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Sewer Master Plan - Study Session Re: Update to 1980 Sewer M
MEETING ASSWANCE NOTICE -AMERICANS WIT4PSABILITIES ACT 1 In accordance with the Americans with Disabilities Act the following services are available to members of I our community who require special assistance to participate in City Council and Redevelopment Agency meetings. If you require,American Sign Language interpreters,a reader during the meeting, and/or large print agendas, to make arrangements,please call:Office of the City Clerk(714) 536-5227. To make arrangements for an assisted listening system(ALD)for the hearing impaired, please contact: the Sergeant at Arms(714)536-5693 or the City Clerk(714)536-5227. 72 hours prior notification will enable the city to make reasonable arrangements to ensure accessibility to a meeting. ACTION AGENDA CITY COUNCIL/REDEVELOPMENT AGENCY CITY OF HUNTINGTON BEACH MONDAY, JUNE 16, 2003 6:00 P.M. - Room B-8 7:00 P.M. - Council Chambers Civic Center, 2000 Main Street Huntington Beach, California 92648 The 5:00 p.m. portion of the meeting will be recessed by the City Clerk to 6:00 p.m. in Room B-8 due to an anticipated lack of quorum. 6:00 P.M. - Room B-8 Call City Council/Redevelopment Agency Meetinq to Order Roll Call Sullivan, Green, Boardman, Cook (Councilmember Coerper has requested permission to be absent from the meeting pursuant to Resolution No. 2001-54.) Present(Hardy arrived 6:01 p.m., Houchen arrived 6:05 p.m; Coerper absent) Pursuant to the Brown (Open Meetings) Act the City Clerk Announces Late Communications Received by Her Office Which Pertain to Items on the Agenda (1) The Brown (Open Meetings) Act requires that copies of late communications submitted by City Councilmembers or City Departments are to be made available to the public at the City Council meeting. (2) Late communications submitted by members of the public are to be made available to the public at the City Clerk's Office the morning after the Council meeting. (Late Communications are communications regarding agenda items that have been received by the City Clerk's office following distribution of the agenda packet.) Assistant City Clerk announced Late Communication for Study Session—PowerPoint report titled Sewer Master Plan (with Executive Summary). Public Comments Regarding 6:00 P.M. Study Session Portion of Council Meetinq and Closed Session Agenda Items (listed on the following page) None COMPUTER INTERNET ACCESS TO CITY COUNCIUREDEVELOPMENT AGENCY AGENDA IS AVAILABLE PRIOR TO CITY COUNCIL MEETINGS http.-Ilwww.surfcity-hb.org (2) June 16, 2003 - Council/Agency Agenda - Page 2 (City Council) Studv Session -Review-.by the Public Works Director of the Sewer Master Plan ( . ) The Director of Public Works will provide an overview of the city's Sewer Master Plan. Public Works Director Robert F. Beardsley reported. Principal Civil Engineer Todd Broussard and City Engineer Dave Webb also reported from PowerPoint presentation titled Sewer Master Plan, which had been announced as a Late Communication by Assistant City Clerk. Call Closed Session of City Council/Redevelopment Agency Approved 6-0-1 (Coerper absent) Recommended Action: Motion to recess.to Closed Session on the following items: 1. (City Council) Closed Session—Pursuant to Government Code Section 54956.9(c)to confer with its attorney regarding pending litigation. Based on existing facts and circumstances, the legislative body of the local agency has decided to initiate or is deciding whether to initiate litigation. Number of Potential Cases: one. Subject: Potential Litigation re Injunction against New Life Acupuncture. (120.80) 2. (City Council) Closed Session—Pursuant to Government Code Section 54956.9(b)(3)(B)to confer with its attorney regarding pending litigation. Facts and circumstances, including, but not limited to, an accident, disaster, incident, or transactional occurrence that might result in litigation against the agency and that are known to a potential plaintiff or plaintiffs, which facts or circumstances shall be publicly stated on the agenda or announced. Subject: Claim of City Clerk.Connie Brockway. (120.80) 0 Sewer Master Plan Sewer Master Plan Update •R_F. .. - o Huntin $each.:: . ;, r June '16, 2003 a':,:'2:'. :d-r,,:;� - ,::s,.,; %; s?T?.. _ •Z.?.,>t`-' ;.r. ,'c-:.;•o-n�µ"�i1+.7;�:yA 'r,:i�T:.��.;;it.;rr?i,F, - ,, . .. _a:,ys,�.�.A Sewer Master Plan (SMP):evaluatesahe = condition and capacity of the sewer system and y t recommends a.Capital Improvement Plan, . : The Orange County Sanitation District requires updated SMP every`5 years ao maintain grant eligibility :' r ..SMP last adopted in .1980. „ . _:lIncludes system inflow and infiltration V Y r: analysis sYnyM,. Capacify deficiencies calculated at City build out k.h. with additional 1.95 mill ion'gallons per day 2 6/10/2003 J v 6 16 �� • • r r Sewer Master Plan Existing Sewer System Condition Current System 360 miles of sewer mains sized from 6 to 30 inches F 4 27 Sewer Lift Stations Identified Deficiencies = 8.8 miles of mainlines N� � a 11 sewer lift stations 4 major areas of potential groundwater infiltration Funding of Capital Improvements a Government Code Sections 66000-66024 and 66483 allows the City to collect a Capital Facilities Charge for new developments to mitigate impacts to utilities. a Current fee of$220 per dwelling unit last revised in 1988 0 SMP requires update of connection fee structure 0 Several alternatives explored to meet°eost of capacity enhancements Alternative 1 —Cost of deficient lift stations and deficient mains. 0 Alternative 2—Cost of deficient lift stations and deficient mains minus cost to line the mains 0 Alternative 2 is recommended as Sewer Service Charge covers maintenance needs 0 Ordinance would require any funds not expended within 5 years to be returned 0 Resolution will allow for annual adjustment to the fee based on the Consumer Price Index. 5/28/2003 2 Sewer Master Plan Fee Calculation Example Single Family Dwelling (SFD) • Unit Cost = Cost / Incremental Future Flows = $13.62 million / 1.95 mgd • = $6.98 / gallons per day • Single Family Dwelling contributes an average of 226 gallons per day. • SFD Fee = $1 ,579 Cost to Future Users Calculation Capital costs Alternative 1 Alternative 2 CIP- Collection System $7,983,205 $ 3,979,490 CIP— Lift Stations 9,641,313 9,641,313 Total Cost $17,624,518 $13,620,803 Estimated Wastewater Flows Gallons Per Day(qpd) Single Family Dwelling 226 226 Multi-Family Dwelling 185 185 Non-Residential per EDU 257 257 Unit Costs of Service SFD $2,043 $1,579 MFD $1,672 $1,292 Non-residential per EDU $2,323 $1,795 5/28/2003 3 • • I l r Sewer Master Plan Fee Comparison Agencies Single Familv I.R.W.D. $275-$2,293 Cypress $1,130-$2,530 Yorba Linda $2,000 Santa Ana $1,500-$2,000 OC Sanitation District $1,620-$1,965 Huntington Beach $1,579 Fountain Valley $1,500 Anaheim $1,470 Seal Beach $1,414 Stanton $1,130 E.T.W.D. $1,090 Garden Grove $255 Newport Beach $250 Midway City S.D. $100 Orange $75 Costa Mesa $55 Placentia $51 Brea $50 La Habra $15 5/28/2003 4 EXECUTIVE SUMMARY The City of Huntington Beach (City) has embarked on this sewer master planning effort in recognition of the need to identify the areas of hydraulic deficiencies, assess the potential for inflow and infiltration (1&1) problems, and establish the level of capital required to maintain and upgrade the wastewater system to ensure reliable and uninterrupted wastewater service. The general scope of work includes: • Data Collection and Review • Criteria and Flow Projection Development • Wastewater System Description • Desktop I&I Study • Field Flow Monitoring and I&I Evaluation Assessor Parcel Number (APNs) and Utility Billing Account Correlations Wastewater Master Plan Document Preparation The focus of this master planning effort is to evaluate the capability of the important elements of the City's existing wastewater collection and pumping system and to develop a plan to provide service through a planning period that extends beyond the year 2020. The primary byproduct of this effort is the development of the wastewater utility's capital improvement requirements. A limited field Wastewater Flow Monitoring Study was also performed and is submitted as Volume II of this Master Plan project. GENERAL SYSTEM DESCRIPTION The City owns, operates and maintains a wastewater collection and pumping system. The collection system is comprised of approximately 360 miles of wastewater pipelines ranging in size from 6 to 30 inches in diameter. Approximately 85 percent of the City's wastewater pipelines are 8 inches in diameter. The predominant material of these pipelines is vitrified clay pipe (VCP). Due to the City's generally flat conditions, the City also operates and maintains twenty-seven lift stations. These facilities lift sewage from low points in the collection system to manholes at higher locations. Orange County Sanitation District (OCSD) is responsible for receiving, treating, and ES.1 014641.00 , disposing of the wastewater generated in central and northwest Orange County, including the City's wastewater. In this regional management capacity, OCSD owns, operates and maintains the majority of the "backbone" wastewater collection trunk pipelines. As such, the City's local system generally discharges to larger OCSD facilities to convey wastewater to the local treatment plant. Construction of the City's collection system began before 1900. However, the majority of the system appears to have been constructed to support the rapid growth that began in the 1960's. Although the City is approximately 97 percent built out and only a minimal increase in future wastewater flows is projected, the City has recognized that the condition of the infrastructure needs to be further quantified and additional proactive provisions for long-term reliability implemented. In accordance with this need, in August 2001 the City adopted a new sewer service charge to provide the necessary funds for ongoing reinvestment. Increased funding is now available for ongoing operation and maintenance (O&M) activities and capital investment in infrastructure. A comprehensive video inspection of the entire underground wastewater utility system and a methodical rehabilitation of the City's lift stations are some of the components of the City's infrastructure management activities that are designed to promote long term system reliability. WASTEWATER FLOW MONITORING PROGRAM To assess the wastewater characteristics in the City, a limited field flow-monitoring program was conducted by Kennedy/Jenks Consultants in association with ADS Environmental, Inc. (ADS). This temporary flow-monitoring program was implemented to obtain actual field measurements of specific wastewater characteristics in the City. Field measurements were obtained during March 2002 in an attempt to also measure the impact of a wet weather event, and quantify the level of inflow and infiltration (1&1) on the City's collection and pumping system. ES.2 014641.00 Twelve monitoring locations throughout the City were identified and metering facilities were installed, tested, and calibrated to record minimum, average, and peak wastewater flows. The monitoring program recorded flow values at a 15-minute frequency throughout the 28-day program duration. Detailed results of the flow-monitoring program for each of the monitored sites are provided as Volume II of this Master Plan documentation. Summary monitoring data results are contained as an appendix in Volume I. INFLOW AND INFILTRATION FINDINGS AND RECOMMENDATIONS An important consideration in the City's management of the wastewater system is the need to integrate the effects of I&I on system hydraulic capacity. Since a significant rainfall event did not occur during the conduct of the field flow-monitoring program, actual rainfall dependent I&I factors could not be derived. In lieu of actual data, most communities integrate I&I through a reserve capacity allowance in their design criteria. This reserve allowance was utilized in the City's prior master planning projects and is recommended for continuation. To supplement the field flow-monitoring data, a desktop I&I study was performed in an attempt to further quantify the potential for local I&I. The desktop study utilized available data to assess the potential for non-sanitary sewer flows into the system. The results of this study provides additional support for the City's wastewater system lining program in the harbor area to minimize seawater intrusion, identified several isolated pockets where shallow groundwater has a higher potential for infiltration, and isolated six sub-basin areas that appeared to be adversely influenced from two rainfall events that occurred in the winter of 2001. Based on these findings, it is recommended the City conduct a continuous dry weather flow metering analysis through a high/low tide cycle to precisely evaluate the response to daily low and high tide conditions in the harbor area, perform a video inspection program to verify underground utility pipeline conditions and document the presence of any illegal storm drainage connections to the wastewater system, coordinate with OCSD for additional data and findings of its ongoing I&I evaluation in the City's service area, and ES.3 014641.00 perform additional I&I (flow isolation) analysis in the six identified areas of the City. The combination of these proactive activities by the City would provide an effective and methodical implementation strategy for the City's I&I Reduction Program. The implementation strategy integrates the master plan work activities, focuses on the identified potential I&I problem areas in a prioritized manner, and concludes with the need to conduct specific subsequent Sanitary Sewer Evaluation Studies (SSES) to mitigate potential sources of I&I in the collection system. This activity could be scheduled during the winter of 2003-04 to better utilize the OCSD and video inspection data. COLLECTION SYSTEM FINDINGS AND RECOMMENDATIONS Hydraulically, the City's primary collection system generally appears to have adequate capacity as this master plan identified a minimal number of facilities with inadequate hydraulic capacity. It is recommended that approximately 13,700 linear feet of the evaluated collection system be upsized to increase local capacity. The estimated cost to replace the primary hydraulically inadequate collection system pipelines is approximately $2.6 million (Table 7-5). Approximately 33,000 linear feet of additional pipelines were identified to have restricted capacity under future build out conditions.and conservative evaluation design criteria. While these facilities are not programmed to be replaced, the City should consider increasing the capacity of these pipelines during its scheduled systematic facility repair and replacement program. In light of new Federal and State regulations, criteria for determining pipe capacity has been conservatively set to allow for unanticipated blockages or diversion of other flows such as storm water. A second important consideration of the collection system evaluation is the need to further define system condition and proactively plan for infrastructure reinvestment. As previously discussed, the City has recognized this need, has programmed for a comprehensive video inspection of the entire underground wastewater utility system, and has adopted a dedicated funding source to assure its implementation. Implementation of the video inspection findings will be in the form of annual collection system repair or replacement projects. It is presumed that most of these facilities will be rehabilitated through applicable trenchless rehabilitation technologies. ESA 014641.00 PUMPING SYSTEM FINDINGS AND RECOMMENDATIONS While the City has been proactive in the ongoing maintenance of its wastewater lift stations, many of these facilities are beginning to show their age. As such, the City has programmed for the methodical replacement of all of its wastewater lift stations. This activity is one of the integral components of the City's infrastructure management program and is designed to promote long term system reliability. Similar to that of the collection system evaluation methodology, lift station improvements can generally be classified as improvements required to increase system hydraulic capacity and improvements to facility condition or reliability. Capacity related improvements are considered priority project elements that are required to maintain the City's ability to pump wastewater flows. Based on the current and projected wastewater flows, 11 facilities were found to have future pumping capacity deficiencies. The. estimated cost of improvements to these priority lift stations is approximately$16.6 million (Table 7-6). An important component for major reconstruction is the City's goal to convert all of its lift stations to the wet well/dry well configuration, wherever feasible. Reliability would also be enhanced should the City decide to provide dedicated standby power with automatic transfer switches at each facility instead of the current portable generator strategy. Since dedicated standby power provisions requires additional on-site facilities, the feasibility and cost effectiveness of this decision should be made on a site specific basis. CAPITAL IMPROVEMENT PROGRAM SUMMARY Capital improvements are prioritized to meet the short- and long-term goals of the wastewater utility. Short-term project priorities are based on facilities with severe capacity deficiencies, system safety concerns, and other utility management objectives. The improvements and recommendations derived during the conduct of the City's Sewer System Master Plan are summarized as follows: ES.5 014641.00 • Collection System — Overall, it is recommended that the City continue its proactive annual investment in the collection system in a methodical manner. Video inspection of the system to identify actual field conditions, potential for failure, and actual underground material is suggested to be a medium-high priority, with identified significant deficiencies a high priority. Additionally, the hydraulic capacity deficiencies are generally high priority, while the I&I component should be scheduled as a medium to medium-high priority, depending on implications of additional local I&I studies. • Lift Stations — Lift station improvements are generally important priority projects as their failure often has a high potential for sewer spills. Accordingly, lift station capacity, reliability, and safety improvements are high priority. Prioritization of the recommended improvements should be based on the degree of deficiency, facility reliability related to the potential for and implications of failure, the potential for higher future flows, coordination with other utility needs and objectives, and funding availability. As such, the City should balance its capital improvement program between the lift station replacement program, collection system facilities identified with a high potential for failure, and hydraulic pipeline deficiencies, with the lift station replacement program and potential pipeline failures receiving the most attention. Due to the nature of the improvements, most of these projects should be constructed during the next 10 years. SEWER FACILITY CHARGES The City utilizes a Sewer Facility Charge (SFC), commonly referred to as a connection fee, to recover the costs of facilities to be constructed in the future that will benefit new development. The purpose of this charge is to assure that future customers pay their fair share of the costs of the system's capacity. As such, a Sewer Facility Charge equitably distributes facility costs to future users based on their anticipated demands on the wastewater system. The assets that collect and pump the City's wastewater are the basis for the cost of capacity in the sewer system. ES.6 014641.00 The City ordinance applicable to SFCs is contained in Chapter 14.36 of the City's Municipal Code. The current and updated residential sewer facility charges are based on an "equivalent dwelling unit" or EDU. For consistency with the current sewer user charge rate schedule, the updated non-residential charge is also proposed to be converted from a cost per 1000 square feet to an EDU basis. There are several generally accepted methods commonly used to develop capital facility charges. A common approach selected by the City for the development of this fee is referred to as the incremental approach. The incremental approach is based on quantifying the future costs of additional capacity and unitizing these costs by the incremental quantity of additional demand served by these costs. Accordingly, the capital improvement program provides the primary basis of costs, while the estimation of future flows provides the basis for future incremental wastewater flows. Costs of Future Capacity Under the incremental approach, the cost of future capacity in the City's wastewater system is based on two facility components. These include the future replacement costs of the sewer lift stations and new local sewer collection system improvements. Several key considerations were discussed with City staff related to assessing the cost of lift station improvements to future customers. Since the ongoing sewer user charge was designed to provide for the methodical replacement of the City's lift stations, only the specific portion of the capacity related facility improvement costs and metering enhancements is un-funded. As such, the costs allocated to future customers are limited to these cost elements. The total cost of lift station improvements that is included in the cost of future capacity is approximately$9.6 million (Table 8-1). Similar to the lift station cost allocation approach, a discussion focused on the level of collection system improvements that should be borne by future services. Through these discussions, several alternatives were developed to recover collection system costs from future services. The basic alternatives derived herein are as follows: • Alternative 1 — Totni System ReplarPment Coat - Include the total cost of all ES.7 014641.00 capacity improvements based on the replacement cost of each facility Alternative 2 — Total System tlpswAnq Coqt - Include the total cost of all capacity improvements and reduce this cost by the estimated cost to slipline each pipeline segment (at original diameter) The resulting collection system costs associated with these alternatives are approximately$8.0 and $4.0 million for Alternatives 1 and 2, respectively (Table 8-2). Estimated Future Incremental Wastewater Flows and Unit Flow Factors Consistent with the study methodology, the estimated wastewater flow was derived from the output of the hydraulic model under current and future wastewater loading conditions. The incremental value that is the result of future growth is the difference between the future and existing wastewater flows. Based on the findings of the hydraulic model, the incremental increase in future wastewater flow was estimated to be approximately 1.95 million gallons per day(MGD). In addition to the development of future incremental flows, wastewater flows factors are derived for each of the residential and commercial/industrial user classes. The City's 2001 Sewer Charge Study estimated that the average wastewater discharge of a Single Family dwelling (SFD) is 226 gallons per day (gpd). Additionally, the 2001 Sewer Charge Study estimated the discharge for a Multi Family dwelling and a commercial/industrial customer to be 185 gpd and 257 gallons per Equivalent Dwelling Unit (EDU), respectively. ES.8 014641.00 Unit Costs Of Service and Alternative Sewer Facility Charges The development of unit costs of service is an essential step in deriving cost of service based Sewer Facility Charges. Unit costs of service are obtained by correlating the costs associated with future growth with the incremental addition of future sewer system discharges (Table 8-4). Sewer Facility Charges are calculated by correlating the wastewater demand characteristics of the City's primary residential and non-residential user classes with the estimated unit costs of service (Table 8-5). The resulting alternative Single Family Dwelling charges are as follows: Alternative 1 - $2,043 Alternative 2 - $1,579 To evaluate these charges, a comparison of the City's current and alternative residential Sewer Facility Charges with neighboring communities was performed. The alternative Sewer Facility Charges compare favorably with the rates of surrounding communities as the findings ranged from approximately $1,400 to $2,000 (Table 8-6). As discussed with City staff, it is recommended the City adopt one of the alternative facility charges so that growth cost are adequately recovered from future wastewater system customers. ES.9 014641.00 CHAPTER 8 SEWER FACILITY CHARGES The City utilizes a Sewer Facility Charge (SFC), commonly referred to as a connection fee, to recover the costs of facilities to be constructed in the future that will benefit new development. The purpose of this charge is to assure that future customers pay their fair share of the costs of the system's capacity. As such, a Sewer Facility Charge equitably distributes facility costs to future users based on their demands on the wastewater system. The assets that collect and pump the City's wastewater are the basis for the cost of capacity in the sewer system. In recognition of the need to remain current and integrate the new Master Plan costs of system capacity, the City desires to update its Sewer Facility Charges. This chapter is intended to update the current cost of sewer system capacity, reflect these costs in the development of new facility charges, and document these charges in the City's Master Plan report of findings. REGULATORY REQUIREMENTS The regulations that govern SFCs generally fall into three areas: compliance with State government codes, adherence to the State Water Resources Control Board's (SWRCB) Revenue Program guidelines, and City ordinances. State Government Codes Government Code Sections 66000 - 66024 and 66483 are the primary government codes applicable to the development and recovery of capital facility charges. The focus of these sections are summarized below: • The City must establish a nexus between the cost of capacity and the facility charge. 8.1 014641.00 • The facility charge revenues must be segregated from operating and maintenance funds. • The revenues must be committed or assigned to a capital project within five years. In summary, these sections of Government Code require the basis for Sewer Facility Charges be consistent with new development's impact on the cost of capacity in the City's wastewater system. Revenue Program Guidelines The SWRCS Revenue Program guidelines apply to all recipients of Federal Clean Water Grants for water pollution control facilities. The guidelines require that facility charges not be used as an assured revenue source for revenue planning and that the facility charge revenues be segregated from other rate-based revenues. City Ordinances The City ordinance applicable to SFCs is contained in Chapter 14.36 of the City's Municipal Code. The current and updated residential sewer facility charges are based on an "equivalent dwelling unit" or EDU. For consistency with the current sewer user charge rate schedule, the updated non-residential charge is also proposed to be converted from a cost per 1000 square feet to an EDU basis. CALCULATION METHODOLOGY As discussed with City staff, there are two generally accepted methods commonly used to develop capital facility charges. These methods are based on an incremental approach or a system capacity buy-in approach. These two calculation methodologies are discussed in the following sections. 8.2 014641.00 Incremental Approach. The incremental approach is based on quantifying the future costs of additional capacity and unitizing these costs by the incremental quantity of additional demand served by these costs. Accordingly, the capital improvement program derived in chapter 7 provides the primary basis of costs, while the estimation of future flows derived in Chapter 6 provides the basis for future incremental wastewater flows. Capacity Buy-In Approach. Similar to the incremental approach, the capacity buy-in approach is based on the cost of future wastewater system capacity and is unitized based on the quantity of demand served by those costs. However, the capacity buy-in method includes the value of the existing system assets in the basis of costs. In doing so, the quantity of demand served by the value of the existing system plus the future costs of the proposed CIP is represented by the total projected ultimate demand in the City's wastewater system. Recommended Approach. Based on discussions with City staff, the incremental approach was used as the basis for developing the City's SFC's. This approach was selected because it more closely coincided with the City's general guidelines for the development and use of the sewer service charge revenues. The incremental approach is also easily understood, provides a documented nexus between the cost of capacity and the proposed sewer facility charges, and complies with current Government Code. COSTS OF FUTURE CAPACITY A study of capital facilities charges is performed to develop and/or identify the costs of facilities used by future wastewater customers. Under the incremental approach, the cost of future capacity in the City's wastewater system is based on two facility components. These include the future replacement costs of the sewer lift stations and new local sewer collection system improvements. While the cost of these improvements was previously developed in Chapter 7, the allocation of these costs to future customers is discussed in the following sections. 8.3 014641.00 Lift Station Replacement Costs As shown in the Lift Station Replacement Cost Estimate of Table 7-6, lift station costs are segregated into two primary categories. These include the cost of improvements necessary to replace capacity deficient facilities and the costs associated with the replacement of facilities that have adequate capacity, but should be eventually be replaced due to long-term wear and tear. Additional metering improvements are also designated for all lift station facilities to improve reliability and monitor capacity performance. Several key considerations were discussed with City staff related to assessing the cost of lift station improvements to future customers. Since the ongoing sewer user charge was designed to provide for the methodical replacement of the City's lift stations, only the specific portion of the capacity related facility improvement costs and metering enhancements is un-funded. As such, the costs allocated to future customers are limited to these cost elements. The estimated cost of lift station improvements for future customers is shown in Table 8-1. As shown, the capacity required for future customers is the percentage of the influent that is greater than the facility capacity. This percent assigned to future users is multiplied by the lift station replacement cost to calculate the estimated cost of capacity assigned to future customers. Since the metering facility improvements enhance the efficiency of all lift stations, 100 percent of the cost of these improvements is assigned to future customers. The total cost of lift station improvements that is included in the cost of future capacity is approximately$9.6 million. Collection System Replacement Costs As previously discussed, a hydraulic model of the City's collection system was used to evaluate the need for capacity improvements. The model identified a number of pipeline segments that did not have adequate capacity to meet future conditions. The length, existing diameter, replacement diameter, and replacement cost was developed for each segment and was shown in Table 7-5. These findings are used as the basis of collection system costs for future customers. 8.4 014641.00 TABLE 8-1 LIFT STATION FUTURE EXPANSION COST ALLOCATION Influent Lift Cost To Station %Assigned Assigned Lift Station Capacity Replacement to Future to Future Number and Name Ratio Cost Users Users Deficient Lift Stations #2 Humbolt 119% $1,104,833 19% $209,396 #5 Davenport 123% $1,141,201 23% $260,974 #6 Edgewater 288% $2,727,561 100% $2,727,561 #15 Beach 118% $1,910,979 18% $343,243 #16 Adams 148% $1,374,873 48% $660,308 #18 Atlanta 137% $879,082 37% $328,394 #22 Saybrook 184% $1,922,485 84% $1,617,694 #23 New Britain 156% $1,478,168 56% $826,663 #25 Edinger 190% $1,805,260 90% $1,632,465 #26 Brighton 123% $1,143,837 23% $264,823 #28 Coral Ca v 121% $1,119,455 21% $229,791 Deficient Subtotal $16,607,733 - $9,101,313 Metering Facilities $540,000 100% $540,000 Total Replacement Cost $17,147,733 - $9,641,313 Source: Table 7-6. Similar to the approach used for the lift station cost allocation, discussions with City staff focused on deriving the cost of collection system improvements that should be borne by future customers. Through these discussions, several approaches were developed to allocate collection system costs to future services. While each of the alternative methods complies with appropriate cost allocation procedures, the basis of approach does affect the resulting level of applicable costs and charges. The focus of the collections system cost allocation alternatives is based on the following key cost recovery questions. • should future customers pay for all capacity deficiencies • should the replacement pipeline costs be "discounted" to recognize that the City would have incurred costs to slipline or rehabilitate these facilities if they were not overcapacity Since there is no discreet answer to each of these questions and the questions are not mutually exclusive, City staff decided to include the development of each alternative scenario in the cost allocation analysis. The basic alternatives derived for the collection system cost component are as follows: • Alternative 1 — Total System Replacement Cost - Include the total cost of all capacity improvements based on the replacement cost of each facility • Alternative 2 —Total System Upsizin4 Cost- Include the total cost of all capacity improvements and reduce this cost by the estimated cost to slipline each pipeline segment(at original diameter) The resulting collection system costs are developed in Table 8-2. As shown, the costs associated with these alternatives are approximately $8.0 million, and $4.0 million for Alternatives 1 and 2, respectively. 8.6 014641.00 • . TABLE 8=2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter (ft) Cost Cost Cost (in) (in) ($) ($) ($) 1013 18 21 373 $93,250 $48,490 $44,760 1014 18 21 100 $25,000 $13,000 $12,000 1015 18 21 226 $56,500 $29,380 $27,120 1016 18 21 201 $50,250 $26,130 $24,120 1017 18 21 336 $84,000 $43,680 $40,320 474 12 18 301 $60,200 $27,090 $33,110 476 12 18 345 $69,000 $31,050 $37,950 477 12 18 345 $69,000 $31,050 $37,950 478 12 18 345 $69,000 $31,050 $37,950 531 12 18 329 $65,800 $29,610 $36,190 547 12 18 330 $66,000 $29,700 $36,300 2586 12 18 299 $59,800 $26,910 $32,890 294 12 15 335 $60,300 $30,150 $30,150 295 12 15 330 $59,400 $29,700 $29,700 296 12 15 168 $30,240 $15,120 $15,120 165 10 15 324 $58,320 $25,920 $32,400 166 10 15 347 $62,460 $27,760 $34,700 167 10 15 314 $56,520 $25,120 $31,400 168 10 15 339 $61,020 $27,120 $33,900 169 10 15 308 $55,440 $24,640 $30,800 170 10 15 304 $54,720 $24,320 $30,400 174 10 15 107 $19,260 $8,560 $10,700 194 10 15 138 $24,840 $11,040 $13,800 202 10 15 136 $24,480 $10,880 $13,600 206 10 15 226 $40,680 $18,080 $22,600 211 10 15 204 $36,720 $16,320 $20,400 213 10 15 113 $20,340 $9,040 $11,300 216 10 15 240 $43,200 $19,200 $24,000 219 10 15 240 $43,200 $19,200 $24,000 221 10 15 110 $19,800 $8,800 $11,000 222 10 15 213 $38,340 $17,040 $21,300 232 10 15 239 43,0201 $19,120 $23,900 237 10 15 246 $44,2801 19,680 $24,600 293 10 15 251 $45,180 20,0801 $25,100 308 10 15 290 $52,200 $23,200 $29,000 321 10 15 300 $54,000 $24,000 $30,000 335 10 15 301 $54,180 $24,080 $30,100 345 10 15 295 $53,100 $23,600 $29,500 543 10 15 307 $55,260 $24,560 $30,700 544 10 15 306 $55,080 $24,480 $30,600 545 10 15 306 $55,080 $24,480 $30,600 548 10 15 309 $55,620 $24,720 $30,900 549 10 15 14 $2,520 $1,120 $1,400 550 10 15 155 $27,900 $12,400 $15,500 590 10 15 293 $52,740 $23,440 $29,300 598 10 15 289 $52,020 $23,120 $28,900 974 10 15 331 $59,580 $26,480 $33,100 980 10 15 330 $59,400 $26,400 $33,000 3002 10 15 46 $8,280 $3,680 $4,600 1080 10 12 294 $45,570 $23,520 $22,050 5005 8 12 255 $39,525 $15,300 $24,225 Page 1 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Slipllning Upsizing ID# Diameter Diameter Cost Cost Cost (in) (in) ( ) ft ($) ($) ($) 5013 8 12 210 $32,550 $12,600 $19,950 362 15 18 157 $31,400 $14,915 $16,485 368 15 18 246 $49,200 $23,370 $25,830 379 15 18 315 $63,000 $29,925 $33,075 486 15 18 127 $25,400 $12,065 $13,335 488 15 18 125 $25,000 $11,875 $13,125 493 15 18 206 $41,200 $19,570 $21,630 495 15 18 329 $65,800 $31,255 $34,545 33 12 15 350 $63,000 $31,500 $31,500 36 12 15 320 $57,600 $28,800 $28,800 46 12 15 262 $47,160 $23,580 $23,580 50 12 15 299 $53,820 $26,910 $26,910 115 12 15 150 $27,000 $13,500 $13,500 116 12 15 105 $18,900 $9,450 $9,450 117 12 15 75 $13,500 $6,750 $6,750 118 12 15 330 $59,400 $29,700 $29,700 119 12 15 330 $59,400 $29,700 $29,700 120 12 15 341 $61,380 $30,690 $30,690 121 12 15 259 $46,620 $23,310 $23,310 175 12 15 335 $60.300 $30,150 $30,150 182 12 15 270 $48,600 $24,300 $24,300 183 12 15 259 $46,620 $23,310 $23,310 185 12 15 275 $49,500 $24,750 $24.750 239 12 15 302 $54,360 $27,180 $27,180 256 12 15 513 $92,340 $46,170 $46,170 261 12 15 246 $44,280 $22,140 $22,140 297 12 15 166 $29,880 $14,940 $14,940 298 12 15 317 $57,060 $28,530 $28,530 299 12 15 341 $61,380 $30,690 $30,690 300 12 15 309 $55,620 $27,810 $27,810 3121 12 15 251 $45,180 $22,590 $22,590 366 12 15 326 $58,680 $29,340 $29,340 375 12 15 210 $37,800 $18,900 $18,900 377 12 15 120 $21,600 $10,800 $10,800 389 12 15 220 $39,600 $19,800 $19,800 508 12 15 9 $1,620 $810 $810 607 12 15 178 $32,040 $16,020 $16,020 610 12 15 253 $45,540 $22,770 $22,770 619 12 15 226 $40,680 $20,340 $20,340 623 12 15 267 $48,060 $24,030 $24,030 634 12 15 235 $42,300 $21,150 $21,150 635 12 15 144 $25,920 $12,960 $12,960 639 12 15 140 $25,200 $12,600 $12,600 742 12 15 286 $51,480 $25,740 $25,740 932 12 15 682 $122,760 $61,380 $61,380 1068 12 15 221 $39,780 $19,890 $19,890 1134 12 15 141 $25,380 $12,690 $12,690 1135 12 15 30 $5,400 $2,700 $2,700 1181 12 15 301 $54,180 $27,090 $27,090 43 10 12 325 $50,3751 $26,000 $24,375- 2051 10 12 261 $40,4551 $20,880 $19,575 Page 2 of 4 TABLE 8.2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Replacement Siiplining Upsizing ID# Diameter Diameter Length eft) Cost Cost Cost 207 10 12 347 $53,785 $27,7R 208 10 12 105 $16,275 $8,4 210 10 12 149 $23,095 $11,95 220 10 12 292 $45,260 $23,3 223 10 12 107 $16,585 $8,56 231 10 12 223 $34,565 $17,84242 10 12 330 $51,150 $26,40 245 10 12 350 $54,250 $28,000 $26,250 254 10 12 330 $51,150 $26,400 $24,750 262 10 12 330 $51,150 $26,400 $24,750 301 10 12 350 $54,250 $28,000 $26,250 302 10 12 23 $3,565 $1,840 $1,725 4491 10 12 129 $19,995 $10,320 $9,675 4621 10 12 301 $46,655 $24,080 $22,575 4651 10 12 287 $44,485 $22,960 $21,525 4701 10 12 282 $43,710 $22,560 $21,150 5221 10 12 259 $40,145 $20,720 $19,425 5231 10 12 299 $46,345 $23,920 $22,425 5241 10 12 314 $48,670 $25,120 $23,555 5251 10 12 255 $39,525 $20,400 $19,125 533 10 12 265 $41,075 $21,200 - $19,875 546 10 12 264 $40,920 $21,120 $19,800 551 10 12 160 $24,800 $12,800 $12,000 819 10 12 673 $104,315 $53,840 $50,475 824 10 12 261 $40,455 $20,880 $19,576 868 10 12 328 $50,840 $26,240 $24,600 901 10 12 175 $27,125 $14,000 $13,125 917 10 12 388 $60,140 $31,040 $29,100 953 10 12 331 $51,305 $26,480 $24,825 954 10 12 168 $26,040 $13,440 $12,600 957 10 12 326 $50,530 $26,080 $24,450 962 10 12 162 25,1101 $12,960 $12,150 963 10 12 330 $51,150 $26,400 $24,750 964 10 12 158 $24,490 $12,640 $11,850 966 10 12 332 $51,460 $26,560 $24,900 975 10 12 329 $50,995 $26,320 $24,675 978 10 12 168 $26,040 $13,440 $12,600 981 10 12 171 $26,505 $13,680 $12,825 1041 10 12 301 $46,655 $24,080 $22,575 1118 10 12 150 $23,250 $12,000 $11,250 1121 10 12 277 $42,935 $22,160 $20,775 1130 10 12 40 $6,200 $3,200 $3,000 1131 10 12 326 $50,530 $26,080 $24,450 1136 10 12 81 $12,555 $6,480 $6,075 2566 10 12 349 $54,095 $27,920 $26,175 2569 10 12 349 $54,095 $27,920 $26,175 2576 10 12 352 $54,560 $28,160 $26,400 4003 10 12 309 $47,895 $24,720 $23,175 233 8 10 35 $4,550 $2,100 $2,450 240 8 10 91 $11,830 $5,460 $6,370 313 8 10 226 $29,380 $13,560 $15,820 Page 3 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter (ft) Cost Cost Cost (in) (in) ($) 1 ($) 1 ($) 318 8 10 91 $11,830 $5,460 $6,370 347 8 10 341 $44,330 $20,460 $23,870 832 8 10 77 $10,010 $4,620 $5,390 833 8 10 105 $13,650 $6,300 $7,350 2541 8 10 181 $23,530 $10,860 $12,670 2543 8 10 36 $4,680 $2,160 $2,520 2545 8 10 294 $38,220 $17,640 $20,580 2547 8 10 275 $35,750 $16,500 $19,255 2579 8 10 162 $21,060 $9,720 $11,340 2581 8 10 217 $28,210 $13,020 $15,190 1019 18 21 304 $76,000 $39,520 $36,480 333 15 18 130 $26,000 $12,350 $13,650 341 15 18 195 $39,000 $18,525 $20,475 351 15 18 197 $39,400 $18,715 $20,685 1168 12 15 335 $60,300 $30,150 $30,150 399 10 12 290 $44,950 $23,200 $21,750 434 10 12 300 $46,500 $24,000 $22,500 447 10 12 170 $26,350 $13,600 $12,750 563 10 12 332 $51,460 $26,560 $24,900 775 10 12 363 $56,265 $29,040 $27,225 779 10 12 400 $62,000 $32,000 $30,000 785 10 12 401 $62,155 $32,080 $30,075 811 10 12 171 $26,505 $13,680 $12,825 818 10 12 1462 $226,610 $116,960 $109,650 903 10 12 206 $31,930 $16,480 $15,450 1055 10 12 206 $31,930 $16,480 $15,450 311 8 10 75 $9,750 $4,500 $5,250 5009 8 10 225 $29,2501 $13,500 $15,750 5 004 8 10 1 171 $22,2301 $10,2601 $11,970 Total Collection Improvements = 46,527 $7,983,2051 $4,003,7151 $3,979,490 Alternative 1 -Total System Replacement Cost $7,983,205 Alternative 2 -Total System Upsizing Cost $3,979,490 Page 4 of 4 FUTURE INCREMENTAL WASTEWATER FLOWS AND UNIT FLOW FACTORS As previously discussed, the incremental approach is based on quantifying the future costs of additional system capacity and unitizing these costs by the incremental quantity of additional wastewater demand served by these costs. Accordingly, the incremental quantity of wastewater flows and the unit flows per customer type are important considerations in the development of the City's updated SFCs. The development of each of these wastewater flow values is discussed in the following sections. Development of Estimated Future Incremental Wastewater Flows Consistent with the study methodology, the estimated wastewater flow was derived from the output of the hydraulic model under current and future wastewater loading conditions. The incremental value that is the result of future growth is the difference between the future and existing wastewater flows. Based on the findings of the hydraulic model, the incremental increase in future wastewater flow was estimated to be 1.95 MGD. The results of this analysis are performed as an element of hydraulic modeling simulation tasks and are shown in Appendix D. Development of Estimated Unit Wastewater Flows In addition to the development of future incremental flows, wastewater flows factors are derived for each of the residential and commercial/industrial user Gasses. These values were estimated during the conduct of the City's 2001 Sewer Service Charge Study and are reflected herein as Table 8-3. As shown, water consumption values are correlated to the calculated return to sewer factors to develop the average wastewater discharges for the Single Family dwelling (SFD) and Multi Family dwelling (MFD) and a commercial/industrial customer. The City's 2001 Sewer Charge Study estimated that the average wastewater discharge of a SFD is 226 gallons per day (gpd). Additionally, the 2001 Sewer.Charge Study estimated the discharge for a Multi Family dwelling and a commercial/industrial customer to be 185 gpd and 257 gallons per Equivalent Dwelling Unit(EDU), respectively. 8.8 014641.00 TABLE 8-3 ESTIMATED UNIT WASTEWATER FLOWS Account Units/ Usage Return Wastewater Wastewater Usage(a) Tye EDUs HCFNr To Sewer HCF) (MGD) (g d Single Family(SFD) 41,718 6,765,222 0.67 4,532,699 9.4 226 Multi Family(MFD) 32,326 3,378,013 0.85 2,871,311 6.0 185 Commercial/Industrial 13,308 1,829,100 0.90 1,646,190 3.4 257 Source: Sewer Service Charge Approach, DCA 7/01 (a) Single Family and Multi Family are per unit; Commercial/Industrial is per Equivalent Dwelling Unit(EDU). UNIT COSTS OF SERVICE The development of unit costs of service is an essential step in deriving cost of service based Sewer Facility Charges. Unit costs of service are obtained by correlating the costs associated with future growth with the incremental addition of future sewer system discharges. The resulting unit costs of service for each of the three alternatives is shown in Table 8-4. As shown, given the variation in the collection system replacement costs allocated to future customers, the estimated unit costs for Alternative 1 is $9,038 per 1000 gpd. The resulting unit cost of service for Altemative 2 is $6,985 per 1000 gpd. ALTERNATIVE SEWER FACILITY CHARGES Sewer Facility Charges are a source of income from growth-induced new sewer connections or charges to the use of existing accounts with respect to wastewater discharge characteristics. The revenues from SFCs are restricted to the financing of ' growth-related capital improvements. The Sewer Facility Charges are based on the City's projected costs of additional wastewater system capacity, the cost of service allocation analysis, and the estimated discharges from the three key customer classes. Sewer Facilities Charges Sewer Facility Charges are calculated by correlating the wastewater demand characteristics of the City's primary residential and non-residential user classes with the estimated unit costs of service. As shown in Table 8-5, the resulting charges for a Single Family Dwelling (SFD) is $2,043 for Alternative 1 and $1,579 for Alternative 2. 8.10 014641.00 TABLE 8-4 SEWER FACILITY CHARGE UNIT COSTS OF SERVICE Alternative Alternative Description 1 2 Capital Costs to Future Users CIP Projects -Collection System $7,983,205 $3,979,490 CIP Projects -Lift Stations $9,641,313 $9,641,313 Total Cost to Future Users $17,624,518 $13,620,803 Estimated Wastewater Flows Projected Wastewater Flows at Buildout(MGD) 20.32 20.32 Estimated Current Wastewater Flows (MGD) 18.37 18.37 Incremental Future Wastewater Flows (MGD) 1.95 1.95 Unit Costs of Service Unit Costs of Service ($/1000 gpd) $9,038 $6,985 Alternative 1 -Total System Replacement Cost Alternative 2 -Total System Upsizing Cost TABLE 8- 5 SEWER FACILITY CHARGE ALTERNATIVES Alternative Alternative Description 1 2 Capital Costs to Future Users CIP Projects -Collection System $7,983,205 $3,979,490 CIP Projects -Lift Stations $9,641,313 $9,641,313 Total Cost to Future Users $17,624,518 $13,620,803 Estimated Unit Wastewater Flows(a) Estimated Flows from a SFD (gpd) 226 226 Estimated Flows from a MFD (gpd) 185 185 Estimated Flows from a Non-Res EDU (gpd) 257 257 Unit Costs of Service Unit Costs of Service ($/1000 gpd) $9,038 $6,985 SFD Unit Cost $2,043 $1,579 MFD Unit Cost $1,672 $1,292 Non-Res Unit Cost per EDU $2,323 $1,795 Non-Residential Meter Size Equivalency Alternative Charge Per Meter Size (Inches) and Type EDUs(a) Meter Size/Type 5/8 1 $2,323 $1,795 3/4 1 $2,323 $1,795 1 2 $4,646 $3,590 1.5 3 $6,968 $5,385 2 5 $11,614 $8,976 3 11 $25,550 $19,747 4 Compound 17 $39,487 $30,517 4 Domestic and Turbine 33 $76,651 $59,240 6 Compound 33 $76,651 $59,240 6 Domestic and Turbine 67 $155,625 $120,275 8 Domestic 117 $271,764 $210,032 10 Domestic 183 $425,066 $328,512 (a) Source: Sewer Service Charge Approach, DCA 7/01 Alternative 1 -Total System Replacement Cost Alternative 2 -Total System Upsizing Cost Consistent with the City's existing sewer user charge rate structure, the non-residential customers are charged based on the number of EDU's for each of the City's water meter sizes and types. The number of EDU's for each meter size/type was derived in the City's 2001 Sewer Charge Study. Correlating the previously derived number of EDU's with the unit costs of service derived herein, provides the basis for the non-residential Sewer Facility Charges. The results of this analysis are show in the bottom portion of Table 8-5. Capital Facilities Charge Comparison Table 8-6 is a comparison of the City's current and alternative residential SFC with neighboring communities. As shown, the alternative SFCs compare favorably with the rates of surrounding communities. These charges are based on the recovery of only the City's incremental local costs of future capacity. As discussed with City staff, it is recommended the City adopt one of the alternative facility charges so that growth cost are adequately recovered from future wastewater system customers. 8.13 014641.00 • TABLE 8- 6 RESIDENTIAL SEWER FACILITY CHARGE SURVEY Single Family Mulit Family Description SFD MFD Representative Agencies Orange County Sanitation District(a) $1,620 to$1,965 $1,275 to$1,620 City of Santa Ana(b) $1,500 to $2,000 $1,200 to$1,500 City of Fountain Valley(`) $1,500 - City of Anaheim(d) $1,470 $1,476 City of Huntington Beach Charges Current Fee, Adopted 4/88 $220 $220 Calculated Fee Alternatives 2003 Studv Alternative 1 -Total System Replacement Cost $2,043 $1,672 Alternative 2 -Total System Upsizing Cost $1,579 $1,292 (a) Based on number of Bedrooms (b) Based on Fixture Units. Values are City average estimates (c) $406/Gross Acre+ $4.65 per Front Footage (basis used was 4 DU/Ac, and 300 LF (d)Varies by service Area. Values are estimated averages ORDINANCE NO. AN ORDINANCE OF THE CITY OF HUNTINGTON BEACH AMENDING CHAPTER 14.36 OF THE HUNTINGTON BEACH MUNICIPAL CODE RELATING TO SEWER SYSTEM SERVICE CONNECTION The City Council of the City of Huntington Beach does hereby ordain as follows: SECTION 1. That Section 14.36.005 is hereby added to the Huntington Beach Municipal Code said section is to read as follows: 14.36.005 Intent and Purpose This Chapter is intended to implement the goals, objectives and policies of the City of Huntington Beach General Plan,by ensuring the long-term adequacy of the City's sewer facilities are maintained when new development is constructed within the City limits. By imposing a fee or charge that is reasonably related to the burdens created by new development on the City's sewer system,together with funding available from other City revenue sources,the City will be able to construct the required capital improvements, accommodate projected growth and fulfill the goals, objectives and policies of the City's General Plan. It is the intent of the City Council that the charge required by this Chapter shall be supplementary to any conditions imposed upon a development project pursuant to other provisions of the Municipal Code, the Subdivision Map Act,the California Environmental Quality Act, other state and local laws, ordinances or Charter provisions which may authorize the imposition of conditions on development. SECTION 2. That Section 14.36.006 is hereby added to the Huntington Beach Municipal Code said section is to read as follows: 14.36.006 Definitions For the purpose of this Chapter,the following terms shall be defined as follows: (a) "Applicant"shall mean any person or legal entity that applies for a permit or other entitlement for a new development project. (b) "City" shall mean the City of Huntington Beach. (c) "Equivalent Dwelling Unit(EDU)" shall refer to the unit cost assessed to a non- residential development. (d) "Multiple Family Dwelling Unit," shall mean a building or buildings designed with two (2) or more dwelling units. (e) "Public Works Director" shall mean the Director of Public Works or the Director's designee. 03ord/chap 14-36/6/2/03 1 (f) "Sewer Connection Fee," "Fee" or"Charge" shall mean the fee imposed on new development projects pursuant to this Chapter. (g) "Single Family Unit" shall mean a detached building designed primarily for use as a single dwelling, no portion of which is rented as a separate unit, except as permitted by this Code. Attached single family dwellings shall be considered as multi-family. SECTION 3. That Section 14.36.020 of the Huntington Beach Municipal Code is hereby deleted in its entirety SECTION 4. Section 14.36.030 of the Huntington Beach Municipal Code is hereby amended to read as follows: 14.36.030 Encroachment permit--Connection by applicant. (a) No person shall install any pipe, apparatus, appliance or connection to any part of the City Sewer System without first obtaining an encroachment permit to do so. The applicant shall bear the cost for all labor and materials, and shall be a licensed contractor or shall employ a contractor duly licensed under the laws of the State of California to perform such work. The applicant shall also be responsible for the cost of constructing, maintaining, or replacing any part of a sewer system on private property, required by the Director, from the sewer main line to and including any on- site structure. (b) Applicant shall comply with all relevant portions of Title 12 of this code not inconsistent with the provisions of this chapter. SECTION 5. Section 14.36.040 of the Huntington Beach Municipal Code is hereby amended to read as follows: 14.36.040 Change of occupancy--Installation of separate lines. Whenever occupancy on a parcel of land is changed from one to two or more, and more than one occupancy on such parcel is served by the City Sewer System, an additional connection fee shall apply. The Director, at his discretion,may require the owner of such a parcel of land to install separate sewer lines for each occupancy. SECTION 6. Section 14.36.050 of the Huntington Beach Municipal Code is hereby amended to read as follows: 14.36.050 Maintenance and repair. (a) Repair and maintenance of all sewer mains dedicated to the city shall be the responsibility of the city. (b) Repair and maintenance of all privately-owned sewer mains, and all lateral lines, equipment and appurtenances connected to the city sewer mains shall be the responsibility of the owner/user, and shall meet the requirements contained in Title 12 of this code. 03ord/chap 14-36/6/2/03 2 SECTION 7. Section 14.36.070 of the Huntington Beach Municipal Code is hereby amended to read as follows: 14.36.070 Sanitary Sewer Facilities Fund Established—Fees and Charges. (a) There is hereby established,pursuant to California Government Code Sections 66013 and 66483 et seq., a Sanitary Sewer Facilities Fund. As a condition precedent to granting applications for sewer connections, or an increase in an applicant's water meter size, the Department of Public Works is hereby authorized to collect fees and charges in amounts which shall not exceed the estimated reasonable cost of providing a City Sewer System, maintaining same, and for future replacements or extensions thereof("Sewer Service Charge"). All monies collected pursuant to this Chapter shall be deposited into the Sanitary Sewer Facilities Fund. (b) Except as otherwise provided in Chapter 14.44, the Sewer Service Charge authorized by this Chapter shall be collected and expended solely for the construction or reimbursement for construction of sanitary sewer facilities within the City's service area and to reimburse the City for the cost of engineering and construction services to rehabilitate existing facilities or construct new sewer facilities. (c) The monies collected pursuant to this Chapter and deposited into the Sanitary Sewer Facilities Fund account shall be used solely for the purposes specified in this Chapter. All monies deposited into the Sanitary Sewer Facilities Fund shall be held separate and apart from other City funds. All interest and other earnings on the unexpended balance in the Sanitary Sewer Facilities Fund shall be credited to the Sanitary Sewer Facilities Fund. (d) Within 180 days after the last day of each fiscal year, the City Council shall review the status of compliance with this Chapter, including the amount of funds collected, expenditures from the Sanitary Sewer Fund Facilities Reserve Account, and the degree to which the fees and charges collected pursuant to this Chapter have been expended on existing sewer system facilities or new facilities that benefit the applicant or the development for which the fee or charge was collected. At least every five (5) years after the effective date of the Ordinance enacting this Chapter, the Public Works Director shall prepare, and the City Council shall consider, the fee formula established to implement this Chapter,whether any adjustment in the fee formula or use of fee proceeds is warranted, or any other changes are needed to the procedures established by this Chapter, to fulfill the goals, objectives or policies of the City's General Plan and the Sewer Master Plan. Each year between periodic reviews of the fee formula,the fee shall be increased by a factor to account for inflation in construction costs, as provided for by Section 14.36.110. SECTION 8. Section 14.36.080 of the Huntington Beach Municipal Code is hereby deleted in its entirety. SECTION 9. That Section 14.36.085 is hereby added to the Huntington Beach Municipal Code said section is to read as follows: 14.36.085 City Sewer Service Area—Fee schedule. The City operates and maintains a City-wide wastewater collection and pumping system. The City's planned local sanitary service area is as described in the City's Sewer Master Plan and consists of a City-wide sanitary sewer system. The Sewer Master Plan evaluates the capacity of this City-wide sewer system and identifies a plan to provide sewer service to existing and anticipated 03ord/chap 14-36/6/2/03 3 • • future users as a result of new development. The Sewer Master Plan also contains an estimate of the total costs of constructing the City's sewer facilities required by the Sewer Master Plan to serve new development, a map of the City's Sewer Service Area and the location of the City's sewer facilities. The Sewer Service Charge authorized by this Chapter shall be set by resolution of the City Council, which resolution shall set forth the Sewer System Charge for Single Family Dwelling Units, Multiple Family Dwelling Units and for Equivalent Dwelling Units ("EDU") as defined by this Chapter. SECTION 10. Section 14.36.090 of the Huntington Beach Municipal Code is hereby amended to read as follows: 14.36.090 Payment. (a) The Sewer Service Charge and all other applicable sewer fees, including county sewer fees, shall be paid to the city prior to recording the final subdivision map with the County Recorder's Office, or prior to issuance of a building permit by the city if a subdivision map is not required. (b) The subdivider or person to whom a building permit has been issued may enter into a standard reimbursement agreement with the city, pursuant to Chapter 14.44 of this code. SECTION I I..That Section 14.36.100 is hereby added to the Huntington Beach Municipal Code said section is to read as follows: 14.36.100 Fee Adjustments. Any applicant subject to the Sewer Service Charge authorized by this Chapter may apply to the Director of Public Works for a reduction, adjustment or waiver of the fee. Circumstances that may justify a fee adjustment include an applicant's proposal to increase to a larger water meter size and sufficient information about the prior use is available to determine that credit for the existing meter size is warranted. A decision of the Director of Public Works to deny an applicant's request for an fee adjustment or waiver may be appealed by filing a fee adjustment application with the Director of Public Works. Such application shall be made on a form provided by the Director of Public Works and shall be filed with the Director of Public Works at the time of the application for building permit. Each application shall state in detail the factual basis for the requested fee reduction, adjustment or waiver. The Directoi of Public Works shall determine if the fee adjustment application is complete. The Public Works Commission shall consider the fee adjustment application at a hearing within sixty(60) days after the fee adjustment application is deemed complete by the Director of Public Works. The decision of the Public Works Commission will be final with respect to City action on the appeal. SECTION 12. That Section 14.36.110 is hereby added to the Huntington Beach Municipal Code said section is to read as follows: 14.36.110 Annual CPIU Adjustments (a) Each Sewer System.Charge shall be adjusted to reflect the annual percentage adjustment in the Consumer Price Index for All Urban Consumers ("CPIU") in Los Angeles, Orange 03ord/chap 14-36/612/03 4 and Riverside Counties established by the U.S. Bureau of Labor Statistics and available as of July 1 each year. (b) Adjustments based on these criteria will be determined on July 1 of each year. The adjustments will be implemented effective the following October 1, which is the beginning of the city's fiscal year. SECTION 13. This ordinance shall become effective 60 days after its adoption. PASSED AND ADOPTED by the City Council of the City of Huntington Beach at a regular meeting thereof held on the day of , 2003. Mayor ATTEST: APPROVED AS TO FORIM: City Clerk ��►�— ` =tom City Attorney REVIEWED AND APPROVED: INITIATED AND APPROVED: City Administrator Director of Public Works 03ord/chap 14-36/6/2/03 5 i RESOLUTION NO A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF HUNTINGTON BEACH ESTABLISHING THE FEE SCHEDULE FOR SEWER SYSTEM SERVICE CONNECTIONS, FEES, CHARGES AND DEPOSITS WHEREAS, pursuant to Chapter 14.36 of the Huntington Beach Municipal Code,the City Council is authorized to collect fees and charges as a condition precedent to granting an application for sewer connection or an increase in water meter size. The fees and charges authorized by Chapter 14.36 may not exceed the estimated reasonable cost of providing facilities for the City's sewer system that will benefit the person being charged; and The City Council has reviewed a report dated May 2003, entitled"Sewer Master Plan"prepared by Kennedy/Jenks Consultants, ("Sewer Master Plan")which evaluates the impacts of future users on existing sewer facilities within the City and details the City's operation and maintenance of a City-wide wastewater collection and pumping system. The Sewer Master Plan includes a description of the City- wide sewer system, an analysis of the need for replacement of existing sewer facilities and construction of new facilities needed to serve new development and additional capacity demands, and sets forth the estimated costs of these improvements; and The Sewer Master Plan has been available for public inspection and review prior to consideration of this resolution by the City Council after a public hearing, NOW, THEREFORE,the City Council of the City of Huntington Beach does hereby resolve as follows: 1. The Sewer Master Plan is hereby adopted. 2. The Sewer System Charge of$1,579.00 shall be imposed for a sewer connection for a Single Family Dwelling Unit as defined in Chapter 14.36. 3. The Sewer System Charge of$1,292.00 shall be imposed per sewer connection for a Multiple Family Dwelling Unit as defined in Chapter 14.36. 4. The Sewer System Charge for a sewer connection for a new non-residential project, shall .be based on the water meter size relationship to an Equivalent Dwelling Unit ("EDU"), as defined in Chapter 14.36, as follows: Meter size(inches)and We EDUS Charge 5/8 1 1,795 3/4 1 1,795 1 2 3,590 1.5 3 5,385 2 5 8,976 3 11 19,747 03reso/sewer fees/5/30/03 1 Meter size(inches) and type EDUS Charge 4 Compound 17 30,517 4 Domestic and Turbine 33 59,240 6 Compound 33 59,240 6 Domestic and Turbine 67 120,275 8 Domestic 117 210, 032 10 Domestic 183 328,512 5. The Sewer Master Plan establishes that the Sewer System Charges authorized herein are charges for existing facilities and new facilities to be constructed in the future that will benefit the person being charged. 6. California Environmental Quality Act. The City Council hereby finds that the adoption of this Resolution is exempt from the California Environmental.Quality Act("CEQA") under Section 15273(a)(4) of the California Code of Regulations, commonly known as the CEQA Guidelines. The City Council finds that this exemption applies because the charges authorized herein are for the purpose of obtaining funds for capital projects necessary to maintain service within existing service areas, and there is no reasonable possibility that the modification of the Sewer System Service Connection Fee and Charges authorized by Huntington Beach Municipal Code Chapter 14.36 could negatively affect the physical environment. Any environmental impacts associated with specific projects that may be undertaken with the monies collected pursuant to this resolution and Huntington Beach Municipal Code Chapter 14.36 will be assessed as each project is formulated. The City Council also hereby finds that the adoption of this Resolution is exempt from _ CEQA pursuant to the Supplemental Environmental Categorical Exemptions adopted by the City Council pursuant to Resolution No. 4501, which provides that information collection which does not result in a serious or major disturbance to an environmental resource are exempt as a Class VI exemption. PASSED AND ADOPTED by the City Council of the City of Huntington Beach at a regular meeting thereof held on the day of 72003. ATTEST: .City Clerk Mayor REVIEWED AND APPROVED: APPROVED AS TO FORM: City Administrator �_ ity Attomey INITIATED AND APPROVED: Director of Public Works 03reso/sewer fees/5/30/03 2 ORDINANCE NO. LEGISLATIVE DRAFT Chapter 14.36 SEWER SYSTEM SERVICE CONNECTIONS, FEES, CHARGES, AND DEPOSITS (741-1/60; 1001-10/63, 1100-12/64, 2022-1/76, 2481-5/81, 2564-8/82,2608-3/83,2931-4/88, 2985-3/89) Sections: 14.36.005 Intent and Purpose 14.36.006 Definitions 14.36.010 Service application--Form 14.36.030 Encroachment permit--Connection by applicant 14.36.040 Change of occupancy--Installation of separate lines 14.36.050 Maintenance and repair 14.36.060 Private premises--User/owner responsibility 14.36.070 Sanitary sSewer€Facilities€Fund eEstablished-4Fees and Charges. t n 36 080 Planned t, eal s ,pith., nFireastree .,eh t„te 14.36.085 City Sewer Service Area—Fee schedule 14.36.090 Fee Payment 14.36.100 Fee Adjustments. 14.36.110 Annual CPIU Adjustments 14.36.005 Intent and Purpose This Chapter is intended to implement the goals, objectives and policies of the City of Huntington Beach General Plan, by ensuring the long-term adequacy of the City's sewer facilities are maintained when new development is constructed within the City limits. By imposing a fee or charge that is reasonably related to the burdens created by new development on the City's sewer system, together with funding available from other City revenue sources, the City will be able to construct the required capital improvements, accommodate projected growth and fulfill the goals, objectives and policies of the City's General Plan. It is the intent of the City Council that the charge required by this Chapter shall be supplementary to any conditions imposed upon a development project pursuant to other provisions of the Municipal Code, the Subdivision Map Act, the California Environmental Quality Act, other state and local laws, ordinances or Charter provisions which may authorize the imposition of conditions on development. 14.36.006 Definitions Iegisdrf/mc 1436/6/2/03 1 For the purpose of this Chapter, the following terms shall be defined as follows: (a) "Applicant" shall mean any person or legal entity that applies for a permit or other entitlement for a new development project. (b) "City" shall mean the City of Huntington Beach. (c) "Equivalent Dwelling Unit (EDU)" shall refer to the unit cost assessed to a non-residential development. (d) "Multiple Family Dwelling Unit," shall mean a building or buildings designed with two (2) or more dwelling units. (e) "Public Works Director" shall mean the Director of Public Works or the Director's designee. (f) "Sewer Connection Fee," "Fee" or "Charge" shall mean the fee imposed on new development projects pursuant to this Chapter. (g) "Single Family Unit" shall mean a detached building designed primarily for use as a single dwelling, no portion of which is rented as a separate unit, except as permitted by this Code. Attached single family dwellings shall be considered as multi-family. 14.36.010 Service application--Form. All persons requesting service from the City Sewer System shall file a written application, signed by the applicant, or his agent, containing the following information: (2931-4/88) (a) The address or location of the premises to be served; (2931-4/88) (b) Whether the applicant is owner, developer, occupant or lessee, or agent of any of the foregoing; (2931-4/88) (c) The name and address of the applicant if such person is not the occupant or lessee of the premises; (2931-4/88) (d) Any additional information which the Director may require. (2931-4/88) 14:36-A2A--Ener-oa 2i}t-3e-rnzic—r ns gpA-21LeeifiegiensrPubli zity insur-anee legisdrft/mc 1436/6/2/03 2 > defend, and held haFmless said additienal insureds. Sueh pr-eef ef eempr-eheesive liability established by reselutien ef the City Geuneil, shall be signed by an atMefized agent --- 14.36.030 Encroachment permit--Connection by applicant. (a) No person shall install any pipe, apparatus, appliance or connection to any part of the City Sewer System without first obtaining an encroachment permit to do so. The applicant shall bear the cost for all labor and materials, and shall be a licensed contractor or shall employ a contractor duly licensed under the laws of the State of California to perform such work. The applicant shall also be responsible for the cost of constructing, maintaining, or replacing any part of a sewer system on private property,required by the Director, from the pfepe y sewer main line to and including any on-site structure. (2931-4/88) (b) Applicant shall comply with all relevant portions of Chapter- 12.12 Title 12 of this code not inconsistent with the provisions of this chapter. (2931-4/88) 14.36.040 Change of occupancy--Installation of separate lines. Whenever occupancy on a parcel of land is changed from one to two or more, and more than one occupancy on such parcel is served by the City Sewer System, an additional connection fee shall apply. tThe Director, at his discretion, may require the owner of such a parcel of land to install separate sewer lines for each occupancy. (2931-4/88) 14.36.050 Maintenance and repair. (a) Repair and maintenance of all sewer mains;dedicated to the city shall be the responsibility of the city. (2931-4/88) (b) Repair and maintenance of all privately-owned sewer mains, and all lateral lines, equipment and appurtenances connected to the city sewer mains shall be the responsibility of the owner/user, and shall meet the requirements contained in ref 12.12 Title 12 of this code. (2931-4/88) 14.36.060 Private premises--User/owner responsibility. The city shall in no way whatsoever be responsible for any damage to persons or property because of any leakage, breakage, or seepage from, or accident or damage to, any sewer pipe or its appurtenances located on any private premises; nor shall the city be responsible for or on account of any damage, injury or loss caused directly or indirectly by the existence on private premises of any sewer pipe or its appurtenances. (2931-4/88) 14.36.070 Sanitary sSewer€Facilities€Fund eEstablished-4'Fees and Charges. (a) There is hereby established,pursuant to California Government Code Sections 66013 and 66483 et seq.,a sSanitary sSewer€Facilities€Fund. As a condition precedent to granting applications for sewer connections, or an increase in an applicant's water meter size, the Department of Public Works is hereby authorized to ehwge and collect fees and charges in amounts which shall not legisdrft/mc1436/6/2/03 3 exceed the estimated reasonable cost of providing a City Sewer System, maintaining same, and for future replacements or extensions thereof("Sewer Service Charge"). All monies collected pursuant to this Chapter shall be deposited into the Sanitary Sewer Facilities Fund. (2931-4/88) (b) Except as otherwise provided in Chapter 14.44,sue-h-€ees the Sewer Service Charge authorized by this Chapter shall be collected and expended solely for the construction or reimbursement for construction of sanitary sewer facilities within the planned leeal sanit City's service areas, , w''ie'' the fees w ,ere "ee+oaeT-and to reimburse the city for the cost of engineering and construction services te fefm sue areas, ~a did� -tFuet stieh f eilifie,to rehabilitate existing facilities or construct new sewer facilities. (2931-4/88) (c)The monies collected pursuant to this Chapter and deposited into the Sanitary Sewer Facilities Fund account shall be used solely for the �urposes specified in this Chapter. All monies deposited into the anitary Sewer Facilities Fund shall be held separate and apart from other City funds. All interest and other earnings on the unexpended balance in the Sanitary Sewer Facilities Fund shall be credited to the Sanitary Sewer Facilities Fund. (d)Within 180 days after the last day of each fiscal year, the City Council shall review the status of compliance with this Cha ter, including the amount of funds collected, expenditures from the Sanitary Sewer Fund Facilities Reserve Account and the degree to which the fees and charges collected pursuant to this Napter have been expended on existing sewer system facilities or new facilities that benefit the applicant or the development for which the fee or char a was collected. At least every five (5) years after the effective date of the%rdinance enacting this Chapter, the-Public Works Director shall prepare, and the City Council shall consider, the fee formula established to implement this Chapter, whether any adjustment in the fee formula or use of fee proceeds is warranted, or any other changes are needed to the procedures established by this Chapter, to fulfill th-egoals, objectives or policies of the City's General Plan and the Sewer Master Plan. Each year between periodic reviews of the fee formula, the fee shall be increased by a factor to account for inflation in construction costs, as provided for by Section 14.36.110. ,7 t1, fee (2931 488) J2°dNci-m-@@5•-ftk3crcrr@zcc—�E� 13@f2r9�e-Ei�r9�6'k�'� : � dwelli ff eels less than ten thausand(10,000) squar-e feet in afea eiEeept-- the ,bseefiefts / roc; (2934 488) "dwelling unit", ll f e e end- (ms) e000) area, > > per dwellingunit, > exeept these Iegisdrft/mc 1436/6/2/03 4 • • I `Vf la the area VVM11<LVl1 V11the wVJi by Geldenwest Street, en the east by Beaeh Bettlo ar-d, en the se ath by Dame Ce st Highway, 1 en the nefth by Clay A. nn fee shall be ehafged far thef first dwelling• ..+ but � f 1 cn >, 11 b t, a ..».b" .. .+.....b unit vul u 1La\a Vl .ya✓V Jaaula vc cllur�cc[- f ,.1,_.,,•1.•litirenal dwelling unitt pef let (2931 Winn) u f 1 vl any ua eu Jea v"u by u Juaaaluff ovw Va f6eility, e v (b) n (e) of this retina %9o3+wine) 14.36.085 City Sewer Service Area—Fee schedule. The City operates and maintains a City-wide wastewater collectioiTand pumping system. The Cittyy's planned local sanitary service area is as described in the City's fewer Master Plan and consists of a City-wide sanitary sewer system. The Sewer Master Plan evaluates the capacity of this City-wide sewer system and identifies a plan to provide sewer service to existing and anticipated future users as a result of new development. The Sewer Master Plan also contains an estimate of the total costs of constructing the City's sewer facilities required by the Sewer Master Plan to serve new develo ment, a map of the City's Sewer Service Area and the location of the City's sewer facilities. The Sewer Service Charge authorized by this Chapter shall be set by resolution of the City Council, which resolution shall set forth the Sewer System Charge for Single Family Dwelling Units, Multiple Family Dwelling Units and for Equivalent Dwelling Units ("EDU") as defined by this Chapter. 14.36.090 Fee Payment. (a) A44 The Sewer Service Charge and all other applicable sewer fees, including county sewer fees, shall be paid to the city prior to recording the final subdivision map with the County Recorder's Office, or prior to issuance of a building permit by the city if a subdivision map is not required. (2931-4/88,2985-3/89) (b) The subdivider or person to whom a building permit has been issued may enter into a standard reimbursement agreement with the city,pursuant to Chapter 14.44 of this code. (2931-4/88,2985-3/89) 14.36.100 Fee Adjustments. Any applicant subject to the Sewer Service Charge authorized by this Chapter may apply to the Director of Public Works for a reduction, adjustment or waiver of the fee. Circumstances that may justify a fee adjustment include an applicant's proposal to increase to a larger water meter size and sufficient information about the prior use is available to determine that credit for the existing meter size is warranted. A decision of the Director of Public Works to deny an applicant's request for an fee adjustment or waiver may be appealed by filing a fee adjustment application with the Director of Public Works. Such application shall be made on a form provided by the Director of Public Works and shall be filed legisdrft/mc 1436/6/2/03 5 with the Director of Public Works at the time of the application for building permit. Each application shall state in detail the factual basis for the requested fee reduction, adjustment or waiver. The Director of Public Works shall determine if the fee adjustment application is complete. The Public Works Commission shall consider the fee adjustment application at a hearing within sixty (60) days after the fee adjustment application is deemed complete by the Director of Public Works. The decision of the Public Works Commission will be final with respect to City action on the appeal. 14.36.110 Annual CPIU Adjustments (a) Each Sewer System Charge shall be adjusted to reflect the annual percentage adjustment in the Consumer Price Index for All Urban Consumers ("CPIU") in Los Angeles, Orange and Riverside Counties established by the U.S. Bureau of Labor Statistics and available as of July 1 each year. (b) Adjustments based on these criteria will be determined on July 1 of each year. The adjustments will be implemented effective the following October 1, which is the beginning of the city's fiscal year. legisdrR/mc 1436/6/2/03 6 FINAL REPORT Sewer Master Plan Volume 1 of 2 am 1 0 V,*d 114 City of Huntington Beach California May 2003 K/J 014641 .00 Kennedy/ Consultants Jenks FINAL REPORT Sewer Master Plan Volume 1 of 2 Ok City of Huntington Beach California May 2003 K/J 014641 .00 Kennedy/Jenks Consultants EXECUTIVE SUMMARY The City of Huntington Beach (City) has embarked on this sewer master planning effort in recognition of the need to identify the areas of hydraulic deficiencies, assess the potential for inflow and infiltration (1&1) problems, and establish the level of capital required to maintain and upgrade the wastewater system to ensure reliable and uninterrupted wastewater service. The general scope of work includes: Data Collection and Review Criteria and Flow Projection Development Wastewater System Description Desktop I&1 Study Field Flow Monitoring and I&I Evaluation Assessor Parcel Number(APNs) and Utility Billing Account Correlations Wastewater Master Plan Document Preparation The focus of this master planning effort is to evaluate the capability of the important elements of the City's existing wastewater collection and pumping system and to develop a plan to provide service through a planning period that extends beyond the year 2020. The primary byproduct of this effort is the development of the wastewater utility's capital improvement requirements. A limited field Wastewater Flow Monitoring Study was also performed and is submitted as Volume 11 of this Master Plan project. GENERAL SYSTEM DESCRIPTION The City owns, operates and maintains a wastewater collection and pumping system. The collection system is comprised of approximately 360 miles of wastewater pipelines ranging in size from 6 to 30 inches in diameter. Approximately 85 percent of the City's wastewater pipelines are 8 inches in diameter. The predominant material of these pipelines is vitrified clay pipe (VCP). Due to the City's generally flat conditions, the City also operates and maintains twenty-seven lift stations. These facilities lift sewage from low points in the collection system to manholes at higher locations. Orange County Sanitation District (OCSD) is responsible for receiving, treating, and ES.1 014641.00 r i disposing of the wastewater generated in central and northwest Orange County, including the City's wastewater. In this regional management capacity, OCSD owns, operates and maintains the majority of the "backbone" wastewater collection trunk pipelines. As such, the City's local system generally discharges to larger OCSD facilities to convey wastewater to the local treatment plant. Construction of the City's collection system began before 1900. However, the majority of the system appears to have been constructed to support the rapid growth that began in the 1960's. Although the City is approximately 97 percent built out and only a minimal increase in future wastewater flows is projected, the City has recognized that the condition of the infrastructure needs to be further quantified and additional proactive provisions for long-term reliability implemented. In accordance with this need, in August 2001 the City adopted a new sewer service charge to provide the necessary funds for ongoing reinvestment. Increased funding is now available for ongoing operation and maintenance (O&M) activities and capital investment in infrastructure. A comprehensive video inspection of the entire underground wastewater utility system and a methodical rehabilitation of the City's lift stations are some of the components of the City's infrastructure management activities that are designed to promote long term system reliability. WASTEWATER FLOW MONITORING PROGRAM To assess the wastewater characteristics in the City, a limited field flow-monitoring program was conducted by Kennedy/Jenks Consultants in association with ADS Environmental, Inc. (ADS). This temporary flow-monitoring program was implemented to obtain actual field measurements of specific wastewater characteristics in the City. Field measurements were obtained during March 2002 in an attempt to also measure the impact of a wet weather event, and quantify the level of inflow and infiltration (I&I) on the City's collection and pumping system. ES.2 014641.00 Twelve monitoring locations throughout the City were identified and metering facilities were installed, tested, and calibrated to record minimum, average, and peak wastewater flows. The monitoring program recorded flow values at a 15-minute frequency throughout the 28-day program duration. Detailed results of the flow-monitoring program for each of the monitored sites are provided as Volume II of this Master Plan documentation. Summary monitoring data results are contained as an appendix in Volume I. INFLOW AND INFILTRATION FINDINGS AND RECOMMENDATIONS An important consideration in the City's management of the wastewater system is the need to integrate the effects of I&I on system hydraulic capacity. Since a significant rainfall event did not occur during the conduct of the field flow-monitoring program, actual rainfall dependent I&I factors could not be derived. In lieu of actual data, most communities integrate I&I through a reserve capacity allowance in their design criteria. This reserve allowance was utilized in the City's prior master planning projects and is recommended for continuation. To supplement the field flow-monitoring data, a desktop I&I study was performed in an attempt to further quantify the potential for local I&I. The desktop study utilized available data to assess the potential for non-sanitary sewer flows into the system. The results of this study provides additional support for the City's wastewater system lining program in the harbor area to minimize seawater intrusion, identified several isolated pockets where shallow groundwater has a higher potential for infiltration, and isolated six sub-basin areas that appeared to be adversely influenced from two rainfall events that occurred in the winter of 2001. Based on these findings, it is recommended the City conduct a continuous dry weather flow metering analysis through a high/low tide cycle to precisely evaluate the response to daily low and high tide conditions in the harbor area, perform a video inspection program to verify underground utility pipeline conditions and document the presence of any illegal storm drainage connections to the wastewater system, coordinate with OCSD for additional data and findings of its ongoing I&I evaluation in the City's service area, and ES.3 014641.00 perform additional I&I (flow isolation) analysis in the six identified areas of the City. The combination of these proactive activities by the City would provide an effective and methodical implementation strategy for the City's I&I Reduction Program. The implementation strategy integrates the master plan work activities, focuses on the identified potential I&I problem areas in a prioritized manner, and concludes with the need to conduct specific subsequent Sanitary Sewer Evaluation Studies (SSES) to mitigate potential sources of I&I in the collection system. This activity could be scheduled during the winter of 2003-04 to better utilize the OCSD and video inspection data. COLLECTION SYSTEM FINDINGS AND RECOMMENDATIONS Hydraulically, the City's primary collection system generally appears to have adequate capacity as this master plan identified a minimal number of facilities with inadequate hydraulic capacity. It is recommended that approximately 13,700 linear feet of the evaluated collection system be upsized to increase local capacity. The estimated cost to replace the primary hydraulically inadequate collection system pipelines is approximately $2.6 million (Table 7-5). Approximately 33,000 linear feet of additional pipelines were identified to have restricted capacity under future build out conditions and conservative evaluation design criteria. While these facilities are not programmed to be replaced, the City should consider increasing the capacity of these pipelines during its scheduled systematic facility repair and replacement program. In light of new Federal and State regulations, criteria for determining pipe capacity has been conservatively set to allow for unanticipated blockages or diversion of other flows such as storm water. A second important consideration of the collection system evaluation is the need to further define system condition and proactively plan for infrastructure reinvestment. As previously discussed, the City has recognized this need, has programmed for a comprehensive video inspection of the entire underground wastewater utility system, and has adopted a dedicated funding source to assure its implementation. Implementation of the video inspection findings will be in the form of annual collection system repair or replacement projects. It is presumed that most of these facilities will be rehabilitated through applicable trenchless rehabilitation technologies. ESA 014641.00 PUMPING SYSTEM FINDINGS AND RECOMMENDATIONS While the City has been proactive in the ongoing maintenance of its wastewater lift stations, many of these facilities are beginning to show their age. As such, the City has programmed for the methodical replacement of all of its wastewater lift stations. This activity is one of the integral components of the City's infrastructure management program and is designed to promote long term system reliability. Similar to that of the collection system evaluation methodology, lift station improvements can generally be classified as improvements required to increase system hydraulic capacity and improvements to facility condition or reliability. Capacity related improvements are considered priority project elements that are required to maintain the City's ability to pump wastewater flows. Based on the current and projected wastewater flows, 11 facilities were found to have future pumping capacity deficiencies. The estimated cost of improvements to these priority lift stations is approximately $16.6 million (Table 7-6). An important component for major reconstruction is the City's goal to convert all of its lift stations to the wet well/dry well configuration, wherever feasible. Reliability would also be enhanced should the City decide to provide dedicated standby power with automatic transfer switches at each facility instead of the current portable generator strategy. Since dedicated standby power provisions requires additional on-site facilities, the feasibility and cost effectiveness of this decision should be made on a site specific basis. CAPITAL IMPROVEMENT PROGRAM SUMMARY Capital improvements are prioritized to meet the short- and long-term goals of the wastewater utility. Short-term project priorities are based on facilities with severe capacity deficiencies, system safety concerns, and other utility management objectives. The improvements and recommendations derived during the conduct of the City's Sewer System Master Plan are summarized as follows: ES.5 014641.00 Collection System — Overall, it is recommended that the City continue its proactive annual investment in the collection system in a methodical manner. Video inspection of the system to identify actual field conditions, potential for failure, and actual underground material is suggested to be a medium-high priority, with identified significant deficiencies a high priority. Additionally, the hydraulic capacity deficiencies are generally high priority, while the I&I component should be scheduled as a medium to medium-high priority, depending on implications of additional local I&I studies. Lift Stations — Lift station improvements are generally important priority projects as their failure often has a high potential for sewer spills. Accordingly, lift station capacity, reliability, and safety improvements are high priority. Prioritization of the recommended improvements should be based on the degree of deficiency, facility reliability related to the potential for and implications of failure, the potential for higher future flows, coordination with other utility needs and objectives, and funding availability. As such, the City should balance its capital improvement program between the lift station replacement program, collection system facilities identified with a high potential for failure, and hydraulic pipeline deficiencies, with the lift station replacement program and potential pipeline failures receiving the most attention. Due to the nature of the improvements, most of these projects should be constructed during the next 10 years. SEWER FACILITY CHARGES The City utilizes a Sewer Facility Charge (SFC), commonly referred to as a connection fee, to recover the costs of facilities to be constructed in the future that will benefit new development. The purpose of this charge is to assure that future customers pay their fair share of the costs of the system's capacity. As such, a Sewer Facility Charge equitably distributes facility costs to future users based on their anticipated demands on the wastewater system. The assets that collect and pump the City's wastewater are the basis for the cost of capacity in the sewer system. ES.6 014641.00 The City ordinance applicable to SFCs is contained in Chapter 14.36 of the City's Municipal Code. The current and updated residential sewer facility charges are based on an "equivalent dwelling unit" or EDU. For consistency with the current sewer user charge rate schedule, the updated non-residential charge is also proposed to be converted from a cost per 1000 square feet to an EDU basis. There are several generally accepted methods commonly used to develop capital facility charges. A common approach selected by the City for the development of this fee is referred to as the incremental approach. The incremental approach is based on quantifying the future costs of additional capacity and unitizing these costs by the incremental quantity of additional demand served by these costs. Accordingly, the capital improvement program provides the primary basis of costs, while the estimation of future flows provides the basis for future incremental wastewater flows. Costs of Future Capacity Under the incremental approach, the cost of future capacity in the City's wastewater system is based on two facility components. These include the future replacement costs of the sewer lift stations and new local sewer collection system improvements. Several key considerations were discussed with City staff related to assessing the cost of lift station improvements to future customers. Since the ongoing sewer user charge was designed to provide for the .methodical replacement of the City's lift stations, only the specific portion of the capacity related facility improvement costs and metering enhancements is un-funded. As such, the costs allocated to future customers are limited to these cost elements. The total cost of lift station improvements that is included in the cost of future capacity is approximately $9.6 million (Table 8-1). Similar to the lift station cost allocation approach, a discussion focused on the level of collection system improvements that should be bome by future services. Through these discussions, several alternatives were developed to recover collection system costs from future services. The basic alternatives derived herein are as follows: • Alternative 1 — Total wct� tpm ReReplacement Onal - Include the total cost of all ES.7 014641.00 capacity improvements based on the replacement cost of each facility • Alternative 2 —Total System Ups ing Cnqt - Include the total cost of all capacity improvements and reduce this cost by the estimated cost to slipline each pipeline segment (at original diameter) The resulting collection system costs associated with these alternatives are approximately $8.0 and $4.0 million for Alternatives 1 and 2, respectively (Table 8-2). Estimated Future Incremental Wastewater Flows and Unit Flow Factors Consistent with the study methodology, the estimated wastewater flow was derived from the output of the hydraulic model under current and future wastewater loading conditions. The incremental value that is the result of future growth is the difference between the future and existing wastewater flows. Based on the findings of the hydraulic model, the incremental increase in future wastewater flow was estimated to be approximately 1.95 million gallons per day(MGD). In addition to the development of future incremental flows, wastewater flows factors are derived for each of the residential and commercial/industrial user classes. The City's 2001 Sewer Charge Study estimated that the average wastewater discharge of a Single Family dwelling (SFD) is 226 gallons per day (gpd). Additionally, the 2001 Sewer Charge Study estimated . the discharge for a Multi Family dwelling and a commercial/industrial customer to be 185 gpd and 257 gallons per Equivalent Dwelling Unit(EDU), respectively. ES.8 014641.00 Unit Costs Of Service and Alternative Sewer Facility Charges The development of unit costs of service is an essential step in deriving cost of service based Sewer Facility Charges. Unit costs of service are obtained by correlating the costs associated with future growth with the incremental addition of future sewer system discharges (Table 8-4). Sewer Facility Charges are calculated by correlating the wastewater demand characteristics of the City's primary residential and non-residential .user classes with the estimated unit costs of service (Table 8-5). The resulting alternative Single Family Dwelling charges are as follows: Alternative 1 - $2,043 Alternative 2 - $1,579 To evaluate these charges, a comparison of the City's current and alternative residential Sewer Facility Charges with neighboring communities was performed. The alternative Sewer Facility Charges compare favorably with the rates of surrounding communities as the findings ranged from approximately $1,400 to $2,000 (Table 8-6). As discussed with City staff, it is recommended the City adopt one of the alternative facility charges so that growth cost are adequately recovered from future wastewater system customers. ES.9 014641.00 CHAPTER 8 SEWER FACILITY CHARGES The City utilizes a Sewer Facility Charge (SFC), commonly referred to as a connection fee, to recover the costs of facilities to be constructed in the future that will benefit new development. The purpose of this charge is to assure that future customers pay their fair share of the costs of the system's capacity. As such, a Sewer Facility Charge equitably distributes facility costs to future users based on their demands on the wastewater system. The assets that collect and pump the City's wastewater are the basis for the cost of capacity in the sewer system. In recognition of the need to remain current and integrate the new Master Plan costs of system capacity, the City desires to update its Sewer Facility Charges. This chapter is intended to update the current cost of sewer system capacity, reflect these costs in the development of new facility charges, and document these charges in the City's Master Plan report of findings. REGULATORY REQUIREMENTS The regulations that govern SFCs generally fall into three areas: compliance with State government codes, adherence to the State Water Resources Control Board's (SWRCB) Revenue Program guidelines, and City ordinances. State Government Codes Government Code Sections 66000 - 66024 and 66483 are the primary government codes applicable to the development and recovery of capital facility charges. The focus of these sections are summarized below: • The City must establish a'nexus between the cost of capacity and the facility charge. 8.1 014641.00 • The facility charge revenues must be segregated from operating and maintenance funds. • The revenues must be committed or assigned to a capital project within five years. In summary, these sections of Government Code require the basis for Sewer Facility Charges be consistent with new development's impact on the cost of capacity in the City's wastewater system. Revenue Program Guidelines The SWRCB Revenue Program guidelines apply to all recipients of Federal Clean Water Grants for water pollution control facilities. The guidelines require that facility charges not be used as an assured revenue source for revenue planning and that the facility charge revenues be segregated from other rate-based revenues. City Ordinances The City ordinance applicable to SFCs is contained in Chapter 14.36 of the City's Municipal Code. The current and updated residential sewer facility charges are based on an "equivalent dwelling unit" or EDU. For consistency with the current sewer user charge rate schedule, the updated non-residential charge is also proposed to be converted from a cost per 1000 square feet to an EDU basis. CALCULATION METHODOLOGY As discussed with City staff, there are two generally accepted methods commonly used to develop capital facility charges. These methods are based on an incremental approach or a system capacity buy-in approach. These two calculation methodologies are discussed in the following sections. 8.2 014641.00 Incremental Approach. The incremental approach is based on quantifying the future costs of additional capacity and unitizing these costs by the incremental quantity of additional demand served by these costs. Accordingly, the capital improvement program derived in chapter 7 provides the primary basis of costs, while the estimation of future flows derived in Chapter 6 provides the basis for future incremental wastewater flows. Capacity Buy-In Approach. Similar to the incremental approach, the capacity buy-in approach is based on the cost of future wastewater system capacity and is unitized based on the quantity of demand served by those costs. However, the capacity buy-in method includes the value of the existing system assets in the basis of costs. In doing so, the quantity of demand served by the value of the existing system plus the future costs of the proposed CIP is represented by the total projected ultimate demand in the City's wastewater system. Recommended Approach. Based on discussions with City staff, the incremental approach was used as the basis for developing the City's SFC's. This approach was selected because it more closely coincided with the City's general guidelines for the development and use of the sewer service charge revenues. The incremental approach is also easily understood, provides a documented nexus between the cost of capacity and the proposed sewer facility charges, and complies with current Government Code. COSTS OF FUTURE CAPACITY A study of capital facilities charges is performed to develop and/or identify the costs of facilities used by future wastewater customers. Under the incremental approach, the cost of future capacity in the City's wastewater system is based on two facility components. These include the future replacement costs of the sewer lift stations and new local sewer collection system improvements. While the cost of these improvements was previously developed in Chapter 7, the allocation of these costs to future customers is discussed in the following sections. 8.3 014641.00 Lift Station Replacement Costs As shown in the Lift Station Replacement Cost Estimate of Table 7-6, lift station costs are segregated into two primary categories. These include the cost of improvements necessary to replace capacity deficient facilities and the costs associated with the replacement of facilities that have adequate capacity, but should be eventually be replaced due to long-term wear and tear. Additional metering improvements are also designated for all lift station facilities to improve reliability and monitor capacity performance. Several key considerations were discussed with City staff related to assessing the cost of lift station improvements to future customers. Since the ongoing sewer user charge was designed to provide for the methodical replacement of the City's lift stations, only the specific portion of the capacity related facility improvement costs and metering enhancements is un-funded. As such, the costs allocated to future customers are limited to these cost elements. The estimated cost of lift station improvements for future customers is shown in Table 8-1. As shown, the capacity required for future customers is the percentage of the influent that is greater than the facility capacity. This percent assigned to future users is multiplied by the lift station replacement cost to calculate the estimated cost of capacity assigned to future customers. Since the metering facility 'improvements enhance the efficiency of all lift stations, 100 percent of the cost of these improvements is assigned to future customers. The total cost of lift station improvements that is included in the cost of future capacity is approximately$9.6 million. Collection System Replacement Costs As previously discussed, a hydraulic model of the City's collection system was used to evaluate the need for capacity improvements. The model identified a number of pipeline segments that did not have adequate capacity to meet future conditions. The length, existing diameter, replacement diameter, and replacement cost was developed for each segment and was shown in Table 7-5. These findings are used as the basis of collection system costs for future customers. 8.4 014641.00 TABLE 8-1 LIFT STATION FUTURE EXPANSION COST ALLOCATION Influent Lift Cost To Station % Assigned Assigned Lift Station Capacity Replacement to Future to Future Number and Name Ratio Cost Users Users Deficient Lift Stations #2 Humbolt 119% $1,104,833 19% $209,396 #5 Davenport 123% $1,141,201 23% $260,974 #6 Edgewater 288% $2,727,561 100% $2,727,561 #15 Beach 118% $1,910,979 18% $343,243 #16 Adams 148% $1,374,873 48% $660,308 #18 Atlanta 137% $879,082 37% $328,394 #22 Saybrook 184% $1,922,485 84% $1,617,694 #23 New Britain 156% $1,478,168 56% $826,663 #25 Edinger 190% $1,805,260 90% $1,632,465 #26 Brighton 123% $1,143,837 23% $264,823 #28 Coral Ca y 121% $1,119,455 21% $229,791 Deficient Subtotal $16,607,733 - $9,101,313 Metering Facilities $540,000 100% $540,000 Total Replacement Cost $17,147,733 - $9,641,313 Source: Table 7-6. Similar to the approach used for the lift station cost allocation, discussions with City staff focused on deriving the cost of collection system improvements that should be borne by future customers. Through these discussions, several approaches were developed to allocate collection system costs to future services. While each of the alternative methods complies with appropriate cost allocation procedures, the basis of approach does affect the resulting level of applicable costs and charges. The focus of the collections system cost allocation alternatives is based on the following key cost recovery questions. • should future customers pay for all capacity deficiencies • should the replacement pipeline costs be "discounted" to recognize that the City would have incurred costs to slipline or rehabilitate these facilities if they were not overcapacity Since there is no discreet answer to each of these questions and the questions are not mutually exclusive, City staff decided to include the development of each alternative scenario in the cost allocation analysis. The basic alternatives derived for the collection system cost component are as follows: • Alternative 1 — Total System Replacement Cost - Include the total cost of all capacity improvements based on the replacement cost of each facility • Alternative 2 — Total System UpsizinQ Cost - Include the total cost of all capacity improvements and reduce this cost by the estimated cost to slipline each pipeline segment(at original diameter) The resulting collection system costs are developed in Table 8-2. As shown, the costs associated with these alternatives are approximately $8.0 million, and $4.0 million for Alternatives 1 and 2, respectively. 8.6 014641.00 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter ft Cost Cost Cost in in $ $ $ 1013 18 21 373 $93,250 48,4901 $44,760 1014 18 21 100 $25,000 $13,000 $12,000 1015 18 21 226 $56,500 $29,380 $27,120 1016 18 21 201 $50,250 $26,130 $24,120 1017 18 21 336 $84,000 $43,680 $40,320 10191 18 21 304 $76.000 $39,520 $36,480 474 12 18 301 $60,200 $27,090 $33,110 476 12 18 345 $69,000 $31,050 $37,950 477 12 18 345 $69,000 $31,050 $37,950 478 12 18 345 $69,000 $31,050 $37,950 531 12 18 329 $65,800 $29,610 $36,190 547 12 18 330 $66,000 $29,700 $36,300 2586 12 18 299 $59,800 $26,910 $32,890 294 12 15 335 $60,300 $30,150 $30,150 295 12 15 330 $59,400 $29,700 $29,700 296 12 15 168 $30,240 $15,120 $15,120 165 10 15 324 $58,320 $25,920 $32,400 166 10 15 347 $62,460 $27,760 $34,700 167 10 15 314 $56,520 $25,120 $31,400 168 10 15 339 $61,020 $27,120 $33,900 169 10 15 308 $55,440 $24,640 $30,800 170 10 15 304 $54,720 - $24,320 $30,400 174 10 15 107 $19,260 $8,560 $10,700 194 10 15 138 $24,840 $11,040 $13,800 202 10 15 136 $24,480 $10,880 $13,600 206 10 15 226 $40,680 $18,080 $22,600 211 10 15 204 $36,720 $16,320 $20,400 213 10 15 113 $20,340 $9,040 $11,300 216 10 15 240 $43,200 $19,200 $24,000 219 10 15 240 $43,200 $19,200 $24,000 221 10 15 110 $19,800 $8,800 $11,000 222 10 15 213 $38,340 $17,040 $21,300 232 10 15 239 $43,020 $19,120 $23,900 237 10 15 246 $44,280 $19,680 $24,600 293 10 15 251 $45,180 $20,080 $25,100 308 10 15 290 52,2001 $23,200 $29,000 321 10 15 300 $54,000 $24,000 $30,000 335 10 15 301 $54,180 $24,080 $30,100 345 10 15 295 $53,100 $23,600 $29,500 543 10 15 307 $55,260 $24,560 $30,700 544 10 15 306 $55,080 $24,480 $30,600 545 10 15 306 $55,080 $24,480 $30,600 548 10 15 309 $55,620 $24,720 $30,900 549 10 15 14 $2,520 $1,120 $1,400 550 10 15 155 $27,900 $12,400 $15,500 590 10 15 293 $52,740 $23,440 $29,300 598 10 15 289 $52,020 $23,120 $28,900 974 10 15 331 $59,580 $26,480 $33,100 980 10 15 330 $59,400 $26,400 $33,000 3002 10 15 46 $8,280 $3,680 $4,600 1080 10 12 294 $45,570 $23,520 $22,050 50051 8 12 255 $39,5251 $15,300 $24,225 50131 8 12 210 $32,5501 $12,6001 $19,950 Page 1 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing lD# Diameter Diameter ft Cost Cost Cost in in $ $ $ 3621 15 18 157 $31,400 $14,915 $16,485 368 15 18 246 $49,200 $23,370 $25,830 379 15 18 315 $63,000 $29,925 $33,075 486 15 18 127 $25,400 $12,065 $13,335 488 15 18 125 $25,000 $11,875 $13,125 493 15 18 206 41,2001 $19,570 $21,630 495 15 18 329 $65,800 $31,255 $34,545 33 12 15 350 $63,000 $31,500 $31,500 36 12 15 320 $57,600 $28,800 $28,800 46 12 15 262 $47,160 $23,580 $23,580 50 12 15 299 $53,820 $26,910 $26,910 115 12 15 150 $27,000 $13,500 $13,500 116 12 15 105 $18,900 $9,450 $9,450 117 12 15 75 $13,500 $6,750 $6,750 118 12 15 330 $59,400 $29,700 $29,700 119 12 15 330 $59,400 $29,700 $29,700 120 12 15 341 $61,380 $30,690 $30,690 121 12 15 259 $46,620 $23,310 $23,310 175 12 15 335 $60,300 $30,150 $30,150 182 12 15 270 $48,600 $24,300 $24,300 183 12 15 259 $46,620 $23,310 $23,310 185 12 15 275 $49,500 $24,750 $24,750 239 12 15 302 $54,360 $27,180 $27,180 256 12 15 513 $92,340 $46,170 $46,170 261 12 15 246 $44,280 $22,140 $22,140 297 12 15 166 $29,880 $14,940 $14,940 298 12 15 317 $57,060 $28,530 $28,530 299 12 15 341 $61,380 $30,690 $30,690 300 12 15 309 $55,620 $27,810 $27,810 312 12 15 251 $45,180 $22,590 $22,590 366 12 15 326 $58,680 $29,340 $29,340 375 12 15 210 $37,800 $18,900 $18,900 377 12 15 120 $21,600 $10,800 $10,800 389 12 15 220 $39,600 $19,800 $19,800 508 12 15 9 $1,620 $810 $810 607 12 15 178 $32,040 $16,020 $16,020 610 12 15 253 45,5401 $22,770 $22,770 619 12 15 226 $40,680 $20,340 $20,346 623 12 15 267 $48,060 $24,030 $24,030 634 12 15 235 $42,300 $21,150 $21,150 635 12 15 144 $25,920 $12,960 $12,960 639 12 15 140 $25,200 $12,600 $12,600 742 12 15 286 $51,480 $25,740 $25,740 932 12 15 682 $122,760 $61,380 $61,380 1068 12 15 221 $39,780 $19,890 $19,890 1134 12 15 141 $25,380 $12,690 $12,690 1135 12 15 30 $5,400 $2,700 $2,700 1181 12 15 301 $54,180 $27,090 $27,090 43 10 12 325 $50,375 $26,000 $24,375 205 10 12 261 $40,455 $20,880 $19,575 207 10 12 347 $53,785 $27,760 $26,025 208 10 12 105 $16,275 $8,400 $7,875 210 10 12 149 $23,0951 $11,920 $11,175 220 10 12 292 $45,2601 $23,360 $21,900 Page 2 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter ft Cost Cost Cost in in $ $ $ 223 10 12 107 $16,585 $8,560 $8,025 231 10 12 223 $34,565 $17,840 $16,725 242 10 12 330 $51,150 $26,400 $24,750 245 10 12 350 $54,250 $28,000 $26,250 254 10 12 330 $51,150 $26,400 $24,750 262 10 12 330 $51,150 $26,400 $24,750 301 10 12 350 $54,250 $28,000 $26,250 302 10 12 23 $3,565 $1,840 $1,725 449 10 12 129 $19,995 $10,320 $9,675 462 10 12 301 $46,655 24,0801 $22,575 465 10 12 287 $44,485 $22,960 $21,525 470 10 12 282 $43,710 $22,560 $21,150 522 10 12 259 $40,145 $20,720 $19,425 523 10 12 299 $46,345 $23,920 $22,425 5241 10 12 314 $48,670 $25,120 $23,550 525 10 12 255 $39,525 20,4001 $19,125 533 10 12 265 $41,075 $21,200 $19,875 546 10 12 264 $40,920 $21,120 $19,800 551 10 12 160 $24,800 $12,800 $12,000 819 10 12 673 $104,315 $53,840 $50,475 824 10 12 261 $40,455 $20,880 $19,575 868 10 12 328 $50,840 $26,240 $24,600 901 10 12 175 $27,125 $14,000 $13,125 917 10 12 388 $60,140 $31,040 $29,100 953 10 12 331 $51,305 $26,480 $24,825 954 10 12 168 $26,040 $13,440 $12,600 957 10 12 326 $50,530 $26,080 $24,450 962 10 12 162 $25,110 $12,960 $12,150 963 10 12 330 $51,150 $26,400 $24,750 964 10 12 158 $24,490 $12,640 $11,850 966 10 12 332 $51,460 $26,560 $24,900 975 10 12 329 $50,995 $26,320 $24,675 978 10 12 168 $26,040 $13,440 $12,600 981 10 12 171 $26,505 $13,680 $12,825 1041 10 12 301 $46,655 $24,080 $22,575 1.118 10 12 150 $23,250 $12,000 $11,250 1121 10 12 277 $42,935 $22,160 $20,775 1130 10 12 40 $6,200 $3,200 $3,000 1131 10 12 326 $50,530 $26,080 $24,450 1136 10 12 81 $12,555 $6,480 $6,075 2566 10 12 349 $54,095 $27,920 $26,175 2569 10 12 349 $54,095 $27,920 $26,175 2576 10 12 352 $54,560 $28,160 $26,400 4003 10 12 309 $47,895 $24,720 $23,175 233 8 10 35 $4,550 $2,100 $2,450 240 8 10 91 $11,830 $5,460 $6,370 313 8 10 226 $29,380 $13,560 $15,820 318 8 10 91 $11,830 $5,460 $6,370 347 8 10 341 $44,330 $20,460 $23,870 832 8 10 77 $10,010 $4,620 $5,390 833 8 10 105 $13,650 $6,300 $7,350 2541 8 10 181 $23,530 $10,860 $12,670 2543 8 10 36 $4,680 $2,160 $2,520 2545 8 10 294 $38,220 $17,640 $20,580 Page 3 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter (ft) Cost Cost Cost in in $ $ $ 25471 8 10 275 $35,750 $16,500 $19,250 2579 8 10 162 $21,060 $9,720 $11,340 2581 8 10 217 $28,210 $13,020 $15,190 333 15 18 130 $26,000 $12,350 $13,650 341 15 18 195 $39,000 $18,525 $20,475 351 15 18 197 39,4001 $18,715 $20,685 1168 12 15 335 $60,300 $30,150 $30,150 399 10 12 290 $44,950 $23,200 $21,750 434 10 12 300 $46,500 $24,000 $22,500 447 10 12 170 $26,350 $13,600 $12,750 563 10 12 332 $51,460 $26,560 $24,900 775 10 12 363 $56,265 $29,040 $27,225 779 10 12 400 $62,000 $32,000 $30,000 785 10 12 401 $62,155 $32,080 $30,075 811 10 12 171 $26,505 $13,680 $12,825 818 10 12 1462 $226,610 $116,960 $109,650 903 10 12 206 $31,930 $16,480 $15,450 1055 10 12 206 $31,930 $16,480 $15,450 311 8 10 75 $9,750 $4,500 $5,250 5009 8 10 1 225 $29,250 $13,500 $15,750 5004 8 10 171 $22,230 $10,2601 $11,970 Total Collection Improvements = 46,527 $7,983,2051 $4,003,7151 $3,979,490 Alternative 1 -Total System Replacement Cost $7,983,205 Alternative 2 -Total System Upsizing Cost $3,979,490 Page 4 of 4 FUTURE INCREMENTAL WASTEWATER FLOWS AND UNIT FLOW FACTORS As previously discussed, the incremental approach is based on quantifying the future costs of additional system capacity and unitizing these costs by the incremental quantity of additional wastewater demand served by these costs. Accordingly, the incremental quantity of wastewater flows and the unit flows per customer type are important considerations in the development of the City's updated SFCs. The development of each of these wastewater flow values is discussed in the following sections. Development of Estimated Future Incremental Wastewater Flows Consistent with the study methodology, the estimated wastewater flow was derived from the output of the hydraulic model under current and future wastewater loading conditions. .The incremental value that is the result of future growth is the difference between the future and existing wastewater flows. Based on the findings of the hydraulic model, the incremental increase in future wastewater flow was estimated to be 1.95 MGD. The results of this analysis are performed as an element of hydraulic modeling simulation tasks and are shown in Appendix D. Development of Estimated Unit Wastewater Flows In addition to the development of future incremental flows, wastewater flows factors are derived for each of the residential and commercial/industrial user classes. These values were estimated during the conduct of the City's 2001 Sewer Service Charge Study and are reflected herein as Table 8-3. As shown, water consumption values are correlated to the calculated return to sewer factors to develop the average wastewater discharges for the Single Family dwelling (SFD) and Multi Family dwelling (MFD) and a commercial/industrial customer. The City's 2001 Sewer Charge Study estimated that the average wastewater discharge of a SFD is 226 gallons per day (gpd). Additionally, the 2001 Sewer Charge Study estimated the discharge for a Multi Family dwelling and a commercial/industrial customer to be 185 gpd and 257 gallons per Equivalent Dwelling Unit (EDU), respectively. 8.8 014641.00 TABLE 8-3 ESTIMATED UNIT WASTEWATER FLOWS Account Units/ Usage Return Wastewater Wastewater Usage(a) Type EDUs HCFNr To Sewer HCF MGD d Single Family (SFD) 41,718 6,765,222 0.67 4,532,699 9.4 226 Multi Family(MFD) 32,326 3,378,013 0.85 2,871,311 6.0 185 Commercial/Industrial 13,308 1,829,100 0.90 1,646,190 3.4 257 Source: Sewer Service Charge Approach, DCA 7/01 (a)Single Family and Multi Family are per unit; CommerciaUlndustrial is per Equivalent Dwelling Unit(EDU). UNIT COSTS OF SERVICE The development of unit costs of service is an essential step in deriving cost of service based Sewer Facility Charges. Unit costs of service are obtained by correlating the costs associated with future growth with the incremental addition of future sewer system discharges. The resulting unit costs of service for each of the three alternatives is shown in Table 8-4. As shown, given the variation in the collection system replacement costs allocated to future customers, the estimated unit costs for Alternative 1 is $9,038 per 1000 gpd. The resulting unit cost of service for Alternative 2 is $6,985 per 1000 gpd. ALTERNATIVE SEWER FACILITY CHARGES Sewer Facility Charges are a source of income from growth-induced new sewer connections or charges to the use of existing accounts with respect to wastewater discharge characteristics. The revenues from SFCs are restricted to the financing of . growth-related capital improvements. The Sewer Facility Charges are based on the City's projected costs of additional wastewater system capacity, the cost of service allocation analysis, and the estimated discharges from the three key customer classes. Sewer Facility Charges Sewer Facility Charges are calculated by correlating the wastewater demand characteristics of the City's primary residential and non-residential user classes with the estimated unit costs of service. As shown in Table 8-5, the resulting charges for a Single Family Dwelling (SFD) is $2,043 for Alternative 1 and $1,579 for Alternative 2. 8.10 014641.00 TABLE 8-4 SEWER FACILITY CHARGE UNIT COSTS OF SERVICE Alternative Alternative Description 1 2 Capital Costs to Future Users CIP Projects- Collection System $7,983,205 $3,979,490 CIP Projects- Lift Stations $9,641,313 $9,641,313 Total Cost to Future Users $17,624,518 $13,620,803 Estimated Wastewater Flows Projected Wastewater Flows at Buildout(MGD) 20.32 20.32 Estimated Current Wastewater Flows(MGD) 18.37 18.37 Incremental Future Wastewater Flows (MGD) 1.95 1.95 Unit Costs of Service Unit Costs of Service ($/1000 gpd) $9,038 $6,985 Alternative 1 -Total System Replacement Cost Alternative 2-Total System Upsizing Cost TABLE 8- 5 SEWER FACILITY CHARGE ALTERNATIVES Alternative Alternative Description 1 2 Capital Costs to Future Users CIP Projects-Collection System $7,983,205 $3,979,490 CIP Projects-Lift Stations $9,641,313 $9,641,313 Total Cost to Future Users $17,624,518 $13,620,803 Estimated Unit Wastewater Flows (a) Estimated Flows from a SFD(gpd) 226 226 Estimated Flows from a MFD(gpd) 185 185 Estimated Flows from a Non-Res EDU (gpd) 257 257 Unit Costs of Service Unit Costs of Service ($/1000 gpd) $9,038 $6,985 SFD Unit Cost $2,043 $1,579 MFD Unit Cost $1,672 $1,292 Non-Res Unit Cost per EDU $2,323 $1,795 Non-Residential Meter Size Equivalency Alternative Charge Per Meter Size (Inches)and Type EDUs(a) Meter Size/Tyr) 5/8 1 $2,323 $1,795 3/4 1 $2,323 $1,795 1 2 $4,646 $3,590 1.5 3 $6,968 $5,385 2 5 $11,614 $8,976 3 11 $25,550 $19,747 4 Compound 17 $39,487 $30,517 4 Domestic and Turbine 33 $76,651 $59,240 6 Compound 33 $76,651 $59,240 6 Domestic and Turbine 67 $155,625 $120,275 8 Domestic 117 $271,764 $210,032 10 Domestic 183 $425,066 $328,512 (a) Source: Sewer Service Charge Approach, DCA 7/01 Alternative 1 -Total System Replacement Cost Alternative 2-Total System Upsizing Cost Consistent with the City's existing sewer user charge rate structure, the non-residential customers are charged based on the number of EDU's for each of the City's water meter sizes and types. The number of EDU's for each meter size/type was derived in the City's 2001 Sewer Charge Study. Correlating the previously derived number of EDU's with the unit costs of service derived herein, provides the basis for the non- residential Sewer Facility Charges. The results of this analysis are show in the bottom portion of Table 8-5. Sewer Facility Charge Comparison Table 8-6 is a comparison of the City's current and alternative residential Sewer Facility Charges with neighboring communities. As shown, the alternative Sewer Facility Charges compare favorably with the rates of surrounding communities. These charges are based on the recovery of only the City's incremental local costs of future capacity. As discussed with City staff, it is recommended the City adopt one of the alternative facility charges so that growth cost are adequately recovered from future wastewater system customers. 8.13 014641.00 TABLE 8-6 RESIDENTIAL SEWER FACILITY CHARGE SURVEY Single Family Mulit Family Description (SF D MFD Representative Agencies Orange County Sanitation District(a) $1,620 to$1,965 $1,275 to$1,620 City of Santa Ana(b) $1,500 to$2,000 $1,200 to$1,500 City of Fountain Valley(`) $1,500 - City of Anaheim(d) $1,470 $1,476 City of Huntington Beach Charges Current Fee,Adopted 4/88 $220 $220 Calculated Fee Alternatives 2003 Studv Alternative 1 -Total System Replacement Cost $2,043 $1,672 Alternative 2-Total System Upsizing Cost $1,579 $1,292 (a) Based on number of Bedrooms (b)Based on Fixture Units. Values are City average estimates (c)$406/Gross Acre+$4.65 per Front Footage(basis used was 4 DU/Ac,and 300 LF (d)Varies by service Area. Values are estimated averages J� City of Huntington Beach �— 2000 MAIN STREET CALIFORNIA92648 DEPARTMENT OF PLANNING Phone 536-5271 Fax 374-1540 374-1648 c -- June 2, 2003 0 + TO: Whom It May Concern n FROM: Rami Talleh, Assistant Planner ' SUBJECT: NOTICE OF AVAILABILITY OF A DRAFT MITIGATED NEGATIVE DECLARATION Section 15087 of the State CEQA Guidelines requires a Lead Agency (in this case, the City of Huntington Beach) to provide a notice of availability of a draft Mitigated Negative Declaration (MND) for public review. The following information regarding the characteristics of the project and the availability of the associated environmental documentation is provided according the requirements of CEQA Guidelines Section 15087(c). Proposed project location and characteristics (§15087(c)(1)) The City of Huntington Beach, Public Works Department, proposes to install nine (9) storm water control devices containing Continuous Deflective Separation (CDS) devices that will remove trash and debris from the urban storm water runoff before flushing out onto City beaches. The CDS devices are pre-cast cylindrical units, which range in size from 9' to 19' in diameter and 15' to 25' deep. The CDS devices will be installed underground and connected to existing storm drain lines at eight(8) separate locations. The size of the devices is determined by the flow of storm water for each storm drain line. The devices contain a diversion weir, separation . chamber, sump chamber,and outlet. The.diversion weir will divert storm water from the storm drain lines into the separation chamber. The diverted water will sweep past a separation screen forming a vortex thus filtering trash/debris out before diverting the water back into the storm drain system. Floatable and suspended trash and debris are contained within the separation chamber, while heavier or negatively buoyant trash and debris settle into the undisturbed sump chamber. The outlet then redirects the diverted storm water from the separation chamber back into the storm drain line. The time frame for assembling and installing each CDS device is approximately two weeks. Installation of the devices requires excavation of approximately 100 to 500 cubic yards of soil depending on the size of the device. The devices will be installed at depths of approximately 15' to 25' deep. A manhole cover will be provided at the top of each device to allow for maintenance and inspection throughout the year. A vactor truck will be utilized to clean out the devices. Vactor trucks are equipped with a large hose attached to a vacuum that will be inserted into the CDS device to clean out trash and debris floating within the G:\ENV1R0NM\N0A_LTR i separation chamber and settled at the bottom of the sump chamber. The devices are proposed in the following locations: one (1) device within an existing parking lot on the southwest side of Pacific Coast Highway at the intersection of PCH and 1"St.; one device (1) in the sand area adjacent to an existing bike path parallel to PCH on the southwest side at the intersection of PCH and 7tn St.; two (2) devices within an existing asphalt service road parallel to PCH on the southwest side at the intersection of PCH and 13"' St.; three (3) devices within an existing asphalt service road parallel to PCH on the southwest side at the intersection of PCH and 16th St., PCH and 20th St., and PCH and 22'a St.; one (1) device in the landscaped area adjacent to an existing bike path parallel to PCH on the southwest side at the intersection of PCH and Goldenwest St.; and one (1) device at the terminus of Garfield Street at the intersection of Garfield St. and Seapoint St. Start and end dates of the public comment period (§ 15087(c)(2)) The public review period for the draft MND is Jund'5,2003,to June 25,2003. Comments should be addressed to: Rami Talleh, Assistant Planner City of Huntington Beach Planning Department 2000 Main Street Huntington Beach, CA 92648 Dates, times, and places of currently scheduled public meetings (§15087(c)(3)) Subsequent to the comment period,public hearings will be scheduled before the City of Huntington Beach Planning Commission and City Council. No specific hearing dates have been established at this time. Copies of the Draft Mitigated Negative Declaration and all supporting documents are available for review at the following locations: City of Huntington Beach City of Huntington Beach Planning Department, P Floor City Clerk's Office, 2'd Floor 2000 Main Street 2000 Main Street Huntington Beach, CA 92648 Huntington Beach, CA 92648 Huntington Beach, CA 92648 Huntington Beach Central Library 7111 Talbert Avenue Huntington Beach, CA 92648 The property is not located on a site designated as a Hazardous Waste and Substance site, pursuant to Section 65962.5 of the Government Code. G:\ENVIRONM\NOA-LTR ENVIRONMENTAL CHECKLIST FORM CITY OF HUNTINGTON BEACH PLANNING DEPARTMENT ENVIRONMENTAL ASSESSMENT NO. 02-09 1. PROJECT TITLE: Storm Water Pollution Control Devices Installation Concurrent Entitlements: Coastal Development Permit No. 02-24 2. LEAD AGENCY: City of Huntington Beach 2000 Main Street Huntington Beach, CA 92648 Contact: Rami Talleh, Assistant Planner Phone: (714) 536 5271 3. PROJECT LOCATION: The devices are proposed in the following locations: one(1) device within an existing parking lot on the southwest side of Pacific Coast Highway at the intersection of PCH and F" St.; one device (1) in the sand area adjacent to an existing bike path parallel to PCH on the southwest side at the intersection of PCH and 7`h St.; two(2) devices within an existing asphalt service road parallel to PCH on the southwest side at the intersection of PCH and 13`h St.; three(3) devices within an existing asphalt service road parallel to PCH on the southwest side at the intersection of PCH and 16`h St.,PCH and 20`h St., and PCH and 22"d St.; one(1) device in the landscaped area adjacent to an existing bike path parallel to PCH on the southwest side at the intersection of PCH and Goldenwest St.; and one (1) device at the terminus of Garfield Street at the intersection of Garfield St. and Seapoint St. 4. PROJECT PROPONENT: City of Huntington Beach, Public Works Department 2000 Main Street Huntington Beach, CA 92648 Contact Person: Douglas Erdman Phone: (714) 536-5431 5. GENERAL PLAN DESIGNATION: OS-S (Open Space—Shore) 6. ZONING: SP5-11-CZ(Specific Plan 5 —District 11 —Coastal Zone) 7. PROJECT DESCRIPTION: The project consists of the installation of nine(9) storm water control devices containing Continuous Deflective Separation(CDS) devices that will remove trash and debris from the urban storm water runoff before flushing out onto City beaches. The CDS devices are pre-cast cylindrical units, which range in size from 9' to 19' in diameter and 15' to 25' deep. The CDS devices will be installed underground and connected to existing storm drain lines at eight(8) separate locations. The size of the devices is determined by the flow of storm water for each storm drain line. The devices contain a diversion weir, separation chamber, sump chamber, and outlet. The diversion weir will divert storm GAENVIRONKCHECKLST Page I water from the storm drain lines into the separation chamber. The diverted water will sweep past a separation screen forming a vortex thus filtering trash/debris out before diverting the water back into the storm drain system. Floatable and suspended trash and debris are contained within the separation chamber, while heavier or negatively buoyant trash and debris settle into the undisturbed sump chamber. The outlet then redirects the diverted storm water from the separation chamber back into the storm drain line. The time frame for assembling and installing each CDS device is approximately two weeks. Installation of the devices requires excavation of approximately 100 to 500 cubic yards of soil depending on the size of the device. The devices will be installed at depths of approximately 15' to 25' deep. A manhole cover will be provided at the top of each device to allow for maintenance and inspection throughout the year. A vactor truck will be utilized to clean out the devices. Vactor trucks are equipped with a large hose attached to a vacuum that will be inserted into the CDS device to clean out trash and debris floating within the separation chamber and settled at the bottom of the sump chamber. 8. SURROUNDING LAND USES AND SETTING: The portion of the project located within Downtown is surrounded by recreational uses on the southwest side of PCH and a mix of commercial and residential uses on the northeast.side of PCH. The portion of the project located at the intersection of Seapoint St. and Garfield St. is surrounded by vacant land to the west(future park site) and residential uses to the east. 9. OTHER PREVIOUS RELATED ENVIRONMENTAL DOCUMENTATION: None 10. OTHER AGENCIES WHOSE APPROVAL IS REQUIRED (AND PERMITS NEEDED) (i.e. permits, financing approval, or participating agreement): None Page 2 ENVIRONMENTAL FACTORS POTENTIALLY AFFECTED: The environmental factors checked below would be potentially affected by this project, involving at least one impact that is a"Potentially Significant Impact" or is "Potentially Significant Unless Mitigated,"as indicated by the checklist on the following pages. ❑ Land Use/Planning ❑ Transportation/Traffic ❑ Public Services ❑ Population/Housing ❑ Biological Resources ❑ Utilities/Service Systems ❑ Geology/ Soils ❑ Mineral Resources ❑ Aesthetics ❑ Hydrology/ Water Quality ❑ Hazards and Hazardous Materials ❑ Cultural Resources Air Quality ❑ Noise ❑ Recreation ❑ Agriculture Resources ❑ Mandatory Findings of Significance DETERMINATION (To be completed by the Lead Agency) On the basis of this initial evaluation: I find that the proposed project COULD NOT have a significant effect on the environment, ❑ and a NEGATIVE DECLARATION will be prepared. I find that although the proposed project could have a significant effect on the environment, there will not be a significant effect in this case because the mitigation measures described on an attached sheet have been added to the project. A MITIGATED NEGATIVE DECLARATION will be prepared. I find that the proposed project MAY have a significant effect on the environment, and an ❑ ENVIRONMENTAL IMPACT REPORT is required. I find that the proposed project MAY have a"potentially significant impact" or a"potentially significant unless mitigated impact" on the environment,but at least one impact(1)has been adequately analyzed in an earlier document pursuant to applicable legal standards, and(2)has ❑ been addressed by mitigation measures based on the earlier analysis as described on attached sheets. An ENVIRONMENTAL IMPACT REPORT is required,but it must analyze only the effects that remain to be addressed. I find that although the proposed project could have a significant effect on the environment, because all potentially significant effects(a)have been analyzed adequately in an earlier EIR or NEGATIVE DECLARATION pursuant to applicable standards, and(b)have been avoided ❑ or mitigated pursuant to that earlier EIR or NEGATIVE DECLARATION, including revisions or mitigation measures that are imposed upon the proposed project, nothing further is requ' ed. Signature Datej i i Punted Name Title ~ Page 3 EVALUATION OF ENVIRONMENTAL IMPACTS: 1. A brief explanation is required for all answers except"No Impact" answers that are adequately supported by the information sources a lead agency cites in the parentheses following each question. A"No Impact" answer is adequately supported if the referenced information sources show that the impact simply does not apply to the project. A "No Impact" answer should be explained where it is based on project-specific factors as well as general standards. 2. All answers must take account of the whole action involved. Answers should address off-site as well as on-site, cumulative as well as project-level, indirect as well as direct, and construction as well as operational impacts. 3. "Potentially Significant Impact" is appropriate, if an effect is significant or potentially significant, or if the lead agency lacks information to make a finding of insignificance. If there are one or more "Potentially Significant Impact"entries when the determination is made, preparation of an Environmental Impact Report is warranted. 4. Potentially Significant Impact Unless Mitigated" applies where the incorporation of mitigation measures has reduced an effect from"Potentially Significant Impact" to a"Less than Significant Impact." The lead agency must describe the mitigation measures, and briefly explain how they reduce the effect to a less than significant level (mitigation measures from Section XVIII, "Earlier Analyses,"may be cross-referenced). 5. Earlier analyses may be used where,pursuant to the tiering,program EIR, or other CEQA process, an effect has been adequately analyzed in an earlier EIR or negative declaration. Section 15063(c)(3)(D). Earlier analyses are discussed in Section XVIII at the end of the checklist. 6. References to information sources for potential impacts(e.g., general plans, zoning ordinances)have been incorporated into the checklist. A source list has been provided in Section XVIII. Other sources used or individuals contacted have been cited in the respective discussions. 7. The following checklist has been formatted after Appendix G of Chapter 3,Title 14, California Code of Regulations,but has been augmented to reflect the City of Huntington Beach's requirements. (Note: Standard Conditions of Approval-The City imposes standard conditions of approval on projects which are considered to be components of or modifications to the project, some of these standard conditions also result in reducing or minimizing environmental impacts to a level of insignificance. However,because they are considered part of the project, they have not been identified as mitigation measures. For the readers' information, a list of applicable standard conditions identified in the discussions has been provided as Attachment No. 3. SAMPLE QUESTION.• Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact Would the proposal result in or expose people to potential impacts involving: Landslides? (Sources: 1, 6) 0 Discussion: The attached source list explains that 1 is the Huntington Beach General Plan and 6 is a topographical map of the area which show that the area is located in a,flat area. (Note: This response probably would not require further explanation). Page 4 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact I. LAND USE AND PLANNING. Would the project: a) Conflict with any applicable land use plan,policy,or a regulation of an agency with jurisdiction over the project (including,but not limited to the general plan,specific plan, local coastal program,or zoning ordinance)adopted for the purpose of avoiding or mitigating an environmental effect? (Sources: 1,2,&3) Discussion: The proposed project will be in substantial conformance with the General Plan, Downtown Specific Plan (SP5), Huntington Beach Zoning and subdivision Ordinance(HBZSO), and Local Coastal Program with the approval of a coastal development pen-nit, The project is consistent with the following goals, objectives, and policies of the General Plan: U 3.1.1: Maintain existing public storm drains and flood control facilities, upgrade and expand storm drain and flood control facilities. U 3.3: Ensure that storm drain facilities (channels and outputs) do not generate significant adverse impacts on the environment in which the facilities traverse or empty. b) Conflict with any applicable habitat conservation plan or natural community conservation plan?(Sources: 1,2,&3) Discussion: The subject site is not shown in the General Plan as a generalized habitat area,which supports plant or animal communities, nor is it within a marine habitat. The project will not conflict with any applicable habitat or natural community conservation plan and no further analysis is required. c) Physically divide an established community? (Sources:4&5) El ❑ 13 ❑X Discussion: The proposed project consists of the installation of nine(9)storm water pollution control devices in areas previously developed with a beach service road,beach parking lot,landscaped planter adjacent to a bike path,and at the terminus of a public street.Construction is limited to the immediate vicinity. No new roadways,road widening,rail lines, bridges or other off-site improvements with the potential to physically divide an established community are proposed or required. No impacts are anticipated. II. POPULATION AND HOUSING. Would the project: a) Induce substantial population growth in an area,either directly El 0 (e.g.,by proposing new homes and businesses)or indirectly (e.g.,through extensions of roads or other infrastructure)? (Sources: 6) b) Displace substantial numbers of existing housing,necessitating 19 the construction of replacement housing elsewhere? (Sources: 6) c) Displace substantial numbers of people,necessitating the construction of replacement housing elsewhere? (Sources:6) Discussion: a)-c)The proposed project does not include any housing or construction of any structures. No housing will be displaced and no additional jobs will be created as a result of the project. No impacts are anticipated. Page S I Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Inforination Sources): Impact Incorporated Impact No Impact III.GEOLOGY AND SOILS. Would the project: a) Expose people or structures to potential substantial adverse effects,including the risk of loss,injury,or death involving: i).- Rupture of a known earthquake fault,as delineated on the El 11a most recent Alquist-Priolo Earthquake Fault Zoning Map issued by the State Geologist for the area or based on other substantial evidence of a known fault?(Sources: 1 &7) Discussion: The project is not located within the Alquist-Priolo Earthquake Fault Zone.The CDS devices are prefabricated per manufacturing specifications and industry standards. The devices will be installed underground and integrated into the existing storm drain system and will be monitored and maintained by the Public Works Department. No significant impacts are anticipated. ii) Strong seismic ground shaking?(Sources: 1 &'7) El Discussion: Although the site could be subject to strong ground shaking in the event of an earthquake,this hazard is common in Southern California. The project is entirely underground and fabricated to manufacturing specifications and industry standards. The devices will be integrated into the existing storm drain system and will be monitored and maintained by the Public Works Department. No significant seismic effects are anticipated in that the structure will be underground. iii) Seismic-related ground failure,including liquefaction? (Sources: 1 &7) Discussion: The proposed CDS device locations are in areas of potential liquefaction according to the State Seismic Hazard Zones Map. The structural risks from seismic-related ground failure,including liquefaction,are accounted for in the manufacturing specification for the CDS devices which are established by industry standards. No significant impact are anticipated. iv) Landslides? (Sources: 1 &7) El 11 El El Discussion: Site stability,including impacts from landslides,should not be a concern because the CDS devices will be located in areas which do not have any severe slopes. The project sites are relatively flat and do not contain any unique or geological features. No significant impacts are anticipated. b) Result in substantial soil erosion,loss of topsoil,or changes in El 13 0 topography or unstable soil conditions from excavation,grading, or fill? (Sources: 1 &7) Discussion: Minor landscape modification may result in the short term with potential wind and water erosion impacts occurring during construction only. The project will consists of the excavation of approximately 100 to 500 cubic yards of soil per device,depending on the size of each device.The CDS devices will be located on and around a service road adjacent to beach facilities,within a beach parking lot,within a landscaped area adjacent to a bike path, and on the east side of Seapoint Street at the terminus of Garfield Street at the intersection of Garfield and Seapoint St. The project sites are relatively flat and do not contain any unique or geological features. After completion of the project portions of the excavated material will be used for fill and the CDS device will be covered with sand,asphalt,or landscaping. Only a 36" diameter manhole will be visible. No significant impacts are anticipated. Page 6 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact c) Be located on a geologic unit or soil that is unstable,or that would become unstable as a result of the project,and. potentially result in on or off-site landslide,lateral spreading, subsidence,liquefaction or collapse? (Sources: 1 &7) Discussion: The project consists of several locations in and around Downtown. The sites are situated in an area of High to Medium Liquefaction potential as depicted on page V-EH-15 of the City's General Plan Environmental Hazards Element. This potential impact is accounted for in the manufacturing specification for the CDS devices which are established by industry standards. The devices will be integrated into the existing storm drain system and will be monitored and maintained by the Public Works Department. No significant impacts are anticipated and no further analysis is required. d) Be located on expansive soil,as defined in Table 18-1-B of the Uniform Building Code(1994),creating substantial risks to life or property? (Sources: 1 &7) Discussion: Based upon the City's General Plan and Geotechnical Inputs Study, the project site is located within an area of low to moderate clay content according to the Expansive Soil Distribution Map. This is common in the City and is accounted for in the manufacturing specification for the CDS devices which are established by industry standards. The devices will be integrated into the existing storm drain system and will be monitored and maintained by the Public Works Department. No significant impacts are anticipated and no further analysis is required. e) Have soils incapable of adequately supporting the use of septic a tanks or alternative waste water disposal systems where sewers are not available for the disposal of wastewater(Sources: 1 & 7) Discussion: The project does not require the construction of a septic tank or alternative waste water disposal systems. IV.HYDROLOGY AND WATER QUALITY. Would the project: a) Violate any water quality standards or waste discharge requirements? (Sources: 6) b) Substantially deplete groundwater supplies or interfere 13 ❑ 0 substantially with groundwater recharge such that there would be a net deficit in aquifer volume or a lowering of the local groundwater table level(e.g.,the production rate.ofpre- existing nearby wells would drop to a level which'would not support existing land uses or planned uses for which permits have been granted? (Sources:6) c) Substantially alter the existing drainage pattern of the site or ❑ M area,including through the alteration of the course of a stream or river,in a manner which would result in substantial erosion or siltation on or off-site? (Sources:6) d) Substantially alter the existing drainage pattern of the site or 13 El Q area,including through the alteration of the course of a stream or river,or substantially increase the rate or amount or surface runoff in a manner which would result in flooding on or off- site? (Sources:6) Page 7 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Infonna.tion Sources): Impact Incorporated Impact No Impact e) Create or contribute runoff water which would exceed the capacity of existing or planned storm water drainage systems or El El El 19 provide substantial additional sources of polluted runoff`? (Sources: 1) f) Otherwise substantially degrade water quality? (Sources: 6) El El 19 g) Place housing within a 100-year flood hazard area as mappedEl El 0 on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map? (Sources:6 &8) h) Place within a 100-year flood hazard area structures which would impede or redirect flood flows? (Sources:6&8) i) Expose people or structures to a significant risk of loss,injury 0 or death involving flooding,including flooding as-a result of the failure of a levee or dam? (Sources:6 &8) j) Inundation by seiche,tsunami,or mudflow? (Sources:6 &8) Discussion:a}j) The proposed project will not violate any water quality standards or waste discharge requirements, deplete groundwater supplies,alter existing drainage patterns,and/or create or contribute runoff water. The devices will be integrated into the existing storm drain system and will be monitored and maintained by the Public Works Department. Development of the project with nine(9)devices will assist the City in meeting its goal to ensure that storm drain facilities (channels and outputs)do not generate significant adverse impacts on the environment in which the facilities traverse or empty by reducing the amount of trash debris and other particulate matters flushing out onto City beaches. V. AIR OUALITY. The city has identified the significance criteria established by the applicable air quality management district as appropriate to make the following determinations. Would the project: a) Violate any air quality standard or contribute substantially to an El 139 ❑ existing or projected air quality violation? (Sources:6) Discussion: Short Tenn:The construction of the proposed project may result in a short-term increase in dust and construction equipment emissions. Emissions are expected from gasoline and diesel powered grading,excavating,and paving equipment. Fugitive dust generated from these activities might occur. Construction of the project will be subject to standard conditions of approval(see Condition No. 1)such as watering of exposed soils and restrictions to construction/grading activities during smog alerts to minimize fugitive dust and emission during the construction process. Lon. Term:erm: The CDS devices will not generate airborne particles. A vactor truck will clean the devices by vacuuming the collected trash and debris. None of the materials will be exposed during the process. Therefore no long term impacts are anticipated. b) Expose sensitive receptors to substantial pollutant 110 concentrations? (Sources:6) Discussion: The CDS deices will not generate airborne particles exposing pollutants to sensitive receptors. c) Create objectionable odors affecting a substantial number of 0 0 El 11 people? (Sources:6) Page 8 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact Discussion: The CDS devices will remove trash/debris and other particulate matter from the urban storm water runoff and store them in an underground sump. The CDS devices will be regularly cleaned. Objectionable odors may occur unless mitigation measures are placed to ensure that the CDS devices are properly cleaned out. The development will be subject to regular maintenance schedule to insure the CDS devices are properly cleaned during rainy seasons and after each significant storm. d) Conflict with or obstruct implementation of the applicable air 0 quality plan? (Sources:6) El El 13 e) Result in a cumulatively considerable net increase of any El 11 19 11 criteria pollutant for which the project region is non-attainment under an applicable federal or state ambient air quality standard (including releasing emissions which exceed quantitative thresholds for ozone precursors)? (Sources:6) Discussion: d)-e)Although emissions from construction vehicles and airborne particles may potentially raise pollutants above non-attainment levels,the potential impact is temporary and not a significant increase for a sustained period of time. Pollutants shall also be mitigated by observance of standard conditions of approval(see Condition No. 1)and compliance with the City of Huntington Beach Municipal Code and Air Quality Management District regulations. VI.TRANSPORTATION/'TRAFFIC. Would the project: a) Cause an increase in traffic which is substantial in relation to 11 Cl Ela the existing traffic load and capacity of the street system(e.g., result in a substantial increase in either the number of vehicle trips,the volume to capacity ratio on roads,or congestion at intersections? (Sources:5 &6) b) Exceed,either individually or cumulatively,a level of service a standard established by the county congestion management agency for designated roads or highways? (Sources:5 &6) c) Result in a change in air traffic patterns,including either an increase in traffic levels or a change in location that results in substantial safety risks? (Sources:5 &6) d) Substantially increase hazards due to a design feature(e.g., . a sharp curves or dangerous intersections)or incompatible uses? Cl (Sources:5 &6) e) Result in inadequate emergency access? (Sources:5 &6) 0 ❑ a f) Result in inadequate parking capacity? (Sources:5 &6) 0 g) Conflict with adopted policies supporting alternative transportation(e.g.,bus turnouts,bicycle racks)? (Sources:5 & 6) Discussion:a)-g) The project will not cause a substantial increase in traffic in relation to the existing traffic load and capacity of the street system.The devices will be regularly cleaned with a vactor truck approximately once a month for the first year in operation in order to gauge the amount of trash and debris collected. Based on the amount of trash and debris observed during the first year of operation,a less frequent maintenance schedule will be utilized in subsequent years. Page 9 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact VII. BIOLOGICAL RESOURCES. Would the project: a) Have a substantial adverse effect,either directly or through ❑ El El ❑X habitat modifications,on any species identified as a candidate, sensitive,or special status species in local or regional plans, policies,or regulations,or by the California Department of Fish and Game or U.S,Fish and Wildlife Service? (Sources: 1,5 & 6) Discussion: The project consists of several locations in and around Downtown. The sites are presently developed and located on and around a service road adjacent to beach facilities, within a beach parking lot, within a landscaped area adjacent to a bike path, and on the east side of Seapoint Street at the terminus of Garfield Street at the intersection of Garfield and Seapoint Street. The project site is shown in the General Plan as a Ruderal/Disturbed habitat area. Ruderal vegetation is found in areas fi•equently disturbed such as oil production areas or along roadsides. Typically, the dominant plant species are highly adaptive and invasive plants, commonly considered to be roadside weeds. The proposed CDS devices will be located in area previously developed that do not support any unique, sensitive, or endangered species; therefore,no impacts to any habitat or wildlife area are anticipated and no further analysis is required. b) Have a substantial adverse effect on any riparian habitat or ❑ El El ❑X other sensitive natural community identified in local or regional plans,policies,regulations,or by the California Department of Fish and Game or US Fish and Wildlife Service? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around downtown. The sites do not contain any riparian habitat or sensitive natural community identified in local or regional plans, policies, regulations, or by the California Department of Fish and Game or US Fish and Wildlife Service. The project will not result in any loss to endangered or sensitive animal or bird species and does not conflict with any habitat conservation plans;therefore,no further analysis is required. c) Have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including,but not limited to,marsh,vernal pool,coastal,etc.) through direct removal,filling,hydrological interruption,or other means? (Sources: 1,5 &6) Discussion: The project does not contain any wetlands; therefore, no impacts are anticipated and no further analysis is required. d) Interfere substantially with the movement of any native El 0 resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors or impede the use of native wildlife nursery sites? (Sources: 1,5 &6) Discussion:The project area is surrounded by residential and commercial development. The site does not support any fish or wildlife and should not interfere with the movement of any fish or wildlife species nor impede the use of native wildlife nursery sites. No further analysis is required. e) Conflict with any local policies or ordinances protecting 0 biological resources,such as a tree preservation policy or ordinance? (Sources: 1,5 &6) Page 10 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact Discussion: The project will not consist of the removal of trees,therefore no impacts are anticipated. fl Conflict with the provisions of an adopted Habitat Conservation Plan,Natural Community Conservation Plan,or other approved local,regional,or state habitat conservation plan? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around Downtown. The sites are presently developed and located on and around a service road adjacent to beach facilities, within a beach parking lot, within a landscaped area adjacent to a bike path and on the east side of Seapoint Street at the terminus of Garfield Street at the intersection of Garfield and Seapoint Street. All of the locations do not support any unique or endangered plant or animal species and is not shown in any adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan; therefore, no impacts to any habitat or wildlife area are anticipated and no further analysis is required. VIII. MINERAL RESOURCES. Would the project: a) Result in the loss of availability of a known mineral resource that would be of value to the region and the residents of the state? (Sources: 1,5&6) Discussion: The proposed CDS devices will not result in the loss of a known mineral resource. The sites are not designated as a known mineral resource recovery site in the General Plan. No impacts are anticipated and no further analysis is required. b) Result in the loss of availability of a locally-important mineral 11 El 11 0 resource recovery site delineated on a local general plan, specific plan,or other land use plan? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around Downtown. The sites are not designated as an important mineral resource recovery site in the General Plan or any other land use plan. Development of the project is not anticipated to have any impact on any mineral resource recovery. No significant adverse impacts to mineral resources are anticipated and no further analysis is required. IX.HAZARDS AND HAZARDOUS MATERIALS. Would the project: a) Create a significant hazard to the public or the environment El El through the routine transport,use,or disposal of hazardous materials? (Sources: 1,5 &6) Discussion: The proposed project consists of the installation of nine(9)storm water pollution control devices and would not introduce any unusual hazardous materials to the area. The trapped trash and debris will not contain any hazardous material. Therefore when the devices are cleaned out there will not be a risk of transporting any hazardous materials. Proposed construction and operation would comply with CaIOSHA (California Occupational Safety and Health Administration) requirements, the Hazardous Materials Management Act (HMMA), and other State and local requirements. Compliance with local, State, and Federal regulations would minimize risks associated with accident conditions involving the release of hazardous materials into the environment. The project construction will be overseen by the Public Work Department. No impacts are anticipated. b) Create a significant hazard to the public or the environment through reasonably foreseeable upset and accident conditions involving the release of hazardous materials into the environment? (Sources: 1.5 &6) Page I 1 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact Discussion: Refer to discussion item IX(a), above. The proposed project would not include use of large quantities of hazardous materials. Operation of the CDS devices, would not involve the handling of hazardous materials in a manner that would result in a reasonably foreseeable upset and accident conditions. Based on the information noted above regarding the proposed uses,no significant impacts are anticipated and no further analysis is required. c) Emit hazardous emissions or handle hazardous or acutely hazardous material,substances,or waste within one-quarter mile of an existing or proposed school? (Sources: I,5 &6) Discussion: The project is not located within one-quarter mile of an existing or proposed school. No impacts are anticipated and no further analysis is required. d) Be located on a site which is included on a list of hazardous 11 El El a materials sites compiled pursuant to Government Code Section 65962.5 and,as a result,would it create a significant hazard to the public or the environment? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around Downtown. The sites are not listed on the State's Hazardous Waste and Substances Site List. No impacts are anticipated and no further analysis is required. e) For a project located within an airport land use plan or,where El 1-1 11 0 such a plan has not been adopted,within two miles of a public airport or pubic use airport,would the project result in a safety hazard for people residing or working in the project area? (Sources: 1,5&6) Discussion: The City of Huntington Beach is included in the Planning Area for the Joint Forces Training Center in Los Alamitos, however, the sites are located such that they would not be impacted by flight activity from the center. No impacts are anticipated and no further analysis is required. f) For a project within the vicinity of a private airstrip,would the 11 El El 19 project result in a safety hazard for people residing or working in the project area? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around Downtown. The sites are not within the vicinity of any private airstrips. The City of Huntington Beach has no private or public airstrips since the closure of Meadowlark Airport. No impacts are anticipated and no further analysis is required. g) Impair implementation of or physically interfere with an El El 0 adopted emergency response plan or emergency evacuation plan? (Sources: 1,5 &6) Discussion: The proposed installation of CDS devices will not interfere or conflict with an adopted emergency response plan or evacuation plan. No impacts are anticipated to any emergency response or evacuation plans;therefore,no further analysis is required. h) Expose people or structures to a significant risk of loss,injury, 13 0 or death involving wild land fires,including where wild lands are adjacent to urbanized areas or where residences are intermixed with wild lands'? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around downtown. The sites are located in an urbanized area and not within the vicinity of any wild lands. No impacts are anticipated. Page 12 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact X. NOISE. Would the project result in: a) Exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance,or applicable standards of other agencies? (Sources: 1) Discussion:The project will generate short-term noise impacts during construction activities with the use of construction equipment. Chapter 8.40 Noise of the Huntington Beach Municipal Code prohibits construction activity between the hours of 8 p.m.and 7 a.m.on weekdays and Saturdays, and all day on Sundays. The request is required to comply with the Municipal Noise Ordinance and therefore no impacts are anticipated. b) Exposure of persons to or generation of excessive ground C3 13 ❑X 11 borne vibration or ground borne noise levels?(Sources: 1,5 & 6) Discussion: Although construction activities will,generate a temporary increase in ground borne noise levels,there will be no significant impacts related to ground bome vibration because of the limited amount of earth movement activity on a site that is relatively flat. No significant additional ground borne vibration is anticipated because the anticipated traffic. c) A substantial permanent increase in ambient noise levels in the El project vicinity above levels existing without the project? (Sources: 1,5 &6) Discussion: The project will not result in an increase in ambient noise levels. The CDS devices are passive storm water pollution control devices or gross pollutant separator devices which have no moving parts and require no power or supporting infrastructure. No noise impacts are anticipated. d) A substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project?(Sources: 1,5 &6) Discussion: The project is anticipated to generate short-term noise impacts during construction. Based on a standard condition,which regulates hours of construction, a negligible impact is anticipated(see Condition No 1). After the initial construction of the project, the CDS devices will require regular cleaning. A vactor truck will vacuum up any floating trash and collected solids from the CDS device. Cleaning of the device is expected to take approximately one to two hours a day,a minimum of four times per year. e) For a project located within an airport land use plan or,where 0 0 such a plan has not been adopted,within two miles of a public airport or public use airport,would the project expose people residing or working in the project area to excessive noise levels? (Sources: I,5 &6) Discussion: The City of Huntington Beach is included in the Planning Area for the Joint Forces Training Center in Los Alamitos,however,the sites are not located in an area that would be impacted by flight activity and noise generation from the center. No impacts are anticipated and no further analysis is required. f) For a project within the vicinity of a private airstrip,would the project expose people residing or working in the project area to excessive noise levels? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around Downtown. The sites are not within the vicinity of any private airstrips. The City of Huntington Beach has no private or public airstrips since the closure of Meadowlark Airport. No impacts are anticipated and no further analysis is required. Page 13 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact XI.PUBLIC SERVICES. Would the project result in substantial adverse physical impacts associated with the provision of new or physically altered governmental facilities,the construction of which could cause significant environmental impacts,in order to maintain acceptable service ratios,response times or other performance objectives for any.of the public services: a) Fire protection? (Sources: 1,5 &6) El 0 b) Police Protection? (Sources: 1,5 &6) 11 El c) Schools? (Sources: 1,5 &6) 11 El 19 d) Parks? (Sources: 1,5&6) 11 C1 11 (9 e) Other public facilities or governmental services? (Sources: 1,5 El El El 19 &6) Discussion: a)-e) No increase in demand will be placed on existing public services. The Public Works department will be responsible for cleaning and maintaining the devices with existing personnel. Service crews will clean and inspect the devices every month for the first year and quarterly or as required during subsequent years. XII. UTILITIES AND SERVICE SYSTEMS. Would the project: a) Exceed wastewater treatment requirements of the applicable Q Regional Water Quality Control Board?(Sources: 1,5 &6) b) Require or result in the construction of new water or Cl wastewater treatment facilities or expansion of existing facilities,the construction of which could cause significant environmental effects? (Sources: 1,5 &6) c) Require or result in the construction of new storm water drainage facilities or expansion of existing facilities,the construction of which could cause significant environmental effects?(Sources: 1,5&6) d) Have sufficient water supplies available to serve the project 0 from existing entitlements and resources,or are new or expanded entitlements needed? (Sources: 1,5 &6) e) Result in a determination by the wastewater treatment provider a 0 which serves or may serve the project that it has adequate capacity to serve the projectes projected demand in addition to the provider's existing commitments? (Sources: 1,5 &6) f) Be served by a landfill with sufficient permitted capacity to ClQ El accommodate the projectes solid waste disposal needs? (Sources: 1,5 &6) Page 14 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact g) Comply with federal,state,and local statutes and regulations El D related to solid waste? (Sources: 1,5 &6)0 Discussion: a)-g) Approximately 100 to 500 cubic yards of soil per device will be excavated in order to construct the CDS devices,a total 1,500 cubic yards for the entire project. Approximately two thirds of the excavated material will be used for fill after installation of the device.Any excess cut material will be hauled off-site for disposal during construction. Arrangements for disposal of the excess material will be handled by a private contractor hired by the City to install the devices. Disposal of the materials will be dictated by standard practice. The nearest landfill is the Frank R.Bowerman Landfill located in the City of Irvine. The landfill has a remaining capacity in excess of 30 years based on the present solid waste generation rates,and the project's 500 cubic yards of excavated soil(during construction)and subsequent captured trash/debris are not expected to generate a substantial amount of daily waste products in the long term nor as a result of construction. No increase demand will be placed on utilities and service systems. XIII. AESTHETICS. Would the project: a) Have a substantial adverse effect on a scenic vista? (Sources:. 0 5 &6) b) Substantially damage scenic resources,including,but not El 11 11 19 limited to,trees,rock outcroppings,and historic buildings within a state scenic highway? (Sources: 5&6) c) Substantially degrade the existing visual character or quality of the site and its surroundings? (Sources: 5 &6) d) Create a new source of substantial light or glare which would adversely affect day or nighttime views in the area? (Sources: 5 &6) Discussion: a)-d)The CDS devices will be installed underground. The only visible marker will be a 36" wide manhole at each location. No significant impacts are anticipated. XIV. CULTURAL RESOURCES. Would the project: a) Cause a substantial adverse change in the significance of a historical resource as defined in 615064.5? (Sources: 5 &6) b) Cause a substantial adverse change in the significance of an archaeological resource pursuant to 615064.5? (Sources: 5 & 6) c) Directly or indirectly destroy a unique paleontological resource El 11 0 or site unique geologic feature? (Sources: 5 &6) d) Disturb any human remains,including those interred outside of 19 formal cemeteries? (Sources: 5 &6) Discussion: a)-d)The project consists of several locations in and around Downtown. The sites are not located in the vicinity of any known archeological,historic or other cultural resource. No significant adverse impacts are anticipated. Page 15 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact XV. RECREATION. Would the project: a) Would the project increase the use of existing neighborhood, community and regional parks or other recreational facilities such that substantial physical deterioration of the facility would occur or be accelerated? (Sources: 5&6) Discussion: The project will not increase the use of existing recreational facilities or create a demand for additional recreation facilities. No impacts are anticipated. b) Does the project include recreational facilities or require the construction or expansion of recreational facilities which might have an adverse physical effect on the environment(Sources: 5 &6) Discussion: The project will not create'a demand for additional recreation facilities. c) Affect existing recreational opportunities?(Sources: 5 &6) El Discussion: Beach facilities may be affected during construction of the project. Installation of the CDS devices may take approximately two weeks.Eight(8)of the nine(9)devices are located within the vicinity of beach facilities. However, during construction of the project,access to recreational facility within City beaches will be maintained. Upon completion of the project existing recreational facilities will be returned to original status. XVLAGRICULTURE RESOURCES. In detennining whether impacts to agricultural resources are significant environmental effects,lead agencies may refer to the California Agricultural Land Evaluation and Site Assessment Model(1997) prepared by the California Dept.of Conservation as an optional model to use in assessing impacts on agriculture and farmland. Would the project: a) Convert Prime Farmland,Unique Farmland,or Farmland of a Statewide Importance(Fannland),as shown on the maps prepared pursuant to the Farmland Mapping and Monitoring Program of the California Resources Agency,to non- agricultural use? (Sources: 4.5 &6) b) Conflict with existing zoning for agricultural use,or a Williamson Act contract? (Sources: 4,5 &6) c) Involve other changes in the existing environment which,due 0 El 0 to their location or nature,could result in conversion of Farmland,to non-agricultural use? (Sources: 4,5 &6) Discussion: a)-c) The project will not impact property that was used for agricultural purposes in the past,nor could any of the sites be potentially utilized for agricultural purposes in the future. No impacts are anticipated. XVII. MANDATORY FINDINGS OF SIGNIFICANCE. a) Does the project have the potential to degrade the quality of the Q environment,substantially reduce the habitat of a fish or wildlife species,cause a fish or wildlife population to drop below self-sustaining levels,threaten to eliminate a plant or Page 16 Potentially Significant Potentially Unless Less Than Significant Mitigation Significant ISSUES (and Supporting Information Sources): Impact Incorporated Impact No Impact animal community,reduce the number or restrict the range of a rare or endangered plant or animal or eliminate important examples of the major periods of California history or prehistory? (Sources: 1,5 &6) Discussion: The project consists of several locations in and around Downtown. The sites are not situated within a wildlife resource habitat yet the project site is shown in the General Plan as a Ruderal/Disturbed habitat area. As analyzed in this initial study,the project is located in areas previously developed and do not support any unique,sensitive,or endangered species.No impacts to any habitat or wildlife area are anticipated. b) Does the project have impacts that are individually limited,but cumulatively considerable'? ("Cumulatively considerable" means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current projects,and the effects of probable future projects.) (Sources: 1, 5 &6) Discussion: As discussed above in Sections I to XVI, any individual and cumulative impacts from the project can be lessened to a less than significant level with implementation of the recommended conditions of approval and mitigation Measure. The proposed project is consistent with the City of Huntington Beach General Plan. It does not represent a significant negative impact to the environment or goals of the City. The project does not have impacts that are cumulatively considerable. c) Does the project have environmental effects which will cause substantial adverse effects on human beings,either directly or indirectly? (Sources: 1,5 &6) Discussion: As discussed above in Sections I to XVI,the project as proposed and with implementation of the recommended conditions of approval will have a less than significant impact on human beings,either directly or indirectly. Page 17 XVIII. EARLIER ANALYSIS. Earlier analyses may be used where, pursuant to tiering,program EIR, or other CEQA process, one or more effects have been adequately analyzed in an earlier EIR or negative declaration. Section 15063 (c)(3)(D). Earlier Documents Prepared and Utilized in this Analysis: Reference# Document Title Available for Review at: 1 City of Huntington Beach General Plan City of Huntington Beach Planning Dept., Planning/Zoning Information Counter,3rd Floor 2000 Main St. Huntington Beach 2 City of Huntington Beach Zoning and Subdivision Ordinance " 3 Downtown Specific Plan " 4 Project Vicinity Map See Attachment#1 5 Reduced Site Plan See Attachment#2 6 Project Narrative See Attachment#3 7 City of Huntington Beach Geotechnical Inputs Report City of Huntington Beach Planning Dept., Planning/Zoning Information Counter,3rd Floor 2000 Main St. Huntington Beach g FEMA Flood Insurance Rate Map(June 14,2000) " 9 CEQA Air Quality Handbook " South Coast Air Quality Management District(1993) 10 City of Huntington Beach CEQA Procedure Handbook " 11 Trip Generation Handbook, 5th Edition, Institute of Traffic " Engineers 12 Airport Environs Land Use Plan for Joint Forces Training " Base Los Alamitos (Oct. 17, 2002) 13 Hazardous Waste and Substances Sites List " 14 State Seismic Hazard Zones Map " GAENVIROWCHECKLST Page 18 �A O f C iw_ ,'�1F 5✓' +f f t 3 .r r �T' t I I'+ r }. .✓' �C r, j<j !,s�. )tiKi fj t zKi d� �'fn F4(c r z,+ t _I 4 t W) N✓� NC - x.' ... � r� f i�l +11j Jtiii"<� ;' r..fjir T rMt 42� _ ( d t{'-ul ''E 1 'r'� ktr �i' �_-. ^sr �:. j :.l� f � � t U ,�JJ �>✓j'��t"iJ(�r � r�t" N 3i� � `� CA .....r w t:� , �,, r , ,a, e � e - 1 F, f t E � �+ l�fj. ��,/j�J'�/yi. �y1'//.4`K� ^�@k �(,�y�rry � 4�• R ( p :g r� J�ur n i =`Y s .�{,.. k:s k Gsr ° ..•lY7 LU � i}` cis 2 t 3 J` � � f h� �d:r a / ✓ 'l-+, � 3 y�t Itl� rE�f L(X�h �y�C F� :�.1 �t 4 t 1 H � V.. �h 4 �s/ yv!{fi'�`J�• f�, '!F) el a� yt,1'( 7f r -.. , : � : �/*lti 'r sl �.� `K'.r? �, i✓ 'lf{i��)� L�yr, .�,` jah, ur1 s, r.�, � y i 1 k: tr t 7 ^�. �'`+ r; f,,,,��"L" T7},r rye .b�, Y /T/�,+,� !�//`F�4� r��• r n rp s�tfs¢ t- r� I� r � � � a a a r:. � / \ ���,�..,_e�p T?2')�_�Q9�7G✓i__'Y�`�� ''•3`�Ivl/1,,�� `r! 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R N ' ou w rt, ' ON I � k Nq" I h I ' I I I + Sol I" I d ® a up , Ir4 r41 I a I I00000 o ao oso o© o 0 o I a ill lil iij o 9 it�� a0 all it aM �jN I / °•e•• 9 4 a Rai Jill � z tz t �#•�•� City of Huntington Beach Storm Water Pollution Control Devices In the Downtown Area Summary: Downtown Huntington Beach has 12 storm drain outlets that disc___�aroP runoff ont ice.._;�?Pa�`1�,Qc hbxvpen 1 st St and Golden West Street. The scope of this project is to install gross pollutant separator devices that will remove trash/debris, and other particulate matter from the urban-slp,rm water runoff before 't flushes�2ut�onto the ity beaches Itis proposed to install 8 ofJthese units at the storm drain outlets. At several locations, the low flows frormsavefal outlets will be combined in order for a single unit will handle the runoff. The units will be located within the landscaped bike path area and old access road between Pacific Coast Highway and the beach sea wall. (See attached exhibits) The types of gross pollutant separator devices that are proposed are Continuous Deflective Separators, or CDS units. These treatment structures will be sole-sourced to CDS Technologies. These units have cylindrical stainless steel screens through which the storm water is �;: diverted. These devices will be placed underground and divert the flow from the storm drain lines that lead to } -A�''` - beaches in the downtown area. The units capture the trash and sediment and collect it in a sump basket. From f there the storm water, now free of "'' 01 trash, flows on through the drains to it �t YS ` r the existing outfalls minus the trash debris vegetation and coarse sediment which is captured in a sump inside the unit. vuues. � ,� s The water entering the CDS unit creates a vortex(whirlpool) that that � � keeps the screen from blocking, and also it helps with settling finer particles. The units do not capture any bacteria or viruses that may be in the runoff but only pick up the solids. It will, however, pick up solids as small as two millimeters --the size of a match head. Cast-in-place, reinforced concrete diversion boxes will be installed to direct the low and `first flush"flows, (when the majority of the trash would be collected) into the CDS unit, while letting the higher storm flows to bypass the CDS unit. The units are eight to twenty feet in diametm and are installed from fifteen to twenty-five feet deep, depending on the depth of the existing storm drain line. The sump chamber, w ich holds the solids would contain anywhere from 1,000 to 4,000 pounds when emptied, depending on whether it contains heavy sediment or lighter vegetation. A vactor truck will be purchased by the City to remove trash and debris from the treatment structures. Construction/Installation: Construction of the CDS units requires: I Exposing and removing a section of the existing storm drain pipe 1 2. Building a cast-in-place reinforced concrete box to act as a flow diversion box 33 Excavating and installing the pre-cast CDS units adjacent to the cast-in-place box EJ In several locations,installing an additional junction structure and pipe to divert `low flows' from one outlet to another where the CDS unit is located. It is estimated that the amount.of material to be moved for installation of the units would range from 150 to 5O0 ubic yards/per u �en nit, di onunit ize andou__tle location. Some—of-the material can be used for fill after installation of the unit. Any excess cut material would need to be hauled off-site for disposal. Type of Construction machinery & crew Size of Staging Area Delivery of materials The time frame for installing each CDS unit is approximately 2 weeks. Maintenance: The CDS storm water units are designed to retain captured pollution over multiple rain events. Clean outs generally occur three to four times a year. During the rainy season, the units should be inspected and cleaned after each significant storm. During the dry season the units should be inspected quarterly and cleaned if necessary. While dictated by the size and frequency of rain events, there are three methods to efficiently clean out a CDS unit-vactor truck, removable basket, and underflow pump. All methods remove the settleable materials from the sump and the floatable materials~ from the surface of the water in the separation chamber. Using a vactor truck, similar to the ones used for cleaning sewer lines, a crew can easily and efficiently vacuum up any floating trash and collected solids from the CDS unit, ensuring that the system continues to operate as designed. Cleaning of a unit takes approximately one to two hours. Funding: The City was appropriated$4 million at.address coastal non-point source pollution through Prop 13. A portion of this money will be spent on the installation of in-line storm drain runoff treatment structures. City of Huntington Beach, Public Works Deparment CDS Stormwater Diversion Structures in the Downtown Area Environmental Issues Cross Proposed Structure Estimated Excavation Type of Material Pipe Installed?Length? t or Employees/Type of Estimated Construction Outlet Vs Streets Location Quantit /De th Excavated Depth of Installation Equipment needed Time? ongoing Maintenance? Comments in Roundabout area of South 1st Street& Asphalt/Base Material, No Pipe to be installed at 1 PCH Beach Phase 2 Improvements 367 CY @ 25 It of depth dirt sand this location (West side of PCH al Lake St) In sand area adjacent to bike 71h Street& path,west of pier plaza CDS Unit-210 CY @ 1511 80 I.f.of 30"RCP @ 3-5 ft 2�3 PCH Beach Sand of depth,501.f.of 18"RCP First Year-Weekly parking lot,south of Ilse Pipe- 100 CY @ 5 ft @ 3-5 ft of depth Inspections,Monthly beachside condo complex Cleanings,(Crew of 4 wilh Vector Truck-Approx 2 In old asphalt access road hrslunit) 13th Street& parallel to PCH at 13th St, CDS Unit-230 CY @ 23 R Asphalt/Base Material, 20 I.f,of 18"RCP @ 10-12 5 �+ PCH west of landscaped bike path, Pipe-30 CY @ 12 ft dirt,sand R of depth r4 east of seawall Crew of 4-8 people, In aid esphalt access road Excavator,several work 13th Street& parallel to PCH at 131h St, "AsphaltBase Material, No Pipe to be installed at 6 CDS Unit-530 CY @ 25 ft trucks,dump truck for 1-2 Weeks er structure PCH west of landscaped bike path, dirt,sand this location hauling off excess cut, p east of seawall crane(for installation of 'In old asphalt access road precast units) 161h Street& parallel to PCH at 16th St, Asphalt/Base Material, No Pipe to be Installed at $ PCH west of landscaped bike path, CDS Unit-160 CY @ 16 ft dirt sand this location east of seawall In old asphalt access road After First Year-Monthly 20th Street& parallel to PCH at 201h SI, CDS Unit-175 CY @ 18 ft AsphalBBase Material, 45 I.f.of 18"RCP @ 6-6 tt Inspections,quarterly 9&10 PCH west of landscaped bike path, Pipe:40 CY @ 8 ft. dirt,sand of depth Cleanings,(Crew of 4 with east of seawall Vector Truck-Approx 2 In old asphak access road hrslunit)-Cleaning 22nd Street& parallel to PCH at 22nd St, Asphalt/Base Material, No Pipe to be installed at schedule for following 11 PCH west of landscaped bike path, CDS Unit-185 CY @ 19 R dirt,sand this location years should be based on east of seawall first year experience _ In landscaped are between Golden West Existing sod/grass,dirt, No Pipe to be installed at 12 St&PCH bike paths,parallel to PCH at CDS Unit-200 CY @ 24 ft sand this location Golden West St CDS Environmental Issues Table Summary 9/132002 10•.34 AM City of Huntington Beach Storm Water Pollution Control Devices Addendum Summary: This Summary is an addendum to the Coastal Development permit application submitted September 27, 2002. The scope of the original project is to install gross pollutant separator devices that will remove trash/debris, and other particulate matter from the urban storm water runoff before it flushes out onto the city beaches. In addition to the 8 proposed units at the storm drain outlets along the downtown beach outlets, installation of an additional gross pollutant separator is proposed at the intersection of Seapoint Street and Garfield Avenue. The storm drain system located at this intersection drains into the Bolsa Chica Wetlands, an environmentally sensitive area within the Coastal development zone,requiring that a permit be obtained for the installation. At this location,the low flows from`two storm drains will be combined in order for a single unit will handle the runoff. The unit will be located within the existing street right of way. (See attached exhibits) Attachment No. 4 Smested Conditions of Approval CONDITIONS OF APPROVAL— COASTAL DEVELOPMENT PERMIT NO. 02-24: 1. During site development and/or construction, the following shall be adhered to: a. Water trucks will be utilized on the site and shall be available to be used throughout the day during site development to keep the soil damp enough to prevent dust being raised by the operations. b. All haul trucks shall arrive at the site no earlier than 8:00 a.m. or leave the site no later than 5:00 p.m., and shall be limited to Monday through Friday only. c. The construction disturbance area shall be kept as small as possible. d. All haul trucks shall be covered or have water applied to the exposed surface prior to leaving the site to prevent dust from impacting the surrounding areas. e. Prior to leaving the site, all haul trucks shall be washed'off on-site on a gravel surface to prevent dirt and dust from leaving the site and impacting public streets. f. Comply with AQMD Rule 403,particularly to minimize fugitive dust and noise to surrounding areas. g. Construction equipment shall be maintained in peak operating condition to reduce emissions. h. Use low sulfur(0.5%) fuel by weight for construction equipment. i. Truck idling shall be prohibited for periods longer than 10 minutes. j. Attempt to phase and schedule activities to avoid high ozone days first stage smog alerts. k. Discontinue operation during second stage smog alerts. 2. For the first year of operation, the CDS devices shall be inspected and cleaned out every month with a vactor truck. During subsequent years a regular cleaning schedule shall be established and CDS devices will be inspected during rainy seasons and cleaned out after each significant storm. During the dry season the devices should be inspected and cleaned quarterly. 3. The Planning Director ensures that all conditions of approval herein are complied with. The Planning Director shall be notified in writing if any changes to the site plan, elevations and floor plans are proposed as a result of the plan check process. Building permits shall not be issued until the Planning Director has reviewed and approved the proposed changes for conformance with the intent of the Zoning Administrator's action and the conditions herein. If the proposed changes.are of a substantial nature, an amendment to the original entitlement reviewed by the Zoning Attachment No. 4-Page 1 Administrator may be required pursuant to the Huntington Beach Zoning and Subdivision Ordinance. INFORMATION ON SPECIIFIC CODE REQUIREMENTS: 1. All landscaping shall be maintained in a neat and clean manner, and in conformance with the HBZSO. Prior to removing or replacing any landscaped areas, check with the Departments of Planning and Public Works for Code requirements. Substantial changes may require approval by the Zoning Administrator. 2. Construction shall be limited to Monday—Saturday 7:00 AM to 8:00 PM. Construction shall be prohibited Sundays and Federal Holidays. Page 2 Attachment No. 5 Summary of Mitigation Measures Descri tion of Impact Mitigation Measure Objectionable odors affecting a For the first year of operation,the CDS devices shall be inspected and cleaned out every month substantial number of people with a vactor truck.During subsequent years a regular cleaning schedule shall be established and CDS devices will be inspected during rainy seasons and cleaned out as needed after each significant storm. During the dry season the devices should be inspected and cleaned quarterly. Attachment No. 5-Page 1 I • I I I FINAL REPORT Sewer Master Plan Volume I of 2 i I ' City of Huntington Beach California I May 2003 I i K/J 014641 .00 Kennedy/Jenks Consultants i Kennedy/Jenks Consultants Engineers&Scientists 2151 Michelson Drive,Suite 100 14 May 2003 Irvine, California 92612 949-261-1577 FAX 949-261-2134 Mr. Todd Broussard, P.E. Engineering Division, Public Works Department City of Huntington Beach, City Hall 2000 Main Street Huntington Beach, California 92648 Subject: Final Report— Sewer Master Plan Dear Mr. Broussard: In accordance with our discussions, Kennedy/Jenks Consultants is pleased to present the final report of the City's 2003 Sewer Master Plan. This report is intended to serve as a plan for the capital requirements of the City's sewer utility system. The findings contained in this master plan are based on an evaluation of the City's collection and pumping system. This evaluation included a limited field flow monitoring program to obtain actual field measured wastewater data and a desktop inflow and infiltration (1&1) analysis to assess potential I&I areas of the City. The recommended capital improvements are developed to correct current system deficiencies, provide the ability to serve future growth, and replace aging infrastructure requirements to improve system reliability. An updated Sewer Facility Charge is prepared to assure that future customers pay their share of the costs of system capacity. We have enjoyed working with you on this interesting project. Please contact us if you have any questions or need additional information. Very truly yours, KENNEDY/JENKS CONSULTANTS Roger D. Null, V. P. Project Manger RDN/br TABLE OF CONTENTS Chapter Title Page EXECUTIVE SUMMARY ES.1 1 INTRODUCTION 1.1 Background 1.1 Authorization and Objectives 1.1 Scope of Work 1.2 Conduct of Study 1.4 Abbreviations and Definitions 1.4 2 HISTORY AND STUDY AREA CHARACTERISTICS 2.1 History 2.1 City Boundary and Study Area Description 2.1 Geography and Climate 2.2 Land Use 2.2 Existing Land Use and Development 2.2 • Future Land Use and Development 2.3 Population and Growth 2.6 3 EXISTING WASTEWATER SYSTEM DESCRIPTION 3.1 Geographic Information System (GIS) 3.1 General System Overview 3.2 Drainage Basin and Sub-Basin Delineation 3.2 City Wastewater Pipelines 3.2 City Wastewater Lift Stations 3.3 Orange County Sanitation District Wastewater Facilities 3.6 Private Wastewater Facilities 3.7 Summary of Wastewater Facilities 3.7 Existing System Condition and Deficiencies 3.7 Wastewater Pipelines 3.7 Lift Stations 3.9 4 DESKTOP INFLOW & INFILTRATION STUDY 4.1 Overview 4.1 O&M- Identified Potential Problem Areas 4.2 Groundwater- Influenced Potential I&I Problem Areas 4.2 Tidal- Influenced Potential I&I Problem Areas 4.4 Precipitation - Influenced Potential I&I Problem Areas 4.9 Summary of Findings 4.11 TC.1 014641.00 5 WASTEWATER LOADS AND DESIGN CRITERIA 5.1 Development of Wastewater Flow Criteria 5.1 Prior Master Planning and Surrounding Community Criteria 5.1 Temporary Flow Monitoring Program 5.2 Water to Wastewater Return Factors 5.6 Unit Design Flow Factors 5.7 General Criteria 5.8 Peaking Factor Criteria 5.9 Inflow and Infiltration 5.10 Design/Capacity Criteria 5.11 Calculation of Design Capacity-Gravity Pipelines 5.12 Calculation of Design Capacity- Lift Stations 5.14 6 WASTEWATER SYSTEM EVALUATION 6.1 Overview 6.1 Collection System Evaluation 6.2 Model Overview 6.2 Computer Modeling 6.4 Collection System Hydraulic Deficiencies & Recommended Improvements 6.5 Lift Station Evaluation 6.7 • Lift Station Capacity Evaluation 6.8 Wet Well Cycling Operational Evaluation 6.8 Lift Station Hydraulic Deficiencies & Recommendations 6.10 7 COSTS OF SYSTEM IMPROVEMENTS 7.1 Project Prioritization 7.1 Capital Cost Estimates 7.2 Unit Costs 7.2 Unit Cost Estimate for Force Mains 7.3 Unit Cost Estimate for Lift Stations 7.4 Wastewater Collection System Pipeline Cost Estimates 7.5 Repair and Replacement of Existing Facilities 7.5 Existing and Future Hydraulic Deficiency Cost Estimates 7.8 Pumping System Cost Estimates 7.11 Capital Improvement Program Prioritization 7.13 8 SEWER FACILITY CHARGES 8.1 Regulatory Requirements 8.1 State Government Codes 8.1 Revenue Program Guidelines 8.2 City Ordinances 8.2 Calculation Methodology 8.2 Costs of Future Capacity 8.3 Lift Station Replacement Costs 8.4 Collection System Replacement Costs 8.4 TC.2 014641.00 I aFuture Incremental Wastewater Flows and Unit Flow Factors 8.8 Development of Estimated Future Incremental Wastewater Flows 8.8 Development of Estimated Unit Wastewater Flows 8.8 Unit Costs of Service 8.10 Alternative Sewer Facility Charges 8.10 Sewer Facility Charges 8.10 Sewer Facility Charge Comparison 8.13 TC.3 014641.00 TABLE OF CONTENTS (Cont.) LIST OF TABLES Table Title Page 2-1 Existing Land Use 2.4 2-2 Population Comparisons 2.8 2-3 Population Projections 2.9 3-1 Wastewater Collection System Pipelines by Diameter 3.3 3-2 Lift Station Information 3.5 3-3 Summary of Sliplining Activity 3.8 4-1 Lift Station Dry Weather Baseline Conditions August/September 2001 4.7 4-2 Tidal Influence on Lift Station Volume August/September 2001 4.8 4-3 Dry Weather vs. Wet Weather Comparison 4.10 4-4 Precipitation— Influenced Potential I&I Rankings 4.12 5-1 1995 Wastewater Design Flow Factors 5.2 5-2 Rainfall During Wastewater Monitoring Program 5.5 5-3 Recommended 2002 Wastewater Design Flow Factors 5.7 6-1 Pump Capacity Deficiencies 6.9 6-2 Wet Well Capacity Deficiencies 6.11 7-1 Gravity Sewer Unit Costs 7.3 7-2. Force Main Unit Costs 7.4 7-3 Pipeline Repair/Replacement Unit Costs 7.6 7-4 Annual Wastewater Collection System Facility Depreciation 7.9 7-5 Collection System Cost Estimates 7.10 7-6 Lift Station Cost Estimates 7.12 8-1 Lift Station Future Expansion Cost Allocation 8.5 8-2 Collection System Expansion Cost Alternatives 8.7 8-3 Estimated Unit Wastewater Flows 8.9 8-4 Sewer Facility Charge Unit Costs of Service 8.11 8-5 Sewer Facility Charge Alternatives 8.12 . 8-6 Residential Sewer Facility Charge Survey 8.14 TC.4 014641.00 i TABLE OF CONTENTS (Cont.) LIST OF FIGURES Figures Title Following Page 2-1 General Plan Land Use Map 2.2 2-2 Vacant Land 2.2 3-1 Drainage Basin Schematic 3.2 3-2 Wastewater Facilities by Diameter 3.2 3-3 Lift Station Location Map 3.5 3-4 Lift Station Connectivity 3.5 3-5 OCSD Service Area 3.6 3-6 Wastewater Facilities by Owner 3.7 3-7 Summary of Sliplining Activity 3.8 4-1 Potential Groundwater I&I Analysis 4.3 4-2 Huntington Beach Vicinity Rainfall 2001 4.5 4-3 Daily High Tide Port of L.A. 4.5 4-4 NWS Rain Gauge Stations 4.9 4-5 Huntington Beach Vicinity Rainfall Jan/Feb 2001 4.9 4-6 Lift Station Tributary Areas With Apparent I&I Rank 4.12 5-1 Local City Flow Monitoring Program 5.3 5-2 Local OCSD Monitoring Program 5.3 5-3 Peaking Factor 5.9 5-4 Average and Peak Design Flow Relationship Schematic 5.10 5-5 Typical Pipeline Loading Conditions 5.11 6-1 System Deficiencies 6.6 7-1 Lift Station Equipment Unit Costs 7.5 TC.S 014641.00 TABLE OF CONTENTS (Cont.) APPENDICES Volume I Appendix Title A Lift Station Support Information B Wastewater Flow Monitoring Summary C Assessor Parcel Number and Billing System Correlation Study D Hydraulic Analysis Support Information E Sewer Service Charge Ordinances Volume II —Wastewater Flow Monitoring Program TC.6 014641.00 • EXECUTIVE SUMMARY The City of Huntington Beach (City) has embarked on this sewer master planning effort in recognition of the need to identify the areas of hydraulic deficiencies, assess the potential for inflow and infiltration (1&1) problems, and establish the level of capital required to maintain and upgrade the wastewater system to ensure reliable and uninterrupted wastewater service. The general scope of work includes: Data Collection and Review Criteria and Flow Projection Development Wastewater System Description Desktop I&I Study Field Flow Monitoring and I&I Evaluation Assessor Parcel Number (APNs) and Utility Billing Account Correlations Wastewater Master Plan Document Preparation • The focus of this master planning effort is to evaluate the capability of the important elements of the City's existing wastewater collection and pumping system and to develop a plan to provide service through a planning period that extends beyond the year 2020. The primary byproduct of this effort is the development of the wastewater utility's capital improvement requirements. A limited field Wastewater Flow Monitoring Study was also performed and is submitted as Volume 11 of this Master Plan project. GENERAL SYSTEM DESCRIPTION The City owns, operates and maintains a wastewater collection and pumping system. The collection system is comprised of approximately 360 miles of wastewater pipelines ranging in size from 6 to 30 inches in diameter. Approximately 85 percent of the City's wastewater pipelines are 8 inches in diameter. The predominant material of these pipelines is vitrified clay pipe (VCP). Due to the City's generally flat conditions, the City also operates and maintains twenty-seven lift stations. These facilities lift sewage from • low points in the collection system to manholes at higher locations. Orange County Sanitation District (OCSD) is responsible for receiving, treating, and ES.1 014641.00 • disposing of the wastewater generated in central and northwest Orange County, including the City's wastewater. In this regional management capacity, OCSD owns, operates and maintains the majority of the "backbone" wastewater collection trunk pipelines. As such, the City's local system generally discharges to larger OCSD facilities to convey wastewater to the local treatment plant. Construction of the City's collection system began before 1900. However, the majority of the system appears to have been constructed to support the rapid growth that began in the 1960's. Although the City is approximately 97 percent built out and only a minimal increase in future wastewater flows is projected, the City has recognized that the condition of the infrastructure needs to be further quantified and additional proactive provisions for long-term reliability implemented. In accordance with this need, in August 2001 the City adopted a new sewer service charge to provide the necessary funds for ongoing reinvestment. Increased funding is • now available for ongoing operation and maintenance (O&M) activities and capital investment in infrastructure. A comprehensive video inspection of the entire underground wastewater utility system and a methodical rehabilitation of the City's lift stations are some of the components of the City's infrastructure management activities that are designed to promote long term system reliability. WASTEWATER FLOW MONITORING PROGRAM To assess the wastewater characteristics in the City, a limited field flow-monitoring program was conducted by Kennedy/Jenks Consultants in association with ADS Environmental, Inc. (ADS). This temporary flow-monitoring program was implemented to obtain actual field measurements of specific wastewater characteristics in the City. Field measurements were obtained during March 2002 in an attempt to also measure the impact of a wet weather event, and quantify the level of inflow and infiltration (1&1) on the City's collection and pumping system. • ES.2 014641.00 • Twelve monitoring locations throughout the City were identified and metering facilities were installed, tested, and calibrated to record minimum, average, and peak wastewater flows. The monitoring program recorded flow values at a 15-minute frequency throughout the 28-day program duration. Detailed results of the flow-monitoring program for each of the monitored sites are provided as Volume II of this Master Plan documentation. Summary monitoring data results are contained as an appendix in Volume I. INFLOW AND INFILTRATION FINDINGS AND RECOMMENDATIONS An important consideration in the City's management of the wastewater system is the need to integrate the effects of I&I on system hydraulic capacity. Since a significant rainfall event did not occur during the conduct of the field flow-monitoring program, actual rainfall dependent I&I factors could not be derived. In lieu of actual data, most communities integrate I&I through a reserve capacity allowance in their design criteria. • This reserve allowance was utilized in the City's prior master planning projects and is recommended for continuation. To supplement the field flow-monitoring data, a desktop I&I study was performed in an attempt to further quantify the potential for local I&I. The desktop study utilized available data to assess the potential for non-sanitary sewer flows into the system. The results of this study provides additional support for the City's wastewater system lining program in the harbor area to minimize seawater intrusion, identified several isolated pockets where shallow groundwater has a higher potential for infiltration, and isolated six sub-basin areas that appeared to be adversely influenced from two rainfall events that occurred in the winter of 2001. Based on these findings, it is recommended the City conduct a continuous dry weather flow metering analysis through a high/low tide cycle to precisely evaluate the response to daily low and high tide conditions in the harbor area, perform a video inspection program to verify underground utility pipeline conditions and document the presence of any illegal • storm drainage connections to the wastewater system, coordinate with OCSD for additional data and findings of its ongoing I&I evaluation in the City's service area, and ES.3 014641.00 • perform additional I&I (flow isolation) analysis in the six identified areas of the City. The combination of these proactive activities by the City would provide an effective and methodical implementation strategy for the City's 1&I Reduction Program. The implementation strategy integrates the master plan work activities, focuses on the identified potential I&I problem areas in a prioritized manner, and concludes with the need to conduct specific subsequent Sanitary Sewer Evaluation Studies (SSES) to mitigate potential sources of I&I in the collection system. This activity could be scheduled during the winter of 2003-04 to better utilize the OCSD and video inspection data. COLLECTION SYSTEM FINDINGS AND RECOMMENDATIONS Hydraulically, the City's primary collection system generally appears to have adequate capacity as this master plan identified a minimal number of facilities with inadequate hydraulic capacity. It is recommended that approximately 13,700 linear feet of the • evaluated collection system be upsized to increase local capacity. The estimated cost to replace the primary hydraulically inadequate collection system pipelines is approximately $2.6 million (Table 7-5). Approximately 33,000 linear feet of additional pipelines were identified to have restricted capacity under future build out conditions and conservative evaluation design criteria. While these facilities are not programmed to be replaced, the City should consider increasing the capacity of these pipelines during its scheduled systematic facility repair and replacement program. In light of new Federal and State regulations, criteria for determining pipe capacity has been conservatively set to allow for unanticipated blockages or diversion of other flows such as storm water. A second important consideration of the collection system evaluation is the need to further define system condition and proactively plan for infrastructure reinvestment. As previously discussed, the City has recognized this need, has programmed for a comprehensive video inspection of the entire underground wastewater utility system, and has adopted a dedicated funding source to assure its implementation. Implementation of the video inspection findings will be in the form of annual collection system repair or • replacement projects. It is presumed that most of these facilities will be rehabilitated through applicable trenchless rehabilitation technologies. ESA 014641.00 • PUMPING SYSTEM FINDINGS AND RECOMMENDATIONS While the City has been proactive in the ongoing maintenance of its wastewater lift stations, many of these facilities are beginning to show their age. As such, the City has programmed for the methodical replacement of all of its wastewater lift stations. This activity is one of the integral components of the City's infrastructure management program and is designed to promote long term system reliability. Similar to that of the collection system evaluation methodology, lift station improvements can generally be classified as improvements required to increase system hydraulic capacity and improvements to facility condition or reliability. Capacity related improvements are considered priority project elements that are required to maintain the City's ability to pump wastewater flows. Based on the current and projected wastewater flows, 11 facilities were found to have future pumping capacity • deficiencies. The estimated cost of improvements to these priority lift stations is approximately $16.6 million (Table 7-6). An important component for major reconstruction is the City's goal to convert all of its lift stations to the wet well/dry well configuration, wherever feasible. Reliability would also be enhanced should the City decide to provide dedicated standby power with automatic transfer switches at each facility instead of the current portable generator strategy. Since dedicated standby power provisions requires additional on-site facilities, the feasibility and cost effectiveness of this decision should be made on a site specific basis. CAPITAL IMPROVEMENT PROGRAM SUMMARY Capital improvements are prioritized to meet the short- and long-term goals of the wastewater utility. Short-term project priorities are based on facilities with severe capacity deficiencies, system safety concerns, and other utility management objectives. The improvements and recommendations derived during the conduct of the City's Sewer . System Master Plan are summarized as follows: ES.5 014641.00 • . Collection System — Overall, it is recommended that the City continue its proactive annual investment in the collection system in a methodical manner. Video inspection of the system to identify actual field conditions, potential for failure, and actual underground material is suggested to be a medium-high priority, with identified significant deficiencies a high priority. Additionally, the hydraulic capacity deficiencies are generally high priority, while the I&I component should be scheduled as a medium to medium-high priority, depending on implications of additional local I&I studies. Lift Stations — Lift station improvements are generally important priority projects as their failure often has a high potential for sewer spills. Accordingly, lift station capacity, reliability, and safety improvements are high priority. Prioritization of the recommended improvements should be based on the degree of deficiency, facility reliability related to the potential for and implications of failure, the • potential for higher future flows, coordination with other utility needs and objectives, and funding availability. As such, the City should balance its capital improvement program between the lift station replacement program, collection system facilities identified with a high potential for failure, and hydraulic pipeline deficiencies, with the lift station replacement program and potential pipeline failures receiving the most attention. Due to the nature of the improvements, most of these projects should be constructed during the next 10 years. SEWER FACILITY CHARGES The City utilizes a Sewer Facility Charge (SFC), commonly referred to as a connection fee, to recover the costs of facilities to be constructed in the future that will benefit new development. The purpose of this charge is to assure that future customers pay their fair share of the costs of the system's capacity. As such, a Sewer Facility Charge equitably distributes facility costs to future users based on their anticipated demands on the wastewater system. The assets that collect and pump the City's wastewater are the basis for the cost of capacity in the sewer system. • ES.6 014641.00 • The City ordinance applicable to SFCs is contained in Chapter 14.36 of the City's Municipal Code. The current and updated residential sewer facility charges are based on an "equivalent dwelling unit" or EDU. For consistency with the current sewer user charge rate schedule, the updated non-residential charge is also proposed to be converted from a cost per 1000 square feet to an EDU basis. There are several generally accepted methods commonly used to develop capital facility charges. A common approach selected by the City for the development of this fee is referred to as the incremental approach. The incremental approach is based on quantifying the future costs of additional capacity and unitizing these costs by the incremental quantity of additional demand served by these costs. Accordingly, the capital improvement program provides the primary basis of costs, while the estimation of future flows provides the basis for future incremental wastewater flows. Costs of Future Capacity • Under the incremental approach, the cost of future capacity in the City's wastewater system is based on two facility components. These include the future replacement costs of the sewer lift stations and new local sewer collection system improvements. Several key considerations were discussed with City staff related to assessing the cost of lift station improvements to future customers. Since the ongoing sewer user charge was designed to provide for the methodical replacement of the City's lift stations, only the specific portion of the capacity related facility improvement costs and metering enhancements is un-funded. As such, the costs allocated to future customers are limited to these cost elements. The total cost of lift station improvements that is included in the cost of future capacity is approximately $9.6 million (Table 8-1). Similar to the lift station cost allocation approach, a discussion focused on the level of collection system improvements that should be borne by future services. Through these discussions, several alternatives were developed to recover collection system costs from future services. The basic alternatives derived herein are as follows: • • Alternative 1 — Total System Replar.Pment Gnst - Include the total cost of all ESY 014641.00 • capacity improvements based on the replacement cost of each facility • Alternative 2 — Total Sys�ll sp ring Cost - Include the total cost of all capacity improvements and reduce this cost by the estimated cost to slipline each pipeline segment (at original diameter) The resulting collection system costs associated with these alternatives are approximately $8.0 and $4.0 million for Alternatives 1 and 2, respectively (Table 8-2). Estimated Future Incremental Wastewater Flows and Unit Flow Factors Consistent with the study methodology, the estimated wastewater flow was derived from the output of the hydraulic model under current and future wastewater loading conditions. The incremental value that is the result of future growth is the difference between the future and existing wastewater flows. Based on the findings of the hydraulic model, the incremental increase in future wastewater flow was estimated to be approximately 1.95 • million gallons per day (MGD). In addition to the development of future incremental flows, wastewater flows factors are derived for each of the residential and commercial/industrial user classes. The City's 2001 Sewer Charge Study estimated that the average wastewater discharge of a Single Family dwelling (SFD) is 226 gallons per day (gpd). Additionally, the 2001 Sewer Charge Study estimated the discharge for a Multi Family dwelling and a commercial/industrial customer to be 185 gpd and 257 gallons per Equivalent Dwelling Unit (EDU), respectively. • ES.8 014641.00 • Unit Casts Of Service and Alternative Sewer Facility Charges The development of unit costs of service is an essential step in deriving cost of service based Sewer Facility Charges. Unit costs of service are obtained by correlating the costs associated with future growth with the incremental addition of future sewer system discharges (Table 8-4). Sewer Facility Charges are calculated by correlating the wastewater demand characteristics of the City's primary residential and non-residential user classes with the estimated unit costs of service (Table 8-5). The resulting alternative Single Family Dwelling charges'are as follows: • Alternative 1 - $2,043 • Alternative 2 - $1,579 To evaluate these charges, a comparison of the City's current and alternative residential Sewer Facility Charges with neighboring communities was performed. The alternative Sewer Facility Charges compare favorably with the rates of surrounding communities as • the findings ranged from approximately $1,400 to $2,000 (Table 8-6). As discussed with City staff, it is recommended the City adopt one of the alternative facility charges so that growth cost are adequately recovered from future wastewater system customers. • ES.9 014641.00 Chapter 1 Introduction CHAPTER 1 INTRODUCTION This chapter presents the background, authorization, objectives and scope of work for the Sewer System Master Plan and associated Inflow and Infiltration (1&1) Study. BACKGROUND The City of Huntington Beach (City) is an urban city with a population of approximately 200,000 residents. Although the City last conducted a Wastewater System Master Plan in April 1995, the last study approved by the City Council was in 1978. Based on the need to routinely re-evaluate the infrastructure's to meet future demands, the City has requested this update to the 1995 Wastewater System Master Plan. The planning period will be from present to the year 2020. iThe City is responsible for operating and maintaining approximately 360 miles or 1,900,000 feet of wastewater collection system. This system predominately consists of 8-inch pipelines supported by 27 lift stations varying in capacity from approximately 80 gallons per minute (gpm) to 1,350 gpm. By contract, sewage collection, treatment, and disposal are the responsibility of the Orange County Sanitation District (OCSD). AUTHORIZATION AND OBJECTIVES In recognition of the need to plan for future development and provide uninterrupted wastewater service, the City authorized Kennedy/Jenks Consultants (K/J) to prepare this 2002 Sewer System Master Plan and associated (1&1) Study. This planning effort incorporated the following key objectives: • Develop a project approach with the City as a key team member to support project data gathering, criteria development and wastewater system evaluation. • Conduct sufficient data review to verify adequacy of existing data for evaluation of the existing wastewater and pumping systems. 1.1 014641.00 • Evaluate the adequacy of the existing collection and pumping system to meet current and future wastewater flows. • Develop a correlating linkage between the City's customer accounts as listed in the utility billing system and the Assessor Parcel Number (APN) as listed in the County Assessor database. • Prepare a desktop I&I study to review and evaluate available data to assist in identifying potential I&I problem areas. • Perform a limited flow monitoring program to obtain actual field measurements of wastewater flow conditions in various sites in the city. Analyze the input of rainfall dependent I&I based on wet weather data obtained during this program. • Utilize actual billing system demand data in the development of a schematic hydraulic model for system evaluation. • Formulate an easily implemented master plan with prioritized capital improvements. SCOPE OF WORK The scope of work for this Sewer System Master Plan and associated I&I Study are organized by tasks summarized as follows: Wastewater Master Plan Task 1 — Review New or Revised Planning and Facility Data Subtask 1.A. — Establish Project Goals Subtask 1.13. — Evaluate Current Planning and Engineering Documents Subtask 1.C. — Evaluate Current Sewer Flow Criteria Subtask 1.D. —Assess Non-Huntington-Beach-Generated-Sewage Flows 1.2 014641.00 I Task 2— Flow Criteria Development and Flow Projections p 1 Subtask 2.A. — Review Previous Population Projections Subtask 2.13. — Review Flow Criteria and Flow Projection Subtask 2.C. — Develop Design and Unit Cost Criteria Task 3—Sewer System Configuration and Model Development Subtask 3.A. — Revise Sewer System Modeling Schematic Subtask 3.13. — Update Tributary Area Map Subtask 3.C. — Develop Sewer Flows and Model Calibration Task 4—Sewer System Analysis Subtask 4.A. — Identify Sewer System Deficiencies Subtask 4.6. —Model and Analyze Existing Sewer System Subtask 4.C. —Compile Existing System Deficiencies Subtask 4.D. — Model and Analyze Future Sewer System Subtask 4.E. — Recommend Sewer System Improvements Subtask 4.F. — Recommend Lift Station System Improvements Task 5—Submit Sewer Master Plan Document Perform Desktop I&I Study Task 1 — Data Collection and Review Task 2 —Overlay Analysis Program Subtask 2.A. —Overlay Lift Station Evaluation Subtask 2.6. —Overlay Sewer Pipelines/Manholes Evaluation 1.3 014641.00 Task 3— Perform Assessor Parcel Number Based Flow Evaluation Program Subtask 3.A. — Perform Assessor Parcel Number/Utility Account Correlation Subtask 3.B. — Contrast Evaluation of Water/Sewer Demands with Known Discharges Task 4— Prepare Desktop Evaluation Report of Findings Perform Field Flow Monitoring and I&I Evaluation Programs CONDUCT OF STUDY The information used to prepare this study includes review of existing information, development of new and/or updated data, City-provided data from its Geographical Information System (GIS), and discussions with City staff. Initial study tasks focused on collecting and evaluating relevant data, reports, and other available information to define existing conditions and identify future considerations. Based on this information, an assessment of the adequacy of the existing primary system was made and improvements were recommended to meet current and future requirements. ABBREVIATIONS AND DEFINITIONS The following abbreviations are used within the report: ac acre ADD Average Day Demand ADWF Average Dry Weather Flow APN Assessor Parcel Number AWWF Average Wet Weather Flow cf cubic feet cfs cubic feet per second City City of Huntington Beach D/d Depth to diameter 1.4 014641.00 dia. diameter DU Dwelling Unit DWR California Department of Water Resources EDU Equivalent Dwelling Unit ENR Engineering News Record EPA United States Environmental Protection Agency GIS Geographic Information System gpad gallons per acre day gpm gallons per minute gpd gallons per day HGL Hydraulic Grade Line hp horsepower I&I inflow and infiltration in inches idm inch-diameter miles K/J Kennedy/Jenks Consultants LF linear foot MG million gallons MGD million gallons per day NOAA National Ocean and Atmospheric Administration NWS National Weather Service O&M Operations and Maintenance OCSD Orange County Sanitation District PDWF Peak Dry Weather Flow RPM Revolutions Per Minute pph persons per household psi pounds per square inch PWWF Peak Wet Weather Flow RWQCB Regional Water Quality Control Board SCAG Southern California Association of Governments SFC Sewer Facility Charge sf square feet TDH Total Dynamic Head VCP vitrified clay pipe 1.5 014641.00 • Chapter 2 Histoiy and Study A-ea Charac eristics CHAPTER 2 HISTORY AND STUDY AREA CHARACTERISTICS This chapter presents the growth history of the City and identifies key study area characteristics such as geography, climate, boundary limits, land use, and population. Information sources include the previous wastewater master planning efforts performed for the City, the City's Water Master Plan dated December 2000, and updated land use planning information provided by the City. HISTORY Founded in the late 1880's, Huntington Beach was incorporated on 17 February 1909. The history of Huntington Beach extends from the early days of Orange County as a cluster of Spanish ranchos, through the oil boom of the 1920's, to its current status as California's 11 th largest city. Through a series of annexations, the City has grown to approximately 27 square miles. As the City has become one of the leading commercial, industrial and recreational centers of Orange County, the population has swelled from 11,000 in 1960 to approximately 200,000. CITY BOUNDARY AND STUDY AREA DESCRIPTION The City is located on the shore of the Pacific Ocean in northwestern Orange County. It is surrounded by Westminster to the north, Fountain Valley to the northeast, Costa Mesa to the east, Newport Beach to the southeast, Seal Beach and the U.S. Naval Weapons Station to the northwest, and the Pacific Ocean to the west. The City of Los Angeles is located approximately 35 miles to the northwest and the City of San Diego is approximately 95 miles to the southeast. The study area includes areas within the City boundary and small tributary portions of the Cities of Westminster, Seal Beach, Newport Beach, and Fountain Valley. These small areas are served through direct connections to the wastewater collection system of the City, and have been included for evaluation purposes. Due to local topography, some 2.1 014641.00 areas within the City are served through a connection to the wastewater system of the City of Fountain Valley and are not included in the evaluation. Geography and Climate The City contains approximately 17,206 acres, or 27 square miles, of land. Ninety-seven percent of the land is developed with residential, commercial, industrial, public, mixed uses, open space, and right-of-ways/bridges. The remaining three percent of land is vacant. The terrain is essentially flat and generally slopes westward to the white sand beaches of the Pacific Ocean. Elevations vary from sea level to approximately 200 feet above sea level. The City has a mild Mediterranean-type climate. Prevailing westerly and southwesterly winds off of the Pacific Ocean help maintain pleasant weather year-round. The mean annual temperature is 62 degrees Fahrenheit, mean annual humidity is 64.7 percent, and annual rainfall is slightly less than 12 inches. LAND USE Residential use is the largest single land use in the City. Most residential uses are single- family homes located within super blocks. The major commercial areas in the City are the Huntington Beach Center, Lohmann's Five Points Plaza, Old World Village, Guardian Center, Peter's Landing, the Beach Boulevard corridor, and Downtown. Industrial centers are generally located in the northwest area of the City and along Gothard Street. Vacant land is minimal in the City, as evidenced by the reclaiming and remediation of oil production land for residential, commercial, and industrial uses. Existing Land Use and Development While the land use element of the City's General Plan has changed over time, the existing land use generally corresponds to the General Plan guidelines. The exception to this condition is vacant land. 2.2 014641.00 • A representative map of the City's General Plan land use is shown on Figure 2-1. This map illustrates the land usage type of all City land at buildout conditions. The location of vacant land is graphically depicted on Figure 2-2. Existing acreage within the City is partitioned among the major land use categories in accordance with the General Plan. The City's existing land use information is summarized in Table 2-1. As shown, residential usage is the predominant land use type and comprises approximately forty-six percent of the total usage. Industrial, commercial, and mixed use land use categories account for an additional fifteen percent, while public, open space, and right-of-ways and bridges represent an additional thirty-nine percent. As shown, approximately twenty-four percent of the vacant land is planned to be built out as residential land uses. Future Land Use and Development • Although nearly all land within the study area is developed (ninety-seven percent), there is still potential growth in two forms: development of vacant land and land use intensification. When all areas are developed to maximum allowable densities, "buildout" will occur. As discussed, the future land usage type according to the City's General Plan is shown on Figure 2-1. Vacant Land npvple mPn . As previously discussed, there is minimal vacant land within the City. Vacant land is anticipated to develop in accordance with the General Plan and should have minimal impact on future wastewater utility service requirements. Based upon discussions with the City's Planning Department, there are four noteworthy Specific Plans (SP) within the City that will impact local development/redevelopment. These are the Crossings at Huntington Beach SP, the Palm/Goldenwest SP, the Meadowlark SP, and the McDonnell Centre Business Park SP. These specific plans are summarized as follows: 2.3 014641.00 CITY OF HUNTINOTON BEACH LEGEND - Commercial General GENERAL PLAN LAND USE MAP Commercial Neighborhood Commercial Office N MC Commercial Regional s Commercial Visitor VE Industrial - ti Mixed Use EILA Moved Use Horizontal Mixed Use Vertical P 03 Open Space-Commercial Recreatio w ` w , Open Space-Conservation i . Open Space-Park Ix =;% Open Space-Shore Open Space-Water Recreation 0 Public Residential Low Density GARFIELD AVE Residential Medium Density Residential Medium High Density `` y gyyN Residential High Density jv" Right of Ways& Bridges rn rn yeee wx IS�V ¢ O .'tiee L_ sc!� °1:e LANT VE A J m 4 � O N t N WE da AVE Kennedy/Jenks Consultants Engineers&Scientists City of Huntington Beach Sewer System Master Plan KJ 014641.00 NOT TO SCALE GENERAL PLAN LAND USE MAP SOURCE: CITY OF HUNTINGTON BEACH GENERAL PLAN Figure 2-1 10 CITY OF HUNTINGTONEACHO BOLSA AVE VACANT LAND I N MCFRD EN AV! 3 0 w DINGE AVE \�-- F- w cai HEIL A E C3 < -- LEGEND WARN R AVE J -m Fully-Developed Parcels 0 Under-Developed Parcels 3 = SLATERS AVE 0-25 % Developed z o 0 a 26- 50 % Developed 0 0 TALBER AP , 51 - 75 % Developed a o m w r _ z / y U ! G+aRF'.ELD AVE YOR WINA y ADA SAVE t- A cc s, O _ I DIANAP LIS AV Y O 2 I TLANT AVE O m ILTON VE NNIN a Kennedy/Jenks Consultarit;Engineers &Scientists y City of Huntington Beach Sewer System Master Plan KJ 014641.00 VACANTLAND NOT TO SCALE Figure 2-2 TABLE 2-1 EXISTING LAND USE Total %of Total %of Total Planned Vacant Vacant Land Land Use Type (Alphabetical) Acres Acres Acres Acres Commercial General 614.61 2.30 13.00 3.57 Commercial Neighborhood 93.64 0.41 2.30 0.54 Commercial Office 41.29 0.00 0.00 0.24 Commercial Regional 136.84 0.00 0.00 0.80 Commercial Visitor 73.47 3.83 21.65 0.43 TOTAL COMMERCIAL 959.85 6.54 36.95 5.58 Industrial 1,171.78 5.84 32.98 6.81 Mixed Use 176.53 0.00 0.00 1.03 Mixed Use Horizontal 201.74 9.98 56.40 1.17 Mixed Use Vertical 52.67 0.28 1.56 0.31 TOTAL MIXED USE 430.94 10.26 57.97 2.50 Open Space-Commercial Recreation 237.72 0.00 0.00 1.38 Open Space-Conservation 127.07 18.01 101.80 0.74 Open Space- Park 638.73 26.51 149.79 3.71 Open Space-Shore 342.51 0.00 0.00 1.99 Open Space-Water Recreation 242.79 0.00 0.00 1.41 TOTAL OPEN SPACE 1,588.82 44.52 251.59. 9.23 Public 1,639.88 9.21 52.06 9.53 Residential Low Density 5,681.46 1.87 10.57 33.02 Residential Medium Density 1,123.36 16.77 94.74 6.53 Residential Medium High Density 104.36 1.14 6.43 0.61 Residential High Density 1,004.69 3.86 21.81 5.84 TOTAL RESIDENTIAL 7,913.87 23.63 133.55 46.00 Right of Ways& Bridges 3,501.01 0.00 0.00 20.35 CITY TOTALS 17,206.15 100.00 565.10 100.01 Source: City of Huntington Beach GIS Data, 2001 Ihe Crossings at Huntington Reach SP 13 - Adopted July 5, 2000, Designated Commercial Regional — 63 acres. The area is generally bounded on the north by Center Avenue, on the east by Beach Boulevard, on the south by Edinger Avenue, and on the west by Southern Pacific railroad right-of-way. Palm/Goldenwest SP #12 - Adopted February 7, 2000, 50 acres. The Palm/Goldenwest Specific Plan Area encompasses the 150 acre site bounded by Palm Avenue to the north, Pacific Coast Highway to the south, Goldenwest Street to the east and Seapoint Street to the west, with approximately 4 acres located on the west side of Seapoint. Meadowlark SP #8 - Adopted March 15, 1999. The Meadowlark Specific Plan encompasses approximately 65 acres of land located approximately 600 feet north and east of the intersection of Bolsa Chica Street and Warner Avenue. McDonnell ntr . Business Park SP #11 - Adopted October 6, 1997. The McDonnell Centre Business Park Specific Plan covers 507 gross acres located in the northwestern portion of the City. The area is generally bounded on the north by Rancho Road and the U.S. Navy railroad right-of-way (excluding the City's water reservoir site), on the east by Springdale Street, on the south by Bolsa Avenue and on the west by Bolsa Chica Street. The McDonnell Centre Business Park is presently zoned limited industrial ("IL") and limited industrial with a high rise overlay ("IL-H"), in designated areas. In addition to these areas, the Bolsa Chica Specific Plan is located within the sphere of influence of the City. Bolsa Chica encompasses 1,654 additional acres of unincorporated land. When developed, this area will not utilize any City owned wastewater facilities. As wastewater flows from Bolsa Chica it will discharge directly into OCSD pipelines and be conveyed to the existing OCSD Slater Avenue Lift Station. Since the Slater Lift Station has already been redesigned to accommodate the future development of the Bolsa Chica Specific Plan, this area was not evaluated in this study. 2.5 014641.00 M 1 and Ilse Intensification. Land use intensification occurs in undeveloped areas that are _ p designated for urban/suburban uses and on sites where existing uses were developed at densities below those permitted by the City. Nonconforming uses occur when existing parcels were developed with uses not permitted by current zoning. For master planning purposes, future City redevelopment from intensification rather than conformance to zoning is most likely to affect future wastewater loading conditions. Maximum General Plan guildnut. Maximum buildout is defined to occur when vacant parcels develop and existing parcels redevelop to their maximum permitted densities. This theoretical condition almost never occurs, as the majority of developed parcels are physically stable and the future economic viability of redevelopment to increase land use density is unlikely. Accordingly, maximum general plan buildout must be considered for utility master plans and results tempered with engineering judgment when assessing potential impacts of redevelopment. The implication of buildout conditions is integrated in future wastewater generation factors derived in subsequent chapters. POPULATION AND GROWTH The population of the City has increased by 4.3 percent between 1990 and 2000, as indicated by the 2000 U.S. Census of Population. At last count in 2000, the City had approximately 190,000 residents. This value represented an increase of approximately 8,000 people since 1990. As shown in Table 2-2, the City has experienced a lower rate of growth over the last twenty years than both Orange County (County) and the State of California (State). While the average annual population increase in California was 2.1 percent from 1970 to 1980, 2.3 percent from 1980 to 1990, and 1.3 percent from 1990 to 2000, Orange County experienced annual growth rates of 3.1, 2.2, and 1.7 percent respectively. During these same time periods, the City experienced average annual increases of 3.9, 0.63, and 0.44 percent respectively. In contrast, the City's growth was substantially greater than the County or the State during the 1970 to 1980 time period. 2.6 014641.00 Table 2-3 provides a summary of projected population, dwelling units and persons per household (pph) for the City through the year 2020. While several sources of projection were reviewed, evaluation of the projection findings indicates a general consensus between the City's Water Master Plan dated December, 2000, and the Southern California Association of Governments (SCAG). Based on these data, the population of the City is expected to grow from approximately 200,000 to approximately 225,000 by the year 2020. This increase in population is projected to occur from the construction of an additional 1,000 dwelling units and an overall increase in the number of persons residing in each household. Of these two factors, the increase in persons per household is projected to have the greater impact on future infrastructure requirements. 2.7 014641.00 TABLE 2-2 POPULATION COMPARISONS Population by Year Location 1970 1980 1990 2000 California 19,241,000 23,668,145 29,760,021 33,871,648 Orange County 1,421,000 1,932,709 2,410,556 2,846,289 Huntington Beach 115,960 170,505 181,519 189,594 Compound Annual Growth Rate 1970-1980 1980-1990 1990-2000 Califomia 2.09 2.32 1.30 Orange County 3.12 2.23 1.68 Huntington Beach 3.93 0.63 0.44 Source: 1970, 1980, 1990, 2000 U.S. Census • TABLE 2-3 CITY POPULATION PROJECTIONS Population Projections By Year Source of Data 2005 2010 2015 2020 Ctr.for Demographic Research, CSUF 209,203 210,612 210,021 210,053 So. Cal Association of Gov. (SCAG) -- 215,800 220,100 223,100 City Dept. of Economic Development 204,500 -- - -- City Water Master Plan, Dec. 2000 211,412 216,020 220,554 224,410 #of Dwelling Units Per Year So. Cal Association of Gov. (SCAG) -- 74,400 75,200 75,700 City Water Master Plan, Dec. 2000 78,376 78,937 79,664 79,819 Persons Per Household (PPH) By Year So. Cal Association of Gov. (SCAG) -- 2.9005 2.9269 2.9472 City Water Master Plan, Dec. 2000 2.6974 2.7366 2.7686 2.8115 %Increase in#of DU From Year 2005 TO 2020 2010 TO 2020 So. Cal Association of Gov. (SCAG) — 1.0175 City Water Master Plan, Dec. 2000 1.0184 1.0112 %Increase in PPH From Year 2005 TO 2020 2010 TO 2020 So. Cal Association of Gov. (SCAG) — 1.0161 City Water Master Plan, Dec. 2000 1.0423 1.0274 Source: As noted • Chapter 3 E,ds,tincg Wf3stewater System Description • CHAPTER 3 EXISTING WASTEWATER SYSTEM DESCRIPTION The focus of this chapter is a discussion and description of the City's existing wastewater system. Key elements and features of these wastewater facilities are described and evaluated in subsequent chapters of this study. In addition, a narrative summary of the developments and enhancements to the City's Geographic Information System (GIS) performed within this study is provided herein. GEOGRAPHIC INFORMATION SYSTEM (GIS) A supplemental element of the project focused on the development of additional information to support the City's GIS. The City's GIS uses Environmental Systems Research Institute's (ESRI) ARC/INFO on the SUN Solaris platform with supporting functionality provided on the Intel/Microsoft platform. Data was received from the City's GIS group for the beneficial use of • this study. In consideration of the overall project requirements, the primary objective of this element of the project was to utilize available City-provided GIS information and expand or enhance the depth and breath of the data delivered back to the City. This information could then be utilized to enhance future GIS activities and provide additional wastewater utility management information. The information provided back to the City through the conduct of this project is summarized below. APN to Utility Billing System Linkages — The development of a linkage between City parcel polygons by Assessor Parcel Number (APN) and the utility billing system by Account Number. Parcels with APN source data discrepancies were also identified. Wastewater Utility Pipeline Data - New or updated data related to pipeline length, slope, diameter, inverts, ground elevation, system connectivity, estimated available capacity, and a parcel to pipeline linkage that could be used to schematically represent lateral connections. • 3.1 014641.00 • GENERAL SYSTEM OVERVIEW The City owns, operates and maintains a wastewater collection system that includes gravity pipelines, manholes, lift stations and force mains. This system serves over 95 percent of the areas within the City, and several small areas within the Cities of Westminster, Seal Beach, Newport Beach, and Fountain Valley. Collected wastewater is conveyed to the Orange County Sanitation District's (OCSD's) system at multiple connections within the City. The collected wastewater is ultimately conveyed to OCSD's local wastewater treatment plant. The facility evaluation elements of this master plan focus on a hydraulic evaluation of the existing collection system pipelines and lift stations, and a general reliability assessment of these facilities through the assessment of an appropriate on-going capital repair and replacement program. The City's wastewater system and facilities are discussed in the following sections including those of OCSD and private systems. • Drainage Basin and Sub-Basin Delineation City and non-city areas that are served by the City's collection system are located within four (4) major geographical drainage basins. The general relationship of these basins within the City and their direction of flow to OCSD facilities are indicated in Figure 3-1. City Wastewater Pipelines The City's gravity collection pipelines vary in size from 6 to 30-inches in diameter, with most pipelines being 8-inches in diameter. Approximately 1.9 million lineal feet of city-owned wastewater collection pipelines are in service. Pipeline materials are predominantly vitrified clay pipe (VCP) with some polyvinylchloride (PVC), and ductile iron pipe (DIP). A small percentage of the system has also been rehabilitated or lined to increase facility life. A summary of the length and diameter of the City's underground wastewater collection system is shown in Figure 3-2 and listed in Table 3-1. This information is based primarily on the data provided in the City's GIS. • 3.2 014641.00 CITY OF HUNTINGTON BEACH O A PIPELINES BY BASIN LV IL ft DING F AVE LEGEND BASIN A B AVE - D EL 5 MWIE_ -----1� OCSD Line = I GARFIELD AVE It N VEJ L x N H ILT Kennedy/Jenks Consultants NI Engineers&Scientists City of Huntington Beach Sewer System Master Plan KJ 014641.00 NOT TO SCALE Pipelines by 3-1Basin CITY OF HUNTINGTON BEACH � LEGEN® BO A WASTEWATER FACILITIES BY DIAMETER MAP PIPELINE DIAMETER Non-City Pipeline EN No GIS Data 4" DINGE 8" 8" 10" - 12" MY ZI W R AVE 15" In PAT -- --- 18" ;2M 0 U 9 � 21"FiV AVE 24" E S E 27" _ w 30" GARFIELD AVE t J N MILT Kennedy/Jenks Consultanu NI Engineers&Scientists f ' City of Huntington Beach Sewer System Master Plan Vol� K)014641.00 NOT TO SCALE Wastewater Facilities by Diameter Figure 3-2 • TABLE 3-1 WASTEWATER COLLECTION SYSTEM PIPELINES BY DIAMETER Sewer Line Size Length (in.) (LF) No Data " 4,190 6 8,280 8 1,568,100 10 112,490 12 72,770 15 51,110 16 4,360 18 16,920 21 6,730 • 24 1,320 27 5,400 30 1,310 Grand Total 1,852,980 * Includes pipes with no data or uncertain 4" values. Two basic types of manholes were used in the construction of the City's wastewater collection system. The older manholes were constructed of brick and were founded on cast-in-place concrete bases. This manhole type was typical of the downtown area. More recent manhole construction projects used precast concrete sections also founded on cast-in-place bases. City Wastewater Lift Stations The City owns, operates and maintains twenty-seven (27) wastewater lift stations that lift sewage from low points in the collection system to manholes at higher locations. As reflected in the City's 2001 Sewer Lift Station Design Manual, there are two types of approved lift station facilities. A typical sketch of each type of lift station as provided in the City's design manual is • provided in Appendix A. Each facility type is described in the following sections. 3.3 014641.00 • • Wet Well/Dry Well Lift Stations. This type of lift station is the most commonly used type of lift station in the City's collection system. Wet wells are generally constructed of concrete manhole rings and generally vary from 4 to 8 feet in diameter. Dry wells are typically constructed of concrete and are either round or rectangular in shape. Round dry wells are usually comprised of two levels separated by metal grating. The pumps, motors, and valves are located on the lower level and the electrical equipment is situated on the upper level. One lift station, Oceanhill & Beach, is an exception to this and is a round fiberglass lift station with all the interior equipment on one level. Recent modifications and upgrades at some of the lift stations include above ground panels, adapters for portable generators, automatic lighting, entry alarms, continuous ventilation, and interior coating of the wet wells. • Sijhmersihle Lift Stations. There are three submersible lift stations in the City's collection system (Atlanta east of Beach, Algonquin/Boardwalk, and PCH in Sunset Beach). The lift station at PCH in Sunset Beach, Lift Station 'A," was recently reconstructed with the • submersible configuration due to site constraints. All submersible lift stations are constructed of concrete and are eight feet in diameter. Each lift station is equipped with two submersible pumps, above ground control panels, and a valve vault. Table 3-2 presents the general information and the rated pump capacity of the City's lift stations, based on data provided by the City's Maintenance Department. It should be noted that the actual pump capacity of a given station may vary from the rated capacity due to factors such as the age and condition of the impellers, motors, and piping in each facility. The location of these facilities is shown on Figure 3-3. The connectivity of the lift stations that are influenced by upstream facilities is depicted on Figure 3-4. • 3.4 014641.00 • TABLE 3-2 LIFT STATION INFORMATION Impeller Rated Pump #of Manufacturer Motor Data Diamter Capacity Number Name Number and Name Pumps &Model No. (H.P.@ RPM) (in) (gpm @ TDH) 1 Graham&Kenilworth #1 Graham 2 Wemco 4 x 11 20 @ 1800 9" 580 @ 55' 2 Humbolt&Wayfarer #2 Humboldt 2 Wemco 4 x 11 3 @ 1170 7-5/8" 155@ 22' 3 Gilbert&Peale 93 Station"E" 2 Wemco 4 x 11 3 @ 1160 7-1/2" 100 @ 18' 4 PCH in Sunset Beach #4 Statioin"A" 2 Wemco 4 x 11 10 @ 1160 10" 750 @ 20' 5 Davenport&Baruna #5 Davenport 2 Wemco 4 x 11 3 @ 1200 8" 106 @ 12' 6 Edgewater&Davenport #6 Edgewater 2 Wemco 4 x 11 5 @ 1170 9.. 450 @ 12' 7 PCH West of Warner #7 Station"B" 2 Wemco 4 x 11 7.5 @ 1170 8-3/4" 750 @ 10' 8 Warner North of PCH #8 Station"C" 2 Wemco 4 x 11 25 @ 1800 8-1/2" 1350 @ 15' 9 Warner at Edgewater"D"Station #9 Station"D" 4 Wemco 4 x 11 25 @ 1760 9-1/2" 900 @ 50' 10 Algonquin&Boardwalk #10 Algonquin 2 Wemco 4 x 11 40 @ 1745 0-3/4" 1000 @ 60' • 11 Lark&Warner #11 Lark 2 Wemco 4 x 11 2 @ 1170 8" 125 @ 12' 13 Slater&Springdale #13 Slater 2 Wemco 6 x 11 20 @ 1750 Y. 1070 @ 24' 14 Ellis&Gothard #14 Ellis 3 Wemco 6 x 11 20 @ 1800 8-1/2" 850 @ 34' 15 Oceanhill&Beach #15 Beach 2 Gorman Rupp 75 @ 1000 9-3/4" 150 @ 30' 16 Adams&Ranger #16 Adams 2 Wemco 4 x 11 3 @ 1170 8" 270 @ 13' 17 Brookhurst&Effingham #17 Brookhurst 2 W emco 6 x 11 30 @ 1750 9" 1280 @ 28' 18 Atlanta East of Beach #18 Atlanta 2 Wemco 6 x 12 25 @ 1170 6" 350 @ 25' 19 Bushard&Pettswood #19 Bushard 2 Wemco 4 x 95 3 @ 1170 6-3/8" 338 @ 10' 20 Speer&Crabb #20 Speer 2 Wemco 6 x 11 15@ 1170 9" 500 @ 14' 21 McFadden&Dawson #21 McFadden 2 Wemco 4 x 11 M 5 @ 1170 9" 550 @ 23' 22 Saybrook&Heil #33 Saybrook 2 Wemco 4 x 11 M 15 @ 1170 9-3/4" 550 @ 23' 23 New Britian&Adams #23 New Britain 2 Wemco 4 x 11S 5@ 1170 6-3/4" 179 @ 11' 24 Edwards&Balmorol #24 Edwards 2 Wemco 6 x 11 M 20 @ 1750 9" 800 @ 38' 25 Edinger&Santa Barbara #25 Edinger 2 Wemco 4 x 11 M 5 @ 1750 8" 300 @ 12' 26 Brighton&Shoreham #26 Brighton 2 Wemco 4 x 95 3 @ 1170 7" 220 @ 16' 28 Coral Cay #28 Coral Cay 2 Wemco 4 x 95 3 @ 1155 6" 80 @ 14' 29 Trinidad&Aquarius #29 Trinidad 2 i I Wemco 4 x 11 M 10 @ 1750 8" 250 @ 15' • Notes:The City of Huntington Beach does not have a lift station#12 or#27. Lift station#9 is under design as of June 2002. Source: Data provided by the City Maintenance Department. 3.5 014641.00 CITY OF I-IUNTINGTON BEACH LEGEND CHORD O Lift Station LIFT STATION LOCATIONS Station Names BOLSAAVE #1 GRAHAM rq #2 HUMBOLDT MCFADE EN AVE 1 #3"E" 3 #4„A„ 5 DINGEAVE w #5 DAVENPORT #29 F #6 EDGEWATER ® ® rn #7 STATION"B" #4 #2 cc HEIL AIM #8 STATION"C" 90 W RAVE #10ALGONOUIN m 0 #1 y F #11 LARK 9 w #13 w ax SLATER AVE #13 SLATER ®i #14 0 0 #14 ELLIS d J o. TALBER AVE #15 BEACH m #16 ADAMS 0 ELLISWE z #17 BROOKHURS # 4 in W #18ATLANTA L) Z #19 BUSHARD GARFIELD AVE m m #20 SPEER / 9Q #21 MCFADDEN YOR OWN A ¢ #22 SAYBROOK #19 F #23 NEW BRITAIN y� A 15 # 3 ADA S AVE � #1 #24 EDWARDS o� #25 EDINGER II DIANAP LIS AV ¢ 2 #26 BRIGHTON CO) x rc #28 CORAL CAY ryc�9LF a m m #29TRINIDAD F LANT AVEO Note: The City does not have N #18 7 Lift Station#12 or#27 MILTONAVE Kennedy/Jenks Consultants NNIN AVE Engineers&Scientists f City of Huntington Beach Wastewater Master Plan KJ 014641.00 LIFT STATION LOCATION MAP NOT TO SCALE Figure 34 LIFT STATION CONNECTIVITY 3 4 7 8 29 2 28 9 25 22 6 5 FLOW SPLIT: 100%OR 0% 10 26 24 NUMBER NAME 2 Humbott&Wayfarer 3 Gilbert&Peale 4 PCH in Sunset Beach # = Lift Station Number 5 Davenport&Baruna 6 Edgewater&Davenport 7 PCH West of Warner 8 Warner North of PCH 9 Warner at Edgewater"D"Station 10 Algonquin&Boardwalk 22 Saybrook&Heil 25 Edinger&Santa Barbara 24 Edwards&Balmorol 26 Brighton&Shoreham 28 Coral Cay Kwuwc Jenks Coesottanb Fipia�srs&Saiestista City of Huntington Beach Sewer System Master Plan KJ 014641.00 LIFT STATION CONNECTIVITY Figure 3-4 Orange County Sanitation District Wastewater Facilities Orange County Sanitation District (OCSD) is responsible for collecting, treating, and disposing of the wastewater generated in central and northwest Orange County. OCSD owns, operates and maintains the majority of the "backbone" wastewater collection trunk pipelines within a 470 square mile area, including the City. OCSD's service area is shown in Figure 3-5. FIGURE 3-5 OCSD SERVICE AREA LOS A.NGELES COUNTY LA HABRA SAN BERNA.RDINO COUNT, LOS A.NGELES COUNTY BREA FULLERTON YORBA PLACENTIA LINDA BUENA LA PARK n PALMA ANAHEIM VILLA CYPRESS PARK LOS STANTON ORANGE RANGE f3AR DE N SEAL STMINST (TROVE -s—r BEA.0 H MIDWAY TUSTIN C ITY HUNrINaTo SANTA FOUNTAIN ANA VALLEY COSTA IRVIF MESA �� rf PAC IF IC OCEAN '' NEW PORT' `'•BEAC OCSD's regional wastewater pipelines generally range in size from 21 to 108 inches in diameter and collect the City's wastewater at multiple connections. In addition to these collection facilities, OCSD has two lift stations and Wastewater Treatment Plant No. 2 located within the City. Given the growth within OCSD's service area, OCSD is currently upsizing a number of collection system pipelines to provide additional capacity. One of these key facilities is the new 108-inch Bushard Trunk Sewer, which runs through the City to OCSD's Plant No. 2. 3.6 014641.00 • Private Wastewater Facilities Private wastewater facilities within the City fall into two categories: onsite services and offsite wastewater pipelines. Maintenance of all private facilities is the responsibility of the owner. Onsite service pipelines are considered private from the point of connection to the City's main pipelines. Typically, private onsite pipelines include 4-inch diameter residential services, and 4 through 18-inch diameter commercial, industrial, and other non-residential uses. There are no private offsite wastewater pipelines maintained by the City. Summary of Wastewater Facilities A summary of the wastewater facilities located within the City service area is shown in Figure 3- 6. This information is based primarily on the information provided in the City's GIS and summarizes the ownership of the underground wastewater system. While the vast majority of • the City-owned facilities are contained in the City's GIS, a number of the OCSD trunk facilities and private pipelines may not be included in the geographic data and are therefore not reflected in this figure. EXISTING SYSTEM CONDITION AND DEFICIENCIES This section 'discusses the general physical condition of facilities and equipment, within the City's existing wastewater system. This assessment is based on field inspections, discussions with City Operations & Maintenance and Engineering staff, and review of record drawings. Wastewater Pipelines The actual physical condition of underground infrastructure is generally assessed through video inspection. In recognition of this need, the City is proactively implementing a comprehensive citywide video inspection program. The result of this evaluation will be an integral element of the City's infrastructure management plan and will classify facilities by priority of condition. Upon • the completion of this program, the City will be able to develop a comprehensive underground utility inventory with identified deficiencies, estimate remaining useful life, and prepare for the 3.7 014641.00 CITY of HUNTINGTON BEACH eD A WASTEWATER FACILITIES BY OWNER MAP LEGEND OWNER O EN E CSD -----' -----'-- CITY - -- - - PRNATE ' Private System Not in City GIS ~ U '� > ZIA WASTEWATER FACILITIES BY OM ER I%) ,` W AVE to to PRNATE 0 10% OCSD SL%W ■OCSD D PRNATE J CRY 19FRIAVE soz E S VE qL,-,w GARFIELD AVE { - l DO N H ILT Kennedy/Jenks Consuitertts NI Engineers&Scientists •� City of Huntington Beach Sewer System Master Plan KJ 014641.00 Wastewater Facilities NOT TO SCALE SOURCE: CITY GIS by Owner Figure 3-6 L- • methodical reinvestment in its aging infrastructure. Pursuant to the 1995 Wastewater System Master Plan, the City implemented a replacement and rehabilitation program to prevent pipeline breakage and reduce the City's potential for sewage spills and leakages. The focus of this effort was in the downtown/oldtown and harbor areas. Trenchless rehabilitation was the remediation methodology utilized to repair these facilities. The location of the facilities that have undergone trenchless rehabilitation by the City since the 1995 master plan is shown in Figure 3-7. Table 3-3 provides a summary of the length and diameter of the trenchless rehabilitation activity. TABLE 3-3 SUMMARY OF PIPELINE REHABILITATION ACTIVITY Sewer Line Size Length • (in.) (LF) 6 1,770 8 139,310 10 24,080 12 3,200 15 590 16 4,360 18 150 Grand Total 173,460 WantPwatar $v-dpm Am Aga In addition to a video inspection of the wastewater system, system age may provide a general assessment of facility condition. Although no detailed inventory of physical assets by type and age is available, historical population provides an indication of probable system age. 3.8 014641.00 CITY OF HUNTINGTON BEACH LEGEND REHABILITATED 8O A RHA EBILITATED FACILITIES MAP NO ------ --'5— YES EN DINGEZi REHABILITATED PIPE Pipe Length of F- c� Diameter Pipe in I 6 1,771 WEkAVE 8 139,33 to ff 10 24,07 N o 12 3,201 15 593 16 4,356 F 18 151 J AVE —er E IS w GARFIELD AVE I-1 Alr- I Q J VE ID, TR N H MILT Kennedy/Jenks Consultants NI Engineers&Scientists \ / •v yr City of Huntington Beach Sewer System Master Plan KJ 014641.00 NOT TO SCALE Summary of Rehabilitation Activity Figure 3-7 • Because the City was founded in the late 1880's, a small percentage of the City's system may exceed 100 years old. Since the majority of the City's growth occurred since 1960, it could be concluded that the majority of infrastructure is approximately forty years old. Accordingly, system age and projected useful life tends to support the City O&M staffs assessment that the wastewater pipeline system is in generally good condition. According to the State of California Controller's Office, the suggested useful life of wastewater utility fixed assets is 50 years for pipelines, manholes, and lift station structures, while the useful life of lift station equipment is generally approximately 20 years. It should be noted that the actual useful life of fixed assets may extend beyond the "book value" used for asset depreciation. Due to the inert nature of Vitrified Clay Pipe (VCP), it is generally considered to provide the longest useful life of most materials commonly used in wastewater pipeline construction. Lift Stations • While the focus of this plan is a hydraulic assessment, the condition of the City's lift stations is an. important element of its system reliability. The condition of these facilities was evaluated during the conduct of the 1995 Wastewater Master Plan. A summary table of the 1995 condition assessment is included in Appendix A. The assessment indicates that timely maintenance and repair provided by the City have left the lift stations in generally good condition. However, the advancing age of the facilities warrants significant attention. Due to both the age of the lift stations and their importance to the reliability of the City's wastewater system, they should receive a high priority in the City's ongoing wastewater Capital Improvement Program (CIP). • 3.9 014641.00 • Chapter 4 Deskfop Inflow & Infiltration Study i • CHAPTER 4 DESKTOP INFLOW AND INFILTRATION STUDY This chapter incorporates the results of the Desktop Inflow and Infiltration Study (I&I Study) performed for the City. An I&I element was included in the 2003 Sewer System Master Plan update to assist the City in identifying potential I&I problem areas and to prepare a prioritized implementation program. OVERVIEW As a desktop study, no fieldwork was performed to generate new data for this analysis. As such, the focus of this study was to utilize previously generated and/or readily available data to reach broad quantitative conclusions about the potential for inflow and infiltration throughout the City's wastewater system. These conclusions can be used in • the future to direct investigative and remedial fieldwork and focus future fieldwork on apparent potential problem areas. This methodical procedure will minimize the high cost of expensive field investigation and promote an efficient use of City resources. In order to determine these apparent potential problem areas, the I&I Study made use of the following data: • Wastewater system GIS layers provided by the City • Discussions with City Operations and Maintenance (O&M) staff • California State monitoring well data available at"http://we11.water.ca.gov" • Boring log data provided by the City • National Ocean and Atmospheric Administration (NOAA) 2001 tidal data available at"http://co-ops.nos.noaa.gov/data_res.htmI" • NOAA 2001 rainfall data at"http://www.wrh.noaa.gov/sandiego/climate.html" • • Wastewater lift station run times and pumping characteristics provided by the City 4.1 014641.00 • Analysis of these data sources, alone and in combination, produced four separate evaluations of potential inflow and infiltration areas of concern within the City. These areas include: • O&M-identified areas • Groundwater-influenced areas • Tidal-influenced areas • Precipitation-influenced areas The resulting analysis of these areas of concern is detailed in the following sections of this study. O&M-IDENTIFIED POTENTIAL PROBLEM AREAS • Conversations with City Operations and Maintenance staff indicated that the City's harbor area has been identified as an area with great potential for inflow and infiltration. Having been previously identified by the City, the pipelines in this area have all undergone trenchless rehabilitation. Figure 3-7 in the previous chapter shows all City- owned wastewater pipelines within City borders and indicates which of these pipelines have been included in the City's trenchless rehabilitation project. As the figure shows, the O&M-identified potential inflow and infiltration problem areas have currently been addressed in the harbor area. GROUNDWATER-INFLUENCED POTENTIAL I&I PROBLEM AREAS Groundwater encroachment into City wastewater pipelines was identified at the beginning of the I&I study as a possible contributing factor to inflow and infiltration within the wastewater system. The potential for this area of concern was evaluated by comparing groundwater elevations with the wastewater system invert elevations provided • by the City's GIS. 4.2 014641.00 • The production of such comparisons required a 3-dimensional model of the groundwater surface beneath the City. The California Department of Water Resources (DWR) maintains records for 20,000 groundwater monitoring wells across the state. Wells not proximate to Huntington Beach were discarded through GIS analysis. Inactive and suspect wells were identified and discarded also. The location of the remaining wells, which were used to provide reliable groundwater surface elevations in the Huntington Beach area, can be seen in Figure 4-1. Because the groundwater elevation readings for each well were recorded at varying times and on varying cycles throughout the years, it was necessary to consolidate readings in order to incorporate the maximum amount of available data. The winter of 1999 was the latest winter season for which a large amount of data could be used. All wells with readings for this time period (October of 1998 to April of 1999) were included in the analysis to provide a data-intensive groundwater model. • As shown in Figure 4-1, the DWR wells do not provide full coverage for the City. In particular, they provide no data near the coast and harbor areas, areas that would be prime suspects for high water table and low sewer pipeline elevation combinations. The City provided boring logs taken at Lift Station "A" in Sunset Beach and farther south along PCH. The ground water surface elevations taken from these logs supplement the DWR data. These boring log points are identified as "City Boring Log." From groundwater surface elevations taken at each of the points in Figure 4-1, a groundwater surface model was interpolated using GIS software. The software used an "Inverse Distance Weighting" algorithm to create the 3-dimensional surface from the known elevations of the wells and borings. The modeled groundwater surface is shown as a color-coded image, with different colors representing various groundwater surface elevations taken from mean sea level. • In order to compare the groundwater surface model to the City's wastewater pipeline system, the pipe system's GIS layer was overlaid on the surface model. Record drawing 4.3 014641.00 6 • • R C No Ro ° L a Legend BOLSA AVE City-Owned Wastewater Pipes Others <20'to Groundwater MCFADt EN AVE Monitoring Wells O HB Boring Logs w • DING AVE • DVrI:.Wells • -- - -- • • Fluntinbion Beach Ground Water Surface Model w v HEIL A E Value o • 48 It O N Q • WA RAVE • Mean Sea Level • m ' � - N F o —�_ _ • • • • • • -247 It w m • • • -- w = SEA AVE c°� — o ° • Pipelines YVAhin 20'of Groundwater Material Diameter Pi Length a TALBER AVE 3 P m � (in) Q N umber➢ (If) o VCP 8 502 123,627 _ ELLIS NVE Z VCP 10 11 2,763 m w VCP 12 10 1,578 z VCP 15 7 2,642 < G/J0:11-_1-D ,vE VCP 18 8 2,861 m M1 VCP 21 6 1,048 VCP 27 3 1,519 _ VCP 30 3 1,142 r Total - 551 137,365 F 9~ ADA AS AVE u1 D 0 It IDIANAP IS AV ¢ a N 4y,9 TLANT AVE p m _ < a � H ILTUa— ITM Kennedy/Jenks Consultants NI Engineers&Scientists NOT TO SCALE f City of Huntington Beach Sewer System Master Plan KJ 014641.00 \ Potential Groundwater Infiltration Analysis Figure 4-1 • extraction was used to establish reliable upstream and downstream invert elevations for pipes in areas where the groundwater table was within 20 ft. of the ground service. With these areas used as a reliable datum, all other inverts throughout the system were vertically smoothed using pipeline length and slope calculations to adjust the City's wastewater facilities to a reliable datum. GIS analysis was used to determine the distance between the downstream invert elevation and the groundwater surface model at the same location. The results of the pipeline network and groundwater overlay analysis are also shown on Figure 4-1. As shown, there are four pockets within the City where it is believed that the groundwater surface is within 20 feet of the City's wastewater pipelines. These areas have a reasonable potential for infiltration during times of particularly high groundwater, as might be created by a significant wet weather event. A summary table of pipeline length, diameter, and material of the identified facilities is also depicted in this figure. • TIDAL-INFLUENCED POTENTIAL I&I PROBLEM AREAS While the O&M-identified and groundwater-influenced areas of concern were qualitative in nature, potential tidal-influenced problem areas can be more quantitatively evaluated. This evaluation can be performed in specific areas by correlating the tidal influence in each tributary area to the estimated volume of wastewater pumped through each of the lift stations that serve the harbor area of the City. The City provided daily run times for each of its lift stations for calendar year 2001. By correlating this run time with the City-provided lift station capacities, an estimate of daily wastewater pumped for each facility can be derived. To identify the pipeline systems that may be under the influence of tidal conditions, an analysis of the gravity tributary flow to each lift station must be identified. As such, the analysis subtracts out the estimated upstream lift station flows so that only gravity tributary flow in each tributary area is • evaluated. This procedure prevents double counting the estimated pumped wastewater volume, avoids the misinterpretation of data associated with the potential transfer of an 4.4 014641.00 • I&I problem from an upstream to a downstream system, and isolates the potential I&I problem to the local gravity-based tributary area served by each lift station. The location and connectivity of the City's wastewater lift station network, previously shown in Chapter 3 as Figure 3-3, was used to identify the impact of upstream lift station facilities. Two important factors were derived during the conduct of this analysis. First, It should be noted that for the second half of 2001, Lift Station No. 4, Station "A," was being rebuilt. During this time, all flows entering this station were pumped by temporary pumps, for which no records were kept. Thus, part of the study period includes no data for Lift Station "A." However, because Lift Station "A"pumps directly into Lift Station "B," all flows from Lift Station "A" are accounted for in the latter's flow. For the purposes of this study, the tributary areas of these two lift stations have been merged. Because precipitation was anticipated to be an inflow and infiltration influence, it was • necessary to utilize a dry-weather time frame to isolate tidal influence on daily volumes pumped by each station. Analysis of the NOAA National Weather Service data given in Figure 4-2 (see following section for more complete description of this data) indicated that August and September of 2001 were dry-weather months for the City. As discussed, the City's lift station run time was a key component of the tidal influence analysis. To provide a high correlation to daily diurnal tidal activity, continuous recording data during a 24-hour period for each lift station was desired. However, the City's lift station O&M run time data was only available on a daily basis. Since daily lift station volumes do not have the precision to show the influence of daily tidal fluctuation, the daily high tide lift station volumes were analyzed in comparison to the average monthly fluctuations in daily high tide. Figure 4-3 shows the plot of daily high tide that was used in the analysis. Detailed tide records are not kept at every harbor; Huntington Harbour has no publicly • available tide records. The Port of Los Angeles (LA) had 6-minute tidal data available, as did the pier at La Jolla in San Diego County. Comparison of the data from these two 4.5 014641.00 Rainfall(In) O O N N W W A A O 0 C 0 C CA C tT C t!N O O O O O O O O O O 1/1/2001 1/15/2001 1/29/2001 d 2/12/2001 2/26/2001 3/12/2001 3/26/2001 0 4/9/2001 0 4/23/2001 5/7/2001 P 5/21/2001 6/4/2001 6/18/2001 3 7/2/2001 7/16/2001 co 7/30/2001 P 8/13/2001 m 8/27/2001 Z 9/10/2001 a 9/24/2001 g 10/8/2001 10/22/2001 0 11/5/2001 ufi R 11/19/2001 c aa_m $ 12/3/2001 =. 12/17/2001 3 8 12/31/2001 5.00 ----- - 3 i 4.50 i A I 4.00 , 4 1 3.50 Affi m 3.00 Q ® i 0 2.50 00 bjaG®®®Q Q € 2.00 d U. b'E�O� 1 1.50 1.00 i 0.50 0.00 08101/01 08111/01 08/21/01 08/31/01 09/10/01 09120101 09/30/01 Date Kennedy/Jenks iowamotents —fl— Daily High Tide Engineers&Seieotiets City of Huntington Beach Sewer System Master Plan KJ 014641.00 ®city High Trde Port of LA Figure 4-3 • sources showed that tide magnitude did not differ, but that tide phase differed by about 15 minutes. From this comparison, it was concluded that the tidal magnitude in Huntington Beach is comparable to that of LA, and the phase would differ by less than 15 minutes, leaving LA tidal data as a suitable proxy. A core component of the tidal analysis is the establishment of a low-tide, dry-weather baseline volume for each lift station. Plotting the daily lift station volumes indicated that there were statistically significant differences between weekend and weekday pump volumes. A summary of the numerical differences is provided in Table 4-1. Each station's weekday volumetric average over the period August 1 to September 30 is shown in the first column. The weekend average for the same period is shown in the second column, followed by the percentage difference between the two. The final column is a Z-value assigned to the difference between the weekday and weekend • average, based on a two-grouped Z-test. Although the conditions of a statistical Z-test do not strictly apply to this data, the Z-value for a given lift station gives broad indication of the degree of randomness of the difference. The high number of Z-values above three for this data indicates that lift station patterns are significantly different between weekends and weekdays in the City. Accordingly, an analysis that is based on lift station volumetric totals should recognize this variation and incorporate the appropriate data set in any analytical comparisons. As shown on Figure 4-3, the days with the lowest and highest daily high tides for the August/September period are August 9 and August 18, respectively. Since August 18 is a weekend, August 17 was used in the comparison to maintain the weekday-to-weekday consistency of the two data sets. Utilizing the day prior to highest daily tide should have minimal impact on the tidal influence analysis. . The lift station volumes for August 9 and August 17 are provided in Table 4-2. August 9 represents the lowest daily high tide of the study period, August 17 the highest. The 4.6 014641.00 • percentage difference between the two can be seen in the third column. As highlighted in the table, Lift Stations No. 3, No. 8, and No. 25 indicate a noticeable increase in pump volume between the lower and higher tide cycles. As can be seen in Figure 3-3, these lift stations serve the harbor area, in which the trenchless rehabilitation program had not been completed as of August 2001. As such, the analysis performed herein confirms the apparent need to rehabilitate these areas and provides a general baseline methodology to measure the effectiveness of future facility improvements. • • 4.7 014641.00 Table 4-1 Lift Station Dry Weather Baseline Conditions August/September 2001 Gross Gross Net Net Net Net Station Station Weekday Average Weekend Average Weekday Average Weekend Average Difference Z-value Number Name d d d d 1 Graham 149,281 166,549 149,281 166,549 12 10 2 Humoldt_ 96,517 105,677 96,517 105,677 9 1 3 Station "E" 14,552 13,772 14,552 13,772 -5 1 5 Davenport 51,467 52,432 51,467 52,432 2 0 6 Edgewater 327,066 334,703 327,066 334,703 2 3 4/7(2) Station "A"/"B" 470,433 536,893 444,219 512,196 15 1 8 Station "C" 774,498 831,493 304,064 294,600 -3 0 9 Station "D" 2,737,172 2,755,680 1,584,141 1,537,052 3 1 10 Algonquin 830,037 971,133 396,012 524,966 33 2 11 Lark 22,373 24,399 22,373 24,399 9 2 13 Slater 433,126 470,443 433,126 470,443 9 7 14 Ellis 261,879 272,567 261,879 272,567 4 3 15 Beach 45,662 50,291 45,662 50,291 10 7 16 Adams 62,516 68,860 62,516 68,860 10 7 17 Brookhurst 440,975 472,747 440,975 472,747 7 3 18 Altanta 135,610 126,911 135,610 126,911 -6 1 19 Bushard 101,664 105,924 101,664 105,924 4 1 20 Speer 25,786 11,067 25,786 11,067 -57 5 21 McFadden 73,567 77,072 73,567 77,072 5 2 22 . Saybrook 434,026 446,167 152,376 152,601 0 0 23 New Britain 74,667 80,672 74,667 80,672 8 4 24 Edwards 328,983 348,283 156,788 166,800 6 2 25 Edinger 185,133 187,889 57,073 70,747 24 2 26 Brighton 172,195 181,483 172,195 181,483 5 2 28 Coral Cay 11,663 10,926 11,663 10,926 -6 3 29 Trinidad 128,060 117,142 128,060 117,142 -9 2 (1)Z-value higher than 3 reflects strong potenial for non-random variation (2) Pumping statistics combined because no data available for Station#4 during study period. Note: Net values reflect local tributary gravity flows only. Gross values include upstream lift station flows. See Figure 3-4 for station connectivity. Table 4-2 Tidal Influence on Lift Station Volume August/September 2001 Gross Gross Net Net Net Station Station Lower Tide Cycle Higher Tide Cycle Lower Tide Cycle Higher Tide Cycle Difference Number Name 8/9/2001 d 8/17/2001 d 8/9/2001 d 8/17/2001 d %) 2 Humoldt 80,885 83,674 80,885 83,674 3 3 Station "E" 14,405 22,808 14,405 22,808 58 5 Davenport 49,739 47,826 49,739 47,826 -4 4/7(l) Station "A"/"B" 510,540 486,420 483,184 452,100 -6 8 Station "C" 772,212 807,313 261,672 320,893 23 9 Station "D" 2,732,400 2,829,600 1,578,296 1,647,709 4 10 Algonquin 1,014,000 990,000 598,091 557,586 -7 25 Edinger 176,305 183,501 68,097 76,796 13 28 Coral Cay 12,951 11,512 12,951 11,512 -11 29 Trinidad 108,208 106,705 108,208 106,705 -1 (1) Pumping statistics combined because no data available for PS#4 during study period. Note: Net values reflect local tributary gravity flows only. Gross values include upstream lift station flows. • PRECIPITATION-INFLUENCED POTENTIAL I&I PROBLEM AREAS Inflow and infiltration studies are generally performed by analyzing measured wastewater flow data for the impact of wet weather conditions. The City's field flow monitoring program is discussed in Chapter 5. For a desktop study that does not install rain gauges or flow monitors into the field, such data must come from routinely measured parameters within the City. As discussed in the previous section, lift station data provides a baseline of pump output. This run time data for wet weather conditions provides the basis for changes in dry versus wet weather flows. Precipitation information must be taken from routinely monitored rain gauges as close as possible to the City. As the volume pumped in each lift station is available on a daily basis, the precipitation information should be as well. No source providing such data within the City limits was found. The only sites found providing daily precipitation back to 2001 were those monitored by the National Weather Service (NWS). Since the NWS had several sites in communities surrounding the City, a composite reading of six NWS rain gauges from around the City would provide the best representative data. The composite reading is accurate enough to determine when the City is under wet weather conditions, but not accurate enough to determine I&I as a function of depth of rainfall. Figure 4-4 shows the location of these rain gauges relative to the City. As shown, the six gauges geographically surround the City. Figure 4-5 shows daily rainfall for the six gauges, plotted for January and February 2001. Based on the location of these gauges, it can be reasonably assumed that precipitation events that left significant amounts of precipitation at each of the six meters on a particular day also left precipitation within the City that day. January 11 and February 13, both weekdays, met these criteria and were chosen to represent the wet weather data utilized herein. Data limitations require the assumption that uniform rainfall was received across all applicable tributary areas in the City. Lift station totals for these two days were contrasted with the totals for the weekday dry weather baselines established in • the previous section (Table 4-1). The percentage difference between the two wet weather 4.8 014641.00 I • events and the baseline conditions are included. The percentage difference columns demonstrate the varying degrees of lift station response to the wet weather conditions. The results of this analysis are shown in Table 4-3. • • 4.9 014641.00 Santa Monica Pier 0 LAX Anaheim O O Long Beach Airport s` N _ Santa Ana f Legend Newport Beach 0 ® NVVS Rain Stations NOT TO SCALE Huntington Beach Kennedy/Jenks Consultants Engineers&Scientists I City of Huntington Beach Sewer.System Master Plan (DLVKJ 014641.00 Avalon 0 NWS Rain Gauge Stations Figure 4-4 mad xOZ/ZZ/Z tooz/oZ/Z 100Z/al/Z IOOZ/al/Z IOOZ/tit/Z loot/Zl/Z MZ/N/Z xOZ/a/Z t00Z/a/Z xOZ/b/Z loot/Z/Z loot/l£/t � 100Z/6Z/1 ° I 100Z/LZ/l E .m loot/9Z/l o 100Z/£Z/l tOOZ/lZ/l r loot/6l/l 100Z/Ll/l m 100Z/Sl/l C tooZ/lt/l loot/6/l 100Z/L/l j looZ/S/l o i t00Z/£/l loot/l/l o o o 0 0 0 o v v of Cl) fV N o 0 (uI)II04uIR9 Table 4-3 Dry Weather vs Wet Weather Comparison Net Net Gross Gross Gross Net Net Net Wet Weather Wet Weather Station Station Average Weekday Wet Weather Wet Weather Average Weekday Wet Weather Wet Weather Difference Difference Number Name Dry Weather 1/11/2001 2/13/2001 Dry Weather 1/11/2001 2/13/2001 111112001 211312001 (gpd) d d d d d % % 1 Graham 149,281 187,977 167,091 149,281 187,977 167,091 26% 12% 2 Humboldt 96,517 128,300 120,862 96,517 128,300 120,862 33% 25% 3 Station"E" 14,552 21,007 19,207 14,552 21,007 19,207 44% 32% 5 Davenport 51,467 97,566 70,783 51,467 97,566 70,783 90% 38% 6 Edgewater 327,066 626,500 550,888 327,066 626,500 550,888 92% 68% 4/7(1) Station"A"/"B" 470,433 944,700 775,860 444,219 900,669 736,987 103% 66% 8 Station"C" 774,498 1,389,982 1,116,197 304,064 445,282 340,337 46% 12% 9 Station"D" 2,737,172 5,767,200 4,590,000 1,584,141 3,653,153 2,852,132 131% 80% 10 Algonquin 830,037 1,188,000 1,200,000 396,012 524,526 609,145 32% 54% 11 Lark 22,373 38,183 26,952 22,373 38,183 26,952 71% 20% 13 Slater 433,126 609,900 642,000 433,126 609,900 642,000 41% 48% 14 Ellis 261,879 306,000 290,700 261,879 306,000 290,700 17% 11% 15 Beach 45,662 53,091 53,091 45,662 53,091 53,091 16% 16% 16 Adams 62,516 71,280 92,400 62,516 71,280 92,400 14% 48% 17 Brookhurst 440,975 599,040 714,240 440,975 599,040 714,240 36% 62% 18 Atlanta 135,610 176,449 205,858 135,610 176,449 205,858 30% 52% 19 Bushard 101,664 102,060 103,950 101,664 102,060 103,950 0% 2% 20 Speer 25,786 715,200 182,400 25,786 715,200 182,400 2674% 607% 21 McFadden 73,567 149,678 113,218 73,567 149,678 113,218 103% 54% 22 Saybrook 434,026 663,474 590,855 152,376 229,339 201,937 51% 33% 23 New Britain 74,667 84,661 92,162 74,667 84,661 92,162 13% 23% 24 Edwards 328,983 460,821 456,021 156,788 217,778 191,843 39% 22% 25 Edinger 185,133 305,835 268,056 57,073 75,894 84,704 33% 48% 26 Brighton 172,195 243,044 264,178 172,195 243,044 264,178 41% 53% 28 Coral Cay 11,663 23,024 19,666 11,663 23,024 19,666 97% 69% 29 Trinidad 128,060 229,942 183,352 128,060 229,942 183,352 80% 43% (1)Pumping statistics combined because no data available for PS#4 during study period. Note: Net values reflect local tributary gravity flows only. Gross values include upstream lift station flows. As shown, the tributary areas serving six lift stations appear to have been significantly influenced by the representative rainfall events. To assist the City in prioritizing further field I&I investigation, the tributary area pipeline characteristics associated with each of these six facilities are evaluated and reflected in Table 4-4. Figure 4-6 displays the lift station tributary areas for which the characteristics were calculated. Each lift station was assigned a priority ranking based on the degree of potential I&I. This potential was based on the amount of increased volume pumped. The data from whichever of the two wet weather events produced the most response was used in the calculation. To check the sensitivity to the prioritized ranking based on pumped volume to basin characteristics, the additional volume pumped was subsequently normalized. The normalization process was performed by dividing the additional volume of flow by the amount of pipe in the tributary area, expressed in inch-diameter miles. Since the normalized analysis resulted in an identical ranking as the non-normalized data, it is concluded that the prioritized ranking derived herein is based on both the degree of the • potential I&I problem areas (normalized findings) as well as the total quantity of the potential I&I values (total increased pumped volume). SUMMARY OF FINDINGS Based on the preceding desktop analysis, it recommended that the City pursue the following actions concerning each area of potential inflow and infiltration: 1. O&M-Identified — The City has a trenchless rehabilitation program underway that is designed to remediate the potential problem areas identified by City O&M staff. An element of this program includes an evaluation of the effectiveness current and forthcoming trenchless rehabilitation activities. 2. Groundwater-Influenced — It is recommended that the City confirm the depth of the wastewater pipelines and attempt to further quantify the groundwater levels. Upon • completion of this activity, the City may need to conduct additional localized I&I studies 4.10 014641.00 TABLE 4-4 PRECIPITATION-INFLUENCED POTENTIAL 1&I RANKINGS Station Pipe Average Weekday Increased Pumping Inch- Normalized Increased Rank Number Length Dry Weather Response(l) Diameter Miles Pumping 1 d d idm d/idm 4/7( ) 9,530 510,565 525,935 14.44 36,425 2 6 14,132 327,014 299,386 24.60 12,168 4 9 13,578 96,604 459,488 24.15 19,023 3 28 7,390 11,663 11,361 11.07 1,026 6 20 3,414 32,233 861,767 5.13 167,865 1 21 10,298 73,607 76,153 15.60 4,880 5 (1) Represents increased pumping due to the greater of the two wet weather events shown in Table 4-3. (2) Pumping statistics combined because no data available for Station#4 during study period. �'ORo BOLSA AVE rn to MCFAD EN AVE # Legend W Cety-Owned Wastewater Pipes DINGE AVE Tributary Area 4/7 Rank2 Tributary Area Rank \� r • ai U HEILA E - Tributary Area Rank3 irl Tributary Area 20 Rank 1 Tri butary A rea 21 Ranks '8Y s W N R AVE - _ Tributary Area 28 Rank 6 1 en #7 -- (7 N - N O - • Lift Stations #9 - W ER AVE JO o- U ALSERI AVE u1 0 ELLIS NVE a m w = z U < GARFIELD AVE an 0 / ¢ YORKI OWN AV EQ t ADA AS AVE m x N Oq9 it ID US AV Y O �y 1- m +- TLANT AVE0 m H MILTON kVE NOT TO SCALE / ANNIN AVE Kennedy/Jenks ConSui'YHIKS / Engineers & Scientists City of Huntington Beach Sewer System Master Plan KJ 014641.00 Rank of Lift Station Tributary Areas With Apparent Infiltraticrl Figure 4-6 r- — i • in these areas. City staff performing video inspections during known high groundwater conditions may provide a cost effective approach to resolving this area of concern. 3. Tidal Influence — For subsequent studies, it is recommended that continuous metering be performed at each of the three harbor lift stations (Lift Stations No. 3, No. 8, and No. 25) that indicated a potential tidal influence. Continuous dry weather metering through a typical high/low tide cycle should provide the necessary data to more precisely evaluate the response to daily low and high tide conditions. As previously discussed, a comprehensive lift station evaluation and flow isolation testing of the harbor area facilities is recommended to verify configuration and flow values. 4. Rainfall Influence — It is recommended that additional wet weather flow monitoring be performed for basin flow isolation in the six areas identified as potential I&I problems. 5. General - Prior to encumbering the necessary funds to implement the Desktop I&I • Study findings, the City should verify the accuracy of the cornerstone data used herein. Verification of the accuracy of the pump output capacity and pump run time data will provide additional confidence to the lift station based findings and recommendation presented in this chapter. It is recommended that the City perform a comprehensive evaluation of the pump capacities and efficiencies at each of the City's lift stations. A budget of$75,000 is estimated to perform this analysis. 4.11 014641.00 • Chapter 5 Wastewater Loads and Design Criteria CHAPTER 5 WASTEWATER LOADS AND DESIGN CRITERIA This chapter outlines the development of wastewater loadings and design criteria used to evaluate the City's wastewater system. These parameters are based primarily on information provided by the City, other surrounding municipalities, and engineering standard practices. The data developed and evaluated herein was used to establish flow rates for various types of land uses within the City. It subsequently provides support for the calibration of the wastewater system hydraulic model, and the projection of future wastewater system flows within the City's service area. The future wastewater flows are used in subsequent chapters to evaluate the adequacy of existing collection/pumping system facilities and to identify the need for additional facilities to meet future loading conditions. • DEVELOPMENT OF WASTEWATER FLOW CRITERIA The development of wastewater loading factors is an important element of this master plan. These factors are essential components of a capacity analysis and provide the basis for future demands on the utility system. Various sources and methods were used to develop these loading factors and appropriate wastewater criteria to be used in this study. The sources and results of this analysis are discussed in the following sections. Prior Master Planning and Surrounding Community Criteria A fundamental consideration in the development of the updated master plan wastewater loadings is the use of prior studies and the criteria used. These data sources provide a historical perspective of loading conditions and establish a benchmark for the development of updated values. During the conduct of this master plan, Kennedy/Jenks Consultants reviewed the 1977 and 1978 Master Plans for the City, the 1989 OCSD Trunk Sewer Conveyance Study, and the City's 1995 Wastewater System Master Plan. In addition to these master plans, 5.1 014641.00 current criteria were also obtained and reviewed for the OCSD and the City of Newport Beach. Since Kennedy/Jenks Consultants performed the City's prior Wastewater System Master Plan in 1995, this research was focused on updated values related to changing local conditions. The wastewater generation factors derived in the 1995 Wastewater System Master Plan are shown in Table 5-1. TABLE 5-1 1995 WASTEWATER DESIGN FLOW FACTORS Land Use Category Average Wastewater Flow Generation Factor Residential Low Density (0-7 Du/Ac) 1,800 gpad Medium (8-15 Du/Ac) 3,300 gpad Medium - High (16-25 Du/Ac) 3,800 gpad High - (25+ Du/Ac) 4,900 gpad Commercial 3,000 gpad Industrial 3,900 gpad Open Space 200 gpad Schools 3,600 gpad or 20 g/st/d Temporary Flow Monitoring Program A focused wastewater flow monitoring program was conducted by Kennedy/Jenks Consultants, in association with ADS Environmental, Inc. (ADS), to assess wastewater flow conditions in the City. There were three objectives of the temporary flow monitoring program: 1) obtain measured data during wet weather conditions to evaluate the impact of rainfall dependent inflow and infiltration (1&1) on the system, 2) derive existing wastewater generation factors for specific residential and non-residential land uses, and 3) establish average and peak wastewater values at key locations within the system for calibration of the computerized hydraulic model. 5.2 014641.00 Based on these prescribed purposes, a flow monitoring program was prepared using available City land use maps, sewer system atlas maps, GIS digital utility configuration data, discussions with City staff, and an integration of the I&I program underway by the OCSD in the City sewer service area. The program specified the appropriate locations (manholes) and purpose for each of the 12 temporary monitoring stations. The location of these monitoring stations and the graphical representation of its tributary area is shown on Figure 5-1. The location and tributary areas of the OCSD flow monitoring program is provided on Figure 5-2. Facility maps and field conditions were used to finalize the flow monitoring plan. The 12 temporary flow monitoring sites were field reviewed for physical and hydraulic suitability by ADS prior to installation. All meters were installed and operational by 13 March 2002 and remained in place for 28 days in an effort to obtain wet weather data. As previously discussed, since 2002 had been a relatively dry winter, the March/April time period was perceived as the final opportunity to capture wet weather data for this study. The 12 monitoring facilities were installed, tested, and calibrated to record minimum, average, and peak wastewater flows. The monitoring program recorded flow values from 14 March through 10 April 2002 at a 15-minute frequency throughout the 28-day program duration. Due to equipment difficulties, the monitoring program was extended to 19 April for two of the monitoring locations. Although data obtained from temporary flow monitoring stations may provide inconsistent measurements associated with physical and environmental conditions, it is a common method of developing wastewater flow data. The industry standard of flow monitoring results is +/- 5 to 10 percent of actual flow values. This variance is typically attributed to the cleanliness of the pipeline facilities and the frequency and degree of localized solids deposition. The results of the flow monitoring program for each of the 12 monitored sites is summarized in Appendix B. A discussion of findings associated with the key objectives of the temporary flow monitoring program is provided as follows: 5.3 014641.00 0 B- ,n <N U _ N I HB 11 H "�� N N N HB- w 0 ER A S AYE 0 U GAflF1Etn AVE B- J A H -8 y4 AVE � r#- H USA TW AVEO LEGEND FLOW MONITORS MONITOR BASINS 1 2 3 4 ®5 e W 7 Kennedvdonks ConsutrerMs RP 8 Engir m&Sciendats 9 =10 11 N City of Huntington Beach MODELED PIPE Sewer System Master Plan —DPI KJ 014641.00 EPI —PRE LOCAL CITY FLOW MONITORING PROGRAM NOT TO SCALE Figure S7 i ... _.. H6L.A --- b �.. AR AVE ! W Y )1 z o, '110M 171 l C EID AV oco n yNe. Owr A AW ° LISA Y AV o OCO 6 oc 73 ILTON VE 0:0 74 LEGEND MNIM Ave ® ADSICOUNTY METER MODELED PIPE ®OP EPI PRE ADS/COUNTY METER BASIN _ 00062 L�00060 00067 00068 Kermedy/Jenks Consukants Q OW70 Engineers&Scientist 00071 00072 City of Huntington Beach J ��00073 N � Sewer System Master Plan 00074 KJ 014641.00 00075 OC139 LOCAL OCSO MONITORING PROGRAM NOT TO SCALE Figure S2 Rainfall DenPndent Wastewater Flows. One purpose of the temporary flow monitoring program was to obtain measured data during wet weather conditions to evaluate the impact of rainfall dependent I&I on isolated areas of the City's wastewater system. Unfortunately, the winter of 2002 was relatively dry. While February, March, and even early April are typically wet-weather months in the City, only minimal rainfall was recorded during the flow monitoring program. Rainfall gauges were installed to quantify rainfall values for this project at three locations. Rainfall occurred on two occasions during the study period: March 17, and March 23. The results of these events at each of the three rain gauge monitoring stations installed for this study are shown in Table 5-2. To assess the impact of these events on wastewater flows, monitoring data was evaluated to identify changes in average daily flows. The results of this evaluation are also shown in Table 5-2. As shown, there was little or no change in wastewater flows associated with these recorded rainfall events. As such, the data obtained during this field study did not provide conclusive evidence regarding the potential for significant inflow and infiltration (1&1)on the City's wastewater utility system. Given that one of the purposes associated with the temporary flow monitoring program was to assess the impacts of rainfall on the City's wastewater system, these minimal rainfall events yielded statistically insignificant results. The appropriateness of incorporating I&I allowances in the evaluation of the City's wastewater system is discussed in a subsequent section of this chapter. Land LsP WastPwatPr CPn _ration Factors_ As previously discussed, one purpose of the flow monitoring program is to quantify wastewater generation factors for specific land uses within the City. Given the significant cost of field flow monitoring, no monitoring stations were specifically dedicated to accomplishing this purpose. Rather, the monitoring program was mostly focused on gathering basin information for I&I. As such, this purpose was integrated with the other monitoring objectives. 5.4 014641.00 TABLE 5-2 RAINFALL DURING WASTEWATER MONITORING PROGRAM Rain Events Rainfall Monitoring Stations 3/17/2002 3/23/2002 Site# General Location in in 1 Springdale&405 Freeway 0.11 0.040 2 Maryland&Goldenwest 0.13 0.10 3 Banning&Magnolia/Bushard 0.070 N/A Monitoring Results on Dates of Rainfall Events 3/17/2002(a' 3/23/2002(8) Wet Weather Weekend Monitor Nearest Major Avg.Flow Peak Flow Avg.Flow Peak Flow Avg.Flow Peak Flow Site# Intersection (MGD) (MGD) MGD (MGD) (MGD) (MGD) 1 Graham&Edinger 0.407 0.623 0.531 0.916 0.469 0.7695 2 Edgewater&Courtney 0.837 1.444 0.862 1.587 0.8495 1.5155 3 Shorewood&Adams 0.664 1.143 0.676 1.169 0.67 1.156 4 Warner&PCH 0.741 1.187 -- -- 0.741 1.187 5 Hamilton&Bushard 0.91 1.597 0.983 1.579 0.9465 1.588 6 Goldenwest&Slater 0.357 0.818 0.341 0.827 0.349 0.8225 7 Bushard&Hamilton 0.151 0.296 0.147 0.310 0.149 0.303 8 Lola&Yorktown 0.625 1.197 0.680 1.167 0.6525 1.182 9 Newland&Compton 0.193 0.351 0.190 0.334 0.1915 0.3425 10 Ofella&Palm 0.523 1.013 0.514 1.012 0.5185 1.0125 11 Newland&Warner 0.223 0.347 0.215 0.361 0.219 0.354 12 Ofella&Palm 0.166 0.311 0.176 0.329 0.171 0.32 Dry Weather Weekend (Dates:3/16,3/24,3/30,3/31) Wet vs.Dry Weekend Flows Monitor Nearest Major Avg.Flow Peak Flow Avg. Flows Peak Flows Site# Intersection (MGD) (MGD) (MGD) (%)(b) (MGD) (%)(b) 1 Graham&Edinger 0.4525 0.7055 0.0165 3.518 0.064 8.317 2 Edgewater&Courtney 0.8284 1.5715 0.0211 2.484 -0.056 -3.695 3 Shorewood&Adams 0.66925 1.1945 0.00075 0.112 -0.0385 -3.330 4 Warner&PCH 0.7413 1.3307 -0.0003 -0.0450 -0.1437 -12.103 5 Hamilton&Bushard 0.90825 1.508 0.03825 4.041 0.08 5.038 6 Goldenwest&Slater 0.3505 0.872 -0.0015 -0.430 -0.0495 -6.018 7 Bushard&Hamilton 0.14945 0.2845 -0.00045 -0.302 0.0185 6.106 8 Lola&Yorktown 0.639 1.15825 0.0135 2.069 0.02375 2.009 9 Newland&Compton 0.194 0.351 -0.0025 -1.305 -0.0085 -2.482 10 Ofella&Palm 0.51425 0.94425 0.00425 0.820 0.06825 6.741 11 Newland&Warner 0.221 0.42625 -0.002 -0.913 -0.07225 -20.410 12 Ofella&Palm 0.16675 0.33725 0.00425 2.485 -0.01725 -5.391 (')Since 3/17/02 and 3/23/02 were weekends,only weekend flow values were used in this analysis (b)Negative value indicates less flow during the wet day weekend than during the dry day weekend. I To accomplish this objective, the resulting flow monitoring data for each site was correlated with the acreage of each tributary land use. The land use loading factors (variables) were calculated by simultaneously solving the flow equations for each monitoring site. While the simultaneous equation process is a commonly used practice to calculate flow generation factors with mixed land flow data, it can result in variable results. The presence of pumping facilities that were located in some of the sub-basins further increased the calculation variability. As such, the results derived from this process must be considered with other general criteria to produce reliable results. Averagip and Peak Critpria_ In addition to providing supporting information to the development of land use generation factors, the temporary flow monitoring data provided additional data for the development of the City's peak wastewater conditions. The resulting average to peak relationship (weekend only) for each monitoring site was previously reflected in Table 5-2. The complete peak to average relationship for each monitoring site is summarized in Appendix B, with full data in Volume II of the Appendices. The development of the City's peaking factor for evaluating the wastewater system is further discussed in a subsequent section of this chapter. Water to Wastewater Return Factors The City's 2000 Water System Master Plan was reviewed to further evaluate the findings of the temporary flow monitoring wastewater generation factors. To perform this test, the Water System Master Plan loading factors for each land use type were reviewed for conversion to wastewater factors using typical retum-to-sewer factors. This review resulted in lower duty factors for the lower density residential categories than anticipated. Since the Water System Master Plan methodology was based on using eight billing system categories to create its general demand factors, it is believed that the duty factors derived herein based on account-level water demands and field measured information provides a more appropriate representation of wastewater duty factors in the City. 5.6 014641.00 UNIT DESIGN FLOW FACTORS Based on the previous evaluation, the flow monitoring findings and prior study results were used as the primary data source to establish the City's design land use wastewater loading factors. The proposed land use loadings for average dry weather flow was based on a compilation of all of the evaluated data sources. The resulting 2002 wastewater flow generation factors are grouped and summarized in Table 5-3. The specific flow generation factors derived for the 35 land uses utilized herein is provided in Appendix D. TABLE 5-3 RECOMENDED 2002 WASTEWATER DESIGN FLOW FACTORS Land Use Category Summarized Wastewater Flow Generation Factors Residential • Low Density (0-7 Du/Ac) 1,600 gpad Medium (8-15 Du/Ac) 3,200 gpad Medium - High (16-25 Du/Ac) 4,200 gpad High - (25+ Du/Ac) 5,400 gpad Commercial 2,000 gpad Industrial 3,500 gpad Open Space 200 gpad Schools 3,600 gpad or 20 g/st/d The development of these design unit flow factors utilizes flow monitoring data, water utility billing data, prior planning studies, and discussions with the City. Correlating these unit flow factors with the City's GIS-based land use data file provides a simple means of generalizing the distribution of sewage flows within the City's collection system under design loading conditions. Utilizing the land use categories and flow values provided in Appendix D and point load input values of high dischargers will provide a representative simulation of the loading data for input to the collection system model. 5.7 014641.00 While the City is virtually built-out, it is important to integrate changes in current conditions into future loading factors. As such, the future loading factors were developed that integrated the following criteria: Residential Unit Factors - Future. Existing developed units were compared to maximum allowable units based on individual parcel zoning. Accordingly, where appropriate, unit flow factors were increased to simulate allowable increases in DU densities. Consistent with City planning data and the 2000 Water System Master Plan findings, future loadings were increased based on increases in pph and future residential dwellings. As such, residential wastewater generation factors were increased by six percent. Non-Residential Unit Factors - Future. Changes in non-residential unit factors are subject to many factors. Among these are the allowable changes in building heights, redevelopment trends associated with interior water use, changes in local employment, and changes in local population using local commercial services. While the future non- residential duty factors were held constant in the City's 2000 Water System Master Plan, it is recommended herein that future non-residential unit factors be increased by the change in local population. Accordingly, the six percent increase was also applied to future non- residential wastewater generation factors. Vacant Land Design Criteria_ Vacant land was developed based on the maximum allowable zoning and projected person per household factors that are incorporated in the future design loading factors. These flow factors were subsequently input into the computer model to simulate future ADWF flow conditions. A discussion of the hydraulic modeling analysis is contained in Chapter 6. GENERAL CRITERIA The hydraulic analysis described in Chapter 6, compares collection system pipeline flows and lift station flows to calculated design capacities for those facilities to identify hydraulic deficiencies within the City's collection and pumping system. Accordingly, the design 5.8 014641.00 capacities and criteria developed in this section are used for stem analysis in P p Y Y subsequent chapters. Peaking Factor Criteria Average flows entering the trunk collection systems are assessed by correlating the area of each land use type with its associated wastewater flow generation factors. However, a determination of the adequacy of the wastewater system is based upon the ability of the system to convey peak flows. Peak flow in any reach of the wastewater system is equivalent to the summation of all average flows upstream of the point in question and converted to peak flow by an empirical peak-to-average relationship. This relationship as expressed in the OCSD 1989 Master Plan Study is as follows: Qpeak = 1.78 (Qavg)0,92, (Q in mgd) This peaking factor equation was initially developed during preparation of the 1969 Districts No. 3 and No. 7 (Huntington Beach) master plans and was reconfirmed by flow metering data gathered through the conduct of the 1989 study. This equation is nearly identical to the equation developed in the City's 1978 Huntington Beach Sewer Master Plan. The City's 1978 Master Plan equation is as follows: 0 892 QNak = 1.704 (Qavg) (Q in mgd) The OCSD peaking equation was selected for the City's 1995 Wastewater study as it was based on more recent data and yielded slightly higher peak flows, resulting in a more conservative peak to average flow relationship. To accommodate future growth, today, OCSD utilizes a 2.5 factor for 8-inch pipe and a 2.0 factor for all other diameters. An equation that represented the current peak to average relationship within the City was derived based on the flow monitoring data obtained through the conduct of this study. This relationship is expressed as follows: 0.898 Qpeak = 1.93 (Qavg) , (Q in mgd) 5.9 014641.00 This equation is proposed for the City's wastewater system and is illustrated in Figure 5-3. This equation is based on the data obtained during the recent flow monitoring activity performed for the City. As shown, the 2002 peaking factor provides additional peaking under low flow conditions. Figure 5-4 illustrates the application of the peak-to-average relationship to a hypothetical reach of the wastewater system. Inflow and Infiltration There are several commonly accepted practices used to estimate I&I. These practices include estimating I&I based on tributary area served (1,000-1,500 gpd/ac), tributary linear feet of pipeline based on diameter (14-28 gpd/inch dia/100 LF), or as a percentage of the average flow or pipeline capacity (typically 10-25 percent). The age and condition of underground facilities, groundwater elevation conditions relative to the location of underground utilities, and surface water drainage patterns are typical considerations used in developing appropriate I&I factors. I&I is generally quantified based on measured wastewater flows preceding, during, and following a wet weather event. As previously discussed, the temporary flow monitoring program conducted during this study was performed during a typically wet weather period. Unfortunately, only trace levels of rainfall were recorded during the conduct of the temporary flow monitoring program, resulting in negligible change in wastewater flows. To supplement the quantifiable results of a field flow monitoring program, a desk top I&I study was performed. This evaluation, described previously in Chapter 4, identified the potential for I&I in localized areas of the City. The premise of this finding is the fact that several of the City's lift stations incurred a significant increase in daily lift station run time on the day of a substantial rainfall event. In consideration of this finding, it is recommended that the City: Coordinate with OCSD for additional data and findings of its ongoing I&I evaluation in the City's service area. Wet weather data should be available from OCSD in the 5.10 014641.00 4 3.5 a 4� 3 l a 2.5- � s C7 0 ° Qpk= 1.93Qa„gU98 A o I 0 2 0 U. c o R 1.5 m a 1 i 0.5 I i l i 0 0 0.5 1 1.5 2 2.5 3 Kennedy/Jenks Consuftents Engineers&SeierrtHsts �`i gym; City of Huntington Beach Sewer System Master Plan � KJ D74641.OD —iFOCSD FHB 1978 N Peak DryCurve s Flow Monitoring Data Peaking Factor Figure Fri RELATIONSHIP SCHEMATIC Q1(AVERAGE) Q2(AVERAGE) POINT OF IN FLOW POINT OF IN FLOW QdAVERAGE) TRUNK SEWER REACH 1 REACH 2 REACH 3 Q MAP O Q A\T6+Q O 1 Q A0+Q+0O 1 2 Q PK Q xP/A O Q Piz(Q+Q)xP& 1 Q PK(Q+Q+QbxP/AI 2 QPI?Q xP/AAVG Q PK Q xP/AAVG Q w Q xP/AAVG LEGEND 000,9 AVERAGE DAILY FLOW Q AyGAVERAGE FLOW FOR REACH Q PK PEAK FLOW FOR REACH PIA =PEAK TO AVERAGE RELATIONSHIP Kennedy/Jenks Consultants Engineers&Scientists 10,1Severer City of Huntington Beach System Master Plan KJ 014641.00 AVERAGE AND PEAK DESIGN FLOW RELATIONSHIP SCHEMATIC Figure 54 fall of 2003. • Perform a video inspection program to verify underground utility pipeline conditions and document the presence of any illegal storm drainage connections to the wastewater system, and • Perform additional I&I analysis during a future wet weather event to further quantify and isolate the rainfall dependent I&I condition in the City. This activity could be scheduled during the winter of 2003-04 to better utilize the OCSD and video inspection data. The combination of these proactive activities by the City should provide an effective and methodical implementation strategy for the City's I&I Reduction Program. The implementation strategy integrates the study work activities, focuses on the identified potential I&I problem areas, proceeds based on the prioritization of these potential problem areas, and concludes with the need to conduct specific subsequent Sanitary Sewer Evaluation Studies (SSES) to mitigate sources of I&I in the collection system. DESIGN/CAPACITY CRITERIA In analyzing a wastewater system, it is necessary to derive standards regarding the amount of flow that may be efficiently conveyed by a given wastewater pipeline. A cross- section of such a pipeline is shown in Figure 5-5. The area of the pipe has been divided into four sections, indicating the ratio of the depth of flow to the diameter of the pipe (D/d) at various locations. In general, the design and analysis of wastewater pipelines is based upon a D/d that will safely and efficiently convey wastewater from its point of origin to the treatment facilities. At the time of wastewater pipeline design, there is often some uncertainty as to future development patterns within the area to be served. To deal with this uncertainty, provision is usually made for some extra pipeline capacity to allow for the possibility of actual wastewater flows being slightly higher than the anticipated flows. 5.11 014641.00 d=1.00 TV D AREA OF HYDRAULIC INSTABILITY d=0.85 AREA NEEDED FOR VENTILATION d=0.75 AND FOR EMERGENCY CAPACITY (I&I) TI d=0.50 -r SAFE LOADING CAPACITY FOR GENERAL DESIGN EXISTING WASTEWATER LINES I CAPACITY FOR WASTEWATER LINES <18" DIA.* TYPICAL PIPELINE LOADING CONDITIONS * FOR WASTEWATER LINES > 18" DIA. A D/d AS LARGE AS 0.75 IS GENERALLY CONSIDERED SAFE. Kenneely/Jenks Consuftonft Engineers&Scientists • City of Huntington Beech Sewer System Master Plan KJ 014641.00 TYPICAL PIPELINE LOADING CONDITIONS Figure 5.6 The National Clay Pipe Institute (NCPI) recommends that smaller pipelines generally be designed to flow at levels not exceeding half-full (D/d=0.50) during peak conditions, as shown, in Zone I on Figure 5-5. For larger wastewater pipelines having an internal diameter greater than 18 inches, the tributary area is larger. Local deviations from design wastewater flows tend to balance one another for larger areas, resulting in a closer correlation of actual and design wastewater flows. Consequently, the NCPI recommends that these larger wastewater pipelines should be designed for a D/d not to exceed 0.75. In analyzing existing wastewater pipelines, it is usually unnecessary to allow for a large factor of safety. This is because tributary areas are largely built out, future development patterns are relatively certain, and flow rates can be attained by flow monitoring these facilities. Therefore, the wastewater pipelines may be flowing at levels above a design D/d of 0.50 and still be operating satisfactory. Zone III on Figure 5-5, has been reserved to handle emergency flows, such as storm water I&I, and provide for ventilation within the pipe. Zone IV, on Figure 5-5, should not be considered as an integral component of the pipeline capacity. This area is subject to variable hydraulic instability because the additional volume for flow is counteracted by the additional friction that occurs between the top, or soffit, of the wastewater pipeline and the fluid. Calculation of Design Capacity-Gravity Pipelines Design capacity of a pipeline shall be the calculated capacity of the pipeline using the Manning Equation. ADWF for each pipeline is derived from the computer model. The peaking factor is applied to ADWF to obtain peak dry weather flow (PDWF). Consistent with the criteria used for most built out communities, the design criteria used to evaluate the City's existing pipeline conditions are based on a PDWF that does not exceed 0.75 D/d. These criteria implicitly reserve the remaining pipeline capacity to accommodate flow variations and PWWF incurred during wet weather conditions. As discussed with City staff, the City's design criteria are used to evaluate and size the future facility requirements. These criteria are essentially based on the NCPI and 5.12 014641.00 I acknowledge the potential for flow variations and levels of safety based on pipe size. The City's wastewater flow design criteria is stated as follows: "The design peak flow rate inpipes 12"and smaller will be limited by the depth ratio of D/d = 0.5, 15" pipes D/d = 0.67, and 18" and larger pipes D/d = 0.75, where D/d is the ratio of calculated flow depth to pipe inside diameter. The hydraulic and financial implications of applying these evaluation criteria are evaluated in Chapter 6. The design capacity (Q) of collection system pipelines will be established using the continuity equation, the Manning Equation, and criteria as follows. The continuity equation for flow is Q = V A, where: Q =flow in cubic feet per second V=velocity in feet per second A= cross-sectional area of flow in square feet The Manning Equation used to estimate the flow velocity in gravity pipelines is V= (1.486/n) R23 S'/2 where: V=velocity of flow in feet per second A= cross-sectional area of the pipe in square feet R= hydraulic radius in feet S= pipeline slope in feet of rise per foot of length n = Manning friction factor(for existing vitrified clay pipe is 0.013) Minimum Velocity. From an operational perspective, a minimum peak flow velocity of 2.0 feet per second (fps) at PDWF is desirable to adequately scour the pipeline and prevent significant solids deposition. Pipelines in the system that do not develop adequate cleansing velocity (flat pipelines, low spots, or pipelines with low flow) should be given priority status in the City's pipeline cleaning program. 5.13 014641.00 Calculation of Design Capacity— Lift Stations The evaluation of a wastewater lift station is based on two primary criteria. These criteria include the ability of the lift station to reliably pump the PWWF and wet well adequacy for pump cycling. Pumping Capacity. The design pump capacity requirement is consistent with the methodology used in the collection system model. A lift station will be considered over capacity if it cannot pump the PDW F with one pump out of service and the remaining pumps operating at 75 percent of the station's maximum pumping capacity. The remaining 25 percent capacity is allocated for I&I, reserve capacity contingency, and variation in wastewater flow. Standby power provisions are also an integral element of the lift station reliability. • Wet Well Size/Cycling Requirement. Wet well adequacy for fixed speed pumps is analyzed in terms of maximum pump cycles per hour. A typical pump motor is designed for a maximum of six starts or cycles per hour. If the motor is started more than six times in an hour, it may overheat the motor starters, causing them to wear prematurely and fail. The maximum number of cycles per hour corresponds to the minimum cycle time, which is calculated using the pumping rate, the wet well dimensions, and the pump on/off control points. The cross-sectional area of the wet well and the pump control points determine the operational wet well volume. For example, when the wastewater in the wet well reaches the pump's upper control point, the pump turns on and draws down the wet well wastewater level. When the wastewater level reaches the pump's lower control point, the pump turns off and the wet well begins to refill. The time between pump starts is the cycle time. The minimum cycle time occurs when the flow rate into the wet well is half the pumping rate. Under these conditions, the water level in the wet well rises between pump control points in x minutes, would be pumped down in x minutes, and the cycle time would be 2x minutes. • 5.14 014641.00 • Chapter 6 Wastewater System Evaluation CHAPTER 6 WASTEWATER SYSTEM EVALUATION This chapter evaluates the City's existing wastewater collection system's ability to convey existing peak wet weather flows from current land uses, and future peak wet weather flows associated with potential redevelopment and new development of vacant lands at the maximum permitted zoning densities. As previously discussed, flexibility for future redevelopment is established using a system-wide design contingency. The concept of a capacity contingency is a common consideration to account for the undefined size and location of future redevelopment projects. OVERVIEW The primary backbone wastewater infrastructure within the City limits is owned and • operated by the OCSD. Consistent with the City's prior 1995 Master Plan and current City direction, the OCSD facilities were not included in the evaluation portion of this study as this plan was designed to assess the hydraulic adequacy of City-owned pipelines. Since the OCSD system provides the overall basin connectivity between City-owned pipelines, the City's wastewater system is hydraulically modeled as if it were a number of disconnected sub basins. Accordingly, the modeling hydraulic calculations were performed without the effect of a backwater analysis associated with OCSD connections. A combined City and OCSD analysis may be warranted during a future master plan update. The wastewater collection system is evaluated for existing and future conditions using a hydraulic model called Hydra, a steady state computer simulation model developed by Pizer, Inc. The model is developed using the physical system information obtained from the wastewater utility system and land use data defined in the City's GIS and further developed herein. Collection pipelines and lift stations are evaluated based on their ability isto convey the projected peak wet weather flow. Land use type and acreage tributary to 6.1 014641.00 system manholes are then linked and average flows are calculated using the general and specific flow generation criteria presented in Chapter 5. Although the City's lift stations are included in the model for connectivity when appropriate, they are not evaluated by the hydraulic model. These facilities are evaluated separately, using the flow information developed by Hydra and City-provided facility data. Hydraulic deficiencies within the existing system are identified for current and future flow conditions and planning level recommendations are suggested to remediate these deficiencies. As discussed, a system-wide reserve capacity contingency is established in the model to provide flexibility for variations in flows and to accommodate future redevelopment projects. This contingency should provide flexibility for redevelopment within the City. Actual redevelopment projects should be evaluated by the City on a case-by-case basis. As such, some especially large or high density projects may require capacity improvements to provide adequate service. • COLLECTION SYSTEM EVALUATION Model Overview The wastewater system hydraulic model (Hydra) transforms physical system information, flow generation criteria, and analytical criteria into a mathematical model that simulates hydraulic conditions in the wastewater system. Hydra is a steady state computer model that simulates the hydraulic conditions of the gravity flow collection system. The model calculates flows at each manhole from the associated tributary area and sums the flow along each flow path. In addition, the model calculates the capacity of each pipeline within the system and compares the pipeline capacity with the calculated flow to identify hydraulically deficient conditions and to size necessary improvements. Constructing a hydraulic model requires the development and integration of three basic system elements. These elements include the wastewater facility data file, the drainage basin data file, and the demand data file. Hydra is designed to utilize the unique linkage among these data elements and develop the hydraulic simulation of the wastewater 6.2 014641.00 conveyed throughout the collection system. Each of these three modeling data elements is discussed in the following sections. Wastewater Facility Data. The facility data element is comprised of the physical elements of the wastewater system to be modeled. Physical elements include pipeline diameter and roughness, the length and slope between manholes, manhole invert elevations, and the output capacity of the City's lift stations. As previously discussed, these physical elements were provided by the City O&M and GIS staff. This data was supplemented with record drawings of the sewer system to resolve data conflicts. The updated data was provided to the City to enhance its GIS database. Specific wastewater pipelines were identified for simulation through the use of the computerized hydraulic model based on discussions with City staff and our research and understanding of the collection system. Drainage Basin Data. To support the hydraulic simulation and evaluation of the selected facilities, the identified areas were divided into smaller service areas or sub-basins. a� Integration of these interconnected subsystems provides a more realistic simulation of actual field conditions and increases the accuracy of the hydraulic evaluation findings. Demand Data. The demand data establishes the wastewater flows within each of the sub- basins derived within the drainage basin data. The flows associated with these demands are calculated by correlating land use flow generation factors with the acreage/units of each land use within each sub-basin. Peak wastewater flows are derived by applying the peaking factor equation previously discussed In addition to the general loading criteria by acres/units per land use type, actual flow conditions were integrated into the modeling simulation through the use of parcel level loadings. Through this process, all parcels in the City were correlated with their respective account in the City's utility billing system through an Assessor Parcel Number (APN) to utility billing system account number linkage. Actual account-level water consumption data was subsequently converted to wastewater in the hydraulic model. The digital results of the APN to billing system linkage were provided to the City under a separate cover. A copy of the summary analysis is provided in Appendix C. 6.3 014641.00 The corresponding location, acreage and tributary sub-basin for each account/discharger were established using the City's GIS. The results obtained through this approach generally have a high correlation with known wastewater flow data. Computer Modeling An important element of computerized hydraulic modeling simulations is the calibration of the model to actual field conditions. Calibration is a multi-step process by which planning level values are reviewed and adjusted to known demand conditions, increasing the confidence level in the results of the hydraulic simulations, engineering analysis, and resulting recommendations. The process and results of calibrating the wastewater system hydraulic model is described herein. Upon completion of the three data elements, the model is run to integrate the data and construct a hydraulic simulation. The model input/output was further reviewed and data discrepancies resolved in the appropriate data element of the model. To accomplish model calibration, the wastewater flows developed by the hydraulic model (Hydra) are compared to actual flow monitoring station data obtained during the conduct of this study. Through a review of this data, variances are analyzed and appropriate land use discharge values are adjusted to correlate the model-developed flows with known wastewater monitoring station values. As previously discussed, the monitoring program was implemented with several purposes, resulting in a narrow set of focused data for each objective. An important consideration in the calibration process is the need for the flow monitoring data to be derived from gravity flow and void of the storage and discharge impact associated with upstream pumping facilities. While the pumping facilities were an important element of the I&I study, their unknown on/off time-of-day operational status imposes a complex variable in the data interpretation process. After deleting the sites with lift station or extraneous flow contributions, four monitoring sites (1, 7, 10, and 11) remained for focused support of the calibration process. 6.4 014641.00 The results of the calibration process indicated that the integration of the land use loading factors/parcel level demand loadings with the system drainage basin and land use data files achieved a high correlation with the flow conditions of these basins/sub basins. A summary of the temporary flow monitoring station average wastewater measurements in contrast with the estimated flows predicted by the model is provided in Appendix D. A tabular listing of various factors used in the model calibration process is also provided in Appendix D. In addition to this localized calibration result, it should be noted that overall City-wide calibration was also confirmed. The City-wide calibration process focused on the use and summary analysis of the account level loadings from the water billing data. As such, the model was spatially loaded based on the physical connection of the parcel to the modeled pipeline and the actual water usage/wastewater discharge. The number of dwelling units being served at that water connection was integrated, irrigation accounts were excluded, and the characteristics of non-residential and public open space accounts were integrated in the model with their actual loading values. The results of this calibration and quality control review process confirmed the appropriateness of the City-wide modeling analysis. Model input evaluation confirmed that citywide demands were reflected in the spatial parcel-level demand data and that approximately ninety-nine percent of the City's land was accounted for in the acreage loading values of the model. Based on this correlation and supporting information, it is believed the established hydraulic model is calibrated to a reasonable level of confidence and provides an appropriate simulation of current citywide wastewater flow conditions. As such, the model can serve as an appropriate tool for predicting potential areas of future hydraulic deficiency and performing various "what if' scenarios. Collection System Hydraulic Deficiencies & Recommended Improvements The updated model was subsequently loaded with the 2002 design loading factors previously derived and the City's wastewater system analyzed for hydraulic deficiencies 6.5 014641.00 under current conditions. As previously discussed, localized pipeline facilities were evaluated based on the prescribed design criteria. As a base line analysis, the pipelines that exceed the design capacity criteria based on the flow depth to pipe diameter ratio or exhibiting surcharge conditions under peak flow values would be considered deficient. In addition to the above analysis a modeling simulation was performed to evaluate future flow conditions. The future flow analysis was performed by incorporating the future land use wastewater generation factors for both developed and vacant land. The City's hydraulic capacity design criteria based on a D/d that varies by pipe diameter. This analysis is performed to simulate build out conditions. An important consideration in the evaluation of the modeling analysis is the relative degree of deficiency. For example, while a facility that has a future estimated D/d of .52 may be "deficient" in accordance to the design criteria, this facility would probably not warrant a near-term investment for additional capacity. As such, a level of engineering judgment is necessary to segregate between "deficient" and "borderline conditions." The results of the hydraulic analysis and interpretation of findings are graphically shown in Figure 6-1, with the tabular findings presented in Appendix D. Based on the output from the collection system model for existing (calibration), short- term, and future (2020) loading conditions, hydraulic deficiencies are identified and generally prioritized within the existing system. Two options were considered for remediation of the hydraulic deficiencies: construction of a parallel pipeline to relieve flow from the overcapacity pipelines, or construction of a larger replacement pipeline with adequate design capacity for the projected peak flows. Generally, the benefit of using a parallel pipeline is lower material and construction cost. This is because a parallel pipeline requires a smaller pipeline diameter, fewer service reconnections, and may eliminate or reduce bypass pumping requirements. The disadvantage of using a parallel pipeline is that it increases overall O&M costs by adding new pipelines to the system that require cleaning and maintenance, and in some cases, existing utilities may not provide an adequate corridor for construction. For purposes of this master plan, pipeline replacement is used as the basis for estimating the 6.6 014641.00 uj OR CITY OF HUNTINGTON BEACH I e SYSTEM DEFICIENCIES LEGEND Category ca MCFAD EN VE 0 Modeled o Borderline ' DINGE VE w Deficient m ~ U IL AV z U m 5 a N ¢ ZO x WAf Z N ErR AVE 01 IrlCo m w m uj SLATERA E w x r z_ 0 W o o_ O ALBER AVE 1= m E S WE m w U z w GARFIELD AVE Co m lC YORKTOWN A r AD S AVE m INDIANAPOLIS AV K Y O �CF y y K N9 a :3 in LT ANTA AVE 0' m z x H MILTON VE Kennedy/Jenks Consultants Engineers&Scientists ANNIN AVE 'y City of Huntington Beach NOT TO SCALE Sewer System Master Plan KJ 014841.00 SYSTEM DEFICIENCIES Figure 6-1 I improvement costs presented in Chapter 7. Using the pipe replacement concept for planning provides the City with the flexibility to decide on paralleling or pipeline replacement at the time of final design. Prior to initiating final design, the Engineering and Operations staff should field verify the PDWF in these pipelines to validate that they operate at or near the prescribed level of existing capacity. Prioritization of identified hydraulic deficiencies is based on a comparison of the results from the modeling evaluations. In general, deficiencies identified under existing ADWF conditions should be a high priority, deficiencies identified under existing PDWF (but not under existing ADWF) should be a medium to medium high priority and deficiencies identified under future PDWF conditions only should be a low priority. The recommended replacement diameter for all projects was based on maximum future wastewater flow conditions (2020). Replacement diameters for the identified deficient pipeline segments are included in Appendix D. Cost estimates for these projects are • presented in Chapter 7. LIFT STATION EVALUATION Each of the City's twenty-seven lift stations was evaluated to assess its ability to convey the future peak flow. The future peak flow was compared to each facility's pumping capacity and an evaluation of the wet well operational performance was performed to verify that pump motors do not cycle (start/stop) too frequently, resulting in excessive electrical costs and premature motor failure. The evaluated criteria, results, and recommendations are presented in the following sections. The evaluation of each lift station is based on two criteria. -These are 1. The ability of a single pump to accommodate PWWF conditions; relative to maximum pump operating capacity. 2. The adequacy of wet well and pump sizing based on pump cycling rates without modification or replacement of pump intervals or motors. 6.7 014641.00 Lift Station Capacity Evaluation As previously discussed in Chapter 3, the City's standard lift station configuration is comprised of two identical pumps operating in parallel. Accordingly, one pump operates while the second pump serves as a backup, either to assist the first pump or operate alone if one pump becomes inoperable. A lift station will be considered over capacity if it cannot pump the PDWF with one pump out of service and the remaining pumps operating at 75 percent of the station's rated capacity without modification. The remaining 25 percent capacity is allocated for I&I, reserve capacity contingency, and variation in wastewater flow. Table 6-1 provides the lift station capacities using this firm pump capacity criteria. The adequacy of each lift station capacity was evaluated based on the estimated future PDWF from the hydraulic model and the capacity criteria for each facility. The results of the analysis are shown in Table 6-1. As shown, this analysis indicates those facilities where the estimated PDWF exceeds the single pump operating criteria. Wet Well Cycling Operational Evaluation Using the calculated operating wet well volume (V) and the design pump output (Q), minimum cycle times (CT)were calculated with the following equation: CT = 4V/Q where: V is in gallons. Q is in gpm. CT is in minutes. 6.8 014641.00 TABLE 6-1 PUMP CAPACITY DEFICIENCIES Modeled Pump PDWF Firm Number Existing Ultimate Existing Ultimate Lift Station Capacity"l Design Capacltyi2i Of PDWF PDWF Capacity Capacity (#Name) (gpm@TDH) (gpm) Pumps (gpm) (gpm) Deficiency" Deficiencyt'l #1 Graham 580 @ 55 435 2 361 379 NO NO #2 Humboldt 155 @ 22 116 2 131 138 YES YES #3 Station"E" 100 @ 18 75 2 48 51 NO NO #4 Statioin"A" 572 @ 20 429 2 282 292 NO NO #5 Davenport 106 @ 12 80 2 93 98 YES YES Edgewater 450 @ 12 338 2 732 977 YES YES #7 Station"B" 670 @ 10 503 2 460 462 NO NO #8 Station"C" 1170 @ 15 878 2 660 668 NO NO #9 Station"D" 900 @ 50 2700 4 1541 2147 NO NO #10 Algonquin 1000 @ 60 750 2 475 509 NO NO #11 Lark 125 @ 12 94 2 83 88 NO NO #13 Slater 1070 @ 24 803 2 691 713 NO NO #14 Ellis 850 @ 34 1275 3 444 466 NO NO #15 Beach 150 @ 30 112 2 125 133 YES YES #16 Adams 220 @ 13 165 2 196 244 YES YES #17 Brookhurst 1280 @ 28 960 2 617 710 NO NO #18 Atlanta 350 @ 25 263 2 308 358 YES YES #19 Bushard 315 @ 10 236 2 93 97 NO NO #20 Speer 400 @ 14 300 2 44 47 NO NO #21 McFadden 160 @ 32 120 2 111 117 NO NO #22 Saybrook 550 @ 23 413 2 619 739 YES YES #23 New Britain 179 @ 11 134 2 197 208 YES YES #24 Edwards 800 @ 38 600 2 552 574 NO NO #25 Edinger 300 @ 12 225 2 415 423 YES YES #26 Brighton 220 @ 16 165 2 188 200 YES YES #28 Coral Cay 80 @ 14 60 2 68 72 YES YES #29 Trinidad 250 @ 15 188 2 145 153 NO NO Source data provided by City. (1)Capacity is defined per City maintenance department data as one pump in each station designated standby. (2)PDWF firm design capacity is calculated using individual pump capacity at 75%of design,leaving 25%of design capacity for peak wet weather flow. One pump in each station was designated standby. (3)Station deemed deficient when PDWF firm design capacity was below PDWF. (4)These stations have been recently improved or are currently in design for improvement. The cycle time calculated by this equation is based on one pump operating at a time. However, since each lift station contains multiple alternating pumps, the number of pumps must be integrated in the cycle time analysis for each facility. The analysis of the pump cycle time operational analysis is shown in Table 6-2. As shown, the analysis indicates those facilities that cycle in excess of the generally accepted six cycles per hour criteria. It should be noted however, that the excessive cycling may also be related to the quantity of operational wet well volume associated with the on/off pump control settings at each facility. As such, the City should consider the benefit of increasing the operational wet well volumes of these facilities versus the potentially adverse impact of additional localized odors that may result from increased wet well storage time. Lift Station Hydraulic Deficiencies and Recommendations As shown, the City's lift stations require additional improvements to meet current/future demand conditions. Prior to the design and construction of the findings derived herein, the City should perform additional field investigation and perform related engineering calculations during pre-design activities. Field confirmation of actual pump capacities, operating conditions, and influent flow requirements should be included in this design effort. Alternatively, it may be more desirable to perform a comprehensive evaluation of the pump capacities and'efficiencies at each of the City's lift stations. In support of this evaluation and provide ongoing wastewater pump station performance information, the City should also consider the installation of permanent metering equipment that provides ongoing lift station influent and output data through telemetry. Cost estimates of the recommended improvements are provided in Chapter 7. • 6.10 014641.00 i TABLE 6-2 WET WELL OPERATIONAL CAPACITY DEFICIENCIES Wet Well Wet Well Modeled Pump Number Operational Pump Operational Pump Station Capacity"' Of Capacity'Z' Cycling Capacity Number&Name (gpm@TDH) Pumps (gal) (cycles/hr) Deficiency`"' #1 Graham 580 @ 55 2 318 14 YES #2 Humboldt 155 @ 22 2 117 10 NO #3 Station"E" 100 @ 18 2 70 11 NO #4 Statioin"A" 572 @ 20 2 558 8 NO #5 Davenport 106 @ 12 2 133 6 NO #6 Edgewater 450 @ 12 2 184 18 YES 7 Station"B" 670 @ 10 2 310 16 YES #8 Station"C" 1170 @ 15 2 745 12 NO #9 Station"D" 900 @ 50 4 509 7 NO #10 Algonquin 1000 @ 60 2 282 27 YES #11 Lark 125 @ 12 2 94 10 NO #13 Slater 1070 @ 24 2 211 38 YES 14 Ellis 850 @ 34 3 355 12 NO #15 Beach 150 @ 30 2 465 2 NO #16 Adams 220 @ 13 2 94 18 YES #17 Brookhurst 1280 @ 28 2 441 22 YES #18 Atlanta 350 @ 25 2 470 6 NO 19 Bushard 315 @ 10 2 470 5 NO #20 Speer 400 @ 14 2 846 4 NO 21 McFadden 160 @ 32 2 188 6 NO #22 Saybrook 550 @ 23 2 294 14 YES #23 New Britain 179 @ 11 2 564 2 NO 24 Edwards 800 @ 38 2 909 7 NO 25 Edinger 300 @ 12 2 211 11 NO #26 Brighton 220 @ 16 2 188 9 NO #28 Coral Cay 80 @ 14 2 211 3 NO 29 Trinidad 250 @ 15 2 220 9 NO (1)Capacity is defined per City maintenance department data for one pump in operation only. Multiple pumps within a station are considered to alternate start/stop cycles equally. (2)Capacity is based on wet well dimensions and multiple pump start/stop settings, provided by City staff. (3)Although new pump stations are designed for no more than 6 cycles/hr,the existing stations were not considered deficient until they exceeded 12 cycles/hr. • Chapter 7 Costs of System Improvements i • CHAPTER COSTS OF SYSTEM IMPROVEMENTS This chapter incorporates the findings of the previous chapters and outlines the estimated costs of the recommended collection system and pumping station capital improvements. The identified improvements are subsequently prioritized into a capital improvement program based on the facility condition and the hydraulic analysis under current and future loading conditions. These capital improvement costs, schedules and assumptions are contained herein. Wastewater system improvements are generally established based on two distinct categories: facility condition and hydraulic adequacy. Facility condition improvements are required to upgrade/improve aging facilities and are corrected by replacement or repair- related rehabilitation activities. Hydraulic improvements are required to accommodate the current and projected flows within the City's wastewater facilities. The identification of these improvements is based primarily on the results of the computerized hydraulic model discussed in Chapter 6, and the evaluation criteria discussed in Chapter 5. The costs of the recommended collection system capital improvements are separated into these two categories and discussed in the subsequent sections of this study. PROJECT PRIORITIZATION As previously discussed, hydraulic modeling simulations were conducted under current conditions and projected maximum loading conditions at the year 2020. This process resulted in the identification of specific deficiencies and the associated remedial measures. Prioritization of the recommended improvement should be based on the degree of deficiency, facility reliability related to the potential for and implications of failure, coordination with other utility needs and objectives, and funding availability. As such, the City should balance its capital improvement program between the hydraulic pipeline deficiencies and the sewer lift stations, with the lift station replacement program receiving the most attention. 7.1 014641.00 CAPITAL COST ESTIMATES This section presents the capital construction costs for the proposed wastewater collection system and pumping facilities. Details of the development of the capital cost estimates are discussed in the following sections. Unit Costs The capital cost estimates for the proposed facilities were developed based on the Engineering News Record Construction Cost Index (ENR-CCI) 20-city national average. The ENR-CCI is an inflation index used to adjust prices from one time period to another. The cost estimates presented in this master plan are based upon an ENR-CCI cost index of; 6462 for January 2002. Cost estimated herein for recommended facilities should be adjusted in the future either by making new estimates or by comparing the future ENR-CCI-20-City index to 6462. The capital costs derived herein are based on unit costs obtained from recently designed and constructed projects. These unit construction costs are approximate planning costs and include miscellaneous work such as manholes, that are necessary for complete and operable facilities, but they .do not include right-of-way acquisition. Unit cost estimates are based on pipe materials, size, depth of construction, manhole spacing, trench width, etc. These defined cost parameters are used to estimate the design and construction costs of underground facilities. Engineering, administration services and contingencies have been included as a percentage of total construction costs. A factor of 20 percent of total construction cost has been used for engineering and administration, which include but are not limited to the following: • Planning and design reports • Design • CEQA Compliance iPermits 7.2 014641.00 • Surveying • Services during construction (submittals, as-builts) • Inspection In addition to these items, a 20 percent contingency was added. Table 7-1 presents gravity sewer unit costs useful in the development of capital costs. TABLE 7-1 GRAVITY SEWER UNIT COSTS Pipe Diameter(inches) Pipe Unit Cost ($/LF) 8 100 10 130 12 155 15 180 18 200 21 250 24 275 27 300 30 330 36 400 Note: Costs include Engineering and Administration and contingencies Unit Cost Estimate for Force Mains The unit cost estimates for force mains were determined using an estimate of approximately $8 per pipe diameter per linear foot, which was based upon recently designed and constructed projects of similar scope and magnitude. The estimate included excavation, bedding, backfill, pipe material, and pavement. In addition, a 20 percent Engineering and Administration fee and a 20 percent contingency were added. Table 7-2 presents force main unit costs useful in the development of capital costs. 7.3 014641.00 • TABLE 7-2 FORCE MAIN UNIT COSTS Pipe Diameter (inches) Pipe Unit Cost ($/LF) 4 45 6 70 8 90 10 110 12 135 Note: Costs include Engineering and Administration and contingencies Unit Cost Estimate for Lift Stations Lift station capital costs are estimated based on the total capacity (not including standby capacity) of the lift station. The unit cost for lift stations includes pumps and motors (not including standby), grading, miscellaneous piping and valving, fencing, landscaping, instrumentation, controls engineering, administration and contingencies. These equipment estimates are based on recently designed and constructed projects of similar scope and magnitude. In addition, a 20 percent Engineering and Administration fee and a 20 percent contingency were added. Figure 7-1 presents a lift station unit cost curve useful in the development of lift station equipment costs. Given the age of the City's lift stations, the City is methodically modernizing and replacing each of its older stations. As such, in addition to the equipment cost curve shown in ,Figure 7-1, the City's 2001 Sewer Lift Station Design Manual specifies the structural requirements for wet well/dry pit and submersible facilities. Based upon a review of the City's recent improvements to Lift Station No. 4 ("A") and Lift Station No. 17 (Brookhurst), a fixed unit cost of $900,000 is recommended for the construction of new wet well/dry pit lift stations and a fixed unit cost of $400,000 for the construction of new submersible type lift stations. Since the City is replacing submersible lift stations with wet well/dry pit stations wherever possible, the wet well/dry pit costs will generally be applied to the derived construction cost estimates. As discussed with City staff, the 7.4 014641.00 existing submersible type lift stations in the harbor area are assigned to remain as submersible facilities due to high groundwater conditions and localized site constraints. FIGURE 7-1 LIFT STATION EQUIPMENT UNIT COSTS 3600 3200 2800 a 2400 t 0 2000 0 1600 M N � 1200 800 400 0 0 100 200 300 400 500 600 700 800 Lift Station Capacity(hp) Note: Costs include Engineering and Administration and contingencies WASTEWATER COLLECTION SYSTEM PIPELINE COST ESTIMATES Repair and Replacement of Existing Facilities The decision to repair or replace existing facilities is based primarily on facility condition. Eroding pipelines with reasonable structural integrity are often repaired using various 7.5 014641.00 trenchless rehabilitation techniques, such as "sliplining", "cured-in-place", or pipe bursting process. Most communities utilize each of these rehabilitation methodologies depending on the selective applications. This is common rehabilitation approach as it is less disruptive and usually more cost effective than pipeline replacement. Facility replacement however, is generally considered as the most cost effective solution for extremely deteriorated pipelines and facilities that have exceeded or are approaching their presumed useful life. Accordingly, facility condition and probable life expectancy must be accurately assessed to establish the appropriate remedy for each pipeline segment. Current unit costs to replace versus repair different diameters of wastewater pipelines are provided in Table 7-3. These estimated costs include all materials, labor, and engineering required for pipeline repair or replacement. TABLE 7-3 PIPELINE REPAIR/REPLACEMENT UNIT COSTS Unit Cost ($/LF) Pipe Diameter(inches) Pipeline Repair Pipeline Replace 8 60 100 10 80 130 12 90 155 15 95 180 18 130 200 21 155 250 24 180 275 27 190 300 30 200 330 33 220 360 36 230 400 Note: Costs include Engineering and Administration and contingencies 7.6 014641.00 • Since the actual condition and age of each wastewater pipeline is often unknown, it is indeterminable whether a repair or replacement strategy is the appropriate application for each segment of pipeline that may need rehabilitation. As such, the City is undertaking a comprehensive video inspection program as part of its infrastructure management program. While investment in new facilities that are required to serve new customers is generally a proactive practice, reinvestment in the existing assets is an often overlooked or under funded component of a utility's infrastructure management plan. Given that the majority of the infrastructure is estimated to be approximately 40 years old, the City's GIS wastewater inventory data was utilized to develop and estimate of the level of capital rehabilitation cost. This information is intended to supplement the City's infrastructure management and video inspection program, and provide an estimate of ongoing wastewater investment requirements. The remaining useful life of the wastewater collection system facilities is a necessary element of the infrastructure investment decision process. As discussed in Chapter 3, according to the State of California Controller's Office, the suggested useful life of utility fixed assets is 50 years for pipelines, manholes, and lift station structures, while the useful life of lift station equipment is generally less, approximately 20 years. Due to the inert nature of VCP, it is generally considered to provide the longest useful life of most materials commonly used in wastewater pipeline construction. While the actual useful life of wastewater pipeline systems may extend beyond the "book value," annualized depreciation provides a reasonable estimate of the City's re-investment requirement. As such, the annual depreciation for the collection system has been developed using a 50 year suggested useful life. Since the majority of the collection system is approximately 40 years old, it is assumed that when existing facilities reach their presumed useful life, they will be remediated based on a 50% repair and 50% replace strategy. For the purposes of this analysis, all pipelines less than or equal to 6-inches in diameter are assumed to be replaced with 8-inch facilities and all pipelines that did not contain a diameter within the GIS were assumed to be 8-inch pipelines. 7.7 014641.00 The estimated replacement cost new and annual depreciation of the City's wastewater collection system pipelines is derived by applying the inventory of collection system facilities with the repair and replacement unit costs provided in Table 7-3. The resulting analysis is shown in Table 7-4. As shown, the City would need to fund approximately$3.2 million per year to cover the annual depreciation of existing infrastructure (at current costs). In recognition of this need for ongoing reinvestment, on 21 August, 2001, the City adopted ordinances establishing a new sewer service charge and a schedule of rates and charges. The adopted rates are budgeted to generate approximately $5.6 million per year with an additional $700,000 from the General Fund. The $6.3 million per year is scheduled to be allocated between the capital program and operation and maintenance activities based on $4.5 million for annual capital projects and $1.8 million for annual O&M and video inspection activities. Consistent with the analysis performed herein, the City has programmed approximately i $3.0 million per year for pipeline repair and replacement activities. This ongoing investment/reinvestment in the City's wastewater system reflects the proactive philosophy of the City's Integrated Infrastructure Management Program. A copy of the adopted sewer service charge ordinances is provided in Appendix E. Existing and Future Hydraulic Deficiency Cost Estimates Wastewater collection system pipeline improvements have been evaluated based upon meeting projected peak wastewater flows in accordance with the design criteria established in Chapter 5. Gravity sewers have been evaluated utilizing the HYDRA hydraulic model developed as part of this Sewer Master Plan. All proposed sewer pipeline improvements are conservatively assumed to replace the existing gravity sewer main. In addition to the need to rehabilitate aging infrastructure, it is recommended that the City construct new pipelines to eliminate identified hydraulic capacity deficiencies and increase system capacity. The estimated construction costs of these deficiencies are itemized in Table 7-5. The identified "borderline"facilities are also included in Table 7-5. 7.8 014641.00 TABLE 7-4 ANNUAL WASTEWATER COLLECTION SYSTEM FACILITY DEPRECIATION Replace Repair Replace Repair Replace Repair Annual Pipeline Length Unit Cost Unit Cost Length Length Cost Cost Total Cost Depreciation Size(in) (LF) ($) $) (ft ft). ($) ($) ($ ($/yr)3 No Data' 1,490 $100 $60 745 745 $74,500 $44,700 $119,200 $2,384 4 2,700 $1002 N/A2 2,700 0 $270,000 $0 $270,000 $5,400 6 8,280 $1002 N/A2 8,280 0 $828,000 $0 $828,000 $16,560 8 1,568,100 $100 $60 784,050 784,050 $78,405,000 $47,043,000 $125,448,000 $2,508,960 10 112,490 $130 $80 56,245 56,245 $7,311,850 $4,499,600 $11,811,450 $236,229 12 72,770 $155 $90 36,385 36,385 $5,639,675 $3,274,650 $8,914,325 $178,287 15 51,110 $180 $95 25,555 25,555 $4,599,900 $2,427,725 $7,027,625 $140,553 16 4,360 $180 $95 2,180 2,180 $392,400 $207,100 $599,500 $11,990 18 16,920 $200 $130 8,460 8,460 $1,692,000 $1,099,800 $2,791,800 $55,836 21 6,730 $250 $155 3,365 3,365 $841,250 $521,575 $1,362,825 $27,257 24 1,320 $275 $180 660 660 $181,500 $118,800 $300,300 $6,006 27 5,400 $300 $190 2,7001 2,700 $810,0001 $513,000 $1,323,0001 $26,460 301 1,310 $330 $2001 6551 655 $216,1501 $131,000 $347,1501 $6,943 Totals 1,852,980 - - 931,980 921,000 $101,262,225 $59,880,950 $161,143,175 $3,222.864 'Pipelines with No Data are assumed to be 8-inch pipelines 2All pipelines less than or equal to 6-inches are assumed to be replaced with 8-inch pipelines 3Based on 50 Year Useful Life TABLE 7-5 COLLECTION SYSTEM REPLACEMENT COST ESTIMATES • Existing Replacement Length Unit Cost Replacement ID# Category Diameter Diameter (ft) ($Ift) Cost in in $ 1013 Deficient 18 21 373 $250 $93,250 1014 Deficient 18 21 100 $250 $25,000 1015 Deficient 18 21 226 $250 $56,500 1016 Deficient 18 21 201 $250 $50,250 1017 Deficient 18 21 336 $250 $84,000 10191 Deficient 18 21 304 $250 $76,000 474 Deficient 12 18 301 $200 $60,200 476 Deficient 12 18 345 $200 $69,000 477 Deficient 12 18 345 $200 $69,000 478 Deficient 12 18 345 $200 $69,000 531 Deficient 12 18 329 $200 $65,800 547 Deficient 12 18 330 $200 $66,000 2586 Deficient 12 18 299 $200 $59,800 294 Deficient 12 15 335 $180 $60,300 295 Deficient 12 15 330 $180 $59,400 296 Deficient 12 15 168 $180 $30,240 165 Deficient 10 15 324 $180 $58,320 166 Deficient 10 15 347 $180 $62,460 167 Deficient 10 15 314 $180 $56,520 168 Deficient 10 15 339 $180 $61,020 169 Deficient 10 15 308 $180 $55,440 170 Deficient 10 15 304 $180 $54,720 174 Deficient 10 15 107 $180 $19,260 194 Deficient 10 15 138 $180 $24,840 202 Deficient 10 15 136 $180 $24,480 206 Deficient 10 15 226 $180 $40,680 211 Deficient 10 15 204 $180 $36,720 213 Deficient 10 15 113 $180 $20,340 216 Deficient 10 15 240 $180 $43,200 219 Deficient 10 15 240 $180 $43,200 221 Deficient 10 15 110 $180 $19,800 222 Deficient 10 15 213 $180 $38,340 232 Deficient 10 15 239 $180 $43,020 237 Deficient 10 15 246 $180 $44,280 293 Deficient 10 15 251 $180 $45,180 308 Deficient 10 15 290 $180 $52,200 321 Deficient 10 15 300 $180 $54,000 335 Deficient 10 15 301 $180 $54,180 345 Deficient 10 15 295 $180 $53,100 543 Deficient 10 15 307 $180 $55,260 544 Deficient 10 15 306 $180 $55,080 545 Deficient 10 15 306 $180 $55,080 548 Deficient 10 15 309 $180 $55,620 549 Deficient 10 15 14 $180 $2,520 550 Deficient 10 15 155 $180 $27,900 590 Deficient 10 15 293 $180 $52,740 598 Deficient 10 15 289 $180 $52,020 974 Deficient 10 15 331 $180 $59,580 980 Deficient 10 15 330 $180 $59,400 • 3002 Deficient 10 15 46 $180 $8,280 1080 Deficient 10 12 294 $155 $45,570 5005 Deficient 8 12 255 $155 $39,525 F-50-131 Deficient 8 12 210 $155 $32,550 Subtotal "Deficient" = 13,697 $2,600,165 Page 1 of 4 TABLE 7-5 COLLECTION SYSTEM REPLACEMENT COST ESTIMATES • Existing Replacement Length Unit Cost Replacement ID# Category Diameter Diameter (ft) (sift) Cost in in $ 362 Borderline 15 18 157 $200 $31,400 368 Borderline 15 18 246 $200 $49,200 379 Borderline 15 18 315 $200 $63,000 486 Borderline 15 18 127 $200 $25,400 488 Borderline 15 18 125 $200 $25,000 493 Borderline 15 18 206 $200 $41,200 495 Borderline 15 18 329 $200 $65,800 33 Borderline 12 15 350 $180 $63,000 36 Borderline 12 15 320 $180 $57,600 46 Borderline 12 15 262 $180 $47,160 50 Borderline 12 15 299 $180 $53,820 115 Borderline 12 15 150 $180 $27,000 116 Borderline 12 15 105 $180 $18,900 117 Borderline 12 15 75 $180 $13,500 118 Borderline 12 15 330 $180 $59,400 119 Borderline 12 15 330 $180 $59,400 120 Borderline 12 15 341 $180 $61,380 121 Borderline 12 15 259 $180 $46,620 175 Borderline 12 15 335 $180 $60,300 182 Borderline 12 15 270 $180 $48,600 183 Borderline 12 15 259 $180 $46,620 185 Borderline 12 15 275 $180 $49,500 239 Borderline 12 15 302 $180 $54,360 256 Borderline 12 15 513 $180 $92,340 261 Borderline 12 15 246 $180 $44,280 297 Borderline 12 15 166 $180 $29,880 298 Borderline 12 15 317 $180 $57,060 299 Borderline 12 15 341 $180 $61,380 300 Borderline 12 15 309 $180 $55,620 312 Borderline 12 15 251 $180 $45,180 366 Borderline 12 15 326 $180 $58,680 375 Borderline 12 15 210 $180 $37,800 377 Borderline 12 15 120 $180 $21,600 389 Borderline 12 15 220 $180 $39,600 508 Borderline 12 15 9 $180 $1,620 607 Borderline 12 15 178 $180 $32,040 610 Borderline 12 15 253 $180 $45,540 619 Borderline 12 15 226 $180 $40,680 623 Borderline 12 15 267 $180 $48,060 634 Borderline 12 15 235 $180 $42,300 6351 Borderline 12 15 144 $180 $25,920 639 Borderline 12 15 140 $180 $25,200 742 Borderline 12 15 286 $180 $51,480 932 Borderline 12 15 682 $180 $122,760 1068 Borderline 12 15 221 $180 $39,780 1134 Borderline 12 15 141 $180 $25,380 11351 Borderline 12 15 30 $180 $5,400 1181 Borderline 12 15 301 $180 $54,180 43 Borderline 10 12 325 $155 $50,375 205 Borderline 10 12 261 $155 $40,455 207 Borderline 10 12 347 $155 $53,785 208 Borderline 10 12 105 $155 $16,275 2101 Borderline 10 12 149 $155 $23,095 2201 Borderline 1 10 12 1 292 $155 $45.260 Page 2 of 4 TABLE 7- 5 COLLECTION SYSTEM REPLACEMENT COST ESTIMATES • Existing Replacement Length Unit Cost Replacement ID# Category Diameter Diameter (ft) ($/ft) Cost in in $ 223 Borderline 10 12 107 $155 $16,585 231 Borderline 10 12 223 $155 $34,565 242 Borderline 10 12 330 $155 $51,150 245 Borderline 10 12 350 $155 $54,250 254 Borderline 10 12 330 $155 $51,150 2621 Borderline 10 12 330 $155 $51,150 301 Borderline 10 12 350 $155 $54,250 302 Borderline 10 12 23 $155 $3,565 449 Borderline 10 12 129 $155 $19,995 462 Borderline 10 12 301 $155 $46,655 465 Borderline 10 12 287 $155 $44,485 470 Borderline 10 12 282 $155 $43,710 522 Borderline 10 12 259 $155 $40,145 523 Borderline 10 12 299 $155 $46,345 524 Borderline 10 12 314 $155 $48,670 525 Borderline 10 12 255 $155 $39,525 533 Borderline 10 12 265 $155 $41,075 546 Borderline 10 12 264 $155 $40,920 551 Borderline 10 12 160 $155 $24,800 819 Borderline 10 12 673 $155 $104,315 824 Borderline 10 12 261 $155 $40,455 8681 Borderline 10 12 328 $155 $50,840 • 901 Borderline 10 12 175 $155 $27,125 917 Borderline 10 12 388 $155 $60,140 953 Borderline 10 12 331 $155 $51,305 954 Borderline 10 12 168 $155 $26,040 957 Borderline 10 12 326 $155 $50,530 9621 Borderline 10 12 162 $155 $25,110 963 Borderline 10 12 330 $155 $51,150 964 Borderline 10 12 158 $155 $24,490 966 Borderline 10 12 332 $155 $51,460 975 Borderline 10 12 329 $155 $50,995 978 Borderline 10 12 168 $155 $26,040 9811 Borderline 10 12 171 $155 $26,505 1041 Borderline 10 12 301 $155 $46,655 1118 Borderline 10 12 150 $155 $23,250 1121 Borderline 10 12 277 $155 $42,935 1130 Borderline 10 12 40 $155 $6,200 1131 Borderline 10 12 326 $155 $50,530 11361 Borderline 10 12 81 $155 $12,555 2566 Borderline 10 12 349 $155 $54,095 2569 Borderline 10 12 349 $155 $54,095 2576 Borderline 10 12 352 $155 $54,560 4003 Borderline 10 12 309 $155 $47,895 233 Borderline 8 10 35 $130 $4,550 2401 Borderline 8 10 91 $130 $11,830 313 Borderline 8 10 226 $130 $29,380 318 Borderline 8 10 91 $130 $11,830 347 Borderline 8 10 341 $130 $44,330 • 832 Borderline 8 10 77 $130 $10,010 833 Borderline 8 10 105 $130 $13,650 2541 Borderline 8 10 181 $130 $23,530 2543 Borderline 8 10 36 $130 $4,680 2545 Borderline 8 10 294 $130 $38-220 Page 3 of 4 TABLE 7-5 COLLECTION SYSTEM REPLACEMENT COST ESTIMATES • Existing Replacement Length Unit Cost Replacement ID# Category Diameter Diameter ( 9 ($eft) Cost in in $ 2547 Borderline 8 10 275 $130 $35,750 2579 Borderline 8 10 162 $130 $21,060 2581 Borderline 8 10 217 $130 $28,210 333 Borderline 15 18 130 $200 $26,000 341 Borderline 15 18 195 $200 $39,000 351 Borderline 15 18 197 $200 $39,400 1168 Borderline 12 15 335 $180 $60,300 399 Borderline 10 12 290 $155 $44,950 434 Borderline 10 12 300 $155 $46,500 447 Borderline 10 12 170 $155 $26,350 563 Borderline 10 12 332 $155 $51,460 775 Borderline 10 12 363 $155 $56,265 779 Borderline 10 12 400 $155 $62,000 785 Borderline 10 12 401 $155 $62,155 811 Borderline 10 12 171 $155 $26,505 818 Borderline 10 12 1462 $155 $226,610 903 Borderline 10 12 206 $155 $31,930 1055 Borderline 10 12 206 $155 $31,930 311 Borderline 8 10 75 $130 $9,750 50091 Borderline 1 8 1 10 225 $130 1 $29,250 50041 Borderline 1 8 1 10____L_1711 $130 1 $22.230 Subtotal "Borderline" = 32,830 $5,383,040 • Total Collection System Improvements = 46,527 $7,983,205 • Page 4 of 4 • PUMPING SYSTEM COST ESTIMATES Similar to that of the collection system evaluation methodology, lift station improvements can generally be classified into two categories: 1) improvements required to increase system hydraulic capacity or reliability, and 2) improvements to correct unsafe conditions or meet code requirements. Both of these categories are important and expose the City of Huntington Beach to operational deficiencies if the identified problems are not corrected. Capacity/reliability related improvements are considered priority projects that are required to maintain the City's ability to pump wastewater flows. One important element of system reliability is standby power. While the City provides standby power through portable generators, a more reliable approach is to utilize dedicated standby power generators with automatic transfer switches at each lift station. As such, the City should consider implementing this approach as its facilities are rehabilitated, depending on funding and facility site availability. The cost of these standby power improvements is not included the following capital cost estimates. As discussed, the lift station evaluation performed herein was based on original lift station design parameters and model simulated flows and may not precisely depict current field conditions. Therefore, the cost estimates prepared herein are conceptual in nature. Final costs would require additional field verification, flow testing, and pre-design analysis. In recognition of the need for reliable and ongoing lift station performance data, it would be desirable to perform a comprehensive evaluation of the pump capacities and'efficiencies at each of the City's lift stations. As an early action item, it is recommended that permanent metering facilities be constructed at each lift station to provide telemetry influent and output data so as to improve efficiency of the entire system and meet future conditions. Both of these elements would provide valuable support information in the magnitude and prioritization of lift station improvements. The cost of the comprehensive analysis is estimated at approximately $75,000, while the cost of the metering improvements is approximately $20,000 per station. The estimated costs for the reconstruction of the City's lift stations are presented in Table 7-6. 7.11 014641.00 TABLE 7-6 • LIFT STATION REPLACEMENT COST ESTIMATES Influent Lift Number To Station Lift Station Rated Pump of Capacity Capacity Replacement Number and Name Horsepower(') Pumps Ratio Deficiency(Z) Cost Deficient Lift Stations #2 Humbolt 3 2 119% Yes $1,104,833 #5 Davenport 3 2 123% Yes $1,141,201 #6 Edgewater 5 2 288% Yes $2,727,561 #15 Beach 75 2 118% Yes $1,910,979 #16 Adams 3 2 148% Yes $1,374,873 #18 Atlanta 25 2 137% Yes $879,082 #22 Saybrook 15 2 184% Yes $1,922,485 #23 New Britain 5 2 156% Yes $1,478,168 #25 Edinger 5 2 190% Yes $1,805,260 #26 Brighton 3 2 123% Yes. $1,143,837 #28 Coral Cay 3 2 121% Yes $1,119,455 Deficient.Subtotal $16,607,733 Non-Deficient Lift Stations #1 Graham 20 2 87% No $1,028,000 #3 "E"(4) 3 2 68% No $919,200 #7 Station"B 8 2 92% No $972,000 #8 Station"C"(4) 25 2 76% No $1,140,000 #10 Algonquin 40 2 68% No $656,000 #11 Lark 2 2 94% No $912,800 #13 Slater 20 2 96% No $1,028,000 #14 Ellis 20 3 37% No $1,028,000 #19 Bushard 3 2 41% No $919,200 #20 Speer 15 2 16% No $996,000 #21 MCFadden 5 2 98% No $932,000 #24 Edwards 20 2 96% No $1,028,000 #29 Trinidad(4) 10 2 82% No $964,000 Non-Deficient Subtotal $12,523,200 Recently Improved Lift Stations #4 "A"(3).(4) 10 2 68% N/A N/A #9"D"(3),(4) 25 4 79% N/A N/A #17 Brookhurst(3) 30 2 74% N/A N/A Metering Facilities $540,000 Total Replacement Cost $29,670,933 Source data provided by City. Note,there is no station No. 12 or No.27. (')Capacity is defined per City maintenance department data for one pump in operation only. (2)Capacity deficiencies are considered high priority improvements. (3)These stations have been recently improved or are currently in design for capacity improvement. (4)lt is recommended the pump output capacity of all harbor lift stations be field evaluated. i CAPITAL IMPROVEMENT PROGRAM PRIORITIZATION Implementation of the City's Capital Improvement Program (CIP) should be based on improvement priorities. When possible, improvements should be phased to equalize annual capital/debt service requirements and minimize user charge impact. Due to the nature of the improvements, most of these projects should be constructed during the next 10 years. 7.13 014641.00 • Chapter 8 Sewer Facility Charges CHAPTER 8 SEWER FACILITY CHARGES The City utilizes a Sewer Facility Charge (SFC), commonly referred to as a connection fee, to recover the costs of facilities to be constructed in the future that will benefit new development. The purpose of this charge is to assure that future customers pay their fair share of the costs of the system's capacity. As such, a Sewer Facility Charge equitably distributes facility costs to future users based on their demands on the wastewater system. The assets that collect and pump the City's wastewater are the basis for the cost of capacity in the sewer system. In recognition of the need to remain current and integrate the new Master Plan costs of system capacity, the City desires to update its Sewer Facility Charges. This chapter is intended to update the current cost of sewer system capacity, reflect these costs in the development of new facility charges, and document these charges in the City's Master Plan report of findings. REGULATORY REQUIREMENTS The regulations that govern SFCs generally fall into three areas: compliance with State government codes, adherence to the State Water Resources Control Board's (SWRCB) Revenue Program guidelines, and City ordinances. State Government Codes Government Code Sections 66000 - 66024 and 66483 are the primary government codes applicable to the development and recovery of capital facility charges. The focus of these sections are summarized below: • The City must establish a nexus between the cost of capacity and the facility charge. 8.1 014641.00 • • The facility charge revenues must be segregated from operating and maintenance funds. • The revenues must be committed or assigned to a capital project within five years. In summary, these sections of Government Code require the basis for Sewer Facility Charges be consistent with new development's impact on the cost of capacity in the City's wastewater system. Revenue Program Guidelines The SWRCB Revenue Program guidelines apply to all recipients of Federal Clean Water Grants for water pollution control facilities. The guidelines require that facility charges not be used as an assured revenue source for revenue planning and that the facility charge revenues be segregated from other rate-based revenues. City Ordinances The City ordinance applicable to SFCs is contained in Chapter 14.36 of the City's Municipal Code. The current and updated residential sewer facility charges are based on an "equivalent dwelling unit" or EDU. For consistency with the current sewer user charge rate schedule, the updated non-residential charge is also proposed to be converted from a cost per 1000 square feet to an EDU basis. CALCULATION METHODOLOGY As discussed with City staff, there are two generally accepted methods commonly used to develop capital facility charges. These methods are based on an incremental approach or a system capacity buy-in approach. These two calculation methodologies are discussed in the following sections. 8.2 014641.00 • Incremental Approach. The incremental approach is based on quantifying the future costs of additional capacity and unitizing these costs by the incremental quantity of additional demand served by these costs. Accordingly, the capital improvement program derived in chapter 7 provides the primary basis of costs, while the estimation of future flows derived in Chapter 6 provides the basis for future incremental wastewater flows. Capacity Buy-In Approach. Similar to the incremental approach, the capacity buy-in approach is based on the cost of future wastewater system capacity and is unitized based on the quantity of demand served by those costs. However, the capacity buy-in method includes the value of the existing system assets in the basis of costs. In doing so, the quantity of demand served by the value of the existing system plus the future costs of the proposed CIP is represented by the total projected ultimate demand in the City's wastewater system. Recommended Approach. Based on discussions with City staff, the incremental • approach was used as the basis for developing the City's SFC's. This approach was selected because -it more closely coincided with the City's general guidelines for the development and use of the sewer service charge revenues. The incremental approach is also easily understood, provides a documented nexus between the cost of capacity and the proposed sewer facility charges, and complies with current Government Code. COSTS OF FUTURE CAPACITY A study of capital facilities charges is performed to develop and/or identify the costs of facilities used by future wastewater customers. Under the incremental approach, the cost of future capacity in the City's wastewater system is based on two facility components. These include the future replacement costs of the sewer lift stations and new local sewer collection system improvements. While the cost of these improvements was previously developed in Chapter 7, the allocation of these costs to future customers is discussed in the following sections. 8.3 014641.00 Lift Station Replacement Costs As shown in the Lift Station Replacement Cost Estimate of Table 7-6, lift station costs are segregated into two primary categories. These include the cost of improvements necessary to replace capacity deficient facilities and the costs associated with the replacement of facilities that have adequate capacity, but should be eventually be replaced due to long-term wear and tear. Additional metering improvements are also designated for all lift station facilities to improve reliability and monitor capacity performance. Several key considerations were discussed with City staff related to assessing the cost of lift station improvements to future customers. Since the ongoing sewer user charge was designed to provide for the methodical replacement of the City's lift stations, only the specific portion of the capacity related facility improvement costs and metering enhancements is un-funded. As such, the costs allocated to future customers are limited to these cost elements. The estimated cost of lift station improvements for future customers is shown in Table 8-1. As shown, the capacity required for future customers is the percentage of the influent that is greater than the facility capacity. This percent assigned to future users is multiplied by the lift station replacement cost to calculate the estimated cost of capacity assigned to future customers. Since the metering facility improvements enhance the efficiency of all lift stations, 100 percent of the cost of these improvements is assigned to future customers. The total cost of lift station improvements that is included in the cost of future capacity is approximately$9.6 million. Collection System Replacement Costs As previously discussed, a hydraulic model of the City's collection system was used to evaluate the need for capacity improvements. The model identified a number of pipeline segments that did not have adequate capacity to meet future conditions. The length, existing diameter, replacement diameter, and replacement cost was developed for each segment and was shown in Table 7-5. These findings are used as the basis of collection system costs for future customers. 8.4 014641.00 TABLE 8-1 LIFT STATION FUTURE EXPANSION COST ALLOCATION Influent Lift Cost To Station %Assigned Assigned Lift Station Capacity Replacement to Future to Future Number and Name Ratio Cost Users Users Deficient Lift Stations #2 Humbolt 119% $1,104,833 19% $209,396 #5 Davenport 123% $1,141,201 23% $260,974 #6 Edgewater 288% $2,727,561 100% $2,727,561 #15 Beach 118% $1,910,979 18% $343,243 #16 Adams 148% $1,374,873 48% $660,308 #18 Atlanta 137% $879,082 37% $328,394 #22 Saybrook 184% $1,922,485 84% $1,617,694 #23 New Britain 156% $1,478,168 56% $826,663 #25 Edinger 190% $1,805,260 90% $1,632,465 #26 Brighton 123% $1,143,837 23% $264,823 #28 Coral Cav 121% $1,119,455 21% $229,791 Deficient Subtotal $16,607,733 - $9,101,313 Metering Facilities $540,000 100% $540,000 Total Replacement Cost $17,147,733 - $9,641,313 Source: Table 7-6. Similar to the approach used for the lift station cost allocation, discussions with City staff focused on deriving the cost of collection system improvements that should be borne by future customers. Through these discussions, several approaches were developed to allocate collection system costs to future services. While each of the alternative methods complies with appropriate cost allocation procedures, the basis of approach does affect the resulting level of applicable costs and charges. The focus of the collections system cost allocation alternatives is based on the following key cost recovery questions. • should future customers pay for all capacity deficiencies • should the replacement pipeline costs be "discounted" to recognize that the City would have incurred costs to slipline or rehabilitate these facilities if they were not overcapacity Since there is no discreet answer to each of these questions and the questions are not • mutually exclusive, City staff decided to include the development of each alternative scenario in the cost allocation analysis. The basic alternatives derived for the collection system cost component are as follows: • Alternative 1 — Total System Replacement Cost - Include the total cost of all capacity improvements based on the replacement cost of each facility • Alternative 2 — Total System Upsizing Cost - Include the total cost of all capacity improvements and reduce this cost by the estimated cost to slipline each pipeline segment (at original diameter) The resulting collection system costs are developed in Table 8-2. As shown, the costs associated with these alternatives are approximately $8.0 million, and $4.0 million for Alternatives 1 and 2, respectively. 8.6 014641.00 I TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter ft Cost Cost Cost in in $ $ $ 1013 18 21 373 $93,250 $48,490 $44,760 1014 18 21 100 $25,000 $13,000 $12,000 1015 18 21 226 $56,500 $29,380 $27,120 1016 18 21 201 $50,250 $26,130 $24,120 1017 18 21 336 $84,000 $43,680 $40,320 10191 18 21 304 $76,000 $39,520 $36,480 474 12 18 301 $60,200 $27,090 $33,110 476 12 18 345 $69,000 $31,050 $37,950 477 12 18 345 $69,000 $31,050 $37,950 478 12 18 345 $69,000 $31,050 $37,950 531 12 18 329 $65,800 $29,610 $36,190 547 12 18 330 $66,000 $29,700 $36,300 2586 12 18 299 $59,800 $26,910 $32,890 294 12 15 335 $60,300 $30,150 $30,150 295 12 15 330 $59,400 $29,700 $29,700 296 12 15 168 $30,240 $15,120 $15,120 165 10 15 324 $58,320 $25,920 $32,400 166 10 15 347 $62,460 $27,760 $34,700 167 10 15 314 $56,520 $25,120 $31,400 168 10 15 339 $61,020 $27,120 $33,900 169 10 15 308 $55,440 $24,640 $30,800 170 10 15 304 $54,720 $24,320 $30,400 174 10 15 107 $19,260 $8,560 $10,700 194 10 15 138 $24,840 $11,040 $13,800 202 10 15 136 $24,480 $10,880 $13,600 206 10 15 226 $40,680 $18,080 $22,600 211 10 15 204 $36,720 $16,320 $20,400 213 10 15 113 $20,340 $9,040 $11,300 216 10 15 240 $43,200 $19,200 $24,000 219 10 15 240 $43,200 $19,200 $24,000 221 10 15 110 $19,800 $8,800 $11,000 222 10 15 213 $38,340 $17,040 $21,300 232 10 15 239 $43,020 $19,120 $23,900 237 10 15 246 $44,280 $19,680 $24,600 293 10 15 251 $45,180 $20,080 $25,100 308 10 15 290 $52,200 $23,200 $29,000 321 10 15 300 $54,000 $24,000 $30,000 335 10 15 301 $54,180 $24,080 $30,100 345 10 15 295 $53,100 $23,600 $29,500 543 10 15 307 $55,260 $24,560 $30,700 544 10 15 306 $55,080 $24,480 $30,600 545 10 15 306 $55,080 $24,480 $30,600 548 10 15 309 $55,620 $24,720 $30,900 549 10 15 14 $2,520 $1,120 $1,400 550 10 15 155 $27,900 $12,400 $15,500 590 10 15 293 $52,740 $23,440 $29,300 598 10 15 289 $52,020 $23,120 $28,900 974 10 15 331 $59,580 $26,480 $33,100 980 10 15 330 $59,400 $26,400 $33,000 3002 10 15 46 $8,280 $3,680 $4,600 1080 10 12 294 $45,5701 $23,520 $22,050 50051 8 12 1 255 $39,525 $15,300 $24,225 50131 8 12 210 $32,5501 $12,600 $19,950 Page 1 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES • Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter ft Cost Cost Cost in in $ $ $ 362 15 18 157 $31,400 $14,915 $16,485 368 15 18 246 $49,200 $23,370 $25,830 379 15 18 315 $63,000 $29,925 $33,075 486 15 18 127 $25,400 $12,065 $13,335 488 15 18 125 $25,000 $11,875 $13,125 4931 15 18 206 $41,200 $19,570 $21,630 495 15 18 329 $65,800 $31,255 $34,545 33 12 15 350 $63,000 $31,500 $31,500 36 12 15 320 $57,600 $28,800 $28,800 46 12 15 262 $47,160 $23,580 $23,580 50 12 15 299 $53,820 $26,910 $26,910 115 12 15 150 $27,000 $13,500 $13,500 116 12 15 105 $18,900 $9,450 $9,450 117 12 15 75 $13,500 $6,750 $6,750 118 12 15 330 $59,400 $29,700 $29,700 119 12 15 330 $59,400 $29,700 $29,700 120 12 15 341 $61,380 $30,690 $30,690 121 12 15 259 $46,620 $23,310 $23,310 175 12 15 335 $60,300 $30,150 $30,150 182 12 15 270 $48,600 $24,300 $24,300 183 12 15 259 $46,620 $23,310 $23,310 185 12 15 275 $49,500 $24,750 $24,750 • 239 12 15 302 $54,360 $27,180 $27,180 256 12 15 513 $92,340 $46,170 $46,170 261 12 15 246 $44,280 $22,140 $22,140 297 12 15 166 $29,880 $14,940 $14,940 298 12 15 317 $57,060 $28,530 $28,530 299 12 15 341 $61,380 $30,690 $30,690 300 12 15 309 $55,620 $27,810 $27,810 312 12 15 251 $45,180 $22,590 $22,590 366 12 15 326 $58,680 $29,340 $29,340 375 12 15 210 $37,800 $18,900 $18,900 377 12 15 120 $21,600 $10,800 $10,800 389 12 15 220 $39,600 $19,800 $19,800 508 12 15 9 $1,620 $810 $810 607 12 15 178 32,0401 $16,020 $16,020 610 12 15 253 $45,540 $22,770 $22,770 619 12 15 226 $40,680 $20,340 $20,340 623 12 15 267 $48,060 $24,030 $24,030 634 12 15 235 $42,300 $21,150 $21,150 635 12 15 144 $25,920 $12,960 $12,960 639 12 15 140 $25,200 $12,600 $12,600 742 12 15 286 $51,480 $25,740 $25,740 932 12 15 682 $122,760 $61,380 $61,380 1068 12 15 221 $39,780 $19,890 $19,890 1134 12 15 141 $25,380 $12,690 $12,690 1135 12 15 30 $5,400 $2,700 $2,700 1181 12 15 301 $54,180 $27,090 $27,090 43 10 12 325 $50,375 $26,000 $24,375 • 205 10 12 261 $40,455 $20,880 $19,575 207 10 12 347 $53,785 $27,760 $26,025 208 10 12 105 $16,2751 $8,400 $7,875 210 10 12 149 $23,0951 $11,9201 $11,175 220 10 12 292 $45,2601 $23,360 $21.900 Page 2 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES • Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter ft Cost Cost Cost in in $ $ $ 223 10 12 107 $16,585 $8,560 $8,025 231 10 12 223 $34,565 $17,840 $16,725 242 10 12 330 $51,150 $26,400 $24,750 245 10 12 350 $54,250 $28,000 $26,250 254 10 12 330 $51,150 $26,400 $24,750 262 10 12 330 $51,150 $26,400 $24,750 301 10 12 350 $54,250 $28,000 $26,250 302 10 12 23 $3,565 $1,840 $1,725 449 10 12 129 $19,995 $10,320 $9,675 462 10 12 301 $46,655 $24,080 $22,575 465 10 12 287 $44,485 $22,960 $21,525 470 10 12 282 $43,710 $22,560 $21,150 522 10 12 259 $40,145 $20,720 $19,425 523 10 12 299 $46,345 $23,920 $22,425 524 10 12 314 $48,670 $25,120 $23,550 525 10 12 255 $39,525 $20,400 $19,125 533 10 12 265 $41,075 $21,200 $19,875 546 10 12 264 $40,920 $21,120 $19,800 551 10 12 160 $24,800 $12,800 $12,000 819 10 12 673 $104,315 $53,840 $50,475 824 10 12 261 $40,455 $20,880 $19,575 868 10 12 328 $50,840 $26,240 $24,600 • 901 10 12 175 $27,125 $14,000 $13,125 917 10 12 388 $60,140 $31,040 $29,100 953 10 12 331 $51,305 $26,480 $24,825 954 10 12 168 $26,040 $13,440 $12,600 957 10 12 326 $50,530 $26,080 $24,450 962 10 12 162 $25,110 $12,960 $12,150 963 10 12 330 $51,150 $26,400 $24,750 964 10 12 158 $24,490 $12,640 $11,850 966 10 12 332 $51,460 $26,560 $24,900 975 10 12 329 $50,995 $26,320 $24,675 978 10 12 168 $26,040 $13,440 $12,600 981 10 12 171 $26,505 $13,680 $12,825 1041 10 12 301 $46,655 $24,080 $22,575 1118 10 12 150 $23,250 $12,000 $11,250 1121 10 12 277 $42,935 $22,160 $20,775 1130 10 12 40 $6,200 $3,200 $3,000 1131 10 12 326 $50,530 $26,080 $24,450 1136 10 12 81 $12,555 $6,480 $6,075 25661 10 12 349 $54,095 $27,920 $26,175 2569 10 12 349 $54,095 $27,920 $26,175 2576 10 12 352 $54,560 $28,160 $26,400 4003 10 12 309 $47,895 $24,720 $23,175 233 8 10 35 $4,550 $2,100 $2,450 240 8 10 91 $11,830 $5,460 $6,370 313 8 10 226 $29,380 $13,560 $15,820 318 8 10 91 $11,830 $5,460 $6,370 347 8 10 341 $44,330 $20,460 $23,870 • 832 8 10 77 $10,010 $4,620 $5,390 833 8 10 105 $13,650 $6,300 $7,350 2541 8 10 181 $23,530 $10,860 $12,670 2543 8 10 36 $4,680 $2,1601 $2,520 2545 8 10 294 $38,220 $17,6401 $20,580 Page 3 of 4 TABLE 8-2 COLLECTION SYSTEM EXPANSION COST ALTERNATIVES • Existing Replacement Length Replacement Sliplining Upsizing ID# Diameter Diameter ft Cost Cost Cost in in $ $ $ 2547 8 10 275 $35,750 $16,500 $19,250 2579 8 10 162 $21,060 $9,720 $11,340 2581 8 10 217 $28,210 $13,020 $15,190 333 15 18 130 $26,000 $12,350 $13,650 341 15 18 195 $39,000 $18,525 $20,475 3511 15 18 197 $39,400 $18,715 $20,685 1168 12 15 335 $60,300 $30,150 $30,150 399 10 12 290 $44,950 $23,200 $21,750 434 10 12 300 $46,500 $24,000 $22,500 447 10 12 170 $26,350 $13,600 $12,750 563 10 12 332 $51,460 $26,560 $24,900 775 10 12 363 $56,265 $29,040 $27,225 779 10 12 400 $62,000 $32,000 $30,000 785 10 12 401 $62,155 $32,080 $30,075 811 10 12 171 $26,505 $13,680 $12,825 818 10 12 1462 $226,610 $116,960 $109,650 903 10 12 206 $31,930 $16,480 $15,450 1055 10 12 206 $31,930 $16,480 $15,450 311 8 10 75 $9,750 $4,500 $5,250 5009 8 10 225 $29,250 $13,5001 $15,750 5004 8 10 171 $22,2301 $10,2601 $11,970 Total Collection Improvements = 46,527 $7,983,2051 $4,003,7151 $3,979,490 • Alternative 1 -Total System Replacement Cost $7,983,205 Alternative 2 -Total System Upsizing Cost $3,979,490 • Page 4 of 4 FUTURE INCREMENTAL WASTEWATER FLOWS AND UNIT FLOW FACTORS As previously discussed, the incremental approach is based on quantifying the future costs of additional system capacity and unitizing these costs by the incremental quantity of additional wastewater demand served by these costs. Accordingly, the incremental quantity of wastewater flows and the unit flows per customer type are important considerations in the development of the City's updated SFCs. The development of each of these wastewater flow values is discussed in the following sections. Development of Estimated Future Incremental Wastewater Flows Consistent with the study methodology, the estimated wastewater flow was derived from the output of the hydraulic model under current and future wastewater loading conditions. The incremental value that is the result of future growth is .the difference between the future and existing wastewater flows. Based on the -findings of the hydraulic model, the incremental increase in future wastewater flow was estimated to be 1.95 MGD. The results of this analysis are performed as an element of hydraulic. modeling simulation tasks and are shown in Appendix D. Development of Estimated Unit Wastewater Flows In addition to the development of future incremental flows, wastewater flows factors are derived for each of the residential and commercial/industrial user classes. These values were estimated during the conduct of the City's 2001 Sewer Service Charge Study and are reflected herein as Table 8-3. As shown, water consumption values are correlated to the calculated return to sewer factors to develop the average wastewater discharges for the Single Family dwelling (SFD) and Multi Family dwelling (MFD) and a commercial/industrial customer. The City's 2001 Sewer Charge Study estimated that the average wastewater discharge of a SFD is 226 gallons per day (gpd). Additionally, the 2001 Sewer Charge Study estimated the discharge for a Multi Family dwelling and a commercial/industrial customer to be 185 gpd and 257 gallons per Equivalent Dwelling Unit (EDU), respectively. 8.8 014641.00 TABLE 8-3 ESTIMATED UNIT WASTEWATER FLOWS Account Units/ Usage Return Wastewater Wastewater Usage(a) Type EDUs HCFNr To Sewer HCF MGD d Single Family(SFD) 41,718 6,765,222 0.67 4,532,699 9.4 226 Multi Family(MFD) 32,326 3,378,013 0.85 2,871,311 6.0 185 Commercial/Industrial 13,308 1,829,100 0.90 1,646,190 3.4 257 Source: Sewer Service Charge Approach, DCA 7/01 (a)Single Family and Multi Family are per unit; Commercial/Industrial is per Equivalent Dwelling Unit(EDU). s • UNIT COSTS OF SERVICE The development of unit costs of service is an essential step in deriving cost of service based Sewer Facility Charges. Unit costs of service are obtained by correlating the costs associated with future growth with the incremental addition of future sewer system discharges. The resulting unit costs of service for each of the three alternatives is shown in Table 8-4. As shown, given the variation in the collection system replacement costs allocated to future customers, the estimated unit costs for Alternative 1 is $9,038 per 1000 gpd. The resulting unit cost of service for Alternative 2 is $6,985 per 1000 gpd. ALTERNATIVE SEWER FACILITY CHARGES Sewer Facility Charges are a source of income from growth-induced new sewer connections or charges to the use of existing accounts with respect to wastewater discharge characteristics. The revenues from SFCs are restricted to the financing of growth-related capital improvements. The Sewer Facility Charges are based on the City's projected costs of additional wastewater system capacity, the cost of service allocation analysis, and the estimated discharges from the three key customer classes. Sewer Facility Charges Sewer Facility Charges are calculated by correlating the wastewater demand characteristics of the City's primary residential and non-residential user classes with the estimated unit costs of service. As shown in Table 8-5, the resulting charges for a Single Family Dwelling (SFD) is $2,043 for Alternative 1 and $1,579 for Alternative 2. 8.10 014641.00 TABLE 8-4 SEWER FACILITY CHARGE UNIT COSTS OF SERVICE Alternative Alternative Description 1 2 Capital Costs to Future Users CIP Projects-Collection System $7,983,205 $3,979,490 CIP Projects-Lift Stations $9,641,313 $9,641,313 Total Cost to Future Users $17,624,518 $13,620,803 Estimated Wastewater Flows Projected Wastewater Flows at Buildout(MGD) 20.32 20.32 Estimated Current Wastewater Flows (MGD) 18.37 18.37 Incremental Future Wastewater Flows(MGD) 1.95 1.95 Unit Costs of Service Unit Costs of Service ($/1000 gpd) $9,038 $6,985 Alternative 1 -Total System Replacement Cost Alternative 2-Total System Upsizing Cost • TABLE 8- 5 SEWER FACILITY CHARGE ALTERNATIVES Alternative Alternative Description 1 2 Capital Costs to Future Users CIP Projects-Collection System $7,983,205 $3,979,490 CIP Projects- Lift Stations $9,641,313 $9,641,313 Total Cost to Future Users $17,624,518 $13,620,803 Estimated Unit Wastewater Flows (a) Estimated Flows from a SFD (gpd) 226 226 Estimated Flows from a MFD (gpd) 185 185 Estimated Flows from a Non-Res EDU (gpd) 257 257 Unit Costs of Service Unit Costs of Service($/1000 gpd) $9,038 $6,985 SFD Unit Cost $21043 $1,579 MFD Unit Cost $1,672 $1,292 Non-Res Unit Cost per EDU $2,323 $1,795 Non-Residential Meter Size Equivalency Alternative Charge Per Meter Size(Inches)and Type EDUs Meter Size/Tyae 5/8 1 $2,323 $1,795 3/4 1 $2,323 $1,795 1 2 $4,646 $3,590 1.5 3 $6,968 $5,385 2 5 $11,614 $8,976 3 11 $25,550 $19,747 4 Compound 17 $39,487 $30,517 4 Domestic and Turbine 33 $76,651 $59,240 6 Compound 33 $76,651 $59,240 6 Domestic and Turbine 67 $155,625 $120,275 8 Domestic 117 $271,764 $210,032 10 Domestic 183 $425,066 $328,512 (a) Source: Sewer Service Charge Approach, DCA 7/01 Alternative 1 -Total System Replacement Cost Alternative 2-Total System Upsizing Cost Consistent with the City's existing sewer user charge rate structure, the non-residential customers are charged based on the number of EDU's for each of the City's water meter sizes and types. The number of EDU's for each meter size/type was derived in the City's 2001 Sewer Charge Study. Correlating the previously derived number of EDU's with the unit costs of service derived herein, provides the basis for the non- residential Sewer Facility Charges. The results of this analysis are show in the bottom portion of Table 8-5. Sewer Facility Charge Comparison Table 8-6 is a comparison of the City's current and alternative residential Sewer Facility Charges with neighboring communities. As shown, the alternative Sewer Facility Charges compare favorably with the rates of surrounding communities. These charges are based on the recovery of only the City's incremental local costs of future capacity. As discussed with City staff, it is recommended the City adopt one of the alternative facility charges so that growth cost are adequately recovered from future wastewater system customers. 8.13 014641.00 TABLE 8-6 • RESIDENTIAL SEWER FACILITY CHARGE SURVEY Single Family Mulit Family Description SFD MFD Representative Agencies Orange County Sanitation Districea) $1,620 to$1,965 $1,275 to$1,620 City of Santa Ana(b) $1,500 to$2,000 $1,200 to$1,500 City of Fountain ValleVc) $1,500 - City of Anaheim(d) $1,470 $1,476 City of Huntington Beach Charges Current Fee, Adopted 4/88 $220 $220 Calculated Fee Alternatives 2003 Study Alternative 1 -Total System Replacement Cost $2,043 $1,672 Alternative 2-Total System Upsizing Cost $1,579 $1,292 (a) Based on number of Bedrooms (b) Based on Fixture Units. Values are City average estimates (c)$406/Gross Acre+$4.65 per Front Footage(basis used was 4 DU/Ac, and 300 LF (d)Varies by service Area. Values are estimated averages • Appendix A Lift Station Support Information i TABLE A-1 SUMMARY OF SPECIFIC PUMP STATION OBSERVATIONS-1995 REQUIRES UNDERSIZED CORRODED REQUIRES OBSERVED OR EXCESS ELECTRICAL DRY WELL- PIPING,DRY PAINTING/ NUMBER& INADEQUATE POSSIBLE LEAKING AWWA ELECTRICAL EXPOSED CONDUIT RESTRICTED WELL,AND/OR PROTECTIVE NEEDS NUMBER/LOCATION NAME PIPE SUPPORT DRY WELL/VAULT VALVES CABLE WIRING PAINT AREAS HARDWARE COATING CLEANING 1 Graham&Kenilworth W GRAHAM X X X X X 2 Humbolt&Wayfarer #2 HUMBOLDT X X X X X X X 3 Gilbert&Peale #3"E" X X X X X X X 4 PCH in Sunset Beach 1A"A" X X X X X X X 5 Davenport&Baruna #5 DAVENPORT X X X X X 6 Edgewater&Davenport #6 EDGEWATER X X X X X 7 PCH West of Warner #7 STATION"B" X X X X X X 8 Warner North of PCH #8 STATION"C" X X X X X X 9 Warner @ Edgewater"D"Sta. #9"D" X X X X X 10 Algonquin&Boardwalk #10 ALGONQUIN X X X X 11 Lark&Warner #11 LARK X X X X 12 Heil&Mycroft #12 HEIL X X X X X 13 Slater&Springdale #13 SLATER X X X X X X 14 Gothard&Ellis #14 GOTHARD X X X X 15 Oceanhill&Beach #15 BEACH X 16 Adams&Ranger #16 ADAMS X X X X X X X X 17 Brookhurst&Effingham #17 BROOKHURST X X X X X X 18 Atlanta East of Beach #18 ATLANTA x X X X 19 Bushard&Pettswood #19 BUSHARD X X X X X X X X 20 Speer&Crabb #20 SPEER X X X X X 21 McFadden&Dawson #21 MCFADDEN X X X X X X 22 Saybrook&Heil #22 SAYBROOK X X X X X 23 New Britian&Adams #23 NEW BRITAIN X X X X X 24 Edwards&Balmorol #24 EDWARDS X X X X X X 25 Edinger&Santa Barbara #25 EDINGER X X X X X X X X 26 Brighton&Shoreham #26 BRIGHTON X X X X X X X 28 Coral Cay #28 CORAL CAY X X X X X X X X 29 Trinidad&Aquarius #29 TRINIDAD X X X X X P:\ProjectsWuntington Beach\014641.00 WWMM002 Draft Report\Chapter3\Appendix A-1(Table 3-2).xls FROM SEWER I I WET WELL SUMP PUMP . o SUMP PUMPS v I DRY PIT I 'STAIRS III I I TO FORCE MAIN NOT TO SCALE CITY OF HUNTINGTON BEACH TYPICAL WET WELLIDRY PIT LAYOUT Figure 5-1 , I MANHOLE (IF IN STREET) ACCESS HATCH ACCESS HATCH I I --- -- ---------- = TO DRY PIT T FORCEMAIN WET WELL I c I FROM 1 SEWER T _ HIGH WATER LEVEL c� I WEMCO • — Y TORQUE—FLOW elf a_ o PUMP LOW WATER LEVEL SUMP PUMP NOTES: 1.' FIGURE DOES NOT SHOW HVAC EQUIPMENT. 2. ACTUAL LOCATION OF PIPING MAY VARY DEPENDING UPON LIFT STATION SITE AND CONFIGURATION. NOT TO SCALE CITY OF HUNTINGTON BEACH TYPICAL WET WELUDRY PIT ELEVATIONS Figure 5-2 LIFT STATION WET WELL VALVE VAULT -�I-——-If�l- ° — — VAULT DRAIN. u- - t u FORCE MAIN ACCESS HATCH ACCESS HATCH OR MANHOLE COVER vt y PVC LINING CHECK FLOW VALVE METER — i u• HI WS m 0 o LO WS = EXTEND PVC LINER GROUT V-a" BELOW LOW N FILL WATER LEVEL J N M N o, N N l CITY OF HUNTINGTON BEACH 0 n N SUBMERSIBLE LIFT STATION 0 Figure 5-3 Appendix: B Wastewate►- Flow Monitoring Summary ot. �17. 11 �14 City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 CHAPTER 1 Executive Summary Kennedy/Jenks Consultants contracted with ADS Environmental Services to conduct flow monitoring at twelve (12) sewer locations in the City of Huntington Beach, California for a total of twenty- eight (28) consecutive days. The following tasks were requested by Kennedy/Jenks Consultants and were performed by ADS Environmental Services: • Investigate twelve (12) locations for suitable hydraulic conditions. • Install flow monitors at twelve (12) locations. • Perform flow monitoring for a total of twenty-eight (28) days. • Calculate flows at the twelve (12) sites and present results in a report. • ADS Environmental Services investigated the twelve (12) locations where flow monitoring was 'requested. Satisfactory conditions were found and all of the sites were installed by March 13, 2002. Twenty-eight (28) consecutive days of flow monitoring was conducted from March 14, 2002 through April 10, 2002 for ten (10) of the monitoring sites. Due to equipment difficulties, the monitoring period was through April 19, 2002 for two (2) of the monitoring locations (HB01, HB04). Equipment removal was accomplished by April 22, 2002. A detailed description of these processes is presented in Section 3.3 of this report. The twenty-eight (28) days of flow monitoring data was used to calculate flow quantities for each location. An explanation of the process used to quantify flows is described in Chapters 3 and 4 of this report. A summary of the data is presented in Table 1.1 and in Figure 1.1. • ADS Environmental Services 1 City of Huntington Beach, Califs;.__ j Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Site Total Flow Min. Flow Avg. Flow Max. Flow (MG) (MGD) (MGD) (MGD) HB01 22.238 0.211 0.769 1.936 HB02 22.79 0.254 0.814 1.686 HB03 18.029 0.138 0.644 1.331 HB04 20.948 0.272 0.721 1.191 HB05 24.15 0.259 0.863 1.635 HB06 9.312 0.019 0.333 1.006 H607 3.865 0.029 0.138 0.389 HB08 16.93 0.112 0.605 1.233 HB09 5.038 0.043 0.181 0.396 1-1610 14.14 0.152 0.505 1.129 H1311 5.917 0.063 0.211 0.593 H612 4.458 0.030 0.159 0.374 ADS Environmental Services 2� City of Huntington Beach, Califorri-d Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Figure 1.1 Graph of Total flows for monitoring period Flow Summary of 15-minute data points Total Flow (MG) 30 25 4 20 { 1 151 ai'r•fi �j� � L t t 3:f, �f 1"j Total Flow(MG) 'FeSH u.:,r YA tip} 15OP 10 „$ HB01 HB02 HB03 HB04 HB05 HB06 HB07 HB08 HB09 HB10 H611 HB12 3 ADS Environmental Services City of Huntington Beach, Califorrm.. Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Figure 1.2 Graph of Daily Minimum, Average, and Maximum Flows Flow Summary of 15-minute data points 2.5 2 y ` 4 1.5 Min. Flow ■Avg. Flow 1 0 Max. Flow 0.5 t HB01 HB02 HB03 HB04 H805 HB06 HB07 HB08 H809 HB10 HB11 HB12 ADS Environmental Services 4 • Appendix C Assessor Parcel Number and Billing System Correlation Kennedy/Jenks Consultants 24 April 2002 Memorandum To: Todd Broussard, City of Huntington Beach From: Jon Wells/Roger Null, Kennedy/Jenks Subject: Huntington Beach APN/Utility Billing Linkage K/J 014641.01 Executive Summary As part of our ongoing effort to update the Wastewater Master Plan for the City of Huntington Beach (City), Kennedy/Jenks Consultants (K/J) is pleased to present the results of the APN/Utility Billing Linkage study. These results can be found in the spreadsheet"Huntington Beach APN Linkage.xls" and the shapefile "Huntington Beach Parcels With Billing Addresses.shp," which accompany this memorandum. The spreadsheet contains 51,687 utility billing account numbers, current through April 2002, and the corresponding Assessors Parcel Numbers (APNs) matched to the majority of these account numbers. The shapefile contains parcels whose data table has been populated with utility account billing addresses. Table 1 summarizes the information found in these two deliverables. Table 1-APN/Utility Billing Linkage Statistics Billing Account Statistics Accounts Matched to Billing APN 47,708 92% Accounts Matched to Metroscan APN(1) 48,374 94% Accounts Matched to Both Billing and Metroscan APN 46,858 91% Accounts Matched to Either Billing Or Metroscan APN 49,224 95% Total Accounts 51,687 100% Metroscan Statistics Metroscan APNs matched to Accounts 52,306 89% Total Metroscan APNs 58,473 100% GIS Parcel Statistics GIS Parcels Linked to Account Billing Addresses 44,015 90% Total GIS Parcels 48,860 100% (1) Includes 256 accounts with multiple Metroscan APNs attached to a single billing account. p:1pw-proi120011014641.00 hb-ww master planWocslhb apn linkagelapn linkage-appendix c.doc Kennedy/Jenks Consultants Memorandum Todd Broussard, City of Huntington Beach 24 April 2002 Page 2 Introduction The purpose of the Huntington Beach APN/Utility Linkage study is to create a link an information pathway between the City's utility account billing information and the City's GIS parcel coverage. The immediate benefit of such a pathway is the highly accurate integration of the City's water billing demand information into the wastewater hydraulic model being updated by K/J. The utility account billing system is linked to the GIS parcel coverage by the matching of each utility account number to an APN, which is then matched to a specific parcel's APN in the GIS coverage. The following is a detailed description of the data sources, methods, and results of this study. Data Sources Account Numbers The City provided K/J with an initial list of approximately 51,400 billing addresses in the fall of 2001. The majority of the linkage study was conducted by matching APNs to these addresses, which did not have account numbers associated with them. In April of 2002, the City provided • the current list of 51,687 billing addresses with account numbers. The address matches already created were used with the current list to create the most up-to-date APN/Account Number linkage possible. APNs Two non-identical sources of APNs were available with addresses to match the billing addresses. The first source of APNs available to K/J was the list supplied with the billing addresses themselves. As shown in Table 1, not every address had a populated APN field. Of those fields that were populated, over one thousand contained only the place-holder value "33333333." The second source of APNs was the county assessor's records, accessed through the Metroscan on-line database. As shown in Table 1, Metroscan supplied 58,473 unique APNs for the City of Huntington Beach. The fact that Metroscan divides the City into nearly 10,000 more parcels than the City's parcel shapefile explains how some billing addresses can have multiple Metroscan APNs. This phenomenon will be described further in the Results section. Parcels K/J's source of parcel information was a parcel shapefile provided by the City. This shapefile identifies each parcel only by APN, not by address. Summary of Data Sources It is important to note that the resulting analysis incorporates a variety of data sources. While the general goal of this project is to create a correlation between the utility billing system p:1pw.pro120011014641.00 hb-ww master planldocslhb apn Gnkagelapn linkage-appendix c.doc Kennedy/Jenks Consultants Memorandum Todd Broussard, City of Huntington Beach 24 April 2002 Page 3 account number and an APN in the parcel GIS coverage, the data sources sometimes necessitated the creation of linkages to several APN's. In some cases, these APN's were different between the data sources provided. Methods The first task associated with the APN/Utility Billing Linkage study involved matching billing addresses provided by the City with APNs provided by Metroscan, as described above. The matches were accomplished using two methods. The first method was a GIS-based analysis using the Geocoding function of ArcView 8.1. The Geocoding function was used to create a shapefile of points corresponding to the list of billing addresses. It was then used in the same way to create a shapefile of points corresponding to the addresses given in Metroscan. The two shapefiles were overlaid, and points with identical spatial coordinates were taken as matches between billing and Metroscan addresses. The Geocoding method provides two advantages over doing a conventional database comparison to match the addresses. First, the Geocoding function contains built-in SQL logic that greatly reduces the degree to which spelling errors, abbreviation discrepancies, and format discrepancies prevent matches. Second, the creation of shapefiles allows the geographic patterns of matches and non-matches to become apparent,. which helps in eliminating the mistakes that prevent matches. After the geocoding matches were made, billing addresses that had not been matched with Metroscan addresses were geographically analyzed to find patterns that could be used to correct mistakes and create matches. Billing addresses were processed (directional suffixes altered, common spelling substitutions made, abbreviations standardized), compared in database look-ups, and in many cases hand-matched to Metroscan addresses to bring the number of matches to 48,374 as seen in Table 1. Having matched as many APNs to billing addresses as possible, K/J then populated the GIS parcel layer with billing address information. The parcel layer identified each parcel by APN; the APN for each parcel was linked to an APN that had been matched to an account number, as described above. Results "Huntington Beach APN Linkage.xls" contains 15 fields, sorted in ascending order by account number. The first eight of these fields, from "ACCOUNT#" to "BILLING SYSTEM APN," were provided as is by the City. "METROSCAN APN" lists the Metroscan APN matched to the billing address. If an address was not matched, the field is left blank. "MULTIPLE METROSCAN APNs" is left blank when only one Metroscan APN was matched to a billing address. It is populated when multiple APNs were matched. In the cases of multiple matches, the field "METROSCAN APN" contains the lowest APN matched to the address, and the field "MULTIPLE METROSCAN APNs" contains the highest. All APNs between and including these values were matched to this billing address. p:lpw-proj120011014641.00 hb-ww master planldocslhb apn linkagelapn linkage-appendix c.doc I Kennedy/Jenks Consultants Memorandum Todd Broussard, City of Huntington Beach 24 April 2002 Page 4 These multiple Metroscan APN matches occurred when the Metroscan database contained multiple variations on a billing address provided by the City. For instance, in some cases Metroscan treated apartment and unit numbers as separate parcels, while the billing address did not distinguish between these numbers. In such cases, all of the apartments/units with the matching street address were matched to the billing address. The remaining five fields in the spreadsheet represent query fields added by K/J to facilitate sorting and querying of the results by the City. In each case, a "1" in the field indicates that the field name is true, while a "0" indicates that the field name is false. "BILLING APN POPULATED" indicates whether a billing system APN was matched, "MET APN POPULATED" indicates whether a Metroscan APN was matched, "BILLING AND MET APNs POPULATED" indicates those addresses for which both fields are populated, "NEITHER APN POPULATED" indicates those accounts for which neither source of APNs produced a match, and finally "BILLING AND MET APNs POPULATED BUT DIFFERENT" indicates those billing addresses for which both APN sources produced matches, but differing matches. "Huntington Beach Parcels With Accounts.shp" contains six fields in its attribute table. The fields "AREA," "PERIMETER," "APN," and "GENERAL—PL" contain information as provided by the City. "BILL—ADDRESS" contains the billing address linked by APN to each parcel. When blank, no billing address was linked. "MATCH" is a query field to facilitate sorting of the parcels. A value of"1" indicates that the "BILLING ADDRESS" field is populated, while a value of"0" indicates that it is not. Note that the shapefile does not contain a field for account number. Because the City's billing system assigns multiple account numbers per billing address, a one- to-one parcel—to-account number relationship has not been established. The account number(s) associated with a given parcel can be found by comparing the billing address given in the attribute table of the shapefile with the billing addresses in the spreadsheet. Conclusion In summary, the analysis performed herein achieved a high correlation between the City's utility billing account numbers and APNs. It is recommended however, that the City review the provided digital data to identify the appropriate APNs for those accounts that have a conflicting APN value. Additionally, the City may have additional data or resources that will assist in the identification of correlating values where none was found by K/J. It should be noted that the high correlation obtained in this study resulted in a high-accuracy integration of the billing system demand data in the wastewater system hydraulic model. Since all parcels have been accounted for in the hydraulic model, no additional data or billing/APN correlations are required. Accordingly, the final correlations can be performed by City staff without impacting the Master Plan schedule. Enclosure(s) pApw-pro 1120011014641.00 bb-ww roaster planldocslhb apn linkagelapn linkage-appendix c.doc s APPENDIX C- SAMPLE OF APN TO BILLING SYSTEM LINKAGE DATA SET ACCOUNT#1COUNT ADDRES! USAGE ACTIVE DATE ACCT TYPE UNITS USIZE BILLING SYSTEM APN METROSCAN APN 100020 5002 EDINGER 318 7/24/2001 COMMERCIAL 1 1 14601239 14601239 100040 5042 EDINGER 39 3/9/1994 COMMERCIAL 1 0.75 14601243 14601243 100090 5036 EDINGER 207 1/13/1989 COMMERCIAL 4 0.75 14601243 100100 5044 EDINGER 207 1/13/1989 COMMERCIAL 1 0.75 100130 5062 EDINGER 188 3/2/1999 RESIDENTIAL 1 0.75 14601203 14601203 100140 5072 EDINGER 140 8/30/1974 RESIDENTIAL 1 0.75 14601204 14601204 100150 5082 EDINGER 87 12/31/1975 RESIDENTIAL 1 0.75 14601205 14601205 100160 5092 EDINGER 158 9/18/1986 RESIDENTIAL 1 0.75 14601206 14601206 100170 5112 EDINGER 169 9/3/1986 RESIDENTIAL 1 0.75 14601207 14601207 100180 5122 EDINGER 193 8/3/2000 RESIDENTIAL 1 0.75 14601208 14601208 100190 5132 EDINGER 171 10/9/1998 RESIDENTIAL 1 0.75 14601209 14601209 100200 5152 EDINGER 93 11/14/2000 RESIDENTIAL 1 0.75 14601210 14601210 100220 5162 EDINGER 74 7/7/1999 RESIDENTIAL 1 0.75 14601211 14601211 100240 5172 EDINGER 63 3/11/1997 RESIDENTIAL 1 0.75 14601212 14601212 100260 5192 EDINGER 98 11/14/1986 RESIDENTIAL 1 0.75 14601213 14601213 100280 5202 EDINGER 138 8/3/2000 RESIDENTIAL 1 0.75 14601214 14601214 100300 5201 AUDREY 98 10/24/1991 RESIDENTIAL 1 0.75 14601215 14601215 100320 5191 AUDREY 7 1/12/2001 RESIDENTIAL 1 0.75 14601216 14601216 100340 5181 AUDREY 59 11/4/1997 RESIDENTIAL 1 0.75 14601217 14601217 100360 5161 AUDREY 58 12/31/1975 RESIDENTIAL 1 0.75 14601218 14601218 100380 5151 AUDREY 130 3/10/1997 RESIDENTIAL 1 0.75 14601219 14601219 100400 5141 AUDREY 91 6/28/2000 RESIDENTIAL 1 0.75 14601220 14601220 100420 5131 AUDREY 147 3/4/1992 RESIDENTIAL 1 0.75 14601221 14601221 100440 5121 AUDREY 76 12/11/1985 RESIDENTIAL 1 0.75 14601222 14601222 100460 5111 AUDREY 177 4/9/1996 RESIDENTIAL 1 0.75 14601223 14601223 100480 5101 AUDREY 58 12/18/1985 RESIDENTIAL 1 0.75 14601224 14601224 100500 5091 AUDREY 134 6/9/2000 RESIDENTIAL 1 0.75 14601225 14601225 100520 5081 AUDREY 13 12/31/1975 RESIDENTIAL 1 0.75 14601226 14601226 100540 5071 AUDREY 109 4/22/1986 RESIDENTIAL 1 0.75 14601227 14601227 100560 5061 AUDREY 52 8/l/2001 RESIDENTIAL 1 0.75 14601228 . 14601228 100580 5041 AUDREY 54 7/11/2000 RESIDENTIAL 1 0.75 14601229 14601229 100600 5031 AUDREY 127 10/20/1994 RESIDENTIAL 1 0.75 14601230 14601230 100620 16051 TOMAS 341 12/21/1976 RESIDENTIAL 1 0.75 14601231 14601231 100640 16061 TOMAS 267 5/29/1996 RESIDENTIAL 1 0.75 14601232 14601232 100660 16071 TOMAS 124 5/26/1993 RESIDENTIAL 1 0.75 14601233 14601233 100680 16081 TOMAS 64 7/19/2001 RESIDENTIAL 1 0.75 14601234 14601234 - Page 1 of 1261 • Appendix D Hydraulic Analysis Support Information APPENDIX D COLLECTION SYSTEM DEFICIENCIES -ULTIMATE LOADING CONDITIONS • PDWF Existing Existing Replacement New Length ID# Category (cfs) Diameter D/d Diameter D/d (ft) in in 1013 Deficient 3.447 18 1.00 21 0.60 373 1014 Deficient 3.402 18 1.00 21 0.60 100 1015 Deficient 3.396 18 1.00 21 0.60 226 1016 Deficient 3.253 18 0.78 21 0.58 201 1017 Deficient 3.249 18 0.78 21 0.58 336 1019 Deficient 3.143 18 0.75 21 0.57 304 474 Deficient 2.313 12 1.00 18 0.41 301 476 Deficient 2.344 12 1.00 18 0.41 345 477 Deficient 2.388 12 1.00 18 0.42 345 478 Deficient 2.443 12 1.00 18 0.42 345 531 Deficient 2.107 12 0.75 18 0.40 329 547 Deficient 2.104 12 1.00 18 0.41 330 2586 Deficient 1.693 12 0.75 18 0.39 299 294 Deficient 1.295 12 0.54 15 0.47 335 295 Deficient 1.291 12 0.54 15 0.47 330 296 Deficient 1.288 12 0.54 15 0.47 168 165 Deficient 0.852 10 0.70 15 0.38 324 166 Deficient 0.853 10 0.70 15 0.38 347 167 Deficient 0.853 10 0.70 15 0.38 314 168 Deficient 0.925 10 0.75 15 0.39 339 169 Deficient 0.931 10 0.75 15 0.39 308 170 Deficient 0.951 10 0.77 15 0.40 304 174 Deficient 0.953 10 0.77 15 0.40 107 • 194 Deficient 0.852 10 0.70 15 0.38 138 202 Deficient 0.988 10 0.71 15 0.38 136 206 Deficient 0.996 10 0.72 15 0.39 226 211 Deficient 1.006 10 0.74 15 0.39 204 213 Deficient 1.014 10 0.74 15 0.39 113 216 Deficient 1.021 10 0.74 15 0.39 240 219 Deficient 1.033 10 0.75 15 0.39 240 221 Deficient 1.031 10 0.75 1 15 0.39 110 222 Deficient 1.106 10 0.79 15 0.41 213 232 Deficient 1.122 10 1.00 15 0.41 239 237 Deficient 1.133 10 1.00 15 0.41 246 293 Deficient 0.641 10 0.65 15 0.37 251 308 Deficient 0.860 10 0.68 15 0.38 290 321 Deficient 0.861 10 0.68 15 0.38 300 335 Deficient 0.861 10 0.67 15 0.38 301 345 Deficient 0.862 10 0.68 15 0.38 295 543 Deficient 1.146 10 0.69 15 0.37 307 5441 Deficient 1.251 10 0.73 15 0.38 306 545 Deficient 1.258 10 0.73 15 0.39 306 548 Deficient 1.260 10 0.74 15 0.39 309 549 Deficient 1.140 10 0.68 15 0.37 14 550 Deficient 1.140 10 0.68 15 0.37 155 590 Deficient 0.804 •10 0.65 15 0.37 293 598 Deficient 0.802 10 0.65 15 0.37 289 974 Deficient 0.930 10 0.66 15 0.37 331 980 Deficient 0.947 10 0.67 1 15 0.37 330 • 3002 Deficient 0.846 10 0.66 15 0.37 46 1080 Deficient 0.796 10 0.65 12 0.50 294 5005 Deficient 0.562 8 1.00 12 0.44 255 50131 Deficient 0.585 8 1.00 12 0.43 210 11 Subtotal "Deficient" = 13,697 Page 1 of 4 APPENDIX D COLLECTION SYSTEM DEFICIENCIES -ULTIMATE LOADING CONDITIONS PDWF Existing Existing Replacement New Length ID# Category (cfs) Diameter D/d Diameter D/d (ft) in in 362 Borderline 2.057 15 0.67 18 0.50 157 368 Borderline 2.142 15 0.68 18 0.51 246 379 Borderline 2.164 15 0.69 18 0.52 315 486 Borderline 1.768 15 0.67 18 0.51 127 488 Borderline 1.773 15 0.66 18 0.51 125 493 Borderline 1.834 15 0.69 18 0.53 206 495 Borderline 1.844 15 0.69 18 0.53 329 33 Borderline 0.620 12 0.50 15 0.38 350 36 Borderline 0.658 12 0.52 15 0.39 320 46 Borderline 0.804 12 0.50 15 0.40 262 50 Borderline 0.846 12 0.52 15 0.42 299 115 Borderline 1.242 12 0.52 15 0.39 150 116 Borderline 0.972 12 0.65 15 0.46 105 117 Borderline 0.943 12 0.64 15 0.45 75 118 Borderline 0.943 12 0.63 15 0.45 330 1191 Borderline 0.934 12 0.63 15 0.45 330 120 Borderline 0.930 12 0.63 15 0.45 341 121 Borderline 0.720 12 0.54 15 0.39 259 175 Borderline 0.706 12 0.54 15 0.41 335 182 Borderline 0.698 12 0.49 15 0.39 270 183 Borderline 0.702 12 0.49 15 0.39 259 185 Borderline 0.673 12 0.48 15 0.38 275 239 Borderline 1.407 12 0.65 15 0.46 302 • 256 Borderline 1.601 12 0.60 15 0.43 513 261 Borderline 1.689 12 0.55 15 0.40 246 297 Borderline 0.916 12 0.41 15 0.39 166 298 Borderline 0.914 12 0.41 15 0.39 317 299 Borderline 0.910 12 0.41 15 0.39 341 300 Borderline 0.905 12 0.41 15 0.39 309 312 Borderline 1.314 12 0.61 15 0.44 251 366 Borderline 0.952 12 0.52 15 0.40 326 375 Borderline 0.954 12 0.53 15 0.40 210 377 Borderline 0.995 12 0.54 15 0.41 120 389 Borderline 0.996 12 0.54 15 0.41 220 508 Borderline 1.291 12 0.51 15 0.38 9 607 Borderline 0.668 12 0.50 15 0.38 178 6101 Borderline 0.686 12 0.51 15 0.38 253 619 Borderline 0.715 12 0.53 15 0.39 226 623 Borderline 0.540 12 0.46 15 0.38 267 634 Borderline 0.728 12 0.53 15 0.40 235 635 Borderline 0.752 12 0.54 15 0.40 144 639 Borderline 0.927 12 0.62 15 0.45 140 742 Borderline 1.141 12 0.52 15 0.39 286 932 Borderline 0.854 12 0.51 15 0.38 682 1068 Borderline 1.058 12 0.57 15 0.42 221 1134 Borderline 1.482 12 0.58 15 0.42 141 1135 Borderline 1.481 12 0.53 15 0.39 30 1181 Borderline 1.143 12 0.52 15 0.39 301 43 Borderline 0.431 10 0.50 12 0.43 325 • 205 Borderline 0.696 10 0.61 12 0.46 261 207 Borderline 0.584 10 0.55 12 0.42 347 208 Borderline 0.694 10 0.61 12 0.46 105 2101 Borderline 0.585 10 0.55 12 0.42 149 2201 Borderline 1 0.634 10 0.58 12 0.44 292 Page 2 of 4 APPENDIX D COLLECTION SYSTEM DEFICIENCIES -ULTIMATE LOADING CONDITIONS • PDWF Existing Existing Replacement New Length ID# Category (cfs) Diameter D/d Diameter D/d (ft) in in 223 Borderline 0.635 10 0.58 12 0.44 107 231 Borderline 0.659 10 0.59 12 0.45 223 242 Borderline 0.660 10 0.59 12 0.45 330 245 Borderline 0.489 10 0.61 12 0.46 350 254 Borderline 0.684 10 0.61 12 0.46 330 H21 Borderline 0.737 10 0.64 12 0.48 330 301 Borderline 0.745 10 0.64 12 0.48 350 302 Borderline 0.747 10 0.63 12 0.47 23 449 Borderline 0.985 10 0.57 12 0.44 129 462 Borderline 1.028 10 0.62 12 0.47 301 465 Borderline 1.034 10 0.62 12 0.48 287 470 Borderline 1.040 10 0.63 12 0.48 282 522 Borderline 0.711 10 0.60 12 0.47 259 523 Borderline 0.670 10 0.57 12 0.45 299 524 Borderline 0.662 10 0.61 12 0.48 314 525 Borderline 0.582 10 0.56 12 0.45 255 5331 Borderline 0.577 10 0.56 12 0.44 265 546 Borderline 0.574 10 0.55 12 0.44 264 551 Borderline 1.133 10 0.66 12 0.49 160 819 Borderline 0.511 10 0.48 12 0.39 673 824 Borderline 0.544 10 0.47 12 0.41 261 868 Borderline 0.463 10 0.55 12 0.45 328 901 Borderline 0.518 10 0.50 12 0.40 175 • 917 Borderline 0.518 10 0.50 12 0.40 388 953 Borderline 0.790 10 0.59 12 0.46 331 954 Borderline 0.793 10 0.56 12 0.44 168 957 Borderline 0.598 10 0.49 12 0.40 326 962 Borderline 0.914 10 0.61 12 0.47 162 963 Borderline 0.796 10 0.60 12 0.46 330 964 Borderline 0.799 10 0.56 12 0.44 158 966 Borderline 0.642 10 0.51 12 0.41 332 975 Borderline 0.679 10 0.53 12 0.42 329 978 Borderline 0.703 10 0.51 12 0.41 168 981 Borderline 0.950 10 0.62 12 0.48 171 1041 Borderline 0.986 10 0.61 12 0.46 301 1118 Borderline 0.584 10 0.55 12 0.42 150 1121 Borderline 0.703 10 0.59 12 0.46 277 1130 Borderline 0.611 10 0.59 12 0.43 40 1131 Borderline 0.585 10 0.58 12 0.42 326 1136 Borderline 1.041 10 0.52 12 0.41 81 2566 Borderline 0.784 10 0.64 12 0.47 349 2569 Borderline 0.785 10 0.64 12 0.47 349 2576 Borderline 0.785 10 0.64 12 0.47 352 4003 Borderline 0.589 10 0.50 12 0.39 309 233 Borderline 0.341 8 0.55 10 0.41 35 240 Borderline 0.308 8 0.51 10 0.38 91 313 Borderline 0.316 8 0.54 10 0.40 226 318 Borderline 0.326 8 0.55 10 0.40 91 347 Borderline 0.373 8 0.54 10 0.42 341 • 832 Borderline 0.340 8 0.57 10 0.41 77 833 Borderline 0.340 8 0.57 10 0.41 105 2541 Borderline 0.503 8 0.57 10 0.42 181 25431 Borderline 1 0.505 8 0.56 10 0.41 36 25451 Borderline 1 0.505 8 0.58 10 0.42 294 Page 3 of 4 APPENDIX D COLLECTION SYSTEM DEFICIENCIES - ULTIMATE LOADING CONDITIONS • PDWF Existing Existing Replacement New Length ID# Category (cfs) Diameter D/d Diameter D/d (ft) in in 2547 Borderline 0.506 8 0.58 10 0.42 275 2579 Borderline 0.350 8 0.57 10 0.42 162 2581 Borderline 0.350 8 0.57 10 0.42 217 333 Borderline 2.015 15 0.66 18 0.50 130 341 Borderline 2.035 15 0.65 18 0.50 195 351 Borderline 2.045 15 0.66 18 0.50 197 1168 Borderline 1.938 12 0.51 15 0.37 335 399 Borderline 0.717 10 0.50 12 0.39 290 434 Borderline 0.717 10 0.50 12 0.39 300 447 Borderline 0.718 10 0.50 12 0.39 170 563 Borderline 1.000 10 0.49 12 0.39 332 775 Borderline 0.498 10 0.47 12 0.39 363 779 Borderline 0.501 10 0.47 12 0.39 400 785 Borderline 0.504 10 0.47 12 0.39 401 811 Borderline 0.492 10 0.40 12 0.39 171 818 Borderline 0.508 10 0.47 12 0.39 1462 903 Borderline 0.501 10 0.49 12 0.39 206 1055 Borderline 0.494 10 0.49 12 0.39 206 311 Borderline 0.275 8 0.50 10 0.37 75 5009 Borderline 0.285 8 0.49 10 0.37 225 50041 Borderline 0.360 8 0.57 10 0.42 171 Subtotal "Borderline" = 32,830 • Total Collection System Improvements = 46,527 Page 4 of 4 APPENDIX D 1 MODEL CALIBRATION FINDINGS MONITOR MODEL RESULTS CALIBRATION ID ADWF (MGD) (MGD) % 1 0.767 0.769 0 7 0.137 0.138 1 10 0.506 0.505 0 11 0.211 0.211 0 APPENDIX D_2 GIS BASED LAND USE GENERATION FACTORS LAND USE FLOW GENERATION DESCRIPTION CODE FACTORS (Qpad) Residential High Density RH-30 4800 Medium High Density RMH 4800 Medium High Density RMH-25 3600 Medium Density RM-25 3600 Medium Density RM-15 2200 Low Density RL-7 1600 Low Density RL-6 1350 Low Density RL-5 1100 Low Density RL-4 900 Low Density RL-3 750 Commercial Neighborhood CN 1190 Office CO 1120 General CG 1040 Visitor CV 1020 Regional CR 690 Industrial 1 820 MPublic Medium High Density P(RMH-25) 970 Medium Density P(RM-15) 920 Low Density P(RL-7) 1030 Low Density P(RL-6.5) 1030 Low Density P(RL-3) 100 Schools P(RL), OTHER varies Open Space-Park P(OS-P) 60 Open Space - Corn Rec P(OS-CR) 200 Industrial P(I) 1000 Commercial Neighborhood P(CN) 1000 Commercial General P(CG) 1000 Public (Utility ROW) P 0 Open Space Shore OS-S 200 Park OS-P 140 Commercial Recreation OS-CR 10 Commercial OS-C 150 Mixed Use M 2170 Mixed Use Horizontal MH 2150 Mixed Use Vertical MV 2490 Notes: Excludes high dischargers Load variations for residential uses reflect DU's/acre Schools loads were based on actual billing data APPENDIX D_3 ESTIMATED FUTURE INCREMENTAL WASTEWATER FLOWS . Modeled Parcel Total Existing Total Future Landuse Count Flow d Flow d CG 669 596,243 631,789 CN 104 108,696 115,181 CO 22 43,203 45,787 CR 49 93,356 98,903 CV 30 51,133 54,191 1 928 890,623 943,843 M 250 383,059 406,008 MH 80 121,733 129,037 MV 124 80,049 84,839 OS-C 14 5,053 5,356 OS-CR 22 2,377 2,615 OS-P 235 68,853 72,787 OS-S 22 68,503 72,613 OS-W 120 0 0 P 142 0 0 P(CG) 3 22,735 24,099 P(CN) 1 2,787 2,954 P(1) 7 4,443 4,710 P(OS-CR) 3 526 557 P(OS-P) 4 1,647 1,756 P(RL) 11 60,794 64,442 P(RL-3) 3 923 978 P(RL-6.5) 1 3,825 4,056 P(RL-7) 4 9,924 10,521 P(RM-15) 11 16,778 17,781 P(RMH-25) 9 8,904 9,436 • RH-30 436 353,256 374,451 RL-3 479 97,888 103,761 . RL-4 115 37,356 39,598 RL-5 1 44,678 47,358 RL-6 53 8,373 8,875 RL-7 34235 8,694,334 9,215,994 RM-15 3888 2,254,600 2,389,876 RM-25 1 346 366 RMH 1 2,678 2,839 RMH-25 5974 3,485,959 3,695,117 ROW 32 0 0 V_CG 25 0 14,329 V_CN 5 0 2,898 V_CV 5 0 23,403 V_I 37 11,402 40,720 V_MH 8 190,082 330,713 V_MV 9 0 4,122 V_OS-C 8 0 21,581 V_OS-P 316 134 20,252 V_P 2 0 0 V_P(OS-P) 1 0 889 V_RH-30 19 0 110,985 V_RL-3 47 0 3,009 V_RL-7 15 0 11,512 V_RM-15 44 0 220,936 V_RMH-25 29 0 24,518 SIDS-SCHOOLS 541,404 806,853 Total(GPD) 48,653 18,368,653 20,319,193 Total(MGD) 18.37 20.32 Total Incremental Flow(MGD) 1.95 SIGNIFICANT DISCHARGERS Service Service Service Return Service Wastewater Account APN Landuse Type Area Water To Units Flow Number (acres) (ccf/year) Sewer (gpd) 615020 165-364-21 CG COMMERCIAL 0.722 24013 0.95 1 47178 909480 145-473-09 1 INDUSTRIAL 0.556 4599 0.95 1 9048 961240 145-531-24 1 INDUSTRIAL 1.148 5113 0.95 1 10340 909580 145-473-23 1 INDUSTRIAL 1.107 17121 0.95 1 33606 2065112 165-171-02 P(RL) COMMERCIAL 14.709 9540 0.95 1 18742 1563572 195-091-01 P(RL) COMMERCIAL 28.758 15345 0.95 1 30375 126672 146-131-01 P(RL) COMMERCIAL 13.529 11894 0.95 1 23266 1359972 178-761-02 P(RL) COMMERCIAL 15.784 11240 0.95 1 21973 2031032 110-354-01 P(RL) COMMERCIAL 4.701 10653 0.95 1 21327 266232 167-443-09 P(RL) COMMERCIAL 13.575 8367 0.95 1 16803 2317593 023-020-03 P(RL) COMMERCIAL 8.607 9619 0.95 1 18742 �� L11JJJ LI_iJ_LJLULU LM-Ij $ i Y V rde Mar Dr. LDT= 10 1014 1015 1019 1017 1019 Ha U N rbrook Dr. d NOT TO SCALE 0 J7 E U Kennedy/Jenks Consultants Bend Engineer&ScierNieb Lines •� •� City of Huntington Beach BordeAi � Sewer Master Plan KJ 014641.00 U o•�eM Sewer Line Deficiency COFigure D_1 �►� ■ ■ �■■■■■■■�■■■I��:■� /I/■11111 ::C � ■ �IIIIIIIIIIIIIIIIII■ ■ �� �� � /� � �■■I■_ II■■■■■ ��\IIIIIIIIIIIIIIII■ � I/11�11� :: :: � ■■IIII■ �i i■i `ice ■IIIIIIIIIIIIIIII � �IIIIIII� ■■ �� � /� ■IIII■ ■■ �,� ii ■IIIIIIIIIIII/�� � ■1�1■111� �� �� � \�► IIIII■ .�■ � � IIIIIIIIIIIIIIII�.�� � 1 � / �■1111■;�� �,� IIIIMIIIIII ■ �i I/II■IIII■■ ■111\�♦ ~� ��lIIl�A a��■/i IIIIIIIIIIIIIIIIIIIII\� �\IIIII■11■ IIIIII�, 1ill-: �: ■1111111�� �� 11111111111 YIIIIIII ► �■ 1■ IIII■in � ■ �� IIII■� �■ � � ��� � �J A� I/, ■IIIII■ �� �,�� �� �� �� ii ■1\� . 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City of Huntington Beach P5 � Sewer Master Plan F8 KJ 014641.00 whdeor Dr. € j of Sewer Line Deficiency 1$m 1-8 Figure D_6 ,Iillll�//////!: �1\\\\\\�IIIIIIII�111111,1111111111111111 � - ���`�� � ► � � ��� IIIIIIIIIIIIIIIIII� _ � �� �� � �/� 1V�\�\� u►u�rmu Illmn iurH IIIIIIII iiiii � 1 I'' ,\?!�, �� � rri ♦ II NMI :I�` ♦ �I! ��� i j ICI . Tl• IMF r � C Mead �ark Or• i v ge`d "Lines Orlando Dr. MO&IW Bo Kennedy/Jenks Consukanta Engineer&Scientists • City of Huntington Beach Sewer Master Plan NOT TO SCALE ® KJ 014641.00 Sewer Line Deficiency Figure D_8 • Appendix E Sewer Service Charge Ordinances CITY OF HUNTINGTON BEACH -SEWER SERVICE CHARGES I. EXECUTIVE SUMMARY AND OVERVIEW This report sets forth a sewer service charge approach for the City of Huntington Beach. By implementing the approach, the City can generate revenue required to repair its local sewer collection system, operate and maintain the system, and maintain a fund for replacing system components in the future. According to City staff, the amount needed for fiscal year 2001-02 is $6.3 million. That amount will increase annually to reflect changes in costs for improving, operating, and maintaining the system. Darrel Cohoon & Associates (DCA) has developed a sewer charge approach in cooperation with City staff. If implemented, the approach will generate $6.3 million dollars in its first full year. The service charge approach is a combination flat-charge and flat-rate system. Under the approach, the charges would apply to customers in each of five categories, as shown in Table 1 on the following page. The methodology is summarized in this Executive Summary and described in greater detail in Section II. DCA calculated the actual rates and charges using an Excel spreadsheet model. A printout of the model is presented in Appendix E. . DCA has submitted a diskette containing the model to the City along with this report. BASIC SEWER CHARGE CALCULATION METHODOLOGY The basic approach for calculating charges is shown below: • Estimate the amount of annual discharge to the sewer system for each customer category. • Calculate each category's percentage share of total annual discharge to the sewer system. • Multiply the City's total annual sewer revenue requirement ($6.3 million for 2001-02) by each category's percentage share of sewer discharge to determine the dollar amount allocable to each category. • Divide the dollar amount allocable to each category by the number of billing units in the category: • Housing units for Residential and Apartment • Equivalent dwelling units (EDUs) for Regular Commercial/Industrial • Hundred cubic feet (HCF) of water consumption, adjusted for non-sewer uses, for High-Consumption Commercial/industrial • Average daily attendance (ADA)for public schools. 1 Table 1 Summary of Sewer Charge Customer Categories, Charge Types, and Amounts ...._.... . Customer Category Charge Type Monthly Charge Residential — Mostly single- Flat charge — Same amount for all ! $5.30 per family, but also includes customers in category, calculated ` unit per l townhouses with individual and billed bimonthly via the Utility month i meters. Billing System. Apartment — All apartments Flat charge — Same amount for all $4.40 per and mobile homes, and all customers in category, calculated unit per townhouses served by and billed bimonthly via the Utility month common water meters Billing System. Regular Flat rate — Same dollar amount per $6.15 per Commercial/Industrial — Equivalent Dwelling Unit (EDU), EDU per Most businesses, including calculated and billed bimonthly via month private schools. the Utility Billing System. (EDUs are based on meter size or number of tenant units, whichever is higher. See Section Il.) High-Consumption Flat rate — Same amount per $0.60 per Commercial/Industrial — hundred cubic feet (HCF) of HCF per Businesses with high water estimated sewer discharge. Hand- year consumption relative to calculated and billed by Public their meter size. Works Department once a year. Public Schools — All public Flat rate — Flat rate per student per High School: K-8 and high school year with a different rate per student districts with schools in the for K-8 and for high schools. Hand- $1.69 per City. calculated and billed by Public ADA per Works Department once a year. year. K-8: $1.09 per ADA per year 2 WHY THE PROPOSED APPROACH WAS SELECTED During 2000, the City considered a sewer charge approach that would have based nearly all individual customers' charges on their metered water consumption. Under that approach each customer's sewer charges would be based on their actual, individual water use, less an allowance for landscape irrigation and other non-tributary-to-sewer uses (e.g., water used in products or evaporated through boilers and cooling towers). Unfortunately, it is not feasible for Huntington Beach to develop and implement an automated, metered-water approach at this time. Doing so would require a significant amount of re-programming of the existing Utility Billing System. That system is to be replaced as part of a major automated systems development project that is now under way. Re-programming the existing Utility Billing System would be time-consuming, expensive, and highly disruptive to the major automated system-development project. Then, once re-programmed at considerable expense, the existing Utility Billing System would be discarded and replaced with an entirely new system within a short time. Adopting the recommended system will allow the City to implement a sewer charge within a few months while avoiding the expense and disruption associated with re-programming the Utility Billing System. The proposed approach is fair and equitable. It allocates proportionate shares of the total citywide revenue required among customer categories based on their shares of total discharge to the sewer system. It also compares favorably in terms of fairness among individual customers to the approaches used by other cities in the Orange County Sanitation District service area. Charges for residential-type customers in other cities within the OCSD service are summarized in Table 2. Appendix A presents a summary of charges for all customer categories, including commercial and industrial, within the service area, as compiled by the OCSD. The selected approach allocates costs fairly, is reasonable in terms of administrative burden on City staff, and takes the capabilities of the City's automated systems into account. In terms of administrative difficulty, the proposed approach is somewhat complicated, incorporating four basically different methodologies to calculate charges for five separate customer categories. It also requires individual calculation of some customers' bills. It is likely to require several hundred labor-hours a year to respond to appeals, update the model, and make other adjustments to the sewer-charge billing process. Overall, we believe the complexity of the approach is appropriate because it is fair to customers. 3 CHARGES APPLY ONLY TO THOSE CONNECTED TO THE SEWER SYSTEM Under the proposed approach, the service charges for all categories of customers are based on their estimated discharge to the City's sewer'system. The sewer charges apply only to those customers with connections to the sewer system. Since the City's records do not show which, if any, water customers are without sewer connections, the City should initially bill all water customers for sewer use. Each bill should include a notice stating the customer's right to appeal the charge and outlining the procedure for doing so. Upon appeal, the City should waive the charges for any customer who provides evidence that his/her water service is not tributary to the sewer system. This exclusion is not only fair, but is also necessary in order for the charge to be regarded as a user charge rather than a charge incidental to property ownership. Charges incidental to owning property are subject to Proposition 218 and to a public vote. Table 2. Comparison of Residential Sewer Charges in OCSD Service Area Typical Monthly Charge Assuming 1,800 sq. ft. Dwelling or 15 HCF Water Use Charge Calculation Methodology A enc Anaheim $.94 Flat charge. Brea $1.52 Flat charge, varies by size of residential unit. Buena Park $1.06 Flat rate: 6% of total water bill (capacity as well as consumption charge). Costa Mesa Single-family$1.92 Flat charge. Sanitary District Multi-family$1.48 Cypress $.50 Flat charge. Fountain Valley No sewer charge Fullerton $4.13 Flat rate: 25% of water bill (capacity as well as consumption). Garden Grove $5.44 Pre-Prop 13 GG Sanitary District Rate of $2.12 (average residential unit) + Flat charge of $3.32 per residential unit. 4 Huntington Beach Residential $5.96 Flat Charge (Proposed) Apartment$4.95 Irvine Ranch Water $5.90 Flat charge. Amount varies by consumption blocks. District La Habra $1.98 Flat rate: 10% of water bill. La Palma $3.00 Flat rate: $.20 per 100 HCF. Los Alamitos No sewer charge Midway City $1.25 Flat charge. Sanitary District (includes Westminster) Newport Beach $7.35 Flat rate: $.25 per HCF. Orange Single-family$,42 Flat charge. Also covers storm drains. Multi-family$.36 Placentia No sewer charge Santa Ana No sewer charge Seal Beach $10.51 Flat rate of 22% of total water bill + capital fund fee combined = $4.68, plus flat charge for sewer master plan of $5.83. Water rate, capital fund fee, and master plan fee are all based on meter size. Tustin No sewer charge Villa Park No sewer charge Yorba Linda Water $2.00 Flat charge. District 5 CUSTOMER CATEGORIES AND APPLICABILITY OF CHARGES The proposed sewer charge categories are based on the categories in the City's Utility Billing System. The make-up of sewer charge customer categories in relationship to the Utility Billing system categories is shown in Table 3 below: Table 3 Makeup of Sewer Charge Categories Relative to Utility Billing System Utility Billing Proposed Sewer Service Charge System Categories Categories Residential Residential equals same customers as in Utility Billing System's Residential category Apartment Apartment equals same customers as in Utility Billing System's Apartment category Commercial Regular Commercial/industrial is made up of some customers from Utility Billing System's Commercial category and some from Utility Billing System's Industrial category Industrial High Consumption Commercial/industrial is made up of some customers from Utility Billing System's Commercial category and some from Utility Billing System's Industrial category Public Schools are extracted from Utility Billing System's Commercial category. Irrigation Irrigation-only accounts are not charged for sewer use. Municipal [Municipal-only accounts are not charged for sewer use. Irrigation accounts are not charged for sewer use because water that flows through irrigation meters is not tributary to the sewer system. The Utility Billing System's Municipal category includes only meters used by the City for municipal purposes. These meters are exempt from the sewer charge because payment of the charges would only result in transferring money from one fund or account to another rather than raising additional revenue for the City. 6 THE IMPORTANCE OF AN APPEALS PROCESS While the service charge methodology is fair and equitable, there are likely to be many cases in which adjustments will need to be made to individual accounts. The City should have an appeals process and a set of adjustment guidelines for responding to any appeals. Some of the types of situation requiring adjustment will likely be: • Residential and commercial customers that use an exceptionally large percentage of their water for irrigation. Nurseries, for example, typically use most of their water consumption for this purpose. • Businesses that use water in boilers, evaporative coolers, as an ingredient in products, or in clothes washers and dryers. A significant percentage of water consumed by laundromats, for example, is evaporated through dryers • Apartments and commercial properties with vacancies during an entire billing period. The appeals process should also be used to exempt customers who are not connected to the sewer system. We have included guidelines for evaluating appeals and making adjustments, as appropriate, in Appendix B to this report. 7 FINAL REPORT Sewer Master Plan Flow Monitoring Program Volume 2 of 2 City of Huntington Beach California May 2003 K/J 014641 .00 Kennedy/Jenks Consultants ,.. ✓ /fit - �,����� , � l ,g �� �. j. f. Huntington Beach , CA ' ` \:•,:J� ��"'�`' ' _�,�. y� �.;fir ;b bb�� '�� - �� Temporary • Monitoring Report Kennedy/Jenks2002 Prepared for: Prepared by: • Michelson2151 Suite 11 Irvine, CA 92612 ENVIRONMENTAL %r City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 40 TABLE OF CONTENTS CHAPTER 1 EXECUTIVE SUMMARY................................................................... 1 CHAPTER 2 INTRODUCTION ............................................................................... 5 2.1 Background .............................................................................................. 5 2.2 Project Scope ........................................................................................... 5 CHAPTER 3 EQUIPMENT AND METHODOLOGY .............................................. 6 3.1 Flow Quantification Methods................................................................... 6 �. • 3.1.1 Continuity Equation............................................................................ 6 3.1.2 Manning's Equation ........................................................................... 6 3.2 Flow Monitoring Equipment.................................................................... 7 3.3 Installation ................................................................................................ 8 3.4 Data Collection, Calibration, and Quality Assurance............................. 9 CHAPTER 4 DATA ANALYSIS AND PRESENTATION ....................................... 11 4.1 Data Analysis.......................................................................................... 11 4.2 Data Presentation................................................................................... 12 4.3 Flow Monitoring Accuracy..................................................................... 12 ADS Environmental Services i City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 A-9 CHAPTER 5 FLOW MONITORING RESULTS .................................................... 14 Appendix «A..........................................................................................................A LIST OF FIGURES AND TABLES Table 1.1 Depth and Flow Summary by Site....................................2 Figure 1.1 Graph of Total Flows............................................................ 3 •� Figure 1.2 Graph of Daily Min., Avg., and Max Flows.......................4 Figure 3.1 Typical Installation................................................................ 9 ADS Environmental Services ii C � ay � � � � _—� City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 • CHAPTER 1 Executive Summary Kennedy/Jenks Consultants contracted with ADS Environmental Services to conduct flow monitoring at twelve (12) sewer locations in the City of Huntington Beach, California for a total of twenty- eight (28) consecutive days. The following tasks were requested by Kennedy/Jenks Consultants and were performed by ADS Environmental Services: • Investigate twelve (12) locations for suitable hydraulic conditions. • Install flow monitors at twelve (12) locations. • Perform flow monitoring for a total of twenty-eight (28) days. • Calculate flows at the twelve (12) sites and present results in a report. • ADS Environmental Services investigated the twelve (12) locations where flow monitoring was requested. Satisfactory conditions were found and all of the sites were installed by March 13, 2002. Twenty-eight (28) consecutive days of flow monitoring was conducted from March 14, 2002 through April 10, 2002 for ten (10) of the monitoring sites. Due to equipment difficulties, the monitoring period was through April 19, 2002 for two (2) of the monitoring locations (HB01, HB04). Equipment removal was accomplished by April 22, 2002. A detailed description of these processes is presented in Section 3.3 of this report. The twenty-eight (28) days of flow monitoring data was used to calculate flow quantities for each location. An explanation of the process used to quantify flows is described in Chapters 3 and 4 of this report. A summary of the data is presented in Table 1.1 and in Figure 1.1. • ADS Environmental Services 1 City of Huntington Beach, Califta Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Site Total Flow Min. Flow Avg. Flow Max. Flow (MG) (MGD) (MGD) (MGD) H1301 22.238 0.211 0.769 1.936 HB02 22.79 0.254 0.814 1.686 HB03 18.029 0.138 0.644 1.331 HB04 20.948 0.272 0.721 1.191 HB05 24.15 0.259 0.863 1.635 HB06 9.312 0.019 0.333 1.006 HB07 3.865 0.029 0.138 0.389 HB08 16.93 0.112 0.605 1.233 HB09 5.038 0.043 0.181 0.396 HB10 14.14 0.152 0.505 1.129 H B 11 5.917 0.063 0.211 0.593 HB12 4.458 j 0.030 1 0.159 0.374 ADS Environmental Services 2 City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Figure 1.1 Graph of Total flows for monitoring period Flow Summary of 15-minute data points Total Flow (MG) 30 - 25 -- - --- -- --- — --- — - - - 20 -- - — - -- -- 15 - --- --- — — ❑Total Flow(MG) 10 - -- - - 5 -- -- - 0 1-11301 HB02 HB03 HB04 HB05 HB06 HB07 HB08 HB09 HB10 HB11 HB12 ADS Environmental Services 3 City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Figure 1.2 Graph of Daily Minimum, Average, and Maximum Flows Flow Summary of 15-minute data points 2.5 2 1.5 ❑Min. Flow ■Avg. Flow 1 ❑Max. Flow 0.5 0 1-11301 HB02 HB03 HB04 HB05 HB06 HB07 HB08 HB09 HB10 HB11 HB12 ADS Environmental Services 4 O d C n __� _� City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 CHAPTER 2 Introduction 2.1 Background Kennedy/Jenks Consultants contracted ADS Environmental Services to conduct flow monitoring at twelve (12) sewer locations in the City of Huntington Beach, California. The objective of this study was to measure depth and velocity and to quantify flows. 2.2 Project Scope The scope of this study involved using temporary and long-term flow monitors to quantify wastewater flow at twelve (12) locations in the City of Huntington Beach, California for twenty-eight (28) consecutive days. Specifically, the study included the following key �• components. • Investigate the proposed flow monitoring sites for adequate hydraulic conditions. • Flow monitor installations. • Flow monitor calibrations and data collections. • Flow data analysis. ADS Environmental Services 5 EQUIPMENT & METHODOLOGY I vi City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 CHAPTER 3 Equipment and Methodology 3.1 Flow Quantification Methods There are two main equations used to measure open channel flow: the Continuity equation and the Manning's equation. The Continuity equation, which is considered the most accurate, can be used if both depth of flow and velocity are available. The Manning's equation only requires depth of flow and certain physical characteristics of the pipe. A more detailed discussion of each equation follows. 3.1.1 Continuity Equation The Continuity equation states that the flow rate (Q) is equal to the wetted area (A) multiplied by the average velocity (V) of the flow. Q = A* V This equation is accurate in adverse conditions including surcharge, silt build up, and settling pipes and is used in this analysis. Most modern flow monitoring equipment, including the ADS Models, measure both depth and velocity and therefor use the Continuity equation to calculate flow. 3.1.2 Manning's Equation Manning's equation states the following: Q = 1.486 * A* Rh211* s112/ n Where, Q = flow rate A= wetted area •J s = slope of the hydraulic grade line (ideally equal to slope of pipe) ADS Environmental Services 6 i y's City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 • n = roughness factor for the pipe Rh = hydraulic radius (wetted area /wetted perimeter) Values of s and n can be approximated using "As Built" drawings or an equivalent ratio developed through a series of field calibrations. Although Manning's equation has been a traditional method of flow quantification, it requires free and unobstructed flow. Therefore, Manning's equation may not be suitable for sites with pump station influence, surcharge, silt buildup, or a variety of other factors. 3.2 Flow Monitoring Equipment The monitor selected for this project was the ADS Model 1500-flow monitor. This flow •� monitor is an area velocity flow monitor that uses both the Continuity and Manning's equations to measure flow. The ADS Model 1500-flow monitor consists of data acquisition sensors and a battery- powered microcomputer. The microcomputer includes a processor unit, data storage, and an on-board clock to control and synchronize the sensor recordings. The monitor was programmed to acquire and store depth of flow and velocity readings at 15-minute intervals. A laptop computer was used in the field to retrieve and store data from the monitor. Three types of data acquisition sensors are available for Model 1500 flow monitor. The primary depth measurement device is the ADS quad-redundant ultrasonic level sensor. This sensor uses four independent ultrasonic transceivers in pairs to measure the distance from the face of the transceiver housing to the water surface (air range) with up to four transceiver pairs, of the available twelve, active at one time. The elapsed time between transmitting and receiving the ultrasonic waves is used to calculate the air range between the sensor and flow surface based on the speed of sound in air. Sensors in the transceiver housing measure temperature, which is used to compensate the ultrasonic signal travel time. The speed of sound will vary with temperature. Since the ultrasonic level sensor is mounted out of the flow, it creates no disturbance to normal flow patterns and does not affect site hydraulics. ADS Environmental Services 7 %i City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 Redundant flow depth data can be provided by a pressure depth sensor, and is independent from the ultrasonic level sensor. This sensor uses a piezo-resistive crystal to determine the difference between hydrostatic and atmospheric pressure. The pressure sensor is temperature compensated and vented to the atmosphere through a desiccant filled breather tube. Pressure depth sensors are typically used in larger size channels and applications where surcharging is anticipated. Its streamlined shape minimizes flow distortion. Velocity is measured using the ADS V-3 digital Doppler velocity sensor. This sensor measures velocity in the cross-sectional area of flow. An ultrasonic carrier is transmitted upstream into the flow, and is reflected by suspended particles, air bubbles, or organic matter with a frequency shift proportional to the velocity of the reflecting objects. The reflected signal is received by the sensor and processed using digital spectrum analysis to determine the peak flow velocity. Collected peak velocity information is filtered and processed using field calibration information and QuadraScan® software to determine the average velocity, which is used to calculate flow quantities. The sensor's small profile, measuring 1.5 inches •� by 1.125 inches by 0.50 inches thick, minimizes the affects on flow patterns and site hydraulics. 3.3 Installation Installation of flow monitoring equipment typically proceeds in four steps. First, the site is investigated for safety and to determine physical and hydraulic suitability for the flow monitoring equipment. Second, the equipment is physically installed at the selected location. Third, the monitor is tested to assure proper operation of the velocity and depth of flow sensors and verify that the monitor clock is operational and synchronized to the master computer clock. Fourth, the depth and velocity sensors are confirmed and line calibrations are performed. A typical Model 3600 flow monitor installation is shown in Figure 3.1. The installation presented in Figure 3.1 is typical for circular or oval pipes up to approximately 42-inches in diameter or height. In this type of installation, depth and velocity • sensors are mounted on an expandable ring and installed one to two pipe diameters upstream of the pipe/manhole connection in the incoming sewer pipe. This reduces the ADS Environmental Services 8 City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 affects of turbulence and backwater caused by the connection. This type of installation was used on this project. Figure 3.1 Typical Installation u i �s 3.4 Data Collection, Calibration, and Quality Assurance During the monitoring period, field crews visit each monitoring location on a weekly basis to retrieve data, verify proper monitor operation, and document field conditions. The following quality assurance steps are taken to assure the integrity of the data collected: • Measure Power Supply: The monitor is powered by a dry cell battery pack. Power levels are recorded and battery packs replaced, if necessary. A separate battery provides back-up power to memory, which allows the primary battery to be replaced without the loss of data. • Perform Pipe Line Calibrations and Confirm Depth and Velocity: During each site visit, a member of the filed crew descends into the manhole to perform a field measurement of flow rate, depth and velocity to confirm they are in agreement with the monitor. Since the ADS V-3 velocity sensor ADS Environmental Services 9 City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 measures peak velocity in the wetted cross-sectional area of flow, velocity profiles are also taken to develop a relationship between peak and average velocity in the line. • Measure Silt Level: During each site visit, a member of the field crew descends into the manhole and measures and records the depth of silt at the bottom of the pipe. This data is used to compute the true area of flow. • Confirm Monitor Synchronization: The field crew checks the flow monitor's clock for accuracy. • Upload and Review Data: Data collected by the monitor is uploaded and reviewed for comparison with previous data. All readings are checked for consistency and screened for deviations in the flow patterns, which indicate system anomalies or equipment failure. �i ADS Environmental Services 10 DATA ANALYSIS & PRESENTATION City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 • CHAPTER 4 Data Analysis and Presentation 4.1 Data Analysis A flow monitor is programmed to collect data at 15-minute intervals throughout the monitoring period. The monitor stores raw data consisting of (1) the air range (distance from sensor to top of flow)for each active ultrasonic depth sensor pair and (2) the peak velocity. If the monitor is equipped with a pressure sensor, then a depth reading from this sensor may also be stored. When the data is collected by the field personnel, typically using ADS's FieldScan® software, the air range is converted to depth data based on the pipe height and physical offset (distance from the top of the pipe to the surface of the ultrasonic sensor). The data is imported into ADS's QuadraScan® software and is examined by a data analyst to verify its integrity. The data analyst also reviews the daily field reports and site visit records to identify conditions that would affect the collected data. • Velocity profiles and line calibration data developed by the field personnel is reviewed by the data analyst to identify inconsistencies and verify its integrity. Velocity profiles are reviewed and an average to peak velocity ratio is calculated for the site. This ratio is used in converting the peak velocity measured by the sensor to the average velocity used in the Continuity equation. A hydraulic coefficient (HC) is calculated from the data for each line calibration. This hydraulic coefficient is the ratio of the coefficients s and n, previously discussed in the presentation of Manning's equation (section 3.1.2). The data analyst selects which ultrasonic pairs and/or depth sensor entity will be used to calculate the final depth information. Silt levels present at each site visit are reviewed and representative silt levels established. Selections for the above parameters can be constant or can change during the monitoring period. While the data analysis process is described in a linear manner, it often requires an iterative approach to accurately complete. ADS Environmental Services 11 .; City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 • 4.2 Data Presentation This type of flow monitoring project generates a large volume of data. To facilitate review of the data, results have been provided in graphical and tabular formats. The flow data is presented graphically in the form of wastewater flow hydrographs. These hydrographs depict the collected data plotted 7 days per page and one month per page (15-minute depth, velocity, and flow quantities). The hydrographs facilitate visual inspection of diurnal flow patterns. Tables are provided in daily and 15-minute averages. These tables show the flow rate for each day, along with the daily minimum and maximums, the times they were observed, the total daily flow, and total flow for the month (or monitoring period). The following explanation of terms may aid in interpretation of the tables and hydrographs: AMMIN FLW--The MIN FLOW observed during the a.m. hours (in MGD) DFINAL— Final calculated depth measurement(in inches) i HYDRAULIC COEFF (HC) -- Calibrated factor for use in the Manning equation MAX FLOW--The maximum observed flow rate during the reporting period (in MGD) MIN FLOW--The minimum observed flow rate during the reporting period (in MGD) QFINAL-- Final calculated flow rate (in MGD) TABLE -- Data used to convert depth and velocity information to flow rate TOT FLOW--Total volume of flow recorded for the indicated time period (in MG) RAIN—Total rain fall received during reporting interval. 4.3 Flow Monitoring Accuracy Sensor accuracy for the ADS quad-redundant level sensor is +/- 1/8" for smooth flow surfaces with no surface waves. Turbulent hydraulic conditions and surface waves will result in greater ADS Environmental Services 12 "i. City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 • variability, since the sensor can measure the crest or trough of a wave as readily as it can the average depth. Since each stored sensor reading is the result of 4 individual measurements, some reduction in error is obtained. Calibration of the level sensor is also limited by the accuracy with which field personnel can measure the true flow depth. Depth correlations between monitor and field readings were generally +/- 1/4" throughout this project, after applying the "zero" adjustment to the monitor data. Sensor accuracy for the ADS V-3 digital doppler velocity sensor is normally stated as a percentage of the sensor's full scale of 20 fps (based on a total range of—5 to 15 fps), and varies with the peak velocity range. For peak velocities between 0 and 5 feet per second, the accuracy is +/- 1.0% of full scale, or+/- 0.2 feet per second. For peak velocities between 5 and 10 feet per second, the accuracy is +/-1.5% of full scale, or +/- 0.3 feet per second. All peak velocity readings in this study are within these ranges. • • ADS Environmental Services 13 FLOW MONITORING RESULTS City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 CHAPTER 5 Flow Monitoring Results Wastewater flow was monitored from March 14, 2002 through April 10, 2002 at ten (10) locations in the City of Huntington Beach, California. The monitoring period was extended for two (2) of those twelve (12) locations through April 19, 2002. This was due to difficulties with the equipment. The flow monitors were removed by April 22, 2002. The flow monitor recorded depth and velocity at a 15-minute sample rate. These samples were then used to calculate 15-minute flow averages. Detailed flow results are presented in Appendix "A" of this report. The Appendix includes site sheets giving exact locations and conditions of the sites. Flow data is presented in tabular format (daily and 15-minute averages) and in graphical format (weekly and monthly hydrographs of 15-minute depth, velocity, and flow quantities). • • ADS Environmental Services 14 a b b e City of Huntington Beach, California Temporary Flow Monitoring Study March 14, 2002 - April 19, 2002 • Appendix "A" ADS Environmental Services A x 0 Flow Monitor HB_01 — March 14, 2002 through April 3, 2002 April 11 , 2002 through April 19, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Dept Velocity Quantity during the majority of the monitoring period. Flow depth and h (fps) (mgd) velocity measurements recorded by the flow monitor are (in) consistent with field confirmations conducted to date and Average 2.94 4.38 0.769 support the relative accuracy of the flow monitor at this Minimum 1.93 2.05 0.211 location. Maximum 4.50 6.72 1.936 A review of quantity data indicates different diurnal patterns between weekday and weekend periods. A significant Ultrasonic depth and velocity sensor uptimes of 100% were reduction is exhibited on weekends. Average flow depth, observed during the noted periods. Based upon the quality velocity, and quantity data observed during the month, along and consistency of the observed flow depth and velocity data, with observed minimum and maximum data, are provided in the Continuity equation was used to calculate flow rate and the following table. quantities during the monitoring period. Site Book#/MH# AV Site Report HB_01 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/12/02 Diameter ADS Job# ress/ Location: Graham St. (Huntington Beach, Ca.) Initials: Ty D. 30.75"x30.38" 11871.11 Approx. 100 yds. N. of Edinger in northbound slowlane of Graham. Next to Park. Installation Access: Drive Thomas Guide: 827 E-5/6 Stainless steel ring with ultrasonic,velocity and pressure sensors. IV�\ 1 I I Safety � ! ��� I I No rungs I I I I as I I Investigation n °' I I d 02 0 % E Q N I I d t E I I a H2S 0 ppm ea C tL`a I I m CO 0 ppm rn I I LEL 0 % Tennis HB_01 I Courts Traffic I I Heavy(arrowboard) Edinger Ave. 1 I 1 Pipe Material VCP Edinger Ave. Manhole Depth 15 ft. Access Map Site Map Pipe and M.H.Condition Manhole in Fair Condition I Sensor Location Manhole Profile v m w co ao cn a 3 m w � 0 w co 30.75"h x 30.38"w Cross-Section View Plan View Drawings Not to Scale Show Any Defects Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor harge : None Height: --- Velocity Sensor Time 15:00 DOF 6.00" +/- velocity 4.50 fps Silt 0.001, Show Sensor Locations ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 9 0.35 3.5 8 0.30 3.0 7 < m c p 0.25 L 2.5 8 n Of 0.20 2.0 5 ' 4 0.15 1.5 3 0.10 1 .0 2 0.05 0.5 1 0.00 0.0 0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VEINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 9 0.35 3.5 8 0.30 3.0 7 < m c o c � � 0.25 L 2.5 6 co a � N y 0.20 2.0 5 4 0.15 1.5 3 0.10 1.0 2 0.05 0.5 1 0.00 0.0 0 Mon 15 Mon 22 May 1 Wed 8 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 011m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 9 0.35 3.5 8 0.30 3.0 7 < m c E ° 0 0.25 t 2.5 6 asn w a) ca o 0.20 2.0 5 4 0.15 1.5 3 0.10 1 .0 2 0.05 0.5 1 0.00 0.0 0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 9 I 0.35 3.5 8 0.30 3.0 7 < _ m C O C O 0.25 t 2.5 6 M n w N N 0.20 2.0 k V A Am, w 5 ti 4 0.15 1 .5 3 0.10 1.0 2 0.05 0.5 1 0.00 0.0 0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services I GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 VA 0.40 4.0 9 0.35 3.5 8 0.30 3.0 I 7CD < 0.25 L 2.5 � • 6 m CL 0.20 2.0 b 5 a ti' 4 0.15 1.5 0.10 1.0 2 0.05 0.5 1 0.00 0.0 0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 9 0.35 3.5 8 0.30 3.0 7 < m c 0 0.25 L 2.5 6 m a of a) a o 0.20 2.0 5 4 0.15 1 .5 3 0.10 1 .0 2 0.05 0.5 1 0.00 0.0 0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 r� 0.35 3.5 i8 0.30 3.0 7 < m c o 0.25 L 2.5 g M n w � 0.20 2.0 5 �r "h �I �M 4 0.15 1 .5 � 3 0.10 1 .0 2 0.05 0.5 1 0.00 0.0 0 Thu 11 Fri 12 Sat 13 Sun 14 Mon 15 Tue 16 Wed 17 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 01\m 1\DFINAL HB 01\m 1\VFINAL HB RG01\m 1\RAIN 12 0.45 4.5 11 10 0.40 4.0 I � � 9 0.35 3.5 8 0.30 3.0 7 < m c o 0.25 L 2.5 6 m a of d 0.20 2.0 5 i 4 0.15 1 .5 3 0.10 1 .0 2 0.05 0.5 1 0.00 0.0 0 Thu 18 Fri 19 Sat 20 Sun 21 Mon 22 Tue 23 Wed 24 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 01\m 1\QFINAL HB RG01\m 1\RAIN 0.45 1 .75 0.40 1.50 0.35 1 .25 0.30 p I c � 0.25 1 .00 `: 3 o 0.20 u. 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 01\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 I 1.50 0.35 1 .25 0.30 0 c � 0.25 1.00 `0 3 0 0.20 0.75 0.15 0.50 0.10 0 0.05 .25 0.00 0.00 Mon 15 Mon 22 May 1 Wed 8 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 01\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0.25 1 .00 1° 3 o LL 0.2U 0.75 0.15 0.50 0.10 0.25 � 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 01\ FINAL FIB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 c � 0.25 1 .00 fO 3 of FL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 01\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 y 0.35 1 .25 0.30 0 c � 0.25 1 .00 cc 3 0 i 0.20 0.75 I lit 0.15 0.50 I 0.10 0.25 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 011 FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0.25 1 .00 f° 3 0 LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 01\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1.50 0.35 1 .25 0.30 � o c 0.25 1 .00 m 3 o LL 0.20 0.75 0.15 0.50 0.10 0 0.05 .25 0.00 0.00 Thu 11 Fri 12 Sat 13 Sun 14 Mon 15 Tue 16 Wed 17 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height: 30.75 HUNTINGTON BEACH, CA 0.50 2.00 HB 011 FINAL HB RG01 1\RAIN 0.45 1.75 0.40 1 .50 0.35 1 .25 0.30 0 c � 0.25 1.00 m ; 0 LL 0.20 0.75 0.15 0.50 i 0.10 0.25 0.05 0.00 0.00 Thu 18 Fri 19 Sat 20 Sun 21 Mon 22 Tue 23 Wed 24 Apr 2002 Time ADS Environmental Services GRAHAM ST. HB_01 Pipe Height 30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3861 0.0000-0.0000 HB U11mp11QFINAL(MGD-Total MG) HB-RG011mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 02:30 0.252 12:20 1.660 0.875 0.875 0.00 3/15/02 05:05 0.247 09:35 1.615 0.767 0.767 0.00 3/16102 07:10 0.267 10:40 0.843 0.502 0.502 0.00 3117102 05:00 0.194 10:35 0.623 0.407 0.407 0.11 3/18/02 01:50 0.283 12:25 1.711 0.874 0.874 0.00 3119/02 01:25 0.263 12:20 1.935 0.960 0.960 0.00 3/20/02 02:25 0.344 12:25 1.693 0.953 0.953 0.00 3/21102 04:00 0.342 11:50 1.814 0.969 0.969 0.00 3/22/02 04:50 0.372 10:55 2.038 0.992 0.992 0.00 3123/02 04:25 0.249 11:10 0.916 0.531 0.531 0.04 3/24/02 06:30 0.289 19:05 0.635 0.441 0.441 0.00 3/25/02 01:25 0.300 11:35 1.806 0.936 0.936 0.00 3/26102 01:45 0.302 13:55 1.884 0.950 0.950 0.00 3/27/02 05:05 0.294 12:25 1.661 0.895 0.895 0.00 3/28/02 02:35 0.276 08:20 1.803 0.886 0.886 0.01 3/29/02 02:15 0.297 12:20 1.537 0.791 0.791 0.00 3/30/02 05:05 0.230 11:35 0.780 0.413 0.413 0.00 3/31/02 04:40 0.198 11:40 0.564 0.364 0.364 0.00 4/1102 03:05 0.278 08:20 2.027 0.859 0.859 0.00 4/2102 02:30 0.274 12:20 1.643 0.847 0.847 0.00 4/3102 01:25 0.270 09:40 1.607 0.640 0.267 0.00 4/4/02 - 0.00 4/5/02 - 0.00 4/6/02 -- 0.02 4I7102 - 0.00 4/8/02 - 0.00 4/9/02 - 0.00 4110/02 - 0.00 4/11/02 23:55 0.440 12:10 1.690 1.017 0.505 0.00 4/12102 02:25 0.371 12:25 1.718 0.888 0.888 0.00 4/13102 04:55 0.229 11:05 0.735 0.424 0.424 0.00 ReportAvg 0.755 Reportrotal 17.30 0.18 ADS Environmental Services GRAHAM ST. HB_01 Pipe Height 30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3861 0.0000-0.0000 HB 011mpllQFINAL(MGD-Total MG) HB_RG011mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 4/14/02 07:00 0.201 12:00 0.612 0.366 0.366 0.60 4/15/02 02:25 0.248 09:20 1.714 0.912 0.912 0.06 4/16/02 02:15 0.291 09:20 1.772 0.937 0.937 0.00 4/17/02 02:20 0.341 09:20 1.868 0.930 0.930 0.00 4/18102 02:10 0.305 11:55 1.616 0.930 0.930 0.00 4/19102 02:20 0.297 09:20 1.919 0.864 0.864 0.00 ReportAvg 0.823 ReportTotal 4.938 0.06 ADS Environmental Services HB_01Unp11DFINAL(inches):Dep HB_011mp11VFINAL(feet/sec):Vel HB_011mp11QFINAL(MGD-Total MG):Flow HB_RG0IWp11RAIN(inches):Rain GRAHAM ST. HB_01 Pipe Height 30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3881 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain 00:00 2.2 3.4 0.362 2.3 3.3 0.384 2.5 4.2 0.520 2.2 3.2 0.330 2.5 2.8 0.356 2.3 3.1 0.351 2.4 3.8 0.452 00:15 2.2 3.2 0.330 2.4 3.4 0.403 2.5 4.1 0.518 2.2 3.1 0.317 2.5 3.0 0.380 2.2 3.1 0.329 2.5 3.7 0.456 00:30 2.2 3.3 0.349 2.3 3.3 0.371 2.5 3.9 0.476 2.2 3.0 0.310 2.5 2.9 0.361 2.2 3.1 0.325 2.4 4.1 0.479 00:45 2.1 3.0 0.305 2.3 3.2 0.345 2.4 3.9 0.479 2.2 3.1 0.313 2.5 2.7 0.333 2.2 3.1 0.325 2.5 3.9 0.485 01:00 2.2 3.1 0.318 2.2 3.0 0.327 2.4 3.7 0.444 2.2 2.9 0.291 2.5 2.6 0.319 2.1 3.2 0.312 2.4 4.0 0.467 01:15 2.1 3.0 0.295 2.2 3.2 0.343 2.4 3.4 0.400 2.1 2.8 0.284 2.5 2.5 0.314 2.1 3.0 0.291 2.4 3.7 0.442 01:30 2.1 2.9 0.280 2.2 3.1 0.323 2.3 3.4 0.387 2.2 2.9 0.304 2.4 2.5 0.307 2.1 3.1 0.312 2.3 3.4 0.385 01:45 2.1 2.9 0.289 2.2 3.2 0.326 2.4 3.3 0.389 2.2 2.9 0.306 2.5 2.3 0.296 2.2 2.9 0.301 2.3 3.4 0.379 02:00 2.1 2.8 0.279 2.1 3.1 0.310 2.4 3.6 0.433 2.2 2.8 0.285 2.5 2.8 0.364 2.2 2.9 0.305 2.3 3.4 0.385 02:15 2.1 2.8 0.278 2.1 2.8 0.270 2.4 3.6 0.413 2.2 2.8 0.291 2.6 2.8 0.383 2.2 2.7 0.271 2.3 3.5 0.384 02:30 2.1 2.8 0.287 2.1 2.9 0.295 2.3 3.5 0.406 2.2 2.7 0.284 2.6 2.8 0.373 2.3 3.3 0.367 2.3 3.7 0.418 02:45 2.2 3.3 0.357 2.3 3.4 0.379 2.3 3.4 0.383 2.1 2.6 0.259 2.5 2.8 0.358 2.3 3.4 0.389 2.5 4.2 0.512 03:00 2.2 3.2 0.330 2.2 3.2 0.337 2.2 3.2 0.345 2.2 2.8 0.299 2.7 2.8 0.394 2.4 3.3 0.386 2.4 4.0 0.483 03:15 2.3 3.4 0.377 2.1 3.0 0.305 2.2 2.9 0.305 2.2 2.7 0.288 2.6 2.9 0.403 2.3 3.3 0.375 2.4 4.0 0.472 03:30 2.2 3.0 0.322 2.1 3.1 0.299 2.2 3.1 0.326 2.2 2.7 0.285 2.6 2.8 0.386 2.3 3.2 0.352 2.5 4.3 0.548 03:45 2.2 3.1 0.315 2.1 2.9 0.291 2.3 3.2 0.355 2.2 2.5 0.259 2.6 3.0 0.403 2.3 3.2 0.363 2.4 3.9 0.471 04:00 2.2 3.1 0.324 2.1 3.2 0.324 2.3 3:2 0.347 2.1 2.5 0.254 2.6 3.0 0.401 2.3 3.1 0.344 2.4 4.0 0.485 04:15 2.2 3.3 0.353 2.1 3.0 0.296 2.2 3.0 0.316 2.1 2.5 0.246 2.6 2.8 0.370 2.3 3.4 0.386 2.4 3.9 0.464 04:30 2.3 3.2 0.342 2.1 2.9 0.277 2.2 3.1 0.322 2.1 2.4 0.231 2.6 3.1 0.409 2.3 3.0 0.332 2.4 3.9 0.465 04:45 2.2 3.0 0.317 2.1 2.9 0.286 2.2 3.1 0.324 2.1 2.3 0.227 2.6 2.9 0.392 2.3 3.0 0.333 2.4 3.9 0.473 05:00 2.2 3.1 0.330 2.1 2.8 0.269 2.1 3.2 0.324 2.1 2.2 0.211 2.6 2.9 0.382 2.3 3.0 0.335 2.5 4.3 0.557 05:15 2.2 3.0 0.310 2.1 3.1 0.310 2.1 3.1 0.303 2.1 2.3 0.233 2.6 3.1 0.418 2.3 3.2 0.366 2.5 4.4 0.563 05:30 2.2 3.3 0.344 2.2 3.3 0.343 2.1 2.9 0.288 2.2 2.5 0.269 2.6 3.3 0.457 2.4 3.3 0.391 2.5 4.4 0.565 05:45 2.2 3.2 0.340 2.3 3.4 0.382 2.1 2.6 0.293 2.2 2.3 0.240 2.6 3.6 0.490 2.4 3.4 0.411 2.6 4.5 0.614 06:00 2.4 3.5 0.402 2.3 3.6 0.409 2.1 3.0 0.295 2.2 2.2 0.240 2.7 3.4 0.470 2.5 3.6 0.448 2.7 4.4 0.618 06:15 2.5 4.1 0.512 2.3 3.4 0.388 2.1 2.9 0.283 2.3 2.3 0.254 2.7 3.4 0.481 2.7 4.3 0.596 2.7 4.6 0.652 06:30 2.6 4.3 0.588 2.4 3.7 0.446 2.1 3.0 0.300 2.4 2.4 0.287 2.7 3.5 0.493 2.6 4.3 0.589 2.7 4.4 0.626 06:45 2.6 4.3 0.563 2.6 4.0 0.519 2.1 3.0 0.298 2.5 2.7 0.338 2.7 3.7 0.532 2.7 4.6 0.647 2.9 4.9 0.771 07:00 2.7 4.6 0.671 2.7 4.7 0.676 2.1 2.9 0.281 2.3 2.3 0.269 2.9 4.3 0.681 3.0 4.7 0.756 2.9 4.8 0.756 07:15 3.1 5.0 0.868 3.0 4.7 0.790 2.2 3.3 0.335 2.4 2.2 0.261 3.2 5.0 0.888 3.3 5.3 1.004 3.1 5.3 0.932 07:30 3.2 5.3 0.978 3.1 5.1 0.894 2.2 3.1 0.324 2.5 2.6 0.316 3.4 5.0 1.016 3.5 5.3 1.076 3.4 5.4 1.063 07:45 3.4 5.5 1.085 3.5 6.6 1.151 2.4 3.6 0.440 2.5 2.9 0.362 3.5 5.4 1.112 3.5 5.6 1.183 3.6 5.6 1.232 HB 01Vnp11DFINAL(inches):Dep HB O1Vnp1\VFINAL(feeVsec):Vel HB_01Vnp11QFINAL(MGD-Total MG):Flow HB_RGO1VnplXRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17102 3/18102 3/19/02 3/20/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 3.5 5.6 1.191 3.6 5.8 1.230 2.5 4.2 0.546 2.6 2.5 0.326 3.8 5.5 1.278 3.6 5.6 1.200 3.7 5.8 1.292 08:15 3.8 6.1 1.420 3.6 5.8 1.240 2.6 4.7 0.632 2.5 2.4 0.303 4.1 5.9 1.518 3.9 6.0 1.460 3.8 5.7 1.324 08:30 3.8 6.0 1.384 3.6 5.8 1.264 2.7 4.7 0.650 2.5 2.6 0.317 4.0 6.0 1.522 4.0 5.9 1.491 3.7 5.8 1.302 08:45 3.9 6.1 1.470 3.7 5.7 1.291 2.7 4.7 0.659 2.6 2.5 0.332 4.0 6.0 1.517 4.0 6.1 1.536 3.8 5.9 1.390 09:00 4.0 6.2 1.551 3.8 5.9 1.396 2.8 4.9 0.751 2.6 2.8 0.370 4.0 5.9 1.520 4.0 6.0 1.518 3.9 5.8 1.408 09:15 4.0 6.1 1.552 3.9 6.8 1.424 2.8 5.0 0.768 2.6 2.9 0.400 4.1 5.9 1.519 4.1 6.1 1.589 4.1 6.1 1.591 09:30 4.0 6.1 1.523 4.1 6.2 1.599 2.8 4.9 0.737 2.6 3.0 0.389 4.1 5.8 1.475 4.1 6.1 1.587 4.1 6.3 1.618 09:45 4.1 6.0 1.554 4.0 6.0 1.499 2.9 4.9 0.769 2.6 3.4 0.461 4.1 5.9 1.536 4.3 6.1 1.705 4.0 6.2 1.577 10:00 4.1 6.1 1.585 3.9 5.6 1.360 2.8 5.0 0.758 2.7 3.5 0.497 4.1 5.8 1.500 4.2 6.1 1.659 4.0 6.3 1.606 10:15 4.1 5.9 1.506 3.8 5.6 1.337 2.9 4.9 0.764 2.8 3.8 0.566 4.1 5.8 1.502 4.1 6.0 1.540 4.1 6.3 1.629 10:30 4.1 6.2 1.594 4.0 5.7 1.418 3.0 4.9 0.815 2.9 3.8 0.584 4.1 5.9 1.552 4.2 6.1 1.653 4.1 6.2 1.601 10:45 4.0 6.2 1.540 3.3 6.1 1.148 3.0 4.7 0.775 2.8 3.8 0.578 4.2 5.9 1.578 4.3 6.2 1.724 4.1 6.2 1.614 11:00. 4.0 6.1 1.557 3.0 6.0 0.971 2.9 4.8 0.771 2.8 3.4 0.509 4.1 5.8 1.520 4.3 6.1 1.743 4.1 6.2 1.621 11:15 4.0 5.9 1.523 2.7 6.2 0.906 2.9 4.7 0.742 2.8 3.4 0.509 4.1 5.7 1.486 4.3 6.3 1.767 4.0 6.0 1.546 11:30 4.0 5.9 1.518 2.6 6.0 0.817 2.8 4.8 0.729 2.7 3.3 0.474 4.1 5.8 1.480 4.3 5.9 1.647 4.0 6.0 1.517 11:45 4.1 6.0 1.556 2.8 5.8 0.879 2.9 4.7 0.728 2.7 3.2 0.443 4.1 5.8 1.528 4.3 6.2 1.707 4.0 6.4 1.598 12:00 4.1 6.0 1.534 3.0 6.0 1.002 2.9 4.6 0.722 2.8 3.5 0.512 4.1 6.0 1.567 4.3 6.2 1.724 4.1 6.1 1.569 12:15 4.2 6.0 1.614 3.1 6.1 1.075 2.8 4.5 0.680 2.8 3.7 0.558 4.2 5.9 1.598 4.3 6.5 1.839 4.1 6.2 1.633 12:30 4.1 5.9 1.522 3.2 5.9 1.068 2.7 4.6 0.666 2.7 3.6 0.517 4.1 5.9 1.539 4.3 6.3 1.774 4.1 6.3 1.636 12:45 3.9 5.9 1.450 3.2 5.9 1.072 2.8 4.5 0.660 2.8 3.8 0.553 4.0 5.6 1.419 4.2 6.1 1.643 4.1 6.2 1.624 13:00 3.8 5.8 1.382 3.3 5.9 1.112 2.7 4.7 0.656 2.7 3.4 0.465 4.0 5.6 1.393 4.2 6.2 1.689 4.0 6.0 1.524 13:15 3.8 5.5 1.303 3.2 5.7 1.053 2.7 4.6 0.653 2.7 3.4 0.475 4.0 5.8 1.457 4.2 6.3 1.692 4.0 5.7 1.416 13:30 3.8 5.5 1.321 3.2 5.6 1.030 2.6 4.6 0.625 2.6 3.4 0.460 4.0 5.8 1.467 4.2 6.1 1.630 4.0 5.8 1.447 13:45 4.0 5.8 1.426 3.3 5.6 1.076 2.6 4.7 0.613 2.6 3.4 0.462 4.1 5.8 1.534 4.3 6.1 1.726 3.9 5.6 1.370 14:00 4.0 6.0 1.499 3.3 5.5 1.071 2.7 4.8 0.669 2.6 3.4 0.458 4.1 5.7 1.468 4.2 6.0 1.620 3.9 6.0 1.478 14:15 3.9 5.8 1.407 3.4 5.7 1.128 2.6 4.5 0.613 2.6 3.5 0.472 4.1 5.8 1.519 4.2 6.0 1.597 4.0 6.0 1.502 14:30 3.9 5.7 1.361 3.3 5.4 1.039 2.6 4.4 0.607 2.7 3.5 0.488 4.0 5.6 1.440 4.2 6.1 1.664 4.0 6.2 1.552 14:45 3.8 5.7 1.357 3.3 5.6 1.055 2.6 4.4 0.585 2.7 3.6 0.501 4.0 5.7 1.409 4.1 6.1 1.584 3.9 6.2 1.537 15:00 3.9 5.9 1.417 3.3 5.6 1.058 2.5 4.2 0.546 2.6 3.6 0.496 3.9 5.6 1.377 4.0 6.0 1.519 3.9 5.9 1.401 15:15 3.8 5.6 1.291 3.4 5.6 1.112 2.6 4.5 0.612 2.6 3.3 0.451 3.8 5.6 1.325 3.9 5.7 1.398 3.8 5.9 1.382 15:30 3.8 5.6 1.301 3.5 5.6 1.146 2.6 4.5 0.613 2.6 3.6 0.480 3.7 5.7 1.293 3.8 5.7 1.314 3.6 5.7 1.253 15:45 3.6 5.5 1.208 3.5 5.7 1.201 2.6 4.6 0.624 2.6 3.8 0.525 3.6 5.4 1.174 3.8 5.7 1.345 3.5 5.8 1.214 16:00 3.6 5.6 1.234 3.5 5.5 1.139 2.6 4.4 0.605 2.6 3.6 0.493 3.6 5.4 1.170 3.7 5.5 1.218 3.4 5.6 1.139 16:15 3.5 5.8 1.189 3.4 5.4 1.053 2.6 4.5 0.621 2.6 3.8 0.521 3.5 5.3 1.117 3.5 5.3 1.119 3.4 5.4 1.088 16:30 3.5 5.5 1.128 3.3 5.3 0.994 2.6 4.5 0.600 2.6 3.7 0.496 3.5 5.3 1.093 3.5 5.3 1.110 3.3 5.6 1.077 16:45 3.4 5.5 1.069 3.2 5.1 0.928 2.6 4.5 0.609 2.6 3.6 0.485 3.4 5.4 1.063 3.5 5.5 1.131 3.3 5.3 1.016 HB_01Vnp11DFINAL(inches):Dep HB 01Vnp1NFINAL(teet/sec):Vel HB 011mp11QFINAL(MGD-Total MG):Flow HB_RG01Vnp1U2AIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3119/02 3/20/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.4 5.3 1.083 3.1 5.0 0.887 2.6 4.5 0.593 2.6 3.7 0.500 3.5 5.5 1.133 3.5 5.4 1.112 3.4 5.5 1.076 17:15 3.4 5.2 1.049 3.3 5.4 1.020 2.5 4.4 0.549 2.6 3.7 0.499 3.4 5.4 1.073 3.5 5.2 1.068 3.3 5.4 1.029 17:30 3.2 5.0 0.909 3.2 5.1 0.920 2.5 4.1 0.506 2.6 3.7 0.502 3.4 5.3 1.033 3.4 5.1 0.992 3.4 5.5 1.081 17:45 3.1 4.8 0.829 3.1 4.8 0.821 2.6 4.6 0.590 2.6 3.6 0.486 3.1 4.9 0.865 3.3 5.6 1.068 3.3 5.3 1.016 18:00 3.1 4.9 0.845 3.1 4.9 0.841 2.5 4.4 0.557 2.6 3.7 0.498 3.0 5.0 0.838 3.3 5.4 1.040 3.3 5.2 0.976 18:15 3.0 4.7 0.785 3.0 4.8 0.804 2.4 3.9 0.479 2.6 3.7 0.501 2.9 4.7 0.751 3.2 5.1 0.946 3.2 5.1 0.918 18:30 3.1 4.7 0.806 3.0 4.7 0.766 2.4 3.9 0.471 2.6 3.7 0.511 2.8 4.6 0.695 3.1 5.0 0.881 3.1 5.0 0.669 18:45 2.9 4.6 0.724 3.0 4.6 0.757 2.4 4.1 0.497 2.6 3.7 0.510 2.8 4.6 0.696 3.0 4.9 0.822 3.0 5.0 0.846 19:00 3.0 4.7 0.786 2.9 4.7 0.726 2.4 4.1 0.491 2.6 3.6 0.490 2.7 4.6 0.669 3.1 5.0 0.850 3.0 4.9 0.809 19:15 3.0 4.5 0.736 2.8 4.7 0.703 2.4 4.0 0.485 2.6 3.5 0.476 2.7 4.6 0.664 3.1 5.0 0.853 2.9 4.8 0.744 19:30 2.9 4.6 0.716 2.9 4.8 0.752 2.4 3.8 0.450 2.6 3.4 0.455 0.01 2.7 4.1 0.573 3.0 4.8 0.787 2.9 4.9 0.751 19:45 2.8 4.7 0.680 2.9 4.7 0.729 2.4 3.5 0.416 2.6 3.6 0.483 0.05 2.7 3.8 0.536 2.9 4.7 0.759 2.9 5.0 0.797 20:00 2.9 4.7 0.744 2.8 4.7 0.715 2.3 3.4 0.395 2.6 3.5 0.481 2.7 4.3 0.613 2.9 4.8 0.765 2.9 5.0 0.785 20:15 2.9 4.9 0.783 2.7 4.7 0.666 2.4 3.7 0.454 2.7 3.6 0.499 0.01 2.9 4.9 0.755 2.9 4.6 0.717 2.9 4.9 0.771 20:30 2.8 4.8 0.719 2.7 4.8 0.683 2.5 3.9 0.487 2.6 3.4 0.468 0.03 2.8 4.8 0.736 2.8 4.5 0.676 2.8 4.8 0.739 20:45 2.7 4.7 0.681 2.7 4.6 0.648 2.5 3.9 0.493 2.7 3.6 0.511 0.01 2.7 4.5 0.625 2.9 4.8 0.748 2.9 4.8 0.748 21:00 2.6 4.2 0.579 2.6 4.5 0.585 2.4 3.7 0.446 2.7 3.6 0.510 2.6 4.1 0.539 2.9 5.0 0.787 2.9 5.0 0.775 21:15 2.7 4.5 0.642 2.6 4.6 0.617 2.4 3.4 0.396 2.7 3.8 0.537 2.5 3.8 0.479 2.8 4.8 0.722 2.9 5.0 0.791 21:30 2.7 4.7 0.681 2.6 4.1 0.544 2.3 3.4 0.379 2.7 3.6 0.519 2.6 4.5 0.613 2.8 4.6 0.676 2.9 4.7 0.731 21:45 2.7 4.6 0.664 2.6 4.1 0.534 2.3 3.4 0.385 2.7 3.5 0.492 2.6 4.2 0.562 2.9 4.7 0.742 2.8 4.7 0.682 22:00 2.7 4.3 0.595 2.6 4.4 0.577 2.3 3.2 0.354 2.6 3.2 0.429 2.5 3.9 0.502 2.9 4.6 0.724 2.6 4.5 0.622 22:15 2.6 4.2 0.555 2.6 4.2 0.566 2.3 3.4 0.377 2.6 3.4 0.463 2.4 3.4 0.413 2.8 4.3 0.634 2.6 4.2 0.550 22:30 2.6 4.1 0.538 2.7 4.3 0.599 2.3 3.1 0.348 2.7 3.3 0.467 2.4 3.5 0.416 2.7 4.4 0.613 2.6 4.3 0.563 22:45 2.6 4.3 0.585 2.8 4.8 0.694 2.2 3.2 0.345 2.6 3.3 0.445 2.4 3.7 0.453 2.6 4.1 0.560 2.6 4.2 0.536 23:00 2.6 4.1 0.548 2.6 4.5 0.610 2.2 3.1 0.330 2.5 3.0 0.378 2.4 3.5 0.421 2.6 4.2 0.566 2.5 4.4 0.575 23:15 2.5 3.7 0.458 2.5 4.3 0.551 2.3 3.2 0.345 2.5 2.9 0.362 2.4 3.3 0.388 2.6 4.5 0.613 2.5 4.3 0.538 23:30 2.4 3.6 0.443 2.6 4.2 0.648 2.3 3.3 0.373 2.5 2.8 0.364 2.3 3.1 0.354 2.5 4.2 0.541 2.4 4.3 0.522 23:45 2.4 3.6 0.431 2.5 4.3 0.551 2.2 3.1 0.331 2.5 2.8 0.364 2.3 3.1 0.352 2.5 3.9 0.480 2.4 4.3 0.618 Total 0.875 0.00 0.767 0.00 0.502 0.00 0.407 0.11 0.874 0.00 0.960 0.00 0.953 0.00 Average 3.1 4.7 0.875 2.9 4.6 0.767 2.5 3.9 0.502 2.5 3.2 0.407 3.2 4.5 0.874 3.2 4.8 0.960 3.2 5.0 0.953 Min Time 01:35 02:30 02:30 05:05 02:20 05:05 06:00 07:10 07:10 04:55 05:00 05:00 23:45 01:55 01:50 01:25 01:50 01:25 02:25 02:25 02:25 Min Value 2.1 2.5 0.252 2.0 2.7 0.247 2.1 2.7 0.267 2.1 2.0 0.194 2.3 2.2 0.283 2.1 2.6 0.263 2.2 3.2 0.344 Max Time 12:25 09:10 12:20 09:40 11:15 09:35 10:30 09:25 10:40 10:30 10:20 10:35 10:55 12:25 12:25 12:20 12:20 12:20 10:45 10:25 12:25 Max Value 4.2 6.5 1.660 4.1 6.5 1.615 3.0 5.3 0.843 2.9 4.1 0.623 4.2 6.3 1.711 4.4 6.7 1.935 4.1 6.5 1.693 Week Avg 2.9 4.4 0.763 WeekTotal 5.339 0.11 ADS Environmental Services HB_011mp11DFINAL(inches):Dep HB_01Mp1WFINAL(teet/sec):Vel HB_01Mp11QFINAL(MGD-Total MG):Flow HB_RG01Vnp11RAIN(inches):Rain GRAHAM ST. HB_01 Pipe Height:30.75 HUNTINGTON BEACH,CA HC 13.3881-13.3881 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/28102 3/27/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Val Flow Rain 00:00 2.5 4.4 0.543 2.6 4.3 0.578 2.5 4.5 0.578 2.6 2.8 0.380 2.6 2.6 0.353 2.5 3.6 0.468 2.5 4.0 0.495 00:15 2.5 4.3 0.526 2.5 4.2 0.536 2.4 4.2 0.498 2.5 2.7 0.347 2.6 2.5 0.334 2.5 3.4 0.427 2.5 4.0 0.493 00:30 2.3 4.1 0.465 2.5 4.4 0.551 2.4 4.1 0.483 2.6 2.4 0.315 2.6 2.5 0.323 2.5 3.6 0.454 2.4 4.1 0.501 00:45 2.3 4.0 0.458 2.5 4.4 0.554 2.4 3.9 0.466 2.6 2.4 0.328 2.6 2.5 0.326 2.4 3.2 0.381 2.4 4.1 0.487 01:00 2.3 3.9 0.424 2.5 4.4 0.562 2.5 4.3 0.534 2.7 2.6 0.365 2.6 2.5 0.332 2.3 3.1 0.358 2.4 4.0 0.463 01:15 2.3 3.7 0.405 2.5 4.3 0.544 2.5 4.4 0.558 0.01 2.7 2.5 0.362 2.6 2.4 0.327 2.3 3.1 0.354 2.3 3.8 0.430 01:30 2.5 4.3 0.525 2.4 4.3 0.517 2.4 4.1 0.483 0.01 2.7 2.4 0.337 2.9 2.6 0.406 2.3 3.0 0.342 2.3 3.8 0.418 01:45 2.5 4.3 0.537 2.4 4.0 0.475 2.3 3.7 0.410 2.9 2.7 0.426 2.8 2.7 0.416 2.3 3.1 0.351 2.2 3.4 0.361 02:00 2.5 4.2 0.515 2.4 4.1 0.480 2.2 3.3 0.354 2.8 2.6 0.391 2.8 2.4 0.360 2.3 3.0 0.327 2.2 3.4 0.350 02:15 2.4 4.2 0.486 2.4 4.1 0.484 2.1 2.9 0.295 2.8 2.6 0.390 2.7 2.4 0.336 2.2 3.2 0.337 2.1 3.2 0.325 02:30 2.3 4.0 0.454 2.4 4.2 0.511 2.1 3.1 0.295 0.01 2.8 2.4 0.364 2.9 2.8 0.436 2.3 3.1 0.338 2.2 3.5 0.368 02:45 2.3 3.8 0.414 2.6 4.5 0.606 2.1 3.0 0.286 3.1 2.7 0.456 2.8 3.5 0.417 2.4 3.5 0.408 2.4 3.9 0.454 03:00 2.2 3.6 0.380 2.5 4.2 0.534 2.1 3.1 0.295 3.1 2.6 0.456 2.6 2.8 0.379 2.5 3.4 0.414 2.3 3.6 0.410 03:15 2.2 3.6 0.376 2.5 4.5 0.568 2.2 3.2 0.341 2.9 2.6 0.418 2.6 2.8 0.364 2.5 3.5 0.433 2.3 3.7 0.413 03:30 2.3 3.5 0.385 2.4 4.3 0.521 2.2 3.3 0.345 2.9 2.5 0.394 2.5 2.9 0.371 2.5 3.6 0.454 2.3 3.6 0.391 03:45 2.3 3.6 0.409 2.4 4.2 0.519 2.2 3.2 0.327 2.8 2.2 0.327 2.5 2.9 0.361 2.4 3.4 0.402 2.3 3.5 0.387 04:00 2.2 3.4 0.361 2.4 4.2 0.505 2.1 3.0 0.293 2.8 2.4 0.350 2.5 2.8 0.351 2.4 3.5 0.417 2.2 3.5 0.376 04:15 2.2 3.4 0.365 2.4 3.9 0.461 2.1 2.9 0.282 2.8 2.4 0.355 2.6 2.9 0.377 2.4 3.3 0.387 2.2 3.5 0.383 04:30 2.3 3.5 0.389 2.3 3.9 0.437 2.1 2.8 0.275 2.8 2.2 0.326 2.6 3.2 0.433 2.3 3.1 0.355 2.2 3.3 0.349 04:45 2.3 3.7 0.424 2.3 3.8 0.416 2.1 2.9 0.281 2.9 2.5 0.401 2.5 3.1 0.392 2.4 3.2 0.380 2.2 3.4 0.356 05:00 2.3 3.8 0.425 2.5 4.2 0.519 2.1 3.0 0.294 3.0 2.6 0.430 2.5 2.9 0.371 2.4 3.3 0.388 2.2 3.2 0.337 05:15 2.3 3.5 0.389 2.5 4.2 0.521 2.2 3.1 0.318 2.9 2.6 0.417 2.5 2.8 0.342 2.4 3.7 0.443 2.2 3.3 0.345 05:30 2.3 3.7 0.423 2.4 4.3 0.513 2.1 3.0 0.299 2.8 2.4 0.364 2.4 2.7 0.331 2.6 3.8 0.490 2.2 3.4 0.352 05:45 2.3 3.9 0.443 2.5 4.3 0.543 2.1 2.7 0.264 2.8 2.1 0.311 2.5 3.1 0.408 2.5 3.6 0.457 2.3 3.6 0.412 06:00 2.4 4.2 0.502 2.4 4.1 0.492 2.1 2.9 0.283 2.8 2.1 0.312 2.7 3.5 0.488 2.5 3.6 0.453 2.3 3.7 0.424 06:15 2.5 4.5 0.560 2.4 4.2 0.506 2.2 2.7 0.277 2.8 2.1 0.302 2.7 3.2 0.448 2.6 4.1 0.547 2.4 3.9 0.459 06:30 2.7 4.3 0.607 2.5 4.3 0.554 2.2 2.7 0.283 2.8 2.0 0.299 2.7 3.7 0.514 2.7 4.3 0.610 2.5 4.3 0.542 06:45 2.7 4.7 0.657 2.8 4.8 0.734 2.2 3.2 0.344 2.9 2.5 0.388 2.7 3.9 0.562 2.8 5.1 0.770 2.5 4.3 0.554 07:00 2.8 5.0 0.757 3.0 5.1 0.854 2.2 3.0 0.325 3.0 2.6 0.430 3.0 4.7 0.795 3.0 4.8 0.796 2.7 4.6 0.645 07:16 3.0 5.0 0.846 3.1 4.9 0.836 2.3 3.2 0.347 3.0 2.6 0.419 3.3 4.8 0.911 3.1 5.1 0.895 2.9 5.3 0.842 07:30 3.2 5.5 1.003 3.2 5.0 0.923 2.4 3.4 0.403 2.9 2.5 0.395 3.5 5.3 1.108 3.4 5.3 1.056 3.1 5.4 0.940 07:45 3.4 5.6 1.107 3.4 5.6 1.100 2.6 4.1 0.532 2.9 2.3 0.361 3.6 5.5 1.168 3.5 5.4 1.098 3.3 5.6 1.071 0 ! 0 . . HB_01Unp1\DFINAL(inches):Dep HB_011mp1\VFINAL((eet/sec):Vel HB 011mp11QFINAL(MGD-Total MG):Flow HB_RG011mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 08:00 3.6 5.5 1.190 3.6 5.7 1.222 2.6 4.0 0.547 2.9 2.5 0.390 3.8 5.6 1.324 3.6 5.5 1.216 3.5 5.6 1.163 08:15 3.8 5.9 1.373 3.9 6.3 1.526 2.5 3.9 0.505 2.9 2.6 0.407 4.2 6.0 1.633 4.2 6.2 1.657 3.9 6.0 1.481 08:30 3.9 6.0 1.472 4.0 6.2 1.530 2.5 4.0 0.519 3.0 2.7 0.451 4.1 6.0 1.555 4.0 6.1 1.517 3.8 5.9 1.354 08:45 3.9 6.2 1.505 4.0 6.2 1.557 2.5 4.1 0.523 3.0 2.6 0.418 4.1 6.0 1.542 4.1 6.1 1.605 3.8 5.9 1.387 09:00 4.0 6.4 1.634 3.9 6.0 1.481 2.6 4.6 0.608 2.9 2.5 0.397 4.2 5.9 1.590 4.1 6.0 1.597 3.9 6.0 1.489 09:15 4.1 6.4 1.651 4.0 6.0 1.526 2.9 5.1 0.775 2.9 2.6 0.416 4.2 5.9 1.565 4.2 6.3 1.694 4.1 6.0 1.553 09:30 4.0 6.0 1.527 3.0 4.9 0.800 2.9 2.7 0.429 4.2 6.1 1.664 4.1 6.1 1.567 4.0 6.2 1.556 09:45 4.0 6.0 1.526 2.9 4.9 0.782 0.01 2.9 3.0 0.472 4.4 6.0 1.746 4.2 6.1 1.639 4.0 6.1 1.528 10:00 4.0 6.1 1.532 2.8 4.7 0.715 3.0 3.3 0.531 4.3 6.0 1.682 4.1 6.0 1.546 3.9 5.9 1.459 10:15 4.1 6.2 1.596 2.9 4.8 0.767 2.9 3.2 0.502 4.2 5.9 1.570 4.0 6.1 1.509 4.0 5.9 1.485 10:30 4.2 6.4 1.757 3.0 4.9 0.818 2.8 3.0 0.442 4.2 5.9 1.575 4.0 6.0 1.483 3.9 6.0 1.425 10:45 4.4 6.5 1.920 3.0 5.0 0.844 3.0 3.3 0.528 4.2 5.5 1.512 4.0 5.8 1.497 4.0 5.9 1.504 11:00 4.1 6.1 1.564 4.5 6.6 1.936 3.1 5.0 0.878 3.0 3.6 0.586 4.3 5.8 1.629 4.1 5.8 1.493 4.0 5.9 1.505 11:15 4.1 6.2 1.638 4.4 6.4 1.847 3.0 4.9 0.796 3.0 3.4 0.553 4.4 5.8 1.658 4.1 6.5 1.695 4.1 6.1 1.582 11:30 4.1 6.0 1.571 4.4 6.3 1.829 2.9 4.8 0.748 2.9 3.3 0.504 4.3 5.9 1.669 4.0 6.0 1.538 4.0 6.1 1.520 11:45 4.2 6.7 1.798 4.4 6.5 1.889 2.8 4.6 0.672 2.9 3.6 0.554 4.3 5.8 1.623 4.1 6.0 1.553 4.0 5.9 1.465 12:00 4.1 6.3 1.641 4.3 6.4 1.812 2.7 4.5 0.643 2.9 3.4 0.526 4.2 5.7 1.551 4.1 5.9 1.523 4.0 6.3 1.607 12:15 4.1 6.3 1.638 4.5 6.4 1.878 2.7 4.7 0.676 2.9 3.4 0.528 4.2 5.7 1.565 4.1 6.0 1.567 4.1 6.1 1.576 12:30 4.1 6.2 1.626 4.4 6.5 1.852 2.7 4.7 0.679 2.9 3.5 0.569 4.2 5.8 1.581 4.0 5.6 1.426 4.0 5.8 1.460 12:45 4.1 6.2 1.608 4.2 6.5 1.777 2.9 4.9 0.761 2.9 3.5 0.547 4.2 5.9 1.565 3.9 5.7 1.366 4.0 6.0 1.486 13:00 3.9 6.1 1.468 4.2 5.9 1.572 2.8 4.9 0.730 2.9 3.4 0.530 4.1 5.6 1.443 3.8 5.6 1.323 3.9 6.0 1.458 13:15 4.0 6.1 1.546 4.1 6.0 1.569 2.7 5.0 0.716 2.9 3.5 0.561 4.1 5.7 1.495 3.9 5.8 1.412 3.8 5.8 1.337 13:30 4.0 6.1 1.514 4.1 6.0 1.558 2.6 4.8 0.655 2.8 3.3 0.505 4.2 5.7 1.508 4.2 6.1 1.624 3.8 5.7 1.337 13:45 4.0 6.1 1.525 4.2 6.3 1.695 2.6 4.6 0.605 2.8 3.3 0.499 4.2 5.9 1.600 4.3 6.4 1.778 3.7 6.1 1.382 14:00 4.0 6.1 1.515 4.1 6.2 1.591 2.6 4.3 0.568 2.8 3.3 0.482 4.2 5.8 1.545 4.4 6.5 1.863 3.9 6.2 1.524 14:15 3.9 6.2 1.520 4.1 6.0 1.536 2.6 4.6 0.615 2.8 3.2 0.475 4.1 5.7 1.491 4.2 6.4 1.752 3.9 6.1 1.480 14:30 3.8 5.8 1.341 4.0 5.9 1.463 2.7 4.9 0.712 2.9 3.6 0.550 4.0 5.9 1.492 4.1 6.1 1.625 4.0 6.1 1.557 14:45 3.7 5.6 1.276 3.8 5.8 1.367 2.7 4.8 0.703 2.9 3.4 0.526 4.0 5.6 1.412 4.1 6.0 1.546 3.9 5.8 1.392 15:00 3.8 5.7 1.308 3.7 5.5 1.236 3.0 4.9 0.799 2.8 3.2 0.481 3.9 5.6 1.351 4.0 5.8 1.465 3.8 6.0 1.423 15:15 3.7 5.6 1.264 3.7 5.7 1.264 2.9 4.6 0.740 2.8 3.0 0.453 3.8 5.5 1.284 3.9 6.0 1.450 3.8 5.8 1.376 16:30 3.6 5.6 1.233 3.6 5.8 1.280 2.8 4.6 0.684 2.8 3.1 0.457 3.8 5.5 1.296 3.9 5.6 1.368 3.8 6.2 1.449 15:45 3.5 5.5 1.160 3.6 5.8 1.224 2.7 4.7 0.671 2.8 3.1 0.451 3.8 5.5 1.268 3.8 5.6 1.362 3.7 6.2 1.414 16:00 3.6 5.5 1.173 3.5 5.6 1.157 2.7 4.6 0.636 2.7 3.2 0.456 3.6 5.3 1.151 3.7 5.6 1.300 3.6 5.7 1.230 16:16 3.5 5.8 1.182 3.5 5.8 1.183 2.8 4.8 0.730 2.7 3.1 0.435 3.7 5.4 1.217 3.7 5.7 1.295 3.5 5.8 1.188 16:30 3.4 5.3 1.047 3.4 5.5 1.093 2.8 4.9 0.740 2.7 3.0 0.424 3.7 5.5 1.248 3.6 5.7 1.231 3.5 5.7 1.164 16:45 3.5 5.5 1.116 3.4 5.4 1.074 2.7 4.6 0.656 2.7 2.9 0.409 3.6 5.5 1.197 3.5 5.4 1.113 3.3 5.4 1.033 HB_01\mpt\DFINAL(inches):Dep HB_01\mp1\VFINAL(teet/sec):Vel HB_01\mp1\QFINAL(MGD-Total MG):Flow HB_RG01\mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.4 5.4 1.067 3.4 5.4 1.052 2.6 4.4 0.595 2.7 3.1 0.431 3.6 5.3 1.145 3.4 5.2 1.013 3.3 5.3 0.991 17:15 3.4 5.6 1.105 3.3 5.1 0.964 2.6 4.4 0.605 2.8 3.6 0.533 3.6 5.0 1.075 3.3 5.1 0.974 3.2 5.2 0.949 17:30 3.4 5.1 1.005 3.3 5.1 0.964 2.7 4.6 0.658 2.7 3.4 0.487 3.5 5.2 1.088 3.3 5.2 0.992 3.1 5.1 0.889 17:45 3.3 5.3 1.002 3.3 5.2 0.992 2.8 4.6 0.673 2.7 3.4 0.474 3.3 5.0 0.962 3.2 5.0 0.928 3.1 5.2 0.902 18:00 3.3 5.4 1.004 3.2 5.1 0.936 2.8 4.7 0.684 2.7 3.3 0.451 3.3 4.8 0.913 3.3 5.3 1.007 3.1 4.9 0.857 18:15 3.2 6.4 0.983 3.2 5.1 0.910 2.7 4.4 0.635 2.7 3.2 0.447 3.3 4.9 0.917 3.2 5.2 0.968 3.0 5.0 0.832 18:30 3.1 5.3 0.914 3.1 5.1 0.868 2.6 3.8 0.516 2.7 3.2 0.449 3.2 4.7 0.875 3.1 5.0 0.878 3.0 4.9 0.800 18:45 3.1 5.1 0.861 3.1 5.2 0.919 2.6 3.6 0.474 2.8 3.5 0.526 3.2 4.6 0.841 3.1 4.8 0.842 2.9 4.7 0.749 19:00 3.1 5A 0.890 3.0 4.9 0.813 2.5 3.4 0.413 2.8 3.7 0.571 3.1 4.6 0.789 3.1 5.1 0.665 2.9 4.7 0.741 19:15 3.0 5.1 0.848 3.0 4.9 0.824 2.5 3.7 0.455 2.8 3.4 0.502 3.0 4.8 0.776 3.0 6.0 0.815 2.8 4.6 0.678 19:30 3.0 4.9 0.821 3.0 4.8 0.806 2.6 3.8 0.512 2.7 3.4 0.484 2.9 4.6 0.727 2.9 4.8 0.737 2.8 4.6 0.697 19:45 3.0 4.9 0.812 3.0 4.9 0.814 2.7 3.7 0.521 2.7 3.3 0.461 2.9 4.6 0.729 2.9 4.8 0.754 2.9 4.8 0.755 20:00 3.1 5.0 0.847 3.0 4.9 0.827 2.6 3.5 0.464 2.7 3.4 0.490 2.8 4.6 0.707 2.8 4.7 0.719 2.8 4.7 0.684 20:15 3.1 5.0 0.841 2.9 4.8 0.735 2.5 3.4 0.441 2.9 3.6 0.550 2.9 4.9 0.757 2.9 4.8 0.734 2.7 4.6 0.652 20:30 3.1 5.0 0.855 2.9 4.6 0.710 2.6 3.6 0.473 2.9 3.6 0.560 3.0 5.0 0.808 3.0 4.7 0.765 2.9 4.8 0.740 20:45 3.0 4.9 0.825 2.9 4.7 0.730 2.6 3.6 0.484 2.8 3.6 0.533 2.9 4.8 0.753 2.9 4.9 0.773 2.8 4.5 0.663 21:00 3.0 4.9 0.810 3.0 4.8 0.784 2.6 3.4 0.465 2.7 3.3 0.461 2.8 4.8 0.726 2.9 4.9 0.783 2.8 4.7 0.697 21:15 3.0 4.9 0.794 2.9 4.8 0.756 2.7 3.5 0.497 2.7 3.0 0.417 2.8 4.8 0.713 2.9 4.6 0.706 2.7 4.5 0.643 21:30 2.9 5.0 0.789 2.8 4.7 0.696 2.7 3.7 0.525 2.6 2.9 0.400 2.8 4.6 0.687 2.7 4.4 0.641 2.7 4.3 0.628 21:45 3.0 4.9 0.787 2.7 4.5 0.644 2.7 3.5 0.498 2.6 3.1 0.422 2.8 4.7 0.714 2.7 4.3 0.622 2.7 4.4 0.634 &00 3.0 5.0 0.814 2.7 4.4 0.634 2.7 3.4 0.480 2.7 3.3 0.464 2.8 4.5 0.668 2.7 4.6 0.646 2.7 4.3 0.608 22:15 2.9 4.7 0.723 2.7 4.3 0.587 2.7 3.4 0.469 2.7 3.1 0.437 2.7 4.1 0.588 2.7 4.4 0.632 2.6 4.1 0.534 22:30 2.8 4.8 0.741 2.7 4.6 0.641 2.6 3.4 0.461 2.7 2.9 0.396 2.7 4.2 0.604 2.7 4.5 0.616 2.6 4.2 0.560 22:45 2.8 4.8 0.731 2.7 4.5 0.623 2.6 3.2 0.441 2.6 3.0 0.413 2.7 4.0 0.570 2.6 4.3 0.579 2.5 4.3 0.538 23:00 2.8 4.7 0.682 2.6 4.3 0.573 2.8 3.4 0.498 2.6 2.9 0.380 2.7 4.1 0.576 2.6 4.2 0.558 2.5 4.1 0.518 23:15 2.7 4.6 0.648 2.5 4.5 0.560 2.7 3.1 0.451 2.5 3.0 0.387 2.7 3.9 0.543 2.5 4.2 0.544 2.5 4.5 0.558 23:30 2.6 4.5 0.623 2.5 4.2 0.514 2.7 3.2 0.448 2.6 3.1 0.409 2.6 3.7 0.484 2.5 4.3 0.563 2.4 4.2 0.499 23:45 2.6 4.4 0.603 2.5 4.2 0.522 2.6 3.2 0.434 2.7 2.9 0.399 2.6 3.6 0.473 2.5 4.1 0.519 2.4 4.1 0.489 Total 0.969 0.00 0.992 0.00 0.531 0.04 0.441 0.00 0.936 0.00 0.950 0.00 0.895 0.00 Average 3.2 5.1 0.969 3.2 5.1 0.992 2.6 3.9 0.531 2.8 2.9 0.441 3.3 4.5 0.936 3.2 4.8 0.950 3.1 4.9 0.895 Min Time 03:15 04:00 04:00 04:55 04:50 04:50 03:00 05:45 04:25 23:20 06:30 06:30 05:30 01:26 01:25 02:26 01:45 01:45 02:10 05:05 05:05 Min Value 2.2 3.2 0.342 2.2 3.4 0.372 2.0 2.5 0.249 2.5 1.9 0.289 2.4 2.2 0.300 2.2 2.7 0.302 2.1 2.8 0.294 Max Time 11:55 11:50 11:50 10:55 10:55 10:55 11:05 11:10 11:10 08:40 19:05 19:05 09:50 08:20 11:35 14:05 11:20 13:55 09:45 13:55 12:25 Max Value 4.2 6.8 1.814 4.6 6.7 2.038 3.2 5.2 0.916 3.1 4.2 0.635 4.5 6.3 1.806 4.4 6.7 1.884 4.1 6.7 1.661 Week Avg 3.0 4.5 0.816 WeekTotal 5.713 0.04 ! i 0 ADS Environmental Services 1-113_01Vnp11DFINAL(inches):Dep HB_011mp1WFINAL(feet/sec):Vel HB_011mp11QFINAL(MGD-Total MG):Flow HB_RG01Vnpl\RAIN(inches):Rain. GRAHAM ST. HB 01 Pipe Height:30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3861 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 2.4 4.1 0.474 2.4 3.9 0.448 2.3 3.6 0.402 2.4 2.9 0.344 2.6 2.4 0.330 2.3 3.1 0.350 2.4 4.0 0.471 00:15 2.4 3.8 0.442 2.3 3.9 0.446 2.3 3.5 0.378 2.3 2.9 0.326 2.6 2.3 0.306 2.3 3.2 0.355 2.3 3.6 0.393 00:30 2.3 3.8 0.433 2.3 3.8 0.420 2.3 3.6 0.386 2.3 2.9 0.328 2.6 2.4 0.320 2.2 3.2 0.341 2.2 3.3 0.338 00:45 2.3 3.6 0.396 2.3 3.6 0.399 2.2 3.5 0.372 2.3 2.7 0.312 2.6 2.3 0.310 2.3 3.0 0.330 2.2 3.2 0.321 01:00 2.3 3.7 0.417 2.3 3.4 0.381 2.2 3.3 0.350 2.3 2.7 0.302 2.6 2.3 0.306 2.3 3.1 0.341 2.1 3.2 0.320 01:15 2.3 3.4 0.376 2.3 3.5 0.380 2.2 3.2 0.337 2.3 2.7 0.303 2.6 2.2 0.301 2.2 3.2 0.338 2.1 3.0 0.294 01:30 2.3 3.5 0.391 2.2 3.5 0.381 2.2 3.3 0.338 2.3 2.7 0.299 2.6 2.3 0.297 2.2 3.1 0.333 2.1 3.0 0.297 01:45 2.3 3.5 0.378 2.2 3.2 0.335 2.1 3.0 0.290 2.3 2.7 0.290 2.6 2.7 0.366 2.2 2.8 0.296 2.0 3.2 0.298 02:00 2.2 3.1 0.319 2.2 3.5 0.363 2.1 3.1 0.297 2.3 2.7 0.301 2.5 2.8 0.356 2.2 2.8 0.290 2.0 3.2 0.304 02:15 2.1 3.2 0.321 2.1 3.1 0.312 2.1 3.0 0.283 2.3 2.5 0.273 2.5 2.6 0.332 2.2 3.0 0.310 2.1 3.2 0.303 02:30 2.1 3.1 0.309 2.3 3.7 0.408 2.1 3.1 0.290 2.3 2.5 0.274 2.7 2.8 0.400 2.2 2.9 0.302 2.3 3.7 0.410 02:45 2.4 3.5 0.415 2.4 3.9 0.456 2.0 2.7 0.252 2.3 2.7 0.299 2.8 3.7 0.407 2.3 3.3 0.366 2.3 3.7 0.425 03:00 2.4 3.3 0.387 2.3 3.7 0.414 2.0 2.9 0.270 2.3 2.5 0.273 2.8 2.4 0.338 2.2 3.1 0.328 2.3 3.7 0.423 03:15 2.3 3.7 0.419 2.3 3.4 0.376 2.0 2.8 0.264 2.3 2.4 0.263 2.8 2.5 0.366 2.2 3.0 0.326 2.3 3.6 0.409 03:30 2.3 3.3 0.368 2.2 3.2 0.340 2.0 2.8 0.262 2.3 2.5 0.274 2.7 2.6 0.370 2.2 3.2 0.342 2.3 3.5 0.387 03:45 2.3 3.3 0.369 2.2 3.3 0.344 2.0 2.9 0.272 2.2 2.5 0.268 2.7 2.6 0.364 2.2 3.1 0.329 2.3 3.4 0.375 04:00 2.3 3.3 0.371 2.2 3.3 0.345 2.0 2.8 0.255 2.3 2.6 0.285 2.6 2.6 0.361 2.2 2.9 0.306 2.3 3.3 0.363 04:15 2.2 3.3 0.345 2.2 3.2 0.334 2.0 2.8 0.262 2.2 2.4 0.258 2.6 2.7 0.367 2.3 3.2 0.350 2.3 3.4 0.373 04:30 2.2 3.2 0.346 2.3 3.8 0.412 2.1 2.5 0.243 2.2 2.2 0.222 2.6 2.5 0.340 2.3 3.2 0.349 2.3 3.4 0.392 04:45 2.3 3.0 0.328 2.3 3.5 0.387 2.1 2.6 0.256 2.2 2.2 0.237 2.6 2.7 0.365 2.3 3.0 0.326 2.3 3.2 0.349 05:00 2.3 3.0 0.330 2.2 3.6 0.386 2.1 2.6 0.250 2.2 2.2 0.231 2.6 2.7 0.362 2.3 3.0 0.327 2.3 3.5 0.396 05:15 2.3 3.4 0.374 2.2 3.3 0.344 2.1 2.7 0.266 2.2 2.2 0.237 2.6 2.8 0.377 2.2 3.2 0.343 2.3 3.4 0.390 05:30 2.3 3.2 0.354 2.2 3.5 0.375 2.1 2.7 0.262 2.2 2.1 0.222 2.7 2.7 0.373 2.3 3.3 0.363 2.3 3.6 0.413 05:45 2.4 3.2 0.376 2.3 3.9 0.429 2.1 2.6 0.261 2.2 2.2 0.237 2.6 2.9 0.394 2.3 3.3 0.374 2.4 3.5 0.427 06:00 2.5 3.6 0.446 2.3 3.8 0.437 2.1 2.7 0.272 2.2 2.2 0..232 2.7 2.9 0.407 2.4 3.5 0.412 2.4 4.0 0.490 06:15 2.5 3.8 0.470 2.4 4.0 0.486 2.1 2.6 0.265 2.2 2.2 0.226 2.7 3.1 0.439 2.5 3.6 0.444 2.5 3.9 0.476 06:30 2.5 3.9 0.502 2.4 4.3 0.521 2.1 2.8 0.278 2.2 2.2 0.237 2.8 3.2 0.467 2.5 3.8 0.489 2.5 4.1 0.517 06:45 2.6 3.8 0.500 2.5 4.3 0.555 2.1 2.7 0.266 2.3 2.2 0.252 2.8 3.3 0.501 2.6 4.4 0.590 2.7 4.3 0.594 07:00 2.8 4.6 0.674 2.8 5.0 0.747 2.2 2.9 0.291 2.3 2.3 0.256 2.9 3.4 0.537 2.7 4.5 0.640 2.8 4.6 0.666 07:15 3.1 4.9 0.853 3.0 5.2 0.859 2.1 3.1 0.307 2.3 2.2 0.243 2.9 3.7 0.597 2.9 4.6 0.719 3.1 5.1 0.880 07:30 3.3 4.9 0.933 3.1 5.1 0.879 2.3 3.5 0.388 2.3 2.2 0.250 3.3 4.6 0.884 3.2 5.1 0.921 3.2 5.2 0.965 07:45 3.5 5.3 1.090 3.1 5.2 0.915 2.3 3.5 0.393 2.3 2.2 0.246 3.5 4.9 1.019 3.3 5.2 0.976 3.3 5.3 1.021 ! 0 ! HB_01Vnpl DFINAL(inches):Dep HB 01VnplWFINAL(feet/sec):Vel HB O1Vnp1\QFINAL(MGD-Total MG):Flow HB RG01VnplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1102 4/2/02 413/02 Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 08:00 3.5 5.4 1.129 3.2 5.3 0.957 2.3 3.4 0.375 2.4 2.4 0.296 3.6 5.0 1.098 3.5 5.3 1.083 3.5 5.3 1.095 08:15 4.2 6.2 1.683 3.6 6.0 1.297 2.4 3.6 0.424 2.4 2.4 0.295 4.5 6.1 1.795 3.8 5.7 1.302 3.8 5.8 1.368 08:30 4.0 6.0 1.512 3.6 5.7 1.244 2.5 3.8 0.474 2.5 2.7 0.345 4.1 5.7 1.500 3.7 5.6 1.269 3.7 5.8 1.334 08:45 3.9 5.9 1.426 3.6 5.8 1.265 2.5 4.0 0.507 2.6 2.6 0.341 4.1 5.4 1.394 3.8 5.7 1.348 3.8 6.0 1.383 09:00 4.0 5.9 1.501 3.7 6.0 1.343 2.5 4.3 0.543 2.5 2.8 0.359 4.1 5.4 1.404 3.9 5.8 1.410 3.9 5.8 1.396 09:15 4.1 5.9 1.533 3.8 5.9 1.395 2.5 4.3 0.540 2.6 2.9 0.395 4.2 5.8 1.497 3.9 5.8 1.392 3.9 5.9 1.462 09:30 4.1 6.0 1.568 3.9 6.1 1.471 2.6 4.6 0.609 2.6 3.2 0.435 4.3 5.7 1.573 3.9 5.6 1.351 4.1 6.0 1.548 09:45 4.1 5.8 1.511 3.8 6.0 1.417 2.6 4.6 0.618 2.6 3.3 0.453 4.3 5.6 1.543 4.0 5.8 1.428 4.0 5.9 1.476 10:00 4.2 6.1 1.626 3.9 5.9 1.420 2.7 4.6 0.639 2.6 3.5 0.484 4.3 5.6 1.586 4.0 5.9 1.500 3.9 10:15 4.1 5.8 1.500 3.9 6.0 1.462 2.7 4.6 0.645 2.7 3.2 0.454 4.2 5.5 1.514 4.0 5.8 1.488 10:30 4.0 5.8 1.478 4.0 5.8 1.429 2.7 4.9 0.711 2.6 3.4 0.458 4.2 5.4 1.483 4.0 6.0 1.514 10:45 4.0 5.8 1.470 3.9 6.0 1.475 2.7 4.7 0.674 .2.6 3.4 0.461 4.3 5.5 1.546 4.0 6.1 1.543 11:00 4.0 5.9 1.510 3.9 5.7 1.389 2.8 4.6 0.674 2.6 3.5 0.467 4.2 5.5 1.512 4.0 5.8 1.478 11:15 4.0 5.7 1.438 3.9 5.8 1.429 2.8 4.7 0.716 2.7 3.5 0.493 4.3 5.5 1.551 4.0 5.8 1.461 11:30 4.1 5.9 1.542 4.0 5.8 1.425 2.8 4.7 0.710 2.8 3.6 0.540 4.2 5.6 1.532 4.0 5.9 1.487 11:45 4.1 5.9 1.516 3.9 5.7 1.377 2.8 4.8 0.731 2.8 3.6 0.527 4.3 5.6 1.547 4.1 6.0 1.554 12:00 4.1 5.9 1.524 3.9 6.0 1.482 2.8 4.4 0.656 2.7 3.6 0.508 4.3 5.6 1.551 4.1 6.0 1.590 12:15 4.2 6.0 1.601 4.0 6.1 1.507 2.8 4.5 0.673 2.7 3.4 0.495 4.3 5.7 1.616 4.1 6.0 1.577 12:30 4.2 6.2 1.695 3.9 5.8 1.406 2.7 4.3 0.632 2.7 3.4 0.497 4.4 5.9 1.704 4.1 6.0 1.553 12:45 4.1 6.1 1.574 3.8 5.7 1.361 2.8 4.5 0.665 2.7 3.3 0.473 4.3 5.7 1.598 4.0 5.7 1.422 13:00 3.9 5.9 1.451 3.8 5.8 1.334 2.7 4.1 0.582 2.7 3.4 0.481 4.2 5.6 1.525 3.9 5.7 1.380 1315 3.9 5.9 1.426 3.6 5.4 1.173 2.7 4.0 0.561 2.8 3.4 0.494 4.2 5.6 1.501 3.8 5.6 1.295 13:30 3.9 5.9 1.411 3.6 5.6 1.196 2.6 3.6 0.495 2.7 3.4 0.493 4.1 5.4 1.400 3.7 5.7 1.273 13:45 4.0 6.0 1.524 3.7 5.8 1.307 2.6 3.5 0.462 2.7 3.2 0.454 4.2 5.6 1.509 3.8 5.8 1.354 14:00 4.0 5.8 1.467 3.7 5.7 1.281 2.5 3.3 0.414 2.7 3.2 0.459 4.1 5.6 1.473 3.8 5.8 1.358 14:15 4.0 5.8 1.451 3.5 5.6 1.188 2.5 3.5 0.448 2.7 3.1 0.445 4.0 5.7 1.457 3.7 5.8 1.326 14:30 4.0 6.4 1.601 3.4 5.4 1.075 2.5 3.6 0.464 2.7 3.2 0.450 4.0 5.5 1.377 3.7 5.6 1.282 14:45 4.0 5.7 1.420 3.3 5.1 0.970 2.4 3.3 0.400 2.7 3.2 0.454 3.9 5.6 1.356 3.7 5.8 1.311 15:00 3.9 5.8 1.392 3.3 5.3 1.015 2.4 3.2 0.385 2.7 3.2 0.447 3.8 5.4 1.242 3.6 5.7 1.240 15:15 3.8 5.7 1.348 3.3 5.2 1.006 2.4 3.2 0.390 2.7 3.2 0.454 3.8 5.4 1.243 3.6 5.4 1.153 15:30 3.5 5.3 1.111 3.3 5.2 0.987 2.4 3.6 0.431 2.7 3.1 0.435 3.8 5.4 1.275 3.6 5.6 1.187 15:45 3.5 5.5 1.141 3.2 5.0 0.888 2.4 3.3 0.395 2.6 2.9 0.399 3.7 5.4 1.202 3.5 5.6 1.163 16:00 3.4 5.4 1.067 3.0 4.9 0.826 2.5 3.2 0.398 2.5 2.7 0.354 3.7 5.3 1.199 3.4 5.6 1.136 16:15 3.4 5.3 1.030 3.1 5.0 0.857 2.5 3.4 0.423 2.5 2.8 0.364 3.7 5.4 1.226 3.4 5.5 1.076 16:30 3.3 5.1 0.980 3.1 5.0 0.851 2.4 3.5 0.418 2.5 2.8 0.366 3.5 5.0 1.023 3.3 5.4 1.024 16:45 3.3 5.2 0.980 3.1 5.0 0.855 2.4 3.2 0.376 2.6 2.7 0.357 3.3 4.8 0.926 3.2 4.9 0.895 HB_011mpl\DFINAL(inches):Dep HB_01UnplWFINAL(teet/sec):Vel HB 011mp11QFINAL(MGD-Total MG):Flow HB_RG01Mpi\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.4 5.3 1.024 3.1 5.1 0.863 2.4 3.3 0.395 2.6 2.7 0.357 3.3 4.6 0.886 3.2 5.1 0.916 17:15 3.3 5.1 0.976 3.1 5.1 0.857 2.4 3.2 0.379 2.6 2.7 0.369 3.2 4.8 0.878 3.3 5.0 0.950 17:30 3.3 5.0 0.932 3.0 5.0 0.820 2.4 3.2 0.396 2.6 2.7 0.366 3.3 4.7 0.877 3.3 5.0 0.962 17:45 3.2 5.0 0.897 2.9 4.7 0.729 2.4 3.4 0.408 2.6 2.6 0.346 3.3 4.7 0.877 3.3 5.0 0.964 18:00 3.1 4.9 0.838 2.9 4.9 0.759 2.4 3.3 0.387 2.6 2.9 0.381 3.3 4.7 0.901 3.1 4.9 0.866 18:15 3.1 4.9 0.854 2.9 4.9 0.777 2.4 3.3 0.389 2.6 3.0 0.395 3.3 4.7 0.901 3.0 4.9 0.833 18:30 3.1 4.8 0.815 2.8 4.8 0.712 2.4 3.4 0.403 2.6 2.9 0.386 3.1 4.5 0.758 3.0 4.9 0.815 18:45 2.9 4.8 0.762 2.9 4.6 0.709 2.4 3.3 0.395 2.6 3.0 0.398 3.0 4.3 0.721 2.9 4.7 0.747 19:00 2.8 4.5 0.659 0.01 2.8 4.6 0.680 2.4 3.1 0.367 2.6 3.0 0.400 2.9 4.5 0.709 2.9 4.5 0.693 19:15 2.9 4.7 0.718 2.6 4.6 0.629 2.4 3.2 0.388 2.6 2.9 0.381 2.9 4.5 0.697 2.7 4.5 0.640 19:30 2.9 4.6 0.704 2.7 4.6 0.636 2.4 3.3 0.391 2.6 2.8 0.386 2.8 4.3 0.659 2.7 4.4 0.631 19:45 2.8 4.8 0.710 2.6 4.3 0.596 2.4 3.3 0.388 2.6 2.9 0.390 2.8 4.1 0.604 2.8 4.6 0.673 20:00 2.8 4.5 0.663 2.6 4.4 0.580 2.4 3.3 0.391 2.6 2.8 0.381 2.7 4.0 0.565 2.9 5.0 0.778 20:15 2.8 4.7 0.698 2.6 4.3 0.584 2.4 3.3 0.396 2.6 2.8 0.384 2.8 4.4 0.672 2.9 4.8 0.773 20:30 2.7 4.6 0.662 2.6 4.2 0.559 2.4 3.2 0.380 2.6 2.8 0.382 2.8 4.5 0.672 2.9 5.1 0.781 20:45 2.8 4.5 0.673 2.6 4.3 0.576 2.4 3.1 0.371 2.6 3.0 0.407 2.8 4.4 0.645 2.8 4.6 0.689 21:00 2.7 4.5 0.625 2.6 4.3 0.582 2.4 3.4 0.410 2.6 2.8 0.388 2.7 4.0 0.558 2.8 4.6 0.683 21:15 2.7 4.4 0.610 2.5 4.3 0.551 2.4 3.3 0.403 2.6 2.8 0.379 2.7 4.0 0.559 2.7 4.6 0.652 21:30 2.7 4.5 0.621 2.5 4.1 0.505 2.4 3.2 0.394 2.7 2.9 0.405 2.6 3.9 0.535 2.7 4.6 0.654 21:45 2.6 4.5 0.699 2.4 4.2 0.514 2.5 3.1 0.378 2.7 2.8 0.386 2.6 3.6 0.485 2.7 4.6 0.631 22:00 2.6 4.3 0.575 2.4 4.2 0.520 2.5 3.3 0.422 2.7 2.9 0.400 2.6 3.8 0.498 2.7 4.5 0.622 22:15 2.6 4.3 0.578 2.4 4.3 0.528 2.5 3.1 0.384 2.6 2.7 0.375 2.5 3.9 0.505 2.7 4.6 0.648 22:30 2.6 4.4 0.571 2.4 4.2 0.508 2.5 3.2 0.400 2.7 2.8 0.387 2.6 3.5 0.462 2.7 4.6 0.640 22:45 2.5 4.3 0.551 2.4 4.1 0.498 2.5 3.1 0.389 2.7 2.8 0.383 2.5 3.6 0.458 2.6 4.3 0.583 23:00 2.6 4.5 0.594 2.4 3.9 0.454 2.5 3.1 0.387 2.6 2.7 0.366 2.5 3.4 0.435 2.6 4.3 0.570 23:15 2.5 4.4 0.550 2.3 3.8 0.422 2.5 2.9 0.363 2.6 2.7 0.361 2.6 3.4 0.418 2.5 4.3 0.542 23:30 2.4 4.0 0.483 2.3 3.7 0.417 2.4 3.0 0.360 2.6 2.6 0.339 2.4 3.4 0.405 2.5 4.1 0.504 23:45 2.4 4.1 0.470 2.3 3.7 0.423 2.4 2.8 0.342 2.6 2.6 0.341 2.4 3.3 0.390 2.4 4.0 0.469 Total 0.886 0.01 0.791 0.00 0.413 0.00 0.364 0.00 0.859 0.00 0.847 0.00 0.267 0.00 Average 3.1 4.7 0.886 2.9 4.7 0.791 2.4 3.4 0.413 2.5 2.8 0.364 3.3 4.2 0.859 3.0 4.6 0.847 2.7 4.1 0.640 Min Time 02:30 02:10 02:35 03:50 02:15 02:15 04:10 05:05 05:05 04:40 04:40 04:40 23:55 01:30 03:05 02:35 01:55 02:30 01:55 01:25 01:25 Min Value 2.1 2.9 0.276 2.1 2.9 0.297 2.0 2.5 0.230 2.1 2.0 0.198 2.4 2.1 0.278 2.2 2.7 0.274 2.0 2.9 0.270 Max Time 08:20 14:30 08:20 10:25 09:30 12:20 11:35 10:30 11:35 11:45 10:35 11:40 08:20 08:20 08:20 11:55 10:55 12:20 09:50 08:20 09:40 Max Value 4.3 6.6 1.803 4.0 6.3 1.537 2.9 5.0 0.780 2.8 3.8 0.564 4.7 6.3 2.027 4.1 6.3 1.643 4.1 6.1 1.607 Week Avg 2.9 4.1 0.690 WeekTotal 4.427 0.01 ADS Environmental Services HB_011mp11DFINAL(inches):Dep HB_011rnp1WFINAL(feeUsec):Vel HB_011mp11QFINAL(MGD-Total MG):Flow HB_RG011mp11RAIN(inches):Rain GRAHAM ST. HB 01 Pipe Height:30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3861 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 00:15 00:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 0.01 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 HB 011mp1MDFINAL(inches):Dep HB_011mp11VFINAL(feeVsec):Vel HB_O1Mp1\QFINAL(MGD-Total MG):Flow HB_RGOlVnp1XRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 47/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 08:00 0.01 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 s HB-01Vnp1XDFINAL(inches):Dep HB 01Vnp11VFINAL(teet/sec):Vel HB 01Vnp11QFINAL(MGD-Total MG):Flow HB—RG01Vnp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414102 415102 418102 4nw 418102 419102 4110102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 Total. 0.00 0.00 0.02 0.00 0.00 — 0.00 0.00 Average Min Time Min Value Max Time Max Value Week Avg WeekTotal 0.02 ADS Environmental Services HB 01Vnp1\DFINAL(inches):Dep HB_01Vnp1WFINAL(feettsec):Vel HB_011rnp1\QFINAL(MGD-Total MG):Flow HB_RG01Vnp11RAIN(inches):Rain GRAHAM ST. HB_01 Pipe Height:30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3861 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/11/02 4/12/02 4/13/02 4/14/02 4/15/02 4/16/02 4/17/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 2.4 4.1 0.487 2.3 3.9 0.434 2.2 3.6 0.369 2.5 3.2 0.394 2.5 4.1 0.525 2.8 4.7 0.703 00:15 2.4 3.9 0.455 2.2 3.3 0.339 2.1 3.3 0.336 2.4 2.9 0.356 2.5 3.9 0.485 2.6 4.4 0.585 00:30 2.3 4.0 0.460 2.2 3.5 0.366 2.1 3.3 0.321 2.4 2.7 0.318 2.4 3.5 0.412 2.5 4.0 0.498 00:45 2.3 4.0 0.462 2.2 3.5 0.372 2.1 3.3 0.330 2.4 2.7 0.326 2.3 3.2 0.370 2.4 4.2 0.512 01:00 2.4 4.1 0.478 2.2 3.2 0.329 2.1 3.2 0.315 2.4 2.9 0.356 2.3 3.4 0.372 2.5 4.1 0.510 01:15 2.3 3.7 0.422 2.2 3.4 0.346 2.1 3.1 0.292 2.4 2.7 0.314 2.2 3.2 0.341 2.4 3.7 0.442 01:30 2.3 3.8 0.424 2.2 3.2 0.330 2.0 3.0 0.280 2.3 2.6 0.290 2.2 3.3 0.346 2.4 3.7 0.430 01:45 2.3 3.9 0.430 2.1 3.3 0.335 2.1 3.1 0.292 2.3 2.4 0.276 2.2 3.1 0.320 2.3 3.5 0.401 02:00 2.3 3.8 0.421 2.1 3.3 0.319 2.1 3.1 0.297 2.3 2.5 0.282 2.2 3.1 0.322 2.3 3.3 0.366 02:15 2.2 3.7 0.394 2.0 3.2 0.306 2.1 3.0 0.292 2.3 2.3 0.255 2.2 3.0 0.307 2.2 3.3 0.355 02:30 2.4 4.1 0.499 2.0 3.2 0.299 2.1 2.9 0.284 2.4 2.7 0.323 2.2 3.2 0.331 2.4 4.0 0.479 02:45 2.5 4.2 0.518 2.0 3.2 0.289 2.1 2.7 0.272 2.5 3.2 0.401 2.4 3.5 0.403 2.4 4.0 0.485 03:00 2.5 3.9 0.483 2.0 3.1 0.271 2.1 2.7 0.270 2.6 2.6 0.354 2.2 3.2 0.345 2.4 3.9 0.483 03:15 2.5 4.0 0.493 2.0 3.0 0.273 2.0 2.7 0.250 2.6 2.4 0.317 0.01 2.3 3.5 0.403 2.4 4.0 0.463 03:30 2.5 4.1 0.615 2.0 3.1 0.282 2.0 2.5 0.233 2.5 2.7 0.351 2.3 3.1 0.350 2.4 3.7 0.440 03:45 2.4 4.0 0.480 2.0 3.2 0.281 2.1 2.7 0.260 2.5 2.7 0.345 0.01 2.3 3.4 0.376 2.4 3.8 0.444 04:00 2.3 4.0 0.463 2.0 3.2 0.287 2.0 2.6 0.237 2.5 3.0 0.377 2.3 3.4 0.381 2.4 3.7 0.436 04:15 2.4 4.2 0.501 2.0 3.2 0.284 2.0 2.4 0.228 2.5 3.0 0.371 2.3 3.3 0.372 2.4 4.0 0.470 04:30 2.4 3.9 0.458 2.0 3.1 0.274 2.1 2.5 0.247 2.5 2.9 0.352 0.01 2.3 3.4 0.383 2.3 3.6 0.416 04:45 2.4 4.0 0.470 1.9 2.8 0.241 2.1 2.4 0.231 2.5 2.8 0.348 2.3 3.4 0.378 2.4 3.6 0.416 05:00 2.4 3.9 0.464 1.9 3.1 0.264 2.1 2.4 0.229 2.5 3.0 0.377 2.3 3.3 0.369 2.4 3.9 0.471 05:15 2.3 4.2 0.482 2.0 2.9 0.258 2.1 2.3 0.225 2.5 2.8 0.355 0.01 2.3 3.3 0.367 2.4 3.8 0.454 05:30 2.5 4.2 0.518 2.0 2.9 0.256 2.1 2.3 0.233 2.5 3.0 0.389 2.3 3.3 0.374 2.4 4.2 0.506 05:45 2.4 4.1 0.506 2.0 2.9 0.252 2.1 2.5 0.243 2.6 3.1 0.411 2.4 3.5 0.410 2.4 4.0 0.479 06:00 2.5 4.4 0.558 2.0 2.8 0.247 2.0 2.3 0.219 2.6 3.3 0.444 0.01 2.4 4.0 0.486 2.5 4.3 0.537 06:15 2.5 4.2 0.524 2.0 2.9 0.258 2.1 2.3 0.224 2.7 3.3 0.455 0.01 2.4 3.8 0.464 2.6 4.6 0.620 06:30 2.6 4.4 0.582 2.0 3.0 0.273 2.1 2.4 0.236 2.7 3.4 0.487 2.5 4.2 0.538 2.6 4.3 0.580 06:45 2.8 4.7 0.707 2.0 3.0 0.276 2.1 2.2 0.219 2.8 3.8 0.566 2.5 4.2 0.551 2.7 4.4 0.624 07:00 2.9 4.9 0.756 2.1 3.2 0.303 2.1 2.2 0.213 2.8 3.9 0.594 2.8 5.4 0.792 2.8 4.7 0.694 07:15 3.0 5.2 0.851 2.1 3.1 0.298 2.1 2.3 0.228 3.1 4.6 0.819 3.0 5.2 0.857 3.0 5.1 0.838 07:30 3.2 5.3 0.974 2.1 3.2 0.300 2.1 2.3 0.228 3.3 5.0 0.951 3.3 5.3 0.986 3.1 5.1 0.891 07:45 3.3 5.5 1.068 2.1 3.2 0.306 2.1 2.4 0.235 3.4 5.2 1.047 3.4 5.3 1.043 3.3 5.7 1.082 0 HB_011mp11DFINAL(inches):Dep HB 01Vnp1\VFINAL(feet/sec):Vel HB 01Vnp1\QFINAL(MGD-Total MG):Flow HB RGO1Vnp1\RAIN(inches):Ratn Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/11/02 4/12/02 4/13/02 4/14/02 4/15/02 4/16/02 4/17/02 Dep Val Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 08:00 3.5 6.0 1.258 2.1 3.3 0.330 2.2 2.3 0.233 3.7 5.5 1.205 3.6 5.9 1.263 3.6 5.5 1.176 08:15 3.6 6.0 1.299 2.1 3.4 0.336 2.3 2.4 0.265 3.8 5.8 1.325 3.6 5.9 1.286 3.7 5.7 1.295 08:30 3.7 6.0 1.362 2.2 3.5 0.372 2.2 2.4 0.253 3.9 6.0 1.469 3.7 5.8 1.331 3.8 5.9 1.367 08:45 3.8 6.1 1.407 2.3 3.8 0.429 2.2 2.5 0.263 4.0 5.7 1.452 3.8 6.0 1.394 3.9 5.8 1.411 09:00 3.9 6.3 1.540 2.4 4.0 0.473 2.4 2.7 0.309 4.1 5.9 1.532 3.9 6.2 1.485 3.9 6.1 1.507 09:15 3.9 6.2 1.498 2.5 4.3 0.544 2.4 3.1 0.381 4.3 6.0 1.664 4.2 6.3 1.728 4.3 6.5 1.828 09:30 3.9 6.2 1.513 2.5 4.3 0.540 2.5 3.1 0.387 4.1 6.0 1.583 4.1 6.2 1.599 4.1 6.1 1.581 09:45 4.0 6.2 1.557 2.6 4.5 0.595 2.5 3.5 0.435 4.2 6.0 1.622 4.0 6.2 1.552 4.0 6.0 1.498 10:00 3.9 6.2 1.516 2.7 4.8 0.683 2.5 3.3 0.405 4.2 6.0 1.599 4.1 6.0 1.557 3.9 6.9 1.437 10:15 3.8 5.9 1.404 2.7 4.7 0.643 2.5 3.4 0.417 4.1 5.8 1.496 4.0 6.3 1.578 3.9 6.0 1.454 10:30 3.9 6.0 1.471 2.7 4.5 0.641 2.5 3.5 0.438 4.2 5.8 1.543 4.1 6.0 1.542 3.9 5.9 1.413 10:45 3.9 6.2 1.528 2.6 4.6 0.627 2.5 3.3 0.418 4.1 5.6 1.495 4.1 5.8 1.513 4.0 5.9 1.468 11:00 3.9 6.0 1.493 2.8 4.8 0.707 2.6 3.6 0.476 4.2 5.8 1.564 4.1 6.1 1.583 4.0 5.9 1.487 11:15 4.1 6.2 1.580 2.6 4.6 0.628 2.6 3.8 0.501 4.1 5.9 1.561 4.0 6.0 1.507 3.9 5.8 1.432 11:30 4.0 6.3 1.585 2.5 4.6 0.593 2.6 3.8 0.504 4.0 5.8 1.488 4.0 6.0 1.504 4.0 5.8 1.452 11:45 4.0 6.0 1.483 2.5 4.4 0.560 2.6 3.7 0.496 4.1 5.8 1.497 3.9 6.0 1.474 4.1 5.8 1.480 12:00 4.0 6.4 1.642 4.0 6.1 1.539 2.6 4.4 0.572 2.7 4.0 0.566 4.1 5.7 1.486 4.1 6.1 1.581 4.0 5.7 1.428 12:15 4.1 6.2 1.604 4.0 6.3 1.620 2.5 4.4 0.554 2.6 4.0 0.539 4.2 5.9 1.586 4.1 6.1 1.596 4.0 6.0 1.495 12:30 4.0 6.3 1.586 4.1 6.2 1.617 2.5 4.7 0.602 2.6 3.7 0.496 4.1 6.0 1.581 4.1 5.8 1.509 3.9 5.6 1.368 12:45 4.0 6.4 1.609 4.0 6.0 1.505 2.6 4.7 0.640 2.5 3.4 0.418 4.1 5.8 1.513 4.0 6.0 1.512 3.9 5.8 1.420 13:00 4.0 6.2 1.552 3.9 6.0 1.466 2.6 4.6 0.597 2.5 3.5 0.452 4.1 5.8 1.522 4.0 5.8 1.448 3.9 5.8 1.393 13:15 3.8 6.1 1.459 3.8 5.9 1.385 2.6 4.6 0.603 2.6 3.8 0.506 4.1 5.9 1.546 4.0 5.9 1.464 4.0 5.9 1.452 13:30 3.9 6.1 1.487 3.8 5.9 1.377 2.5 4.4 0.558 2.6 3.5 0.458 4.1 5.8 1.522 3.9 5.8 1.421 4.0 6.0 1.511 13:45 4.0 6.3 1.599 3.8 6.0 1.418 2.5 4.5 0.576 2.6 3.8 0.508 4.2 5.9 1.586 4.0 6.1 1.536 4.0 5.9 1.486 14:00 4.0 6.2 1.573 3.9 6.0 1.426 2.5 4.5 0.579 2.6 3.5 0.468 4.2 5.9 1.578 4.0 6.0 1.512 4.1 6.0 1.640 14:15 4.0 6.1 1.514 3.9 6.2 1.486 2.5 4.5 0.571 2.6 3.6 0.479 4.2 5.7 1.514 4.0 6.1 1.539 4.1 6.0 1.530 14:30 4.0 6.1 1.548 3.7 6.0 1.354 2.5 4.4 0.565 2.5 3.5 0.438 4.1 5.7 1.506 4.0 6.1 1.555 4.0 6.0 1.534 14:45 4.0 6.2 1.568 3.6 5.7 1.262 2.5 4.3 0.557 2.4 3.2 0.397 4.1 5.6 1.490 4.1 6.0 1.567 3.9 5.9 1.430 15:00 3.8 6.0 1.418 3.7 5.8 1.296 2.4 4.1 0.495 2.4 3.4 0.395 4.0 5.8 1.447 3.9 5.8 1.424 3.8 5.6 1.279 15:15 3.9 5.9 1.417 3.7 5.7 1.266 2.5 4.1 0.498 2.4 3.3 0.389 3.9 5.6 1.365 4.0 5.8 1.460 3.7 5.5 1.240 15:30 3.8 6.0 1.428 3.7 5.6 1.259 2.4 3.9 0.465 2.4 3.3 0.382 4.0 5.6 1.401 4.0 5.9 1.474 3.7 5.4 1.187 15:45 3.6 5.9 1.295 3.5 5.6 1.158 2.4 3.8 0.446 2.4 3.3 0.378 3.8 6.4 1.253 3.9 6.0 1.435 3.6 5.6 1.223 16:00 3.5 5.7 1.188 3.5 5.5 1.151 2.4 4.1 0.490 2.4 3.4 0.399 3.8 5.7 1.344 3.7 5.8 1.295 3.6 5.6 1.203 16:15 3.5 5.8 1.196 3.4 5.5 1.069 2.5 4.3 0.530 2.4 3.4 0.396 3.8 5.6 1.281 3.7 5.6 1.236 3.5 5.5 1.151 16:30 3.4 5.7 1.125 3.3 5.3 0.991 2.5 4.5 0.578 2.4 3.3 0.398 3.6 5.4 1.181 3.6 5.6 1.180 3.4 5.4 1.068 16:45 3.3 5.7 1.101 3.3 5.2 0.977 2.5 4.3 0.549 2.4 3.3 0.404 3.5 5.4 1.104 3.5 5.5 1.156 3.4 5.4 1.057 • i i HB 011mpl\DFINAL(inches):Dep HB_011mpllVFINAL(feet/sec):Vel HB_011mp11QFINAL(MGD-Total MG):Flow HB_RGO1MplXRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/11/02 4/12/02 4/13/02 4/14/02 4115/02 4/16102 4/17/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 3.3 5.4 1.021 3.2 5.3 0.974 2.4 4.3 0.529 2.4 3.2 0.377 3.7 5.6 1.237 3.5 5.5 1.135 3.3 5.2 1.010 17:15 3.3 5.5 1.027 3.2 5.2 0.943 2.4 4.2 0.498 2.4 3.4 0.402 3.5 5.2 1.085 3.5 5.4 1.127 3.4 5.3 1.041 17:30 3.2 5.6 1.029 3.1 5.0 0.879 2.3 4.0 0.449 2.4 3.5 0.411 3.4 5.2 1.020 3.5 5.3 1.090 3.5 5.2 1.077 17:45 3.2 5.4 0.973 3.1 5.3 0.916 2.3 3.9 0.440 2.5 3.3 0.412 3.3 6.1 0.979 3.5 5.4 1.102 3.5 5.5 1.120 18:00 3.1 5.3 0.897 3.0 5.0 0.812 2.3 3.9 0.436 2.5 3.6 0.464 3.3 4.8 0.911 3.4 5.2 1.035 3.4 5.2 1.038 18:15 3.1 5.3 0.922 3.0 5.0 0.818 2.3 3.7 0.415 2.5 3.4 0.415 3.2 4.8 0.850 3.3 6.0 0.938 3.3 5.1 0.955 18:30 3.1 5.3 0.929 2.8 4.8 0.738 2.3 4.1 0.462 2.4 3.4 0.407 3.0 4.8 0.796 3.1 4.9 0.863 3.2 5.0 0.895 18:45 3.0 4.9 0.810 2.8 4.8 0.741 2.4 4.0 0.466 2.4 3.4 0.407 3.1 4.9 0.837 3.1 4.8 0.820 3.2 5.0 0.916 19:00 2.9 4.8 0.770 2.8 4.9 0.739 2.4 3.9 0.451 2.4 3.5 0.426 2.9 4.5 0.725 3.1 5.0 0.857 3.0 4.6 0.774 19:15 2.9 5.0 0.787 2.6 4.5 0.597 2.3 3.8 0.420 2.5 3.3 0.418 2.8 4.4 0.671 2.9 4.7 0.751 2.9 4.5 0.713 19:30 2.9 5.0 0.770 2.6 4.4 0.580 2.3 3.6 0.399 2.5 3.4 0.433 2.8 4.4 0.664 2.8 4.5 0.677 2.8 4.4 0.664 19:45 2.9 4.8 0.763 2.6 4.5 0.585 2.3 3.8 0.435 2.5 3.3 0.422 2.9 4.6 0.737 2.9 4.6 0.736 2.9 4.5 0.696 20:00 2.8 4.8 0.725 2.7 4.6 0.632 2.3 3.5 0.396 2.6 3.5 0.462 3.0 4.8 0.811 2.9 4.8 0.756 2.9 4.5 0.713 20:15 2.7 4.6 0.649 2.6 4.5 0.621 2.3 3.6 0.395 2.5 3.2 0.418 2.9 4.6 0.707 3.0 4.8 0.816 3.0 4.5 0.734 20:30 2.8 4.6 0.690 2.5 4.2 0.550 2.3 3.3 0.369 2.5 3.2 0.405 2.9 4.6 0.737 2.9 4.8 0.768 3.0 4.5 0.746 20:45 2.6 4.4 0.608 2.6 4.5 0.583 2.3 3.8 0.437 2.5 3.4 0.443 2.9 4.7 0.728 2.9 4.9 0.767 2.7 4.5 0.653 21:00 2.6 4.7 0.627 2.5 4.3 0.554 2.3 3.6 0.405 2.6 3.4 0.445 2.7 4.3 0.602 2.7 4.7 0.653 2.6 4.4 0.606 21:15 2.7 4.6 0.638 2.5 4.2 0.541 2.3 3.5 0.387 2.6 3.3 0.433 2.8 4.7 0.705 2.6 4.3 0.598 2.5 3.7 0.485 21:30 2.6 4.5 0.599 2.5 4.5 d.571 2.3 3.7 0.417 2.6 3.5 0.484 2.8 4.8 0.720 2.9 4.8 0.735 2.6 3.8 0.503 21:45 2.6 4.5 0.613 2.5 4.3 0.537 2.3 3.5 0.381 2.6 3.2 0.433 2.8 4.8 0.694 2.8 4.8 0.727 2.7 4.3 0.599 22:00 2.6 4.5 0.597 2.5 4.3 0.531 2.2 3.4 0.356 2.6 3.3 0.431 2.6 4.4 0.605 2.8 4.7 0.708 3.1 5.2 0.926 22:15 2.5 4.4 0.546 2.5 4.4 0.548 2.3 3.5 0.390 2.6 3.3 0.433' 2.7 4.7 0.671 2.7 4.6 0.652 3.2 5.2 0.955 22:30 2.5 4.4 0.565 2.4 4.2 0.509 2.2 3.4 0.371 2.5 3.2 0.419 2.7 4.5 0.622 2.7 4.3 0.595 2.8 4.7 0.705 22:45 2.4 4.5 0.545 2.5 4.1 0.502 2.2 3.3 0.349 2.5 3.1 0.404 2.7 4.5 0.639 2.6 4.4 0.590 2.7 4.5 0.634 23:00 2.4 4.4 0.531 2.4 4.2 0.500 2.2 3.1 0.333 2.6 3.2 0.428 2.7 4.4 0.627 2.6 4.4 0.588 2.7 4.6 0.651 23:15 2.5 4.2 0.518 2.3 3.9 0.442 2.2 3.4 0.355 2.5 3.3 0.427 2.6 4.2 0.569 2.5 4.4 0.564 2.7 4.6 0.660 23:30 2.4 4.1 0.490 2.3 4.0 0.462 2.1 3.4 0.338 2.4 2.9 0.342 2.6 4.2 0.571 3.0 5.1 0.830 2.7 4.5 0.623 23:45 2.3 4.1 0.474 2.4 3.9 0.461 2.1 3.4 0.337 2.4 2.8 0.332 2.6 4.1 0.546 3.1 5.1 0.889 3.0 4.9 0.792 Total 0.505 0.00 0.888 0.00 0.424 0.00 0.366 0.00 0.912 0.06 0.937 0.00 0.930 0.00 Average 3.2 5.3 1.017 3.0 5.0 0.888 2.3 3.7 0.424 2.3 3.1 0.366 3.2 4.6 0.912 3.2 4.9 0.937 3.2 4.9 0.930 Min Time 23:55 23:40 23:55 02:25 02:10 02:25 05:05 06:10 04:55 03:30 07:00 07:00 02:20 02:25 02:25 02:35 02:15 02:15 02:20 02:20 02:20 Min Value 2.3 3.8 0.440 2.2 3.6 0.371 1.9 2.6 0.229 2.0 2.1 0.201 2.2 2.3 0.248 2.1 2.9 0.291 2.2 3.2 0.341 Max Time 12:25 12:10 12:10 12:35 12:25 12:25 11:00 10:00 11:05 12:00 11:15 12:00 09:20 09:45 09:20 09:20 09:20 09:20 09:20 09:25 09:20 Max Value 4.1 6.6 1.690 4.1 6.6 1.718 2.8 5.1 0.735 2.7 4.3 0.612 4.3 6.2 1.714 4.2 6.5 1.772 4.4 6.6 1.868 Week Avg 2.9 4.4 0.764 WeekTotal 4.962 0.06 ADS Environmental Services HB_011mp11DFINAL(Inches):Dep HB_01Mp1\VFINAL(teet/sec):Vel HB_01Unp1\QFINAL(MGD-Total MG):Flow HB_RG011mp1U2AIN(inches):Rain GRAHAM ST. HB_01 Pipe Height:30.75 HUNTINGTON BEACH,CA HC 13.3861-13.3861 0.0000-0.0000 Thursday Friday 4/18/02 4/19/02 Dep Vel Flow Rain Dep Val Flow Rain 00:00 2.9 4.5 0.687 2.4 3.6 0.441 00:15 2.5 4.2 0.549 2.4 3.4 0.398 00:30 2.5 4.2 0.524 2.3 3.2 0.364 00:45 2.5 4.1 0.515 2.3 3.4 0.387 01:00 2.5 3.5 0.429 2.2 3.3 0.350 01:15 2.4 3.4 0.393 2.2 3.2 0.339 01:30 2.4 3.5 0.421 2.2 3.3 0.341 01:45 2.3 3.2 0.371 2.2 3.4 0.357 02:00 2.2 3.2 0.343 2.2 3.0 0.313 02:15 2.3 3.2 0.344 2.2 3.0 0.314 02:30 2.3 3.3 0.373 2.4 3.6 0.440 02:45 2.4 3.6 0.439 2.3 3.3 0.358 03:00 2.3 3.2 0.371 2.3 3.4 0.373 03:15 2.4 3.4 0.406 2.3 3.4 0.390 03:30 2.4 3.4 0.408 2.3 3.3 0.380 03:45 2.3 3.2 0.359 2.3 3.3 0.371 04:00 2.3 3.2 0.364 2.3 3.3 0.366 04:15 2.3 3.5 0.402 2.4 3.2 0.370 04:30 2.3 3.4 0.387 2.3 3.4 0.381 04:45 2.3 3.3 0.363 2.3 3.2 0.358 05:00 2.3 3.2 0.346 2.3 3.4 0.387 05:15 2.3 3.5 0.392 2.4 3.3 0.390 05:30 2.3 3.2 0.366 2.4 3.3 0.383 05:45 2.3 3.1 0.346 2.4 3.6 0.426 06:00 2.4 3.9 0.475 2.5 3.3 0.412 06:15 2.5 4.2 0.540 2.5 3.6 0.461 06:30 2.5 4.3 0.563 2.6 4.1 0.538 06:45 2.6 4.2 0.563 2.5 4.1 0.516 07:00 2.8 .4.8 0.741 2.6 4.4 0.602 07:15 3.0 5.2 0.858 2.9 5.0 0.799 07:30 3.2 5.3 0.980 3.1 5.1 0.889 07:45 3.3 5.4 1.022 3.3 5.1 0.958 s HB 01Vnp11DFINAL(inches):Dep HB 01Vnp11VFINAL(teeVsec):Vel HB 01Vnp1\QFINAL(MGD-Total MG):Flow HB_RG01Vnp1XRAIN(inches):Rain Thursday Friday 4/18/02 4/19/02 Dep Vel Flow Rain Dep Vel Flow Rain 08:00 3.5 5.8 1.200 3.4 5.5 1.085 08:15 3.6 6.0 1.317 3.5 5.7 1.190 08:30 3.7 5.9 1.344 3.6 5.8 1.240 08:45 3.8 5.7 1.326 3.6 5.9 1.295 09:00 3.9 5.9 1.423 3.7 6.0 1.363 09:15 3.9 6.0 1.461 4.3 6.5 1.821 09:30 4.0 6.0 1.504 4.0 6.0 1.522 09:45 4.0 6.1 1.553 3.9 6.0 1.492 10:00 4.0 5.9 1.467 3.9 6.0 1.475 10:15 4.0 6.0 1.487 3.8 5.9 1.404 10:30 4.1 6.0 1.528 3.8 6.0 1.423 10:45 4.1 6.1 1.560 3.9 5.8 1.382 11:00 4.0 6.1 1.546 3.9 5.9 1.411 11:15 4.0 6.0 1.522 3.9 5.8 1.385 11:30 4.0 6.0 1.489 3.9 5.6 1.351 11:45 4.1 6.1 1.570 3.9 5.9 1.449 12:00 4.1 6.0 1.570 4.0 5.7 1.426 12:15 4.1 5.9 1.536 4.0 5.9 1.485 12:30 4.0 6.1 1.551 4.0 5.9 1.506 12:45 4.0 6.0 1.505 4.2 6.0 1.632 13:00 4.0 6.0 1.484 4.2 6.5 1.767 13:15 3.9 5.9 1.447 3.9 6.3 1.526 13:30 4.0 5.8 1.476 3.8 6.0 1.420 13:45 4.0 5.9 1.472 3.8 5.8 1.353 14:00 4.0 5.9 1.499 3.7 5.7 1.279 14:15 4.1 6.1 1.563 3.7 5.9 1.322 14:30 4.0 6.1 1.549 3.7 5.9 1.340 14:45 4.0 5.9 1.468 3.7 5.8 1.294 15:00 3.9 5.8 1.395 3.7 5.8 1.281 15:15 3.8 5.8 1.387 3.7 5.9 1.307 15:30 3.7 5.8 1.311 3.6 5.7 1.241 15:45 3.7 5.7 1.293 3.6 5.6 1.213 16:00 3.6 6.0 1.313 3.6 5.6 1.197 16:15 3.6 5.5 1.213 3.5 5.3 1.115 16:30 3.5 5.5 1.165 3.4 5.3 1.059 16:45 3.5 5.3 1.083 3.3 5.3 1.011 HB_O11mp11DFINAL(inches):Dep HB_01MplWFINAL(feet/sec):Vel HB OlVnpl\QFINAL(MGD-Total MG):Flow HB_RG01Vnpl\RAIN(inches):Rain Thursday Friday 4/18/02 4/19102 Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.4 5.4 1.060 3.3 5.4 1.032 17:15 3.6 5.5 1.172 3.3 5.3 0.998 17:30 3.5 5.4 1.145 3.3 5.2 0.971 17:45 3.5 5.3 1.083 3.3 5.2 0.980 18:00 3.5 5.2 1.075 3.2 5.0 0.889 18:15 3.4 5.1 0.995 3.1 5.1 0.892 18:30 3.3 5.2 0.983 3.0 4.6 0.761 18:45 3.2 5.1 0.936 3.0 4.9 0.804 19:00 3.1 4.8 0.815 2.9 4.7 0.730 19:15 3.0 4.6 0.763 3.0 4.6 0.748 19:30 3.0 4.7 0.773 3.0 4.8 0.795 19:45 3.0 4.8 0.776 2.8 4.4 0.655 20:00 3.0 4.8 0.798 2.9 4.7 0.744 20:15 2.9 4.7 0.755 2.8 4.6 0.699 20:30 3.0 4.5 0.730 2.9 4.5 0.691 20:45 2.9 4.6 0.739 2.9 4.7 0.734 21:00 2.8 4.7 0.713 2.8 4.5 0.676 21:15 2.9 4.6 0.716 2.9 4.5 0.698 21:30 2.9 4.6 0.726 2.8 4.5 0.688 21:45 2.7 4.5 0.641 2.7 4.3 0.590 22:00 2.7 4.3 0.602 2.8 4.5 0.674 22:15 2.7 4.5 0.636 2.7 4.2 0.603 22:30 2.7 4.3 0.595 2.5 3.9 0.502 22:45 2.7 4.5 0.622 2.6 3.9 0.483 23:00 2.7 4.5 0.652 2.5 3.6 0.459 23:15 2.6 4.3 0.583 2.5 3.6 0.445 23:30 2.5 4.0 0.511 2.4 3.5 0.405 23:45 2.5 3.6 0.446 2.4 3.3 0.388 Total 0.930 0.864 Average 3.2 4.8 0.930 3.1 4.7 0.864 Min Time 02:10 02:10 02:10 02:05 02:20 02:20 Min Value 2.2 2.9 0.305 2.2 2.9 0.297 Max Time 12:00 16:00 11:55 09:20 13:05 09:20 Max Value 4.2 6.4 1.616 4.4 6.6 1.919 Week Avg 3.1 4.8 0.897 WeekTotal 1.794 x o_ N Flow Monitor HB-02 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. However, on (in) (fps) (mgd) March 20, depth and velocity briefly experience changes Average 5.39 3.04 0.814 exhibiting backwater conditions. Flow depth and velocity Minimum 3.85 1.20 0.254 measurements recorded by the flow monitor are consistent Maximum 1 12.54 4.54 1.686 with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location. Ultrasonic depth and velocity sensor uptimes of 100% were A review of quantity data indicates a repeatable diurnal pattern observed during the monitoring period. Based upon the during both weekday and weekend periods. Average flow quality and consistency of the observed flow depth and depth, velocity, and quantity data observed during the month, velocity data, the Continuity equation was used to calculate along with observed minimum and maximum data, are flow rate and quantities during the monitoring period. provided in the following table. Site Book#/MH# Site Repo HB_02 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/07/02 Diameter ADS Job# ress/ Location: 11148 Edgewater Ln. (Ht. Bch, Ca.) Initials: Ty D. 15.13"x 15.13° 11871.11 Located on Edgewater Ln. next to house. Next to Warner, but does not connect. Installation Access: Drive Thomas Guide: 857 B-1 Stainless steel ring with ultrasonic,velocity and pressure sensors. N \ x\ Safety \�, HB_02 p I,®!1 Rungs r °D Ili as Investigation > 02 0 % #1:Algunquin St. Q #2: Davenport Dr. M C H2S 0 ppm #3:Edgewater Ln. of L CO 0 ppm c d Cn 3 LEL 0 % Courtney Ln. #2 °' Traffic w Light HB_02 8 Warner Ave. Pipe Material vCP Warner Ave. Manhole Depth 14 ft. Access Map Site Map Pipe and M.H.Condition = Manhole in Fair Condition Sensor Location Manhole Profile r A Ch G Z N W C. (D X CDCJ1 W 15.13"h x 15.13"w Cross-Section View Plan View Drawings Not to Scale Show Any Defects Hydraulics Pipe Profile Good Hydraulics. Slight wave as it enters the invert. ultrasonic Sensor 4., barge None Height: --- Velocity Sensor Le :00 DOF 6.00" +/- velocity 5.00 fps silt 0.001, Show Sensor Locations ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 11 HB 02\m 1\DFINAL HB 02\m 1\VFINAL HB RG01\m 1\RAIN 10 0.45 10 9 9 0.40 8 8 0.35 7 7 0.30 6 m c 6 0 0.25 L 5 o 0.20 �11 Ro 1 4 4 0.15 3 3 0.10 2 2 0.05 1 1 0.00 0 0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 11 HB 02\m 1\DFINAL HB 02\m 1\VFINAL HB RG01\m 1\RAIN 9 0.45 10 8 9 0.40 7 8 0.35 6 7 id III 0.30 c 6 m 5 0 c o 0.25 L 1A J fL r tr ani 5 4 0 o 0.20 U 3 0.15 3 I 2 0.10 2 0.05 1 1 0.00 0 0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 11 HB 02\m 1\DFINAL HB 02\m 1\VFINAL HB RG01\m 1\RAIN 9 I 0.45 10 8 9 0.40 7 8 0.35 6 7 0.30 m c 6 5 0 c - o 0.25 t ` n 5 0' 0 4 y 0.20 4 3 AUN 0.15 3 2 0.10 2 0.05 1 1 0.00 0 0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER I.N. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 11 HB 02\m 1\DFINAL HB 02\m 1\VFINAL HB RG01\m 1\RAIN 9 0.45 10 8 9 0.40 7 8 0.35 6 7 0.30 5 `D c 6 0 c 2 0.25 L (If a 5 0 4 0.20 4 AL Q N) 3 0.15 3 q 1 2 0.10 2 0.05 1 1 0.00 0 0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 11 HB 02\m 1\DFINAL HB 02\m 1\VFINAL HB RG01\m 1\RAIN 9 0.45 10 8 9 0.40 7 8 0.35 6 7 0.30 < m c 6 5 0 c 0 dN 0.25 L I cc C 5 0 4 N 0.20 UNA' uj V U w I 4 l .1 3 0.15 3 I 2 0.10 '� 2 0.05 1 1 0.00 0 0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 2.00 HB 02\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 0.30 1 .25 0 0.25 1 .00 `0 3 _o LL 0.20 0.75 0.15 0.50 0.10 + I,I 0.25 w 0.05 0.00 o.00 -14 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 2.00 HB 02\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0.25 1 .00 f0 3 o 1L 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 2.00 HB 02\m 1\QFINAL HB RG01\m 1\RAIN 0,45 1 .75 0.40 1 .50 0.35 1 .25 N 0.30 0.25 1 .00 3 of o 0.20 0.7s 0.15 0.50 0.10 �I 0.25 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 2.00 HB 02\ FINAL HB RG01 1\RAIN 0.45 1.75 0.40 1 .50 0.35 1 .25 0.30 0 c 0 c 0.25 1.00 � o LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height: 15.50 HUNTINGTON BEACH, CA 0.50 2.00 HB 02\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 O c � 0.25 1 .00 _o LL 0.20 0.75 0.15 ' 0.50 0.10 0.25 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Aor 2002 Time ADS Environmental Services 11148 EDGEWATER LN. HB_02 Pipe Height:15.50 HUNTINGTON BEACH,CA HC 7.8847-7.8847 0.0000-0.0000 HB_021mplkQFINAL(MGD-Total MG) HB_RG011mplkRAIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 03:55 0.254 08:15 1.304 0.728 0.728 0.00 3115/02 04:10 0.270 08:00 1.517 0.768 0.768 0.00 3/16/02 04:30 0.264 09:50 1.576 0.787 0.787 0.00 3/17/02 03:45 0.291 10:05 1.444 0.837 0.837 0.11 3/18102 02:55 0.263 07:35 1.530 0.821 0.821 0.00 3/19/02 03:15 0.278 07:35 1.615 0.796 .0.796 0.00 3/20/02 02:35 0.265 07:45 1.588 0.794 0.794 0.00 3/21/02 01:45 0.277 08:45 1.578 0.760 0.760 0.00 3/22/02 04:25 0.261 07:35 1.641 0.776 0.776 0.00 3/23/02 04:40 0.290 09:35 1.587 0.862 0.862 0.04 3124/02 03:55 0.317 10:40 1.494 0.837 0.837 0.00 3/25102 02:00 0.293 08:00 1.649 0.828 0.828 0.00 3/26/02 04:30 0.283 07:50 1.686 0.803 0.803 0.00 3/27/02 03:55 0.286 07:40 1.575 0.809 0.809 0.00 3/28/02 03:55 0.257 07:50 1.604 0.787 0.787 0.01 3/29/02 04:00 0.294 08:00 1.490 0.797 0.797 0.00 3130/02 04:10 0.282 10:15 1.640 0.828 0.828 0.00 3/31/02 04:35 0.307 10:45 1.576 0.861 0.861 0.00 4/1/02 04:55 0.289 09:00 1.498 0.822 0.822 0.00 412102 04:10 0.289 08:05 1.476 0.811 0.811 0.00 4/3/02 04:10 0.288 08:30 1.368 0.802 0.802 0.00 414102 04:50 0.327 09:40 1.428 0.790 0.790 0.00 4/5/02 04:20 0.287 09:55 1.517 0.814 0.814 0.00 4/6102 04:35 0.256 09:50 1.604 0.855 0.855 0.02 417/02 04:45 0.344 10:05 1.515 0.882 0.882 0.00 418/02 03:00 0.298 06:35 1.531 0.858 0.858 0.00 4/9/02 02:55 0.304 06:55 1.539 0.863 0.863 0.00 4/10/02 02:25 0.279 07:20 1.371 0.814 0.814 0.00 ReportAvg 0.814 ReportTotal 22.79 10.18 ADS Environmental Services HB_02trnp1XDFINAL(inches):Dep HB 021mp1WFINAL(teeUsec):Vel HB_021mp11QFINAL(MGD-Total MG):Flow HB RG011mp11RAIN(inches):Rain 11148 EDGEWATER LN. HB 02 Pipe Height:15.50 HUNTINGTON BEACH,CA HC 7.8847-7.8847 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 4.8 2.4 0.515 4.7 2.3 0.489 4.8 2.3 0.500 4.9 2.3 0.503 4.7 2.5 0.525 4.6 2.4 0.498 4.8 2.3 0.504 00:15 4.6 2.3 0.468 4.6 2.2 0.443 4.6 2.1 0.431 4.8 2.5 0.540 4.6 2.3 0.464 4.6 2.3 0.470 4.7 2.6 0.555 00:30 4.4 2.0 0.400 4.7 2.3 0.471 4.6 2.2 0.453 4.7 2.3 0.483 4.6 2.3 0.478 4.6 2.4 0.479 4.5 2.3 0.470 00:45 4.4 2.1 0.393 4.6 2.4 0.499 4.6 2.2 0.460 4.8 2.4 0.540 4.5 2.5 0.484 4.4 2.2 0.426 4.6 2.3 0.474 01:00 4.5 2.2 0.447 4.6 2.4 0.490 4.4 2.1 0.411 4.8 2.4 0.540 4.4 2.2 0.437 4.4 2.1 0.419 4.4 2.2 0.439 01:15 4.3 2.0 0.370 4.4 2.2 0.421 4.3 2.1 0.389 4.7 2.4 0.506 4.3 2.1 0.399 4.3 2.2 0.412 4.5 2.1 0.424 01:30 4.2 2.2 0.410 4.2 2.2 0.396 4.3 1.9 0.363 4.6 2.2 0.458 4.2 1.9 0.344 4.2 1.9 0.352 4.3 2.2 0.404 01:45 4.2 2.2 0.396 4.2 2.1 0.371 4.2 1.8 0.327 4.7 2.3 0.496 4.1 2.0 0.350 4.1 2.0 0.349 4.2 2.0 0.366 02:00 4.3 2.1 0.395 4.2 1.9 0.333 4.3 1.9 0.355 4.5 2.1 0.429 4.1 1.8 0.327 4.1 1.9 0.328 4.2 2.0 0.356 02:15 4.1 1.9 0.334 4.2 1.9 0.350 4.2 1.9 0.352 4.5 2.3 0.457 4.2 2.1 0.368 4.1 2.1 0.372 4.2 1.9 0.344 02:30 4.0 1.8 0.306 4.2 1.9 0.348 4.3 1.9 0.360 4.4 2.2 0.419 4.2 1.8 0.328 4.1 2.0 0.353 4.2 1.8 0.334 02:45 4.0 1.8 0.305 4.1 1.9 0.329 4.3 1.8 0.334 4.4 2.2 0.432 4.2 1.7 0.309 4.1 1.7 0.301 4.2 1.8 0.319 03:00 4.0 1.9 0.315 4.1 1.7 0.289 4.3 1.9 0.350 4.2 1.9 0.352 4.1 1.8 0.318 4.1 1.8 0.313 4.2 1.9 0.341 03:15 4.0 2.0 0.336 4.1 1.8 0.317 4.3 2.1 0.379 4.3 2.0 0.380 4.2 1.8 0.328 4.1 1.8 0.304 4.2 1.9 0.352 03:30 4.0 2.0 0.336 4.1 1.6 0.290 4.2 2.0 0.352 4.2 1.9 0.352 4.2 1.8 0.313 4.1 1.8 0.320 4.2 1.9 0.348 03:45 3.9 1.7 0.274 4.1 1.8 0.317 4.1 2.0 0.348 4.2 1.7 0.302 4.2 1.9 0.343 4.1 1.8 0.324 4.3 1.9 0.355 04:00 3.9 1.8 0.289 4.1 1.7 0.306 4.2 1.8 0.330 4.2 1.7 0.305 4.1 1.7 0.305 4.1 1.8 0.320 4.2 1.8 0.321 04:15 3.9 1.7 0.278 4.2 1.9 0.339 4.1 1.8 0.319 4.2 1.7 0.303 4.1 1.9 0.337 4.1 1.7 0.294 4.1 1.9 0.330 04:30 3.9 1.8 0.296 4.2 1.7 0.311 4.0 1.7 0.282 4.2 1.7 0.309 4.1 1.8 0.321 4.1 1.7 0.296 4.2 1.8 0.319 04:45 4.0 1.7 0.287 4.1 1.7 0.306 4.0 1.8 0.302 4.2 1.8 0.317 4.1 2.0 0.350 4.1 1.8 0.316 4.2 1.8 0.324 05:00 4.1 2.1 0.362 4.2 1.7 0.316 4.0 1.9 0.329 4.2 1.8 0.321 4.2 2.0 0.367 4.1 1.7 0.298 4.2 1.8 0.319 05:15 4.2 2.2 0.399 4.3 2.0 0.368 4.0 1.9 0.317 4.1 1.9 0.332 4.1 1.8 0.319 4.2 1.9 0.334 4.4 2.1 0.402 05:30 4.4 2.1 0.409 4.4 2.1 0.403 4.1 1.9 0.333 4.2 1.9 0.339 4.3 2.1 0.388 4.4 2.4 0.451 4.4 2.2 0.426 05:45 4.6 2.3 0.459 4.5 2.3 0.454 4.2 1.9 0.354 4.2 1.7 0.314 4.5 2.3 0.455 4.7 2.6 0.547 4.6 2.3 0.476 06:00 4.6 2.2 0.446 4.9 2.4 0.530 4.2 1.9 0.347 4.3 1.9 0.348 4.9 3.0 0.680 5.1 2.5 0.584 5.2 3.0 0.728 06:15 5.2 2.8 0.671 5.2 2.9 0.710 4.3 2.2 0.416 4.3 1.9 0.358 5.3 3.1 0.778 5.1 2.8 0.676 5.2 2.4 0.590 06:30 5.5 3.2 0.850 5.6 3.6 0.969 4.5 2.4 0.473 4.4 2.2 0.434 5.6 3.3 0.904 5.8 3.6 1.005 5.6 3.6 0.975 06:45 5.5 3.2 0.837 6.2 3.6 1.111 4.6 2.4 0.490 4.6 2.6 0.542 6.3 3.8 1.186 6.3 3.8 1.220 6.2 3.7 1.164 07:00 5.8 3.5 0.981 6.4 3.9 1.268 5.1 2.6 0.619 4.8 2.5 0.558 6.5 4.0 1.338 6.4 3.8 1.233 6.4 3.9 1.262 07:15 6.1 3.6 1.107 6.6 4.1 1.365 5.1 2.9 0.701 5.1 2.6 0.655 6.7 4.0 1.387 6.8 4.0 1.412 6.6 3.8 1.276 07:30 6.2 3.9 1.222 6.8 4.0 1.394 5.4 3.1 0.798 5.3 2.6 0.651 6.9 4.2 1.484 7.1 4.2 1.557 6.9 4.1 1.457 07:45 6.1 3.7 1.105 6.9 4.1 1.465 5.6 3.3 0.892 5.3 3.0 0.749 6.8 4.0 1.419 7.1 4.3 1.558 6.9 4.2 1.521 HB_02Mp1\DFINAL(inches):Dep HB 021mp11VFINAL(teeVsec):Vel HB_02Mp11QFINAL(MGD-Total MG):Flow HB RG01trnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/1 9/02 3/20/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 08:00 6.2 3.7 1.137 6.9 4.2 1.491 6.1 3.7 1.132 5.4 3.1 0.793 6.8 4.2 1.461 6.8 4.1 1.442 7.1 4.2 1.540 08:15 6.1 4.0 1.234 6.9 4.2 1.485 6.1 3.6 1.111 5.7 3.3 0.913 6.7 4.0 1.358 7.0 4.0 1.460 6.9 4.1 1.450 08:30 5.9 4.1 1.185 6.9 4.1 1.446 6.4 3.8 1.234 6.2 3.8 1.153 6.8 4.1 1.458 6.8 3.9 1.361 6.9 4.2 1.471 08:45 5.9 3.4 0.976 6.9 4.0 1.410 6.5 3.9 1.268 6.1 3.9 1.183 6.7 4.0 1.355 9.9 2.5 1.257 6.6 4.0 1.351 09:00 5.7 3.4 0.936 6.8 3.9 1.370 6.6 4.0 1.336 6.4 3.9 1.276 6.6 4.0 1.323 7.0 3.7 1.338 6.6 4.1 1.372 09:15 5.8 3.6 1.009 6.5 4.0 1.320 6.7 4.1 1.395 6.4 3.9 1.259 6.5 3.8 1.238 8.7 2.3 1.048 6.6 4.0 1.364 09:30 5.9 3.6 1.047 6.5 3.8 1.242 7.0 4.2 1.508 6.4 3.9 1.265 6.5 4.0 1.315 6.5 3.7 1.209 6.6 3.7 1.243 09:45 5.8 3.3 0.933 6.3 3.7 1.166 6.9 4.2 1.494 6.4 3.8 1.208 6.5 3.9 1.272 9.0 2.7 1.207 6.3 3.7 1.189 10:00 5.7 3.1 0.842 6.4 3.8 1.232 7.0 3.9 1.422 6.7 4.2 1.412 6.2 3.7 1.150 6.3 3.6 1.155 6.4 3.9 1.242 10:15 5.6 3.0 0.804 6.3 3.7 1.156 6.8 3.9 1.358 6.7 3.9 1.322 6.2 3.9 1.194 7.1 3.2 1.153 6.2 3.5 1.103 10:30 5.6 3.2 0.855 6.2 3.8 1.172 6.9 4.2 1.473 6.6 4.1 1.397 6.1 3.6 1.085 8.2 2.8 1.063 6.2 3.6 1.107 10:45 5.6 2.8 0.750 6.2 3.9 1.192 6.6 3.9 1.332 6.5 3.8 1.257 6.1 3.6 1.087 6.1 3.9 1.151 6.3 3.6 1.122 11:00 5.5 4.0 1.052 6.0 3.9 1.144 6.5 3.7 1.219 6.6 4.0 1.339 6.1 3.5 1.078 6.3 3.9 1.249 6.1 3.6 1.105 11:15 5.6 2.8 0.764 5.8 3.5 1.001 6.5 3.8 1.232 6.6 3.9 1.320 6.0 3.6 1.054 6.0 3.5 1.020 6.1 3.7 1.140 11:30 5.5 3.2 0.847 5.7 3.3 0.934 6.4 3.8 1.240 6.5 3.8 1.255 6.2 3.7 1.128 6.0 3.3 0.974 5.9 3.7 1.062 11:45 5.4 2.7 0.689 5.6 3.5 0.948 6.3 3.6 1.148 6.4 3.9 1.261 6.1 3.5 1.073 5.7 3.5 0.991 5.8 3.4 0.963 12:00 5.6 3.0 0.792 5.5 3.0 0.792 6.2 3.9 1.197 6.3 3.7 1.174 5.9 3.3 0.954 5.6 3.2 0.878 5.5 2:9 0.755 12:15 5.7 3.4 0.933 5.8 3.7 1.053 6.3 3.5 1.123 6.3 3.7 1.177 5.8 3.5 0.983 5.5 3.2 0.842 5.3 3.0 0.766 12:30 5.5 3.0 0.777 5.6 3.5 0.941 6.2 3.8 1.158 6.2 3.7 1.160 5.5 3.3 0.858 5.5 3.2 0.833 5.5 3.0 0.786 12:45 5.6 3.3 0.896 5.4 3.5 0.903 6.0 3.5 1.031 6.2 3.7 1.161 5.7 3.5 0.952 5.3 2.7 0.669 5.6 3.1 0.824 13:00 5.4 2.9 0.744 5.4 3.0 0.756 5.9 3.5 1.022 6.2 3.7 1.140 5.4 3.2 0.842 5.0 3.3 0.763 5.3 2.9 0.712 13:15 6.3 3.1 0.783 5.5 3.0 0.807 6.0 3.6 1.063 6.1 3.6 1.080 5.5 3.2 0.831 5.2 3.3 0.809 5.2 2.9 0.708 13:30 5.5 3.2 0.839 5.4 3.1 0.781 5.9 3.3 0.961 5.8 3.5 1.004 5.4 3.2 0.830 5.4 3.0 0.760 5.1 2.6 0.616 13:46 5.3 2.8 0.698 5.4 2.9 0.728 5.7 3.4 0.939 5.7 3.6 1.004 5.5 3.1 0.809 5.4 2.9 0.743 5.0 2.8 0.643 14:00 5.3 2.9 0.725 5.2 2.9 0.699 5.8 3.4 0.957 5.6 3.5 0.947 5.3 2.8 0.704 5.4 3.0 0.765 5.1 2.9 0.682 14:15 5.3 2.8 0.708 5.2 2.7 0.656 5.8 3.3 0.928 5.6 3.2 0.853 5.3 3.1 0.781 5.3 2.8 0.703 4.8 3.3 0.730 14:30 5.3 3.1 0.760 5.1 3.2 0.755 5.9 3.5 1.004 5.7 3.6 0.970 5.3 3.0 0.748 5.3 3.0 0.756 4.8 3.4 0.748 14:45 5.1 2.8 0.662 5.1 2.6 0.629 5.7 3.0 0.826 5.7 3.3 0.911 5.3 2.7 0.675 5.1 2.7 0.640 4.9 3.0 0.677 15:00 5.1 2.7 0.641 5.2 2.5 0.616 5.8 3.4 0.953 5.7 3.4 0.933 5.3 3.0 0.735 5.0 2.6 0.600 4.9 2.9 0.645 15:15 5.2 2.5 0.620 5.2 2.6 0.642 5.6 3.1 0.843 5.6 3.3 0.878 5.3 2.8 0.713 5.1 3.0 0.722 4.9 3.2 0.704 15:30 5.1 2.6 0.616 5.1 2.8 0.654 5.6 3.1 0.832 5.6 2.9 0.788 5.4 3.0 0.768 4.9 2.7 0.604 4.9 3.4 0.758 15:45 5.2 2.7 0.642 5.2 3.0 0.734 5.4 2.7 0.697 5.8 3.5 0.986 5.4 3.2 0.809 4.9 2.4 0.550 5.1 3.2 0.761 16:00 5.1 2.7 0.641 5.2 2.9 0.692 5.3 2.8 0.707 5.6 3.6 0.953 5.2 3.0 0.741 5.0 2.5 0.587 5.2 3.0 0.737 16:15 5.2 2.7 0.649 5.2 2.6 0.636 5.6 2.7 0.723 5.3 3.3 0.816 5.3 3.0 0.736 5.1 3.1 0.732 5.1 2.8 0.683 16:30 5.3 2.7 0.658 5.1 2.9 0.684 5.6 2.8 0.744 5.6 3.3 0.874 5.3 2.9 0.739 5.0 2.7 0.633 5.0 2.7 0.625 16:45 5.1 2.7 0.639 5.1 3.0 0.716 5.8 3.5 0.974 5.6 3.2 0.869 5.2 2.9 0.697 5.0 2.8 0.647 5.1 2.7 0.628 HB_02Vnp1MDFINAL(inches):Dep HB 02Vnp11VFINAL(feet/sec):Vel HB_02Vnp1\QFINAL(MGD-Total MG):Flow HB RG01VnplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/16/02 3/16/02 3117/02 3/18/02 3/19102 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 5.4 2.8 0.709 5.3 2.9 0.718 5.8 3.3 0.919 5.7 3.4 0.949 5.2 2.8 0.685 5.0 2.6 0.596 4.9 2.9 0.644 17:15 5.2 2.8 0.683 5.5 3.1 0.814 5.6 3.1 0.832 5.6 3.3 0.890 5.3 3.2 0.802 5.1 2.7 0.633 5.0 2.6 0.610 17:30 5.2 3.1 0.758 5.4 2.9 0.753 5.6 3.3 0.905 6.6 3.3 0.903 5.4 3.0 0.779 5.1 2.8 0.681 5.0 2.9 0.686 17:45 5.3 2.8 0.696 5.2 2.7 0.652 5.6 3.4 0.925 5.7 3.5 0.965 5.4 3.3 0.831 5.3 2.8 0.694 5.0 2.7 0.624 18:00 5.4 3.1 0.787 5.4 3.1 0.786 5.6 3.2 0.858 5.7 3.5 0.966 5.5 3.2 0.842 5.3 3.2 0.797 5.2 2.6 0.637 18:15 5.4 3.2 0.828 5.5 3.5 0.916 5.6 2.7 0.737 5.8 3.7 1.050 5.6 3.1 0.833 5.3 3.2 0.804 5.6 3.1 0.837 18:30 5.6 3.5 0.929 5.4 3.2 0.830 5.7 3.3 0.914 5.8 3.8 1.065 5.7 3.5 0.978 5.5 3.4 0.903 5.7 3.7 1.007 18:45 5.6 3.3 0.873 5.4 2.7 0.678 5.6 3.3 0.896 5.7 3.5 0.962 5.8 3.5 0.968 5.6 3.5 0.944 5.6 3.3 0.909 19:00 5.6 3.5 0.933 5.6 3.4 0.923 5.8 3.7 1.043 5.9 3.7 1.073 5.9 3.8 1.089 5.7 3.4 0.937 5.6 3.3 0.887 19:15 6.8 3.6 1.014 5.7 3.4 0.944 5.8 3.5 0.987 6.0 3.9 1.148 6.1 3.7 1.135 5.7 3.6 0.981 5.7 3.5 0.964 19:30 5.7 3.7 1.027 5.5 3.3 0.863 5.6 3.3 0.883 6.0 3.8 1.125 0.01 5.9 3.6 1.061 5.7 3.8 1.046 5.6 3.5 0.956 19:45 5.9 3.9 1.117 5.5 3.4 0.894 5.4 3.0 0.764 5.9 3.8 1.099 0.05 6.0 3.9 1.138 5.9 3.8 1.078 5.8 3.7 1.044 20:00 5.8 3.7 1.048 5.3 3.2 0.806 5.5 3.6 0.939 6.1 3.8 1.166 5.9 3.7 1.055 6.1 3.8 1.150 5.9 3.5 1.013 20:15 5.8 3.7 1.038 5.4 3.4 0.861 5.3 3.3 0.836 6.1 3.8 1.132 0.01 5.9 3.5 1.018 6.1 3.9 1.161 5.8 3.6 1.005 20:30 5.9 3.8 1.110 5.5 3.2 0.854 5.5 3.4 0.893 6.0 3.9 1.160 0.03 6.0 3.6 1.068 6.1 3.9 1.176 5.8 3.6 1.012 20:45 5.9 3.6 1.032 5.2 3.0 0.738 5.6 3.6 0.970 6.1 4.0 1.199 0.01 5.9 3.7 1.069 6.0 3.8 1.136 5.8 3.7 1.025 21:00 5.8 3.6 1.040 5.3 3.0 0.746 5.5 3.3 0.878 6.2 3.9 1.185 5.8 3.5 0.995 5.9 3.7 1.081 5.7 3.9 1.068 21:15 5.6 3.6 0.963 5.4 2.8 0.712 5.3 3.2 0.783 5.9 3.8 1.110 5.6 3.5 0.933 6.0 3.7 1.091 5.7 3.6 1.010 21:30 5.8 3.6 1.011 5.4 3.2 0.817 5.3 3.2 0.792 6.0 3.9 1.156 5.8 3.7 1.049 5.9 3.7 1.074 5.8 3.7 1.030 21:45 5.7 3.3 0.919 5.5 3.2 0.837 5.2 2.9 0.710 6.0 3.7 1.089 5.8 3.6 1.006 5.9 3.8 1.086 5.7 3.4 0.942 22:00 5.6 3.4 0.908 5.2 2.9 0.701 5.1 2.8 0.656 5.8 3.6 0.994 5.6 3.4 0.910 5.6 3.3 0.889 5.7 3.5 0.953 22:15 5.6 3.3 0.889 5.3 3.0 0.763 5.2 2.8 0.670 5.5 3.4 0.892 5.5 3.4 0.892 5.7 3.5 0.943 5.6 3.5 0.938 22:30 5.5 3.1 0.819 5.2 3.1 0.765 5.1 2.7 0.639 5.3 3.3 0.824 5.5 3.5 0.917 5.7 3.5 0.975 5.5 3.3 0.881 22:45 5.4 3.3 0.829 5.2 2.9 0.688 5.2 2.6 0.618 5.2 2.8 0.673 5.3 2.9 0.745 5.4 2.9 0.754 5.4 2.8 0.725 23:00 5.1 3.0 0.706 5.1 2.5 0.603 5.2 2.8 0.682 4.9 2.7 0.617 5.1 2.9 0.709 5.3 2.9 0.731 5.1 2.9 0.695 23:15 5.2 2.6 0.620 5.1 2.7 0.627 5.1 2.7 0.627 4.9 2.6 0.588 4.8 2.7 0.590 5.1 2.7 0.656 5.0 3.0 0.682 23:30 4.9 2.5 0.575 5.0 2.5 0.573 5.0 2.4 0.566 4.8 2.5 0.553 4.7 2.6 0.561 4.8 2.5 0.541 4.9 2.8 0.643 23:45 4.7 2.4 0.605 4.8 2.5 0.538 5.0 2.5 0.567 4.7 2.6 0.552 4.7 2.5 0.530 4.6 2.2 0.459 4.9 2.4 0.549 Total 0.728 0.00 0.768 0.00 0.787 0.00 0.837 0.11 0.821 0.00 0.796 0.00 0.794 0.00 Average 5.2 2.9 0.728 5.3 2.9 0.768 5.4 2.9 0.787 5.4 3.1 0.837 5.4 3.1 0.821 5.5 2.9 0.796 5.3 3.0 0.794 Min Time 03:55 03:55 03:55 03:05 04:10 04:10 05:05 04:30 04:30 05:40 05:00 03:45 04:40 02:55 02:55 02:10 10:30 03:15 04:25 02:35 02:35 Min Value 3.9 1.6 0.254 4.1 1.5 0.270 4.0 1.6 0.264 4.1 1.6 0.291 4.0 1.5 0.263 4.0 1.2 0.278 4.0 1.5 0.265 Max Time 08:00 08:35 08:15 07:35 08:10 08:00 09:55 10:35 09:50 10:30 10:00 10:05 07:35 07:50 07:35 08:50 07:35 07:35 08:00 07:45 07:45 Max Value 6.4 4.3 1.304 7.0 4.4 1.517 7.1 4.4 1.576 6.8 4.2 1.444 7.1 4.4 1.530 12.5 4.3 1.615 7.1 4.4 1.588 Week Avg 5.4 3.0 0.790 WeekTotal 5.532 0.11 0 ADS Environmental Services HB_021mp1\DFINAL(inches):Dep HB_021mpl%VFINAL(feet/sec):Vel HB_021mp1\QFINAL(MGD-Total MG):Flow HB RG01trnp11RAIN(inches):Rain 11148 EDGEWATER LN. HB_02 Pipe Height:15.50 HUNTINGTON BEACH,CA HC 7.8847-7.8847 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24102 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 4.8 2.3 0.510 4.9 2.8 0.635 4.8 2.6 0.557 4.8 2.5 0.540 5.0 2.4 0.550 4.9 2.6 0.593 4.8 2.5 0.551 00:15 4.7 2.4 0.501 4.9 2.8 0.623 4.6 2.4 0.504 4.8 2.2 0.492 4.8 2.5 0.547 4.8 2.4 0.534 4.8 2.5 0.542 00:30 4.7 2.4 0.512 4.6 2.4 0.488 4.8 2.2 0.483 4.8 2.1 0.464 4.8 2.4 0.527 4.5 2.4 0.478 4.5 2.2 0.440 00:45 4.7 2.5 0.525 4.5 2.1 0.417 4.7 2.3 0.497 4.7 2.2 0.469 4.6 2.3 0.468 4.5 2.2 0.435 4.5 2.3 0.454 01:00 4.5 2.3 0.461 4.3 2.1 0.389 4.8 2.5 0.542 4.8 2.2 0.486 4.4 2.0 0.394 4.4 2.3 0.443 4.5 2.3 0.460 01:15 4.3 2.1 0.394 4.4 2.1 0.403 4.7 2.4 0.515 0.01 4.8 2.3 0.491 4.4 1.9 0.362 4.3 2.0 0.380 4.4 2.2 0.427 01:30 4.3 2.1 0.388 4.3 2.0 0.373 4.5 2.1 0.428 0.01 4.7 2.3 0.492 4.3 1.9 0.367 4.2 1.9 0.352 4.3 2.1 0.388 01:45 4.1 1.9 0.331 4.2 1.9 0.354 4.4 2.1 0.418 4.6 2.3 0.472 4.2 1.7 0.314 4.2 1.9 0.356 4.2 2.0 0.360 02:00 4A 1.8 0.310 4.3 1.9 0.348 4.4 2.2 0.417 4.5 2.2 0.435 4.2 1.8 0.320 4.3 1.9 0.345 4.2 1.8 0.330 02:15 4.2 2.0 0.373 4.3 1.9 0.348 4.4 2.2 0.421 4.4 2.1 0.413 4.2 1.9 0.355 4.2 1.7 0.306 4.2 1.9 0.346 02:30 4.1 1.8 0.311 4.2 1.8 0.329 4.3 2.1 0.404 0.01 4.4 2.2 0.429 4.2 2.1 0.377 4.2 1.7 0.315 4.2 2.1 0.379 02:45 4.1 1.8 0.316 4.1 1.8 0.315 4.3 1.9 0.358 4.4 2.2 0.410 4.1 1.8 0.309 4.2 1.8 0.325 4.2 1.9 0.349 03:00 4.2 1.9 0.341 4.0 1.8 0.317 4.3 2.0 0.364 4.4 2.0 0.389 4.1 1.8 0.310 4.2 1.8 0.314 4.2 1.8 0.322 03:15 4.2 1.9 0.344 4.0 1.8 0.307 4.3 1.9 0.361 4.4 2.1 0.406 4.2 1.9 0.333 4.2 1.8 0.333 4.2 1.7 0.310 03:30 4.1 1.9 0.336 4.1 1.7 0.301 4.4 1.9 0.364 4.4 2.1 0.404 4.1 1.9 0.334 4.2 1.8 0.318 4.2 1.8 0.323 03:45 4.1 1.8 0.307 4.1 1.8 0.312 4.4 2.1 0.392 4.3 1.8 0.336 4.1 1.9 0.341 4.1 1.8 0.319 4.1 1.8 0.316 04:00 4.1 1.8 0.318 4.0 1.7 0.294 4.3 2.0 0.377 4.3 2.0 0.368 4.1 1.9 0.340 4.0 1.8 0.303 4.2 1.7 0.315 04:15 4.1 1.9 0.337 4.0 1.7 0.285 4.2 1.9 0.345 4.3 2.0 0.379 4.2 1.9 0.336 4.1 1.8 0.313 4.2 1.8 0.330 04:30 4.1 1.8 0.322 4.0 1.8 0.297 4.2 1.8 0.318 4.3 2.0 0.381 4.3 2.0 0.375 4.1 1.8 0.311 4.2 1.8 0.335 04:45 4.1 1.8 0.323 4.0 1.8 0.317 4.2 1.8 0.319 4.3 1.9 0.369 4.2 1.9 0.346 4.1 1.8 0.321 4.2 1.9 0.341 05:00 4.2 2.0 0.363 4.2 2.0 0.357 4.2 1.7 0.308 4.3 1.8 0.345 4.3 1.9 0.355 4.1 1.7 0.307 4.2 1.9 0.340 05:15 4.2 2.0 0.364 4.3 1.8 0.343 4.2 1.9 0.346 4.3 1.9 0.369 4.3 1.8 0.333 4.2 1.8 0.325 4.3 1.9 0.358 05:30 4.2 2.0 0.363 4.4 2.0 0.393 4.2 1.8 0.316 4.3 1.9 0.361 4.4 2.3 0.436 4.3 1.9 0.362 4.5 2.2 0.441 05:45 4.7 2.3 0.488 4.6 2.2 0.452 4.2 1.9 0.338 4.3 1.9 0.352 4.7 2.4 0.494 4.5 2.2 0.445 4.8 2.6 0.563 06:00 5.1 2.8 0.684 4.8 2.5 0.540 4.4 1.9 0.374 4.3 1.9 0.367 5.0 2.7 0.607 4.8 2.6 0.566 5.2 3.0 0.730 06:15 5.4 2.9 0.733 5.5 2.6 0.675 4.7 2.4 0.508 4.5 2.1 0.408 5.1 2.8 0.673 5.2 2.7 0.668 5.5 3.0 0.785 06:30 5.6 3.3 0.899 5.7 3.2 0.889 4.8 2.5 0.539 4.7 2.4 0.513 5.5 3.3 0.869 5.7 3.3 0.925 5.8 3.6 1.022 06:45 6.2 3.9 1.198 6.1 3.6 1.068 4.9 2.7 0.606 5.0 2.4 0.546 6.1 3.8 1.149 6.1 3.7 1.103 6.2 3.5 1.089 07:00 6.6 4.0 1.344 6.5 4.1 1.348 5.2 2.7 0.645 5.3 2.9 0.720 6.5 3.8 1.246 6.5 3.9 1.265 6.5 3.9 1.261 07:15 6.7 4.1 1.389 6.8 4.0 1.404 5.3 3.3 0.837 5.6 3.0 0.800 7.1 4.0 1.472 6.8 3.8 1.312 6.6 4.0 1.337 07:30 6.9 4.2 1.467 7.3 3.9 1.502 5.6 3.3 0.897 5.4 3.3 0.857 7.2 4.2 1.591 6.9 4.0 1.429 7.0 3.9 1.428 07:45 6.8 3.7 1.303 7.1 4.0 1.467 5.8 3.6 1.026 5.6 3.4 0.916 7.1 4.4 1.605 7.2 4.2 1.581 7.0 4.2 1.526 HB 02VnplkDFINAL(inches):Dep HB_02Vnp11VFINAL(feet/sec):Vel HB 02Vnp11QFINAL(MGD-Total MG):Flow HB_RGO1Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3121/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 6.7 3.9 1.343 7.0 4.0 1.467 6.1 3.7 1.115 5.8 3.6 1.009 7.0 4.4 1.585 7.0 4.1 1.490 7.0 4.0 1.445 08:15 6.7 3.9 1.347 6.8 3.8 1.330 6.3 3.9 1.208 6.0 3.6 1.070 6.9 4.2 1.468 6.8 3.9 1.369 6.8 4.0 1.423 08:30 6.8 3.4 1.284 6.9 3.9 1.371 6.4 3.8 1.247 6.3 3.7 1.162 6.8 4.3 1.505 6.8 4.2 1.464 6.8 4.1 1.423 08:45 6.8 4.1 1.417 6.8 3.7 1.295 6.4 3.9 1.273 6.5 3.6 1.190 6.7 3.9 1.323 6.7 4.0 1.365 6.9 4.1 1.435 09:00 6.6 3.9 1.315 6.7 3.6 1.239 6.7 4.2 1.417 6.6 3.7 1.255 6.6 3.9 1.297 6.7 4.0 1.355 6.5 3.7 1.242 09:15 6.4 3.5 1.113 6.4 3.8 1.218 6.9 4.1 1.472 6.5 3.8 1.246 6.6 . 3.9 1.331 6.5 3.9 1.276 6.5 3.7 1.209 09:30 6.2 3.4 1.056 6.4 3.9 1.254 7.1 4.2 1.554 6.8 3.9 1.354 6.4 3.6 1.163 6.3 3.9 1.228 6.4 3.8 1.232 09:45 6.1 3.5 1.072 6.3 3.7 1.185 6.9 4.3 1.533 0.01 6.8 4.0 1.397 6.4 3.8 1.233 6.3 3.7 1.154 6.4 4.0 1.279 10:00 6.3 3.6 1A44 6.3 3.8 1.178 6.9 4.2 1.479 6.8 3.9 1.371 6.2 3.7 1.170 6.3 3.7 1.171 6.3 3.8 1.182 10:15 6.1 3.6 1.101 6.3 3.6 1.124 7.0 4.2 1.506 7.1 3.8 1.391 6.2 3.6 1.110 16.4 3.6 1.157 6.4 3.9 1.252 10:30 6.0 3.4 0.998 6.3 3.7 1.172 6.9 4.0 1.403 6.8 4.0 1.380 6.2 4.0 1.226 6.2 3.4 1.053 6.2 3.4 1.068 10:45 6.0 3.5 1.039 6.3 4.0 1.259 6.8 4.0 1.414 6.6 3.9 1.310 6.1 3.8 1.133 6.0 3.2 0.944 6.4 3.8 1.208 11:00 5.9 3.4 0.989 6.2 3.8 1.165 6.7 4.1 1.386 6.5 4.1 1.350 6.2 3.8 1.173 6.0 3.3 0.997 6.2 3.9 1.205 11:15 5.9 3.4 0.987 6.1 3.7 1.107 6.5 3.8 1.265 6.6 3.9 1.309 6.1 3.6 1.086 6.1 3.5 1.074 6.1 3.5 1.059 11:30 5.8 3.4 0.955 5.8 3.8 1.070 6.4 3.8 1.241 6.4 3.9 1.244 5.9 3.6 1.054 6.2 3.7 1.133 6.0 3.6 1.057 11:45 5.6 3.4 0.910 5.8 3.3 0.909 6.3 3.7 1.177 6.4 3.8 1.215 6.0 3.6 1.083 6.0 3.7 1.081 5.9 3.6 1.047 12:00 5.6 2.9 0.781 5.6 3.2 0.857 6.3 3.8 1.201 6.3 3.6 1.142 5.9 3.6 1.034 5.9 3.5 0.992 5.8 3.5 0.980 12:15 5.5 3.3 0.880 5.6 3.3 0.884 6.4 3.8 1.223 6.3 3.6 1.137 5.9 3.2 0.936 5.7 3.2 0.869 5.7 3.3 0.913 12:30 5.5 3.3 0.876 5.6 3.2 0.848 6.2 3.7 1.165 6.1 3.6 1.089 5.7 3.7 1.019 5.5 2.9 0.770 5.6 3.1 0.818 12:45 5.7 3.0 0.828 5.6 3.0 0.809 6.1 3.8 1.170 6.1 3.6 1.078 5.7 3.5 0.972 5.5 2.8 0.739 5.4 2.9 0.731 13:00 5.5 3.1 0.802 5.4 2.9 0.743 5.9 3.6 1.021 6.0 3.5 1.045 5.5 2.9 0.784 5.5 3.0 0.785 5.3 2.7 0.665 13:16 5.3 2.9 0.737 5.5 2.9 0.755 5.8 3.4 0.959 6.0 3.6 1.076 5.5 3.0 0.781 5.6 3.0 0.804 5.2 2.8 0.689 13:30 5.0 2.8 0.661 5.3 2.9 0.714 5.7 3.4 0.933 6.0 3.7 1.092 5.5 3.0 0.786 5.4 3.0 0.761 5.6 3.0 0.790 13:45 5.2 2.9 0.692 5.4 2.9 0.748 5.8 3.6 1.027 5.8 3.5 0.991 5.4 3.0 0.771 5.5 3.0 0.776 4.9 2.8 0.639 14:00 4.9 2.8 0.627 5.2 2.9 0.704 5.8 3.6 1.033 5.8 3.5 0.983 5.5 3.3 0.859 6.3 2.9 0.730 5.3 3.0 0.738 14:15 4.9 2.6 0.581 5.0 2.5 0.573 5.6 3.3 0.876 5.7 3.5 0.963 5.3 3.1 0.777 5.1 2.7 0.633 5.0 2.7 0.617 14:30 4.9 2.7 0.608 5.1 2.9 0.687 6.5 3.2 0.847 5.7 3.6 0.987 5.4 3.4 0.871 5.2 3.0 0.721 5.1 2.7 0.633 14:45 5.0 2.8 0.635 5.1 2.8 0.663 5.3 3.1 0.784 5.6 3.6 0.965 5.2 3.5 0.855 5.2 3.5 0.853 5.0 3.0 0.707 15:00 4.9 2.6 0.582 5.2 2.6 0.635 5.3 3.0 0.744 5.5 3.2 0.845 5.2 3.1 0.745 5.3 3.2 0.803 5.0 3.0 0.680 15A5 4.8 2.6 0.555 6.1 2.8 0.667 5.5 3.2 0.836 5.5 3.1 0.812 5.3 2.9 0.727 5.3 3.1 0.765 5.2 3.0 0.749 15:30 5.0 2.6 0.604 5.1 2.7 0.631 5.5 3.6 0.931 5.5 3.5 0.912 5.4 3.5 0.909 5.1 2.8 0.659 5.3 3.0 0.744 15:45 4.9 2.6 0.589 5.1 2.9 0.681 5.6 3.8 1.036 5.6 3.1 0.843 5.4 3.2 0.827 5.1 2.6 0.633 4.9 3.1 0.701 16:00 4.9 2.7 0.605 5.0 3.6 0.833 5.6 3.7 0.988 5.6 3.1 0.856 5.2 2.7 0.666 5.1 2.8 0.673 5.1 3.3 0.777 16:15 5.0 2.6 0.606 5.0 3.5 0.793 5.6 3.6 0.974 5.6 3.1 0.850 5.2 2.7 0.660 5.1 2.8 0.673 5.2 3.1 0.751 16:30 5.3 2.8 0.698 5.1 2.8 0.673 5.9 3.6 1.029 5.7 3.2 0.889 5.2 2.9 0.711 5.0 2.6 0.601 5.0 2.8 0.656 16:45 5.2 2.5 0.618 5.2 3.2 0.789 5.7 3.5 0.983 5.6 3.2 0.868 5.2 2.8 0.678 5.2 2.7 0.648 5.1 2.6 0.629 HB_021mp11DFINAL(inches):Dep HB 021mp1NFINAL(feet/sec):Vel HB 021mp11QFINAL(MGD-Total MG):Flow HB_RG01UnplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vet Flow Rain 17:00 5.2 2.4 0.574 5.3 2.9 0.710 5.7 3.5 0.969 5.8 3.4 0.950 5.1 2.5 0.597 5.1 2.6 0.608 5.0 2.5 0.566 17:15 5.1 2.6 0.614 5.3 2.7 0.688 5.7 3.4 0.948 5.7 3.1 0.854 5.4 3.2 0.808 5.0 2.8 0.647 5.1 3.0 0.709 17:30 5.2 3.2 0.801 5.3 2.8 0.706 5.8 3.5 1.001 5.8 3.4 0.961 5.3 2.9 0.732 5.3 2.8 0.697 5.3 2.7 0.675 17:45 5.3 2.8 0.709 5.4 2.9 0.738 5.9 3.6 1.034 5.7 3.4 0.939 5.4 3.1 0.786 5.2 3.0 0.738 5.5 3.3 0.849 18:00 5.4 2.9 0.750 5.5 3.3 0.856 6.1 3.7 1.114 5.7 3.1 0.857 5.4 3.1, 0.805 5.2 2.9 0.710 5.6 2.9 0.785 18:15 5.2 2.9 0.713 5.4 3.3 0.847 5.9 3.7 1.064 5.8 3.5 0.973 5.5 3.2 0.851 5.4 3.2 0.818 5.5 3.2 0.837 18:30 5.4 3.1 0.793 5.5 3.2 0.839 6.0 3.8 1.108 5.7 3.3 0.926 5.5 3.5 0.916 5.5 3.3 0.852 5.6 3.2 0.848 18:45 5.6 3.4 0.905 5.6 3.2 0.847 5.9 3.6 1.028 5.6 3.3 0.892 5.7 3.6 0.980 5.5 3.3 0.889 5.8 3.4 0.966 19:00 5.6 3.4 0.922 5.6 3.3 0.896 5.8 3.5 0.996 6.0 4.0 1.180 5.6 3.6 0.969 5.6 3.6 0.978 5.7 3.3 0.918 19:15 5.7 3.2 0.867 5.6 3.6 0.977 6.1 3.7 1.099 6.0 3.7 1.098 5.7 3.6 0.991 5.7 3.4 0.934 5.8 3.6 1.009 19:30 5.6 3.4 0.919 5.6 3.7 1.001 5.8 3.5 1.012 5.9 3.6 1.036 6.0 4.0 1.174 5.8 3.7 1.032 5.7 3.5 0.975 19:45 5.5 3.3 0.859 5.6 3.4 0.923 5.8 3.6 1.031 5.8 3.7 1.060 5.8 3.6 1.001 5.9 3.7 1.062 5.8 3.6 1.038 20:00 5.9 3.6 1.051 5.6 3.5 0.932 5.8 3.6 0.999 5.8 3.6 1.037 5.8 3.9 1.110 5.9 3.8 1.109 5.8 3.6 1.007 20:15 6.0 3.6 1.058 5.6 3.5 0.925 5.7 3.5 0.950 5.8 3.7 1.044 5.9 3.8 1.114 5.7 3.7 1.019 5.8 3.7 1.050 20:30 6.0 3.5 1.022 5.5 3.6 0.944 5.7 3.3 0.910 5.9 3.6 1.044 6.1 4.0 1.208 5.9 3.9 1.127 6.1 3.9 1.175 20:45 5.9 3.8 1.093 5.4 3.3 0.843 5.6 3.4 0.920 5.9 3.6 1.036 5.9 3.4 0.972 6.2 4.0 1.235 5.8 3.5 0.999 21:00 5.7 3.6 0.994 5.5 3.4 0.897 5.6 3.5 0.935 5.9 3.8 1.105 5.9 3.9 1.124 6.1 3.8 1.160 5.9 3.7 1.082 21:15 5.7 3.4 0.925 5.4 3.1 0.798 5.5 3.5 0.923 5.9 3.7 1.077 5.9 3.5 1.012 5.9 3.8 1.097 5.8 3.6 1.019 21:30 5.6 3.1 0.832 5.3 3.1 0.766 5.6 3.5 0.953 5.6 3.4 0.913 5.9 3.6 1.025 6.1 3.9 1.159 6.8 3.6 1.033 21:45 5.6 3.3 0.904 5.4 3.1 0.777 5.7 3.6 0.976 5.4 3.3 0.853 5.8 3.5 0.994 6.0 3.7 1.089 5.9 3.6 1.032 22:00 5.6 3.1 0.832 5.3 2.8 0.707 5.5 3.5 0.926 5.3 3.0 0.745 5.5 3.2 0.839 5.7 3.4 0.939 5.8 3.7 1.039 22:15 5.6 3.1 0.844 5.3 3.0 0.752 5.5 3.4 0.905 5.4 3.2 0.807 5.4 2.9 0.746 5.6 3.2 0.856 5.6 3.5 0.950 22:30 5.6 3.1 0.831 5.3 3.3 0.816 5.5 3.4 0.894 5.7 3.2 0.886 5.4 3.1 0.782 5.6 3.4 0.906 5.6 3.4 0.903 22:45 5.6 3.0 0.794 5.2 3.1 0.768 5.4 3.0 0.768 5.5 3.1 0.825 5.4 3.1 0.791 5.4 3.4 0.883 5.4 3.0 0.773 23:00 5.4 3.0 0.776 5.2 2.9 0.693 5.3 2.9 0.720 5.2 3.0 0.732 5.0 2.6 0.600 5.3 3.0 0.760 5.3 2.7 0.672 23:15 5.1 2.7 0.648 5.0 3.1 0.708 5.3 2.7 0.663 5.2 2.5 0.605 5.0 2.7 0.609 5.2 2.9 0.688 5.2 2.8 0.671 23:30 5.0 2.4 0.557 4.9 2.8 0.622 5.2 2.8 0.670 4.9 2.4 0.552 4.9 2.3 0.527 4.9 2.7 0.622 5.1 2.8 0.673 23:45 5.1 2.3 0.546 4.9 2.7 0.603 5.1 2.6 0.619 4.9 2.3 0.512 4.9 2.8 0.635 4.8 2.7 0.587 4.9 2.5 0.649 Total 0.760 0.00 0.776 0.00 0.862 0.04 0.837 0.00 0.828 0.00 0.803 0.00 0.809 0.00 Average 5.3 2.9 0.760 5.3 3.0 0.776 5.5 3.1 0.862 5.5 3.1 0.837 5.4 3.1 0.828 5.4 3.0 0.803 5.4 3.0 0.809 Min Time 03:55 01:45 01:45 04:30 04:25 04:25 05:40 04:40 04:40 05:05 03:55 03:55 03:00 02:00 02:00 04:00 02:15 04:30 03:55 03:15 03:55 Min Value 3.9 1.6 0.277 4.0 1.5 0.261 4.1 1.6 0.290 4.3 1.7 0.317 4.0 1.6 0.293 4.0 1.6 0.283 4.0 1.6 0.286 Max Time 08:45 08:45 08:45 07:35 07:05 07:35 10:30 09:45 09:35 10:20 10:40 10:40 07:25 08:35 08:00 07:50 07:50 07:50 07:40 08:50 07:40 Max Value 7.1 4.3 1.578 7.7 4.3 1.641 7.4 4.3 1.587 7.1 4.3 1.494 7.7 4.4 1.649 7.3 4.4 1.686 7.2 4.4 1.575 Week Avg 5.4 3.0 0.811 WeekTotal 5.674 0.04 ADS Environmental Services HB_021mp11DFINAL(inches):Dep HB_021mp1WFINAL(feet/sec):Vel HB_021mp11QFINAL(MGD-Total MG):Flow HB RG011mp11RAIN(inches):Rain 11148 EDGEWATER LN. HB_02 Pipe Height:15.50 HUNTINGTON BEACH,CA HC 7.8847-7.8847 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain 00:00 4.7 2.3 0.484 4.8 2.4 0.617 4.8 2.4 0.522 5.4 3.2 0.805 5.2 2.7 0.657 4.8 2.7 0.590 5.0 2.7 0.609 00:15 4.7 2.2 0.473 4.9 2.6 0.594 4.9 2.6 0.592 5.1 2.8 0.656 4.9 2.5 0.557 4.9 2.5 0.571 4.9 2.4 0.531 00:30 4.7 2.3 0.472 4.8 2.5 0.535 4.9 2.5 0.564 4.9 2.4 0.539 4.9 2.4 0.538 5.0 2.5 0.585 4.7 2.4 0.505 00:45 4.6 2.1 0.433 4.6 2.5 0.506 4.8 2.5 0.545 4.8 2.5 0.537 4.8 2.4 0.513 4.7 2.2 0.462 4.6 2.2 0.454 01:00 4.3 2.3 0.427 4.5 2.3 0.460 4.6 2.3 0.483 4.7 2.3 0.486 4.6 2.3 0.471 4.5 2.2 0.446 4.5 2.2 0.435 01:15 4.3 2.0 0.372 4.4 2.1 0.411 4.6 2.3 0.462 4.6 2.1 0.443 4.4 2.2 0.430 4.5 2.3 0.469 4.4 2.3 0.437 01:30 4.2 2.0 0.365 4.3 2.1 0.394 4.4 2.0 0.397 4.6 2.0 0.407 4.3 2.0 0.383 4.3 2.1 0.395 4.5 2.2 0.434 01:45 4.2 1.9 0.345 4.3 2.0 0.378 4.4 2.2 0.412 .4.5 2.1 0.416 4.4 2.1 0.401 4.3 2.0 0.385 4.3 2.0 0.376 02:00 4.1 1.7 0.307 4.3 1.9 0.352 4.2 2.0 0.359 4.4 2.1 0.391 4.4 2.1 0.391 4.2 2.0 0.362 4.3 2.0 0.370 02:15 4.1 1.8 0.325 4.3 1.9 0.345 4.1 1.8 0.328 4.3 1.9 0.361 4.3 1.8 0.345 4.3 1.9 0.356 4.3 2.0 0.367 02:30 4.1 1.9 0.327 4.2 1.8 0.338 4.2 1.8 0.320 4.4 1.8 0.347 4.3 1.9 0.346 4.3 2.0 0.386 4.3 2.0 0.375 02:45 4.1 1.7 0.287 4.2 1.7 0.314 4.2 1.7 0.315 4.3 1.9 0.359 4.3 1.8 0.330 4.2 1.9 0.338 4.2 1.9 0.350 03:00 4.1 1.8 0.317 4.2 1.7 0.316 4.2 1.7 0.308 4.3 1.9 0.354 4.2 1.7 0.320 4.2 1.9 0.340 4.3 1.9 0.355 03:15 4.1 1.6 0.275 4.2 1.8 0.336 4.2 1.8 0.322 4.3 1.8 0.341 4.3 1.7 0.313 4.2 1.8 0.327 4.3 2.1 0.390 03:30 4.1 1.8 0.303 4.3 1.8 0.331 4.1 1.8 0.314 4.3 1.9 0.349 4.3 1.7 0.327 4.2 1.9 0.343 4.3 1.9 0.360 03:45 4.0 1.7 0.281 4.1 1.7 0.303 4.2 1.7 0.303 4.2 1.9 0.340 4.3 1.8 0.329 4.2 1.7 0.309 4.2 1.8 0.331 04:00 4.1 1.8 0.307 4.1 1.8 0.313 4.2 1.7 0.311 4.2 1.8 0.329 4.3 1.8 0.330 4.2 1.7 0.298 4.3 1.7 0.308 04:15 4.1 1.8 0.317 4.1 1.8 0.310 4.1 1.8 0.308 4.2 1.8 0.324 4.3 1.8 0.337 4.2 1.8 0.322 4.2 2.0 0.367 04:30 4.0 1.8 0.307 4.2 1.9 0.338 4.2 1.8 0.320 4.1 1.9 0.336 4.2 1.8 0.329 4.3 2.1 0.389 4.1 1.8 0.320 04:45 4.0 1.7 0.281 4.2 1.8 0.322 4.2 1.8 0.327 4.1 2.0 0.346 4.3 1.7 0.325 4.3 1.9 0.362 4.1 1.8 0.319 05:00 4.1 1.8 0.324 4.2 1.9 0.338 4.1 1.8 0.312 4.1 1.9 0.331 4.3 1.9 0.355 4.5 2.1 0.420 4.3 1.9 0.357 05:15 4.2 1.8 0.333 4.1 1.9 0.332 4.2 1.8 0.337 4.2 1.9 0.351 4.4 1.8 0.356 4.5 2.6 0.524 4.4 1.9 0.361 05:30 4.3 2.2 0.413 4.3 2.0 0.369 4.1 1.8 0.319 4.3 1.8 0.340 4.5 2.2 0.438 4.7 2.6 0.644 4.5 2.1 0.412 05:45 4.5 2.2 0.449 4.4 2.1 0.405 4.2 1.8 0.323 4.3 1.8 0.327 4.7 2.4 0.515 5.2 3.2 0.800 4.7 2.5 0.519 06:00 5.1 2.6 0.601 4.9 2.7 0.599 4.2 1.8 0.325 4.4 1.9 0.364 5.0 2.5 0.579 5.5 2.9 0.775 4.8 2.2 0.487 06:15 5.5 2.7 0.695 5.3 2.8 0.703 4.3 2.0 0.370 4.4 2.1 0.413 5.3 2.7 0.674 5.5 3.3 0.855 5.3 2.9 0.725 06:30 5.5 2.9 0.767 5.2 3.1 0.751 4.5 2.3 0.450 4.5 2.0 0.398 5.2 2.8 0.696 5.8 3.5 0.998 5.5 3.0 0.772 06:45 6.0 3.9 1.171 6.0 3.6 1.050 4.9 2.5 0.552 4.7 2.4 0.500 5.4 3.0 0.759 6.1 3.7 1.131 5.5 3.3 0.867 07:00 6.3 3.9 1.243 6.2 3.6 1.120 5.0 2.8 0.635 4.9 2.7 0.608 5.7 3.5 0.982 6.3 3.9 1.225 5.8 3.5 0.988 07:15 6.6 4.0 1.354 6.5 3.5 1.169 5.2 2.8 0.691 5.3 3.0 0.758 6.0 3.6 1.050 6.4 3.8 1.247 6.1 3.6 1.085 07:30 7.0 3.7 1.358 6.8 4.0 1.390 5.4 3.0 0.774 5.2 3.0 0.731 6.3 3.8 1.188 6.7 3.9 1.329 6.3 3.7 1.176 07:45 7.1 4.2 1.564 7.0 3.5 1.351 5.6 3.6 0.971 5.6 3.4 0.911 6.5 3.8 1.225 6.9 3.8 1.354 6.5 3.9 1.283 HB 021mpl\DFINAL(inches):Dep HB 021rnpiWFINAL(teet/sec):Vel HB_02Mp11QFINAL(MGD-Total MG):Flow HB_RG01Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30102 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain 08:00 7.0 4.0 1.432 6.7 4.1 1.403 5.8 3.6 1.025 5.9 3.4 0.971 6.4 3.9 1.255 6.9 4.0 1.428 6.4 3.7 1.191 08:15 6.8 3.8 1.332 6.7 3.8 1.285 5.8 3.5 0.987 6.1 3.9 1.164 6.5 4.0 1.327 6.9 3.8 1.343 6.6 3.7 1.236 08:30 6.7 3.7 1.261 6.6 3.9 1.318 6.3 3.8 1.184 6.1 3.7 1.109 6.4 3.8 1.232 6.6 3.9 1.304 6.8 3.8 1.317 08:45 6.6 3.9 1.309 6.6 3.9 1.300 6.1 3.7 1.130 6.4 3.8 1.224 6.6 4.1 1.363 6.6 4.1 1.389 6.7 3.7 1.284 09:00 6.6 4.0 1.325 6.6 3.9 1.311 6.4 3.9 1.261 6.5 3.7 1.220 6.8 4.0 1.382 6.5 4.0 1.334 6.6 3.8 1.275 09:15 6.5 3.8 1.243 6.8 4.0 1.382 6.8 3.8 1.336 6.7 3.9 1.317 6.9 3.9 1.390 6.5 4.0 1.317 6.6 3.5 1.179 09:30 6.5 3.9 1.285 6.5 3.5 1.173 6.7 4.3 1.476 6.7 3.9 1.340 6.6 3.9 1.312 6.4 3.7 1.204 6.7 3.7 1.249 09:45 6.4 3.8 1.226 6.5 4.0 1.327 6.7 4.1 1.408 6.6 3.8 1.282 6.7 3.8 1.290 6.5 3.7 1.228 6.4 3.7 1.199 10:00 6.3 3.9 1.227 6.4 3.7 1.187 6.8 4.0 1.395 6.8 3.8 1.337 6.7 3.7 1.276 6.4 3.6 1.177 6.4 3.7 1.173 10:15 6.2 3.8 1.194 6.6 3.9 1.289 6.9 4.3 1.525 6.8 4.0 1.414 6.7 3.8 1.298 6.6 3.8 1.285 6.5 4.0 1.313 10:30 6.2 3.6 1.118 6.6 3.8 1.260 7.0 3.9 1.407 6.9 4.0 1.448 6.5 3.9 1.283 6.3 3.8 1.216 6.5 4.1 1.334 10:45 6.1 3.5 1.062 6.6 3.6 1.204 6.8 3.8 1.321 6.9 4.2 1.486 6.5 3.9 1.266 6.3 3.6 1.138 6.5 3.7 1.202 11:00 6.0 3.7 1.074 6.2 3.6 1.118 6.9 4.0 1.426 6.9 4.1 1.450 6.4 3.6 1.181 6.3 3.8 1.188 6.2 3.8 1.176 11:15 6.0 3.5 1.028 6.2 3.4 1.069 6.8 3.8 1.325 6.7 3.9 1.329 6.3 3.6 1.126 5.9 4.0 1.162 6.0 3.6 1.059 11:30 6.0 3.5 1.021 6.0 3.7 1.103 6.6 3.9 1.296 6.7 3.9 1.326 6.3 3.6 1.145 6.7 3.8 1.045 6.0 3.9 1.157 11:45 5.9 3.6 1.032 6.0 3.5 1.040 6.4 3.5 1.141 6.5 3.9 1.257 6.2 3.8 1.190 5.9 3.6 1.039 6.1 3.7 1.129 12:00 5.8 3.2 0.910 5.9 3.7 1.068 6.4 3.8 1.209 6.6 4.0 1.365 6.2 3.7 1.163 5.8 3.5 0.976 6.1 3.2 0.954 12:15 5.6 3.0 0.809 5.8 3.4 0.948 6.3 3.6 1.125 6.6 4.1 1.376 6.1 3.5 1.051 5.8 3.2 0.913 5.8 3.4 0.959 12:30 5.6 3.1 0.840 5.7 3.3 0.912 6.3 3.7 1.188 6.5 3.9 1.295 5.9 3.7 1.076 5.9 3.4 0.978 5.7 3.4 0.920 12:45 5.5 3.5 0.904 5.7 3.1 0.866 6.2 3.6 1.131 6.4 3.7 1.192 5.9 3.6 1.031 5.7 3.4 0.952 5.8 3.3 0.940 13:00 5.4 3.3 0.854 5.7 3.1 0.850 6.1 3.4 1.033 6.3 3.9 1.240 5.9 3.6 1.035 5.6 3.2 0.858 5.6 3.0 0.799 13:15 5.4 2.9 0.728 5.6 3.0 0.795 6.1 3.5 1.032 6.4 4.0 1.300 5.8 3.2 0.915 5.7 3.6 0.984 5.7 3.3 0.924 13:30 5.3 2.9 0.725 5.6 3.1 0.822 5.9 3.5 1.028 6.1 4.0 1.212 5.8 3.3 0.924 5.5 3.3 0.884 5.4 3.5 0.898 13:45 5.4 2.7 0.683 5.7 3.6 0.989 5.9 3.4 0.989 6.0 3.7 1.094 5.5 2.9 0.780 5.4 3.0 0.773 5.6 3.5 0.938 14:00 5.3 2.7 0.678 5.6 3.1 0.855 5.7 3.3 0.910 6.1 3.7 1.108 5.6 3.2 0.872 5.4 3.1 0.791 5.5 3.6 0.933 14:15 5.2 2.5 0.617 5.5 3.0 0.781 5.7 3.1 0.837 5.9 3.6 1.056 5.6 3.2 0.850 5.4 2.9 0.753 5.4 3.7 0.936 14:30 5.0 2.5 0.577 5.5 3.3 0.863 5.7 3.2 0.870 5.8 3.7 1.054 5.6 3.3 0.872 5.3 2.9 0.735 5.2 3.6 0.848 14:45 5.2 2.6 0.626 5.5 3.0 0.782 5.5 3.0 0.792 5.9 3.6 1.021 5.6 3.2 0.856 5.3 2.9 0.729 5.2 3.4 0.833 15:00 5.2 3.0 0.729 5.4 2.8 0.710 5.6 3.3 0.888 5.8 3.5 0.987 5.6 2.8 0.749 5.2 2.9 0.712 5.4 3.3 0.865 15:15 5.1 2.7 0.647 5.3 2.6 0.646 5.5 3.2 0.840 5.7 3.4 0.923 5.4 2.8 0.728 5.2 3.0 0.733 6.1 3.6 0.848 15:30 5.1 2.6 0.614 5.2 2.9 0.688 5.6 3.2 0.869 5.7 3.3 0.918 5.4 2.9 0.745 5.0 3.1 0.723 5.1 2.9 0.690 15:45 5.3 2.7 0.679 5.1 2.7 0.627 5.6 3.5 0.935 5.6 3.4 0.930 5.4 3.2 0.827 5.0 2.7 0.618 5.2 2.9 0.707 16:00 5.3 2.7 0.688 5.4 3.1 0.790 5.5 3.0 0.784 5.6 3.2 0.865 5.4 3.4 0.858 5.1 2.7 0.640 5.1 2.7 0.648 16:15 5.4 3.0 0.749 5.4 3.1 0.795 5.6 3.1 0.829 5.6 3.4 0.920 5.3 3.0 0.745 5.1 2.7 0.633 5.3 3.0 0.737 16:30 5.4 3.2 0.811 5.2 3.0 0.749 5.6 3.3 0.889 5.6 3.5 0.958 5.1 3.1 0.739 5.0 2.6 0.594 5.2 2.9 0.693 16:45 5.2 3.0 0.725 5.3 2.9 0.745 5.7 3.8 1.047 5.6 3.6 0.957 5.2 3.4 0.831 5.1 2.6 0.609 5.3 3.3 0.811 HB 02Unp1XDFINAL(inches):Dep HB 02Vnp15VFINAL(teet/sec):Vel HB 02Vnpl QFINAL(MGD-Total MG):Flow HB_RG01Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 5.2 2.8 0.684 5.3 2.9 0.729 5.8 3.4 0.976 5.6 3.3 0.895 5.2 2.6 0.644 5.1 2.7 0.636 5.3 3.2 0.793 17:15 5.0 3.3 0.760 5.1 2.5 0.605 5.9 3.6 1.023 5.5 3.4 0.890 5.4 2.9 0.748 5.1 3.2 0.753 5.2 2.9 0.706 17:30 5.0 2.9 0.683 5.3 3.1 0.788 5.8 3.4 0.956 5.5 3.5 0.936 5.2 2.9 0.717 5.3 3.1 0.768 5.2 2.8 0.693 17:45 5.4 3.1 0.795 5.4 3.0 0.774 6.0 3.5 1.043 5.6 3.4 0.902 5.6 3.2 0.867 5.3 3.0 0.753 5.3 3.0 0.751 18:00 5.4 2.8 0.717 5.4 3.3 0.858 5.9 3.5 1.003 5.7 3.6 0.969 5.6 3.4 0.907 5.3 2.8 0.685 5.4 3.3 0.848 18:15 5.4 3.0 0.773 5.6 3.4 0.908 5.9 3.2 0.928 5.7 3.8 1.050 5.6 3.1 0.816 5.3 3.1 0.780 5.5 3.3 0.871 18:30 5.5 3.3 0.869 5.5 3.4 0.901 5.9 3.5 1.018 5.8 3.6 1.031 5.5 3.1 0.821 5.4 3.1 0.812 5.5 3.2 0.837 18:45 5.7 3.5 0.944 5.4 3.2 0.839 6.0 3.5 1.037 5.7 3.8 1.059 5.8 3.3 0.937 5.4 3.1 0.803 5.5 3.3 0.861 19:00 5.6 3.5 0.942 0.01 5.6 3.4 0.925 6.0 3.6 1.055 5.7 3.7 1.030 6.0 3.5 1.043 5.4 3.4 0.885 5.6 3.6 0.956 19:15 5.6 3.7 0.991 5.8 3.5 0.997 5.9 3.6 1.029 5.7 3.8 1.047 5.9 3.7 1.083 5.4 3.3 0.846 5.7 3.5 0.967 19:30 5.8 3.6 1.019 5.7 3.4 0.925 5.8 3.3 0.922 5.8 3.8 1.073 5.9 3.7 1.058 5.5 3.5 0.921 5.6 3.6 0.959 19:45 5.6 3.6 0.969 5.7 3.6 0.958 5.7 3.5 0.982 5.7 3.7 1.015 5.8 3.7 1.042 5.5 3.6 0.982 5.6 3.6 0.962 20:00 5.8 3.7 1.068 5.6 3.4 0.916 5.8 3.5 0.976 5.8 3.7 1.034 5.8 3.7 1.048 5.7 3.8 1.057 5.6 3.7 1.003 20:15 5.9 3.7 1.085 5.5 3.4 0.900 5.8 3.4 0.950 5.7 3.6 1.015 5.6 3.4 0.912 5.7 3.9 1.069 5.7 3.7 1.036 20:30 5.9 3.6 1.044 5.6 3.7 0.983 5.8 3.6 1.018 5.7 3.7 1.026 5.7 3.6 1.001 5.7 3.5 0.972 5.7 3.7 1.029 20:45 5.8 3.6 1.019 5.6 3.3 0.883 5.7 3.4 0.943 5.8 3.6 1.013 5.8 3.9 1.100 5.8 3.6 1.008 5.6 3.6 0.976 21:00 5.8 3.5 0.988 5.5 3.3 0.868 5.6 3.6 0.980 5.8 3.6 1.012 5.8 3.7 1.044 5.6 3.5 0.955 5.6 3.7 0.985 21:15 5.8 3.6 1.011 5.6 3.5 0.933 5.8 3.5 0.986 5.6 3.6 0.969 5.7 3.6 0.981 5.5 3.6 0.957 5.6 3.3 0.896 21:30 5.8 3.4 0.972 5.6 3.6 0.963 5.7 3.4 0.944 6.7 3.6 0.999 5.7 3.4 0.926 5.7 3.6 0.976 5.6 3.5 0.956 21:45 5.8 3.4 0.941 5.5 3.6 0.947 5.6 3.3 0.880 5.6 3.4 0.897 5.6 3.4 0.935 5.7 3.3 0.905 5.6 3.3 0.904 22:00 5.7 3.4 0.954 5.5 3.4 0.888 5.7 3.3 0.918 5.5 3.6 0.953 5.6 3.3 0.885 5.6 3.6 0.966 5.5 3.3 0.879 22:15 5.7 3.3 0.900 5.4 2.9 0.740 5.4 3.3 0.848 5.4 3.3 0.856 5.5 3.1 0.800 5.4 3.3 0.848 5.4 2.9 0.736 22:30 5.6 3.3 0.896 5.2 3.0 0.727 5.4 3.1 0.772 5.4 3.2 0.829 5.4 3.1 0.799 5.4 3.2 0.812 5.3 3.1 0.776 22:45 5.4 3.1 0.800 5.3 2.9 0.714 5.3 3.2 0.804 5.4 3.1 0.790 5.3 2.7 0.662 5.3 2.9 0.731 5.2 2.7 0.661 23:00 5.4 3.0 0.768 5.1 2.9 0.697 5.3 3.0 0.752 5.3 3.1 0.760 5.0 2.8 0.653 5.1 2.7 0.650 5.3 2.9 0.721 23:15 5.3 3.0 0.746 4.9 2.9 0.641 5.1 3.0 0.713 5.0 2.7 0.614 5.0 2.5 0.573 5.0 2.6 0.601 5.0 3.1 0.717 23:30 5.2 2.6 0.642 5.0 2.9 0.654 5.1 2.6 0.612 4.9 2.5 0.552 4.9 2.6 0.586 4.9 2.4 0.551 4.9 2.4 0.545 23:45 4.8 2.4 0.527 4.8 2.3 0.506 5.2 2.8 0.678 4.9 2.4 0.541 4.9 2.7 0.600 5.1 2.5 0.588 5.0 2.3 0.535 Total 0.787 0.01 0.797 0.00 0.828 0.00 0.861 0.00 0.822 0.00 0.811 0.00 0.802 0.00 Average 5.4 3.0 0.787 5.4 3.0 0.797 5.5 3.0 0.828 5.5 3.1 0.861 5.4 3.0 0.822 5.4 3.0 0.811 5.4 3.0 0.802 Min Time 03:55 03:20 03:55 04:05 04:35 04:00 04:25 04:10 04:10 05:05 04:10 04:35 04:30 03:20 04:55 03:55 04:00 04:10 04:50 04:10 04:10 Min Value 4.0 1.5 0.257 4.0 1.7 0.294 4.0 1.6 0.282 4.1 1.7 0.307 4.2 1.6 0.289 4.2 1.6 0.289 4.1 1.5 0.288 Max Time 07:40 07:25 07:50 07:45 08:00 08:00 11:05 10:15 10:15 10:40 10:35 10:45 09:25 08:50 09:00 07:45 08:05 08:05 09:40 10:35 08:30 Max Value 7.5 4.3 1.604 7.0 4.3 1.490 7.1 4.5 1.640 7.1 4.3 1.576 7.1 4.2 1.498 7.1 4.2 1.476 6.9 4.2 1.368 Week Avg 5.4 3.0 0.816 WeekTolal 5.709 0.01 ! ! ! ADS Environmental Services HB_02Mp11DFINAL(inches):Dep HB_021mp1WFINAL(feeUsec):Vel HB 02Vnpl%QFINAL(MGD-Total MG):Flow HB RGOltrnplXRAIN(inches):Rain 11148 EDGEWATER I.N. HB_02 Pipe Height:15.50 HUNTINGTON BEACH,CA HC 7.8847-7.8847 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 415102 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 5.0 2.3 0.531 4.8 2.2 0.483 4.7 2.7 0.579 4.9 2.8 0.623 4.6 2.4 0.485 4.6 2.4 0.490 4.5 2.4 0.487 00:15 4.9 2.6 0.584 4.9 2.2 0.509 4.8 2.6 0.573 4.8 2.5 0.549 4.6 2.3 0.470 4.5 2.2 0.427 4.5 2.2 0.450 00:30 4.7 2.4 0.500 4.9 2.3 0.505 4.6 2.4 0.487 4.9 2.6 0.572 4.4 2.2 0.423 4.4 2.1 0.403 4.4 2.3 0.431 00:45 4.6 2.2 0.449 4.7 2.4 0.502 4.6 2.4 0.491 4.9 2.7 0.597 4.2 2.0 0.357 4.4 2.1 0404 4.3 2.2 0.419 01:00 4.6 2.4 0.492 4.6 2.1 0.428 4.7 2.4 0.520 4.8 2.5 0.541 4.2 1.9 0.339 4.2 1.8 0.323 4.3 2.1 0.395 01:15 4.5 2.3 0.457 4.5 2.2 0.433 4.6 2.4 0.488 4.7 2.4 0.497 4.3 1.9 0.355 4.2 1.9 0.348 4.2 2.2 0.413 01:30 4.5 2.1 0.423 4.3 2.0 0.374 4.5 2.1 0.423 4.6 2.2 0.455 4.2 1.8 0.318 4.1 2.0 0.349 4.2 2.0 0.356 01:45 4.4 2.0 0.382 4.2 2.0 0.370 4.3 2.0 0.381 4.4 2.2 0.424 4.1 1.9 0.330 4.1 2.0 0.351 4.3 1.9 0.355 02:00 4.3 1.9 0.364 4.2 2.0 0.353 4.3 2.1 0.393 4.3 2.3 0.423 4.2 1.8 0.319 4.2 1.9 0.333 4.2 2.0 0.362 02:15 4.4 1.9 0.376 4.3 2.2 0.404 4.3 2.0 0.369 4.3 2.2 0.404 4.2 1.9 0.332 4.2 1.9 0.352 4.2 1.8 0.327 02:30 4.4 2.1 0.403 4.2 1.9 0.347 4.1 2.0 0.355 0.01 4.3 2.2 0.416 4.2 1.9 0.346 4.2 1.8 0.328 4.3 2.0 0.376 02:45 4.4 2.0 0.383 4.2 1.9 0.348 4.2 1.9 0.335 4.3 2.2 0.410 4.2 1.9 0.344 4.2 1.9 0.334 4.2 2.1 0.388 03:00 4.3 2.0 0.366 4.2 1.8 0.323 4.1 2.0 0.342 4.3 2.2 0.402 4.2 1.8 0.325 4.2 1.7 0.312 4.2 1.9 0.355 03:15 4.3 2.0 0.372 4.2 1.9 0.346 4.1 1.9 0.331 4.3 2.1 0.392 4.2 1.9 0.339 4.2 1.7 0.311 4.2 2.0 0.352 03:30 4.3 1.9 0.349 4.2 1.8 0.315 4.2 2.0 0.368 4.3 2.2 0.407 4.3 1.9 0.354 4.2 2.0 0.354 4.2 1.9 0.353 03:45 4.3 2.0 0.383 4.2 1.8 0.316 4.2 1.9 0.341 4.3 2.1 0.395 4.3 2.0 0.370 4.2 2.1 0.370 4.2 1.9 0.341 04:00 4.3 1.9 0.348 4.2 1.9 0.336 4.2 2.0 0.351 4.2 2.0 0.371 4.3 2.0 0.366 4.2 1.9 0.340 4.3 2.1 0.388 04:16 4.2 1.9 0.344 4.2 1.7 0.297 4.1 1.9 0.326 4.3 2.2 0.413 4.3 1.9 0.358 4.3 2.0 0.380 4.4 2.1 0.394 04:30 4.3 2.0 0.376 4.1 1.8 0.313 4.1 1.7 0.303 4.2 2.1 0.386 4.4 2.1 0.413 4.4 2.3 0.441 4.5 2.2 0.435 04:45 4.2 1.8 0.327 4.2 1.7 0.313 4.1 1.8 0.317 4.2 2.1 0.383 4.6 2.2 0.462 4.6 2.2 0.443 4.5 2.3 0.455 05:00 4.2 1.9 0.350 4.2 1.8 0.322 4.1 1.9 0.334 4.3 2.1 0.385 4.9 2.6 0.591 4.9 2.3 0.502 4.8 2.8 0.620 05:15 4.4 2.0 0.384 4.2 1.9 0.346 4.1 1.9 0.326 4.2 2.0 0.372 5.3 2.8 0.714 5.0 2.7 0.629 5.2 3.3 0.807 05:30 4.5 2.2 0.426 4.4 2.0 0.376 4.2 1.9 0.348 4.4 2.2 0.413 5.1 2.8 0.663 5.5 3.0 0.793 5.4 3.1 0.801 05:45 4.6 2.4 0.491 4.5 2.2 0.438 4.1 2.1 0.367 4.4 2.2 0.427 5.6 3.3 0.693 5.8 3.4 0.979 5.8 3.6 1.018 06:00 4.9 2.6 0.590 4.8 2.5 0.535 4.3 2.2 0.399 4.5 2.2 0.444 6.0 3.5 1.025 6.2 3.9 1.198 6.2 3.9 1.222 06:15 5.2 3.0 0.732 5.5 3.0 0.780 4.5 2.4 0.485 4.7 2.4 0.503 6.4 3.9 1.263 6.5 4.0 1.304 6.3 4.1 1.276 06:30 5.6 2.9 0.772 5.4 3.2 0.811 4.8 2.6 0.572 4.9 2.9 0.670 6.7 4.1 1.388 6.7 3.8 1.294 5.9 3.8 1.086 06:45 5.6 2.9 0.793 5.6 3.3 0.907 5.1 2.5 0.602 5.3 3.1 0.756 6.7 4.2 1.423 6.9 4.0 1.432 6.1 3.9 1.167 07:00 5.8 3.2 0.895 6.0 3.6 1.047 4.7 2.5 0.525 5.6 2.9 0.793 6.6 4.1 1.389 7.1 4.1 1.497 6.0 3.8 1.126 07:15 6.1 3.7 1.069 6.3 3.8 1.194 5.0 2.8 0.639 5.2 3.2 0.788 6.6 4.0 1.350 6.7 4.0 1.361 6.1 4.1 1.229 07:30 6.5 3.6 1.192 6.4 3.8 1.212 5.5 3.3 0.860 5.6 3.4 0.923 6.8 4.0 1.390 6.8 4.2 1.466 6.1 4.0 1.206 07:45 6.6 3.7 1.230 6.5 4.1 1.338 5.6 3.6 0.970 5.7 3.2 0.877 6.7 4.1 1.408 6.7 4.2 1.431 5.9 3.8 1.109 HB_02bnp11DFINAL(inches):Dep HB 02Vnp1NFINAL(teet/sec):Vel HB_02Vnp1\QFINAL(MGD-Total MG):Flow HB RG01Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5102 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 6.8 3.7 1.281 6.7 3.8 1.317 5.8 3.6 1.030 0.01 5.9 3.7 1.056 6.5 4.1 1.364 6.6 4.0 1.340 5.9 3.7 1.084 08:15 6.6 3.8 1.270 6.6 4.2 1.419 6.2 3.9 1.189 6.1 3.6 1.088 6.6 3.9 1.311 6.6 4.2 1.420 5.9 3.6 1.053 08:30 6.6 3.5 1.170 6.6 3.9 1.309 6.4 4.0 1.263 6.3 4.0 1.250 6.7 4.0 1.388 6.4 4.1 1.336 5.9 3.7 1.053 08:45 6.7 3.8 1.276 6.8 4.0 1.386 6.5 4.1 1.370 6.6 4.0 1.326 6.6 3.6 1.209 6.4 4.0 1.289 6.9 3.7 1.059 09:00 6.6 3.4 1.196 6.7 4.0 1.371 8.6 3.9 1.319 6.6 3.9 1.296 6.4 3.7 1.184 6.4 4.1 1.313 5.9 3.6 1.060 09:15 6.6 3.4 1.155 6.9 4.0 1.408 6.9 4.0 1.424 6.8 4.1 1.418 6.5 3.7 1.212 6.1 3.7 1.102 5.8 4.2 1.183 09:30 6.6 3.8 1.274 6.7 3.7 1.274 7.0 4.1 1.482 6.7 4.0 1.371 6.4 3.7 1.205 6.0 3.7 1.107 5.8 3.5 0.980 09:45 6.5 3.6 1.194 6.8 4.0 1.408 7.0 4.2 1.508 6.7 4.0 1.377 6.3 4.1 1.274 6.2 3.7 1.152 5.7 3.6 1.003 10:00 6.5 3.6 1.193 6.6 4.0 1.330 6.9 4.2 1.505 6.8 4.1 1.434 6.3 3.9 1.207 5.9 3.7 1.071 5.7 3.5 0.948 10:15 6.6 3.6 1.219 6.6 3.9 1.289 6.9 4.2 1.491 6.5 4.0 1.312 6.1 3.6 1.113 5.9 3.3 0.964 5.7 3.4 0.940 10:30 6.6 3.8 1.261 6.5 3.8 1.252 6.9 4.2 1.505 6.6 4.1 1.382 6.2 3.7 1.138 5.7 3.4 0.949 5.6 3.6 0.974 10:45 6.5 3.8 1.298 6.4 3.6 1.161 6.9 4.2 1.497 6.6 3.9 1.287 6.2 3.5 1.069 6.8 3.1 0.875 5.5 3.5 0.918 11:00 6.3 3.7 1.176 6.3 3.7 1.168 6.8 3.9 1.367 6.6 3.9 1.295 5.9 3.3 0.976 5.8 3.6 1.012 5.7 3.7 1.015 11:15 6.0 3.5 1.058 6.3 3.6 1.140 6.9 4.2 1.490 6.3 3.8 1.180 6.0 3.5 1.031 5.6 3.3 0.892 5.6 3.5 0.940 11:30 6.0 3.5 1.020 6.3 3.7 1.177 6.6 3.8 1.261 6.3 3.8 1.188 5.8 3.3 0.927 5.7 3.6 1.000 5.6 3.4 0.931 11:45 6.0 3.6 1.046 6.2 3.5 1.084 6.4 3.6 1.169 6.4 3.9 1.233 5.7 3.4 0.948 5.8 3.6 1.019 5.3 3.0 0.747 12:00 5.8 3.6 1.018 6.0 3.5 1.042 6.2 3.7 1.144 6.2 3.7 1.126 5.6 3.4 0.925 5.6 3.4 0.905 5.3 3.1 0.785 12:15 5.7 3.5 0.964 5.9 3.6 1.059 6.2 3.7 1.166 6.2 3.6 1.118 5.6 3.4 0.930 6.1 3.4 1.012 5.2 3.2 0.787 12:30 5.9 3.4 0.987 5.7 3.5 0.969 6.3 3.7 1.169 6.1 3.7 1.145 5.8 3.4 0.967 5.6 3.3 0.874 5.2 3.1 0.755 12:45 5.7 3.3 0.901 5.8 3.4 0.970 6.2 3.6 1.132 6.1 3.7 1.101 5.7 3.6 0.996 4.8 2.8 0.618 5.3 3.2 0.811 13:00 5.6 3.6 0.969 5.9 3.5 1.015 6.2 3.8 1.171 5.9 3.6 1.054 5.5 3.4 0.899 5.3 3.6 0.882 5.2 3.3 0.801 13:15 5.6 3.6 0.972 5.6 3.2 0.863 6.2 3.7 1.155 6.0 3.8 1.113 5.4 3.7 0.955 5.2 3.3 0.795 5.1 3.4 0.796 13:30 5.6 3.1 0.830 5.8 3.4 0.940 6.0 3.4 0.987 5.9 3.6 1.039 5.5 3.7 0.981 5.0 2.9 0.663 5.1 3.3 0.791 13:45 5.5 3.3 0.871 5.5 3.0 0.800 6.0 3.6 1.051 6.0 3.5 1.037 5.4 3.4 0.868 5.0 3.8 0.879 5.2 2.9 0.705 14:00 5.4 2.9 0.737 5.5 3.1 0.811 5.8 3.5 0.981 5.8 3.5 0.999 5.4 3.5 0.884 5.1 3.7 0.874 5.1 3.3 0.785 14:15 5.3 3.2 0.801 5.4 3.2 0.835 5.8 3.3 0.925 5.8 3.5 0.977 5.5 3.5 0.937 5.0 3.1 0.725 5.0 3.1 0.717 14:30 5.2 2.8 0.688 5.3 3.1 0.787 5.8 3.4 0.970 5.8 3.4 0.962 5.5 3.5 0.914 5.1 3.5 0.836 5.1 3.0 0.718 14:45 5.2 2.9 0.710 5.5 3.2 0.828 5.8 3.5 0.984 5.7 3.7 1.024 5.4 3.4 0.852 5.1 3.4 0.806 5.2 3.6 0.876 16:00 5.1 2.8 0.672 5.3 3.8 0.967 5.7 3.5 0.962 5.6 3.5 0.954 5.4 3.3 0.827 5.0 2.8 0.652 5.5 3.2 0.833 15:15 5.1 2.9 0.679 5.1 3.5 0.835 5.6 3.3 0.896 5.7 3.5 0.978 5.4 3.0 0.786 5.0 3.2 0.734 5.1 3.1 0.743 15:30 5.2 2.7 0.648 5.2 3.0 0.733 5.6 3.6 0.966 5.7 3.3 0.921 5.3 3.1 0.769 4.9 3.2 0.714 5.0 2.7 0.635 15:45 5.1 2.7 0.632 5.0 2.8 0.647 5.4 3.7 0.960 5.7 3.2 0.872 5.4 3.1 0.781 5.1 3.6 0.852 5.2 3.3 0.812 16:00 5.1 2.6 0.616 5.1 2.9 0.683 5.5 3.7 0.983 5.8 3.4 0.950 5.4 3.2 0.803 5.1 3.1 0.733 5.2 3.3 0.798 16:15 5.1 2.8 0.650 5.1 3.0 0.711 5.5 3.4 0.894 5.7 3.5 0.974 5.3 2.9 0.731 5.1 3.1 0.718 5.1 2.9 0.681 16:30 5.2 2.8 0.678 5.1 3.6 0.827 5.6 3.3 0.881 5.5 3.5 0.910 5.2 3.1 0.772 5.2 3.3 0.806 5.1 3.2 0.756 16:45 5.1 3.1 0.727 5.2 3.0 0.723 5.7 3.5 0.962 5.7 3.2 0.883 5.4 2.9 0.745 5.2 3.3 0.809 5.1 3.1 0.745 HB 02\mp1\DFINAL(inches):Dep 1-113_02\mplWFINAL(teet/sec):Vel HB_021mpl\QFINAL(MGD-Total MG):Flow HB_RG01Ump11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 416/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 5.0 3.3 0.758 5.2 3.0 0.718 5.8 3.6 1.013 5.8 3.6 0.997 5.3 3.1 0.794 5.3 3.4 0.846 5.4 3.3 0.847 17:15 5.0 2.8 0.655 5.1 3.0 0.702 5.6 3.4 0.908 5.8 3.6 1.038 5.5 3.5 0.910 5.3 3.7 0.935 5.5 3.5 0.898 17:30 5.2 2.7 0.659 5.2 3.4 0.816 5.6 3.4 0.904 5.8 3.8 1.075 5.5 3.4 0.885 5.4 3.7 0.956 5.4 3.3 0.844 17:45 5.3 3.1 0.761 5.4 3.4 0.877 5.8 3.7 1.036 5.9 3.7 1.064 5.6 3.5 0.945 5.6 3.9 1.042 5.5 3.4 0.889 18:00 5.3 3.4 0.848 5.4 3.2 0.800 5.7 3.4 0.958 5.8 3.7 1.057 5.8 3.4 0.961 5.7 3.9 1.090 5.6 3.7 0.994 18:15 5.3 3.0 0.752 5.5 3.2 0.835 5.8 3.5 1.001 5.9 3.7 1.094 5.7 3.5 0.975 5.8 3.8 1.081 5.7 3.7 1.023 18:30 5.5 3.3 0.861 5.5 3.5 0.909 6.0 3.8 1.122 5.9 3.8 1.104 6.1 3.8 1.135 5.9 4.0 1.150 5.7 3.8 1.064 18:45 5.5 3.5 0.916 5.4 3.3 0.850 6.0 3.7 1.079 6.1 3.7 1.115 5.8 3.5 0.985 5.9 4.0 1.160 5.6 3.9 1.043 19:00 5.5 3.3 0.878 5.6 3.5 0.931 5.7 3.5 0.963 6.3 3.9 1.209 6.0 3.9 1.163 5.8 3.9 1.103 5.8 4.0 1.140 19:15 5.6 3.6 0.951 5.6 3.5 0.943 5.8 3.7 1.054 6.4 4.0 1.274 6.2 4.0 1.256 5.8 3.9 1.110 5.8 3.8 1.089 19:30 5.5 3.6 0.965 5.5 3.6 0.958 5.8 3.7 1.044 6.3 3.8 1.200 6.1 3.8 1.170 6.0 3.8 1.128 5.9 4.0 1.154 19:45 5.6 3.6 0.971 5.5 3.6 0.952 5.9 3.6 1.040 6.2 3.7 1.154 6.2 3.8 1.191 6.2 4.0 1.255 5.9 3.9 1.134 20:00 5.9 3.7 1.068 5.6 3.7 0.999 5.8 3.6 1.014 6.1 3.8 1.149 6.0 3.7 1.111 6.1 3.9 1.182 5.9 3.9 1.108 20:15 5.8 3.7 1.037 5.6 3.6 0.990 5.7 3.5 0.976 6.4 4.0 1.290 6.1 3.7 1.125 6.0 4.1 1.208 6.1 3.8 1.139 20:30 5.7 3.7 1.038 5.7 3.6 0.992 5.7 3.5 0.969 6.2 3.8 1.179 6.3 3.8 1.207 6.2 4.1 1.241 6.0 3.8 1.133 20:45 5.7 3.5 0.961 5.6 3.5 0.946 5.6 3.5 0.963 6.0 3.7 1.102 6.2 3.7 1.127 6.2 3.9 1.203 6.0 3.7 1.094 21:00 5.7 3.6 0.974 5.6 3.6 0.973 5.6 3.5 0.940 5.9 3.6 1.035 5.8 3.4 0.960 6.1 4.0 1.217 5.9 3.7 1.093 21:15 5.7 3.5 0.967 5.6 3.4 0.924 5.6 3.4 0.924 6.1 3.7 1.131 5.7 3.5 0.965 5.9 3.9 1.136 5.8 3.6 1.017 21:30 5.6 3.7 1.005 5.5 3.4 0.898 5.5 3.6 0.947 5.9 3.6 1.055 5.6 3.4 0.912 5.8 3.8 1.089 5.8 3.7 1.058 21:45 5.6 3.3 0.884 5.4 3.2 0.823 5.5 3.5 0.919 5.7 3.3 0.916 5.5 3.4 0.908 5.7 3.5 0.966 5.8 3.6 1.029 22:00 5.6 3.5 0.943 5.2 3.1 0.771 5.4 3.0 0.762 5.5 3.4 0.879 5.5 3.1 0.809 5.4 3.5 0.891 5.5 3.5 0.916 22:15 5.6 3.3 0.875 5.4 3.3 0.852 5.2 3.2 0.796 5.4 3.2 0.813 5.2 2.9 0.702 5.3 3.2 0.797 5.1 3.2 0.758 22:30 5.4 3.1 0.793 5.4 3.3 0.852 5.1 3.1 0.743 5.3 2.9 0.739 5.2 2.9 0.728 5.1 3.3 0.765 5.1 2.8 0.670 22:45 5.4 3.2 0.836 5.3 3.1 0.784 6.2 3.1 0.746 5.2 2.9 0.704 5.0 2.7 0.624 5.1 3.1 0.731 5.0 2.6 0.612 23:00 5.2 3.0 0.743 5.3 2.9 0.725 5.1 2.8 0.661 4.9 2.6 0.575 4.8 2.5 0.542 5.0 3.0 0.682 5.1 3.2 0.743 23:15 5.0 2.7 0.628 5.1 2.8 0.674 5.0 2.8 0.633 4.9 2.5 0.548 4.8 2.5 0.542 4.8 2.6 0.570 5.1 3.2 0.756 23:30 5.0 2.6 0.594 4.8 2.7 0.598 4.9 2.7 0.601 4.9 2.5 0.554 4.7 2.3 0.480 4.8 3.1 0.668 4.8 2.9 0.640 23:45 4.8 2.6 0.569 4.8 2.6 0.562 4.9 2.8 0.623 4.8 2.5 0.547 4.8 2.2 0.473 4.8 2.7 0.600 4.8 2.7 0.573 Total 0.790 0.00 0.814 0.00 0.855 0.02 0.882 0.00 0.858 0.00 0.863 0.00 0.814 0.00 Average 5.4 3.0 0.790 5.4 3.1 0.814 5.4 3.1 0.855 5.5 3.2 0.882 5.5 3.1 0.858 5.4 3.2 0.863 5.3 3.2 0.814 Min Time 04:25 02:00 04:50 04:30 04:20 04:20 04:35 04:35 04:35 04:40 04:00 04:45 01:45 03:00 03:00 02:55 03:00 02:55 01:35 02:25 02:25 Min Value 4.1 1.8 0.327 4.1 1.6 0.287 4.0 1.5 0.256 4.1 1.9 0.344 4.0 1.7 0.298 4.1 1.7 0.304 4.0 1.6 0.279 Max Time 08:05 09:40 09:40 09:20 08:15 09:55 11:20 09:50 09:50 09:25 10:35 10:05 06:35 06:55 06:35 07:05 08:15 06:55 06:15 07:20 07:20 Max Value 6.8 4.2 1.428 7.0 4.3 1.517 7.1 4.5 1.604 6.9 4.3 1.515 6.9 4.3 1.531 7.2 4.3 1.539 6.4 4.5 1.371 Week Avg 5.4 3.1 0.839 WeekTotal 5.875 0.02 x 0 W Flow Monitor HB-03 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 6.34 1.71 0.644 consistent with field confirmations conducted to date and Minimum 4.01 0.70 0.138 support the relative accuracy of the flow monitor at this Maximum 8.49 2.54 1.331 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. �a Site Book#/MH# Site Report HB_03 ENVIRONMENTAL SERVICES Project/Phase: O.C.S.D Installed: 03/12/02 Diameter ADS Job# ress/ Location: 9140 Adams Ave. (Hunt. Bch, Ca.) Initials: wojo 18.00"X,a.00° 11780.00 Located 1 block east of Magnolia in eastbound rightlane. Installation Access: Drive Thomas Guide: 858 C-6 Stainless steel ring install with ultrasonic,velocity and pressure sensors. \\/N� t Safety Rungs Adams Ave._______ as Investigation 02 0 % Q C �— CO H2S 0 ppm .La ——————————————————- CO 0 ppm rn Yorktown M ——————————————————- LEL 0 % Ave. HB_03 Traffic House 9 0 Moderate 20011 C O m Pipe Material Adams St. HB_03 o vCP Manhole Depth 9 ft. Access Map Site Map Pipe and M.H.Condition Manhole in Good Condition Sensor Location Manhole Profile a o o 22 CO x a) � A:::�� a 1 F 0 18.00"h x 18.00"w Cross-Section View Plan View Drawings Not to Scale Show Any Defects Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor harge : None Height: --- Velocity Sensor Time 09:00 DOF 06.00" +i- velocity 2.50 fps Silt 0.001, Show Sensor Locations ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 9 HB 03\m 1\DFINAL HB 03\m 1\VFINAL HB RG03\m 11RAIN 5.0 0.45 8 4.5 0.40 7 4.0 0.35 3.5 6 0.30 3.0 m 5 a cam. o 0.25 t 2.5 m o. (D 4 y 0.20 2.0 3 0.15 1 .5 2 0.10 1 .0 0.05 1 0.5 0.00 0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 9 HB 03\m 1\DFINAL HB 03\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 8 p 3.5 0.40 7 3.0 0.35 6 2.5 0.30 CD 5 E c p c o 0.25 L 2.0 0 4 0.20 i 1.5 3 0.15 1 .0 2 0.10 0.05 1 0.5 0.00 0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 9 HB 03\m 1\DFINAL HB 03\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 8 3.5 0.40 7 3.0 0.35 i 6 � 2.5 0.30 I < � 5 m 0.25 L 2.0 m a Of °' 4 y 0.20 1 .5 3 0.15 1 .0 2 0.10 0.05 1 0.5 0.00 0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 g HB 03\m 1\DFINAL HB 03\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 8 3.5 it 0.40 7 I 3.0 0.35 � 6 i 2.5 0.30 5 0 c � � 0.25 = 2.0 q m 4 y 0.20 1 .5 3 0.15 1+ 1 .0 2 0.10 0.05 0.00 0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 9 HB 03\m 1\DFINAL HB 03\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 8 3.5 0.40 N 3.0 i 0.35 1 6 1 - try 2.5 0.30 m c 5 0 c � � 0.25 = 2.0 0 4 N 0.20 1 .5 3 0.15 'i 1 .0 2 'I 0.10 0.05 1 0.5 0.00 0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 2.00 HB 03\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 c � 0.25 1 .00 `0 3 Of o FL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 2.00 HB 03\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 o I 0.25 1 .00 .0 3 0 0.20 7 0.75 0.15 0.50 0.10 0.25 0.05 I 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 2.00 HB 03\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0 0.25 1.00 f` 3 � a LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 h 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 2.00 HB 03\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 a c � 0.25 1 .00 0 _ LL 0.20 0.75 0.15 0.50 0.10 " 0.05 0.25 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height: 18.00 HUNTINGTON BEACH, CA 0.50 2.00 HB 03\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 _ o 0.25 1 .00 c of 0.20 0.75 0.15 0.50 0.10 1 l 0 0.05 .25 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Aor 2002 Time ADS Environmental Services 9140 ADAMS AVE. HB_03 Pipe Height:18.00 HUNTINGTON BEACH,CA HC 3.7844-3.7844 0.0000-0.0000 HB_031mp11QFINAL(MGD-Total MG) HB_RG031mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 03:40 0.149 08:00 1.126 0.566 0.566 0.00 3/15/02 02:40 0.166 20:10 1.106 0.690 0.690 0.00 3/16/02 05:15 0.191 10:45 1.190 0.663 0.663 0.00 3/17102 05:05 0.170 10:35 1.143 0.664 0.664 0.20 3/18/02 03:55 0.163 07:50 1.161 0.596 0.596 0.00 3/19/02 03:35 0.149 08:00 1.199 0.588 0.588 0.00 3/20102 04:00 0.160 20:25 1.130 0.642 0.642 0.00 3/21/02 04:55 0.370 07:55 1.269 0.739 0.739 0.00 3/22/02 03:30 0.288 07:55 1.255 0.684 0.684 0.00 3/23/02 05:00 0.221 09:50 1.169 0.676 0.676 0.09 3/24102 05:05 0.149 10:40 1.161 0.655 0.655 0.01 3/25/02 04:05 0.157 07:35 1.073 0.588 0.588 0.00 3/26/02. 03:40 0.146 07:35 1.169 0.603 0.603 0.00 3/27102 03:45 0.207 20:35 1.132 0.666 0.666 0.00 3/28/02 02:55 0.315 07:45 1.218 0.655 0.655 0.00 3/29/02 03:25 0.173 07:50 1.079 0.587 0.587 0.00 3/30/02 05:25 0.137 19:15 1.096 0.673 0.673 0.00 3/31/02 04:40 0.350 10:15 1.331 0.686 0.686 0.00 411/02 03:50 0.160 21:40 1.026 0.601 0.601 0.00 4/2102 04:05 0.329 09:50 1.128 0.766 0.766 0.00 4/3102 04:10 0.166 08:05 0.917 0.572 0.572 0.00 4/4102 05:05 0.150 08:15 0.964 0.580 0.580 0.00 4/5102 04:35 0.153 08:15 1.142 0.709 0.709 0.00 416/02 04:10 0.174 11:10 1.144 0.649 0.649 0.05 417/02 04:35 0.200 10:15 1.109 0.667 0.667 0.00 4/8/02 03:25 0.156 18:55 1.138 0.695 0.695 0.00 4/9102 02:50 0.165 06:45 1.095 0.601 0.601 0.00 4/10102 03:00 0.160 07:00 1.082 0.570 0.570 0.00 ReportAvg 0.644 ReportTotal 18.03 10.35 ADS Environmental Services HB_03Vnp10FINAL(inches):Dep HB_031mp11VFINAL(feettsec):Vel HB 03\mpA QF1NAL(MGD-Total MG),.Ftow HBRG03tmp1\RAtt4(fthes):Rain 9140 ADAMS AVE. HB_03 Pipe Height:18.00 HUNTINGTON BEACH,CA HC 3.7844-3.7844 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.3 1.4 0.400 5.6 1.6 0.481 6.1 1.8 0.595 5.6 1.5 0.438 5.4 1.3 0.384 5.5 1.4 0.425 5.4 1.4 0.390 00:15 5.1 1.3 0.335 5.5 1.4 0.420 6.0 1.6 0.518 5.4 1.4 0.414 5.3 1.4 0.382 5.4 1.3 0.385 5.2 1.3 0.357 00:30 4.9 1.3 0.340 5.2 1.4 0.379 5.8 1.6 0.520 5.2 1.3 0.355 5.2 1.3 0.358 5.2 1.3 0.349 5.0 1.2 0.311 00:45 4.8 1.3 0.308 5.0 1.3 0.330 5.9 1.6 0.506 5.1 1.3 0.350 5.1 1.2 0.304 4.9 1.2 0.292 4.8 1.2 0.298 01:00 4.7 1.2 0.279 4.9 1.3 0.315 5.7 1.4 0.444 5.0 1.3 0.340 4.9 1.1 0.275 4.7 1.2 0.277 4.7 1.1 0.271 01:15 4.6 1.1 0.257 4.7 1.1 0.264 5.6 1.4 0.441 5.0 1.2 0.311 4.7 1.1 0.270 4.7 1.1 0.257 4.6 1.2 0.277 01:30 4.5 1.2 0.270 4.5 1.0 0.236 5.6 1.5 0.449 4.9 1.2 0.295 4.6 1.1 0.245 4.6 1.1 0.255 4.5 1.1 0.255 01:45 4.4 1.1 0.245 4.5 1.0 0.222 5.5 1.4 0.408 4.7 1.2 0.289 4.4 1.1 0.231 4.6 1.1 0.247 4.5 1.1 0.247 02:00 4.2 1.1 0.224 4.3 1.0 0.215 5.4 1.4 0.413 4.7 1.1 0.271 4.4 1.1 0.236 4.5 1.0 0.233 4.4 1.0 0.227 02:15 4.2 1.0 0.196 4.3 0.9 0.193 5.3 1.3 0.379 4.6 1.1 0.249 4.4 1.0 0.207 4.3 1.0 0.202 4.2 1.0 0.207 02:30 4.2 1.0 0.198 4.2 1.0 0.199 5.3 1.4 0.383 4.6 1.1 0.250 4.4 1.0 0.208 4.3 1.0 0.204 4.2 0.9 0.186 02:45 4.2 1.0 0.195 4.3 0.9 0.186 5.3 1.4 0.383 4.5 1.1 0.247 4.3 0.9 0.197 4.2 0.8 0.169 4.2 1.0 0.212 03:00 4.2 1.1 0.217 4.4 1.0 0.212 5.3 1.4 0.385 4.5 1.1 0.251 4.3 1.0 0.200 4.2 0.9 0.185 4.1 0.9 0.171 03:15 4.2 1.0 0.198 4.3 1.0 0.213 5.3 1.3 0.375 4.5 1.0 0.226 4.3 0.9 0.180 4.2 0.9 0.184 4.3 1.1 0.226 03:30 4.1 0.8 0.164 4.3 0.9 0.192 5.2 1.3 0.357 4.4 1.1 0.236 4.3 0.9 0.187 4.2 0.9 0.174 4.2 1.0 0.197 03:45 4.1 0.9 0.175 4.3 1.1 0.222 5.2 1.3 0.365 4.5 1.2 0.265 4.2 0.9 0.174 4.3 0.9 0.182 4.1 1.0 0.189 04:00 4.1 1.0 0.191 4.3 1.0 0.202 5.2 1.3 0.359 4.4 1.0 0.221 4.2 0.9 0.189 4.2 0.9 0.174 4.2 0.8 0.170 04:15 4.1 0.9 0.184 4.3 1.0 0.200 5.1 1.2 0.326 4.4 1.0 0.216 4.3 1.0 0.199 4.2 0.8 0.170 4.3 1.0 0.213 04:30 4.3 1.1 0.226 4.3 1.0 0.203 4.5 1.1 0.243 4.3 0.9 0.190 4.4 0.9 0.203 4.2 0.9 0.178 4.3 0.9 0.194 04:45 4.2 1.0 0.204 4.3 1.0 0.205 4.4 1.0 0.212 4.3 1.1 0.234 4.5 1.0 0.230 4.3 1.0 0.203 4.3 1.0 0.210 05:00 4.2 1.1 0.219 4.3 1.0 0.208 4.4 1.0 0.219 4.3 1.0 0.207 4.5 1.0 0.224 4.4 1.0 0.217 4.4 1.0 0.222 05:15 4.4 1.1 0.232 4.5 1.2 0.260 4.4 1.0 0.215 4.3 1.0 0.205 4.6 1.0 0.232 4.7 1.1 0.252 4.6 1.2 0.266 05:30 4.7 1.2 0.290 4.7 1.2 0.283 4.4 1.0 0.221 4.3 1.0 0.200 4.8 1.3 0.322 5.0 1.2 0.318 4.8 1.2 0.307 05:45 5.1 1.4 0.384 5.1 1.3 0.335 4.5 1.0 0.231 4.3 1.0 0.220 5.1 1.3 0.349 5.3 1.3 0.360 5.1 1.3 0.350 06:00 5.5 1.5 0.439 5.5 1.5 0.428 4.8 1.1 0.274 4.3 1.0 0.216 5.5 1.5 0.431 5.6 1.4 0.436 5.6 1.5 0.461 06:15 5.9 1.6 0.534 5.8 1.5 0.471 4.8 1.2 0.283 4.6' 1.1 0.259 5.8 1.6 0.514 6.1 1.7 0.562 6.2 1.7 0.580 06:30 6.5 1.8 0.652 6.5 1.8 0.657 5.0 1.2 0.312 4.7 1.1 0.254 6.6 1.9 0.697 6.6 1.8 0.670 6.8 1.9 0.742 06:45 7.0 1.9 0.781 7.1 1.8 0.730 5.3 1.3 0.383 5.0 1.3 0.348 7.1 2.0 0.821 7.0 1.9 0.799 7.3 2.0 0.882 07:00 7.4 2.0 0.894 7.4 2.1 0.904 5.6 1.4 0.433 5.1 1.2 0.311 7.5 2.0 0.915 7.5 2.0 0.902 7.6 2.1 0.956 07:15 7.6 2.1 0.978 7.7 2.2 1.033 6.1 1.7 0.567 5.5 1.5 0.431 7.8 2.1 0.979 7.9 2.1 1.005 7.9 2.2 1.058 07:30 7.8 2.3 1.062 7.9 2.2 1.045 6.4 1.6 0.594 5.8 1.5 0.487 7.9 2.1 0.998 8.0 2.2 1.064 7.8 2.2 1.055 07:45 7.8 2.1 0.984 7.7 2.2 1.028 6.8 1.7 0.690 6.2 1.7 0.578 7.9 2.2 1.075 8.1 2.2 1.117 7.9 2.1 1.028 HB_03Mp11DFINAL(inches):Dep HB 031mplWFINAL(teettsec):Vel HB 031mpl\QFINAL(MGD-Total MG):Flow HB_RG031mpi\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain 08:00 7.7 2.3 1.061 7.6 2.2 0.994 7.0 1.8 0.741 6.6 1.8 0.680 7.7 2.2 1.024 8.0 2.3 1.119 7.8 2.2 1.048 08:15 7.5 2.1 0.933 7.4 2.1 0.904 7.1 2.0 0.821 7.0 1.9 0.768 7.4 2.1 0.907 7.7 2.2 1.011 7.6 2.0 0.935 08:30 7.2 2.0 0.842 7.2 2.1 0.903 7.4 2.0 0.885 7.2 1.9 0.800 7.2 2.0 0.867 7.4 2.1 0.947 7.2 2.1 0.906 08:45 7.1 1.9 0.784 7.0 1.9 0.791 7.5 1.9 0.880 7.2 1.9 0.822 7.2 2.0 0.836 7.3 2.0 0.884 7.1 2.0 0.825 09:00 6.8 2.0 0.773 7.0 2.0 0.817 7.7 2.2 1.009 7.4 2.1 0.916 7.1 2.0 0.822 7.3 2.1 0.896 7.0 2.0 0.813 09:15 6.7 1.9 0.734 6.8 1.9 0.746 7.8 2.2 1.072 7.5 2.1 0.963 7.0 1.8 0.751 7.2 2.0 0.840 6.8 2.0 0.788 09:30 6.7 1.8 0.710 6.7 1.9 0.716 7.9 2.2 1.081 7.6 2.1 0.969 6.8 1.8 0.701 7.0 2.0 0.809 6.6 1.9 0.712 09:45 6.5 1.8 0.677 6.7 1.9 0.731 7.9 2.2 1.040 7.6 2.1 0.952 6.8 1.8 0.723 6.9 1.9 0.746 6.7 1.9 0.734 10:00 6.5 1.8 0.664 6.7 1.8 0.700 7.9 2.2 1.072 7.8 2.1 0.992 6.8 1.9 0.734 6.7 1.8 0.698 6.6 1.9 0.732 10:15 6.4 1.7 0.636 6.7 1.9 0.729 7.8 2.2 1.063 7.9 2.2 1.058 6.6 1.9 0.704 6.6 1.9 0.714 6.5 1.7 0.652 10:30 6.4 1.8 0.642 6.7 1.9 0.719 8.0 2.2 1.083 7.9 2.3 1.104 6.6 1.8 0.694 6.5 1.8 0.674 6.5 1.8 0.647 10:45 6.4 1.8 0.645 6.8 1.9 0.729 8.0 2.2 1.095 7.9 2.1 1.042 6.7 1.8 0.714 6.4 1.7 0.621 6.4 1.7 0.619 11:00 6.4 1.7 0.633 6.7 1.9 0.715 7.9 2.2 1.048 8.0 2.0 1.005 6.7 1.8 0.693 6.5 1.8 0.678 6.3 1.8 0.621 11:15 6.3 1.7 0.619 6.6 1.8 0.684 7.9 2.2 1.060 7.9 2.2 1.041 6.5 1.7 0.651 6.5 1.7 0.614 6.3 1.7 0.595 11:30 6.2 1.6 0.567 7.0 2.1 0.869 7.8 2.2 1.056 7.6 2.1 0.964 6.5 1.8 0.661 6.3 1.7 0.616 6.2 1.7 0.597 11:45 6.1 1.5 0.523 7.1 2.0 0.847 7.8 2.1 0.981 7.9 2.1 1.017 6.5 1.8 0.669 6.3 1.8 0.632 6.3 1.7 0.594 12:00 6.1 1.5 0.519 6.9 2.1 0.831 7.6 2.2 0.991 7.8 2.1 1.005 6.5 1.8 0.680 6.1 1.6 0.566 6.2 1.8 0.617 12:15 6.0 1.7 0.583 7.0 2.1 0.847 7.6 2.1 0.950 7.6 2.2 0.999 6.5 1.8 0.682 6.0 1.5 0.512 6.1 1.7 0.575 12:30 6.0 1.7 0.571 7.0 1.9 0.783 7.4 2.0 0.911 7.5 1.9 0.881 6.5 1.8 0.653 6.2 1.6 0.577 6.1 1.7 0.564 12:45 6.0 1.6 0.536 6.9 2.0 0.826 7.4 2.0 0.888 7.6 2.1 0.976 6.3 1.8 0.634 6.1 1.6 0.562 6.2 1.6 0.564 13:00 6.1 1.7 0.583 7.1 2.0 0.842 7.3 1.9 0.845 7.4 2.1 0.916 6.5 1.8 0.659 6.2 1.6 0.569 6.2 1.7 0.580 13:15 6.0 1.6 0.531 7.1 2.0 0.822 7.2 2.0 0.861 7.3 2.1 0.906 6.6 1.9 0.724 6.0 1.6 0.544 6.1 1.6 0.534 13:30 5.9 1.6 0.509 7.2 2.1 0.874 7.3 2.0 0.840 7.4 2.1 0.923 6.5 1.8 0.672 5.9 1.5 0.508 6.0 1.6 0.544 13:45 6.0 1.6 0.526 7.1 2.0 0.828 7.2 2.0 0.825 7.3 2.0 0.864 6.2 1.7 0.588 6.1 1.6 0.560 6.0 1.6 0.541 14:00 6.0 1.6 0.537 7.1 2.1 0.863 6.9 2.0 0.800 7.1 2.0 0.844 6.2 1.6 0.560 5.9 1.5 0.509 6.1 1.5 0.519 14:15 5.8 1.5 0.488 7.0 2.0 0.811 6.7 1.8 0.695 7.1 2.0 0.847 6.1 1.7 0.562 6.0 1.6 0.539 6.0 1.7 0.550 14:30 5.9 1.6 0.511 6.9 2.1 0.847 6.7 1.8 0.708 7.1 2.0 0.854 6.1 1.6 0.564 6.1 1.6 0.531 5.8 1.6 0.505 14:45 6.0 1.7 0.549 7.0 2.1 0.846 6.8 1.9 0.746 7.0 2.0 0.823 6.2 1.6 0.572 6.0 1.6 0.548 5.8 1.6 0.496 15:00 5.9 1.7 0.548 7.0 2.0 0.807 6.8 2.0 0.777 7.1 2.0 0.824 6.2 1.7 0.580 5.9 1.5 0.499 5.9 1.6 0.511 15:15 5.9 1.6 0.525 7.0 2.1 0.858 6.8 2.0 0.780 7.2 2.0 0.847 6.3 1.8 0.619 6.0 1.6 0.544 5.9 1.6 0.528 15:30 5.9 1.7 0.535 7.1 2.1 0.872 6.8 1.9 0.741 7.2 2.0 0.842 6.3 1.7 0.612 6.0 1.6 0.523 6.0 1.6 0.543 15:45 6.0 1.6 0.528 7.1 2.1 0.895 6.8 1.9 0.737 7.2 1.9 0.815 6.2 1.6 0.564 5.9 1.5 0.486 6.7 1.8 0.703 16:00 6.1 1.7 0.590 7.0 2.1 0.886 6.9 2.0 0.799 7.2 2.0 0.841 6.1 1.6 0.558 6.1 1.7 0.591 6.7 1.9 0.752 16:15 6.2 1.7 0.581 7.1 2.0 0.836 6.8 2.0 0.798 7.2 2.0 0.841 6.2 1.6 0.550 6.2 1.6 0.563 6.7 1.9 0.720 16:30 6.2 1.7 0.584 7.0 2.0 0.846 6.8 1.9 0.735 7.2 1.9 0.824 6.2 1.7 0.573 6.0 1.6 0.544 6.7 1.9 0.746 16:45 6.2 1.7 0.604 7.1 2.2 0.903 6.8 1.8 0.719 7.1 2.0 0.831 ' 6.2 1.7 0.593 6.1 1.6 0.558 6.7 1.9 0.725 s 0 s 1-113_031mp1\DFINAL(inches):Dep HB_031mp11VFINAL(teet/sec):Vel HB_031mp1\QFINAL(MGD-Total MG):Flow HB_RG03Unp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15102 3/16/02 3/17/02 3/18/02 3/19/02 3/20102 Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain 17:00 6.3 1.6 0.575 7.1 2.1 0.888 6.9 1.9 0.755 7.0 1.9 0.766 6.2 1.7 0.590 6.3 1.6 0.591 6.8 1.9 0.732 17:15 6.2 1.7 0.599 7.2 2.1 0.887 6.8 2.0 0.780 7.0 1.9 0.789 6.3 1.7 0.598 6.5 1.7 0.627 7.1 2.0 0.809 17:30 6.2 1.6 0.575 7.3 2.1 0.893 6.8 1.9 0.736 6.8 1.9 0.746 6.3 1.8 0.625 6.3 1.7 0.593 7.0 2.2 0.896 17:45 6.4 1.7 0.640 7.5 2.1 0.958 6.8 1.8 0.696 7.0 2.0 0.820 6.6 1.9 0.707 6.4 1.6 0.597 7.0 2.0 0.832 18:00 6.7 1.8 0.698 7.6 2.2 1.005 6.9 1.9 0.772 7.0 2.0 0.806 6.7 1.8 0.687 6.7 1.8 0.710 7.2 2.0 0.868 18:15 6.6 1.8 0.686 7.5 2.0 0.909 7.0 2.0 0.801 7.1 2.0 0.840 6.9 2.0 0.795 6.9 1.8 0.736 7.4 2.1 0.935 18:30 6.6 1.9 0.709 7.6 2.1 0.957 7.0 2.0 0.819 7.2 2.0 0.832 6.9 1.9 0.754 6.9 2.0 0.785 7.6 2.1 0.932 18:45 6.8 1.8 0.723 7.5 2.1 0.943 6.9 1.8 0.737 7.1 1.9 0.812 7.0 1.9 0.785 6.9 1.9 0.764 7.6 2.1 0.965 19:00 6.9 1.9 0.746 7.5 2.0 0.906 6.9 1.9 0.770 7.3 2.0 0.856 6.9 1.8 0.747 7.0 2.1 0.855 7.5 2.2 0.981 19:15 6.8 1.9 0.762 7.4 2.2 0.974 6.9 1.8 0.743 7.3 2.0 0.892 7.2 2.0 0.834 7.2 2.2 0.940 7.7 2.1 1.000 19:30 7.1 2.0 0.835 7.5 2.2 0.990 6.9 1.9 0.777 7.4 2.1 0.942 7.4 2.0 0.888 7.3 2.0 0.874 7.8 2.1 0.989 19:45 7.2 2.0 0.856 7.6 2.1 0.954 6.9 1.9 0.765 7.2 2.0 0.843 0.01 7.6 2.1 0.968 7.4 2.2 0.950 7.7 2.2 1.039 20:00 7.3 2.1 0.906 7.6 2.3 1.041 6.8 2.0 0.772 7.5 2.2 0.987 0.05 7.4 2.0 0.915 7.4 2.1 0.932 7.6 2.1 0.962 20:15 7.1 1.9 0.802 7.5 2.0 0.906 6.6 1.9 0.709 8.0 2.3 1.109 0.01 7.3 2.0 0.888 7.2 2.0 0.844 7.7 2.3 1.076 20:30 7.1 1.9 0.803 7.5 2.1 0.957 6.5 1.9 0.717 7.8 2.1 1.004 0.07 7.2 2.0 0.847 7.3 2.0 0.882 7.8 2.2 1.028 20:45 7.0 1.9 0.778 7.3 2.1 0.923 6.5 1.7 0.637 7.4 2.1 0.919 0.06 7.2 2.1 0.913 7.2 2.0 0.854 7.7 2.2 1.001 21:00 7.1 2.0 0.814 7.3 2.1 0.888 6.5 1.7 0.630 7.3 2.0 0.876 7.2 1.9 0.824 7.2 2.0 0.861 7.5 2.3 1.048 21:15 7.0 2.0 0.807 7.3 2.0 0.852 6.6 1.9 0.714 7.2 1.9 0.807 7.0 1.9 0.783 7.2 2.1 0.890 7.5 2.2 0.970 21:30 6.9 1.9 0.762 7.2 2.1 0.895 6.6 1.8 0.666 7.1 2.0 0.828 6.8 1.9 0.741 7.0 1.9 0.778 7.6 2.3 1.039 21:45 6.9 1.9 0.779 7.1 2.0 0.831 6.5 1.8 0.675 7.0 1.8 0.755 6.8 1.8 0.726 6.8 1.8 0.720 7.1 2.1 0.877 22:00 6.8 1.9 0.756 7.1 2.0 0.827 6.4 1.7 0.612 6.8 1.8 0.692 6.8 1.9 0.748 6.9 2.0 0.813 7.0 1.9 0.787 22:15 6.6 1.8 0.662 6.8 1.9 0.743 6.3 1.7 0.610 6.6 1.8 0.679 6.7 1.8 0.687 6.7 1.9 0.739 7.3 2.2 0.942 22:30 6.5 1.8 0.682 6.8 2.0 0.777 6.2 1.6 0.568 6.4 1.7 0.637 6.6 1.8 0.675 6.6 1.9 0.709 7.1 1.9 0.814 22:45 6.3 1.8 0.645 6.7 1.9 0.720 6.1 1.7 0.578 6.4 1.6 0.577 6.5 1.7 0.644 6.4 1.8 0.640 7.1 2.1 0.895 23:00 6.2 1.6 0.564 6.6 1.9 0.721 6.0 1.5 0.515 6.1 1.6 0.531 6.2 1.6 0.551 6.1 1.7 0.573 6.8 1.9 0.752 23:15 6.0 1.6 0.540 6.5 1.8 0.677 6.0 1.5 0.516 6.0 1.6 0.522 6.0 1.6 0.546 6.0 1.5 0.487 6.7 1.9 0.715 23:30 5.7 1.6 0.490 6.5 1.8 0.673 5.8 1.5 0.489 5.8 1.6 0.498 5.9 1.6 0.507 5.8 1.5 0.469 6.5 1.8 0.673 23:45 5.6 1.5 0.463 6.2 1.7 0.588 5.6 1.5 0.465 5.6 1.4 0.435 5.7 1.5 0.458 5.7 1.4 0.446 6.5 1.8 0.678 Total 0.566 0.00 0.690 0.00 0.663 0.00 0.664 0.20 0.596 0.00 0.588 0.00 0.642 0.00 Average 6.0 1.6 0.566 6.4 1.8 0.690 6.4 1.7 0.663 6.4 1.7 6.664 6.2 1.6 0.596 6.1 1.6 0.588 6.3 1.7 0.642 Min Time 03:45 03:40 03:40 04:50 02:40 02:40 04:50 05:15 05:15 05:20 05:05 05:05 03:55 02:40 03:55 04:15 03:35 03:35 03:55 03:00 04:00 Min Value 4.0 0.8 0.149 4.2 0.8 0.166 4.4 0.9 0.191 4.2 0.8 0.170 4.2 0.8 0.163 4.1 0.7 0.149 4.1 0.8 0.160 Max Time 07:45 08:00 08:00 07:35 20:10 20:10 10:40 10:45 10:45 20:20 10:35 10:35 07:45 07:50 07:50 07:45 08:00 08:00 07:55 20:25 20:25 Max Value 7.9 2.4 1.126 7.9 2.4 1.106 8.1 2.4 1.190 8.1 2.4 1.143 8.0 2.4 1.161 8.1 2.4 1.199 7.9 2.4 1.130 Week Avg 6.3 1.7 0.630 WeekTotal 4.408 0.20 ADS Environmental Services HB_031mp11DFINAL(inches):Dep HB_03VnplWFINAL(feeUsec):Vel HB_03Unpl QFINAL(MGD-Total MG):Flow HB_RG03trnp11RAIN(inches):Rain 9140 ADAMS AVE. HB 03 Pipe Height:18.00 HUNTINGTON BEACH,CA HC 3.7844-3.7844 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.2 1.7 0.585 5.8 1.5 0.492 5.9 1.7 0.549 5.8 1.5 0.471 5.6 1.4 0.435 5.6 1.4 0.436 6.7 1.4 0.437 00:15 6.1 1.7 0.584 5.6 1.5 0.473 5.8 1.5 0,484 5.6 1.4 0.439 5.4 1.4 0.395 5.4 1.3 0.387 5.5 1.3 0.383 00:30 5.9 1.6 0.511 5.4 1.4 0.422 5.7 1.5 0.453 5.5 1.4 0.410 5.2 1.3 0.347 5.2 1.2 0.341 5.3 1.3 0.357 00:45 5.9 1.6 0.516 5.3 1.5 0.438 5.5 1.4 0.421 5.3 1.3 0.378 5.0 1.2 0.312 5.0 1.1 0.292 5.3 1.3 0.361 01:00 5.8 1.6 0.519 5.2 1.5 0.423 5.3 1.4 0.398 5.2 1.2 0.332 4.8 1.1 0.282 4.7 1.1 0.264 5.1 1.2 0.310 01:15 5.6 1.6 0.493 5.1 1.5 0.394 5.2 1.4 0.370 5.1 1.3 0.347 4.8 1.2 0.296 4.7 1.2 0.272 5.0 1.1 0.291 01:30 5.5 1.5 0.450 5.1 1.4 0.382 5.2 1.3 0.365 5.0 1.3 0.325 4.6 1.1 0.255 4.6 1.0 0.232 4.9 1.2 0.301 01:45 5.4 1.4 0.421 5.1 1.4 0.364 5.2 1.3 0.369 0.05 ,4.9 1.3 0.323 4.6 1.0 0.234 4.5 1.0 0.224 4.9 1.2 0.292 02:00 5.4 1.5 0.424 5.1 1.3 0.356 5.2 1.4 0.382 0.02 4.8 1.2 0.298 0.01 4.4 1.0 0.222 4.5 1.0 0.214 4.7 1.2 0.281 02:15 5.3 1.4 0.405 5.0 1.4 0.351 5.0 1.3 0.325 4.7 1.1 0.274 4.3 1.0 0.207 4.4 1.0 0.207 4.7 1.1 0.265 02:30 5.3 1.5 0.410 4.9 1.3 0.337 4.9 1.2 0.298 0.01 4.6 1.0 0.234 4.3 1.0 0.220 4.3 1.0 0.205 4.7 1.2 0.277 02:45 5.3 1.4 0.395 4.8 1.3 0.334 4.8 1.2 0.294 4.6 1.1 0.256 4.3 1.0 0.209 4.3 1.0 0.200 4.6 1.0 0.240 03:00 5.3 1.5 0.431 4.9 1.4 0.339 4.7 1.1 0.271 4.6 1.0 0.223 4.3 0.9 0.193 4.3 0.9 0.193 4.6 1.1 0.255 03:15 5.3 1.5 0.412 4.8 1.3 0.316 4.7 1.2 0.294 4.5 1.0 0.217 4.2 0.9 0.178 4.2 0.9 0.190 4.6 1.0 0.237 03:30 5.3 1.5 0.417 4.8 1.2 0.297 4.6 1.2 0.271 4.4 0.9 0.207 4.2 0.9 0.177 4.2 0.9 0.172 4.6 1.1 0.259 03:45 5.2 1.4 0.390 4.8 1.3 0.321 4.6 1.2 0.265 0.01 4.3 1.0 0.213 4.1 1.0 0.192 4.1 0.9 0A73 4.5 1.0 0.222 04:00 5.2 1.5 0.403 4.7 1.3 0.303 4.5 1.2 0.264 4.3 0.9 0.194 4.1 0.8 0.158 4.2 1.0 0.196 4.5 1.0 0.233 04:15 5.3 1.4 0.396 4.9 1.4 0.342 4.6 1.2 0.269 4.2 0.9 0.178 4.1 1.0 0.198 4.3 0.9 0.188 4.5 1.1 0.239 04:30 5.3 1.5 0.426 4.9 1.3 0.338 4.6 1.1 0.254 4.2 0.9 0.178 4.2 0.9 0.188 4.3 1.0 0,205 4.5 1.1 0.239 04:45 5.3 1.4 0.382 4.9 1.3 0.339 4.5 1.1 0.256 4.1 0.8 0.167 4.2 0.9 0.188 4.3 1.0 0.206 4.6 1.1 0.248 05:00 5.3 1.5 0,428 5.0 1.4 0.367 4.5 1.1 0.234 4.2 0.8 0.163 4.2 1.0 0.204 4.5 1.1 0.235 4.7 1.1 0.259 05:15 5.5 1.5 0.447 5.1 1.4 0.372 4.5 1.1 0.248 4.3 0.9 0.193 4.5 1.0 0.233 4.6 1.0 0.233 4.9 1.2 0.305 05:30 5.7 1.6 0.503 5.4 1.4 0.414 4.5 1.1 0.244 4.2 0.9 0.184 4.8 1.1 0.278 4.9 1.1 0.278 5.1 1.3 0.339 05:45 6.0 1.7 0.570 5.7 1.6 0.486 4.5 1.1 0.240 4.2 0.9 0.193 5.1 1.3 0.344 5.2 1.3 0.356 5.4 1.4 0.413 06:00 6.3 1.8 0.634 5.9 1.7 0.568 4.7 1.2 0.288 4.4 1.0 0.205 5.4 1.4 0.403 5.6 1.4 0.415 5.8 1.4 0.459 0615 6.6 1.9 0.723 6.3 1.8 0.650 4.9 1.3 0.316 4.5 1.1 0.251 5.9 1.5 0.474 6.0 1.6 0.525 6.1 1.5 0.532 06:30 7.2 2.1 0.888 6.9 2.0 0.818 5.0 1.3 0.337 4.6 1.2 0.275 6.5 1.8 0.664 6.8 1.8 0.691 6.7 1.8 0.701 06:45 7.8 2.2 1.054 7.4 2.2 0.953 5.4 1.3 0.377 5.0 1.3 0.320 7.1 2.0 0.853 7.2 1.9 0.793 7.0 2.0 0.802 07:00 8.1 2.3 1.142 7.6 2.2 1.020 5.7 1.5 0.463 5.3 1.4 0.382 7.5 2.1 0.961 7.4 2.1 0.917 7.4 2.0 0.866 07:15 8.3 2.4 1.219 7.9 2.3 1.091 6.2 1.7 0.594 5.5 1.4 0.431 7.7 2.1 0.966 7.7 2.1 0.974 7.6 2.1 0.964 07:30 8.3 2.4 1.219 8.0 2.4 1.172 6.6 1.9 0.706 5.9 1.5 0.478 7.8 2.1 1.022 8.0 2.2 1.085 7.9 2.1 1.034 07:45 8.3 2.4 1.231 8.1 2.4 1.204 6.7 1.9 0.743 6.3 1.7 0.585 7.7 2.2 1.013 7.8 2.2 1.047 7.8 2.2 1.019 HB 031mp11DFINAL(inches):Dep HB 03VnpIWFINAL(feet/sec):Vel HB_031mp11QFINAL(MGD-Total MG):Flow HB_RG03Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24102 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 8.3 2.2 1.150 8.1 2.3 1.156 6.9 1.9 0.780 6.4 1.8 0.663 7.8 2.1 0.985 7.6 2.1 0.949 7.8 2.2 1.045 08:15 8.1 2.3 1.170 7.9 2.3 1.137 7.1 2.0 0.854 6.9 1.9 0.781 7.4 2.1 0.925 7.4 2.1 0.937 7.5 2.1 0.962 08:30 7.9 2.2 1.063 7.7 2.3 1.075 7.4 2.0 0.875 7.0 2.0 0.818 7.1 1.9 0.801 7.2 2.0 0.852 7.2 2.0 0.845 08:45 7.7 2.3 1.054 7.5 2.1 0.951 7.5 2.1 0.945 7.3 2.0 0.857 7.1 2.0 0.838 7.1 2.0 0.835 7.3 2.2 0.941 09:00 7.5 2.2 0.978 7.4 2.1 0.924 7.5 2.2 0.995 7.4 2.0 0.906 7.0 2.0 0.804 7.1 2.0 0.818 7.1 1.9 0.785 09:15 7.5 2.2 0.975 7.3 2.1 0.905 7.7 2.2 1.043 7.5 2.1 0.966 6.8 1.9 0.770 7.2 2.0 0.834 7.0 1.9 0.787 09:30 7.5 2.2 0.998 7.1 2.0 0.822 7.9 2.3 1.125 7.5 2.1 0.967 7.0 2.0 0.822 7.0 2.0 0.626 7.0 2.0 0.813 09:45 7.2 2.1 0.906 7.2 2.0 0.867 7.9 2.4 1.149 7.6 2.2 1.017 7.0 1.9 0.759 6.9 2.0 0.793 6.9 1.9 0.749 10:00 7.1 2.1 0.873 7.1 2.0 0.823 7.8 2.2 1.056 7.7 2.2 1.001 6.8 1.9 0.742 6.8 1.9 0.754 6.8 1.8 0.714 10:15 7.0 2.0 0.839 7.1 2.1 0.875 7.8 2.3 1.083 7.8 2.2 1.050 6.6 1.8 0.681 6.5 1.7 0.627 6.7 1.9 0.758 10:30 6.7 1.9 0.746 7.0 1.9 0.792 7.9 2.2 1.040 8.0 2.3 1.116 6.6 1.8 0.674 6.4 1.6 0.599 6.7 1.9 0.725 10:45 6.5 1.9 0.683 6.8 2.0 0.792 7.9 2.3 1.125 7.7 2.3 1.058 6.7 1.8 0.709 6.6 1.7 0.651 6.7 1.8 0.686 11:00 6.8 1.9 0.772 6.8 1.9 0.766 7.8 2.3 1.079 7.7 2.2 1.011 6.6 1.8 0.703 6.7 1.9 0.717 6.7 1.9 0.743 11:15 6.9 2.0 0.828 6.9 2.0 0.793 7.8 2.4 1.122 7.8 2.2 1.026 6.5 1.7 0.632 6.7 1.9 0.718 6.7 1.8 0.707 11:30 6.8 1.8 0.728 6.8 1.9 0.757 7.8 2.2 1.064 7.7 2.2 1.049 6.5 1.8 0.659 6.6 1.8 0.688 6.7 1.9 0.737 11:45 6.8 1.9 0.748 6.8 1.9 0.727 7.6 2.1 0.985 7.8 2.2 1.059 6.5 1.8 0.666 6.6 1.8 0.668 6.6 1.8 0.684 12:00 6.8 1.9 0.765 6.6 1.9 0.706 7.5 2.2 0.996 7.5 2.1 0.947 6.4 1.7 0.634 6.4 1.8 0.641 6.4 1.8 0.660 12:15 6.7 1.9 0.725 6.6 1.9 0.714 7.6 2.2 1.010 7.4 2.1 0.930 6.4 1.7 0.633 6.3 1.7 0.611 6.3 1.8 0.635 12:30 6.5 1.9 0.696 6.5 1.9 0.699 7.4 2.2 0.977 7.3 2.1 0.913 6.4 1.8 0.659 6.2 1.7 0.600 6.3 1.8 0.628 12:45 6.7 1.9 0.716 6.5 1.9 0.688 7.2 2.1 0.895 7.4 2.1 0.915 6.3 1.8 0.625 6.2 1.7 0.584 6.5 1.7 0.643 13:00 6.6 1.8 0.703 6.5 1.8 0.674 7.2 2.1 0.891 7.2 2.0 0.866 6.4 1.8 0.660 6.3 1.7 0.614 6.4 1.8 0.656 13:15 6.5 1.9 0.718 6.5 1.9 0.692 7.0 2.1 0.857 7.1 2.1 0.896 6.4 1.8 0.660 6.2 1.6 0.574 6.3 1.7 0.596 13:30 6.5 1.8 0.676 6.5 1.9 0.689 7.1 1.9 0.799 7.2 2.2 0.927 6.2 1.7 0.595 6.1 1.7 0.568 6.3 1.6 0.578 13A5 6.5 1.8 0.678 6.5 1.8 0.675 7.1 1.9 0.799 7.0 2.1 0.847 6.2 1.8 0.608 6.3 1.7 0.607 6.2 1.6 0.566 14:00 6.5 1.9 0.699 6.4 1.8 0.649 7.2 2.0 0.840 7.1 2.0 0.815 6.1 1.7 0.593 6.2 1.7 0.588 6.3 1.6 0.584 14:15 6.5 1.9 0.694 6.3 1.7 0.613 7.0 2.0 0.796 7.2 2.0 0.866 6.0 1.7 0.562 6.1 1.6 0.554 6.3 1.6 0.576 14:30 6.4 1.9 0.682 6.6 1.9 0.697 6.8 2.0 0.771 7.1 2.0 0.837 6.1 1.6 0.534 6.0 1.6 0.536 6.3 1.5 0.538 14:45 6.4 1.8 0.643 6.5 1.8 0.688 6.8 1.9 0.750 7.0 2.0 0.805 6.0 1.6 0.536 6.1 1.6 0.547 6.7 1.7 0.664 15:00 6.4 1.8 0.671 6.4 1.8 0.648 6.9 1.9 0.771 7.0 2.0 0.826 6.2 1.7 0.580 6.1 1.7 0.582 6.6 1.8 0.677 15:15 6.4 1.9 0.681 6.4 1.7 0.632 6.7 1.8 0.705 7.0 2.0 0.833 6.1 1.7 0.577 6.1 1.6 0.531 6.7 1.8 0.702 15:30 6.5 1.9 0.699 6.5 1.8 0.671 6.8 1.9 0.742 6.9 2.0 0.786 6.0 1.6 0.529 6.1 1.6 0.540 6.8 1.8 0.713 15:45 6.4 1.9 0.684 6.5 1.7 0,645 6.7 1.9 0.738 6.9 2.0 0.808 6.0 1.6 0.537 6.0 1.6 0.533 6.8 1.8 0.724 16:00 6.4 1.8 0.652 6.4 1.8 0.666 6.8 1.9 0.767 7.0 2.0 0.809 6.0 1.7 0.549 6.1 1.5 0.515 6.7 1.9 0.727 16:15 6.5 1.8 0.651 6.4 1.9 0.689 6.8 1.9 0.740 6.8 1.9 0.772 6.0 1.6 0.524 6.4 1.7 0.602 6.8 1.9 0.733 16:30 6.6 2.0 0.736 6.6 2.1 0.786 6.8 1.9 0.740 6.9 2.0 0.792 6.0 1.6 0.536 6.5 1.8 0.669 6.8 1.9 0.738 16:45 6.7 1.9 0.738 6.8 1.9 0.738 6.9 2.0 0.780 6.7 2.0 0.776 6.1 1.6 0.563 6.4 1.8 0.639 6.8 1.9 0.743 0 0 HB 03%mp11DFINAL(inches):Dep HB_03VnplWFINAL(feet/sec):Vel HB_03Mp11QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 6.6 1.9 0.718 6.9 1.9 0.767 6.9 2.0 0.794 6.8 1.9 0.757 6.2 1.8 0.618 6.4 1.7 0.622 6.9 2.0 0.804 17:15 6.7 1.9 0.711 6.9 1.9 0.765 6.8 1.9 0.760 6.7 1.9 0.729 6.4 1.7 0.606 6.5 1.8 0.659 6.9 1.9 0.761 17:30 6.8 2.0 0.778 6.8 1.9 0.767 6.9 1.9 0.766 6.8 2.0 0.796 6.6 1.8 0.679 6.6 1.8 0.671 7.1 2.0 0.825 17:45 7.0 2.0 0.812 6.9 1.9 0.777 7.0 2.0 0.831 6.9 1.9 0.779 6.5 1.8 0.668 6.6 1.8 0.694 7.3 2.1 0.905 18:00 7.2 2.0.0.856 7.1 1.9 0.770 7.0 2.0 0.840 6.9 2.0 0.797 6.6 1.8 0.677 6.7 1.8 0.704 7.3 2.1 0.912 18:15 7.2 2.1 0.890 7.1 1.9 0.800 7.0 2.0 0.805 6.9 1.9 0.786 6.7 1.8 0.704 6.9 1.9 0.750 7.3 2.1 0.936 18:30 7.2 2.0 0.840 7.0 2.0 0.805 7.1 2.0 0.852 6.9 1.9 0.758 6.8 1.9 0.755 7.0 2.0 0.814 7.3 2.0 0.887 18:45 7.3 2.1 0.930 7.0 2.1 0.854 7.2 2.0 0.832 6.9 2.0 0.809 6.9 1.9 0.749 7.2 2.0 0.846 7.6 2.2 0.982 19:00 7.4 2.2 0.980 7.1 2.0 0.821 7.2 2.0 0.837 7.0 2.0 0.804 6.9 1.9 0.782 7.1 2.0 0.849 7.7 2.1 0.959 19:15 7.4 2.1 0.927 7.2 2.0 0.872 7.1 2.0 0.831 7.1 2.1 0.870 7.2 2.2 0.927 7.4 2.1 0.916 7.7 2.1 0.971 19:30 7.5 2.2 0.970 7.2 2.0 0.865 7.2 2.1 0.877 7.0 2.0 0.847 7.3 2.2 0.954 7.4 2.1 0.934 7.6 2.2 1.008 19:45 7.5 2.1 0.946 7.1 2.0 0.854 7.1 2.0 0.862 7.2 2.1 0.888 7.4 2.0 0.899 7.4 2.2 0.967 7.6 2.1 0.942 20:00 7.5 2.3 1.039 7.2 2.0 0.855 6.9 2.0 0.782 7.2 2.1 0.916 7.3 2.1 0.891 7.4 2.2 0.959 7.7 2.2 1.014 20:15 7.6 2.1 0.982 7.1 2.0 0.853 6.9 2.0 0.822 7.1 2.0 0.845 7.4 2.0 0.886 7.4 2.0 0.899 7.8 2.1 1.006 20:30 7.5 2.2 0.977 7.2 2.0 0.868 6.9 1.9 0.767 7.2 2.1 0.895 7.3 2.1 0.902 7.5 2.1 0.952 7.8 2.2 1.064 20:45 7.3 2.1 0.918 7.1 1.9 0.804 6.9 2.0 0.801 7.3 2.1 0.925 7.2 1.9 0.822 7.4 2.1 0.927 7.7 2.2 1.002 21:00 7.2 2.0 0.872 7.0 1.9 0.794 6.9 1.9 0.754 7.1 2.0 0.846 6.9 2.0 0.812 7.2 2.0 0.826 7.6 2.1 0.966 21:15 7.2 2.0 0.870 6.8 2.0 0.776 6.8 2.0 0.763 6.9 1.9 0.754 7.0 1.9 0.778 7.2 2.0 0.856 7.5 2.1 0.938 21:30 7.2 2.1 0.890 6.7 1.9 0.753 6.7 1.9 0.732 6.8 1.9 0.740 6.8 1.8 0.717 7.2 2.0 0.843 7.4 2.1 0.915 21:45 7.1 2.0 0.849 6.8 1.9 0.733 6.6 1.9 0.699 6.6 1.9 0.728 6.8 1.9 0.746 7.1 2.0 0.819 7.3 2.1 0.922 22:00 7.0 2.0 0.826 6.8 1.9 0.731 6.5 1.8 0.647 6.6 1.8 0.674 6.5 1.8 0.683 7.0 1.9 0.801 7.2 2.0 0.870 22:15 6.9 2.0 0.818 6.6 1.8 0.682 6.4 1.7 0.606 6.7 1.9 0.733 6.6 1.8 0.671 6.9 1.9 0.751 7.3 2.0 0.877 22:30 6.8 2.0 0.798 6.6 1.8 0.698 6.3 1.7 0.598 6.6 1.9 0.712 6.5 1.7 0.652 6.8 1.9 0.749 7.2 2.0 0.862 22:45 6.7 2.0 0.761 6.5 1.9 0.693 6.2 1.8 0.623 6.4 1.8 0.643 6.4 1.7 0.634 6.6 1.8 0.671 7.0 1.9 0.791 23:00 6.6 1.8 0.681 6.4 1.8 0.668 6.2 1.7 0.588 6.2 1.6 0.575 6.2 1.6 0.561 6.3 1.8 0.626 6.7 1.9 0.750 23:15 6.4 1.8 0.658 6.2 1.8 0.640 6.1 1.5 0.516 6.1 1.6 0.553 6.0 1.5 0.521 6.1 1.6 0.541 6.6 1.8 0.673 23:30 6.3 1.8 0.624 6.1 1.7 0.568 5.9 1.6 0.513 5.9 1.6 0.531 5.9 1.5 0.485 6.0 1.5 0.514 6.5 1.7 0.646 23:45 6.1 1.7 0.579 6.1 1.6 0.556 5.8 1.6 0.505 5.9 1.6 0.533 5.7 1.5 0.483 5.9 1.6 0.518 6.4 1.6 0.577 Total 0.739 0.00 0.684 0.00 0.676 0.09 0.655 0.01 0.588 0.00 0.603 0.00 0.666 0.00 Average 6.6 1.9 0.739 6.4 1.8 0.684 6.4 1.8 0.676 6.3 1.7 0.655 6.1 1.6 0.588 6.2 1.6 0.603 6.4 1.7 0.666 Min Time 03:55 01:50 04:55 04:00 03:25 03:30 05:15 04:45 05:00 04:55 05:05 05:05 04:05 03:25 04:05 03:45 03:40 03:40 04:40 03:45 03:45 Min Value 5.2 1.3 0.370 4.7 1.2 0.288 4.5 1.0 0.221 4.1 0.7 0.149 4.1 0.8 0.157 4.1 0.7 0.146 4.5 0.9 0.207 Max Time 08:00 07:55 07:55 08:05 07:55 07:55 09:35 11:20 09:50 10:35 10:40 10:40 08:05 07:35 07:35 07:35 07:35 07:35 07:35 20:35 20:35 Max Value 8.4 2.5 1.269 8.1 2.5 1.255 8.0 2.5 1.169 8.0 2.4 1.161 7.9 2.2 1.073 8.1 2.4 1.169 8.0 2.4 1.132 Week Avg 6.4 1.7 0.659 WeekTotal 4.612 0.10 i ! i ADS Environmental Services HB_03Vnp1MDFINAL(inches):Dep HB_03Mp1\VFINAL(teeUsec):Vel HB_03Unp1\QFINAL(MGD-Total MG):Flow HB RG03trnp11RAIN(inches):Rain 9140 ADAMS AVE. HB_03 Pipe Height:18.00 HUNTINGTON BEACH,CA HC 3.7844-3.7844 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31102 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.1 1.6 0,554 5.6 1.3 0.397 6.6 1.4 0.415 6.5 1.8 0.665 5.4 1.3 0.386 7.6 2.0 0.921 5.7 1.6 0.487 00:15 6.0 1.6 0.525 5.4 1.4 0.403 5.5 1.4 0.410 6.4 1.8 0.652 5.2 1.3 0.362 7.6 2.2 1,036 5.6 1.5 0.461 00:30 5.8 1.5 0.496 5.3 1.4 0.403 5.4 1.4 0.417 6.1 1.6 0.563 5.1 1.2 0.326 7.5 2.3 1.021 5.3 1.3 0.371 00:45 5.7 1.5 0.465 5.2 1.3 0.349 5.3 1.4 0.382 6.0 1.6 0.502 4.9 1.3 0.329 7.4 2.1 0.943 5.0 1.3 0.323 01:00 5.6 1.5 0.466 6.2 1.3 0.347 5.2 1.2 0.318 6.0 1.5 0.515 4.8 1.2 0.293 6.9 2.0 0,805 4.9 1.1 0.274 01:15 5.5 1.5 0.432 5.0 1.1 0.296 5.2 1.3 0.349 5.9 1.5 0.490 4.7 1.1 0.275 6.1 1.7 0.597 4.8 1.2 0.282 01:30 5.4 1.4 0.397 4.8 1.2 0.295 5.0 1.1 0.289 5.8 1.6 0.505 4.6 1.1 0.250 5.8 1.7 0.525 4.6 1.0 0.243 01:45 5.3 1.4 0.391 4.7 1.0 0.249 4.9 1.1 0.275 5.7 1.4 0.446 4.5 1.0 0.227 5.5 1.5 0.433 4.7 1.1 0.264 02:00 5.3 1.4 0.390 4.6 1.1 0.245 4.8 1.1 0.281 5.6 1.6 0.482 4.4 1.0 0.210 5.4 1.3 0.381 4.6 1.1 0.259 02:15 5.3 1.4 0.380 4.5 1.1 0.246 4.6 1.0 0.241 5.5 1.5 0.444 4.3 1.0 0.211 5.3 1.4 0.382 4.5 1.1 0.235 02:30 5.3 1.4 0.379 4.5 1.0 0.214 4.5 1.0 0.226 5.5 1.4 0.417 4.3 1.0 0.201 5.3 1.3 0.357 4.4 1.0 0.205 02:45 5.3 1.2 0.341 4.4 0.9 0.194 4.6 1.1 0.251 5.5 1.5 0.446 4.3 1.0 0.201 5.3 1.4 0.385 4.3 0:9 0.189 03:00 5.3 1.3 0.368 4.4 1.0 0.211 4.5 1.0 0.219 5.4 1.5 0.425 4.3 1.0 0.206 5.2 1.3 0.365 4.3 0.8 0.175 03:15 5.2 1.4 0.384 4.4 0.9 0.187 4.4 1.0 0.206 5.3 1.3 0.382 4.3 1.0 0.209 5.2 1.4 0,388 4.2 0.9 0.184 03:30 5.2 1.3 0.365 4.4 1.0 0.223 4.3 1.0 0.212 5.3 1.5 0.415 4.1 0.9 0.170 5.2 1.4 0.386 4.3 0.9 0.193 03:45 5.3 1.4 0.389 4.4 0.9 0.192 4.3 1.0 0.218 5.3 1.4 0.405 4.1 0.8 0.161 5.2 1.4 0.372 4.3 0.9 0.199 04:00 5.3 1.4 0.388 4.3 0.9 0.195 4.3 0.9 0.180 5.2 1.4 0.398 4.2 0.9 0.189 5.2 1.2 0.337 4.3 0.9 0.183 04:15 5.2 1.4 0.360 4.4 1.0 0.219 4.3 1.0 0.212 5.2 1.5 0.420 4.3 1.0 0.211 5.2 1.4 0.382 4.3 0.9 0.185 04:30 5.2 1.4 0.395 4.4 0.9 0.199 4.3 1.0 0.199 5.2 1.4 0.382 4.3 1.1 0.226 5.3 1.5 0.425 4.3 1.0 0.206 04:45 5.3 1.4 0.396 4.5 1.0 0.229 4.2 0.9 0.176 5.2 1.4 0.382 4.2 0.9 0.175 5.3 1.4 0.401 4.4 1.0 0.221 05:00 5.3 1.3 0.384 4.6 1.1 0.248 4.2 0.9 0.175 5.1 1.4 0.366 4.4 1.0 0.226 6.4 1.5 0.442 4.4 0.9 0.191 05:15 5.5 1.4 0.411 4.7 1.2 0.293 4.2 0.8 0.159 5.2 1.4 0.382 4.6 1.1 0.257 5.4 1.4 0.415 4.6 1.1 0.252 05:30 5.6 1.4 0.438 5.0 1.2 0.308 4.1 0.8 0.161 5.2 1.4 0.391 4.8 1.2 0.292 5.6 1.5 0.447 4.9 1.1 0.277 05:45 5.9 1.5 0.504 5.2 1.3 0.347 4.3 1.0 0.204 5.3 1.5 0.416 5.0 1.2 0.305 5.7 1.5 0.470 5.0 1.2 0.318 06:00 6.4 1.8 0.645 5.5 1.4 0.404 4.5 1.1 0.237 5.3 1.5 0.436 5.2 1.3 0.344 6.0 1.7 0.663 5.3 1.3 0.368 06:15 6.6 1.9 0.711 5.7 1.5 0.480 4.7 1.1 0.256 5.5 1.5 0.437 5.6 1.4 0.431 6.4 1.8 0.647 5.7 1.5 0.454 06:30 7.2 1.9 0.813 6.2 1.6 0.563 5.0 1.2 0.312 5.6 1.5 0.444 5.8 1.5 0.485 6.7 1.9 0.720 6.1 1.6 0.555 06:45 7.7 2.1 0.991 6.9 2.0 0.792 5.1 1.2 0.318 5.8 1.6 0.510 6.3 1.7 0.606 6.9 2.0 0.793 6.5 1.6 0.601 07:00 7.8 2.2 1.037 7.2 2.0 0.855 5.1 1.3 0.339 6.0 1.6 0.515 6.4 1.8 0.658 7.2 2.0 0.850 6.5 1.7 0.642 07:15 8.1 2.2 1.081 7.5 1.9 0.853 5.6 1.5 0.444 6.2 1.7 0.589 6.7 1.8 0.699 7.5 2.1 0.962 6.8 1.9 0.758 07:30 8.1 2.4 1.180 7.6 2.0 0.922 5.9 1.5 0.489 6.5 1.8 0.669 6.8 1.8 0.723 7.5 2.2 1.020 7.0 1.9 0.766 07:45 8.1 2.3 1.159 7.8 2.2 1.029 6.3 1.7 0.601 6.7 1.9 0.715 7.0 2.0 0.804 7.7 2.1 0.985 7.0 2.0 0.815 HB_03Vnp1tDFINAL(inches):Dep HB 031mplWFINAL(teet/sec):Vel HB_03Unp11QFINAL(MGD-Total MG):Flow HB_RG031mpIMlN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 8.0 2.2 1.091 7.6 2.2 0.994 6.6 1.8 0.690 7.1 2.0 0.830 7.0 1.9 0.781 7.7 2.2 1.013 7.2 2.0 0.851 08:15 8.0 2.2 1.076 7.5 2.0 0.894 6.7 1.8 0.715 7.3 2.0 0.881 7.0 1.9 0.773 7.5 2.1 0.938 7.0 1.9 0.790 08:30 7.7 2.2 1.013 7.3 2.0 0.864 7.0 1.9 0.772 7.7 2.2 1.001 7.1 1.9 0.778 7.7 2.2 1.029 7.0 1.9 0.767 08:45 7.6 2.0 0.919 7.4 2.0 0.887 7.3 2.0 0.865 7.9 2.3 1.116 7.0 2.0 0.814 7.7 2.1 0.955 6.9 1.9 0.775 09:00 7.0 1.9 0.801 7.2 2.0 0.877 7.2 2.0 0.873 7.9 2.1 1.031 6.9 1.8 0.735 7.6 2.1 0.971 7.0 1.8 0.754 09:15 6.8 1.9 0.756 7.0 1.9 0.780 7.4 2.2 0.962 8.0 2.2 1.057 7.0 1.9 0.777 7.5 2.0 0.922 7.1 2.0 0.814 09:30 6.9 1.9 0.776 7.1 1.9 0.798 7.6 2.1 0.970 8.2 2.3 1.153 7.2 2.0 0.865 7.6 2.1 0.948 7.0 2.0 0.822 09:45 6.8 1.9 0.750 7.0 2.0 0.829 7.6 2.1 0.953 8.1 2.3 1.169 7.1 1.9 0.799 7.8 2.2 1.054 7.0 1.9 0.787 10:00 6.6 1.9 0.718 7.0 2.0 0.806 7.6 2.0 0.937 8.3 2.3 1.180 7.1 2.0 0.844 7.6 2.1 0.979 7.0 1.9 0.773 10:15 6.6 1.8 0.690 7.0 1.9 0.797 7.6 2.1 0.964 8.5 2.4 1.281 7.0 1.9 0.784 7.5 2.1 0.966 6.9 1.9 0.773 10:30 6.6 1.9 0.705 6.8 1.9 0.752 7.7 2.1 0.978 8.3 2.4 1.209 7.0 1.9 0.768 7.5 2.1 0.949 6.7 1.8 0.719 10:45 6.5 1.9 0.694 6.8 1.9 0.749 7.7 2.2 1.054 . 8.3 2.3 1.180 7.0 1.8 0.756 7.5 2.0 0.898 6.8 1.7 0.689 11:00 6.5 1.7 0.643 6.8 1.9 0.768 7.8 2.1 1.014 8.4 2.4 1.228 6.9 1.9 0.760 7.4 2.0 0.894 6.9 1.9 0.764 11:15 6.6 1.7 0.638 6.8 1.9 0.725 7.7 2.2 1.041 8.2 2.3 1.160 6.7 1.8 0.686 7.4 2.1 0.936 6.7 1.9 0.741 11:30 6.6 1.9 0.706 6.7 1.9 0.718 7.6 2.2 1.014 7.7 2.2 1.032 6.8 1.8 0.713 7.4 2.1 0.931 6.6 1.9 0.698 11:45 6.5 1.8 0.658 6.7 1.8 0.678 7.7 2.1 1.001 7.8 2.1 0.999 6.9 1.9 0.773 7.3 2.1 0.910 6.6 1.7 0.658 12:00 6.4 1.8 0.651 6.7 1.9 0.724 7.5 2.1 0.957 7.6 2.1 0.973 6.8 1.9 0.761 7.3 2.1 0.901 6.5 1.7 0.641 12:15 6.3 1.7 0.615 6.5 1.8 0.657 7.4 2.0 0.907 7.6 2.0 0.928 6.8 2.0 0.783 7.2 2.0 0.882 6.4 1.7 0.611 12:30 6.4 1.8 0.640 6.4 1.8 0.641 7.2 2.0 0.858 7.4 2.0 0.866 6.7 1.9 0.751 7.2 2.0 0.860 6.5 1.7 0.636 12:45 6.4 1.8 0.643 6.5 1.8 0.659 7.2 2.0 0.844 7.4 2.1 0.933 6.7 1.9 0.716 7.1 2.1 0.879 6.6 1.9 0.708 13:00 6.5 1.7 0.623 6.6 1.7 0.652 7.3 2.0 0.877 7.3 2.0 0.879 6.5 1.8 0.659 7.1 2.0 0.813 6.5 1.8 0.654 13:15 6.5 1.8 0.668 6.4 1.7 0.624 7.1 2.0 0.842 7.3 2.0 0.856 6.5 1.8 0.673 7.0 1.9 0.779 6.4 1.8 0.643 13:30 6.5 1.8 0.651 6.3 1.8 0.631 7.1 2.0 0.842 7.2 1.9 0.814 6.6 1.8 0.682 6.9 2.0 0.805 6.3 1.7 0.602 13:45 6.4 1.7 0.636 6.4 1.8 0.641 7.0 2.0 0.833 7.0 1.9 0.773 6.5 1.9 0.694 7.0 1.9 0.776 6.4 1.7 0.624 14:00 6.5 1.7 0.620 6.4 1.7 0.620 6.9 1.9 0.755 6.8 1.9 0.752 6.4 1.7 0.640 6.9 1.9 0.752 6.5 1.8 0.666 14:15 6.4 1.7 0.629 6.3 1.6 0.574 6.9 1.9 0.783 6.6 1.8 0.686 6.4 1.8 0.644 6.8 1.9 0.770 6.4 1.6 0.593 14:30 6.2 1.7 0.586 6.2 11 0.573 6.9 2.0 0.819 6.6 1.9 0.733 6.4 1.8 0.636 6.8 2.0 0.775 6.3 1.6 0.565 14:45 6.3 1.8 0.637 6.1 1.7 0.567 6.9 1 A 0.759 6.6 1.8 0.674 6.2 1.7 0.605 6.8 1.8 0.728 6.1 1.7 0.570 15:00 6.3 1.7 0.598 6.3 1.8 0.636 6.9 2.0 0.786 6.5 1.7 0.650 6.1 1.8 0.604 6.7 1.9 0.728 6.2 1.7 0.572 15:15 6.3 1.6 0.579 6.3 1.7 0.608 6.8 1.9 0.768 6.5 1.7 0.643 6.1 1.6 0.562 6.9 1.9 0.775 6.2 1.6 0.552 15:30 6.3 1.8 0.631 6.4 1.8 0.658 6.7 1.8 0.709 6.6 1.9 0.709 6.1 1.7 0.567 6.8 1.9 0.757 6.2 1.6 0.569 15:45 6.4 1.8 0.649 6.3 1.7 0.604 6.7 2.0 0.768 6.6 1.8 0.678 6.1 1.6 0.565 6.8 1.9 0.772 6.3 1.7 0.603 16:00 6.5 1.8 0.687 6.1 1.6 0.537 6.8 1.9 0.759 6.3 1.8 0.631 6.1 1.7 0.588 6.7 1.8 0.685 6.2 1.6 0.552 16:15 6.5 1.8 0.677 6.1 1.6 0.562 6.8 2.0 0.772 6.4 1.7 0.609 6.1 1.7 0.573 6.6 1.8 0.703 6.2 1.5 0.536 16:30 6.4 1.7 0.625 6.2 1.7 0.606 6.9 1.9 0.767 6.3 1.7 0.595 6.3 1.7 0.612 6.7 1.8 0.689 6.2 1.6 0.557 16:45 6.3 1.6 0.592 6.5 1.8 0.674 6.9 1.9 0.773 6.3 1.7 0.585 6.4 1.8 0.654 6.8 1.9 0.751 6.3 1.7 0.595 HB_=mp11DFINAL(inches):Dep HB_031mplWFINAL(teet/sec):Vel HB 03Xmp11QFINAL(MGD-Total MG):Flow, HB_RG03Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28102 3/29/02 3/30/02 3/31102 4/1/02 4/2/02 4/3/02 Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 6.3 1.7 0.595 6.6 1.6 0.679 6.9 1.9 0.752 6.3 1.8 0.637 6.4 1.9 0.675 6.9 1.8 0.720 6.4 1.7 0.630 17:15 6.4 1.8 0.658 6.4 1.8 0.666 6.8 1.9 0.739 6.4 1.7 0.629 6.4 1.8 0.645 6.9 1.8 0.735 6.4 1.7 0.622 17:30 6.5 1.8 0.680 6.6 1.6 0.667 7.1 2.0 0.833 6.4 1.7 0.604 6.6 1.8 0.686 7.0 2.0 0.842 6.6 1.7 0.658 17:45 6.6 1.8 0.701 6.7 1.9 0.734 7.5 2.2 0.980 6.5 1.7 0.645 6.7 1.7 0.668 7.2 2.0 0.833 6.5 1.8 0.677 18:00 6.6 1.8 0.689 6.6 1.9 0.703 7.4 2.1 0.919 6.6 1.8 0.690 6.7 1.8 0.687 7.3 2.1 0.910 6.6 1.9 0.738 18:15 6.9 1.9 0.769 6.7 1.8 0.707 7.6 2.1 0.962 6.6 1.8 0.680 6.8 1.9 0.734 7.5 2.0 0.897 6.7 1.9 0.729 18:30 7.1 1.9 0.799 6.8 1.8 0.723 7.7 2.2 1.023 6.6 1.7 0.651 7.1 2.0 0.820 7.6 2.1 0.946 6.7 1.8 0.685 18:45 7.1 1.9 0.815 6.6 1.9 0.718 7.7 2.2 1.003 6.6 1.8 0.685 7.1 1.8 0.768 7.5 2.1 0.952 6.9 1.9 0.743 19:00 7.1 1.9 0.805 6.8 1.9 0.744 7.6 2.2 0.993 6.6 1.8 0.694 7.0 1.9 0.784 7.6 2.2 1.019 7.0 1.9 0.779 19:15 7.0 1.9 0.795 6.8 1.9 0.745 7.6 2.1 0.980 6.7 1.8 0.710 7.1 2.0 0.850 7.7 2.1 0.978 7.1 2.1 0.882 19:30 7.1 2.0 0.840 6.8 1.9 0.748 7.5 2.1 0.936 6.8 1.9 0.725 7.2 2.0 0.830 7.5 2.1 0.958 7.0 1.8 0.757 19:45 7.0 1.9 0.784 6.9 1.8 0.735 7.5 2.2 0.977 7.0 1.9 0.782 7.1 1.9 0.811 7.6 2.2 1.005 7.1 2.0 0.838 20:00 7.0 1.9 0.779 6.8 1.9 0.755 7.5 2.1 0.958 6.9 1.9 0.755 7.1 1.9 0.811 7.7 2.2 1.012 7.0 1.8 0.730 20:15 7.0 2.0 0.801 6.7 1.8 0.695 7.4 2.1 0.944 6.9 1.9 0.750 7.1 2.0 0.823 7.6 2.0 0.892 7.1 1.9 0.804 20:30 7.2 2.0 0.854 6.8 1.9 0.743 7.3 2.0 0.882 6.7 1.8 0.684 7.0 1.8 0.741 7.5 2.0 0.918 7.1 1.9 0.794 20:45 7.2 2.0 0.833 6.7 1.8 0.708 7.5 2.2 0.979 6.7 1.8 0.703 6.9 1.8 0.743 7.6 2.2 0.991 7.1 2.0 0.831 21:00 7.1 1.9 0.815 6.6 1.9 0.711 7.3 2.1 0.894 6.7 1.8 0.707 6.8 1.9 0.736 7.6 2.1 0.974 7.0 1.9 0.765 21:15 7.0 2.0 0.822 6.5 1.7 0.646 7.2 2.1 0.904 6.6 1.8 0.686 7.0 1.9 0.803 7.7 2.1 0.980 6.9 1.9 0.763 21:30 6.9 1.8 0.720 6.5 1.8 0.677 7.3 2.1 0.936 6.6 1.8 0.695 7.4 2.2 0.992 7.5 2.0 0.901 6.8 1.9 0.736 21:45 6.8 1.8 0.711 6.5 1.7 0.633 7.2 2.1 0.881 6.6 1.9 0.734 7.2 2.0 0.876 7.5 2.2 0.977 6.8 1.9 0.748 22:00 6.7 1.8 0.694 6.5 1.7 0.637 7.1 2.0 0.834 6.4 1.8 0.661 7.2 2.0 0.840 7.1 2.0 0.822 6.7 1.8 0.697 22:15 6.7 1.8 0.675 6.4 1.7 0.606 7.1 2.0 0.824 6.3 1.8 0.634 7.1 1.9 0.808 6.7 1.8 0.679 6.4 1.7 0.636 22:30 6.6 1.8 0.682 6.3 1.6 0.577 7.0 1.9 0.787 6.2 1.7 0.585 7.0 2.0 0.805 6.7 1.9 0.743 6.5 1.8 0.674 22:45 6.4 1.8 0.652 6.3 1.6 0.670 6.8 1.9 0.727 6.2 1.6 0.559 6.9 1.8 0.733 6.5 1.7 0.649 6.5 1.7 0.647 23:00 6.2 1.7 0.572 6.1 1.6 0.555 6.8 2.0 0.767 6.1 1.5 0.506 6.7 1.9 0.722 6.3 1.7 0.598 6.2 1.6 0.566 23:15 6.0 1.6 0.525 6.0 1.5 0.495 6.7 1.9 0.726 5.9 1.6 0.502 6.6 1.8 0.686 6.1 1.6 0.544 6.0 1.5 0.509 23:30 5.9 1.4 0.469 5.9 1.5 0.506 6.6 1.8 0.682 5.6 1.6 0.489 6.7 1.8 0.707 6.0 1.5 0.511 5.8 1.5 0.466 23:45 5.8 1.5 0.484 5.8 1.5 0.468 6.5 1.8 0.660 5.6 1.5 0.441 7.4 2.1 0.937 5.9 1.5 0.486 5.7 1.5 0.462 Total 0.655 0.587 0.673 0.686 0.601 0.766 0.572 Average 6.4 1.7 0.655 6.2 1.6 0.587 6.4 1.7 0.673 6.5 1.8 0.686 6.2 1.6 0.601 6.8 1.9 0.766 6.1 1.6 0.572 Min Time 04:30 02:65 02:55 04:05 03:25 03:25 05:25 05:25 05:25 05:05 03:15 04:40 03:35 03:30 03:50 04:05 02:40 04:05 03:15 02:50 04:10 Min Value 5.2 1.1 0.315 4.3 0.8 0.173 4.1 0.7 0.137 5.1 1.3 0.350 4.1 0.8 0.160 5.2 1.2 0.329 4.2 0.8 0.166 Max Time 07:30 07:45 07:45 07:50 07:50 07:50 11:05 19:15 19:15 10:20 10:15 10:15 23:55 21:40 21:40 09:50 07:30 09:50 08:10 19:25 08:05 Max Value 8.1 2.4 1.218 7.8 2.3 1.079 7.9 2.4 1.096 8.5 2.5 1.331 7.5 2.3 1.026 7.9 2.4 1.128 7.3 2.2 0.917 Week Avg 6.4 1.7 0.649 WeekTotal 4.541 ADS Environmental Services HB 031mp11DFINAL(inches):Dep HB_03Mpl%VFINAL(feetfsec):Vel H13_031mp11QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain 9140 ADAMS AVE. HB_03 Pipe Height:18.00 HUNTINGTON BEACH,CA HC 3.7844-3.7844 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 00:00 5.6 1.4 0.413 5.7 1.4 0.440 6.4 1.7 0.631 5.7 1.5 0.451 5.1 1.3 0.337 5.7 1.5 0.472 5.0 1.2 0.310 00:15 5.4 1.3 0.385 5.5 1.4 0.413 6.3 1.6 0.559 5.6 1.4 0.426 4.9 1.1 0.280 5.6 1.4 0.436 4.8 1.2 0.284 00:30 5.2 1.3 0.365 5.3 1.4 0.397 6.2 1.7 0.579 5.5 1.4 0.409 4.8 1.1 0.277 5.5 1.5 0.442 4.7 1.1 0.266 00:45 5.0 1.3 0.328 5.1 1.3 0.344 6.1 1.6 0.545 5.3 1.3 0.380 4.6 1.0 0.239 5.5 1.4 0.422 4.5 1.0 0.236 01:00 4.9 1.1 0.265 5.0 1.1 0.296 5.8 1.6 0.494 5.1 1.2 0.309 4.5 1.0 0.222 5.5 1.5 0.433 4.5 1.1 0.240 01:15 5.0 1.0 0.264 5.0 1.2 0.306 5.1 1.3 0.337 5.2 1.4 0.368 4.4 1.0 0.227 5.3 1.5 0.413 4.4 0.9 0.203 01:30 4.9 1.1 0.277 4.7 1.0 0.246 5.0 1.2 0.321 5.1 1.3 0.340 4.4 1.1 0.229 5.3 1.4 0.384 4.3 0.9 0.196 01:45 4.6 1.2 0.268 4.7 1.0 0.231 4.9 1.2 0.300 5.0 1.2 0.325 4.4 1.0 0.222 5.2 1.3 0.354 4.3 0.9 0.187 02:00 4.6 1.0 0.226 4.7 1.2 0.280 4.8 1.1 0.263 4.9 1.2 0.308 4.3 0.9 0.194 5.2 1.4 0.382 4.2 0.8 0.173 02:15 4.5 1.1 0.248 4.6 1.1 0.244 4.7 1.2 0.286 0.01 4.9 1.2 0.300 4.3 1.0 0.209 5.1 1.3 0.351 4.2 0.8 0.168 02:30 4.4 0.9 0.197 4.5 0.9 0.206 4.7 1.1 0.252 0.03 4.8 1.1 0.281 4.3 0.9 0.196 4.5 1.0 0.220 4.2 0.9 0.186 02:45 4.3 0.9 0.190 4.4 0.9 0.188 4.7 1.0 0.242 0.01 4.8 1.2 0.283 4.2 0.8 0.166 4.2 0.9 0.176 4.2 0.9 0.190 03:00 4.4 1.0 0.217 4.3 0.8 0.176 4.6 1.1 0.244 4.8 1.1 0.275 4.2 0.9 0.179 4.3 0.9 0.183 4.2 0.9 0.175 03:15 4.3 1.0 0.200 4.3 0.8 0.178 4.5 1.0 0.220 4.7 1.0 0.234 4.2 0.9 0.175 4.3 1.0 0.216 4.3 1.0 0.205 03:30 4.2 0.9 0.178 4.3 0.9 0.179 4.4 1.0 0.207 4.7 1.0 0.244 4.3 1.0 0.212 4.3 1.0 0.211 4.3 0.9 0.190 03:45 4.3 0.9 0.182 4.3 0.9 0.183 4.4 0.9 0.201 4.6 1.1 0.249 4.4 0.9 0.199 4.3 1.0 0.199 4.3 0.9 0.188 04:00 4.2 0.9 0.176 4.3 0.9 0.181 4.4 0.9 0.191 4.7 1.1 0.265 4.4 0.9 0.205 4.5 1.1 0.239 4.3 1.0 0.209 04:15 4.2 0.9 0.181 4.3 0.9 0.198 4.4 0.9 0.202 4.7 1.1 0.252 4.5 1.1 0.238 4.6 1.1 0.255 4.5 1.0 0.226 04:30 4.2 0.9 0.174 4.3 0.9 0.179 4.4 1.0 0.227 4.6 1.0 0.224 4.9 1.2 0,309 4.9 1.2 0.313 4.8 1.1 0.281 04:45 4.2 0.9 0.191 4.4 0.8 0.180 4.5 1.0 0.229 4.6 1.0 0.239 5.1 1.2 0.320 5.2 1.3 0.359 5.1 1.3 0.334 05:00 4.3 0.8 0.165 4.4 1.0 0.211 4.4 1.0 0.213 4.6 1.1 0.251 5.3 1.4 0.381 5.2 1.3 0.363 5.4 1.3 0.389 05:15 4.5 1.0 0.222 4.6 1.1 0.246 4.4 0.9 0.207 4.6 1.2 0.266 5.6 1.4 0.419 5.7 1.5 0.457 5.8 1.4 0.436 05:30 4.7 1.0 0.248 4.8 1.1 0.272 4.4 0.9 0.201 4.7 1.2 0.273 6.1 1.6 0.544 6.2 1.6 0.549 6.3 1.7 0.591 05:45 5.0 1.3 0.333 5.1 1.3 0.345 4.4 1.0 0.205 4.7 1.1 0.261 6.4 1.7 0.639 6.6 1.8 0.692 6.7 1.8 0.706 06:00 5.4 1.3 0.359 5.5 1.3 0.375 4.5 1.0 0.221 4.8 1.3 0.315 6.8 1.9 0.740 7.1 1.9 0.798 7.0 2.0 0.802 06:15 5.8 1.5 0.481 5.9 1.4 0.467 4.9 1.1 0.287 5.0 1.3 0.330 7.1 2.0 0.837 7.3 2.0 0.881 7.3 2.0 0.856 06:30 6.1 1.6 0.558 6.1 1.6 0.564 5.2 1.4 0.379 5.1 1.3 0.360 7.5 2.1 0.951 7.5 2.2 0.977 7.5 2.1 0.952 06:45 6.3 1.6 0.591 6.6 1.8 0.667 5.3 1.3 0.368 6.4 1.3 0.386 7.6 2.1 0.988 7.7 2.2 1.056 7.6 2.2 1.026 07:00 6.5 1.7 0.646 7.2 2.0 0.838 5.6 1.3 0.408 5.8 1.6 0.478 7.4 2.1 0.923 7.8 2.2 1.045 7.7 2.3 1.065 07:15 6.7 1.8 0.697 7.5 2.1 0.937 5.9 1.5 0.491 6.0 1.5 0.510 7.3 2.0 0.883 7.6 2.0 0.936 7.4 1.9 0.851 07:30 7.0 2.0 0.807 7.7 2.2 1.017 6.1 1.6 0.545 6.3 1.7 0.595 7.1 2.0 0.817 7.3 2.1 0.900 7.2 1.9 0.822 07:45 7.1 2.0 0.836 7.8 2.2 1.035 6.3 1.7 0.605 6.7 1.9 0.736 7.1 1.8 0.769 7.1 2.0 0.827 7.0 2.0 0.812 HB 031mp11DFINAL(inches):Dep HB 03\Mp11VFINAL((eet/sec):Vel HB 031mp11QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 417/02 4/8/02 4/9102 4/10/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 7.3 2.0 0.858 7.8 2.1 1.008 6.7 1.7 0.675 6.9 1.9 0.772 6.9 2.0 0.790 6.9 1.9 0.765 7.1 2.0 0.825 08:15 7.3 2.1 0.910 7.8 2.3 1.075 7.0 1.8 0.752 7.2 1.9 0.792 6.7 1.8 0.706 6.8 2.0 0.786 6.9 2.0 0.788 08:30 7.3 2.0 0.867 7.9 2.2 1.037 7.1 1.9 0.803 7.2 2.0 0.855 6.6 1.8 0.662 6.8 1.9 0.753 6.8 1.9 0.732 08:45 7.3 2.1 0.898 7.6 2.1 0.963 7.2 1.9 0.805 7.3 1.9 0.843 7.0 1.9 0.778 6.8 1.8 0.720 6.8 1.8 0.696 09:00 7.1 1.9 0.788 7.5 2.1 0.947 7.7 2.0 0.941 7.6 2.0 0.929 7.2 2.0 0.867 6.6 1.8 0.660 6.7 1.7 0.664 0915 7.1 1.9 0.801 7.6 2.0 0.928 7.8 2.2 1.044 7.7 2.1 0.994 7.3 2.1 0.908 6.4 1.6 0.599 6.6 1.7 0.641 09:30 7.2 2.0 0.841 7.8 2.2 1.034 7.8 2.1 1.006 7.8 2.1 1.008 7.2 2.1 0.897 6.3 1.6 0.565 6.5 1.8 0.657 09:45 7.2 2.0 0.846 7.8 2.2 1.049 7.9 2.1 1.028 7.9 2.1 1.023 7.1 2.0 0.834 6.5 1.8 0.646 6.4 1.8 0.645 10:00 7.1 1.9 0.812 7.7 2.3 1.073 7.8 2.2 1.055 7.8 2.1 0.986 7.2 2.0 0.867 6.6 1.8 0.676 6.5 1.6 0.609 10:15 7.0 1.8 0.755 7.7 2.2 1.041 7.9 2.1 1.028 7.8 2.2 1.037 7.1 1.8 0.772 6.5 1.7 0.618 6.5 1.7 0.645 10:30 6.9 1.8 0.732 7.8 2.1 1.010 7.9 2.2 1.087 7.7 2.1 0.966 7.0 1.9 0.795 6.5 1.7 0.638 6.4 1.7 0.628 i 10:45 6.8 1.8 0.713 7.7 2.1 0.958 7.9 2.1 1.036 7.8 2.0 0.937 7.0 2.0 0.830 6.5 1.7 0.633 6.4 1.7 0.619 11:00 7.0 1.8 0.735 7.6 2.1 0.953 7.9 2.2 1.082 7.8 2.2 1.034 7.1 2.0 0.829 6.3 1.7 0.601 6.3 1.7 0.606 11:15 6.9 1.8 0.730 7.5 2.1 0.940 7.8 2.3 1.065 7.8 2.2 1.026 7.1 2.0 0.824 6.2 1.6 0.565 6.1 1.7 0.587 i 11:30 6.9 1.9 0.767 7.5 2.1 0.958 7.7 2.1 1.007 7.8 2.2 1.057 7.0 2.0 0.807 6.1 1.6 0.558 6.2 1.6 0.551 11:45 7.0 1.8 0.754 7.4 2.0 0.883 7.7 2.1 0.994 7.7 2.2 0.999 7.0 2.0 0.807 6.2 1.7 0.584 6.1 1.7 0.577 i 12:00 6.9 1.6 0.736 7.2 2.0 0.849 7.5 2.0 0.884 7.7 2.3 1.044 6.9 2.0 0.797 6.1 1.5 0.514 6.1 1.6 0.557 12:15 6.7 1.9 0.743 7.3 2.1 0.915 7.6 2.1 0.960 7.6 2.1 0.941 6.8 1.9 0.733 6.1 1.6 0.529 5.9 1.5 0.489 12:30 6.5 1.8 0.663 7.3 2.0 0.876 7.4 2.0 0.877 7.4 2.0 0.907 6.8 2.0 0.772 6.2 1.6 0.554 5.8 1.5 0.496 12:45 6.5 1.7 0.645 7.3 2.1 0.910 7.3 2.0 0.657 7.2 2.1 0.880 6.9 2.0 0.785 6.1 1.7 0.570 5.8 1.5 0.477 i 13:00 6.5 1.8 0.651 7.3 2.1 0.892 7.3 2.0 0.878 7.2 2.0 0.853 6.8 1.9 0.747 6.0 1.6 0.520 5.8 1.4 0.463 13:15 6.5 1.8 0.671 7.1 2.0 0.840 7.3 2.1 0.902 7.3 2.0 0.877 6.7 1.9 0.752 6.0 1.5 0.491 5.9 1.6 0.506 13:30 6.5 1.9 0.697 7.1 2.0 0.858 7.2 2.0 0.833 7.1 1.9 0.808 6.7 1.8 0.707 5.9 1.5 0.486 5.9 1.5 0.509 13:45 6.5 1.9 0.697 7.1 2.0 0.840 7.2 2.0 0.840 7.0 1.9 0.803 6.8 1.9 0.748 5.9 1.6 0.520 5.9 1.6 0.539 14:00 6.3 1.6 0.635 6.9 1.9 0.783 7.2 2.0 0.837 7.0 1.9 0.801 6.7 1.9 0.737 6.0 1.6 0.530 5.8 1.5 0.461 14:15 6.3 1.7 0.592 7.0 2.0 0.816 7.0 1.8 0.758 7.0 2.0 0.807 6.8 1.9 0.741 6.1 1.6 0.534 5.9 1.6 0.511 14:30 6.3 1.8 0.624 6.9 1.9 0.775 7.2 1.8 0.766 6.9 2.1 0.853 6.8 1.9 0.743 6.2 1.6 0.554 6.2 1.7 0.589 14:45 6.2 1.6 0.548 6.8 1.9 0.743 7.1 1.8 0.773 6.9 2.0 0.812 6.8 1.9 0.752 6.0 1.7 0.558 6.1 1.6 0.566 15:00 6.2 1.6 0.542 6.9 1.9 0.788 7.1 1.7 0.731 7.0 1.8 0.729 6.8 1.9 0.751 6.1 1.7 0.567 6.1 1.6 0.554 15:15 6.2 1.6 0.555 6.9 1.9 0.751 7.1 1.8 0.746 6.9 1.9 0.760 6.8 1.9 0,747 6.1 1.6 0.556 6.0 1.5 0.498 15:30 6.3 1.6 0.665 6.9 1.8 0.745 7.2 1.8 0.749 7.0 1.9 0.785 6.9 1.9 0.784 6.0 1.5 0.518 6.1 1.6 0.549 15:45 6.3 1.7 0.605 7.0 1.9 0.767 7.2 1.8 0.779 6.8 1.8 0.713 6.9 1.9 0.777 6.1 1.6 0.549 6.1 1.7 0.575 16:00 6.3 1.6 0.570 7.1 2.0 0.823 7.2 1.8 0.763 6.9 1.9 0.764 7.0 1.9 0.789 6.2 1.6 0.566 6.1 1.7 0.575 16:15 6.2 1.7 0.597 7.0 2.0 0.843 7.2 1.8 0.762 6.9 2.0 0.789 7.0 1.9 0.770 6.4 1.7 0.610 6.3 1.7 0.616 16:36 6.2 1.7 0.611 7.0 2.0 0.800 7.0 1.8 0.750 7.0 1.7 0.711 7.1 2.0 0.832 6.3 1.6 0.592 6.5 1.8 0.686 16:45 6.4 1.7 0.628 7.0 2.0 0.814 7.0 1.9 0.782 6.9 2.0 0.788 7.4 2.1 0.912 6.5 1.8 0.668 6.6 1.7 0.654 I O A --J Flow Monitor HB-04 — March 14, 2002 through March 21 , 2002 March 29, 2002 through April 19, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 8.84 1.99 0.721 consistent with field confirmations conducted to date and Minimum 5.06 1.12 0.272 support the relative accuracy of the flow monitor at this Maximum 1 7.08 2.59 1.191 location. This location was influenced by a pump station. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the noted periods. Based upon the quality depth, velocity, and quantity data observed during the month, and consistency of the observed flow depth and velocity data, along with observed minimum and maximum data, are the Continuity equation was used to calculate flow rate and provided in the following table. quantities during the monitoring period. Site Book#/MH# Site Report H13_04 ENVIRONMENTAL SERVICES Project/Phase: O.C.S.D Installed: 03/12/02 Diameter ADS Job# ress/ Location: 4167 Warner Ave. (Hunt. Bch., Ca.) Initials: Randy 13.88"x 14.00" 11780.00 Approx. 3/4 mi. east of P.C.H in eastbound right lane on side of road on Warner. Installation Access: Drive Thomas Guide: 857 B-1 Stainless steel ring with ultrasonic,velocity and /� pressure sensors. N ` N Safety Huntington Harbour N Bay Club o rungs 4167 Gas Investigation 02 0 % Warner Ave. —————————————————————- H2S 0 ppm ® HB_04 CO 0 ppm n ---------------------- C Traffic °'ate Moderate y HB_04 Pipe Material VCP Bolsa Chica Wetlands Manhole Depth 11 ft. Access Map Site Map �7— Pipe and M.H.Condition I I I Manhole in Fair Condition Manhole Profile 13.88"h x 14.00"w CO CO m ao n � � x CD A O O I Sensor Location Cross-Section View Plan View Drawings Not to Scale Show Any Defects Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor 6 C ge : None Height: --- Velocity Sensor Time 14:30 DOF 5.00" +/- velocity 2.50 fps silt 0.00" Show Sensor Locations i ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 0.40 8 4.0 0.35 7 3.5 0.30 6 3.0 m c o c " n 0.25 L 5 2.5 m n I a � N y 0.20 4 2.0 0.15 3 1.5 0.10 2 1 .0 0.05 1 0.5 0.00 0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VEINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 0.40 8 4.0 0.35 7 3.5 0.30 6 3.0 < m c a c � � 0.25 L 5 2.5 m n Z. � N y 0 0.20 4 2.0 0.15 3 L 1.5 0.10 2 1 .0 0.05 1 0.5 0.00 0 0.0 Mon 15 Mon 22 May 1 Wed 8 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 0.40 8 4.0 0.35 7 Ila Ilk I,. 11 3.5 0.30 6 3.0 m c o 0.25 L 5 2.5 cc 0.20 4 2.0 0.15 3 1.5 0.10 2 1 .0 0.05 1 T 0.5 0.00 0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services - 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 T 4.5 0.40 8 4.0 0.35 7 I 3.5 0.30 6 3.0 < m c0. o 0.25 t 5 2.5 1< ca aaf a p �I 0.20 4 2.0 hi 0.15 3 1 .5 0.10 2 1.0 0.05 1 T 0.5 0.00 0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.& HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 0.40 8 4.0 0.35 7 3.5 h' 0.30 6 q 3.0 < m c o c " � 0.25 L 5 2.5 n ) N 0.20 4 2.0 h 0.15 3 1 .5 0.10 2 1.0 0.05 1 0.5 0.00 0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 near 9nn9 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 lil^ �VV 0.40 8 4.0 0.35 7 3.5 i 0.30 6 3.0 m C p c - o PI r 0.25 r 5 2.5 f0 a a 0.20 4 2.0 114 0.15 3 1 .5 0.10 2 1 .0 0.05 1 0.5 0.00 0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 FIB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 0.40 8 4.0 A N I'm %NA A I w 0.35 7 3.5 0.30 6 3.0 < m o 0.25 t 5 2.5 � o m 0.20 4 Y, 2.0 0.15 3 Fir1.5 0.10 2 1 .0 0.05 1 0.5 0.00 0 0.0 Thu 11 Fri 12 Sat 13 Sun 14 Mon 15 Tue 16 Wed 17 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 10 HB 04\m 1\DFINAL HB 04\m 1\VFINAL HB RG01\m 1\RAIN 5.0 0.45 9 4.5 0.40 8 4.0 IV 19, 0.35 7 3.5 0.30 6 3.0 m c p � � n 0.25 L 5 2.5 1 cc a � � N 0 0.20 4 2.0 0.15 3 1.5 0.10 2 1.0 0.05 1 0.5 0.00 0 0.0 Thu 18 Fri 19 Sat 20 Sun 21 Mon 22 Tue 23 Wed 24 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 041 FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1.25 0.30 0 0.25 1 .00 Cu 3 of o 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 c � 0.25 1 .00 f0 3 G LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Mon 15 Mon 22 May 1 Wed 8 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\ FINAL HB RGO1 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 c U` 0.25 1 .00 of o FL 0.20 0.75 u 0.15 IN.1 0.50 � 0.10 0.25 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1.25 0.30 0 0.25 1 .00 as 3 Cr o LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 4167 WARNER AVE. HB-04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\ FINAL HB RG01 11RAIN 0.45 1 .75 0.40 1 .50 0.35 1.25 0.30 0 c 0 0.25 1 .00 m 3 Of 0.20 d, iI 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\m 1\QFINAL HB RG01\m 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 1 0.30 0 c � 0.25 1 .00 o F 0.20 0.75 0.15 • 0.50 0.10 0.25 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0.25 1 .00 `0 3 G LL 0.20 0.75 0.15 0.50 0.10 i I 0.25 0.05 0.00 0.00 Thu 11 Fri 12 Sat 13 Sun 14 Mon 15 Tue 16 Wed 17 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height: 13.88 HUNTINGTON BEACH, CA 0.50 2.00 HB 04\ FINAL HB RG01 1\RAIN 0.45 1 .75 0.40 1.50 0.35 1 .25 0.30 0 0.25 1 .00 m 3 o U- 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 18 Fri 19 Sat 20 Sun 21 Mon 22 Tue 23 Wed 24 Apr 2002 Time ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height 13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 HB-041mpllOFINAL(MGD-Total MG) HB_RG01Mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 04:55 0.177 07:55 1.176 0.671 0.671 0.00 3/15/02 03:05 0.121 10:05 1.103 0.683 0.683 0.00 3/16/02 03:05 0.152 10:05 1.153 0.719 0.719 0.00 3/17/02 06:25 0.158 10:10 1.187 0.741 0.741 0.11 3/18/02 03:05 0.137 08:15 1.230 0.680 0.680 0.00 3/19/02 03:50 0.136 07:45 1.149 0.648 0.648 0.00 3/20/02 04:25 0.127 07:55 1.163 0.653 0.653 0.00 3121/02 04:20 0.127 07:35 1.100 0.627 0.311 0.00 3/22/02 - 0.00 3/23/02 -- 0.04 3/24/02 - 0.00 3/25/02 - 0.00 3/26/02 0.00 3/27/02 0.00 3/28/02 - 0.01 3/29/02 15:25 0.442 10:45 1.132 0.786 0.437 0.00 3/30/02 05:20 0.178 10:05 1.191 0.762 0.762 0.00 3131/02 04:10 0.112 10:25 1.271 0.743 0.743 0.00 4/1/02 03:35 0.115 08:25 1.206 0.721 0.721 0.00 4/2102 03:15 0.101 11:05 1.446 0.708 0.708 0.00 4/3102 03:40 0.118 08:30 1.223 0.701 0.701 0.00 4/4102 04:35 0.146 07:55 1.137 0.726 0.726 0.00 4/5102 05:15 0.154 09:05 1.275 0.747 0.747 0.00 4/6102 04:15 0.155 09:35 1.364 0.759 0.759 0.02 417102 04:50 0.190 10:05 1.261 0.777 0.777 0.00 4/8102 03:55 0.155 07:35 1.221 0.734 0.734 0.00 419/02 02:55 0.135 07:20 1.159 0.679 0.679 0.00 4/10102 03:00 0.127 07:30 1.227 0.671 0.671 0.00 4/11/02 03:55 0.139 06:55 1.113 0.681 0.681 0.00 4112102 02:40 0.155 07:40 1.167 0.704 0.704 0.00 4/13102 03:40 0.119 06:15 1.223 0.743 0.743 0.00 RepodAvg 0.711 ReportTotal 16.40 0.18 ADS Environmental Services 4167 WARNER AVE. HB_04 Pipe Height 13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 HB_041mpllQFINAL(MGD-Total MG) HB_RG011mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 4/14/02 01:40 0.157 08:45 1.224 0.718 0.718 0.00 4/15/02 02:20 0.109 07:15 1.174 0.685 0.685 0.06 4/16/02 03:35 0.129 06:35 1.192 0.684 0.684 0.00 4/17/02 00:40 0.092 01:40 1.398 0.784 0.784 0.00 4/18/02 02:40 0.326 07:50 1.480 0.842 0.842 0.00 4/19/02 02:40 0.281 07:20 1.375 0.834 0.834 0.00 ReportAvg 0.758 ReportTotal 4.547 0.06 ADS Environmental Services HB_04\mpl\DFINAL(inches):Dep HB 04\mpl\VFINAL(feeVsec):Vel HB 04\rnpt\QFINAL(MGD-Total MG):Flow HB_RG01\mpl\RAIN(inches):Rain 4167 WARNER AVE. HB_04 Pipe Height:13.88 HUNTINGTON BEACH.CA HC 3.9433-3.9433 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3114/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 6.3 1.7 0.513 6.4 1.6 0.568 6.7 1.9 0.629 6.6 1.9 0.617 6.6 1.8 0.598 6.0 1.6 0.470 6.1 1.8 0.531 00:15 6.2 1.7 0.512 6.4 1.8 0.570 6.7 1.9 0.644 6.3 1.8 0.557 6.3 1.7 0.514 5.9 1.5 0.434 6.2 1.8 0.533 00:30 6.1 1.6 0.500 6.2 1.7 0.523 6.3 1.7 0.520 6.1 1.7 0.510 6.3 1.7 0.534 6.2 1.7 0.500 6.1 1.8 0.512 00:45 5.8 1.6 0.446 5.9 1.6 0.457 6.3 1.8 0.539 6.0 1.7 0.485 6.2 1.7 0.503 6.1 1.7 0.492 5.7 1.6 0.436 01:00 5.8 1.6 0.427 6.0 1.6 0.478 6.3 1.8 0.553 5.9 1.6 0.473 5.3 1.4 0.358 6.1 1.7 0.517 5.6 1.6 0.409 01:15 6.2 1.6 0.467 5.6 1.5 0.408 6.4 1.8 0.557 5.9 1.6 0.467 5.7 1.5 0.396 5.5 1.4 0.383 6.1 1.7 0.502 01:30 5.8 1.5 0.423 6.3 1.8 0.534 5.9 1.5 0.435 5.9 1.5 0.448 6.0 1.6 0.466 5.6 1.4 0.373 5.2 1.4 0.347 01:45 5.6 1.4 0.368 5.5 1.4 0.387 5.5 1.5 0.399 5.8 1.6 0.435 6.3 1.8 0.544 6.0 1.6 0.465 5.7 1.6 0.437 02:00 5.9 1.5 0.434 5.3 1.3 0.334 6.2 1.7 0.517 5.9 1.6 0.462 5.3 1.3 0.332 5.7 1.5 0.426 5.5 1.5 0.407 02:15 5.7 1.4 0.386 5.5 1.4 0.350 5.7 1.6 0.448 6.1 1.8 0.512 5.8 1.6 0.431 5.2 1.5 0.350 5.6 1.7 0.430 02:30 5.4 1.3 0.344 6.9 1.5 0.443 5.6 1.4 0.403 6.2 1.8 0.532 5.7 1.6 0.431 5.2 1.2 0.291 5.3 1.4 0.328 02:45 5.6 1.4 0.389 5.3 1.3 0.335 5.9 1.6 0.458 6.1 1.8 0.520 5.5 1.5 0.376 6.0 1.7 0.485 5.6 1.5 0.423 03:00 5.8 1.5 0.427 5.2 1.3 0.318 5.4 1.3 0.340 5.4 1.5 0.365 5.8 1.5 0.440 5.4 1.4 0.364 5.1 1.3 0.311 03:15 5.9 1.5 0.440 6.0 1.6 0.469 6.0 1.7 0.499 5.9 1.7 0.472 5.1 1.2 0.277 6.0 1.6 0.477 5.0 1.5 0.337 03:30 6.0 1.6 0.457 5.5 1.3 0.353 5.9 1.6 0.460 5.7 1.5 0.438 5.9 1.5 0.405 5.1 1.3 0.318 5.8 1.7 0.448 03:45 5.5 1.3 0.350 5.6 1.4 0.395 5.6 1.4 0.389 5.4 1.4 0.365 5.4 1.5 0.376 5.6 1.5 0.413 5.4 1.4 0.366 04:00 5.6 1.4 0.372 5.2 1.2 0.321 5.6 1.5 0.410 5.6 1.5 0.405 5.7 1.4 0.379 5.2 1.3 0.328 5.6 1.5 0.422 04:15 5.8 1.6 0.435 4.9 1.4 0.300 5.8 1.5 0.416 5.6 1.6 0.428 5.8 1.5 0.424 5.2 1.4 0.336 4.9 1.2 0.292 04:30 6.1 1.6 0.474 6.0 1.7 0.490 5.6 1.4 0.372 5.6 1.6 0.405 5.6 1.5 0.411 5.8 1.6 0.444 5.5 1.6 0.405 04:45 5.4 1.3 0.354 5.2 1.2 0.323 6.2 1.7 0.510 5.4 1.4 0.347 5.8 1.6 0.438 5.7 1.6 0.442 5.8 1.7 0.482 05:00 5.9 1.6 0.461 6.0 1.5 0.446 5.5 1.4 0.373 5.9 1.6 0.453 5.4 1.4 0.365 5.9 1.6 0.466 5.1 1.3 0.317 65:15 6.1 1.7 0.484 5.2 1.3 0.320 5.5 1.4 0.375 5.3 1.5 0.378 5.7 1.5 0.408 5.3 1.4 0.365 5.7 1.6 0.416 05:30 6.3 1.8 0.558 6.1 1.6 0.465 6.0 1.6 0.449 5.5 1.4 0.370 6.1 1.7 0.512 5.7 1.6 0.436 5.7 1.6 0.441 05:45 6.6 1.9 0.624 6.5 1.9 0.595 5.7 1.5 0.413 5.6 1.5 0.416 5.9 1.7 0.488 6.0 1.7 0.481 6.0 1.8 0.498 06:00 6.7 1.8 0.592 6.7 1.9 0.624 5.9 1.5 0.421 6.0 1.7 0.491 6.1 1.6 0.485 6.7 2.0 0.670 6.0 1.7 0.498 06:15 7.2 2.1 0.756 6.7 1.8 0.604 6.3 1.7 0.527 5.3 1.3 0.338 6.4 1.8 0.547 6.7 2.0 0.649 6.8 2.0 0.689 06:30 6.9 2.0 0.685 7.2 2.0 0.724 6.5 1.8 0.573 5.9 1.6 0.433 7.2 2.2 0.781 7.0 2.0 0.703 7.1 2.2 0.785 06:45 8.2 2.3 0.966 7.5 2.2 0.849 6.4 1.8 0.572 6.0 1.6 0.454 7.4 2.1 0.794 7.8 2.4 0.953 7.1 2.1 0.752 07:00 7.8 2.2 0.892 7.3 2.1 0.781 7.0 2.0 0.683 6.1 1.7 0.485 6.0 2.3 0.932 7.4 2.1 0.785 7.8 2.3 0.916 07:15 7.6 2.2 0.862 8.3 2.4 1.038 7.1 2.0 0.723 7.1 2.1 0.759 8.2 2.5 1.050 7.5 2.2 0.847 8.1 2.4 1.001 07:30 8.1 2.4 1.014 8.3 2.4 1.022 7.3 2.2 0.793 6.6 2.0 0.635 6.1 2.5 1.031 8.1 2.3 0.954 8.1 2.4 0.975 07:45 8.4 2.6 1.138 8.0 2.4 0.978 7.5 2.2 0.823 7.1 2.1 0.738 8.2 2.6 1.087 8.3 2.6 1.100 8.2 2.5 1.054 HB 04Vnp11DFINAL(inches):Dep HB 04Wpl%VFINAL(feet/sec):Vel HB_041mpl%QFINAL(MGD-Total MG):Flow HB RG01trnp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Val Flow Rain 08:00 8.4 2.5 1.083 8.2 2.5 1.044 7.4 2.2 0.815 7.4 2.1 0.798 8.5 2.6 1.147 8.3 2.5 1.042 8.4 2.5 1.103 08:15 8.0 2.3 0.963 8.2 2.4 1.034 7.3 2.2 0.796 7.8 2.3 0.908 8.5 2.7 1.175 7.6 2.2 0.843 8.4 2.4 1.058 08:30 7.5 2.2 0.838 8.4 2.4 1.058 7.8 2.2 0.866 7.1 2.1 0.729 8.3 2.5 1.083 7.6 2.2 0.844 8.2 2.4 1.019 08:45 7.9 2.4 0.973 7.6 2.1 0.819 8.2 2.5 1.035 7.2 2.0 0.730 8.3 2.5 1.042 8.2 2.5 1.046 7.8 2.3 0.902 09:00 8.3 2.5 1.073 7.4 2.2 0.816 8.4 2.5 1.099 7.4 2.2 0.807 8.2 2.4 1.027 8.2 2.4 1.011 7.4 2.2 0.803 09:15 8.1 2.4 0.990 7.9 2.4 0.952 8.2 2.5 1.048 8.1 2.5 1.056 8.1 •2.4 0.979 7.9 2.4 0.994 8.0 2.3 0.925 09:30 7.7 2.2 0.866 7.6 2.2 0.865 8.3 2.4 1.044 8.3 2.6 1.094 8.1 2.4 0.997 6.9 1.9 0.661 7.9 2.3 0.938 09:45 8.1 2.4 1.007 7.9 2.2 0.895 8.4 2.6 1.117 8.1 2.5 1.027 7.9 2.3 0.924 6.4 1.8 0.547 7.0 2.0 0.695 10:00 7.5 2.2 0.821 7.9 2.3 0.940 8.4 2.5 1.101 8.6 2.6 1.178 8.1 2.4 1.011 7.7 2.3 0.877 7.1 2.0 0.713 10:15 7.3 2.1 0.758 7.3 2.2 0.797 8.3 2.4 1.038 8.6 2.5 1.102 7.7 2.2 0.855 7.7 2.2 0.844 7.4 2.1 0.789 10:30 7.7 2.2 0.850 7.3 2.1 0.782 8.2 2.3 0.991 8.3 2.6 1.114 7.3 2.2 0.794 7.4 2.2 0.821 7.7 2.2 0.875 10:45 7.1 1.9 0.686 8.2 2.3 0.973 8.2 2.3 0.973 8.4 2.6 1.120 7.2 2.1 0.763 7.0 2.0 0.700 7.4 2.0 0.758 11:00 7.2 2.1 0.757 7.7 2.3 0.892 7.9 2.3 0.920 8.4 2.5 1.084 6.8 2.1 0.690 7.4 2.1 0.795 6.9 2.1 0.707 11:15 7.4 2.2 0.806 6.9 2.1 0.708 7.6 2.2 0.855 8.4 2.5 1.085 7.0 1.9 0.671 6.7 1.9 0.621 7.4 2.2 0.819 11:30 6.9 2.0 0.695 7.6 2.2 0.860 7.4 2.1 0.770 8.4 2.6 1.118 7.4 2.2 0.827 7.1 2.1 0.746 6.5 1.8 0.575 11:45 7.5 2.2 0.830 6.9 2.0 0.690 7.3 2.1 0.777 8.3 2.5 1.083 7.4 2.1 0.783 7.1 2.0 0.705 7.2 2.0 0.725 12:00 6.8 1.9 0.616 7.2 2.0 0.732 7.7 2.3 0.882 8.3 2.5 1.078 7.1 2.2 0.778 7.4 2.2 0.808 6.7 2.0 0.661 12:15 7.2 2.1 0.751 7.1 2.0 0.700 7.3 2.2 0.781 8.1 2.5 1.048 7.1 2.1 0.728 6.9 2.1 0.707 7.2 2.1 0.761 12:30 6.4 1.8 0.559 7.4 2.1 0.770 7.5 2.2 0.829 8.2 2.5 1.033 7.4 2.2 0.831 7.1 1.9 0.691 6.6 1.9 0.603 12:45 7.2 2.1 0.755 6.9 1.9 0.663 7.4 2.2 0.821 8.1 2.4 1.001 6.7 2.0 0.659 6.5 1.8 0.589 7.1 2.1 0.717 13:00 6.8 1.9 0.643 7.2 2.0 0.724 7.0 2.1 0.740 8.1 2.4 1.003 7.3 2.1 0.770 7.1 2.1 0.737 6.6 1.8 0.588 13:15 6.7 1.9 0.612 6.9 2.0 0.675 7.1 2.1 0.759 8.1 2.4 0.993 6.7 1.8 0.600 6.7 2.0 0.647 6.7 1.9 0.632 13:30 7.1 2.1 0.736 7.4 2.1 0.765 6.8 2.0 0.666 8.1 2.3 0.953 7.2 2.2 0.769 7.0 2.0 0.702 6.8 1.9 0.624 13:45 6.4 1.7 0.531 6.8 1.9 0.630 7.5 2.3 0.857 7.8 2.3 0.922 6.6 1.9 0.623 6.7 2.0 0.651 6.4 1.9 0.591 14:00 6.8 2.0 0.669 7.1 2.0 0.715 8.0 2.3 0.950 7.0 2.3 0.922 6.8 2.0 0.687 6.3 1.8 0.549 6.6 1.8 0.598 14:15 7.1 1.9 0.683 6.9 1.9 0.631 7.9 2.3 0.945 7.8 2.3 0.908 7.0 2.0 0.692 7.3 2.0 0.743 6.7 2.0 0.661 14:30 6.4 1.8 0.573 6.9 2.1 0.707 7.4 2.2 0.810 7.9 2.3 0.918 6.5 1.9 0.611 6.6 1.9 0.604 6.5 1.8 0.581 14:45 6.8 1.9 0.631 7.1 2.1 0.721 7.2 2.1 0.773 7.7 2.2 0.873 6.9 2.0 0.680 6.2 1.7 0.492 6.6 1.8 0.598 15:00 6.6 1.9 0.609 6.7 1.9 0.622 7.2 2.2 0.790 7.4 2.2 0.810 6.4 1.8 0.552 6.2 1.8 0.539 6.8 1.9 0.653 15:15 6.8 1.9 0.653 7.1 2.0 0.726 7.5 2.2 0.823 7.1 2.1 0.734 6.9 2.1 0.699 6.5 1.8 0.597 6.6 1.8 0.598 15:30 6.9 2.0 0.670 6.8 2.0 0.660 6.9 2.1 0.721 7.4 2.2 0.797 6.5 1.9 0.593 6.5 1.8 0.568 6.7 2.0 0.654 15:45 6.5 1.8 0.569 6.7 2.0 0.658 6.9 2.1 0.711 7.6 2.2 0.828 7.1 2.1 0.727 6.6 1.8 0.589 7.1 2.1 0.745 1&00 6.9 2.0 0.680 7.2 2.1 0.776 6.6 1.8 0.568 7A 2.1 0.748 6.8 1.9 0.636 6.3 1.8 0.551 6.6 1.9 0.620 16:15 7.0 2.0 0.714 6.4 1.6 0.503 7.7 2.3 0.886 7.0 2.0 0.705 6.8 2.0 0.658 6.9 2.0 0.684 6.6 1.8 0.593 16:30 6.5 1.8 0.577 7.1 2.0 0.714 7.5 2.3 0.877 6.8 1.8 0.603 6.9 2.0 0.685 6.6 1.7 0.558 6.7 2.0 0.650 16:45 7.0 2.0 0.692 6.5 1.8 0.565 7.7 2.3 0.905 7.7 2.3 0.885 6.8 2.0 0.665 7.0 2.1 0.729 6.6 1.9 0.602 HB 04kmp1\DFINAL(inches):Dep HB 04Wp1\VFINAL(feet/sec):Vel HB_041mp1\QFINAL(MGD-Total MG):Flow HB_RG011mp1XRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3116/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 7.2 2.0 0.719 7.3 2.2 0.793 7.7 2.3 0.907 7.3 2.1 0.773 7.2 2.0 0.730 6.5 1.9 0.589 7.0 2.0 0.713 17:16 6.8 1.9 0.651 6.7 1.8 0.597 7.1 2.0 0.726 7.0 2.0 0.709 6.8 2.1 0.701 6.9 2.1 0.739 7.0 2.0 0.675 17:30 6.9 2.0 0.674 7.6 2.2 0.839 7.4 2.2 0.808 7.4 2.1 0.792 7.0 2.1 0.718 7.0 2.1 0.735 7.0 1.9 0.665 17:45 7.3 2.1 0.768 6.6 1.8 0.596 1.8 2.3 0.917 7.7 2.3 0.890 7.0 2.1 0.716 6.7 2.0 0.662 6.9 2.1 0.706 18:00 6.6 1.9 0.599 7.4 2.1 0.792 7.9 2.4 0.954 7.9 2.3 0.913 7.1 2.1 0.737 7.2 2.1 0.750 7.1 2.1 0.736 18:15 7.3 2.2 0.794 7.4 2.2 0.810 7.0 2.1 0.721 8.2 2.3 0.964 7.2 2.2 0.780 6.3 1.8 0.540 6.9 1.9 0.663 18:30 6.6 1.8 0.577 7.3 2.1 0.767 7.2 2.2 0.783 7.8 2.3 0.898 7.2 2.1 0.739 7.3 2.1 0.783 6.9 2.0 0.688 18:45 7.6 2.2 0.864 7.6 2.3 0.861 7.2 2.1 0.765 7.7 2.3 0.880 7.4 2.1 0.801 6.4 1.9 0.579 7.1 2.1 0.737 19:00 7.0 2.0 0.698 7.7 2.2 0.868 7.8 2.3 0.903 7.8 2.2 0.886 6.6 1.9 0.625 7.4 2.2 0.802 7.0 2.0 0.710 19:15 7.4 2.1 0.782 7.5 2.2 0.835 7.5 2.3 0.854 7.7 2.2 0.866 7.7 2.2 0.870 7.1 2.1 0.730 7.4 2.2 0.824 19:30 6.8 2.0 0.658 6.9 1.9 0.644 7.4 2.2 0.812 7.4 2.1 0.767 0.01 6.8 1.9 0.636 7.3 2.1 0.775 7.1 2.1 0.728 19:45 7.4 2.0 0.757 7.1 2.0 0.723 7.0 2.0 0.714 7.9 2.2 0.896 0.05 7.5 2.1 0.790 7.7 2.3 0.888 7.1 2.0 0.707 20:00 7.7 2.2 0.839 6.8 2.0 0.651 7.8 2.3 0.916 7.7 2.2 0.859 7.7 2.2 0.869 7.0 2.0 0.689 7.5 2.2 0.838 20:15 7.2 2.1 0.762 7.7 2.3 0.883 7.8 2.3 0.908 8.0 2.3 0.920 0.01 6.7 1.9 0.640 7.5 2.2 0.810 7.5 2.2 0.825 20:30 7.4 2.1 0.777 7.7 2.3 0.884 7.4 2.2 0.809 7.9 2.2 0.900 0.03 7.7 2.2 0.851 7.7 2.2 0.860 7.4 2.1 0.768 20:45 7.7 2.2 0.877 6.9 1.9 0.653 7.0 2.0 0.676 7.9 2.3 0.910 0.01 7.0 2.0 0.683 7.6 2.2 0.853 7.8 2.2 0.887 21:00 6.8 1.9 0.631 7.2 2.1 0.736 7.3 2.1 0.788 7.7 2.2 0.873 7.3 2.2 0.799 6.7 1.8 0.597 6.5 1.9 0.593 21:15 7.2 2.1 0.737 6.9 2.0 0.687 7.4 2.2 0.823 7.8 2.2 0.886 6.7 1.9 0.621 7.5 2.2 0.822 7.5 2.1 0.813 21:30 7.6 2.2 0.868 8.0 2.3 0.954 7.0 2.0 0.708 7.6 2.2 0.842 7.5 2.1 0.801 6.4 1.8 0.546 6.8 2.0 0.668 21:45 7.1 2.0 0.724 7.3 2.2 0.799 6.8 1.9 0.641 7.1 2.0 0.712 6.7 1.9 0.642 7.3 2.1 0.772 7.4 2.1 0.777 22:00 7.3 2.1 0.779 7.1 2.0 0.704 7.1 2.1 0.748 7.4 2.2 0.804 7.6 2.1 0.819 7.0 2.0 0.704 7.0 2.0 0.694 22:15 7.0 2.0 0.709 7.5 2.2 0.834 7.0 2.0 0.703 6.7 1.9 0.621 6.7 1.9 0.631 7.1 2.1 0.747 7.1 2.0 0.699 22:30 7.2 2.1 0.741 6.7 1.9 0.622 6.6 1.8 0.572 7.1 2.0 0.694 7.0 2.1 0.728 6.8 2.0 0.656 6.5 1.9 0.601 22:45 6.6 1.8 0.585 7.4 2.2 0.822 7.4 2.2 0.821 6.6 1.8 0.590 6.8 1.9 0.649 6.9 2.0 0.675 7.2 2.1 0.740 23:00 6.7 1.9 0.648 6.6 1.9 0.602 6.2 1.8 0.529 6.9 1.9 0.668 6.4 1.7 0.555 6.5 1.9 0.585 6.3 1.6 0.478 23:15 6.9 1.9 0.657 7.2 2.1 0.770 7.0 2.0 0.706 6.7 1.9 0.613 6.6 1.9 0.614 6.5 1.8 0.571 6.8 2.0 0.667 23:30 6.4 1.8 0.553 7.0 2.0 0.691 6.4 1.8 0.567 6.3 1.7 0.529 6.4 1.7 0.541 6.6 1.9 0.599 6.8 2.0 0.666 23:45 6.2 1.7 0.522 6.2 1.8 0.543 6.7 1.9 0.647 6.3 1.7 0.516 6.0 1.6 0.449 6.6 1.9 0.592 6.4 1.8 0.567 Total 0.671 0.00 0.683 0.00 0.719 0.00 0.741 0.11 0.680 0.00 0.648 0.00 0.653 0.00 Average 6.9 1.9 0.671 6.9 2.0 0.683 7.0 2.0 0.719 7.1 2.0 0.741 6.8 2.0 0.680 6.7 1.9 0.648 6.7 1.9 0.653 Min Time 04:55 04:55 04:55 04:20 03:05 03:05 03:05 03:05 03:05 05:15 05:50 06:25 01:10 03:05 03:05 03:50 03:50 03:50 03:20 02:50 04:25 Min Value 4.5 0.9 0.177 3.9 0.7 0.121 4.4 0.8 0.152 4.3 0.9 0.158 4.2 0.8 0.137 4.2 0.8 0.136 3.8 0.8 0.127 Max Time 07:55 07:55 07:55 08:40 08:00 10:05 09:55 10:05 10:05 10:10 10:00 10:10 08:15 08:15 08:15 07:40 07:45 07:45 08:20 07:55 07:55 Max Value 8.6 2.6 1.176 8.4 2.6 1.103 8.5 2.6 1.153 8.7 2.7 1.187 8.7 2.7 1.230 8.5 2.6 1.149 8.5 2.7 1.163 Week Avg 6.9 2.0 0.685 WeekTotal 4.794 0.11 ADS Environmental Services HB_04Mp11DFINAL(inches):Dep HB 04VnplWFINAL(feeUsec):Vel HB 04"p11QFINAL(MGD-Total MG):Flow HB_RG011mplXRAIN(inches):Rain 4167 WARNER AVE. HB 04 Pipe Height:13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.3 1.7 0.529 00:15 6.1 1.7 0.491 00:30 6.1 1.7 0.497 00:45 6.0 1.7 0.492 01:00 6.1 1.7 0.481 01:15 5.8 1.5 0.407 0.01 01:30 5.7 1.5 0.405 0.01 01:45 6.1 1.7 0.500 02:00 5.0 1.2 0.293 02:15 5.7 1.6 0.431 02:30 5.8 1.6 0.458 0.01 02:45 5.1 1.3 0.307 03:00 6.1 1.3 0.302 03:15 5.8 1.5 0.416 03:30 5.3 1.3 0.350 03:45 5.7 1.5 0.413 04:00 5.2 1.4 0.328 04:15 5.5 1.4 0.388 04:30 5.1 1.3 0.304 04:45 5.6 1.5 0.409 05:00 5.5 1.4 0.368 05:15 6.2 1.7 0.519 05:30 6.1 1.7 0.499 05:45 6.1 1.8 0.532 06:00 6.6 1.8 0.577 06:15 7.0 2.0 0.685 06:30 7.2 2.1 0.745 06:45 7.6 2.3 0.887 07:00 7.4 2.1 0.796 07:15 7.4 2.2 0.804 07:30 8.4 2.5 1.087 07:45 8.2 2.4 1.010 H13_041mp11DFINAL(inches):Dep HB_041mp11VFINAL(feet/sec):Vel 1-1113 OAmp11QFINAL(MGD-Total MG):Flow HB_RG011mpl\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23102 3/24/02 3%25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 8.2 2.4 1.004 08:16 7.7 2.2 0.871 08:30 7.3 2.2 0.796 08:45 8.0 2.3 0.944 09:00 8.3 2.4 1.000 09:15 8.2 2.4 0.987 09:30 7.9 2.4 0.944 09:45 7.3 2.1 0.782 0.01 10:00 7.6 2.2 0.860 10:15 7.8 2.3 0.904 10:30 7.3 2.1 0.762 10:45 6.9 2.0 0.670 11:00 7.3 2.1 0.761 11:15 7.6 2.2 0.855 11:30 6.8 1.8 0.608 11:45 6.8 2.0 0.656 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 HB 041mp11DFINAL(inches):Dep HB_041mp11VFiNAL(feet/sec):Vel HB_041mp11QFINAL(MGD-Total MG):Flow HB_RGO1MplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 Total 0.316 0.00 0.00 0.04 0.00 0.00 0.00 0.00 Average 6.6 1.8 0.628 Min Time 04:20 04:20 04:20 Min Value 4.1 0.8 0.127 Max Time 07:40 07:35 07:35 Max Value 8.4 2.5 1.100 Week Avg 6.6 1.8 0.628 WeekTotal 0.316 0.04 ADS Environmental Services HB_041mp11DFINAL(inches):Dep HB_04Unpl%VFINAL(feeUsec):Vel HB_04Vnp1\QFINAL(MGD-Total MG):Flow HB RG01Vnp1kRAIN(inches):Rain 4167 WARNER AVE. HB_04 Pipe Height:13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3128102 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Val Flow Rain 00:00 6.6 1.8 0.588 6.6 1.8 0,589 6.5 1.7 0.550 6.7 1.9 0.610 6.3 1.6 0.508 00:15 6.6 1.8 0.588 6.3 1.7 0.514 6.4 1.8 0.570 6.4 1.8 0.560 6.1 1.6 0.478 00:30 6.6 1.8 0.573 6.3 1.7 0.533 6.2 1.6 0.486 6.4 1.7 0.520 6.2 1.6 0.494 00:45 6.5 1.8 0.559 6.3 1.7 0.533 6.0 1.5 0.450 6.3 1.8 0.538 5.9 1.6 0.445 01:00 6.6 1.8 0.573 6.1 1.6 0.488 6.2 1.6 0.485 5.8 1.5 0.439 6.5 1.8 0.564 01:15 6.2 1.8 0.534 6.4 1.7 0.537 6.4 1.7 0.532 6.3 1.7 0.534 5.9 1.7 0.464 01:30 6.0 1.7 0.500 6.3 1.7 0.510 5.5 1.3 0.324 5.6 1.4 0.371 6.0 1.6 0.442 01:45 6.1 1.7 0.498 5.8 1.5 0.414 5.9 1.6 0.436 5.8 1.5 0.422 6.1 1.7 0.505 02:00 6.4 1.8 0.552 6.1 1.6 0.474 5.8 1.5 0.410 6.3 1.7 0.532 5.7 1.3 0.368 02:15 6.1 1.6 0.477 5.7 1.5 0.409 5.5 1.2 0.334 5.5 1.4 0.371 5.9 1.7 0.466 02:30 6.3 1.7 0.513 6.1 1.6 0.476 6.0 1.5 0.458 5.9 1.5 0.434 5.1 1.1 0.287 02:45 5.9 1.7 0.466 5.6 1.4 0.378 6.0 1.5 0.450 5.4 1.3 0.338 6.0 1.6 0.458 03:00 6.2 1.7 0.499 6.1 1.7 0.490 5.5 1.3 0.351 5.8 1.5 0.425 5.1 1.2 0.277 03:15 5.9 1.6 0.444 6.0 1.7 0.504 5.6 1.4 0.374 5.2 1.1 0.281 5.9 1.4 0.434 03:30 6.5 1.8 0.561 5.9 1.5 0.424 5.4 1.3 0.341 5.6 1.5 0.406 5.4 1.3 0.355 03:45 5.6 1.7 0.431 6.0 1.5 0.444 5.5 1.5 0.381 5.3 1.3 0.333 6.1 1.6 0.453 04:00 6.0 1.5 0.457 5.2 1.1 0.277 5.4 1.5 0.375 5.8 1.5 0.421 5.2 1.2 0.290 04:15 6.0 1.5 0.437 5.8 1.4 0.373 5.8 1.6 0.431 5.0 1.2 0.275 6.1 1.5 0.474 04:30 6.3 1.6 0.503 5.6 1.7 0.445 5.6 1.4 0.371 5.9 1.6 0.447 5.0 1.1 0.265 04:45 5.9 1.6 0.451 5.8 1.5 0.419 5.9 1.6 0.464 5.2 1.6 0.373 6.0 1.5 0.427 05:00 5.8 1.6 0.418 6.2 1.6 0.504 5.6 1.4 0.365 5.5 1.6 0.400 5.3 1.5 0.362 05:15 6.1 1.5 0.480 5.3 1.3 0.332 6.3 1.7 0.525 6.1 1.6 0.476 5.8 1.4 0.385 05:30 5.9 1.4 0.409 5.8 1.5 0.420 5.5 1.3 0.358 5.9 1.5 0.431 6.6 1.8 0.571 05:45 5.9 1.5 0.427 5.6 1.4 0.355 6.2 1.8 0.530 6.4 1.8 0.564 6.1 1.5 0.465 06:00 5.9 1.5 0.450 6.0 1.6 0.458 6.8 1.8 0.602 6.6 1.9 0.618 6.7 1.7 0.578 06:15 6.5 1.8 0.572 6.2 1.6 0.510 6.8 1.9 0.647 7.0 1.9 0.663 6.9 1.9 0.640 06:30 6.5 1.8 0.554 6.4 1.8 0.554 6.6 1.9 0.616 6.9 1.9 0.647 6.6 1.9 0.614 06:45 6.5 1.8 0.592 6.3 1.6 0.500 7.1 2.1 0.737 7.5 2.2 0.821 7.5 2.2 0.838 07:00 6.6 1.8 0.585 6.2 1.7 0.516 7.7 2.2 0.882 7.3 2.1 0.784 7.5 2.1 0.803 07:15 6.9 1.9 0.671 6.4 1.7 0.553 7.4 2.1 0.800 7.5 2.2 0.826 7.7 2.3 0.915 07:30 7.4 2.1 0.772 6.7 1.9 0.632 8.3 2.4 1.011 7.8 2.2 0.890 7.7 2.2 0.875 07:45 7.2 2.0 0.717 7.5 2.2 0.836 7.3 2.1 0.779 8.2 2.5 1.060 6.3 2.5 1.063 HB_04\mpt\DFINAL(inches):Dep HB 04\mp1\VFINAL(teet/sec):Vel HB_04\mp1\QFINAL(MGD-Total MG):Flow HB RG01\mp1\RAIN(Inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 412/02 4/3102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 7.9 2.2 0.893 7.1 2.0 0.702 8.0 2.3 0.947 7.9 2.3 0.936 8.1 2.4 0.992 08:15 8.2 2.4 1.011 8.0 2.3 0.953 8.5 2.5 1.099 8.1 2.4 0.981 8.2 2.4 1.013 08:30 7.5 2.1 0.782 8.5 2.5 1.121 8.2 2.4 1.014 8.6 2.5 1.108 8.6 2.6 1.156 08:45 8.0 2.3 0.926 7.6 2.1 0.808 7.9 2.2 0.897 8.1 2.5 1.041 8.0 2.4 0.960 09:00 8.6 2.4 1.047 7.6 2.2 0.845 8.1 2.3 0.971 7.8 2.2 0.875 7.6 2.1 0.814 09:15 8.6 2.4 1.087 7.9 2.2 0.901 8.6 2.6 1.139 8.2 2.3 0.986 8.3 2.5 1.049 09:30 8.5 2.5 1.096 8.3 2.4 1.009 7.5 2.1 0.808 7.8 2.3 0.922 8.3 2.4 1.034 09:45 8.4 2.5 1.093 8.4 2.4 1.052 7.6 2.2 0.848 7.1 1.9 0.691 8.5 2.5 1.109 10:00 8.5 2.5 1.116 9.0 2.5 1.185 8.0 2.3 0.945 7.3 2.0 0.729 7.6 2.3 0.867 10:15 8.2 2.4 1.000 8.9 2.6 1.214 8.2 2.4 0.993 6.9 2.0 0.699 7.6 2.2 0.852 10:30 8.5 2.5 1.087 8.0 2.4 0.972 8.7 2.6 1.188 7.6 2.2 0.835 6.7 1.8 0.575 8.1 2.3 0.961 10:45 7.9 2.3 0.943 8.4 2.3 0.994 8.8 2.6 1.174 7.9 2.2 0.906 8.6 2.5 1.119 7.8 2.3 0.903 11:00 7.6 2.2 0.829 8.3 2.3 0.962 8.8 2.6 1.198 8.4 2.4 1.023 9.6 2.7 1.361 7.5 2.1 0.774 11:15 8.0 2.3 0.955 8.7 2.4 1.084 8.8 2.6 1.198 7.8 2.4 0.965 8.2 2.4 1.051 8.4 2.5 1.074 11:30 7.9 2.3 0.910 8.7 2.5 1.128 8.2 2.5 1.038 7.4 2.1 0.763 7.2 2.0 0.720 7.2 2.1 0.748 11:45 7.5 2.1 0.797 8.4 2.5 1.074 8.2 2.4 1.032 8.1 2.3 0.971 8.1 2.3 0.948 7.7 2.2 0.853 12:00 8.0 2.3 0.930 7.9 2.4 0.961 7.8 2.3 0.908 7.5 2.2 0.833 7.3 2.1 0.768 7.0 2.1 0.711 12:15 7.3 2.1 0.783 7.7 2.2 0.869 7.9 2.4 0.954 7.2 2.0 0.736 7.7 2.2 0.858 7.7 2.2 0.870 12:30 7.7 2.1 0.831 8.0 2.2 0.903 7.9 2.2 0.908 8.1 2.3 0.976 7.2 2.0 0.712 7.1 2.1 0.740 12:45 7.1 2.1 0.724 8.3 2.4 1.017 8.5 2.4 1.063 7.3 2.0 0.732 7.5 2.1 0.781 7.2 2.0 0.736 13:00 7.7 2.2 0.855 7.8 2.3 0.910 8.5 2.4 1.047 7.8 2.3 0.913 6.9 2.0 0.683 7.3 2.0 0.753 13:15 7.2 2.0 0.739 7.5 2.2 0.820 8.2 2.4 1.010 7.2 2.1 0.761 7.6 2.1 0.791 6.9 1.9 0.658 13:30 7.7 2.2 0.871 7.8 2.2 0.880 7.8 2.3 0.900 7.4 2.1 0.788 7.2 2.1 0.767 7.4 2.1 0.796 13:45 7.0 2.0 0.679 8.4 2.4 1.030 7.5 2.1 0.782 7.1 1.9 0.674 6.9 1.9 0.653 6.9 1.9 0.648 14:00 7.6 2.2 0.830 7.6 2.2 0.853 8.1 2.3 0.958 7.5 2.1 0.786 7.2 2.1 0.743 7.1 2.1 0.752 14:15 6.8 1.9 0.642 7.7 2.2 0.850 8.0 2.3 0.954 7.4 2.1 0.794 7.1 2.0 0.715 7.3 1.9 0.707 14:30 7.4 2.1 0.784 7.8 2.3 0.907 7.4 2.2 0.818 7.3 2.1 0.759 7.0 2.0 0.695 6.8 2.0 0.674 14:45 7.4 2.1 0.785 7.3 2.2 0.784 7.5 2.1 0.810 7.1 2.0 0.719 7.0 2.0 0.702 6.7 2.0 0.649 15:00 7.1 2.0 0.710 7.5 2.1 0.795 8.0 2.3 0.946 7.6 2.1 0.825 7.0 2.0 0.706 6.9 2.0 0.689 15:15• 7.0 2.0 0.685 8.1 2.4 0.987 7.2 2.1 0.760 7.2 2.1 0.767 6.7 1.9 0.622 7.1 2.0 0.712 15:30 7.3 2.0 0.736 7.3 2.0 0.733 7.7 2.2 0.869 7.3 2.1 0.766 7.3 2.1 0.774 6.9 1.9 0.657 15:45 6.7 1.9 0.624 7.4 2.1 0.768 7.2 2.1 0.752 7.1 2.0 0.718 6.8 1.9 0.632 6.6 1.9 0.624 16:00 7.4 2.2 0.817 7.9 2.2 0.906 7.7 2.2 0.851 7.4 2.2 0.806 7.3 2.1 0.779 7.1 2.0 0.730 16:15 7.0 2.1 0.707 8.1 2.4 1.020 7.2 2.1 0.756 7.1 2.0 0.716 7.0 2.0 0.706 7.2 2.1 0.771 16:30 7.6 2.3 0.864 7.7 2.2 0.874 7.7 2.1 0.838 7.4 2.2 0.818 7.4 2.2 0.814 6.8 1.8 0.626 16:45 7.2 2.1 0.754 7.5 2.1 0.799 7.0 2.0 0.683 6.9 1.9 0.649 7.1 2.0 0.693 7.1 2.0 0.716 HB_041mp11DFINAL(inches):Dep HB_041mplWFINAL(teet/sec):Vel HB_041mp11QFINAL(MGD-Total MG):Flow HB RG01\mp11RAIN(Inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3130102 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 7.6 2.3 0.868 7.9 2.3 0.927 7.7 2.3 0.893 7.7 2.2 0.873 7.1 2.1 0.744 7.3 2.1 0.762 17:15 7.2 2.0 0.740 7.8 2.3 0.929 7.2 2.1 0.753 7.1 2.1 0.724 7.4 2.1 0.775 6.6 1.8 0.573 17:30 7.0 2.0 0.698 7.2 2.0 0.729 7.6 2.2 0.847 7.5 2.1 0.795 6.9 2.0 0.694 7.5 2.2 0.827 17:45 7.4 2.1 0.785 7.8 2.2 0.877 7.5 2.1 0.794 6.9 1.9 0.656 7.6 2.2 0.830 7.2 2.0 0.737 18:00 7.5 2.3 0.869 7.8 2.2 0.895 7.4 2.2 0.804 7.8 2.2 0.893 7.0 2.1 0.716 7.3 2.1 0.784 1815 7.6 2.1 0.825 7.3 2.1 0.781 7.7 2.1 0.834 7.0 2.0 0.709 7.8 2.2 0.880 7.6 2.1 0.812 18:30 7.7 2.2 0.875 7.9 2.3 0.920 7.6 2.3 0.872 7.6 2.2 0.848 7.4 2.1 0.775 7.3 2.2 0.820 18:45 7.3 2.1 0.747 7.6 2.3 0.887 7.5 2.1 0.777 7.1 1.9 0.685 8.0 2.4 0.958 7.6 2.2 0.840 19:00 0.01 7.9 2.2 0.901 7.8 2.2 0.876 8.0 2.3 0.937 7.9 2.3 0.925 7.6 2.3 0.865 7.4 2.2 0.812 19:15 7.0 2.0 0.700 8.2 2.4 0.989 7.0 2.0 0.713 7.3 2.1 0.752 7.9 2.3 0.903 7.5 2.1 0.798 19:30 7.8 2.2 0.859 7.1 2.1 0.738 7.8 2.3 0.908 7.6 2.1 0.809 8.2 2.4 0.999 8.0 2.3 0.954 19:45 7.6 2.2 0.842 7.6 2.1 0.830 7.7 2.3 0.891 7.9 2.3 0.933 7.4 2.1 0.803 7.3 2.0 0.736 20:00 7.3 2.1 0.772 7.9 2.3 0.925 7.2 2.1 0.743 7.4 2.1 0.798 7.8 2.3 0.906 7.7 2.3 0.887 20:15 7.6 2.1 0.827 7.1 2.1 0.725 7.9 2.3 0.906 7.9 2.2 0.890 7.1 2.0 0.690 7.2 2.1 0.739 20:30 7.9 2.3 0.935 7.6 2.2 0.847 7.7 2.3 0.882 7.9 2.3 0.931 7.9 2.3 0.914 7.9 2.2 0.873 20:45 7.1 1.9 0.676 7.9 2.3 0.905 7.6 2.1 0.809 7.2 2.0 0.702 7.6 2.3 0.871 7.3 2.0 0.738 21:00 7.5 2.1 0.808 7.0 1.9 0.675 7.3 2.1 0.777 8.0 2.3 0.937 7.5 2.2 0.816 7.5 2.2 0.833 21:15 7.3 2.0 0.751 7.7 2.1 0.837 7.3 2.0 0.720 7.5 2.1 0.812 7.1 2.1 0.731 7.4 2.1 0.800 21:30 7.3 2.0 0.725 7.2 2.0 0.725 7.3 2.2 0.791 7.6 2.1 0.806 7.7 2.2 0.850 7.4 2.2 0.823 21:45 7.6 2.2 0.856 7.3 2.1 0.775 7.4 2.1 0.762 8.0 2.3 0.951 7.2 2.2 0.785 7.4 2.1 0.772 22:00 7.1 1.9 0.666 7.4 2.2 0.813 7.0 2.0 0.707 7.2 2.1 0.733 7.6 2.2 0.829 7.3 2.1 0.756 22:15 7.6 2.1 0.807 7.0 1.9 0.673 7.4 2.2 0.797 7.6 2.2 0.841 7.0 1.9 0.680 7.5 2.1 0.801 22:30 6.7 1.8 0.586 7.4 2.1 0.781 6.9 1.9 0.647 7.2 2.0 0.714 7.0 2.0 0.693 6.9 1.9 0.662 22:45 7.5 2.2 0.835 7.0 2.0 0.695 7.0 2.0 0.685 6.7 1.9 0.641 7.1 2.0 0.702 7.0 2.0 0.700 23:00 7.2 1.9 0.693 6.7 1.9 0.631 7.1 2.0 0.694 7.2 2.1 0.755 6.9 1.9 0.664 7.4 2.1 0.798 23:15 6.9 2.0 0.682 7.0 2.0 0.702 8.8 1.9 0.644 6.9 2.0 0.686 6.7 1.8 0.606 6.7 1.9 0.612 23:30 7.0 2.0 0.701 7.0 2.0 0.693 6.6 1.9 0.606 7.2 2.0 0.728 6.6 1.8 0.594 6.6 1.8 0.574 23:45 7.3 2.1 0.744 6.6 1.8 0.579 6.4 1.8 0.584 6.6 1.9 0.812 6.3 1.6 0.510 6.3 1.8 0.539 Total 0.01 0.437 0.00 0.762 0.00 0.743 0.00 0.721 0.00 0.708 0.00 0.701 0.00 Average 7.4 2.1 0.786 7.3 2.0 0.762 7.2 2.0 0.743 7.1 2.0 0.721 7.0 2.0 0.708 7.0 2.0 0.701 Min Time 23:40 15:25 15:25 03:45 05:20 05:20 04:10 04:10 04:10 03:35 03:35 03:35 03:15 03:15 03:15 04:30 03:40 03:40 Min Value 5.8 1.5 0.442 4.6 0.9 0.178 4.3 0.8 0.112 4.2 0.7 0.115 4.2 0.6 0.101 4.2 0.7 0.118 Max Time 10:45 10:45 10:45 09:30 10:05 10:05 10:05 10:25 10:25 09:10 08:25 08:25 11:05 11:15 11:05 08:30 08:30 08:30 Max Value 8.6 2.5 1.132 8.8 2.6 1.191 9.2 2.7 1.271 8.8 2.7 1.206 9.9 2.8 1.446 8.9 2.6 1.223 Week Avg 7.1 2.0 0.733 WeekTotal 4.071 0.01 ADS Environmental Services HB_041mp11DFINAL(inches):Dep HB_04Vnp1\VFINAL(feeVsec):Vel HB 041rnp11QFINAL(MGD-Total MG):Flow HB RG011mp11RAIN(inches):Rain 4167 WARNER AVE. HB_04 Pipe Height:13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 415/02 4/6/02 4l7102 418/02 4/9/02 4/10102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.3 1.6 0.497 6.8 1.9 0.646 6.6 1.8 0.579 6.6 1.8 0.605 6.3 1.9 0.569 6.0 1.8 0.515 5.9 1.5 0.444 00:15 6.6 1.8 0.571 6.7 1.9 0.624 6.6 1.8 0.561 6.7 1.7 0.579 5.6 1.4 0.384 5.9 1.5 0.432 5.4 1.5 0.365 00:30 6.6 1.7 0.567 6.4 1.7 0.528 6.7 1.8 0.608 6.9 1.9 0.670 6.0 1.6 0.452 6.4 1.7 0.535 6.0 1.6 0.465 00:45 6.1 1.7 0.484 6.0 1.5 0.443 6.5 1.7 0.568 6.9 1.9 0.643 6.4 1.8 0.557 5.1 1.1 0.285 6.4 1.9 0.579 01:00 6.0 1.5 0.436 6.3 1.7 0.511 6.4 1.7 0.542 6.8 1.8 0.604 5.8 1.7 0.478 5.6 1.6 0.411 5.5 1.3 0.366 01:15 6.5 1.7 0.557 5.7 1.6 0.438 6.4 1.7 0.533 6.6 1.8 0.586 5.8 1.4 0.379 5.6 1.6 0.408 6.2 1.7 0.488 01:30 5.6 1.3 0.360 5.8 1.4 0.396 6.1 1.6 0.466 6.3 1.7 0.505 6.4 1.9 0.571 5.5 1.3 0.330 6.2 1.1 0.299 01:45 6.1 1.6 0.470 6.2 1.7 0.523 6.0 1.5 0.447 6.0 1.5 0.450 5.9 1.5 0.435 5.8 1.6 0.443 6.0 1.6 0.453 02:00 5.4 1.6 0.391 5.4 1.3 0.336 5.8 1.7 0.475 6.3 1.6 0.497 6.2 1.7 0.525 5.7 1.4 0.375 5.3 1.2 0.305 02:15 5.9 1.5 0.448 5.5 1.4 0.365 6.3 1.7 0.518 6.5 1.7 0.549 5.6 1.4 0.382 5.1 1.4 0.331 5.8 1.4 0.427 02:30 6.4 1.7 0.543 6.3 1.7 0.522 6.2 1.7 0.519 0.01 6.4 1.8 0.551 6.3 1.6 0.516 5.7 1.4 0.392 5.3 1.2 0.302 02:45 5.6 1.3 0.370 5.5 1.3 0.344 5.9 1.5 0.437 6.2 1.7 0.613 5.5 1.3 0.353 5.4 1.3 0.352 6.0 1.5 0.460 03:00 6.1 1.6 0.502 6.3 1.7 0.546 5.9 1.6 0.443 6.3 1.7 0.538 6.1 1.6 0.491 5.9 1.5 0.425 5.2 1.1 0.285 03:15 5.6 1.4 0.387 5.7 1.3 0.369 5.9 1.5 0.458 6.1 1.5 0.460 5.5 1.3 0.348 5.2 1.2 0.306 6.2 1.6 0.468 03:30 5.9 1.5 0.440 6.1 1.7 0.482 5.7 1.4 0.403 5.8 1.4 0.405 6.1 1.7 0.494 6.1 1.6 0.453 5.4 1.2 0.321 03:45 5.5 1.4 0.372 5.6 1.4 0.371 5.6 1.4 0.390 6.2 1.6 0.474 5.2 1.4 0.333 5.3 1.3 0.321 6.2 1.7 0.508 04:00 6.2 1.7 0.500 6.0 1.5 0.465 5.9 1.5 0.437 6.1 1.6 0.470 5.9 1.6 0.441 5.7 1.5 0.408 5.7 1.4 0.389 04:15 5.6 1.3 0.367 5.7 1.3 0.362 5.4 1.4 0.364 6.3 1.7 0.528 6.6 1.9 0.631 6.4 1.7 0.535 6.2 1.5 0.490 04:30 5.7 1.4 0.392 6.3 1.7 0.517 5.6 1.3 0.331 5.9 1.6 0.465 5.6 1.4 0.389 5.6 1.6 0.451 5.8 1.4 0.387 04:45 5.6 1.4 0.385 5.6 1.3 0.370 6.1 1.6 0.482 5.9 1.4 0.426 6.1 1.7 0.484 6.5 1.8 0.576 6.3 1.7 0.516 05:00 5.8 1.5 0.396 6.3 1.7 0.520 6.1 1.5 0.453 6.4 1.8 0.553 6.4 1.7 0.534 6.5 1.8 0.581 6.7 1.9 0.629 05:15 6.5 1.7 0.539 5.5 1.3 0.339 6.0 1.6 0.473 5.7 1.5 0.408 6.4 1.7 0.555 6.9 1.9 0.646 6.6 1.8 0.608 05:30 5.5 1.3 0.367 6.3 1.7 0.515 5.7 1.6 0.437 6.3 1.8 0.546 6.8 1.9 0.652 6.7 1.9 0.619 6.6 1.8 0.584 05:45 6.6 1.9 0.600 6.4 1.7 0.541 5.8 1.5 0.397 6.5 1.8 0.570 7.0 2.0 0.692 7.1 2.0 0.703 6.9 2.0 0.676 06:00 6.6 1.9 0.604 6.8 1.9 0.631 6.7 1.8 0.595 5.6 1.3 0.353 7.8 2.3 0.928 7.6 2.2 0.891 7.8 2.2 0.892 06:15 6.8 1.9 0.623 6.8 1.9 0.639 6.4 1.8 0.564 6.3 1.7 0.522 7.4 2.2 0.824 7.8 2.2 0.881 7.3 2.2 0.800 06:30 7.2 2.1 0.751 7.2 2.1 0.740 6.2 1.7 0.515 6.3 1.7 0.527 8.3 2.5 1.068 7.7 2.2 0.882 8.2 2.4 1.021 06:45 7.7 2.2 0.858 7.6 2.1 0.820 6.7 1.9 0.637 7.1 2.0 0.732 8.3 2.4 1.037 8.1 2.3 0.941 8.1 2.4 1.018 07:00 7.5 2.1 0.813 7.1 2.0 0.705 7.2 2.0 0.732 7.2 2.0 0.711 7.9 2.3 0.905 8.4 2.6 1.079 7.6 2.2 0.832 07:15 8.2 2.3 0.967 8.1 2.4 0.989 7.1 1.9 0.685 7.1 1.9 0.689 8.4 2.4 1.063 8.4 2.6 1.109 8.4 2.4 1.062 07:30 7.5 2.3 0.864 8.4 2.5 1.076 7.4 2.1 0.783 7.4 2.1 0.777 8.5 2.5 1.109 8.0 2.2 0.910 8.6 2.5 1.130 07:45 8.5 2.4 1.070 7.8 2.2 0.862 7.9 2.2 0.891 7.7 2.2 0.854 7.5 2.2 0.850 8.3 2.4 1.023 7.8 2.4 0.928 HB_04\mp1\DFINAL(inches):Dep HB 04\mp1\VFINAL(feeUsec):Vel HB_04\mp1\QFINAL(MGD-Total MG):Flow HB_RGO1Vnpi\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414102 415102 4(6(02 417102 418102 419102 4 IO= Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 8.6 2.5 1.111 8.4 2.4 1.022 7.5 2.1 0.779 0.01 8.0 2.4 0.973 8.0 2.3 0.960 7.7 2.2 0.884 7.9 2.2 0.890 08:15 8.1 2.3 0.968 8.6 2.5 1.105 8.0 2.3 0.952 7.8 2.2 0.873 8.3 2.4 1.050 7.7 2.1 0.817 8.2 2.4 0.998 08:30 7.8 2.2 0.887 9.0 2.6 1.241 8.3 2.4 1.012 8.4 2.5 1.080 8.3 2.5 1.077 8.2 2.3 0.991 7.7 2.1 0.842 08:45 8.4 2.5 1.073 8.7 2.5 1.132 7.8 2.3 0.926 7.7 2.2 0.862 7.6 2.1 0.813 7.8 2.3 0.917 7.7 2.2 0.846 09:00 8.4 2.5 1.069 8.9 2.6 1.224 8.3 2.3 0.972 8.1 2.3 0.965 8.1 2.3 0.951 8.0 2.3 0.937 8.1 2.4 0.991 09:15 8.0 2.4 0.960 8.7 2.5 1.133 8.5 2.5 1.079 8.8 2.6 1.204 8.3 2.4 1.028 7.4 2.2 0.817 7.3 2.1 0.760 09:30 8.0 2.3 0.936 8.7 2.6 1.171 9.1 2.6 1.255 8.2 2.4 0.999 7.9 2.3 0.915 8.0 2.3 0.932 7.8 2.2 0.873 09:45 8.5 2.4 1.054 8.6 2.6 1.180 8.9 2.7 1.231 8.4 2.4 1.020 7.5 2.1 0.802 7.4 2.0 0.760 7.2 2.2 0.775 10:00 8.2 2.4 0.994 8.6 2.5 1.117 8.3 2.5 1.063 8.8 2.6 1.186 8.2 2.3 0.979 7.7 2.1 0.831 7.6 2.1 0.809 10:15 7.7 2.3 0.886 8.6 2.6 1.156 7.8 2.3 0.922 8.1 2.3 0.966 7.1 2.1 0.733 6.8 2.0 0.662 7.2 2.1 0.763 10:30 7.9 2.2 0.897 8.5 2.5 1.077 7.8 2.3 0.900 8.4 2.5 1.072 7.9 2.2 0.903 7.8 2.2 0.861 7.8 2.2 0.869 10:45 8.1 2.4 1.009 7.7 2.2 0.880 7.9 2.2 0.879 8.5 2.5 1.088 7.4 2.3 0.857 6.9 1.9 0.638 7.0 2.0 0.684 11:00 7.6 2.1 0.809 7.7 2.2 0.850 7.9 2.2 0.894 7.7 2.2 0.842 7.5 2.2 0.830 7.5 2.1 0.818 6.9 2.0 0.690 11:15 7.8 2.3 0.913 8.4 2.4 1.054 8.3 2.4 1.022 8.6 2.5 1.125 7.8 2.3 0.918 7.0 2.0 0.690 7.3 2.1 0.764 11:30 7.2 2.0 0.732 8.0 2.4 0.972 8.4 2.4 1.041 8.0 2.4 0.969 7.2 2.0 0.707 7.1 2.0 0.698 6.6 1.8 0.585 11:45 7.8 2.3 0.906 7.8 2.3 0.923 8.4 2.4 1.037 8.2 2.3 0.975 7.2 2.2 0,802 7.6 2.2 0.837 7.1 2.0 0.707 12:00 7.3 2.1 0.767 7.6 2.1 0.828 7.8 2.3 0.902 8.3 2.4 1.037 7.5 2.1 0.798 7.2 2.0 0.711 7.4 2.1 0.770 12:15 7.2 2.1 0.761 7.9 2.3 0.930 7.6 2.2 0.834 8.1 2.3 0.971 6.8 1.9 0.643 6.9 1.9 0.662 6.8 1.9 0.633 12:30 7.4 2.1 0.800 7.4 2.1 0.763 8.3 2.4 1.030 8.1 2.3 0.964 7.5 2.1 0.793 7.0 2.0 0.707 6.7 1.8 0.615 12:45 6.8 1.9 0.645 7.8 2.3 0.900 8.1 2.4 0.991 8.0 2.4 0.957 6.9 1.9 0.632 6.9 1.9 0.656 7.2 2.0 0.733 13:00 7.6 2.2 0.859 7.6 2.2 0.851 7.0 2.0 0.693 7.6 2.1 0.821 7.5 2.2 0.844 7.4 2.1 0.775 7.1 2.0 0.716 13:15 7.2 2.0 0.722 7.2 2.0 0.713 8.0 2.2 0.908 7.6 2.2 0.843 7.5 2.1 0.806 7.0 1.9 0.675 6.4 1.7 0.524 13:30 7.3 2.1 0.784 7.3 2.2 0.804 7.9 2.3 0.933 7.8 2.2 0.876 6.9 2.0 0.685 6.6 1.8 0.595 6.8 1.9 0.648 13:45 7.7 2.3 0.881 7.3 2.0 0.740 7.3 2.1 0.789 8.1 2.4 1.004 6.9 1.9 0.664 6.8 2.0 0.667 6.8 2.0 0.671 14:00 6.9 2.0 0.665 6.8 2.0 0.675 7.6 2.1 0.822 7.6 2.1 0.806 7.2 2.1 0.747 6.7 1.8 0.597 6.7 1.8 0.598 14:15 7.1 2.0 0.701 7.6 2.1 0.806 7.9 2.3 0.906 8.0 2A 0.961 6.9 1.9 0.664 6.6 1.9 0.607 7.0 2.0 0.684 14:30 7.2 2.0 0.739 6.9 2.0 0.691 7.2 1.9 0.674 7.3 2.1 0.757 6.8 1.8 0.618 6.9 2.0 0.688 6.9 1.9 0.635 14:45 7.1 2.0 0.725 7.1 2.0 0.722 7.8 2.2 0.888 7.9 2.3 0.913 7.2 2.1 0.768 6.9 1.9 0.674 6.8 1.9 0.627 15:00 6.8 1.9 0.639 7.1 2.0 0.700 7.6 2.2 0.864 7.4 2.1 0.793 7.3 2.1 0.762 6.7 1.9 0.635 6.3 1.7 0.526 15:15 7.4 2.1 0.794 6.8 1.9 0.625 7.1 2.0 0.712 8.0 2.3 0.942 7.2 2.1 0.761 6.6 1.8 0.572 6.4 1.7 0.544 15:30 6.8 1.9 0.656 7.5 2.2 0.818 7.9 2.2 0.899 7.4 2.1 0.792 7.1 2.1 0.769 6.3 1.7 0.499 6.9 1.9 0.661 15:45 7.3 2.2 0.808 7.0 2.0 0.690 7.4 2.2 0.812 8.1 2.3 0.936 7.7 2.3 0.912 6.7 2.0 0.655 7.0 1.9 0.648 16:00 7.4 2.1 0.783 6.9 2.0 0.694 7.7 2.1 0.839 7.4 2.2 0.816 7.1 1.9 0.679 7.1 1.9 0.686 7.1 2.0 0.701 16:15 7.1 2.1 0.742 7.3 2.0 0.744 7.3 2.1 0.781 7.8 2.2 0.858 7.2 2.0 0.743 7.2 2.0 0.712 6.5 1.8 0.571 16:30 7.5 2.1 0.792 6.9 1.9 0.638 7.6 2.1 0.790 8.0 2.3 0.945 7.6 2.2 0.864 6.6 1.9 0.606 7.1 1.9 0.677 16:45 6.7 1.8 0.596 7.5 2.1 0.804 8.1 2.3 0.967 7.4 2.1 0.762 7.7 2.2 0.844 7.0 1.9 0.664 7.0 2.1 0.710 HB 041mp1MDFINAL(inches):Dep HB 04kmplWFINAL(feet/sec):Vel HB 041mp1lQFINAL(MGD-Total MG):Flow HB RG01trnp1tRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6102 07/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 7.6 2.2 0.841 7.3 2.0 0.730 7.4 2.1 0.781 8.4 2.4 1.048 7.2 2.1 0.739 7.3 2.1 0.789 7.2 2.0 0.724 17:15 7.1 2.0 0.705 7.1 2.0 0.707 8.1 2.3 0.957 8.3 2.5 1.053 7.4 2.2 0.820 6.9 2.0 0.675 6.9 1.9 0.640 17:30 7.6 2.2 0.834 7.4 2.1 0.778 7.1 2.0 0.706 7.7 2.2 0.851 7.4 2.1 0.773 6.5 1.8 0.567 7.5 2.1 0.806 17:45 7.4 2.2 0.827 7.2 2.1 0.749 8.3 2.2 0.958 8.3 2.4 1.004 7.7 2.2 0.889 7.5 2.2 0.830 7.5 2.1 0.788' 18:00 7.2 2.1 0.749 7.5 2.1 0.809 7.3 2.0 0.723 7.6 2.1 0.818 7.7 2.2 0.861 7.0 1.9 0.663 7.2 2.0 0.726 18:15 7.7 2.2 0.849 7.6 2.1 0.817 8.0 2.3 0.940 7.9 2.2 0.895 7.3 2.1 0.771 7.2 2.1 0.743 7.6 2.2 0.833 18:30 7.2 2.1 0.760 7.4 2.1 0.769 7.9 2.3 0.916 8.0 2.4 0.985 7.9 2.3 0.948 7.5 2.1 0.816 7.3 2.1 0.764 18:45 7.9 2.3 0.920 7.7 2.2 0.868 7.8 2.2 0.853 7.6 2.1 0.794 7.3 2.0 0.738 7.2 2.1 0.755 7.4 2.1 0.783 19:00 7.4 2.1 0.770 7.4 2.1 0.774 8.1 2.3 0.954 8.5 2.5 1.079 7.6 2.2 0.830 7.6 2.1 0.813 7.1 2.0 0.712 19:15 7.7 2.2 0.862 7.9 2.3 0.905 7.8 2.2 0.852 7.4 2.1 0.789 7.3 2.0 0.753 7.0 2.0 0.716 7.9 2.3 0.924 19:30 7.9 2.4 0.945 7.4 2.0 0.749 8.2 2.3 0.980 8.0 2.2 0.881 7.9 2.4 0.954 8.0 2.2 0.902 7.3 2.1 0.758 19:45 7.5 2.1 0.793 7.8 2.2 0.859 7.5 2.1 0.802 7.8 2.3 0.924 7.6 2.3 0.869 7.2 2.1 0.745 8.0 2.3 0.944 20:00 8.1 2.4 1.000 7.3 2.2 0.802 7.8 2.2 0.870 7.5 2.0 0.768 8.1 2.4 1.017 7.8 2.2 0.863 7.3 2.1 0.765 20:15 7.6 2.2 0.834 7.6 2.1 0.811 7.8 2.3 0.906 8.1 2.3 0.968 7.2 2.0 0.725 7.6 2.2 0.862 7.8 2.2 0.857 20:30 7.2 2.0 0.708 7.8 2.4 0.930 7.7 2.1 0.837 7.5 2.2 0.825 8.2 2.4 1.026 7.2 2.0 0.732 7.4 2.1 0.790 20:45 8.2 2.3 0.980 7.3 2.1 0.755 7.9 2.2 0.895 7.6 2.1 0.827 7.1 2.0 0.698 7.7 2.2 0.849 7.5 2.1 0.792 21:00 7.5 2.0 0.775 7.7 2.3 0.882 7.4 2.0 0.744 7.9 2.3 0.920 7.9 2.2 0.899 7.1 2.0 0.689 7.5 2.1 0.813 21:15 7.2 2.0 0.718 7.1 2.0 0.704 8.0 2.4 0.960 7.3 2.0 0.733 7.3 1.9 0.718 7.6 2.2 0.861 7.3 2.0 0.750 21:30 8.2 2.3 0.966 7.6 2.1 0.815 7.6 2.2 0.845 7.6 2.2 0.852 7.3 2.1 0.775 7.4 2.1 0.780 7.2 2.0 0.736 21:45 7.5 2.1 0.799 7.2 2.0 0.707 7.5 2.2 0.820 7.4 2.1 0.789 7.6 2.2 0.840 7.2 2.1 0.769 7.1 2.0 0.722 22:00 7.5 2.1 0.807 7.3 2.1 0.758 7.6 2.1 0.824 6.8 1.9 0.639 7.2 2.0 0.730 7.3 2.1 0.758 7.2 2.1 0.765 22:15 7.2 2.1 0.748 7.5 2.2 0.813 6.8 1.9 0.647 7.4 2.1 0.796 6.7 1.9 0.641 6.8 1.9 0.642 7.1 1.9 0.683 22:30 7.4 2.1 0.765 7.0 2.1 0.746 7.4 2.1 0.775 7.2 2.0 0.703 7.1 2.0 0.694 6.6 1.8 0.596 6.4 1.7 0.527 22:45 7.0 1.9 0.668 7.4 2.1 0.765 7.0 1.9 0.682 6.7 1.8 0.603 6.9 1.9 0.668 6.8 1.9 0.653 6.5 1.8 0.572 23:00 6.9 1.9 0.652 7.1 2.0 0.714 7.1 2.0 0.709 6.3 1.9 0.569 7.1 1.9 0.680 6.9 2.0 0.677 6.4 1.7 0.544 23:15 7.1 1.9 0.684 7.5 2.1 0.797 7.4 2.2 0.811 6.6 1.8 0.594 6.6 1.7 0.575 6.7 1.8 0.589 6.4 1.7 0.551 23:30 6.6 1.9 0.596 6.7 1.9 0.623 7.3 2.0 0.748 6.8 1.9 0.628 6.3 1.7 0.520 6.7 1.9 0.616 5.9 1.6 0.445 23:45 6.8 1.9 0.639 6.8 1.9 0.640 6.8 1.9 0.631 6.6 1.8 0.578 6.5 1.7 0.572 6.2 1.7 0.507 6.2 1.7 0.508 Total 0.726 0.00 0.747 0.00 0.759 0.02 0.777 0.00 0.734 0.00 0.679 0.00 0.671 0.00 Average 7.1 2.0 0.726 7.2 2.0 0.747 7.3 2.0 0.759 7.3 2.1 0.777 7.1 2.0 0.734 6.9 1.9 0.679 6.9 1.9 0.671 Min Time 04:55 03:05 04:35 05:15 05:15 05:15 04:15 04:15 04:15 04:50 04:50 04:50 03:55 02:46 03:55 03:45 02:55 02:55 03:00 03:00 03:00 Min Value 4.4 0.8 0.146 4.5 0.8 0.154 4.4 0.8 0.155 4.7 0.9 0.190 4.4 0.8 0.155 4.4 0.7 0.135 4.4 0.7 0.127 Max Time 07:55 08:05 07:55 09:05 09:10 09:05 09:35 09:35 09:35 09:15 09:25 10:05 07:25 07:35 07:35 07:55 07:20 07:20 07:30 07:30 07:30 Max Value 8.7 2.5 1.137 9.1 2.7 1.275 9.4 2.8 1.364 9.0 2.7 1.261 8.9 2.7 1.221 8.6 2.6 1.159 8.8 2.7 1.227 Week Avg 7.1 2.0 0.728 WeekTotal 5.093 0.02 ADS Environmental Services HB 041mp11DFINAL(inches):Dep HB_04VnplWFINAL(feettsec):Vel HB_04trnp11QFINAL(MGD-Total MG):Flow HB RG01\rnp11RAIN(inches):Rain 4167 WARNER AVE. HB_04 Pipe Height:13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4111102 4112102 4113102 4114102 4115102 4116102 4117102 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.0 1.6 0.468 6.4 1.8 0.566 6.4 1.9 0.594 6.2 1.7 0.505 6.0 1.6 0.463 6.0 1.6 0.457 5.1 1.0 0.265 00:15 5.7 1.4 0.383 5.9 1.5 0.437 5.9 1.5 0.428 6.5 1.8 0.589 6.3 1.7 0.527 6.6 1.8 0.590 5.4 1.3 0.332 00:30 6.0 1.5 0.435 5.8 1.4 0.396 6.1 1.5 0.442 6.3 1.8 0.546 5.4 1.2 0.317 5.4 1.2 0.311 4.7 0.9 0.204 00:45 5.5 1.6 0.394 6.2 1.7 0.515 6.5 1.8 0.578 5.8 1.5 0.407 6.0 1.5 0.433 6.1 1.6 0.469 5.1 1.3 0.296 01:00 6.2 1.8 0.531 5.6 1.5 0.402 5.5 1.4 0.360 6.4 1.7 0.508 6.0 1.7 0.503 5.1 1.1 0.267 4.5 1.3 0.249 01:15 5.8 1.5 0.425 6.5 1.8 0.570 6.3 1.7 0.524 6.1 1.6 0.482 5.6 1.4 0.372 5.9 1.5 0.429 4.9 1.3 0.277 01:30 5.5 1.4 0.360 5.4 1.4 0.353 6.0 1.7 0.485 5.7 1.4 0.403 5.9 1.6 0.439 5.4 1.2 0.321 9.3 2.8 1.338 01:45 5.7 1.7 0.439 6.2 1.5 0.487 5.8 1.4 0.412 5.9 1.5 0.412 5.6 1.4 0.368 6.0 1.5 0.451 8.1 2.4 0.988 02:00 5.2 1.1 0.278 5.3 1.2 0.310 6.3 1.7 0.528 6.1 1.7 0.505 5.1 1.4 0.320 5.4 1.3 0.335 6.2 1.7 0.527 02:15 6.0 1.5 0.434 5.9 1.5 0.445 5.5 1.3 0.379 5.5 1.3 0.340 5.4 1.2 0.310 6.1 1.6 0.489 5.7 1.4 0.374 02:30 5.2 1.1 0.286 5.7 1.4 0.397 6.4 1.8 0.547 6.4 1.7 0.534 5.6 1.4 0.372 5.8 1.5 0.420 5.3 1.4 0.344 02:45 6.2 1.7 0.498 6.4 1.7 0.631 5.7 1.4 0.397 5.7 1.3 0.378 6.0 1.5 0.457 5.7 1.6 0.421 5.8 1.4 0.393 03:00 5.4 1.2 0.337 5.5 1.2 0.334 6.0 1.6 0.473 6.2 1.5 0.497 5.5 1.4 0.361 5.4 1.4 0.354 5.2 1.3 0.325 03:15 5.9 1.5 0.439 6.1 1.7 0.507 5.4 1.5 0.360 5.8 1.5 0.411 5.5 1.6 0.399 0.01 5.5 1.4 0.364 5.8 1.4 0.396 03:30 5.4 1.3 0.315 5.8 1.3 0.385 5.3 1.2 0.307 5.9 1.5 0.429 5.5 1.2 0.321 5.8 1.5 0.454 5.1 1.1 0.280 03:45 5.2 1.2 0.307 6.2 1.6 0.494 6.0 1.4 0.409 5.5 1.5 0.373 5.4 1.3 0.347 0.01 5.8 1.5 0.411 5.9 1.4 0.434 04:00 5.9 1.5 0.410 5.9 1.5 0.415 5.5 1.2 0.346 6.0 1.6 0.478 5.9 1.5 0.438 6.2 1.6 0.510 5.8 1.7 0.478 04:15 5.3 1.6 0.374 5.9 1.6 0.456 6.3 1.8 0.531 5.6 1.4 0.370 5.8 1.4 0.409 5.9 1.4 0.431 6.1 1.6 0.463 04:30 5.7 1.4 0.376 5.9 1.5 0.421 5.4 1.2 0.308 6.3 1.6 0.505 6.1 1.6 0.506 0.01 6.3 1.8 0.547 6.1 1.7 0.504 04:45 6.4 1.7 0.529 6.4 1.8 0.575 6.5 1.8 0.579 5.6 1.4 0.360 6.2 1.6 0.470 6.2 1.7 0.501 6.3 1.8 0.553 05:00 6.4 1.8 0.562 6.4 1.8 0.553 5.7 1.4 0.403 6.6 1.5 0.462 6.5 1.8 0.559 6.5 1.8 0.562 6.1 1.6 0.481 05:15 6.7 1.8 0.606 6.4 1.8 0.558 5.7 1.4 0.400 5.4 1.3 0.336 6.6 1.8 0.610 0.01 6.7 1.9 0.639 6.7 1.8 0.616 05:30 6.5 1.8 0.589 6.8 1.9 0,653 6.0 1.6 0.467 5.7 1.5 0.407 6.6 1.9 0.625 6.7 1.9 0.643 6.9 2.0 0.677 05:45 6.9 2.0 0.700 6.9 1.8 0.618 6.1 1.6 0.486 6.1 1.6 0.477 6.9 1.9 0.675 7.1 2.1 0.764 6.9 1.9 0.657 06:00 7.7 2.2 0.841 7.5 2.1 0.779 6.1 1.6 0.464 6.5 1.7 0.556 7.0 2.0 0.683 0.01 7.4 2.1 0.799 7.9 2.4 0.945 0615 7.8 2.2 0.895 7.2 2.1 0.745' 6.5 1.7 0.552 6.7 1.8 0.590 8.0 2.4 0.959 0.01 8.1 2.3 0.949 7.2 2.1 0,738 06:30 8.1 2.3 0.958 8.1 2.4 0.992 6.6 1.9 0.628 6.6 1.8 0.586 7.5 2.2 0.830 8.4 2.5 1.096 8.2 2.3 0.982 06:45 8.4 2.5 1.084 8.4 2.5 1.104 7.0 2.0 0.683 6.7 1.8 0.595 7.8 2.3 0.892 7.8 2.1 0.826 8.3 2.3 0.996 07:00 8.1 2.4 0.987 7.7 2.2 0.870 7.7 2.2 0.871 7.0 2.1 0.724 8.5 2.5 1.087 8.4 2.4 1.054 8.3 2.6 1.098 07:15 7.7 2.1 0.836 8.0 2.3 0.946 7.9 2.2 0.895 7.5 2.1 0.798 8.1 2.4 1.013 8.4 2.4 1.054 7.6 2.2 0,845 07:30 8.3 2.4 1.029 8.5 2.5 1.100 7.9 2.4 0.942 7.1 2.0 0.717 7.5 2.2 0.843 7.7 2.3 0.884 7.6 2.2 0.854 07:45 8.4 2.4 1.045 7.6 2.2 0.853 7.5 2.2 0.827 7.8 2.2 0.866 8.4 2.4 1.061 7.9 2.2 0.892 8.5 2.4 1.030 HB 04trnp11DFINAL(inches):Dep HB_04MpiWFINAL(feet/sec):Vel HB 04%mpl%QFINAL(MGD-Total MG):Flow HB RG01Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/11/02 4/12/02 4/13/02 4/14/02 4/15/02 4/16/02 4/17/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Val Flow Rain 08:00 7.8 2.3 0.927 8.2 2.4 1.003 7.9 2.3 0.916 7.6 2.2 0.850 8.4 2.5 1.086 8.3 2.4 1.010 8.5 2.5 1.073 08:15 7.8 2.2 0.872 8.2 2.4 1.037 8.5 2.6 1.151 7.6 2.1 0.813 7.5 2.3 0.862 7.8 2.3 0.911 7.7 2.2 0.852 08:30 8.1 2.3 0.973 7.8 2.3 0.907 8.4 2.5 1.093 8.4 2.4 1.041 7.8 2.2 0.874 7.1 2.0 0.697 7.3 2.1 0.769 08:45 7.4 2.1 0.784 8.2 2.3 0.987 7.7 2.3 0.894 8.5 2.5 1.100 8.0 2.3 0.924 7.8 2.1 0.850 8.2 2.3 0.956 09:00 8.2 2.5 1.038 7.3 2.1 0.755 7.6 2.1 0.816 7.7 2.3 0.880 7.3 2.1 0.773 8.4 2.5 1.077 8.0 2.3 0.926 09:15 7.5 2.1 0.793 8.1 2.3 0.950 8.1 2.2 0.935 8.0 2.3 0.954 7.9 2.3 0.918 7.4 2.2 0.797 7.2 2.2 0.778 09:30 7.9 2.3 0.923 7.5 2.2 0.835 8.6 2.5 1.090 7.9 2.3 0.919 7.1 2.0 0.722 7.5 2.1 0.811 7.7 2.2 0.852 09:45 7.5 2.1 0.807 8.0 2.4 0.973 8.6 2.5 1.101 7.9 2.3 0.925 8.0 2.3 0.955 7.7 2.2 0.878 7.5 2.1 0.803 10:00 7.8 2.2 0.861 6.8 1.9 0.651 8.6 2.5 1.132 7.8 2.3 0.912 7.2 2.0 0.718 7.4 2.1 0.772 6.8 2.0 0.662 10:15 7.5 2.1 0.788 7.8 2.2 0.878 8.4 2.5 1.069 7.8 2.2 0.879 8.0 2.3 0.936 7.5 2.2 0.824 7.8 2.3 0.895 10:30 7.3 2.0 0.755 7.0 1.9 0.679 7.6 2.3 0.871 7.7 2.2 0.847 7.1 2.0 0.701 7.4 2.1 0.776 7.2 2.1 0.762 10:45 7.5 2.2 0.826 7.6 2.2 0.846 7.9 2.2 0.890 8.1 2.3 0.946 7.3 2.1 0.766 7.0 2.0 0.693 7.8 2.2 0.891 11:00 7.2 1.9 0.688 7.4 2.1 0.797 7.7 2.1 0.839 7.9 2.2 0.892 7.5 2.1 0.812 7.7 2.2 0.840 7.2 2.1 0.772 11:15 7.0 2.0 0.689 7.5 2.2 0.831 8.3 2.3 0.999 8.4 2.5 1.084 7.0 1.9 0.676 7.0 1.9 0.666 7.2 2.0 0.739 11:30 7.4 2.0 0.753 7.4 2.0 0.762 8.2 2.3 0.979 8.1 2.4 0.991 7.6 2.2 0.838 7.2 2.0 0.714 7.6 2.1 0.820 11:45 7.1 2.0 0.707 7.2 2.1 0.759 7.9 2.3 0.934 7.4 2.1 0.808 7.2 1.9 0.706 7.4 2.1 0.794 7.1 2.0 0.708 12:00 6.9 1.9 0.662 7.4 2.1 0.791 7.5 2.1 0.788 7.9 2.2 0.872 7.2 2.0 0.730 6.7 1.9 0.640 7.2 2.0 0.744 12:15 6.8 1.9 0.632 6.7 1.9 0..630 7.8 2.2 0.869 8.1 2.3 0.975 7.6 2.2 0.853 6.7 2.0 0.652 7.3 2.1 0.784 12:30 6.9 1.9 0.633 7.3 2.1 0.771 8.2 2.3 0.987 8.2 2.5 1.040 7.0 2.0 0.678 7.3 2.1 0.771 7.9 2.2 0.907 12:45 7.0 1.9 0.676 7.2 2.0 0.719 7.4 2.1 0.802 7.2 2.1 0.748 7.2 2.1 0.741 7.2 2.1 0.753 8.3 2.4 1.020 13:00 6.8 1.9 0.636 7.0 2.0 0.700 7.2 1.9 0.698 7.8 2.2 0.875 7.0 1.9 0.680 6.7 1.9 0.638 8.0 2.3 0.940 13:15 6.7 1.8 0.603 7.1 2.0 0.714 8.1 2.2 0.916 8.1 2.4 0.985 6.7 1.9 0.640 6.9 2.1 0.704 8.5 2.5 1.117 13:30 6.8 1.8 0.627 7.0 1.9 0.676 7.5 2.2 0.822 6.8 1.9 0.631 7.4 2.1 0.788 6.7 1.8 0.593 8.3 2.4 1.045 13:45 7.0 1.9 0.670 6.9 2.0 0.669 6.7 1.9 0.632 7.8 2.2 0.895 7.0 1.9 0.653 6.7 2.0 0.662 8.0 2.2 0.903 14:00 6.6 1.7 0.564 6.8 1.9 0.641 7.9 2.2 0.896 6.9 2.0 0.696 6.7 1.9 0.639 7.3 2.2 0.785 7.8 2.2 0.898 14:15 6.7 1.8 0.598 7.1 2.0 0.712 7.6 2.2 0.873 7.7 2.1 0.834 7.1 1.9 0.691 7.2 2.1 0.736 7.8 2.3 0.927 14:30 6.7 1.8 0.607 6.8 2.0 0.683 7.5 2.1 0.793 8.0 2.4 0.983 7.2 2.1 0.752 6.9 2.0 0.666 7.8 2.2 0.865 14:45 6.9 2.0 0.687 6.8 1.9 0.634 7.8 2.3 0.895 7.1 2.0 0.718 7.2 1.9 0.692 6.7 1.9 0.615 7.6 2.3 0.879 15:00 7.1 1.9 0.687 7.0 2.0 0.687 7.7 2.3 0.897 7.8 2.2 0.857 7.0 1.9 0.684 7.0 1.9 0.671 7.5 2.1 0.802 15:15 6.8 1.9 0.638 6.7 1.8 0.588 7.3 2.1 0.762 7.4 2.2 0.813 7.2 2.2 0.769 6.8 1.9 0.630 7.6 2.2 0.836 15:30 7.0 2.0 0.699 7.2 2.1 0.775 8.0 2.3 0.957 7.3 2.0 0.738 6.9 1.9 0.666 6.9 2.0 0.699 7.5 2.2 0.833 15:45 6.9 2.0 0.673 6.9 1.9 0.674 7.3 2.0 0.743 8.1 2.3 0.962 6.8 1.9 0.640 7.1 2.0 0.701 8.0 2.3 0.942 16:00 6.9 1.9 0.662 7.1 2.0 0.699 7.9 2.2 0.897 7.2 2.0 0.717 6.9 2.0 0.682 6.8 1.9 0.642 7.8 2.2 0.890 16:15 7.3 2.1 0.759 6.8 1.9 0.622 8.0 2.4 0.967 7.9 2.2 0.913 7.3 2.1 0.773 7.4 2.2 0.826 7.6 2.2 0.836 16:30 6.9 1.9 0.650 7.1 2.1 0.739 7.5 2.3 0.859 7.2 2.0 0.720 7.4 2.1 0.774 7.2 2.0 0.722 7.8 2.3 0.911 16:45 6.7 1.9 0.639 7.6 2.1 0.805 8.1 2.2 0.919 7.8 2.2 0.858 6.8 1.8 0.622 7.5 2.2 0.847 7.9 2.3 0.937 0 9 0 - HB_04\mp11DFINAL(inches):Dep HB_04\mp11VFINAL(feet/sec):Vel HB_041mp11QFINAL(MGD-Total MG):Flow HB RG01\mpl\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/11/02 4/12/02 4/13/02 4/14/02 4/15/02 4/16/02 4/17/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 7.3 2.0 0.751 7.1 2.0 0.712 8.3 2.3 0.985 6.9 2.0 0.672 7.1 2.0 0.724 7.6 2.1 0.804 8.2 2.4 1.039 17:15 7.2 2.0 0.716 7.9 2.2 0.875 7.6 2.2 0.865 7.8 2.2 0.872 7.6 2.1 0.835 6.9 1.9 0.646 8.0 2.2 0.922 17:30 7.1 1.9 0.688 7.0 1.9 0.666 7.3 2.1 0.761 6.8 1.9 0.657 7.1 2.0 0.714 7.9 2.3 0.910 7.9 2.2 0.913 17:45 8.0 2.3 0.928 7.6 2.2 0.862 8.0 2.2 0.913 7.7 2.2 0.854 7.5 2.1 0.812 7.4 2.0 0.755 8.1 2.4 0.998 18:00 7.0 2.0 0.683 7.3 2.0 0.748 7.7 2.2 0.874 7.3 2.1 0.770 7.4 2.1 0.771 7.4 2.1 0.790 7.6 2.2 0.845 18:15 7.9 2.3 0.935 7.8 2.3 0.912 7.2 2.0 0.714 7.6 2.1 0.814 7.1 1.9 0.685 7.0 1.9 0.675 7.9 2.3 0.928 18:30 7.1 2.1 0.728 .7.2 2.0 0.710 8.1 2.2 0.926 8.0 2.3 0.923 7.3 2.1 0.780 7.9 2.2 0.892 8.1 2.2 0.943 18:45 8.0 2.3 0.956 7.6 2.1 0.820 7.7 2.3 0.882 7.2 2.1 0.771 7.0 1.9 0.682 7.1 2.0 0.715 8.2 2.4 1.020 19:00 7.5 2.1 0.805 7.5 2.1 0.812 7.6 2.2 0.841 7.9 2.2 0.890 7.8 2.3 0.889 8.2 2.3 0.977 8.0 2.3 0.956 19:15 8.0 2.3 0.924 7.4 2.1 0.776 8.0 2.3 0.928 7.9 2.2 0.899 7.4 2.1 0.771 7.1 2.0 0.720 8.0 2.3 0.929 19:30 7.3 2.2 0.796 7.7 2.1 0.839 7.3 2.0 0.728 7.4 2.0 0.764 8.0 2.3 0.924 7.9 2.2 0.877 8.3 2.4 1.004 19:45 7.5 2.1 0.807 7.6 2.2 0.836 7.7 2.1 0.837 .8.0 2.2 0.909 7.1 2.1 0.729 7.3 2.2 0.807 8.1 2.4 0.991 20:00 7.8 2.2 0.885 7.9 2.2 0.883 7.1 2.1 0.727 7.4 2.1 0.776 8.2 2.3 0.956 7.7 2.2 0.879 8.2 2.3 0.965 20:15 7.7 2.1 0.836 6.9 2.0 0.686 7.8 2.2 0.881 7.8 2.3 0.905 7.6 2.2 0.830 7.5 2.1 0.814 8.3 2.4 1.049 20:30 7.5 2.2 0.822 7.7 2.3 0.886 7.4 2.1 0.773 7.4 2.2 0.802 7.7 2.2 0.850 7.4 2.1 0.777 7.8 2.2 0.882 20:45 7.8 2.2 0.862 7.3 2.0 0.743 7.8 2.2 0.860 7.7 2.3 0.884 7.2 2.0 0.724 7.4 2.2 0.813 8.3 2.4 1.007 21:00 7.2 2.1 0.749 7.8 2.2 0.893 6.9 1.9 0.651 7.1 2.0 0.698 7.5 2.1 0.809 7.7 2.1 0.827 7.8 2.2 0.877 21:15 7.6 2.2 0.834 7.3 2.0 0.738 7.9 2.3 0.907 7.6 2.2 0.840 7.0 1.9 0.671 7.2 2.1 0.775 8.2 2.3 0.982 21:30 6.9 1.8 0.640 7.2 2.1 0.749 6.9 1.9 0.660 7.1 2.0 0.721 7.7 2.2 0.857 7.8 2.2 0.891 7.7 2.2 0.870 21:45 7.1 2.0 0.719 7.6 2.1 0.808 7.6 2.2 0.841 7.3 2.1 0.788 7.3 2.0 0.753 6.9 1.9 0.647 7.9 2.3 0.905 22:00 7.5 2.1 0.794 7.0 2.0 0.689 7.1 1.9 0.687 7.3 2.1 0.755 6.8 1.9 0.648 7.5 2.1 0.792 8.0 2.2 0.905 22:15 6.9 1.8 0.623 7.0 2.0 0.703 7.2 1.9 0.691 6.5 1.8 0.565 7.0 2.0 0.694 7.0 2.0 0.703 7.3 2.1 0.751 22:30 7.0 2.0 0.701 7.0 2.0 0.709 7.0 2.0 0.710 7.0 2.0 0.694 6.5 1.8 0.559 5.9 1.5 0.445 7.5 2.2 0.822 22:45 6.9 1.9 0.660 7.1 2.1 0.733 7.4 2.1 0.798 7.0 2.0 0.698 6.9 2.0 0.686 5.7 1.4 0.406 7.4 2.0 0.742 23:00 6.5 1.8 0.576 6.9 1.9 0.654 7.0 2.0 0.689 6.6 1.8 0.580 6.6 1.7 0.564 5.8 1.3 0.381 7.2 2.0 0.734 23:15 6.5 1.7 0.551 6.8 1.9 0.628 6.6 1.8 0.588 6.6 1.8 0.590 6.5 1.7 0.544 5.7 1.4 0.391 7.3 2.0 0.730 23:30 6.2 1.6 0.485 6.4 1.7 0.562 6.9 1.9 0.676 6.7 1.9 0.636 6.3 1.7 0.524 5.6 1.3 0.345 6.9 1.9 0.651 23:45 6.5 1.8 0.557 6.6 1.8 0.569 6.8 1.9 0.637 5.6 1.6 0.421 5.9 1.5 0.419 5.8 1.5 0.422 7.2 2.0 0.709 Total 0.681 0.00 0.704 0.00 0.743 0.00 0.718 0.00 0.685 0.06 0.684 0.00 0.784 0.00 Average 7.0 1.9 0.681 7.0 2.0 0.704 7.2 2.0 0.743 7.1 2.0 0.718 7.0 1.9 0.685 6.9 1.9 0.684 7.3 2.1 0.784 Min Time 03:55 02:00 03:55 02:40 02:40 02:40 03:40 03:40 03:40 01:40 03:05 01:40 02:20 02:20 02:20 03:35 01:00 03:35 01:10 00:40 00:40 Min Value 4.2 0.8 0.139 4.6 0.8 0.155 4.2 0.7 0.119 4.5 0.8 0.157 4.2 0.6 0.109 4.3 0.7 0.129 4.0 0.6 0.092 Max Time 07:35 06:55 06:55 07:40 06:65 07:40 08:30 08:15 08:15 08:45 08:45 08:45 07:15 07:15 07:15 07:16 06:35 06:35 01:40 01:30 01:40 Max Value 8.6 2.6 1.113 8.6 2.6 1.167 8.8 2.7 1.223 8.9 2.6 1.224 8.7 2.6 1.174 8.6 2.7 1.192 9.8 2.9 1.398 Week Avg 7.1 2.0 0.714 WeekTotal 4.998 0.06 ADS Environmental Services HB_04Vnp11DFINAL(inches):Dep HB_041mpMFINAL(feeVsec):Vel HB_041mp11QFINAL(MGD-Total MG):Flow HB_RGO1VnplkRAIN(inches):Rain 4167 WARNER AVE. HB_04 Pipe Height:13.88 HUNTINGTON BEACH,CA HC 3.9433-3.9433 0.0000-0.0000 Thursday Friday 4/18/02 4/19/02 Dep Vel Flow Rain Dep Val Flow Rain 00:00 6.9 1.9 0.674 6.6 1.8 0.581 00:15 6.7 1.8 0.598 6.1 1.6 0.470 00:30 6.9 1.9 0.669 6.2 1.6 0.470 00:45 6.4 1.7 0.513 6.1 1.6 0.469 01:00 6.7 1.8 0.600 6.2 1.6 0.477 01:15 6.6 1.8 0.595 6.1 1.5 0.446 01:30 7.0 1.9 0.680 6.5 1.7 0.532 01:45 6.6 1.9 0.603 6.5 1.7 0.537 02:00 7.0 2.1 0.725 7.1 2.0 0.697 02:15 6.2 1.7 0.507 6.4 1.7 0.548 02:30 5.8 1.4 0.373 5.7 1.4 0.369 02:45 6.2 1.5 0.441 6.3 1.7 0.525 03:00 6.4 1.7 0.518 6.2 1.6 0.504 03:15 7.0 1.9 0.650 6.6 1.9 0.609 03:30 6.9 1.9 0.643 6.5 1.7 0.546 03:45 6.4 1.8 0.554 6.3 1.6 0.497 04:00 6.5 1.8 0.571 6.6 1.7 0.556 04:15 7.0 2.0 0.699 6.4 1.7 0.561 04:30 7.0 2.0 0.702 7.2 2.1 0.754 04:45 7.1 1.9 0.674 7.1 1.9 0.693 05:00 7.1 2.1 0.749 7.1 2.0 0.705 05:15 7.0 2.0 0.707 7.2 2.2 0.817 05:30 7.6 2.2 0.846 7.7 2.2 0.866 05:45 7.9 2.3 0.926 7.9 2.2 0.891 06:00 8.0 2.4 0.991 7.9 2.3 0.931 06:15 8.2 2.4 1.009 8.7 2.5 1.116 06:30 8.9 2.7 1.234 8.1 2.4 0.987 06:45 8.7 2.5 1.125 8.2 2.4 1.000 07:00 8.3 2.4 1.038 9.1 2.6 1.258 07:15 8.3 2.4 1.020 9.3 2.6 1.292 07:30 8.7 2.6 1.167 8.3 2.5 1.055 07:45 9.4 2.7 1.341 8.3 2.4 1.030 s � a HB_041mp1\DFINAL(inches):Dep HB_04\mp1\VFINAL(feet/sec):Vel HB_04Vnp1\QFINAL(MGD-Total MG):Flow HB_RG011mp11RAIN(inches):Rain Thursday Friday 4/18/02 4/19/02 Dep Vel Flow Rain Dep Vel Flow Rain 08:00 8.5 2.6 1.160 8.7 2.4 1.102 08:15 8.4 2.5 1.065 8.7 2.6 1.188 08:30 8.6 2.3 1.038 8.3 2.5 1.061 08:45 8.5 2.4 1.073 8.3 2.3 0.991 09:00 7.8 2.2 0.888 8.8 2.6 1.177 09:15 7.9 2.3 0.940 8.5 2.6 1.149 09:30 7.9 2.4 0.956 7.8 2.2 0.858 09:45 8.2 2.4 0.989 8.5 2.4 1.066 10:00 8.7 2.6 1.150 7.9 2.3 0.943 10:15 7.7 2.3 0.906 8.2 2.3 0.979 10:30 8.2 2.4 1.023 7.8 2.1 0.853 10:45 7.6 2.2 0.840 8.5 2.4 1.049 11:00 8.2 2.3 0.981 7.7 2.2 0.846 11:15 7.4 2.1 0.802 8.0 2.2 0.892 11:30 7.9 2.3 0.924 7.7 2.1 0.834 11:45 7.8 2.3 0.909 7.8 2.3 0.895 12:00 7.9 2.30.914 7.9 2.30.913 12:15 8.2 2.3 0.983 7.9 2.2 0.887 12:30 7.6 2.1 0.806 7.5 2.2 0.841 12:45 7.6 2.2 0.867 7.7 2.2 0.868 13:00 8.0 2.3 0.943 8.0 2.3 0.926 13:15 7.7 2.2 0.859 7.7 2.1 0.818 13:30 7.3 2.1 0.759 7.2 2.0 0.715 13:45 7.3 2.1 0.783 7.5 2.2 0.832 14:00 7.4 2.1 0.779 7.6 2.2 0.862 14:15 7.3 2.1 0.768 7.5 2.0 0.755 14:30 7.4 2.1 0.796 7.6 2.2 0.841 14:45 7.6 2.2 0.853 7.2 2.0 0.720 15:00 7.5 2.2 0.831 7.3 2.2 0.797 15:15 7.6 2.1 0.818 7.4 2.1 0.782 15:30 7.7 2.2 0.865 7.9 2.3 0.916 15:45 7.3 2.1 0.751 7.8 2.2 0.861 16:00 7.7 2.2 0.887 7.3 2.1 0.759 16:15 7.9 2.2 0.908 7.7 2.3 0.888 16:30 7.6 2.1 0.811 8.1 2.4 0.982 16:45 7.3 2.0 0.744 7.4 2.2 0.810 HB_04Vnp11DFINAL(inches):Dep HB 04VnplWFINAL(feeVsec):Vel HB_04Vnp11QFINAL(MGD-Total MG):Flow HB_RG011mp11RAIN(inches):Rain Thursday Friday 4118/02 4/19/02 Dep Val Flow Rain Dep Vel Flow Rain 17:00 8.1 2.3 0.962 7.8 2.2 0.873 17:15 7.8 2.2 0.868 7.6 2.1 0.810 17:30 7.3 2.1 0.763 8.1 2.3 0.949 17:45 7.9 2.3 0.914 8.2 2.3 0.966 18:00 7.5 2.2 0.839 7.6 2.2 0.845 18:15 7.9 2.2 0.887 8.2 2.4 1.001 18:30 8.2 2.3 0.966 7.9 2.3 0.915 18:45 7.7 2.2 0.851 7.7 2.3 0.899 19:00 8.1 2.3 0.973 8.1 2.3 0.950 19:15 8.2 2.3 0.981 7.7 2.2 0.856 19:30 8.1 2.4 0.997 8.4 2.5 1.070 19:45 8.0 2.3 0.933 8.1 2.3 0.937 20:00 8.2 2.4 1.011 8.2 2.4 1.031 20:15 8.0 2.2 0.925 7.9 2.3 0.913 20:30 7.5 2.1 0.817 8.0 2.3 0.948 20:45 8.3 2.4 1.001 7.7 2.2 0.879 21:00 7.7 2.2 0.877 7.7 2.2 0.881 21:15 8.1 2.3 0.979 8.0 2.2 0.891 21:30 8.0 2.3 0.927 7.6 2.2 0.833 21:45 7.6 2.2 0.869 7.9 2.2 0.893 22:00 8.0 2.2 0.908 8.1 2.3 0.943 22:15 7.6 2.2 0.843 7.5 2.1 0.814 22:30 7.4 2.1 0.795 7.5 2.2 0.832 22:45 7.2 2.1 0.748 7.4 2.1 0.813 23:00 7.1 2.0 0.713 7.2 2.1 0.754 23:15 7.3 2.0 0.747 7.3 2.0 0.745 23:30 7.0 1.9 0.660 7.0 2.1 0.724 23:45 6.8 1.8 0.607 6.9 1.8 0.631 Total 0.842 0.834 Average 7.6 2.2 0.842 7.6 2.1 0.834 Min Time 02:40 02:40 02:40 03:00 02:40 02:40 Min Value 5.6 1.3 0.326 5.4 1.1 0.281 Max Time 07:50 07:50 07:50 07:20 07:05 07:20 Max Value 9.8 2.9 1.480 9.6 2.7 1.375 Week Avg 7.6 2.2 0.838 WeekTotal 1.676 I O • i • Flow Monitor HB-05 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 7.70 1.62 0.863 consistent with field confirmations conducted to date and Minimum 5.01 0.87 0.259 support the relative accuracy of the flow monitor at this Maximum 10.28 2.26 1.635 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. Site Book#/MH# �— - - Site Report HB-05 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/12/02 Diameter ADS Job# ress/ Location: 9508 Hamilton (Huntington Bch, Ca) Initials: Ty D. 21.00"x21.00" 11871.11 Just east of Bushard St. in westbound lefthand turn lane of Hamilton Ave. Installation Access: Drive Thomas Guide: 827 D-6 Stainless steel ring with ultrasonic,velocity and pressure sensors. Safety � Ny No rungs Gas Investigation N lull" —————————————————— 02 0 % HB_05 H2S 0 ppm cc ♦— ������������ CO 0 ppm m o� r a ------------------- LEL 0 % o fn Hamilton Ave. o r m Traffic HB_05 7-11 Pizza Cleaners H & R Moderate X�hBlock Pipe Material Hamilton Ave. VCP Manhole Depth 12 ft. Access Map Site Map Pipe and M.H.Condition = Manhole in Fair Condition Sensor Manhole Profile a Location 1 � N co N x E o m = o � � N d 0. a 21 .00"h x 21 .00"w Cross-Section View Plan View Show Any Defects Drawings Not to Scale Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor i :harge: None Height : --- Velocity Sensor L :30 DOF 10.00" +/- velocity 3.00 fps silt 0.001, Show Sensor Locations ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 11 HB 05\m 1\DFINAL HB 05\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 10 3.5 0.40 9 8 3.0 0.35 7 2.5 0.30 c 6 CD � v o 0.25 L 2.0 of aai 5 v ' o 0.20 q 1 .5 0.15 3 1 .0 0.10 2 0.5 0.05 1 0.00 0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 11 HB 05\m 1\DFINAL HB 05\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 10 3.5 9 ; l 0.40 I q n I lam„ I I I r ✓ I I r � � � ��! 3.0 0.35 N i p 4 7 2.5 0.30 < c 6 ' CD 0.25 2.0 .co o. 5 l d ;i.. m 0.20 4 1 .5 4 0.15 3 r a 1 .0 0.10 2 0.5 0.05 1 0.00 0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 11 HB 05\m 1\DFINAL HB 05\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 10 3.5 9 �I 0.40 3.0 8 ti� 0.35 7 2.5 0.30 CD c - � 0.25 t 2.0 @ c 5 � N y 0.20 4 1 .5 0.15 3 1 .0 0.10 2 0.5 0.05 1 0.00 0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 11 HB 05\m 1\DFINAL HB 05\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 10 9 f 3.5 9 it 0.40 3.0 8 0.35 T, T ti 7 2.5 0.30 i m c 6 0 0.25 ti 2.0 Akk m a 0 5 I �uVf j�.� 0.20 4 1 .5 y 0.15 f 3 �I 1 .0 0.10 2 0.5 0.05 1 0.00 0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 11 HB 05\m 1\DFINAL HB 05\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 10 n 3.5 9 0.40 8 � 3.0 0.35 7 2.5 0.30 < n. 0.25 L 2.0 of m i Ilk 0.20 � q ! 4 1 .5 h V'' 0.15 3 u 1 .0 0.10 2 0.5 0.05 1 0.00 0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 2.00 HB 05\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0 0.25 M 1 .00 af _o LL 0.20 0.75 0.15 0.50 0,10 0.25 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 2.00 HB 05\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 c U` 0.25 1 .00 ff 3 _o LL 0.20 0.75 "d 0.15 0.50 0.10 I� N v 0.25 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 2.00 HB 05\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 o � 0.25 1 .00 co 3 ' Cr _o LL 0.20 0.75 0.15 0.50 1 0.10 0.25 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 2.00 HB 05\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 0.30 .25 0 .� 0.25 �- 1 .00 � o L 0.20 0.75 0.15 0.50 0.10 7 0.25 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height: 21 .00 HUNTINGTON BEACH, CA 0.50 2.00 HB 05\m 1\QFINAL HB RG03\m 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 MA c � 0.25 1 .00 Of 3 o LL 0.20 0.75 II 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Aor 2002 Time ADS Environmental Services 9508 HAMILTON HB_05 Pipe Height:21.00 HUNTINGTON BEACH,CA HC 3.0255-3.0255 0.0000-0.0000 HB_05Mp11QFINAL(MGD•Total MG) HB_RG031mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14102 03:30 0.276 07:20 1.475 0.826 0.826 0.00 3/15/02 04:20 0.277 07:20 1.635 0.867 0.867 0.00 3/16/02 04:25 0.273 10:05 1.465 0.868 0.868 0.00 3/17/02 04:30 0.276 10:40 1.597 0.910 0.910 0.20 3/18/02 04:45 0.301 07:45 1.459 0.911 0.911 0.00 3119102 04:25 0.259 07:40 1.484 0.846 0.846 0.00 3/20/02 04:25 0.286 07:55 1.534 0.814 0.814 0.00 3/21102 04:20 0.306 07:50 1.486 0.874 0.874 0.00 3/22/02 04:25 0.289 07:35 1.436 0.822 0.822 0.00 3/23102 02:10 0.399 10:15 1.579 0.983 0.983 0.09 3/24/02 04:55 0.436 10:00 1.561 0.977 0.977 0.01 3/25/02 05:00 0.292 08:05 1.427 0.844 0.844 0.00 3/26102 02:05 0.290 07:35 1.463 0.827 0.827 0.00 3127102 04:30 0.299 08:00 1.400 0.855 0.855 0.00 3/28/02 03:20 0.289 08:25 1.395 0.819 0.819 0.00 3/29/02 04:20 0.268 08:10 1.410 0.813 0.813 0.00 3/30102 05:20 0.309 12:05 1.490 0.919 0.919 0.00 3/31/02 05:15 0.312 09:55 1.516 0.869 0.869 0.00 411/02 03:30 0.387 08:35 1.265 0.870 0.870 0.00 412102 04:10 0.343 08:05 1.216 0.831 0.831 0.00 43102 04:20 0.318 08:10 1.251 0.830 0.830 0.00 414102 03:35 0.335 08:30 1.259 0.830 0.830 0.00 4/5102 04:20 0.304 07:45 1.247 0.829 0.829 0.00 .4/6102 04:45 0.345 10:35 1.429 0.873 0.873 0.05 417102 04:30 0.324 10:15 1.428 0.901 0.901 0.00 4/8/02 02:40 0.336 07:05 1.409 0.911 0.911 0.00 4/9/02 02:25 0.309 07:05 1.382 0.825 0.825 0.00 4110/02 01:40 0.334 06:45 1.341 0.807 0.807 0.00 RepoMvg 0.863 ReportTotal 24.15 0.35 ADS Environmental Services HB_05Unp11DFINAL(inches):Dep HB_051mplWFINAL(feeUsec):Vel HB 05Vnp11QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain 9508 HAMILTON HB_05 Pipe Height:21.00 HUNTINGTON BEACH,CA HC 3.0255-3.0255 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15102 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 7.0 1.4 0.640 7.0 1.5 0.663 7.0 1.5 0.660 7.0 1.5 0.659 7.0 1.5 0.695 7.5 1.6 0.795 7.0 1.5 0.656 00:15 6.6 1.4 0.571 6.8 1.4 0.598 6.8 1.4 0.599 6.9 1.5 0.682 6.8 .1.4 0.600 7.3 1.6 0.738 6.6 1.3 0.557 00:30 6.4 1.3 0.525 6.4 1.3 0.535 6.7 1.4 0.580 6.7 1.4 0.591 6.5 1.4 0.561 7.1 1.5 0.681 6.4 1.4 0.551 00:45 6.2 1.3 0.499 6.3 1.3 0.499 6.5 1.4 0.554 6.5 1.4 0.560 6.1 1.3 0.483 7.0 1.5 0.664 6.3 1.3 0.518 01:00 6.1 1.3 0.465 6.1 1.3 0.467 6.5 1.4 0.565 6.4 1.3 0.528 5.9 1.2 0.443 6.8 1.4 0.593 6.1 1.3 0.462 01:15 5.9 1.2 0.441 6.0 1.2 0.452 6.1 1.2 0.450 6.4 1.3 0.518 5.9 1.2 0.439 6.7 1.4 0.591 5.9 1.2 0.428 01:30 5.8 1.2 0.422 5.9 1.2 0.431 6.0 1.2 0.445 6.1 1.2 0.456 5.8 1.2 0.428 6.6 1.4 0.582 5.8 1.2 0.423 01:45 5.5 1.2 0.403 5.6 1.2 0.391 5.8 1.3 0.451 6.1 1.3 0.489 5.6 1.2 0.399 6.4 1.4 0.539 5.7 1.2 0.400 02:00 5.6 1.1 0.376 5.4 1.2 0.386 5.6 1.2 0.391 6.0 1.2 0.439 5.4 1.1 0.346 5.8 1.2 0.426 5.7 1.3 0.433 02:15 5.6 1.1 0.373 5.6 1.3 0.413 5.6 1.2 0.395 5.9 1.2 0.437 5.5 1.2 0.387 5.5 1.1 0.357 5.4 1.1 0.351 02:30 5.5 1.1 0.344 5.4 1.1 0.335 5.6 1.2 0.400 5.8 1.3 0.436 5.6 1.2 0.393 5.6 1.1 0.379 5.4 1.1 0.342 02:45 5.5 1.1 0.361 5.4 1.1 0.350 5.6 1.2 0.397 5.8 1.2 0.416 5.4 1.2 0.365 5.4 1.1 0.361 5.6 1.2 0.385 03:00 5.3 1.1 0.332 5.5 1.1 0.350 5.4 1.2 0.369 5.7 1.2 0.421 5.4 1.1 0.356 5.5 1.2 0.374 5.4 1.1 0.341 03:15 5.3 1.1 0.327 5.2 1.1 0.323 5.5 1.2 0.398 5.6 1.2 0.391 5.4 1.1 0.347 5.4 1.1 0.359 5.4 1.2 0.369 03:30 5.3 1.1 0.330 5.2 1.1 0.326 5.7 1.2 0.414 5.6 1.2 0.392 5.4 1.1 0.360 5.4 1.1 0.336 5.5 1.1 0.366 03:45 5.3 1.1 0.323 5.4 1.1 0.357 5.5 1.2 0.380 5.4 1.1 0.349 5.6 1.2 0.399 5.5 1.1 0.359 5.4 1.1 0.344 04,00 5.3 1.1 0.338 5.3 1.0 0.317 5.6 1.2 0.392 5.5 1.2 0.377 5.3 1.1 0.338 5.4 1.0 0.326 5.4 1.1 0.352 04:15 5.4 1.1 0.337 5.2 1.0 0.294 5.5 1.1 0.358 5.5 1.1 0.364 5.4 1.1 0.364 5.3 1.0 0.325 5.3 1.0 0.314 04:30 5.3 1.0 0.314 5.4 1.1 0.349 5.4 1.1 0.341 5.2 1.0 0.305 5.5 1.2 0.380 5.6 1.2 0.384 5.4 1.1 0.348 04:45 5.4 1.1 0.351 5.3 1.1 0.346 5.4 1.1 0.345 5.2 1.1 0.318 5.3 1.1 0.341 5.5 1.1 0.361 5.7 1.2 0.414 05:00 5.7 1.2 0.411 5.3 1.2 0.358 5.3 1.1 0.326 5.6 1.1 0.337 5.4 1.1 0.356 5.6 1.2 0.407 5.6 1.1 0.378 05:15 5.6 1.2 0.388 5.6 1.1 0.379 5.3 1.1 0.338 5.4 1.1 0.352 5.8 1.3 0.438 5.8 1.2 0.412 6.7 1.2 0.404 05:30 6.1 1.3 0.474 5.8 1.2 0.420 5.4 1.1 0.364 5.4 1.1 0.360 5.9 1.3 0.464 6.0 1.2 0.436 6.0 1.3 0.474 05:45 6.3 1.3 0.513 6.1 1.3 0.500 5.3 1.1 0.334 5.5 1.2 0.379 6.3 1.3 0.507 6.2 1.3 0.501 6.4 1.4 0.543 06:00 6.7 1.4 0.582 6.8 1.5 0.629 5.5 1.1 0.355 5.6 1.2 0.392 6.6 1.4 0.595 7.0 1.5 0.664 7.0 1.5 0.663 06:15 7.3 1.5 0.733 7.3 1.6 0.776 5.8 1.3 0.450 5.7 1.2 0.409 7.3 1.6 0.754 7.5 1.6 0.794 7.5 1.6 0.803 06:30 8.2 1.8 0.973 8.0 1.8 0.948 6.0 1.2 0.441 5.8 1.2 0.424 8.0 1.6 0.679 8.3 1.7 0.965 8.3 1.8 0.995 06:45 8.8 1.8 1.129 9.1 1.9 1.237 6.6 1.4 0.575 6.2 1.3 0.496 8.6 1.8 1.050 8.9 1.8 1.123 8.9 1.8 1.133 07:00 9.1 1.9 1.243 9.6 2.0 1.373 6.9 1.5 0.646 6.4 1.4 0.550 9.3 1.9 1.293 9.3 1.9 1.261 9.3 1.9 1.265 07:15 9.5 2.0 1.369 9.9 2.1 1.518 7.4 1.6 0.776 6.7 1.4 0.607 9.5 2.0 1.329 9.5 1.9 1.310 9.5 2.0 1.348 07:30 9.6 2.0 1.376 10.0 2.0 1.466 7.5 1.6 0.804 7.1 1.5 0.692 9.6 2.0 1.377 9.7 2.0 1.432 9.8 2.0 1.427 07:45 9.6 2.0 1.374 10.2 2.1 1.556 8.0 1.7 0.922 7.4 1.6 0.780 9.7 2.0 1.388 9.8 2.0 1.427 9.8 2.0 1.429 • 0 ! HB_05Unpl\DFINAL(inches):Dep HB_05\mp1\VFINAL(teet/sec):Vel HB_05\mpl\QFINAL(MGD-Total MG):Flow HB_RG03\mpt\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 9.6 2.0 1.375 10.2 2.1 1.538 8.6 1.8 1.068 7.7 1.6 0.822 9.9 2.0 1.425 9.9 1.9 1.395 9.8 2.0 1.410 08:15 9.7 2.0 1.363 10.1 2.1 1.542 8.7 1.9 1.131 8.4 1.8 1.004 9.7 2.1 1.424 9.7 2.0 1.401 9.6 2.0 1.356 08:30 9.5 2.0 1.363 10.0 2.1 1.516 9.0 1.9 1.190 8.8 1.8 1.103 9.4 2.0 1.325 9.5 1.9 1.303 9.4 1.9 1.255 08:45 9.3 1.9 1.237 9.8 2.0 1.436 9.3 2.0 1.324 9.3 1.9 1.271 9.2 1.9 1.250 9.2 1.9 1.258 9.1 2.0 1.283 09:00 8.9 1.8 1.149 9.6 1.9 1.308 9.5 2.0 1.348 9.4 2.0 1.333 9.1 1.9 1.219 8.9 1.9 1.161 8.7 1.8 1.124 09:15 8.8 1.8 1.098 9.4 1.9 1.288 9.5 2.0 1.337 9.5 1.9 1.303 9.0 1.9 1.203 8.6 1.8 1.076 8.5 1.8 1.079 09:30 8.6 1.8 1.058 9.3 1.9 1.293 9.6 1.9 1.339 9.6 1.9 1.322 8.8 1.9 1.164 8.6 1.8 1.046 8.5 1.8 1.041 09:45 8.4 1.8 1.019 9.3 1.9 1.273 9.7 2.1 1.433 9.8 2.1 1.458 8.7 1.9 1.166 8.5 1.8 1.040 8.5 1.8 1.031 10:00 8.4 1.7 1.004 9.2 1.9 1.247 9.7 2.0 1.09 9.9 2.1 1.486 8.8 1.8 1.130 8.4 1.8 1.049 8.4 1.8 1.023 10:15 8.5 1.7 1.015 9.1 1.9 1.212 9.6 1.9 1.314 9.9 2.0 1.454 8.7 1.8 1.113 8.5 1.8 1.022 8.2 1.7 0.949 10:30 8.2 1.7 0.949 8.9 1.9 1.168 9.7 2.0 1.401 10.2 2.1 1.574 8.5 1.8 1.054 8.4 1.8 1.012 8.2 1.7 0.980 10:45 7.9 1.7 0.900 8.9 1.9 1.161 9.7 2.1 1.424 10.1 2.1 1.517 8.4 1.8 1.020 8.1 1.7 0.941 8.0 1.7 0.908 11:00 7.9 1.7 0.902 8.7 1.8 1.107 9.4 2.0 1.346 9.9 2.0 1.457 8.2 1.8 1.000 8.1 1.7 0.929 7.9 1.8 0.939 11:15 8.1 1.7 0.951 8.8 1.8 1.103 9.2 1.9 1.252 9.8 2.1 1.451 8.3 1.7 0.982 8.0 1.7 0.895 8.0 1.7 0.941 11:30 8.0 1.7 0.942 8.7 1.8 1.105 9.1 1.9 1.232 9.7 2.1 1.438 8.2 1.8 1.009 8.1 1.8 0.989 8.0 1.7 0.945 11:45 8.0 1.7 0.938 8.6 1.8 1.053 9.3 2.0 1.287 9.6 2.0 1.364 8.1 1.8 0.971 7.9 1.7 0.895 7.9 1.7 0.886 12:00 8.0 1.7 0.906 8.5 1.8 1.045 9.2 1.9 1.235 9.4 1.9 1.305 8.0 1.7 0.948 7.8 1.7 0.888 7.6 1.8 0.813 12:15 7.8 1.7 0.870 8.5 1.8 1.048 8.9 1.9 1.194 9.2 1.9 1.248 8.0 1.7 0.936 7.8 1.7 0.873 7.5 1.6 0.810 12:30 7.7 1.6 0.821 8.5 1.8 1.058 9.0 1.9 1.187 9.2 1.9 1.226 8.1 1.8 0.977 7.6 1.6 0.811 7.5 1.6 0.787 12:45 7.7 1.6 0.831 8.3 1.8 1.020 8.9 1.9 1.164 8.9 1.9 1.173 7.8 1.7 0.875 7.4 1.6 0.765 7.7 1.6 0.848 13:00 7.5 1.5 0.753 8.1 1.7 0.947 8.8 1.8 1.103 9.0 1.9 1.188 7.9 1.7 0.887 7.5 1.6 0.780 7.4 1.6 0.785 13:15 7.5 1.6 0.803 8.1 1.7 0.934 8.6 1.8 1.064 9.1 1.9 1.211 8.0 1.7 0.935 7.6 1.6 0.818 7.6 1.6 0.829 13:30 7.7 1.6 0.821 7.9 1.7 0.893 8.6 1.8 1.048 8.9 1.8 1.149 7.8 1.7 0.885 7.6 1.6 0.819 7.4 1.6 0.767 13:45 7.7 1.7 0.861 7.7 1.6 0.822 8.7 1.8 1.090 8.7 1.8 1.091 7.7 1.7 0.851 7.4 1.6 0.779 7.4 1.6 0.789 14:00 7.5 1.6 0.801 7.5 1.6 0.803 8.6 1.8 1.082 8.6 1.8 1.099 7.5 1.6 0.814 7.5 1.6 0.790 7.3 1.5 0.733 14:15 7.4 1.6 0.751 7.5 1.6 0.816 8.5 1.8 1.047 8.5 1.9 1.094 7.6 1.7 0.842 7.5 1.5 0.759 7.3 1.6 0.759 14:30 7.4 1.6 0.765 7.5 1.6 0.823 8.4 1.8 1.007 8.5 1.8 1.054 7.7 1.6 0.829 7.3 1.6 0.741 7.3 1.6 0.747 14:45 7.5 1.6 0.797 7.5 1.5 0.748 8.3 1.8 1.008 8.5 1.8 1.056 7.6 1.6 0.829 7.2 1.6 0.729 7.3 1.5 0.731 15:00 7.5 1.6 0.801 7.6 1.6 0.828 8.4 1.8 1.028 8.5 1.7 1.024 7.9 1.7 0.912 7.2 1.6 0.742 7.2 1.5 0.727 15:15 7.5 1.6 0.798 7.6 1.6 0.816 8.4 1.8 1.017 8.5 1.7 1.020 8.1 1.7 0.908 7.2 1.6 0.733 7.1 1.5 0.706 15:30 7.6 1.6 0.828 7.6 1.6 0.798 8.3 1.7 0.976 8.7 1.8 1.088 8.1 1.7 0.957 7.3 1.5 0.714 7.3 1.6 0.742 15:45 7.6 1.7 0.848 7.6 1.6 0.798 8.3 1.7 0.963 8.6 1.8 1.055 8.2 1.7 0.949 7.4 1.6 0.802 7.4 1.6 0.774 16:00 7.7 1.6 0.805 7.8 1.7 0.885 8.2 1.7 0.948 8.6 1.7 1.030 8.2 1.8 1.000 7.4 1.6 0.777 7.4 1.6 0.773 16:15 7.6 1.6 0.820 7.7 1.7 0.874 8.2 1.7 0.959 8.6 1.8 1.071 8.2 1.7 0.948 7.4 1.6 0.775 7.3 1.6 0.745 16:30 7.5 1.6 0.782 7.6 1.6 0.819 8.3 1.8 1.018 8.5 1.8 1.072 8.2 1.8 1.007 7.5 1.6 0.785 7.6 1.6 0.815 16:45 7.4 1.6 0.767 7.7 1.7 0.853 8.4 1.8 1.015 8.5 1.9 1.091 8.3 1.8 0.990 7.4 1.6 0.804 7.9 1.6 0.859 0 0 0 " .' HB_051mp11DFiNAL(inches):Dep HB 051mp11VFINAL(feeVsec):Vel HB 051mp11QFINAL(MGD-Total MG):Flow HB_RG031mpl\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 7.4 1.6 0.603 7.8 1.7 0.869 8.5 1.8 1.039 8.5 1.8 1.042 8.3 1.8 1.012 7.5 1.6 0.797 7.6 1.6 0.809 17:15 7.5 1.7 0.816 7.8 1.7 0.884 8.5 1.8 1.061 8.5 1.7 1.003 8.4 1.8 1.049 7.6 1.6 0.837 7.4 1.6 0.791 17:30 7.8 1.6 0.855 7.8 1.7 0.892 8.5 1.8 1.034 8.4 1.8 1.020 8.6 1.9 1.098 8.0 1.7 0.942 7.5 1.6 0.810 17:45 8.0 1.7 0.903 7.8 1.6 0.838 8.6 1.8 1.020 8.4 1.8 1.024 8.7 1.8 1.097 7.9 1.7 0.916 7.5 1.6 0.790 18:00 8.1 1.8 0.968 7.9 1.7 0.894 8.4 1.8 1.017 8.5 1.7 1.020 8.7 1.8 1.076 7.9 1.7 0.907 7.7 1.7 0.860 18:15 8.2 1.8 1.002 8.1 1.7 0.934 8.5 1.8 1.049 8.6 1.8 1.064 6.8 1.9 1.146 8.2 1.7 0.975 7.8 1.7 0.899 18:30 8.3 1.7 0.987 8.3 1.7 0.968 8.4 1.8 1.043 8.7 1.8 1.101 9.0 1.9 1.182 8.2 1.8 0.989 8.1 1.7 0.945 18:45 8.5 1.8 1.054 8.3 1.7 0.985 8.5 1.8 1.041 8.8 1.9 1.139 9.2 1.9 1.252 8.5 1.8 1.045 8.2 1.7 0.935 19:00 8.5 1.8 1.075 8.2 1.7 0.977 8.6 1.7 1.023 8.7 1.8 1.080 9.1 1.8 1.160 8.7 1.8 1.109 8.4 1.8 1.026 19:15 8.7 1.8 1.122 8.4 1.8 1.046 8.5 1.8 1.038 8.8 1.8 1.113 9.2 1.9 1.214 6.8 1.8 1.073 8.6 1.8 1.039 19:30 8.6 1.8 1.098 8.4 1.7 1.002 8.6 1.8 1.029 8.9 1.8 1.153 9.3 1.9 1.220 8.7 1.9 1.130 8.5 1.9 1.092 19:45 6.6 1.8 1.046 8.5 1.7 1.014 8.3 1.8 0.998 8.8 1.8 1.110 0.01 9.4 1.9 1.278 8.8 1.8 1.077 8.6 1.8 1.072 20:00 8.8 1.8 1.119 8.5 1.8 1.047 8.4 1.8 1.025 8.9 1.8 1.122 0.05 9.5 1.9 1.304 8.9 1.9 1.161 8.7 1.7 1.039 20:15 8.8 1.8 1.094 8.5 1.8 1.030 8.4 1.8 1.004 9.0 1.8 1.156 0.01 9.4 1.9 1.294 8.9 1.8 1.132 8.7 1.9 1.117 20:30 8.7 1.8 1.097 8.6 1.8 1.061 8.3 1.7 0.944 9.1 1.9 1.192 0.07 9.3 1.9 1.267 8.9 1.9 1.175 8.7 1.8 1.108 20:45 8.6 1.8 1.047 8.4 1.8 1.035 8.1 1.7 0.963 9.0 1.9 1.175 0.06 9.3 1.9 1.253 8.9 1.9 1.158 8.6 1.8 1.059 21:00 8.5 1.8 1.033 8.5 1.7 1.000 6.1 1.7 0.929 8.8 1.8 1.105 9.2 2.0 1.291 8.7 1.8 1.086 8.5 1.8 1.055 21:15 8.5 1.8 1.053 8.2 1.7 0.959 8.0 1.7 0.906 9.0 1.9 1.193 9.1 1.9 1.207 8.7 1.8 1.099 8.2 1.7 0.970 21:30 8.5 1.8 1.031 8.1 1.7 0.936 7.9 1.6 0.881 8.9 1.8 1.136 9.0 1.9 1.174 8.8 1.8 1.091 8.3 1.7 0.975 21:45 8.5 1.8 1.047 8.1 1.7 0.935 7.9 1.7 0.907 8.6 1.8 1.053 9.0 1.8 1.170 8.6 1.8 1.058 8.4 1.7 0.984 22:00 8.3 1.7 0.990 8.0 1.8 0.947 7.7 1.6 0.818 8.4 1.7 0.976 9.0 1.8 1.171 8.4 1.8 1.004 8.4 1.8 1.022 22:15 8.1 1.7 0.926 7.9 1.6 0.878 7.7 1.6 0.830 8.2 1.7 0.963 9.0 1.8 1.154 8.2 1.7 0.971 8.1 1.8 0.971 22:30 8.1 1.7 0.943 7.9 1.6 0.861 7.8 1.7 0.869 8.0 1.7 0.916 8.8 1.8 1.104 8.1 1.7 0.937 7.9 1.7 0.913 22:45 7.9 1.6 0.879 7.8 1.6 0.836 7.7 1.6 0.824 7.9 1.7 0.890 8.6 1.8 1.091 8.1 1.8 0.969 7.9 1.7 0.896 23:00 7.7 1.7 0.885 7.6 1.6 0.807 7.6 1.6 0.789 7.7 1.6 0.813 8.3 1.8 0.998 7.8 1.6 0.862 7.8 1.6 0.855 23:15 7.6 1.6 0.806 7.5 1.6 0.781 7.3 1.5 0.695 7.4 1.5 0.754 8.1 1.7 0.919 7.6 1.6 0.817 7.6 1.6 0.824 23:30 7.4 1.6 0.768 7.4 1.6 0.776 7.2 1.5 0.697 7.2 1.5 0.701 7.7 1.6 0.829 7.4 1.6 0.779 7.3 1.5 0.734 23:45 7.1 1.5 0.682 7.2 1.5 0.717 7.1 1.5 0.688 7.1 1.5 0.709 7.8 1.6 0.827 7.3 1.6 0.748 7.1 1.5 0.678 Total 0.826 0.00 0.867 0.00 0.868 0.00 0.910 0.20 0.911 0.00 0.846 0.00 0.814 0.00 Average 7.6 1.6 0.826 7.7 1.6 0.867 7.7 1.6 0.868 7.9 1.6 0.910 7.9 1.7 0.911 7.6 1.6 0.846 7.5 1.6 0.814 Min Time 03:10 03:30 03:30 04:20 02:30 04:20 05:55 04:25 04:25 04:50 04:30 04:30 03:25 04:45 04:45 03:25 04:25 04:25 04:25 04:25 04:25 Min Value 5.1 0.9 0.276 5.0 0.9 0.277 5.1 0.9 0.273 5.1 0.9 0.276 5.1 1.0 0.301 5.2 0.9 0.259 5.1 1.0 0.286 Max Time 08:20 07:20 07:20 07:55 07:20 07:20 09:55 08:65 10:05 10:40 11:20 10:40 08:05 21:10 07:45 08:10 07:40 07:40 07:55 07:55 07:55 Max Value 9.7 2.2 1.475 10.3 2.3 1.635 9.8 2.1 1.465 10.3 2.2 1.597 9.9 2.1 1.459 10.0 2.1 1.484 9.8 2.2 1.534 Week Avg 7.7 1.6 0.863 WeekTotal 6.041 0.20 ADS Environmental Services HB 05Unp11DFINAL(inches):Dep HB_05Vnp1\VFINAL(feeVsec):Vel HB_05Vnp1\OFINAL(MGD-Total MG):Flow HB_RG03Vnp1UiAIN(inches):Rain 9508 HAMILTON HB 05 Pipe Height:21.00 HUNTINGTON BEACH,CA HC 3.0255-3.0255 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24102 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 7.0 1.5 0.648 6.9 1.5 0.673 7.1 1.6 0.714 7.5 1.6 0.809 7.0 1.5 0.676 6.8 1.4 0.614 6.9 1.5 0.654 00:15 6.7 1.3 0.563 6.8 1.5 0.641 6.8 1.5 0.658 7.3 1.6 0.764 6.9 . 1.5 0.651 6.5 1.4 0.557 6.5 1.4 0.559 00:30 6.3 1.3 0.516 6.5 1.4 0.558 6.6 1.6 0.614 7.1 1.5 0.714 6.7 1.4 0.593 6.3 1.4 0.538 6.2 1.3 0.500 00:45 6.3 1.3 0.512 6.4 1.4 0.549 6.5 1.4 0.565 7.1 1.5 0.705 6.4 1.4 0.548 6.2 1.3 0.483 6.1 1.3 0.479 01:00 6.1 1.3 0.476 6.0 1.3 0.472 6.3 1.3 0.510 6.9 1.5 0.658 6.1 1.3 0.468 6.1 1.3 0.476 6.0 1.3 0.472 01:15 5.9 1.3 0.457 5.9 1.2 0.439 6.2 1.3 0.496 6.8 1.5 0.655 5.9 1.2 0.439 5.9 1.2 0.418 5.8 1.3 0.436 01:30 5.8 1.2 0.428 5.9 1.2 0.417 6.0 1.3 0.463 6.8 1.5 0.625 5.8 1.3 0.435 5.7 1.2 0.395 5.6 1.2 0.409 01:45 5.7 1.2 0.416 5.7 1.2 0.412 5.8 1.3 0.443 0.05 6.6 1.4 0.578 5.6 1.2 0.405 5.6 1.2 0.395 5.4 1.2 0.366 02:00 5.7 1.2 0.410 5.6 1.2 0.392 5.7 1.2 0.425 0.02 6.5 1.4 0.578 0.01 5.4 1.2 0.367 5.3 1.0 0.320 5.4 1.2 0.385 02:15 5.6 1.2 0.379 5.3 1.1 0.344 5.8 1.3 0.443 6.4 1.4 0.578 5.4 1.2 0.372 5.3 1.0 0.310 5.5 1.2 0.399 02:30 5.5 1.2 0.370 5.3 1.1 0.343 5.9 1.3 0.453 0.01 6.5 1.4 0.570 5.4 1.2 0.377 5.4 1.1 0.354 5.3 1.2 0.371 02:45 5.4 1.2 0.369 5.5 1.1 0.365 5.7 1.3 0.441 6.4 1.4 0.551 5.2 1.1 0.333 5.4 1.2 0.377 5.4 1.2 0.384 03:00 5.4 1.3 0.393 5.3 1.1 0.329 5.9 1.2 0.425 6.3 1.3 0.510 5.3 1.1 0.342 5.4 1.1 0.351 5.3 1.2 0.359 03:15 5.5 1.2 0.394 5.3 1.1 0.338 5.7 1.2 0.425 6.3 1.3 0.515 5.3 1.2 0.363 5.3 1.1 0.344 6.3 1.1 0.355 03:30 6.3 1.1 0.356 5.4 1.1 0.349 5.9 1.3 0.448 6.1 1.3 0.469 5.2 1.1 0.329 5.3 1.1 0.328 5.5 1.2 0.391 03:45 5.4 1.1 0.346 5.3 1.1 0.343 6.1 1.3 0.493 0.01 6.2 1.3 0.510 5.3 1.1 0.343 5.5 1.2 0.375 5.2 1.1 0.332 04:00 5.5 1.2 0.397 5.5 1.2 0.388 6.1 1.3 0.476 6.1 1.4 0.511 5.5 1.1 0.360 5.3 1.1 0.345 5.3 1.1 0.349 04:15 5.2 1.1 0.328 5.2 1.1 0.332 6.2 1.3 0.487 6.1 1.3 0.501 5.2 1.1 0.324 5.4 1.2 0.369 5.4 1.1 0.342 04:30 5.3 1.1 0.344 5.3 1.2 0.353 6.0 1.2 0.452 6.1 1.3 0.485 5.4 1.1 0.359 5.5 1.1 0.370 5.2 1.1 0.322 04:45 5.5 1.2 0.396 5.3 1.2 0.358 6.2 1.3 0.490 6.1 1.2 0.459 5.4 1.2 0.370 5.4 1.2 0.367 5.3 1.1 0.349 05:00 5.3 1.2 0.363 5.3 1.1 0.344 6.0 1.3 0.469 6.2 1.3 0.496 5.3 1.1 0.337 5.5 1.3 0.408 5.4 1.2 0.381 05:15 5.5 1.2 0.394 5.6 1.2 0.406 6.2 1.3 0.495 6.0 1.3 0.478 5.4 1.1 0.356 5.8 1.3 0.432 5.5 1.2 0.400 05:30 5.9 1.3 0.454 5.8 1.2 0.429 6.2 1.4 0.520 6.2 1.4 0.519 5.7 1.2 0.416 6.0 1.2 0.444 5.8 1.3 0.445 05:45 6.3 1.3 0.522 6.2 1.4 0.515 6.2 1.3 0.500 6.2 1.3 0.487 6.0 1.2 0.436 6.4 1.3 0.527 6.2 1.4 0.546 06:00 6.8 1.5 0.650 6.9 1.5 0.674 6.4 1.4 0.567 6.2 1.3 0.501 6.6 1.4 0.589 6.8 1.5 0.633 6.8 1.4 0.609 06:15 7.4 1.6 0.792 7.4 1.6 0.779 6.4 1.4 0.559 6.4 1.3 0.529 7.4 1.6 0.775 7.6 1.6 0.837 7.3 1.6 0.763 06:30 7.9 1.7 0.902 8.0 1.7 0.924 6.9 1.5 0.679 6.5 1.4 0.569 8.0 1.7 0.901 8.3 1.7 0.995 7.9 1.7 0.888 06:45 8.7 1.9 1.140 8.5 1.8 1.047 7.2 1.6 0.730 6.8 1.4 0.620 8.8 1.8 1.123 8.8 1.9 1.136 8.6 1.7 1.026 07:00 9.2 1.9 1.245 9.0 1.9 1.182 7.4 1.6 0.786 6.9 1.5 0.637 9.3 1.9 1.276 9.0 1.9 1.211 8.9 1.9 1.166 07:15 9.4 1.9 1.300 9.4 1.9 1.314 7.9 1.7 0.913 7.2 1.6 0.743 9.4 2.0 1.309 9.4 2.0 1.336 9.3 1.9 1.264 07:30 9.6 2.0 1.407 9.6 2.0 1.380 8.1 1.8 0.996 7.9 1.7 0.896 9.5 2.0 1.328 9.7 2.0 1.418 9.5 1.9 1.320 07:45 9.6 2.1 1.428 9.7 2.0 1.389 8.5 1.8 1.042 8.2 1.8 0.976 9.7 2.0 1.402 9.7 2.1 1.435 9.6 1.9 1.338 HB_05Wp11DFINAL(inches):Dep HB_05trnplWFINAL(teeVsec):Vel HB_05Vnpl%QFINAL(MGD-Total MG):Flow, HB RG03VnpIIRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23102 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 9.7 2.0 1.381 9.6 2.0 1.392 8.8 1.8 1.124 8.4 1.8 1.040 9.6 2.0 1.356 9.7 1.9 1.326 9.6 2.0 1.384 08:15 9.6 1.9 1.312 9.6 2.0 1.395 9.2 1.9 1.258 8.9 1.9 1.165 9.5 2.0 1.356 9.5 2.0 1.360 9.4 1.9 1.286 08:30 9.5 1.9 1.300 9.5 2.0 1.344 9.4 2.0 1.312 9.1 1.9 1.211 9.3 2.0 1.325 9.3 2.0 1.306 9.2 1.9 1.243 08:45 9.1 2.0 1.269 9.3 1.9 1.285 9.5 2.0 1.329 9.4 2.0 1.308 8.9 1.9 1.188 9.0 1.9 1.211 9.1 1.8 1.157 09:00 6.8 1.8 1.134 9.1 1.9 1.234 9.5 2.0 1.347 9.7 2.0 1.401 8.7 1.8 1.104 8.7 1.8 1.115 8.8 1.9 1.148 09:15 8.9 1.9 1.149 8.8 1.8 1.132 9.7 2.1 1.433 9.8 2.0 1.415 6.7 1.8 1.069 8.6 1.8 1.056 8.7 1.8 1.097 09:30 8.7 1.8 1.091 8.7 1.8 1.083 9.8 2.0 1.423 9.8 2.1 1.470 8.8 1.8 1.104 8.5 1.8 1.047 8.4 1.8 1.044 09:45 8.5 1.8 1.043 8.6 1.8 1.081 10.1 2.1 1.512 9.9 2.0 1.434 8.7 1.8 1.087 8.4 1.7 0.990 8.4 1.8 1.010 10:00 8.4 1.8 1.016 8.7 1.8 1.109 10.1 2.1 1.544 9.9 2.0 1.463 8.6 1.8 1.047 8.4 1.8 1.022 8.5 1.8 1.038 10:15 8.2 1.7 0.966 8.6 1.8 1.074 9.9 2.1 1.512 9.8 2.0 1.440 8.6 1.8 1.079 8.5 1.8 1.027 8.2 1.7 0.976 10:30 8.1 1.7 0.958 8.3 1.8 1.022 10.0 2.1 1.498 9.7 2.0 1.373 8.4 1.8 1.036 8.4 1.8 1.037 8.2 1.7 0.960 10:45 8.4 1.8 1.035 8.3 1.7 0.976 9.9 2.0 1.444 9.8 2.0 1.441 8.4 1.8 1.009 8.2 1.7 0.974 8.1 1.7 0.964 11:00 8.6 1.8 1.100 8.2 1.7 0.957 9.8 2.0 1.441 9.9 2.1 1.462 8.3 1.8 1.016 8.2 1.7 0.961 8.0 1.7 0.921 11:15 8.5 1.8 1.029 8.3 1.8 0.997 9.9 2.1 1.494 9.8 2.0 1.436 8.2 1.8 1.011 7.9 1.7 0.918 8.0 1.7 0.910 11:30 8.4 1.8 1.012 8.1 1.7 0.953 9.9 2.0 1.406 9.7 2.0 1.399 8.2 1.8 0.983 7.7 1.7 0.857 7.9 1.6 0.863 11:45 8.4 1.7 1.005 8.1 1.7 0.925 9.7 1.9 1.334 9.8 2.1 1.447 8.1 1.7 0.953 7.9 1.7 0.892 8.0 1.7 0.899 12:00 8.3 1.8 1.007 8.1 1.7 0.943 9.6 2.0 1.392 9.7 2.0 1.392 8.0 1.7 0.935 7.9 1.7 0.900 7.9 1.7 0.892 12:15 8.3 1.7 0.985 7.9 1.7 0.909 9.4 1.9 1.293 9.4 2.0 1.313 8.1 1.7 0.918 7.7 1.7 0.854 7.7 1.6 0.853 12:30 8.2 1.7 0.977 7.9 1.7 0.896 9.3 1.9 1.276 9.3 2.0 1.317 7.9 1.7 0.906 7.9 1.7 0.899 7.7 1.7 0.855 12:45 8.2 1.7 0.966 7.6 1.6 0.811 9.2 1.9 1.231 9.3 1.9 1.249 8.0 1.7 0.900 7.6 1.6 0.820 7.6 1.6 0.824 13:00 8.2 1.7 0.976 7.5 1.6 0.818 9.0 1.9 1.199 9.2 1.9 1.224 7.8 1.7 0.894 7.7 1.7 0.845 7.5 1.6 0.798 13:15 8.0 1.7 0.948 7.7 1.6 0.829 8.8 1.9 1.176 9.3 1.9 1.234 7.9 1.7 0.875 7.6 1.5 0.761 7.4 1.6 0.783 13:30 8.0 1.7 0.917 7.6 1.6 0.808 9.0 2.0 1.237 9.1 1.9 1.244 7.8 1.7 0.879 7.5 1.6 0.773 7.2 1.6 0.770 13:45 7.9 1.7 0.920 7.6 1.6 0.834 9.0 1.9 1.184 9.1 1.9 1.215 7.9 1.7 0.883 7.7 1.6 0.840 7.4 1.6 0.774 14:00 7.9 1.7 0.919 7.4 1.6 0.767 8.8 1.8 1.124 9.0 1.9 1.183 7.8 1.7 0.884 7.5 1.6 0.811 7.4 1.6 0.756 14:15 8.0 1.7 0.934 7.5 1.6 0.777 8.8 1.8 1.117 8.9 1.8 1.148 7.7 1.7 0.870 7.5 1.6 0.789 7.7 1.6 0.839 14:30 8.0 1.7 0.928 7.4 1.6 0.766 8.8 1.8 1.125 8.8 1.9 1.135 7.8 1.7 0.898 7.5 1.6 0.792 7.8 1.7 0.870 14:45 7.9 1.7 0.901 7.4 1.6 0.782 8.7 1.9 1.130 8.7 1.9 1.131 7.7 1.7 0.870 7.4 1.6 0.791 8.0 1.7 0.944 15:00 7.9 1.7 0.897 7.4 1.6 0.796 8.9 1.9 1.162 8.7 2.0 1.194 7.6 1.6 0.831 7.4 1.6 0.785 8.0 1.7 0.906 15:15 7.8 1.7 0.873 7.6 1.6 0.801 8.9 1.9 1.171 8.6 1.9 1.123 7.4 1.6 0.754 7.3 1.5 0.743 8.1 1.7 0.950 15:30 7.8 1.6 0.852 7.5 1.6 0.816 8.7 1.8 1.098 8.7 1.8 1.095 7.6 1.6 0.811 7.4 1.6 0.781 8.2 1.7 0.945 15:45 7.9 1.7 0.915 7.5 1.6 0.818 8.7 1.8 1.090 8.8 1.9 1.186 7.6 1.6 0.802 7.6 1.6 0.837 8.2 1.7 0.928 16:00 7.8 1.7 0.883 7.5 1.6 0.813 8.7 1.8 1.091 8.8 1.9 1.167 7.5 1.6 0.818 7.4 1.6 0.782 8.3 1.8 1.005 16:15 7.9 1.7 0.926 7.4 1.6 0.772 8.7 1.9 1.136 8.6 1.9 1.124 7.5 1.6 0.766 7.6 1.7 0.841 8.1 1.7 0.940 16:30 8.1 1.7 0.939 7.5 1.6 0.795 8.6 1.8 1.095 8.6 1.8 1.064 7.6 1.7 0.844 7.8 1.6 0.854 8.1 1.7 0.938 16:45 8.2 1.8 0.996 7.5 1.6 0.796 8.6 1.8 1.072 8.7 1.9 1.131 7.7 1.7 0.860 7.5 1.7 0.826 8.2 1.8 0.991 0 ! HB 05VnpllDFINAL(inches):Dep HB_05Vnp1WFINAL(feeVsec):Vel HB_05VnpllQFINAL(MGD-Total MG):Flow HB_RG031mplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23102 3/24/02 3/25/02 3/26/02 3/27/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 8.3 1.8 1.007 7.6 1.6 0.831 8.8 1.8 1.131 8.7 1.9 1.123 7.6 1.6 0.827 7.6 1.7 0.874 8.4 1.8 1.026 17:15 8.3 1.8 0.994 7.8 1.6 0.854 8.8 1.9 1.142 8.7 1.8 1.090 7.8 1.7 0.909 7.5 1.7 0.829 8.4 1.7 1.004 17:30 8.3 1.8 1.029 7.8 1.7 0.864 8.7 1.9 1.164 8.8 1.9 1.176 8.0 1.7 0.925 7.5 1.6 0.798 8.3 1.8 1.014 17:45 8.5 1.8 1.063 7.9 1.7 0.899 9.0 1.9 1.206 8.9 1.8 1.142 8.0 1.7 0.909 7.7 1.7 0.853 8.4 1.8 1.041 18:00 8.7 1.8 1.083 8.2 1.7 0.962 9.0 1.9 1.218 8.7 1.8 1.081 7.9 1.7 0.907 7.9 1.7 0.891 8.5 1.8 1.044 18:15 8.6 1.8 1.069 8.2 1.7 0.980 8.9 1.9 1.156 8.7 1.7 1.041 8.2 1.7 0.951 8.2 1.7 0.970 8.7 1.9 1.123 18:30 8.6 1.8 1.077 8.3 1.8 0.989 9.0 1.9 1.215 8.7 1.8 1.080 8.4 1.8 1.020 8.3 1.8 0.997 8.8 1.9 1.147 18:45 8.6 1.8 1.082 8.4 1.7 1.009 9.0 1.9 1.204 8.6 1.8 1.095 8.5 1.8 1.041 8.3 1.8 1.030 8.9 1.8 1.138 19:00 8.6 1.8 1.086 8.5 1.8 1.028 8.9 1.9 1.192 8.6 1.8 1.083 8.6 1.8 1.071 8.5 1.7 1.004 9.0 1.8 1.168 19:15 8.6 1.8 1.061 8.5 1.8 1.024 8.9 1.8 1.131 8.7 1.9 1.133 8.7 1.8 1.096 8.7 1.8 1.081 9.1 1.9 1.194 19:30 8.8 1.8 1.115 8.6 1.8 1.059 8.9 1.8 1.144 8.9 1.8 1.126 8.8 1.8 1.133 8.8 1.7 1.065 9.1 1.9 1.254 19:45 8.7 1.8 1.107 8.6 1.8 1.081 8.9 1.9 1.202 9.0 1.9 1.181 8.9 1.9 1.183 9.0 1.8 1.152 9.2 1.9 1.218 20:00 8.6 1.8 1.068 8.5 1.8 1.043 8.8 1.8 1.129 8.9 1.9 1.152 9.0 1.9 1.174 8.8 1.8 1.105 9.1 1.9 1.249 20:15 8.7 1.8 1.103 8.4 1.7 1.001 8.9 1.9 1.158 8.7 1.8 1.094 8.9 1.8 1.121 8.8 1.8 1.125 9.3 1.8 1.210 20:30 8.6 1.8 1.094 8.5 1.8 1.052 9.0 1.8 1.144 8.7 1.8 1.091 9.0 1.8 1.125 8.8 1.8 1.139 9.3 1.9 1.256 20:45 8.7 1.8 1.080 8.4 1.8 1.016 8.9 1.8 1.146 8.7 1.8 1.097 8.9 1.9 1.180 8.7 1.8 1.073 9.1 1.9 1.226 21:00 8.7 1.7 1.039 8.2 1.7 0.949 8.7 1.8 1.080 8.6 1.8 1.053 8.8 1.8 1.134 8.8 1.8 1.076 8.8 1.8 1.101 21:15 8.6 1.8 1.099 7.9 1.7 0.894 8.6 1.8 1.088 8.5 1.8 1.064 8.7 1.8 1.108 8.6 1.8 1.106 8.6 1.8 1.071 21:30 8.4 1.8 1.025 7.8 1.6 0.849 8.5 1.8 1.035 8.4 1.8 1.017 8.6 1.7 0.995 8.5 1.8 1.027 8.4 1.7 1.010 21:45 8.4 1.8 1.047 7.8 1.7 0.871 8.5 1.8 1.031 8.1 1.6 0.872 8.5 1.7 1.015 8.4 1.8 1.019 8.3 1.7 0.984 22:00 8.2 1.8 0.978 7.8 1.7 0.876 8.4 1.8 1.020 7.9 1.7 0.875 8.3 1.7 0.976 8.3 1.8 1.009 8.2 1.7 0.966 22:15 8.2 1.8 0.981 7.8 1.6 0.831 8.3 1.8 0.995 8.0 1.7 0.922 8.3 1.7 0.977 8.1 1.7 0.941 8.1 1.7 0.938 22:30 8.1 1.7 0.925 7.9 1.7 0.885 8.2 1.7 0.978 8.3 1.8 0.992 8.0 1.7 0.898 7.9 1.7 0.878 8.0 1.7 0.937 22:45 8.0 1.8 0.952 7.8 1.7 0.878 8.2 1.7 0.958 8.1 1.7 0.929 7.8 1.6 0.845 7.9 1.7 0.905 7.9 1.7 0.898 23:00 7.8 1.6 0.847 7.6 1.6 0.811 8.1 1.7 0.940 8.0 1.7 0.920 7.7 1.5 0.778 7.7 1.7 0.859 7.8 1.7 0.874 23:15 7.6 1.6 0.829 7.5 1.6 0.786 7.9 1.7 0.906 7.9 1.6 0.871 7.4 1.6 0.765 7.6 1.6 0.806 7.4 1.6 0.762 23:30 7.4 1.6 0.801 7.5 1.6 0.793 7.6 1.6 0.822 7.7 1.6 0.820 7.2 1.5 0.713 7.3 1.6 0.756 7.4 1.5 0.746 23:45 7.2 1.6 0.735 7.3 1.5 0.730 7.6 1.6 0.831 7.3 1.6 0.742 7.0 1.5 0.656 7.1 1.5 0.695 7.1 1.5 0.685 Total 0.874 0.00 0.822 0.00 0.983 0.09 0.977 0.01 0.844 0.00 0.827 0.00 0.855 0.00 Average 7.7 1.6 0.874 7.5 1.6 0.822 8.1 1.7 0.983 8.1 1.7 0.977 7.6 1.6 0.844 7.5 1.6 0.827 7.6 1.6 0.855 Min Time 04:20 02:55 04:20 04:25 03:00 04:25 02:45 03:10 02:10 04:25 04:55 04:55 05:00 05:00 05:00 03:26 02:20 02:05 04:30 04:15 04:30 Min Value 5.0 1.0 0.306 5.1 1.0 0.289 5.7 1.1 0.399 6.0 1.2 0.436 5.1 1.0 0.292 5.1 0.9 0.290 5.1 1.0 0.299 Max Time 08:10 07:50 07:50 07:50 07:35 07:35 09:55 10:15 10:15 10:05 10:00 10:00 07:50 07:45 08:05 07:40 07:35 07:35 08:05 08:15 08:00 Max Value 9.8 2.2 1.486 9.7 2.1 1.436 10.2 2.2 1.579 10.0 2.2 1.561 9.7 2.1 1.427 9.8 2.1 1.463 9.7 2.1 1.400 Week Avg 7.8 1.6 0.883 WeekTotal 6.183 0.10 ADS Environmental Services HB_051rnp11DFINAL(nches):Dep HB 05Wp11VFINAL(feettsec):Vel HB_05Mp1\QFINAL(MGD-Total MG):Flow HB_RG031mp11RAIN(inches):Rain 9508 HAMILTON HB_05 Pipe Height:21.00 HUNTINGTON BEACH,CA HC 3.0255-3.0255 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1102 4/2/02 4/3/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 6.8 1.4 0.621 6.9 1.5 0.654 7.1 1.5 0.668 7.2 1.5 0.712 7.0 1.4 0.634 7.2 1.5 0.717 7.0 1.5 0.652 00:15 6.6 1.4 0.597 6.5 1.4 0.549 6.9 1.4 0.632 7.1 1.5 0.669 6.9 1.5 0.658 7.0 1.5 0.664 6.8 1.4 0.624 00:30 6.3 1.3 0.517 6.5 1.3 0.546 6.8 1.5 0.628 6.9 1.4 0.596 6.9 1.5 0.637 6.8 1.5 0.650 6.7 1.4 0.580 00:45 6.1 1.3 0.486 6.3 1.3 0.514 6.7 1.4 0.599 6.6 1.4 0.586 6.8 1.4 0.614 6.7 1.4 0.576 6.4 1.3 0.534 01:00 5.8 1.2 0.416 6.2 1.3 0.486 6.4 1.3 0.522 6.4 1.4 0.544 6.5 1.4 0.555 6.5 1.4 0.572 6.1 1.2 0.451 01:15 6.0 1.3 0.467 5.9 1.2 0.441 6.1 1.3 0.492 6.5 1.4 0.550 6.1 1.3 0.472 6.2 1.3 0.497 6.0 1.3 0.471 01:30 5.9 1.3 0.450 6.0 1.2 0.445 6.1 1.3 0.467 6.1 1.3 0.475 6.2 1.3 0.486 6.1 1.3 0.463 5.9 1.2 0.426 01:45 5.9 1.2 0.433 5.7 1.2 0.399 5.9 1.3 0.449 6.2 1.3 0.482 5.9 1.3 0.442 6.0 1.3 0.457 5.8 1.3 0.445 02:00 5.6 1.2 0.390 5.6 1.2 0.401 5.9 1.2 0.422 6.0 1.1 0.418 5.9 1.3 0.447 5.9 1.3 0.454 5.6 1.2 0.407 02:15 5.5 1.1 0.367 6.6 1.1 0.365 5.7 1.2 0.404 6.0 1.3 0.460 5.8 1.2 0.430 5.9 1.3 0.446 5.7 1.2 0.401 02:30 5.4 1.1 0.364 5.4 1.2 0.368 5.8 1.2 0.430 5.7 1.2 0.402 5.8 1.2 0.426 5.9 1.3 0.455 5.6 1.2 0.395 02:45 5.4 1.1 0.351 5.5 1.1 0.371 5.6 1.2 0.395 5.6 1.2 0.406 5.7 1.2 0.409 5.9 1.3 0.455 5.7 1.3 0.425 03:00 5.6 1.1 0.367 5.4 1.2 0.367 5.6 1.2 0.404 5.6 1.2 0.408 5.8 1.3 0.442 5.7 1.2 0.419 5.6 1.2 0.391 03:15 5.3 1.1 0.325 5.4 1.1 0.362 5.6 1.2 0.391 5.6 1.2 0.396 5.7 1.2 0.420 5.7 1.2 0.407 5.5 1.2 0.379 03:30 5.3 1.1 0.352 5.5 1.2 0.373 5.5 1.2 0.380 5.6 1.1 0.378 5.8 1.2 0.420 5.6 1.2 0.409 5.5 1.3 0.413 03:45 5.4 1.2 0.378 5.4 1.1 0.352 5.6 1.2 0.409 5.4 1.1 0.346 5.7 1.2 0.412 5.7 1.2 0.415 6.4 1.1 0.360 04:00 5.3 1.2 0.362 5.4 1.1 0.364 5.4 1.1 0.362 5.5 1.2 0.370 5.7 1.2 0.406 5.6 1.1 0.375 5.6 1.2 0.402 04:15 5.5 1.2 0.375 5.1 1.0 0.285 5.5 1.2 0.378 5.4 1.1 0.341 5.6 1.3 0.416 5.6 1.2 0.416 5.4 1.1 0.347 04:30 5.3 1.1 0.340 5.3 1.1 0.341 5.3 1.1 0.347 5.4 1.2 0.365 5.7 1.2 0.418 5.6 1.2 0.391 5.5 1.2 0.397 04:45 5.2 1.1 0.342 5.5 1.1 0.367 5.4 1.1 0.347 6.5 1.1 0.364 5.8 1.2 0.431 5.7 1.2 0.419 5.6 1.2 0.394 05:00 5.5 1.2 0.404 5.4 1.1 0.338 5.6 1.2 0.403 5.3 1.1 0.345 5.8 1.3 0.437 5.8 1.2 0.427 5.6 1.2 0.402 05:15 5.6 1.2 0.415 5.6 1.2 0.407 5.3 1.1 0.346 5.3 1.1 0.331 5.9 1.3 0.457 5.8 1.2 0.432 5.7 1.2 0.422 05:30 6.0 1.3 0.472 6.0 1.3 0.456 5.4 1.1 0.357 5.4 1.1 0.339 6.1 1.3 0.504 6.0 1.3 0.478 5.9 1.3 0.447 05:45 6.2 1.4 0.530 6.3 1.4 0.550 5.5 1.2 0.397 5.5 1.2 0.379 6.4 1.4 0.555 6.4 1.4 0.545 6.2 1.3 0.511 06:00 6.7 1.4 0.603 6.9 1.4 0.625 5.4 1.2 0.387 5.7 1.2 0.413 6.8 1.4 0.604 6.7 1.5 0.613 6.6 1.4 0.605 06:15 7.3 1.6 0.781 7.2 1.5 0.729 5.8 1.3 0.440 5.7 1.2 0.416 7.1 1.6 0.730 7.1 1.6 0.747 7.1 1.6 0.724 06:30 8.3 1.8 1.031 7.8 1.7 0.871 6.1 1.3 0.486 6.1 1.3 0.478 7.6 1.6 0.820 7.7 1.6 0.823 7.6 1.6 0.808 06:45 8.8 1.8 1.130 8.5 1.8 1.056 6.4 1.4 0.556 6.5 1.4 0.581 8.1 1.7 0.934 8.2 1.6 0.894 8.0 1.7 0.930 07:00 8.8 1.8 1.131 8.7 1.8 1.109 6.6 1.3 0.555 6.7 1.4 0.607 8.4 1.8 1.014 8.4 1.7 1.007 8.6 1.8 1.071 07:15 9.2 1.9 1.263 8.8 1.8 1.081 6.9 1.5 0.667 6.9 1.5 0.641 8.8 1.8 1.085 8.7 1.8 1.085 8.6 1.8 1.074 07:30 9.3 1.9 1.273 9.0 1.9 1.191 7.1 1.5 0.705 7.3 1.6 0.748 8.9 1.8 1.131 8.8 1.8 1.104 8.9 1.8 1.129 07:45 9.3 2.0 1.318 9.2 1.9 1.233 7.9 1.7 0.876 7.8 1.6 0.853 8.9 1.9 1.168 9.0 1.9 1.170 9.0 1.9 1.185 HB 051mp1tDFINAL(inches):Dep HB_051mplWFINAL((eeVsec):Vel HB_05Mp11QFINAL(MGD-Total MG):Flow HB_RG03Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/l/02 4/2102 4/3/02 Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Val Flow Rain 08:00 9.4 2.0 1.348 9.5 2.0 1.354 8.2 1.8 1.006 8.2 1.8 0.984 9.0 1.9 1.179 9.1 1.9 1.192 9.0 1.9 1.200 08:15 9.4 2.0 1.363 9.5 1.9 1.312 8.5 1.7 1.015 8.4 1.7 0.984 9.1 1.9 1.200 9.0 1.9 1.170 9.0 1.9 1.184 08:30 9.2 1.9 1.263 9.5 1.9 1.261 8.6 1.8 1.079 8.7 1.9 1.125 9.2 1.9 1.243 8.8 1.8 1.109 9.0 1.8 1.157 08:46 9.0 1.9 1.209 9.3 1.9 1.257 8.9 1.9 1.159 9.1 1.9 1.228 9.0 1.9 1.183 8.8 1.8 1.099 9.0 1.8 1.141 09:00 8.8 1.8 1.082 9.1 1.8 1.169 9.2 1.9 1.226 9.3 1.9 1.265 9.0 1.9 1.181 8.6 1.8 1.044 8.9 1.8 1.145 09:15 8.7 1.8 1.120 9.0 1.8 1.160 9.4 1.8 1.236 9.4 2.0 1.329 8.9 1.8 1.156 8.7 1.8 1.098 8.9 1.8 1.116 09:30 8.6 1.8 1.085 8.9 1.9 1.184 9.4 1.9 1.311 9.5 1.9 1.332 8.9 1.9 1.179 8.7 1.8 1.104 8.9 1.9 1.155 09:45 8.5 1.7 1.018 8.7 1.8 1.075 9.4 1.9 1.260 9.8 2.0 1.441 8.8 1.8 1.087 8.7 1.8 1.112 8.8 1.8 1.106 10:00 8.5 1.8 1.049 8.6 1.8 1.080 9.5 2.9 1.325 9.8 2.1 1.488 8.9 1.8 1.118 8.8 1.8 1.115 8.6 1.8 1.073 10:15 8.5 1.8 1.022 8.6 1.8 1.071 9.6 1.9 1.325 9.6 2.0 1.379 8.9 1.8 1.155 8.7 1.8 1.095 8.7 1.8 1.080 10:30 8.4 1.8 1.028 8.3 1.7 0.986 9.6 2.0 1.393 9.5 1.9 1.312 8.8 1.8 1.097 8.7 1.8 1.079 8.6 1.8 1.067 10:45 8.3 1.8 1.030 8.3 1.8 0.988 9.5 2.0 1.367 9.6 2.1 1.409 8.8 1.9 1.140 8.6 1.8 1.057 8.6 1.8 1.050 11:00 8.2 1.8 0.982 8.2 1.8 0.973 9.6 2.0 1.361 9.4 2.0 1.337 8.8 1.8 1.128 8.5 1.8 1.051 8.5 1.8 1.030 11:15 8.2 1.7 0.962 8.2 1.7 0.964 9.6 2.1 1.427 9.5 2.1 1.406 8.9 1.8 1.118 8.4 1.7 1.009 8.5 1.8 1.047 11:30 8.4 1.8 1.008 8.3 1.7 0.982 9.6 2.0 1.374 9.5 2.0 1.342 8.7 1.8 1.104 8.5 1.8 1.024 8.3 1.8 0.991 11:45 8.2 1.8 0.972 8.2 1.7 0.961 9.7 '2.0 1.392 9.3 2.0 1.327 8.6 1.8 1.045 8.4 1.7 0.970 8.2 1.7 0.976 12:00 8.0 1.6 0.882 8.1 1.7 0.946 9.8 2.1 1.483 9.2 1.9 1.275 8.5 1.8 1.045 8.2 1.7 0.974 8.1 1.7 0.946 12:15 7.8 1.7 0.867 8.0 1.7 0.901 9.6 2.0 1.385 9.2 1.9 1.240 8.6 1.8 1.046 8.2 1.7 0.966 8.2 1.7 0.971 12:30 7.5 1.6 0.773 8.0 1.7 0.900 9.5 2.0 1.355 9.1 1.9 1.246 8.5 1.8 1.059 8.2 1.8 1.000 8.2 1.7 0.972 12:45 7.4 1.6 0.774 8.1 1.7 0.912 9.5 2.0 1.359 9.0 1.9 1.212 8.4 1.7 1.006 8.1 1.7 0.963 7.9 1.7 0.896 13:00 7.4 1.5 0.753 8.1 1.7 0.930 9.3 1.9 1.279 8.9 1.8 1.116 8.4 1.8 1.011 8.1 1.7 0.932 13:15 7.5 1.6 0.785 7.9 1.7 0.880 9.3 1.9 1.267 8.8 1.9 1.140 8.3 1.7 0.990 8.0 1.7 0.902 7.9 1.6 0.874 13:30 7.5 1.6 0.808 7.9 1.7 0.891 9.2 2.0 1.293 8.8 1.8 1.094 8.3 1.7 0.969 7.7 1.7 0.863 8.0 1.7 0.918 13:45 7.4 1.6 0.785 7.8 1.6 0.858 9.1 1.9 1.214 8.7 1.8 1.061 8.2 1.7 0.971 7.8 1.6 0.848 7.9 1.7 0.893 14:00 7.4 1.6 0.781 7.6 1.7 0.844 8.9 1.9 1.163 8.8 1.7 1.049 8.2 1.6 0.908 7.8 1.7 0.875 7.8 1.7 0.893 14:15 7.4 1.6 0.754 7.5 1.6 0.786 9.0 1.8 1.161 8.6 1.8 1.075 8.0 1.7 0.918 7.8 1.6 0.829 7.5 1.5 0.760 14:30 7.3 1.6 0.754 7.6 1.6 0.772 9.0 1.9 1.210 8.5 1.7 0.985 7.9 1.7 0.907 7.7 1.6 0.853 7.6 1.6 0.813 14:45 7.3 1.6 0.776 7.5 1.6 0.797 9.1 1.9 1.191 8.4 1.7 1.006 8.0 1.6 0.879 7.7 1.6 0.820 7.6 1.6 0.832 15:00 7.3 1.5 0.732 7.6 1.6 0.805 9.0 1.9 1.181 8.4 1.7 0.985 8.1 1.7 0.955 7.8 1.6 0.838 7.6 1.6 0.836 15:15 7.6 1.6 0.814 7.6 1.6 0.821 8.9 1.8 1.144 8.3 1.7 0.977 8.2 1.7 0.953 7.7 1.6 0.848 7.7 1.7 0.852 15:30 8.2 1.7 0.970 7.6 1.7 0.840 8.7 1.8 1.077 8.2 1.7 0.978 8.0 1.7 0.947 7.7 1.6 0.842 7.7 1.7 0.858 15:45 7.8 1.7 0.862 7.7 1.7 0.857 8.8 1.8 1.103 8.1 1.6 0.905 8.0 1.7 0.900 7.4 1.0 0.788 7.7 1.6 0.834 16:00 7.6 1.6 0.820 7.6 1.6 0.820 8.9 1.9 1.165 8.0 1.7 0.934 7.9 1.6 0.853 7.4 1.6 0.777 7.6 1.7 0.844 16:15 7.6 1.6 0.783 7.9 1.6 0.854 8.9 1.8 1.135 8.0 1.7 0.920 7.6 1.6 0.813 7.5 1.6 0.788 7.5 1.6 0.794 16:30 7.4 1.6 0.788 7.7 1.6 0.838 8.7 1.9 1.128 8.0 1.7 0.903 7.6 1.6 0.824 7.7 1.6 0.800 7.5 1.6 0.794 16:45 7.4 1.6 0.762 7.7 1.6 0.835 8.7 1.8 1.093 8.0 1.6 0.860 7.8 1.6 0.849 7.7 1.6 0.835 7.6 1.6 0.834 HB_O5UnplM)FINAL(inches):Dep HB 051mp1kVFlNAL(feet/sec):Vel HB 051mpllQFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 7.6 1.6 0.803 8.0 1.6 0.888 8.8 1.8 1.126 7.9 1.6 0.869 7.8 1.6 0.864 7.9 1.6 0.874 7.7 1.7 0.883 17:16 7.6 1.6 0.822 8.0 1.6 0.872 8.9 1.9 1.169 7.8 1.6 0.854 8.1 1.7 0.955 7.9 1.6 0.870 7.7 1.7 0.859 17:30 7.7 1.7 0.854 8.0 1.7 0.909 9.0 1.9 1.218 8.0 1.7 0.915 8.0 1.7 0.930 8.0 1.6 0.881 8.0 1.7 0.935 17:45 7.9 1.7 0.912 7.8 1.6 0.832 9.1 1.9 1.190 8.1 1.7 0.932 7.9 1.6 0.827 8.2 1.7 0.965 8.2 1.7 0.967 18:00 8.0 1.7 0.913 8.1 1.7 0.931 9.2 1.9 1.239 8.2 1.7 0.976 8.1 1.7 0.919 8.1 1.7 0.939 8.2 1.7 0.960 18:15 8.0 1.6 0.895 8.2 1.7 0.974 9.0 1.9 1.176 8.4 1.7 0.991 8.2 1.7 0.940 8.2 1.6 0.915 8.3 1.7 0.985 18:30 8.3 1.8 1.001 8.3 1.7 0.985 8.6 1.8 1.086 8.3 1.7 0.945 8.5 1.7 1.014 8.1 1.7 0.916 8.4 1.7 0.980 18:45 8.3 1.8 1.002 8.2 1.7 0.972 8.4 1.8 1.025 8.5 1.7 1.023 8.6 1.9 1.121 8.2 1.8 0.986 8.3 1.7 0.993 19:00 8.4 1.8 1.045 8.3 1.7 0.975 8.5 1.8 1.058 8.5 1.7 1.025 8.7 1.8 1.087 8.5 1.8 1.036 8.4 1.7 0.991 19:15 8.5 1.8 1.035 8.4 1.7 1.001 8.5 1.9 1.086 8.4 1.7 1.010 8.7 1.8 1.078 8.4 1.8 1.018 8.4 1.7 1.006 19:30 8.8 1.8 1.098 8.4 1.8 1.059 8.5 1.7 1.014 8.5 1.8 1.028 8.9 1.8 1.127 8.4 1.7 0.994 8.4 1.7 1.000 19:45 8.7 1.8 1.081 8.4 1.7 0.995 8.5 1.8 1.020 8.6 1.8 1.058 8.8 1.8 1.126 8.5 1.7 1.020 8.6 1.8 1.058 20:00 8.5 1.7 1.016 8.3 1.6 0.941 8.4 1.7 0.991 8.4 1.7 0.979 8.8 1.8 1.085 8.4 1.7 1.004 8.7 1.8 1.087 20:15 8.6 1.8 1.037 8.2 1.7 0.950 8.6 1.8 1.051 8.3 1.7 0.982 8.6 1.8 1.079 8.5 1.7 1.011 8.6 1.7 1.032 20:30 8.5 1.7 1.021 8.2 1.7 0.941 8.6 1.8 1.044 8.4 1.7 0.996 8.7 1.8 1.068 8.5 1.7 1.016 8.6 1.8 1.059 20:45 8.5 1.8 1.054 8.3 1.8 1.005 8.4 1.8 1.016 8.4 1.7 0.971 8.7 1.8 1.069 8.4 1.7 0.985 8.6 1.7 1.035 21:00 8.5 1.7 1.014 8.2 1.7 0.921 8.4 1.8 1.006 8.4 1.7 1.007 8.7 1.8 1.078 8.4 1.7 0.993 8.5 1:7 1.026 21:15 8.5 1.8 1.043 8.0 1.7 0.909 8.5 1.8 1.031 8.4 1.7 1.010 8.7 1.8 1.099 8.4 1.8 1.023 8.5 1.7-0.995 21:30 8.5 1.8 1.060 7.9 1.6 0.870 8.4 1.7 0.991 8.3 1.7 0.951 8.5 1.7 0.983 8.3 1.8 1.002 8.5 1.8 1.029 21:45 8.4 1.8 1.013 7.9 1.6 0.856 8.1 1.7 0.951 8.3 1.7 0.989 8.3 1.8 1.005 8.3 1.7 0.980 8.3 1.7 0.968 22:00 8.2 1.7 0.955 7.9 1.7 0.923 8.2 1.6 0.921 8.4 1.7 0.990 8.3 1.7 0.942 8.2 1.7 0.971 8.2 1.7 0.965 22:15 8.1 1.7 0.931 7.8 1.7 0.864 8.2 1.7 0.952 8.3 1.8 1.001 8.1 1.7 0.943 8.0 1.6 0.893 8.1 1.7 0.920 22:30 8.1 1.7 0.933 7.7 1.6 0.813 8.0 1.6 0.880 8.2 1.7 0.960 8.1 1.7 0.920 7.8 1.6 0.834 7.9 1.6 0.860 22:45 7.9 1.6 0.857 7.5 1.5 0.761 7.7 1.6 0.815 8.0 1.6 0.889 8.0 1.6 0.891 7.8 1.6 0.852 7.8 1.6 0.838 23:00 7.5 1.6 0.792 7.4 1.5 0.754 7.8 1.6 0.858 7.7 1.6 0.843 7.8 1.6 0.834 7.7 1.6 0.814 7.7 1.6 0.822 23:15 7.4 1.5 0.742 7.5 1.6 0.801 7.5 1.6 0.792 7.5 1.6 0.788 7.7 1.6 0.821 7.6 1.6 0.837 7.5 1.6 0.821 23:30 7.3 1.5 0.719 7.5 1.6 0.777 7.4 1.6 0.766 7.3 1.5 0.732 7.6 1.6 0.809 7.4 1.6 0.763 7.4 1.6 0.760 23:45 7.3 1.5 0.731 7.3 1.6 0.749 7.4 1.6 0.763 7.1 1.5 0.683 7.5 1.5 0.741 7.1 1.6 0.678 7.3 1.5 0.735 Total 0.819 0.813 0.919 0.869 0.870 0.831 0.830 Average 7.5 1.6 0.819 7.5 1.6 0.813 7.9 1.7 0.919 7.7 1.6 0.869 7.8 1.6 0.870 7.6 1.6 0.831 7.6 1.6 0.830 Min Time 04:40 03:20 03:20 04:25 04:20 04:20 05:20 04:50 05:20 05:00 03:40 05:15 04:20 03:30 03:30 04:35 04:10 04:10 04:20 04:20 04:20 Min Value 5.1 1.0 0.289 5.0 0.9 0.268 5.2 1.0 0.309 5.1 1.0 0.312 5.6 1.1 0.387 5.5 1.0 0.343 5.3 1.0 0.318 Max Time 08:20 08:25 08:25 08:10 08:10 08:10 12:05 11:15 12:05 09:55 10:05 09:55 08:30 18:55 08:35 08:00 07:55 08:05 08:25 08:10 08:10 Max Value 9.5 2.1 1.395 9.6 2.1 1.410 9.9 2.1 1.490 10.0 2.1 1.516 9.3 2.0 1.265 9.1 1.9 1.216 9.1 2.0 1.251 Week Avg 7.7 1.6 0.850 WeekTotal 5.950 ADS Environmental Services HB_05Unp1\DFINAL(inches):Dep HB_05Vnpl%VFINAL(feeUsec):Vel HB_051mp11QFINAL(MGD-Total MG):Flow HB_RG03Unpl\RAIN(inches):Rain 9508 HAMILTON HB_05 Pipe Height:21.00 HUNTINGTON BEACH,CA HC 3.0255-3.0255 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 7.0 1.5 0.676 7.2 1.5 0.719 7.2 1.6 0.751 7.1 1.5 0.674 6.4 1.3 0.521 6.8 1.4 0.608 6.3 1.3 0.505 00:15 6.8 1.5 0.646 6.9 1.5 0.661 7.0 1.5 0.663 6.8 1.5 0.645 6.0 1.3 0.460 6.4 1.4 0.558 6.1 1.3 0.476 00:30 6.7 1.4 0.587 6.7 1.3 0.558 6.9 1.5 0.645 6.6 1.4 0.571 5.9 1.2 0.435 5.9 1.3 0.469 5.9 1.2 0.413 00:45 6.5 1.4 0.549 6.7 1.4 0.586 6.7 1.3 0.571 6.4 1.3 0.535 5.7 1.2 0.423 5.7 1.3 0.442 5.9 1.2 0.432 01:00 6.3 1.30.514 6.2 1.30.501 6.6 1.40.592 6.4 1.30.519 5.7 1.20.417 5.4 1.20.375 5.8 1.2 0.416 01:15 6.1 1.3 0.486 6.0 1.3 0.460 6.5 1.4 0.549 6.1 1.3 0.482 5.5 1.1 0.373 5.3 1.2 0.363 5.6 1.1 0.380 01:30 6.0 1.3 0.465 5.8 1.2 0.428 6.2 1.3 0.506 6.0 1.3 0.469 5.5 1.2 0.380 5.5 1.2 0.391 5.5 1.1 0.346 01:45 5.9 1.2 0.435 5.7 1.2 0.423 6.2 1.3 0.497 6.0 1.3 0.459 5.6 1.2 0.389 5.3 1.2 0.365 5.6 1.2 0.379 02:00 5.9 1.3 0.447 5.6 1.2 0.404 6.2 1.3 0.492 5.9 1.3 0.448 6.5 1.1 0.356 5.3 1.2 0.381 5.7 1.2 0.406 02:15 5.7 1.2 0.394 5.6 1.2 0.395 6.2 1.3 0.487 0.01 5.8 1.2 0.422 5.5 1.1 0.370 5.3 1.1 0.346 5.3 1.2 0.365 02:30 5.7 1.2 0.394 5.6 1.2 0.403 6.1 1.3 0.481 0.03 5.9 1.3 0.459 5.3 1.2 0.355 5.2 1.2 0.350 5.3 1.1 0.352 02:45 5.6 1.2 0.389 5.4 1.2 0.374 6.1 1.3 0.475 0.01 6.0 1.3 0.458 5.4 1.2 0.368 5.4 1.2 0.370 5.5 1.2 0.379 03:00 5.4 1.2 0.376 5.5 1.2 0.370 5.8 1.2 0.432 5.8 1.2 0.411 5.6 1.2 0.410 5.2 1.1 0.325 5.4 1.1 0.348 03:15 5.5 1.2 0.378 5.4 1.2 0.362 5.9 1.3 0.442 5.7 1.2 0.399 5.5 1.2 0.377 5.3 1.2 0.363 5.5 1.2 0.387 03:30 5.3 1.1 0.356 5.3 1.2 0.364 5.7 1.2 0.401 5.6 1.1 0.368 5.7 1.2 0.398 5.4 1.2 0.382 5.4 1.1 0.355 03:45 5.4 1.2 0.383 5.4 1.2 0.387 5.7 1.2 0.416 5.6 1.2 0.399 5.6 1.2 0.385 5.3 1.2 0.354 5.6 1.1 0.373 04:00 5.5 1.2 0.386 5.3 1.1 0.350 5.6 1.2 0.394 5.5 1.2 0.393 5.8 1.3 0.435 5.6 1.2 0.393 5.8 1.2 0.424 04:15 5.4 1.2 0.368 5.3 1.1 0.337 5.5 1.2 0.401 5.5 1.2 0.385 5.7 1.2 0.418 5.5 1.2 0.384 5.9 1.2 0.433 04:30 5.5 1.2 0.378 5.4 1.2 0.371 5.6 1.2 0.385 5.5 1.2 0.380 5.8 1.2 0.416 5.8 1.3 0.437 5.9 1.2 0.419 04:45 5.5 1.2 0.377 5.3 1.2 0.358 5.4 1.2 0.374 5.5 1.1 0.351 6.1 1.3 0.486 6.2 1.3 0.499 6.2 1.3 0.494 05:00 5.5 1.2 0.392 5.4 1.1 0.346 5.5 1.2 0.376 5.5 1.2 0.381 6.6 1.4 0.605 6.7 1.4 0.597 6.7 1.4 0.589 05:15 5.8 1.3 0.451 5.5 1.2 0.385 5.6 1.2 0.381 5.7 1.2 0.408 7.1 1.6 0.735 7.3 1.5 0.727 7.2 1.5 0.728 05:30 5.8 1.3 0.448 5.7 1.2 0.401 5.5 1.2 0.375 5.5 1.2 0.402 8.1 1.7 0.956 7.6 1.6 0.837 7.8 1.6 0.849 05:45 6.1 1.3 0.500 6.2 1.3 0.505 5.6 1.2 0.386 5.7 1.3 0.429 8.3 1.7 0.970 8.1 1.7 0.920 8.1 1.7 0.941 06:00 6.6 1.5 0.608 6.7 1.4 0.598 5.7 1.2 0.414 5.9 1.3 0.447 8.6 1.8 1.043 8.5 1.8 1.042 8.6 1.8 1.086 06:15 7.2 1.6 0.739 7.1 1.5 0.701 5.9 1.2 0.424 6.0 1.3 0.468 8.9 1.8 1.139 8.9 1.9 1.156 9.1 1.8 1.174 06:30 7.5 1.6 0.776 7.5 1.6 0.795 6.1 1.3 0.489 6.5 1.4 0.549 9.0 1.8 1.146 9.2 1.9 1.271 9.3 1.9 1.263 06:45 7.9 1.7 0.916 8.0 1.8 0.954 6.3 1.3 0.522 7.0 1.5 0.673 9.3 2.0 1.313 9.5 1.9 1.305 9.4 2.0 1.321 07:00 8.3 1.8 1.005 8.4 1.8 1.030 6.7 1.4 0.573 7.1 1.5 0.680 9.5 2.0 1.384 9.4 2.0 1.366 9.3 1.9 1.278 07:15 8.7 1.8 1.075 8.6 1.9 1.114 6.9 1.5 0.647 7.7 1.6 0.831 9.4 2.0 1.344 9.3 1.9 1.260 9.3 1.9 1.262 07:30 9.0 1.9 1.173 8.7 1.8 1.103 7.3 1.6 0.780 8.1 1.6 0.907 9.3 1.9 1.240 9.2 1.9 1.266 9.2 1.9 1.234 07:45 8.9 1.6 1.121 9.1 1.9 1.191 7.8 1.6 0.860 8.3 1.8 1.007 9.0 1.9 1.188 9.1 1.9 1.224 9.1 1.9 1.257 HB_051mp11DFINAL(inches):Dep HB_051mp1\VFINAL(feet/sec):Vel HB 05VnplkQFINAL(MGD-Total MG):Flow HB_RG03Unpl\RAIN(inches):Raln Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5102 4/6/02 V7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain 08:00 9.0 1.8 1.152 9.0 1.9 1.182 8.1 1.7 0.951 8.6 1.8 1.092 8.8 1.8 1.112 8.8 1.8 1.102 8.8 1.8 1.117 08:15 9.1 1.9 1.217 9.0 1.9 1.185 8.7 1.8 1.106 9.0 1.8 1.160 8.6 1.8 1.063 8.6 1.8 1.038 8.6 1.8 1.057 08:30 9.1 1.9 1.212 9.1 1.9 1.221 9.1 1.9 1.224 9.0 1.8 1.187 8.5 1.8 1.066 8.5 1.7 1.008 8.5 1.7 1.020 08:45 8.9 1.9 1.169 9.0 1.9 1.195 9.2 1.9 1.241 9.2 1.9 1.225 8.5 1.8 1.053 8.4 1.8 1.011 8.5 1.8 1.036- 09:00 8.9 1.9 1.188 9.0 1.9 1.181 9.0 1.9 1.200 9.3 1.9 1.263 8.4 1.8 1.022 8.1 1.7 0.943 8.3 1.7 0.992 09:15 8.9 1.9 1.150 9.0 1.9 1.217 8.9 1.9 1.177 9.4 1.9 1.256 8.4 1.7 0.993 8.2 1.7 0.965 8.2 1.7 0.939 09:30 9.0 1.9 1.226 9.1 1.9 1.215 9.0 1.8 1.169 9.5 2.0 1.349 8.3 1.7 0.987 8.1 1.7 0.940 8.2 1.8 0.994 09:45 8.9 1.8 1.144 8.8 1.9 1.162 9.2 2.0 1.282 9.5 2.0 1.338 8.3 1.7 0.972 8.1 1.7 0.940 8.1 1.7 0.950 10:00 8.7 1.8 1.116 8.7 1.8 1.123 9.4 1.9 1.311 9.6 1.9 1.316 8.4 1.8 1.022 8.1 1.7 0.950 8.0 1.7 0.916 10:15 8.7 1.8 1.100 8.7 1.8 1.073 9.5 1.9 1.318 9.6 2.0 1.361 8.4 1.8 1.024 8.0 1.7 0.915 7.9 1.7 0.882 10:30 8.6 1.9 1.113 8.7 1.8 1.096 9.6 2.1 1.407 9.5 1.9 1.316 8.2 1.7 0.953 8.0 1.7 0.919 7.8 1.6 0.834 10:45 8.5 1.9 1.093 8.8 1.9 1.169 9.6 2.0 1.357 9.5 2.0 1.371 8.1 1.7 0.936 7.9 1.7 0.893 7.8 1.6 0.847 11:00 8.4 1.8 1.014 8.7 1.8 1.121 9.6 2.0 1.365 9.4 1.9 1.299 8.1 1.7 0.934 7.7 1.6 0.837 7.7 1.6 0.840 11:15 8.5 1.8 1.053 8.6 1.8 1.058 9.5 2.0 1.339 9.3 1.9 1.281 8.1 1.7 0.951 7.6 1.6 0.808 7.9 1.7 0.902 11:30 8.6 1.8 1.045 8.6 1.8 1.060 9.4 2.0 1.367 9.2 1.9 1.249 8.0 1.7 0.921 7.5 1.6 0.792 7.7 1.7 0.859 11:45 8.4 1.8 1.026 8.5 1.8 1.028 9.3 1.9 1.277 9.0 1.9 1.232 8.0 1.7 0.922 7.8 1.6 0.854 7.5 1.6 0.782 12:00 8.4 1.8 1.025 8.4 1.8 1.004 9.1 1.9 1.237 8.9 1.9 1.178 8.0 1.7 0.931 7.7 1.6 0.840 7.5 1.6 0.796 12:15 8.2 1.7 0.980 8.4 1.8 1.025 8.9 1.9 1.169 8.9 1.8 1.104 8.1 1.7 0.936 7.6 1.6 0.816 7.7 1.6 0.839 12:30 8.2 1.7 0.974 8.3 1.8 0.988 8.8 1.9 1.143 8.9 1.8 1.147 8.0 1.7 0.908 7.5 1.6 0.796 7.5 1.6 0.765 12:45 8.1 1.8 0.967 8.1 1.7 0.950 8.6 1.8 1.102 8.7 1.9 1.137 7.8 1.6 0.867 7.4 1.6 0.757 7.4 1.5 0.745 13:00 8.0 1.7 0.890 8.1 1.7 0.955 8.6 1.8 1.067 8.7 1.8 1.100 7.9 1.7 0.910 7.3 1.6 0.782 7.4 1.6 0.770 13:15 7.6 1.6 0.821 8.1 1.7 0.957 8.7 1.8 1.108 8.7 1.8 1.102 7.7 1.6 0.840 7.3 1.6 0.781 7.5 1.6 0.799 13:30 7.6 1.6 0.813 8.0 1.7 0.928 8.7 1.8 1.115 8.7 1.8 1.112 8.0 1.7 0.923 7.2 1.5 0.725 7.3 1.6 0.752 13:45 7.7 1.6 0.847 7.7 1.6 0.829 8.8 1.9 1.140 8.6 1.8 1.074 8.1 1.8 0.963 7.3 1.6 0.755 7.3 1.6 0.764 14:00 7.7 1.6 0.841 7.8 1.7 0.878 8.7 1.9 1.128 8.5 1.8 1.086 8.1 1.7 0.947 7.3 1.5 0.738 7.3 1.6 0.754 14:15 7.8 1.7 0.880 7.9 1.7 0.902 8.6 1.8 1.086 8.4 1.8 1.018 8.1 1.7 0.937 7.2 1.6 0.751 7.4 1.5 0.744 14:30 7.7 1.6 0.816 7.7 1.7 0.870 8.4 1.8 1.029 8.3 1.7 0.990 8.1 1.7 0.946 7.3 1.6 0.763 7.4 1.6 0.775 14:45 7.5 1.6 0.788 7.7 1.6 0.838 8.3 1.7 0.989 8.5 1.8 1.084 8.2 1.7 0.949 7.4 1.6 0.780 7.5 1.5 0.752 15:00 7.4 1.6 0.797 7.7 1.7 0.864 8.3 1.7 0.994 8.6 1.8 1.072 8.3 1.8 0.990 7.4 1.6 0.767 7.5 1.6 0.784 15:15 7.5 1.6 0.792 7.7 1.7 0.858 8.3 1.8 0.988 8.5 1.8 1.031 8.4 1.8 1.011 7.3 1.5 0.742 7.6 1.6 0.819 15:30 7.6 1.7 0.845 7.7 1.6 0.838 8.3 1.7 0.951 8.4 1.7 0.984 8.3 1.7 0.983 7.5 1.6 0.791 7.7 1.6 0.835 15:45 7.5 1.6 0.793 7.5 1.6 0.786 8.2 1.7 0.966 8.4 1.7 1.006 8.2 1.7 0.973 7.7 1.6 0.843 7.6 1.6 0.803 16:00 7.6 1.6 0.790 7.6 1.6 0.814 7.9 1.6 0.865 8.3 1.7 0.987 8.4 1.8 1.018 7.6 1.6 0.816 7.4 1.6 0.778 16:15 7.6 1.7 0.842 7.6 1.6 0.821 8.1 1.8 0.961 8.3 1.7 0.983 8.4 1.8 1.017 7.8 1.6 0.825 7.6 1.6 0.809 16:30 7.6 1.6 0.836 7.6 1.6 0.817 8.3 1.7 0.995 8.4 1.8 1.014 8.4 1.8 1.038 7.8 1.7 0.874 7.6 1.6 0.791 16:45 7.4 1.6 0.803 7.6 1.6 0.779 8.4 1.7 1.006 8.4 1.7 1.011 8.4 1.7 1.008 8.1 1.7 0.928 7.7 1.6 0.841 ! HB_051mpl%DFINAL(inches):Dep HB 05Vnp1\VFINAL(feet/sec):Vel HB_05Vnp11QFINAL(MGD-Total MG):Flow HB_RG03Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4102 4/5/02 4/6/02 4!7/02 4/8/02 4/9/02 4/10/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 7.5 1.6 0.811 7.6 1.7 0.850 8.4 1.7 1.003 8.5 1.8 1.053 8.5 1.8 1.044 8.1 1.7 0.952 8.0 1.7 0.911 17:15 7.7 1.6 0.819 7.8 1.6 0.860 8.4 1.8 1.050 8.5 1.8 1.036 8.5 1.8 1.066 8.2 1.8 0.993 8.2 1.7 0.941 17:30 7.9 1.7 0.904 7.9 1.7 0.916 8.3 1.7 0.993 8.5 1.8 1.028 8.5 1.8 1.042 8.1 1.7 0.959 8.1 1.6 0.900 17:45 7.8 1.7 0.894 8.0 1.7 0.935 8.5 1.7 1.001 8.5 1.7 1.015 8.7 1.8 1.111 8.1 1.7 0.965 8.1 1.7 0.909 18:00 8.0 1.7 0.909 8.1 1.7 0.953 8.5 1.8 1.055 8.5 1.8 1.075 8.8 1.8 1.113 8.5 1.8 1.071 8.2 1.8 0.980 18:15 8.1 1.7 0.925 8.2 1.6 0.910 8.5 1.8 1.037 8.7 1.7 1.031 8.9 1.8 1.108 8.5 1.8 1.089 8.4 1.7 0.999 18:30 8.1 1.7 0.945 8.2 1.7 0.964 8.4 1.8 1.048 8.6 1.8 1.069 9.1 1.9 1.255 8.6 1.8 1.062 8.5 1.8 1.050 18:45 8.2 1.7 0.967 8.4 1.8 1.034 8.4 1.8 1.018 8.7 1.8 1.112 9.3 2.0 1.309 8.5 1.9 1.096 8.6 1.8 1.057 19:00 8.3 1.8 0.991 8.4 1.7 0.990 8.3 1.7 0.944 8.9 1.8 1.140 9.3 2.0 1.334 8.7 1.8 1.093 8.6 1.7 1.020 19:15 8.5 1.8 1.074 8.5 1.8 1.056 8.5 1.7 1.004 9.1 1.9 1.244 9.5 2.0 1.356 9.0 1.9 1.216 8.6 1.8 1.060 19:30 8.5 1.8 1.022 8.6 1.8 1.064 8.5 1.7 1.021 9.1 1.9 1.191 9.5 2.0 1.337 8.9 1.8 1.128 8.8 1.8 1.104 19:45 8.5 1.8 1.055 8.6 1.8 1.048 8.5 1.8 1.026 9.1 1.9 1.205 9.6 2.0 1.363 8.9 1.9 1.177 9.0 1.8 1.146 20:00 8.6 1.8 1.050 8.5 1.7 1.014 8.5 1.8 1.044 9.3 1.9 1.237 9.5 2.0 1.371 9.0 1.8 1.138 8.7 1.8 1.093 20:15 8.6 1.8 1.082 8.4 1.8 1.021 8.6 1.8 1.045 9.1 1.9 1.207 9.4 2.0 1.323 8.8 1.9 1.163 8.6 1.8 1.083 20:30 8.5 1.8 1.060 8.3 1.7 0.965 8.5 1.7 1.009 9.0 1.9 1.182 9.4 1.9 1.279 8.8 1.8 1.127 8.6 1.8 1.065 20:45 8.4 1.7 1.001 8.4 1.8 1.024 8.4 1.7 0.986 8.9 1.9 1.194 9.2 1.9 1.270 8.8 1.8 1.131 8.7 1.8 1.090 21:00 8.4 1.7 1.006 8.3 1.7 0.972 8.3 1.6 0.930 8.8 1.8 1.101 9.1 1.8 1.161 8.6 1.8 1.085 8.5 11 1.005 21:15 8.4 1.7 0.999 8.2 1.6 0.917 8.3 1.8 0.999 8.6 1.8 1.062 9.0 1.8 1.158 8.5 1.8 1.041 8.4 1.6 0.942 21:30 8.4 1.8 1.055 8.0 1.7 0.923 8.3 1.7 0.968 8.5 1.8 1.041 8.9 1.9 1.162 8.3 1.7 0.948 8.4 1.7 0.999 21:45 8.3 1.8 1.017 8.1 1.7 0.926 8.2 1.7 0.943 8.4 1.7 0.994 8.8 1.9 1.137 8.2 1.7 0.926 8.0 1.6 0.892 22:00 8.2 1.8 0.997 8.0 1.5 0.825 8.0 1.6 0.847 8.3 1.8 0.999 8.6 1.8 1.092 8.1 1.7 0.929 7.8 1.7 0.885 22:15 8.1 1.7 0.931 7.7 1.5 0.789 8.0 1.7 0.900 8.1 1.7 0.927 8.4 1.7 1.000 7.9 1.6 0.880 7.6 1.5 0.752 22:30 8.0 1.6 0.881 7.7 1.6 0.804 8.1 1.6 0.893 7.9 1.6 0.874 8.2 1.7 0.962 7.8 1.6 0.853 7.5 1.6 0.771 22:45 7.9 1.7 0.885 7.7 1.6 0.822 7.8 1.5 0.779 7.5 1.6 0.805 7.9 1.7 0.897 7.4 1.5 0.730 7.2 1.5 0.723 23:00 7.7 1.6 0.845 7.6 1.6 0.808 7.6 1.6 0.795 7.4 1.6 0.799 7.6 1.7 0.848 7.1 1.6 0.721 7.0 1.4 0.645 23:15 7.6 1.6 0.801 7.4 1.6 0.765 7.5 1.5 0.744 7.2 1.5 0.698 7.4 1.6 0.767 7.0 1.5 0.687 6.8 1.5 0.640 23:30 7.4 1.5 0.723 7.4 1.6 0.777 7.4 1.5 0.740 7.0 1.5 0.685 7.1 1.5 0.709 6.6 1.4 0.584 6.6 1.4 0.575 23:45 7.3 1.5 0.730 7.4 1.6 0.757 7.3 1.5 0.707 6.7 1.5 0.619 7.0 1.5 0.665 6.4 1.3 0.540 6.6 1.3 0.511 Total 0.830 0.00 0.829 0.00 0.873 0.05 0.901 0.00 0.911 0.00 0.825 0.00 0.807 0.00 Average 7.6 1.6 0.830 7.6 1.6 0.829 7.8 1.6 0.873 7.9 1.6 0.901 7.9 1.7 0.911 7.5 1.6 0.825 7.5 1.6 0.807 Min Time 03:35 02:35 03:35 05:00 04:20 04:20 04:25 04:10 04:45 04:30 03:40 04:30 02:35 01:20 02:40 02:25 03:00 02:25 02:20 04:30 01:40 Min Value 5.2 1.0 0.335 5.2 1.0 0.304 5.3 1.1 0.345 5.4 1.0 0.324 5.2 1.1 0.336 5.1 1.0 0.309 5.2 1.0 0.334 Max Time 08:25 09:35 08:30 08:30 07:45 07:45 11:00 11:40 10:35 10:15 09:55 10:15 19:50 20:10 07:05 06:55 07:05 07:05 06:55 06:45 06:45 Max Value 9.2 2.0 1.259 9.1 1.9 1.247 9.7 2.1 1.429 9.7 2.1 1.428 9.6 2.1 1.409 9.5 2.1 1.382 9.4 2.0 1.341 Week Avg 7.7 1.6 0.854 WeekTotal 5.978 0.05 x 0 Flow Monitor HB_06 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 2.87 2.32 0.333 consistent with field confirmations conducted to date and Minimum 0.80 0.83 0.019 support the relative accuracy of the flow monitor at this Maximum 1 6.33 3.53 1.006 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. Site Book#/MH# f--- - Site Report HB_06 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/12/02 Diameter ADS Job# ress/ Location: Goldenwest St. (Hunt. Bch., Ca.) Initials: Ty D. 20.75"x 20.88" 11871.11 Approx. 100 yds. south of Slater in Northbound fastlane of Goldenwest. Installation Access: Drive Thomas Guide: 857 H-2 Stainless steel ring with ultrasonic, velocity and ' pressure sensors. N � Slater Ave. Safety I I * I I I No rungs I I I I I as I I I I n Investigation .;Cl) Cn r I I o f I 02 0 % ;•, I I I I I � 1°p 3 I I = I I d H2S 0 ppm � CO 0 ppm • � I y I II I I a G I m I I ♦ I I LEL 0 % N Slater Ave. i d Rio Vista p 0 W Traffic I C7 I I I 1° a Moderate HB_06 I I t l I I I I I I Pipe Material I I I I VCP I I I I Manhole Depth I I I I 13.0 ft. Access Map Site Map I I I I Pipe and M.H.Condition 20.75"h X Manhole in Fair Condition 20.88"w Manhole Profile W d V � N C71 ' 3 n x m O in co Sensor LocationAL Cross-Section View Plan View Show Any Defects Drawings Not to Scale Hydraulics Pipe Profile Good Hydraulics. Some eddying on the sides but will be avoided when installed up the pipe. ultrasonic Sensor ,6 harge : None Height: --- Velocity Sensor Time 00:00 DOF 4.00" +/- Velocity 3.00 fps Silt 0.00" Show Sensor Locations ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 5.5 HB 06\m 1\DFINAL HB 06\m 1\VFINAL HB RG02\m 1\RAIN 10 0.45 5.0 9 0.40 4.5 8 4.0 0.35 i 7 3.5 0.30 g m c 3.0 I o c " � 0.25 L I 5 Of CD o 0.20 4 2.0 0.15 1 .5 0.10 N 2 1.0 I 0.05 0.5 1 0.00 0.0 0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 06\m 1\DFINAL HB 06\m 1\VFINAL HB RG02\m 1\RAIN 7 I 0.45 4.5 V 6 0.40 4.0 I 0.35 3.5 5 I i 0.30 3.0 4 � c o 0.25 L 2.5 'm CL o 3 0.20 2.0 0.15 1 .5 „! 2 0.10 1 .0 0.05 0.5 0.00 0.0 0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 06\m 1\DFINAL HB 06\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 4.5 6 0.40 4.0 0.35 3.5 / 5 Yi li I� 0.30 3.0 V 4 < E m c o 0.25 L 2.5 CIS n ,. m a 3 0.20 2.0 ^N 0.15 1 .5 2 0.10 1 .0 , V IV i 1 0.05 0.5 0.00 0.0 0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 06\m 1\DFINAL HB 06\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 4.5 6 0.40 4.0 0.35 5 3.5 M 0.30 3.0 c Z' 0.25 L 2.5 If .m n 0.20 2.0 3 �I 0.15 1 .5 2 I1 qI i it 0.10 1 .0 1 0.05 0.5 0.00 0.0 0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 5.0 HB 06\m 1\DFINAL HB 06\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 4.5 6 0.40 4.0 N �, 5 0.35 3.5 0.30 3.0 � o c � � 0.25 2.5 4 � a � 0.20 2.0 Yu 0.15 1.5 2 0.10 1.0 1 0.05 0.5 0.00 0.0 T 0 Thu 4 Fri 5 Sat 6 Sun 7 Mon S Tue 9 Wed 10 ADr 2002 Time ADS Environmental Services GOLDENWEST ST, HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 HB 06\ FINAL HB RG02 1\RAIN 0.9 0.45 0.8 0.40 0.7 0.35 0.6 11 II 0.30 � C9 0.25 0.5 0.20 -- C _ `0 3 LL 0.4 I 0.15 0.3 0.10 0.2 Al i II 0.05 0.1 0.00 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 HB 06\m 1\QFINAL HB RG02\m 1\RAIN 0.9 0.45 0.8 0.40 0.7 0.35 i 0.6 0.30 — 0.25 0.5 I of _o 0.20 " 0.4 I III 0.15 0.3 I i I 0.10 0.2 i 0.05 0.1 0.00 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 HB 06\ FINAL HB RG02 11RAIN 0.9 0.45 0.8 0.40 0.7 0.35 i 0.30 0.6 0.5 0.25 2— m { 0.20 ILL 0.4 yi 0.15 0.3 N 0.10 0.2 I N 0.05 0.1 i 0.00 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA 0.50 HB 061 FINAL HB RG02 1\RAIN 0.9 0.45 0.8 0.40 0.7 0.35 i 0.6 0.30 _ o III hh 0.5 � 0.25 LL m 3 Of ^I 0.20 0.4 0.15 0.3 I i i, Ali i' 0.10 0.2 0.05 0.1 i VI 0.00 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height: 20.75 HUNTINGTON BEACH, CA � e 0.50 HB 06\m 1\QFINAL HB RG02\m 1\RAIN 0.9 0.45 0.8 0.40 0.7 0.35 0.6 0.30 V g� 0.25 0.5 0.20 LL 0.4 P 0.15 0.3 0.10 0.2 I 0.05 0.1 0.00 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Aor 2002 Time ADS Environmental Services GOLDENWEST ST. HB_06 Pipe Height:20.75 HUNTINGTON BEACH,CA HC 7.5324-7.5324 0.0000-0.0000 HB_O61mp11OFINAL(MGD-Total MG) HB_RG021mp1MIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 02:45 0.031 07:45 0.874 0.315 0.315 0.00 3/15/02 04:40 0.024 07:40 0.862 0.295 0.295 0.00 3/16/02 05:55 0.026 10:15 0.852 0.323 0.323 0.00 3/17/02 05:35 0.029 09:45 0.818 0.357 0.357 0.13 3/18/02 02:50 0.039 07:30 0.792 0.342 0.342 0.00 3/19102 04:00 0.027 08:10 0.806 0.322 0.322 0.00 3/20102 05:05 0.020 08:00 0.860 0.320 0.320 0.00 3/21/02 05:10 0.031 07:50 1.006 0.327 0.327 0.00 3/22/02 05:15 0.029 68:05 0.879 0.321 0.321 0.00 3/23/02 04:40 0.027 10:05 0.827 0.341 0.341 0.10 3/24/02 04:55 0.032 11:00 0.907 0.359 0.359 0.00 3/25/02 04:50 0.022 08:05 0.800 0.341 0.341 0.00 3/26/02 02:55 0.029 08:25 0.772 0.324 0.324 0.00 3/27102 05:05 0.027 09:10 0.785 0.345 0.345 0.00 3/28/02 05:00 0.019 07:40 0.760 0.309 0.309 0.00 3/29/02 05:10 0.026 07:50 0.840 0.335 0.335 0.00 3/30/02 03:55 0.032 11:00 0.858 0.348 0.348 0.00 3/31/02 03:15 0.031 10:35 0.871 0.372 0.372 0.00 4/1102 05:35 0.052 10:25 0.711 0.359 0.359 0.00 4/2102 05:25 0.036 20:00 0.660 0.350 0.350 0.00 4/3/02 03:15 0.047 09:05 0.899 0.336 0.336 0.00 414102 03:00 0.042 09:50 0.650 0.321 0.321 0.00 415102 05:30 0.025 10:55 0.793 0.315 0.315 0.00 416/02 06:25 0.030 11:15 0.821 0.335 0.335 0.06 4/7102 03:30 0.029 20:10 0.773 0.351 0.351 0.00 4/8102 02:40 0.031 07:40 0.795 0.326 0.326 0.00 419102 02:15 0.027 07:10 0.775 0.311 0.311 0.00 4/10102 00:55 0.022 07:00 0.809 0.313 0.313 0.00 ReportAvg 0.333 ReportTotal 9.312 0.29 ADS Environmental Services HB_061mp1%DFINAL(inches):Dep HB_06Unp11VFINAL(feet/sec):Vel HB 061rnp1\QFINAL(MGD-Total MG):Flow HB RG021mp11RA1N(inches):Rain GOLDENWEST ST. HB_06 Pipe Height:20.75 HUNTINGTON BEACH,CA HC 7.5324-7.5324 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3120/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 00:00 2.2 1.7 0.148 2.1 1.5 0.120 2.4 1.7 0.168 2.5 1.7 0.172 2.6 1.9 0.206 2.6 2.1 0.230 2.6 2.1 0.228 00:15 2.1 1.5 0.122 2.0 1.6 0.122 2.3 1.7 0.150 2.2 1.6 0.141 2.3 1.9 0.179 2.2 1.9 0.162 1.9 1.5 0.105 00:30 1.8 1.6 0.109 2.0 1.6 0.115 2.4 1.8 0.178 2.6 1.8 0.197 2.3 1.7 0.153 2.3 1.9 0.174 1.9 1.7 0.120 00:45 2.0 1.4 0.105 2.0 1.5 0.109 2.4 1.7 0.164 2.1 1.7 0.136 2.1 1.7 0.137 2.0 1.6 0.120 1.8 1.5 0.099 01:00 1.8 1.6 0.101 1.9 1.5 0.105 2.1 1.5 0.121 1.9 1.3 0.094 2.3 1.7 0.154 2.1 1.8 0.145 2.1 1.8 0.146 01:15 1.8 1.7 0.106 2.2 1.6 0.137 1.9 1.2 0.089 1.9 1.3 0.094 2.1 1.7 0.138 1.8 1.5 0.103 1.8 1.5 0.097 01:30 1.6 1.2 0.068 1.8 1.5 0.100 2.1 1.5 0.126 2.3 1.6 0.147 1.7 1.4 0.086 1.7 1.5 0.091 1.7 1.5 0.091 01:45 1.9 1.5 0.111 1.8 1.3 0.090 2.0 1.3 0.101 2.0 1.2 0.093 1.8 1.3 0.081 1.5 1.3 0.066 1.6 1.5 0.084 02:00 1.7 1.6 0.096 1.6 1.2 0.067 1.8 1.3 0.090 1.6 1.1 0.060 1.8 1.4 0.099 1.7 1.6 0.098 1.5 1.4 0.075 02:15 1.8 1.5 0.099 1.7 1.3 0.080 1.6 1.3 0.066 1.6 1.1 0.059 1.9 1.5 0.110 1.6 1.4 0.078 1.7 1.6 0.096 02:30 1.5 1.1 0.054 1.6 1.2 0.074 1.7 1.3 0.081 1.9 1.2 0.082 1.9 1.3 0.067 1.5 1.2 0.059 1.3 1.1 0.044 02:45 1.5 1.1 0.059 1.6 1.1 0.057 1.6 1.4 0.075 1.8 1.2 0.078 1.5 1.1 0.056 1.3 1.2 0.051 1.3 1.2 0.051 03:00 1.6 1.2 0.067 1.5 1.2 0.060 2.1 1.5 0.124 1.9 1.2 0.084 1.7 1.2 0.070 1.6 1.4 0.075 1.5 1.4 0.071 03:15 1.7 1.2 0.076 1.4 1.1 0.054 1.5 1.3 0.065 1.4 1.1 0.052 1.9 1.2 0.089 1.4 1.2 0.053 1.5 1.4 0.065 03:30 1.4 1.2 0.052 1.5 1.2 0.059 1.6 1.4 0.074 1.7 1.2 0.072 1.7 1.2 0.076 1.8 1.7 0.110 1.6 1.3 0.075 03:45 1.7 1.2 0.075 1.7 1.2 0.073 1.9 1.5 0.101 2.1 1.3 0.103 1.8 1.3 0.085 1.2 1.1 0.040 1.4 1.2 0.053 04:00 1.2 1.0 0.037 1.4 1.1 0.052 1.7 1.2 0.079 1.6 1.2 0.066 1.5 1.1 0.053 1.3 1.1 0.048 1.0 1.1 0.032 04:15 1.5 1.1 0.058 1.6 1.2 0.066 1.9 1.6 0.115 1.7 1.1 0.064 1.8 1.2 0.077 1.5 1.1 0.051 1.3 1.1 0.047 04:30 1.6 1.3 0.071 1.1 1.0 0.032 1.5 1.1 0.054 1.4 1.0 0.043 1.9 1.2 0.082 1.9 1.7 0.116 1.7 1.5 0.090 04:45 1.6 1.2 0.064 1.8 1.2 0.080 1.5 1.2 0.056 1.7 1.1 0.065 1.8 1.1 0.072 1.4 1.3 0.062 1.5 1.2 0.064 05:00 1.6 1.2 0.068 1.8 1.4 0.088 1.7 1.2 0.074 2.0 1.2 0.094 1.7 1.1 0.067 1.4 1.2 0.056 1.1 1.1 0.039 05:15 1.6 1.1 0.062 1.6 1.2 0.063 1.5 1.2 0.061 1.7 1.2 0.072 1.6 1.1 0.065 1.4 1.3 0.058 1.4 1.3 0.061 05:30 1.9 1.4 0.093 1.4 1.1 0.053 1.9 1.2 0.084 1.4 1.0 0.046 2.0 1.5 0.119 1.7 1.5 0.091 1.4 1.3 0.063 05:45 1.7 1.3 0.082 1.6 1.2 0.064 1.2 1.1. 0.040 1.4 1.0 0.049 1.9 1.6 0.113 1.8 1.6 0.107 1.6 1.4 0.079 06:00 1.9 1.4 0.100 1.8 1.2 0.078 1.3 1.1 0.043 1.8 1.2 0.072 2.0 1.6 0.121 1.9 1.8 0.127 1.8 1.7 0.106 0615 2.0 1.6 0.120 2.2 1.4 0.119 2.0 1.4 0.105 1.5 1.1 0.056 2.4 1.8 0.175 2.1 1.9 0.155 2.2 1.7 0.141 06:30 2.7 2.1 0.246 2.5 1.7 0.175 1.7 1.6 0.107 1.7 1.2 0.068 2.9 2.3 0.309 2.9 2.7 0.360 3.1 2.8 0.402 06:45 2.9 2.5 0.344 3.4 3.0 0.474 1.9 1.3 0.088 1.6 1.3 0.071 3.3 2.5 0.386 3.1 2.6 0.375 3.0 2.6 0.352 07:00 3.7 3.2 0.592 3.8 3.2 0.608 1.9 1.4 0.096 2.2 1.4 0.120 4.0 3.0 0.629 3.6 3.1 0.544 3.4 2.9 0.488 07:15 4.4 3.2 0.746 4.1 3.2 0.671 2.8 1.9 0.242 1.9 1.2 0.088 4.1 3.0 0.653 4.1 3.0 0.658 4.0 3.0 0.630 07:30 4.6 3.0 0.745 4.4 3.3 0.794 2.8 2.0 0.245 2.4 1.6 0.154 4.7 3.0 0.753 4.5 3.0 0.724 4.5 2.9 0.693 07:45 4.8 3.0 0.795 4.6 3.0 0.758 3.0 2.4 0.328 2.7 2.2 0.252 4.4 3.0 0.708 4.3 3.0 0.682 4.4 3.3 0.784 HB_06Vnp1\DFINAL(inches):Dep HB 06Vnp1\VFINAL(feet/sec):Vel HB_06Vnp1\OFINAL(MGD-Total MG):Flow HB RG02Vnp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14102 3/15/02 3/16/02 3/17/02 3/18102 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain 08:00 4.5 3.2 0.776 4.4 2.9 0.690 3.0 2.4 0.319 3.0 2.5 0.347 4.3 3A 0.704 4.5 3.2 0.780 4.8 3.0 0.787 08:15 4.2 2.9 0.646 4.4 2.9 0.684 3.7 2.9 0.522 3.1 2.5 0.357 4.4 3.0 0.700 4.6 2.9 0.727 4.6 3.1 0.778 08:30 3.8 3.0 0.573 4.0 2.6 0.590 3.7 2.8 0.513 3.4 2.7 0.437 4.4 2.9 0.668 4.5 2.9 0.702 4.4 2.9 0.689 08:45 3.7 3.1 0.591 3.7 2.7 0.504 4.0 2.9 0.606 3.6 3.0 0.548 3.9 2.9 0.579 4.0 2.7 0.566 3.8 2.8 0.526. 09:00 3.8 2.9 0.560 3.5 2.9 0.498 4.2 2.7 0.603 3.8 3.3 0.621 3.9 2.9 0.582 3.5 2.8 0.491 3.8 2.8 0.532 09:15 3.6 2.8 0.504 3.5 3.0 0.510 4.4 3.2 0.735 4.0 2.8 0.561 3.8 2.7 0.522 3.7 2.8 0.533 4.2 2.9 0.645 09:30 3.5 2.9 0.505 3.9 3.1 0.612 4.3 2.9 0.667 4.1 3.0 0.643 4.1 2.9 0.620 3.7 3.1 0.568 4.3 3.0 0.676 09:45 3.4 2.8 0.457 3.5 3.0 0.496 4.4 3.0 0.711 4.5 3.1 0.757 3.9 2.7 0.531 3.4 2.5 0.401 3.5 3.0 0.522 10:00 3.6 2.9 0.516 3.4 2.8 0.459 4.2 3.0 0.678 4.3 3.2 0.740 3.8 2.8 0.551 3.4 2.7 0.465 3.5 2.7 0.474 10:15 3.6 2.8 0.490 3.6 2.9 0.520 4.5 3.1 0.754 4.1 3.1 0.675 3.6 2.7 0.476 3.6 2.9 0.519 3.6 2.7 0.492 10:30 3.6 3.0 0.521 3.5 2.8 0.471 4.4 2.9 0.671 4.3 3.1 0.716 4.0 2.8 0.575 3.9 2.9 0.559 3.6 2.9 0.506 10:45 3.6 2.7 0.481 3.3 2.7 0.416 4.1 2.4 0.523 4.5 3.0 0.748 3.5 2.6 0.444 3.5 2.8 0.476 3.2 2.9 0.440 11:00 3.4 2.5 0.406 3.3 2.6 0.405 3.8 2.7 0.513 4.1 2.9 0.626 3.4 2.6 0.428 3.4 2.7 0.432 3.3 2.8 0.442 11:15 3.3 2.6 0.403 3.2 2.5 0.363 4.0 2.7 0:560 3.8 2.9 0.567 3.6 2.7 0.477 3.3 2.9 0.458 3.2 2.7 0.406 11:30 3.2 2.8 0.426 3.1 2.5 0.358 3.6 2.7 0.479 3.9 2.9 0.581 3.8 2.7 0.533 3.3 2.7 0.423 3.5 2.9 0.505 11:45 3.2 2.6 0.395 3.1 2.6 0.372 3.7 2.8 0.507 4.1 3.1 0.660 3.3 2.5 0.392 3.2 2.5 0.381 2.9 2.4 0.323 12:00 3.1 2.7 0.397 3.2 2.6 0.381 3.6 3.0 0.542 3.8 3.0 0.574 3.4 2.6 0.415 3.1 2.5 0.361 3.0 2.6 0.358 12:15 3.0 2.8 0.397 3.3 2.7 0.433 3.7 3.0 0.554 3.9 3.0 0.609 3.5 2.5 0.424 3.1 2.5 0.354 3.1 2.6 0.368 12:30 3.1 2.9 0.417 3.0 2.2 0.299 3.5 2.7 0.465 3.8 3.1 0.608 3.5 2.5 0.439 3.0 2.6 0.364 3.1 2.9 0.416 12:45 3.2 3.0 0.438 2.7 1.9 0.221 3.1 2.6 0.380 4.2 2.6 0.628 3.1 2.4 0.340 2.9 2.3 0.297 2.8 2.5 0.296 13:00 2.9 2.0 0.267 2.9 2.4 0.315 3.3 2.8 0.446 3.5 2.9 0.504 2.9 2.2 0.285 2.8 2.1 0.267 2.8 2.3 0.281 13:15 2.9 1.9 0.247 2.9 2.3 0.294 3.3 2.7 0.435 3.4 2.9 0.470 3.3 2.3 0.360 3.1 2.3 0.328 2.9 2.4 0.319 13:30 2.8 1.9 0.242 2.9 2.1 0.276 3.1 2.4 0.358 3.6 2.9 0.506 3.3 2.9 0.453 3.2 2.6 0.394 3.0 2.8 0.379 13:45 2.6 1.7 0.192 2.8 2.1 0.256 3.2 2.4 0.359 3.6 3.0 0.533 3.0 2.5 0.347 2.8 2.1 0.263 2.6 2.2 0.242 14:00 2.8 1.9 0.235 3.1 2.4 0.355 3.2 2.8 0.425 3.3 2.8 0.432 2.9 2.3 0.304 2.7 2.0 0.240 2.7 2.6 0.298 14:15 2.8 2.1 0.267 2.7 1.9 0.228 3.3 2.6 0.402 3.2 2.8 0.411 3.2 2.4 0.371 2.9 2.2 0.283 2.9 2.7 0.356 14:30 2.9 2.0 0.271 2.7 2.0 0.237 3.0 2.3 0.315 3.4 3.0 0.497 3.1 2.4 0.336 2.8 2.2 0.276 2.8 2.6 0.313 14:45 2.7 1.9 0.216 2.7 2.1 0.252 2.9 2.4 0.315 3.2 2.9 0.434 2.7 1.8 0.219 2.6 2.1 0.225 2.6 2.0 0.227 15:00 2.8 2.0 0.239 2.6 1.9 0.213 3.2 2.7 0.406 3.1 2.6 0.361 2.6 1.9 0.209 2.7 2.0 0.235 2.5 2.0 0.211 15:15 2.6 1.8 0.207 3.1 2.8 0.390 2.9 2.5 0.322 3.2 2.6 0.377 3.1 2.4 0.341 2.9 2.3 0.306 2.8 2.3 0.286 15:30 2.7 1.7 0.196 2.7 2.2 0.257 2.9 2.3 0.302 3.3 2.8 0.440 2.8 2.4 0.288 2.6 2.1 0.231 2.7 2.1 0.247 15:45 2.5 1.8 0.178 2.7 1.9 0.230 3.1 2.6 0.377 3.2 2.8 0.409 2.6 2.1 0.227 2.6 2.0 0.225 2.8 2.1 0.259 16:00 2.8 2.3 0.300 2.6 2.0 0.229 3.3 2.8 0.439 3.0 2.6 0.347 2.6 2.2 0.239 2.5 2.1 0.213 2.6 2.2 0.268 16:15 2.8 .2.2 0.269 2.9 2.2 0.285 2.9 2.5 0.335 3.2 2.8 0.426 3.1 2.6 0.376 3.0 2.5 0.329 3.1 2.4 0.340 16:30 2.8 1.9 0.231 2.8 2.1 0.266 2.9 2.5 0.327 3.4 2.9 0.465 2.9 2.5 0.330 2.7 2.0 0.233 2.5 2.2 0.227 16:45 2.8 2.3 0.279 2.8 1.9 0.230 3.1 2.5 0.358 3.1 2.6 0.383 2.8 2.2 0.269 2.8 2.0 0.256 2.6 2.1 0.232 HB 06Vnp1\DFINAL(inches):Dep HB_06MpiWFINAL(feet/sec):Vel HB 06\mp11QFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15102 3/16/02 3/17/02 3/18/02 3119/02 3/20/02 Dep Vet Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain 17:00 2.4 1.9 0.198 2.9 1.8 0.229 3.1 2.6 0.372 3.2 2.8 0.417 2.8 2.4 0.312 2.8 2.2 0.275 2.7 2.0 0.230 17:15 2.6 2.0 0.223 3.0 2.2 0.307 3.0 2.4 0.322 3.2 2.7 0.410 3.0 2.7 0.376 3.1 2.7 0.387 3.2 2.5 0.371 17:30 2.7 2.1 0.247 3.0 2.5 0.347 3.1 2.7 0.396 3.4 2.9 0.460 2.7 2.4 0.285 2.8 2.0 0.252 2.7 2.1 0.238 17:45 3.2 2.5 0.374 2.7 1.9 0.221 3.5 2.9 0.484 3.2 2.7 0.407 2.7 2.4 0.286 3.0 2.2 0.305 2.7 2.0 0.233 18:00 2.8 2.1 0.270 2.8 2.0 0.246 3.5 2.8 0.476 3.3 2.9 0.455 3.0 2.4 0.327 2.9 2.5 0.325 2.8 2.1 0.262 18:15 2.9 2.0 0.259 3.1 2.3 0.333 3.3 2.5 0.386 3.4 2.8 0.459 3.1 2.8 0.403 3.2 2.5 0.371 3.1 2.6 0.363 18:30 3.2 2.5 0.366 3.3 2.5 0.383 3.4 2.7 0.441 3.4 2.8 0.464 3.0 2.5 0.339 3.2 2.4 0.364 2.7 2.3 0.265 18:45 3.3 2.6 0.408 3.1 2.4 0.345 3.7 3.1 0.578 3.3 2.8 0.451 3.1 2.6 0.369 3.2 2.5 0.374 3.1 2.5 0.351 19:00 3.2 2.6 0.387 3.2 2.5 0.371 3.3 2.9 0.450 3.3 2.6 0.414 3.3 3.0 0.470 3.3 2.7 0.420 3.3 3.0 0.471 19:15 3.4 2.8 0.470 3.3 2.7 0.435 3.1 2.5 0.349 3.7 3.1 0.667 3.4 3.1 0.509 3.5 2.7 0.463 3.5 2.8 0.473 19:30 3.8 2.9 0.564 3.6 2.7 0.481 3.1 2.6 0.364 3.6 3.0 0.521 3.4 2.8 0.475 3.4 2.5 0.416 3.3 2.6 0.407 19:45 3.6 3.0 0.517 3.4 2.8 0.455 3.4 2.9 0.478 3.6 3.0 0.537 0.03 3.6 3.0 0.523 3.7 2.6 0.467 3.5 2.8 0.468 20:00 3.6 3.0 0.540 3.0 2.5 0.351 3.0 2.7 0.359 3.6 2.8 0.504 3.9 3.0 0.588 4.1 2.8 0.605 3.7 3.3 0.611 20:15 3.5 2.8 0.480 3.2 2.5 0.364 3.0 2.6 0.351 3.8 3.1 0.591 0.01 3.6 3.0 0.534 3.6 3.0 0.535 3.5 3.3 0.575 20:30 3.5 2.9 0.510 3.3 2.7 0.420 3.0 2.6 0.355 3.6 3.0 0.543 0.07 3.7 3.0 0.562 3.7 2.6 0.477 3.4 3.0 0.485 20:45 3.6 3.0 0.532 3.1 2.5 0.369 3.3 2.9 0.453 3.5 2.8 0.481 0.02 3.6 3.0 0.533 3.7 2.8 0.527 3.4 3.0 0.487 21:00 3.5 2.9 0.490 2.9 2.1 0.265 3.1 2.6 0.359 3.8 3.0 0.576 3.9 3.1 0.616 4.0 3.0 0.626 3.5 3.0 0.507 21:15 3.8 2.9 0.552 3.0 2.5 0.339 3.1 2.7 0.381 3.8 2.9 0.562 3.4 2.8 0.459 3.7 2.9 0.538 3.4 2.9 0.468 21:30 3.5 2.9 0.493 3.1 2.5 0.366 3.2 2.7 0.412 3.6 2.6 0.457 3.2 3.0 0.440 3.5 2.8 0.470 3.1 2.7 0.398 21:45 3.4 2.7 0.448 3.0 2.6 0.349 3.0 2.6 0.352 3.5 2.7 0.455 3.4 2.9 0.470 3.4 2.7 0.444 3.2 2.6 0.381 22:00 3.4 - 2.7 0.434 2.8 2.4 0.292 2.8 2.4 0.284 3.7 2.9 0.526 3.3 2.8 0.442 3.4 2.6 0.430 3.3 3.0 0.474 22:15 3.1 2.3 0.327 2.9 2.2 0.296 2.7 2.5 0.292 3.2 2.5 0.377 3.1 2.6 0.374 3.0 2.5 0.347 3.1 2.8 0.396 22:30 3.0 2.5 0.348 3.1 2.3 0.334 3.1 2.6 0.369 3.1 2.2 0.314 2.8 2.7 0.333 2.7 2.1 0.247 3.1 2.3 0.335 22:45 3.0 2.4 0.322 3.0 2.3 0.313 2.8 2.5 0.309 2.9 2.1 0.280 2.9 2.7 0.350 2.8 2.4 0.288 2.8 2.3 0.291 23:00 3.2 2.4 0.361 2.7 2.0 0.236 2.5 1.8 0.189 3.1 2.6 0.378 2.7 2.5 0.302 2.9 2.8 0.358 3.0 2.5 0.342 23:15 3.0 2.3 0.319 2.8 2.0 0.237 2.7 2.0 0.228 2.7 2.1 0.245 2.6 2.0 0.217 2.5 2.2 0.233 2.6 2.1 0.235 23:30 2.7 1.9 0.221 2.8 2.2 0.272 2.7 2.0 0.236 2.6 1.9 0.208 2.4 2.0 0.201 2.2 1.8 0.160 2.4 2.0 0.191 23:45 2.4 1.7 0.168 2.7 1.9 0.221 2.6 1.7 0.182 2.5 1.9 0.206 2.5 2.0 0.216 2.5 2.1 0.224 2.3 2.0 0.190 Total 0.315 0.00 0.295 0.00 0.323 0.00 0.357 0.13 0.342 0.00 0.322 0.00 0.320 0.00 Average 2.8 2.2 0.315 2.8 2.1 0.295 2.9 2.2 0.323 3.0 2.3 0.357 3.0 2.3 0.342 2.8 2.3 0.322 2.8 2.3 0.320 Min Time 02:45 02:45 02:45 04:40 05:25 04:40 05:55 05:55 05:55 05:35 05:50 05:35 02:50 03:15 02:50 04:00 02:50 04:00 05:05 05:05 05:05 Min Value 1.2 0.9 0.031 1.0 0.9 0.024 1.0 0.9 0.026 1.1 0.9 0.029 1.2 0.9 0.039 1.0 0.9 0.027 0.9 0.9 0.020 Max Time 07:50 08:30 07:45 07:45 07:40 07:40 09:45 10:15 10:15 10:50 08:55 09:45 07:35 09:00 07:30 08:25 07:30 08:10 08:05 20:00 08:00 Max Value 5.2 3.4 0.874 4.6 3.5 0.862 4.7 3.4 0.852 4.7 3.5 0.818 5.1 3.3 0.792 4.6 3.3 0.806 5.2 3.4 0.860 Week Avg 2.9 2.2 0.325 WeekTotal 2.276 0.13 ADS Environmental Services HB_061mp11DFINAL(inches):Dep HB_061mp11VFINAL(feettsec):Vel HB_061mp11QFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(inches):Rain GOLDENWEST ST. HB_06 Pipe Height:20.75 HUNTINGTON BEACH,CA HC 7.5324-7.5324 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3126/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel . Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 2.3 1.9 0.175 2.4 2.0 0.202 2.4 2.0 0.191 2.4 1.9 0.186 2.4 1.9 0.191 2.4 1.9 0.187 2.3 2.0 0.191 00:15 2.1 1.8 0.146 2.2 1.8 0.167 2.1 1.7 0.143 2.2 1.8 0.155 2.1 1.9 0.156 2.0 1.6 0.126 2.2 2.0 0.172 00:30 2.1 2.1 0.165 1.9 1.7 0.120 2.4 1.9 0.189 2.5 2.0 0.209 2.1 1.8 0.151 1.8 1.8 0.116 2.0 1.9 0.151 00:45 1.9 1.8 0.126 2.4 1.9 0.186 2.0 1.7 0.132 2.1 1.8 0.149 2.1 2.0 0.168 1.7 1.5 0.097 2.3 1.6 0.143 01:00 2.0 1.90.141 2.0 1.9 0.143 1.9 1.60.111 1.9 1.80.129 1.7 1.80.109 1.9 1.80.124 1.9 1.70.116 01:15 1.8 1.6 0.108 1.7 1.6 0.093 1.8 1.5 0.100 1.8 1.6 0.105 1.5 1.3 0.069 1.7 1.7 0.105 1.6 1.5 0.081 01:30 1.9 1.6 0.110 1.7 1.4 0.080 2.1 1.6 0.125 0.01 1.9 1.8 0.121 1.5 1.4 0.072 1.5 1.4 0.074 1.5 1.3 0.066 01:45 1.6 1.3 0.071 1.9 1.7 0.122 1.9 1.5 0.104 0.01 1.9 1.7 0.120 1.9 1.7 0.113 1.6 1.4 0.074 1.7 1.6 0.096 02:00 1.7 1.4 0.085 1.8 1.6 0.106 1.7 1.6 0.096 1.7 1.4 0.081 1.5 1.4 0.073 1.8 1.7 0.113 1.6 1.6 0.095 02:15 1.6 1.2 0.069 1.8 1.7 0.112 1.6 1.4 0.079 1.7 1.3 0.077 1.7 1.6 0.102 1.5 1.3 0.068 1.8 1.5 0.100 02:30 1.5 1.2 0.059 1.3 1.3 0.053 1.6 1.3 0.072 1.9 1.5 0.103 1.2 1.2 0.042 1.6 1.4 0.080 1.2 1.2 0.044 02:45 1.6 1.3 0.070 1.5 1.2 0.057 1.7 1.4 0.089 0.01 1.9 1.5 0.101 1.5 1.4 0.068 1.3 1.2 0.047 1.4 1.1 0.048 03:00 1.4 1.2 0.053 1.9 1.7 0.126 1.8 1.5 0.099 0.03 1.9 1.6 0.108 1.7 1.6 0.093 1.6 1.4 0.081 1.8 1.6 0.105 03:15 1.8 1.7 0.110 1.7 1.5 0.089 1.4 1.3 0.063 0.03 1.4 1.2 0.056 1.4 1.3 0.058 1.7 1.6 0.099 1.6 1.2 0.067 03:30 1.5 1.2 0.061 1.7 1.5 0.088 1.5 1.2 0.059 0.01 1.6 1.3 0.067 1.5 1.4 0.067 1.6 1.6 0.089 1.7 1.5 0.091 03:45 1.5 1.3 0.067 1.3 1.2 0.049 1.7 1.3 0.077 1.8 1.5 0.102 1.2 1.3 0.047 1.4 1.2 0.054 1.2 1.0 0.038 04:00 1.6 1.3 0.071 1.5 1.3 0.063 1.8 1 A 0.090 1.8 1.4 0.090 1.5 1.3 0.069 1.5 1.3 0.065 1.4 1.1 0.051 04:15 1.6 1.3 0.071 1.9 1.8 0.128 1.7 1.4 0.082 1.6 1.5 0.090 1.6 1.4 0.074 1.7 1.5 0.088 1.9 1.9 0.137 04:30 1.7 1.4 0.089 1.5 1.4 0.073 1.3 1.0 0.045 1.4 1.1 0.051 1.6 1.5 0.078 1.6 1.3 0.071 1.3 1.3 0.055 04:45 1.6 1.4 0.082 1.5 1.2 0.063 1.5 1.2 0.056 1.3 1.1 0.043 1.1 1.1 0.035 1.7 1.5 0.090 1.5 1.3 0.085 05:00 1.2 1.0 0.034 1.4 1.2 0.052 1.7 1.5 0.096 1.9 1.4 0.099 1.5 1.3 0.062 1.2 1.1 0.041 1.1 1.1 0.034 05:15 1.5 1.2 0.060 1.5 1.4 0.077 1.7 1.5 0.088 1.5 1.3 0.065 1.4 1.4 0.062 1.7 1.5 0.089 1.7 1.3 0.077 05:30 1.9 1.7 0.119 1.8 1.6 0.106 1.4 1.2 0.052 1.7 1.3 0.081 1.6 1.5 0.078 1.6 1.4 0.075 1.9 1.7 0.119 05:45 1.6 1.3 0.074 1.6 1.5 0.082 1.5 1.2 0.065 1.2 1.1 0.041 1.6 1.5 0.084 1.7 1.5 0.089 1.6 1.4 0.077 06:00 1.8 1.4 0.088 1.7 1.6 0.097 1.4 1.2 0.059 1.6 1.4 0.076 1.7 1.6 0.093 1.9 1.6 0.106 1.8 1.7 0.113 06:15 2.0 1.6 0.123 2.6 2.0 0.218 1.7 1.4 0.083 1.8 1.5 0.099 2.2 1.9 0.169 2.3 2.0 0.181 2.4 2.0 0.199 06:30 2.5 2.0 0.213 2.7 2.2 0.250 1.6 1.5 0.082 1.6 1.3 0.073 2.4 2.1 0.206 2.8 2.2 0.271 2.6 1.9 0.210 06:45 2.8 2.3 0.292 3.0 2.5 0.340 1.6 1.3 0.074 1.6 1.2 0.068 2.7 2.3 0.280 2.9 2.3 0.314 3.0 2.5 0.345 07:00 3.4 2.8 0.472 3.4 2.7 0.453 2.1 1.6 0.138 1.9 1.5 0.107 3.6 3.1 0.546 3.4 2.6 0.431 3.4 2.8 0.463 07:15 4.1 3.0 0.642 4.4 3.3 0.788 2.3 1.9 0.179 2.2 1.7 0.150 4.2 3.1 0.671 3.9 3.1 0.627 3.8 3.2 0.614 07:30 4.2 3.2 0.715 4.4 3.1 0.744 2.2 1.8 0.152 2.1 1.7 0.142 4.2 2.9 0.626 4.2 3.0 0.654 4.0 3.0 0.620 07:45 5.2 2.8 0.846 4.5 3.1 0.761 2.6 2.0 0.223 2.5 1.7 0.175 4.4 2.9 0.703 4.4 3.0 0.702 4.2 2.8 0.628 HB 061mp1\DFINAL(inches):Dep HB_O6VnplWFINAL(feet/sec):Vel HB_OBVnpllQFINAL(MGD-Total MG):Flow HB RG02Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.9 3.0 0.823 5.0 2.8 0.778 3.2 2.9 0.434 3.0 2.8 0.379 4.5 3.2 0.777 4.5 3.0 0.727 4.5 3.0 0.718 06:15 4.5 3.0 0.731 5.0 2.7 0.759 3.4 3.0 0.476 3.3 2.8 0.429 4.3 3.1 0.708 4.4 3.1 0.754 4.4 3.0 0.712 08:30 4.1 3.0 0.663 4.4 2.7 0.645 3.5 3.2 0.551 3.5 2.9 0.481 4.0 2.9 0.607 4.2 3.1 0.669 4.1 2.9 0.617 08:45 3.9 3.0 0.605 4.2 3.1 0.688 4.0 3.2 0.645 3.8 3.0 0.555 3.6 3.0 0.528 3.8 3.1 0.587 4.1 3.1 0.650 09:00 4.3 2.7 0.623 3.8 2.9 0.560 4.3 3.2 0.729 4.2 3.1 0.682 3.7 3.2 0.575 3.6 3.1 0.552 4.3 3.1 0.706 09:15 4.1 2.7 0.579 3.9 2.7 0.533 4.3 2.6 0.597 3.9 2.8 0.560 4.1 3.0 0.632 3.9 2.9 0.576 4.2 3.1 0.671 09:30 3.9 2.9 0.573 3.5 3.0 0.511 4.2 3.0 0.661 4.1 2.7 0.559 3.5 3.0 0.501 3.5 3.0 0.520 3.8 2.9 0.565 09:45 3.6 3.0 0.522 3.6 3.1 0.557 4.3 2.9 0.667 4.1 2.7 0.580 3.5 2.7 0.460 3.4 2.9 0.463 3.7 2.9 0.528 10:00 3.3 2.7 0.419 3.8 2.9 0.564 4.6 3.0 0.768 4.7 2.8 0.722 3.6 2.9 0.521 3.5 3.0 0.507 3.7 3.0 0.561 10:15 3.6 2.9 0.515 4.1 2.9 0.624 4.3 3.0 0.678 4.5 3.0 0.723 3.6 3.0 0.541 3.6 3.1 0.546 3.9 2.8 0.551 10:30 3.6 2.8 0.496 3.5 2.7 0.477 4.4 3.1 0.716 4.5 2.9 0.711 3.5 2.9 0.482 3.4 2.7 0.429 3.4 2.8 0.461 10:45 3.2 2.7 0.401 3.3 2.7 0.411 4.4 3.0 0.719 4.3 2.9 0.675 3.2 2.8 0.419 3.2 2.7 0.407 3.5 2.8 0.480 11:00 3.2 2.6 0.403 3.3 2.8 0.426 4.5 3.0 0.742 4.5 3.1 0.782 3.3 3.0 0.475 3.4 2.7 0.439 3.6 2.9 0.514 11:15 3.5 2.8 0.476 3.5 2.7 0.477 4.2 2.9 0.632 4.2 2.9 0.655 3.5 3.1 0.523 3.5 3.0 0.518 3.6 2.9 0.516 11:30 3.2 2.6 0.396 3.1 2.9 0.413 4.0 3.1 0.640 4.1 3.2 0.673 3.6 3.2 0.580 3.1 2.5 0.350 3.4 2.7 0.435 11:45 2.8 2.5 0.315 2.9 2.7 0.354 4.2 2.9 0.642 4.3 2.9 0.652 3.4 3.1 0.515 3.0 2.4 0.340 3.3 2.6 0.403 12:00 3.2 2.6 0.389 3.5 2.9 0.488 4.3 3.0 0.688 4.5 2.8 0.681 3.6 3.0 0.526 3.0 2.5 0.343 3.4 2.8 0.456 12:15 3.3 2.9 0.454 3.3 2.8 0.429 3.8 2.9 0.556 4.1. 2.7 0.573 3.5 3.0 0.506 3.4 2.8 0.445 3.4 2.7 0.450 12:30 3.1 2.7 0.401 3.0 2.6 0.349 3.7 2.8 0.525 3.7 2.9 0.539 3.0 2.8 0.385 2.9 2.4 0.304 3.3 2.7 0.415 12:45 2.7 2.2 0.252 2.8 2.2 0.265 3.7 3.2 0.595 4.0 2.9 0.609 2.9 2.7 0.353 2.7 2.3 0.271 3.1 2.4 0.347 13:00 2.8 2.4 0.289 3.1 2.7 0.384 3.8 3.0 0.593 4.2 3.1 0.679 3.0 2.6 0.344 2.7 2.1 0.248 3.4 2.8 0.444 13:15 2.9 2.40.305 2.8 2.50.311 3.6 2.80.494 3.6 2.90.516 2.9 2.40.319 3.2 2.60.391 3.1 2.40.345 13:30 2.9 2.3 0.297 3.4 2.7 0.436 3.3 2.8 0.438 3.0 2.7 0.364 2.6 2.2 0.276 2.7 2.3 0.273 13:45 2.7 2.3 0.276 3.2 2.7 0.403 3.5 2.8 0.469 2.9 2.2 0.293 2.8 2.1 0.273 2.5 2.2 0.234 14:00 2.7 2.2 0.260 3.3 2.8 0.434 3.4 2.8 0.468 3.5 2.9 0.502 3.0 2.6 0.361 3.1 2.5 0.354 2.9 2.3 0.302 14:15 2.8 2.4 0.299 3.0 2.4 0.322 3.0 2.6 0.365 3.2 2.6 0.403 2.8 2.4 0.305 3.2 2.7 0.401 2.9 2.7 0.349 14:30 2.7 2.4 0.280 2.8 2.3 0.293 3.2 2.7 0.408 3.1 2.7 0.386 2.7 2.2 0.259 2.9 2.3 0.300 3.1 2.6 0.364 14:45 2.6 2.2 0.238 2.7 2.5 0.288 3.3 2.7 0.416 3.2 2.8 0.427 2.6 2.2 0.238 2.8 2.1 0.267 3.1 2.6 0.373 15:00 2.4 2.0 0.200 3.1 2.7 0.383 3.2 2.7 0.415 3.5 2.9 0.495 2.9 2.7 0.351 2.9 1.9 0.250 3.2 2.7 0.399 1515 2.8 2.2 0.277 2.7 2.1 0.257 3.0 2.3 0.315 3.1 2.6 0.376 2.8 2.3 0.292 2.6 2.0 0.226 3.0 2.9 0.387 15:30 2.6 2.3 0.248 2.6 2.1 0.228 3.0 2.6 0.349 3.0 2.5 0.349 2.6 1.8 0.206 2.6 2.0 0.221 2.7 2.5 0.293 15:45 2.7 2.2 0.250 2.7 2.3 0.264 3.5 2.9 0.502 3.1 2.5 0.351 2.7 2.0 0.230 2.2 1.8 0.162 2.5 2.3 0.241 16:00 2.7 2.4 0.279 3.1 2.6 0.360 3.5 2.8 0.483 3.2 2.7 0.406 3.0 2.3 0.313 2.5 1.9 0.210 3.0 2.6 0.343 16:15 2.8 2.3 0.289 2.6 2.1 0.234 3.3 2.6 0.411 3.0 2.6 0.367 2.7 2.1 0.246 2.7 2.3 0.273 3.0 2.8 0.376 16:30 2.7 2.1 0.247 2.7 1.9 0.221 3.0 2.7 0.357 3.0 2.7 0.380 2.6 1.8 0.201 2.5 1.9 0.206 2.8 2.3 0.283 16:45 2.4 1.8 0.185 2.9 2.3 0.294 3.4 2.8 0.461 3.2 2.7 0.409 2.8 1.8 0.228 2.5 2.0 0.212 3.0 2.4 0.320 S HB_061mp11DFINAL(inches):Dep HB_08Unp1\VFINAL(feet/sec):Vel ti9 0B\mpi\QF%V4AL(MGQ-Total MG):1=iow tis_RG02%mpURAi14(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3121/02 3/22/02 3/23/02 3/24/02 3/25102 3/26/02 3/27/02 Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain 17:00 2.9 2.5 0.326 2.9 2.4 0.310 3.3 2.7 0.414 3.3 2.9 0.449 3.1 2.5 0.363 3.0 2.4 0.325 3.2 2.7 0.413 17:15 2.7 2.5 0.300 2.9 2.3 0.294 3.2 2.8 0.420 3.2 2.8 0.421 3.0 2.8 0.388 2.8 2A 0.291 2.9 2.4 0.322 17:30 2.9 2.4 0.315 2.8 2.1 0.260 3.2 2.8 0.412 3.0 2.8 0.390 2.8 2.8 0.347 2.9 2.2 0.281 2.8 2.3 0.280 17:45 3.2 2.8 0.420 2.9 2.2 0.280 3.5 2.6 0.485 3.6 2.9 0.505 3.1 2.9 0.404 2.7 2.2 0.253 2.9 2.3 0.304 18:00 3.3 2.7 0.419 2.7 2.4 0.281 3.5 2.7 0.461 3.4 2.9 0.471 3.3 3.0 0.469 3.2 2.6 0.393 3.4 2.8 0.450 18:15 2.9 2.6 0.348 2.9 2.4 0.309 3.3 2.6 0.404 3.2 2.8 0.419 3.2 2.6 0.392 3.0 2.4 0.326 3.1 2.6 0.381 18:30 3.2 2.9 0.436 3.1 2.7 0.388 3.3 2.7 0.423 3.2 2.8 0.434 3.1 2.6 0.371 3.2 2.4 0.362 3.1 2.5 0.367 18:45 3.3 2.9 0.460 3.3 2.8 0.440 3.5 2.8 0.474 3.5 3.2 0.542 3.2 2.8 0.418 3.3 2.7 0.427 3.3 2.8 0.432 19:00 3.5 3.0 0.509 3.2 2.7 0.407 3.3 2.7 0.421 3.3 3.0 0.487 3.5 3.2 0.553 3.5 2.9 0.497 3.6 2.8 0.487 19:15 3.3 2.8 0.440 3.1 2.5 0.360 3.2 2.9 0.431 3.3 2.9 0.457 3.4 3.0 0.486 3.3 2.8 0.442 3.4 2.7 0.435 19:30 3.2 2.7 0.408 3.2 2.6 0.392 3.3 2.9 0.443 3.4 2.8 0.449 3.4 3.0 0.483 3.6 3.1 0.543 3.4 2.7 0.459 19:45 3.4 3.0 0.488 3.3 2.8 0.447 3.4 2.6 0.460 3.8 3.0 0.575 3.7 3.1 0.566 3.7 3.0 0.559 3.7 3.1 0.578 20:00 3.7 2.9 0.524 3.2 2.7 0.402 3.2 2.6 0.385 3.6 2.9 0.505 3.6 3.2 0.622 3.7 3.2 0.580 3.6 3.2 0.566 20:15 3.4 2.8 0.463 2.9 2.5 0.328 3.2 2.6 0.399 3.5 2.8 0.462 3.6 3.1 0.562 3.5 3.0 0.516 3.3 2.9 0.453 20:30 3.6 2.8 0.491 3.1 2.6 0.365 3.2 2.6 0.383 3.4 3.0 0.503 3.6 3.1 0.560 3.5 3.1 0.536 3.4 3.0 0.500 20:45 3.8 2.7 0.509 3.4 2.9 0.471 3.4 2.7 0.446 3.6 3.1 0.553 3.6 3.1 0.562 3.7 3.1 0.585 3.6 3.0 0.516 21:00 3.7 3.0 0.566 3.1 2.6 0.367 2.9 2.3 0.293 3.3 2.9 0.464 3.7 3.2 0.581 3.6 3.2 0.574 3.6 3.3 0.580 21:15 3.3 2.8 0.431 3.0 2.5 0.336 2.7 2.2 0.259 3.2 2.8 0.427 3.4 2.9 0.475 3.5 2.8 0.475 3.5 3.0 0.500 21:30 3.2 2.7 0.407 3.1 2.9 0.409 3.0 2.6 0.366 3.3 2.8 0.444 3.4 3.1 0.508 3.4 2.9 0.471 3.4 3.0 0.486 21:45 3.6 2.9 0.509 3.0 2.7 0.382 2.9 2.3 0.298 3.3 2.8 0.448 3.6 3.1 0.568 3.7 3.2 0.586 3.5 2.9 0.497 22:00 3.4 2.8 0.467 2.8 2.4 0.301 2.7 2.1 0.253 3.0 2.5 0.342 3.6 2.8 0.503 3.4 2.8 0.470 3.4 3.0 0.478 22:15 3.3 2.7 0.417 2.9 2.4 0.320 2.6 2.1 0.237 2.9 2.5 0.319 3.3 2.7 0.425 3.2 2.7 0.411 3.3 2.8 0.432 22:30 3.0 2.5 0.344 3.1 2.8 0.399 2.8 2.3 0.283 3.2 3.1 0.460 2.9 2.2 0.285 2.9 2.5 0.326 3.0 2.6 0.370 22:45 3.3 2.8 0.435 2.9 2.6 0.337 2.6 2.0 0.220 3.1 2.8 0.405 3.2 2.5 0.372 3.5 2.8 0.473 3.1 2.7 0.387 23:00 2.9 2.3 0.304 2.7 2.2 0.251 2.5 1.9 0.198 2.1 2.5 0.301 2.9 2.3 0.304 2.9 2.4 0.316 2.8 2.4 0.299 23:15 2.7 2.1 0.246 2.7 2.2 0.257 2.5 1.9 0.192 2.7 2.0 0.234 2.6 1.8 0.200 2.6 2.2 0.242 2.5 2.0 0.211 23:30 2.5 1.9 0.202 2.7 2.2 0.264 2.5 2.0 0.208 2.6 2.3 0.263 2.3 1.7 0.158 2.4 2.0 0.201 2.4 2.0 0.198 23:45 2.7 2.1 0.240 2.5 2.0 0.215 2.5 1.9 0.200 2.5 2.1 0.217 2.5 1.8 0.190 2.4 1.9 0.191 2.5 2.0 0.205 Total 0.327 0.00 0.321 0.00 0.341 0.10 0.359 0.00 0.341 0.00 0.324 0.00 0.345 0.00 Average 2.8 2.3 0.327 2.8 2.3 0.321 2.9 2.3 0.341 2.9 2.4 0.359 2.8 2.4 0.341 2.8 2.3 0.324 2.9 2.4 0.345 Min Time 05:05 05:00 05:10 05:15 05:10 05:15 06:00 04:40 04:40 04:55 04:30 04:55 04:50 04:50 04:50 02:55 02:25 02:55 05:05 03:45 05:05 Min Value 1.1 0.9 0.031 1.0 0.9 0.029 1.0 0.9 0.027 1.1 1.0 0.032 0.9 0.9 0.022 1.0 1.0 0.029 1.0 0.9 0.027 Max Time 07:55 07:50 07:50 08:10 07:15 06:05 10:10 12:45 10:05 10:05 11:00 11:00 08:00 08:05 06:05 08:10 21:00 08:25 09:10 21:00 09:10 Max Value 6.3 3.5 1.006 5.4 3.4 0.879 4.7 3.3 0.827 5.0 3.3 0.907 4.6 3.3 0.800 4.8 3.3 0.772 4.6 3.4 0.785 Week Avg 2.9 2.3 0.337 WeekTotal 2.356 0.10 ! i ADS Environmental Services HB 06\mp1\DFINAL(nches):Dep HB 06\mp1\VFINAL(teettsec):Vel HB_06\mpt\QFINAL(MGD-Total MG):Flow HB_RG02\mpl\RAIN(inches):Rain. GOLDENWEST ST. HB_06 Pipe Height:20.75 HUNTINGTON BEACH,CA HC 7.5324-7.5324 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 2.2 2.0 0.169 2.2 2.1 0.184 2.4 2.2 0.217 2.4 2.1 0.209 2.9 2.1 0.275 2.9 1.8 0.241 2.6 2.3 0.253 00:15 2.1 2.0 0.160 2.4 2.2 0.213 2.1 2.0 0.167 2.5 2.2 0.223 2.9 2.0 0.260 2.4 1.9 0.185 2.6 2.0 0.212 00:30 1.9 1.8 0.124 2.0 1.8 0.144 2.0 1.8 0.132 2.4 2.0 0.195 2.5 1.9 0.195 2.2 2.3 0.196 2.8 2.0 0.246 00:45 1.9 1.8 0.126 1.6 1.6 0.090 2.2 2.0 0.172 2.0 1.9 0.143 2.3 2.1 0.193 2.4 2.1 0.209 2.6 1.8 0.196 01:00 1.6 1.8 0.100 1.8 1.9 0.125 2.1 2.0 0.159 1.9 2.0 0.139 2.8 2.0 0.242 2.2 2.0 0.166 2.3 1.7 0.158 01:15 1.6 1.80.101 2.0 2.00.153 2.0 2.00.146 2.1 2.00.165 2.5 2.1 0.218 1.8 1.70.112 2.3 1.90.175 01:30 1.5 1.5 0.078 1.6 1.6 0.087 1.7 1.9 0.114 1.9 1.8 0.131 2.1 1.5 0.128 1.7 1.6 0.098 2.5 2.2 0.242 01:45 1.6 1.7 0.096 1.3 1.3 0.057 1.9 1.8 0.122 1.9 2.0 0.133 2.1 1.5 0.124 2.2 1.3 0.115 2.3 1.8 0.168 02:00 1.6 1.7 0.095 1.5 1.5 0.077 1.9 2.0 0.144 1.7 1.6 0.097 2.5 1.6 0.170 2.0 1.6 0.113 2.1 1.6 0.128 02:15 1.5 1.5 0.072 1.5 1.4 0.067 1.6 1.5 0.081 1.6 1.6 0.089 2.3 1.4 0.126 2.1 1.4 0.113 2.2 1.5 0.127 02:30 1.7 1.4 0.085 1.4 1.4 0.069 1.5 1.6 0.079 1.7 1.8 0.107 2.3 1.4 0.128 1.5 1.1 0.058 2.4 1.8 0.176 02:45 1.1 1.0 0.032 1.4 1.5 0.072 1.4 1.2 0.054 1.8 1.8 0.110 1.9 1.1 0.075 1.9 1.4 0.099 2.2 1.7 0.142 03:00 1.6 1.6 0.084 1.5 1.5 0.075 1.8 1.6 0.108 1.6 1.7 0.102 2.3 1.5 0.139 2.0 1.6 0.117 1.9 1.1 0.082 03:15 1.3 1.3 0.054 1.4 1.3 0.061 1.8 2.0 0.134 1.4 1.3 0.058 2.5 1.3 0.134 1.9 1.5 0.103 1.9 1.2 0.088 03:30 1.3 1.3 0.056 1.7 1.7 0.099 1.6 1.4 0.077 1.6 1.6 0.091 1.8 1.2 0.084 1.6 1.2 0.063 2.2 1.7 0.148 03:45 1.2 1.2 0.043 1.5 1.5 0.071 1.4 1.4 0.065 1.8 1.8 0.114 2.1 1.1 0.090 2.1 1.5 0.122 2.2 1.9 0.165 04:00 1.6 1.4 0.079 1.4 1.4 0.064 1.6 1.5 0.082 1.5 1.5 0.076 2.1 1.5 0.119 1.8 1.4 0.089 1.9 1.3 0.092 04:15 1.5 1.4 0.069 1.4 1.4 0.063 1.8 1.8 0.117 1.7 1.6 0.092 2.2 1.4 0.115 1.8 1.2 0.078 2.2 1.6 0.138 04:30 1.7 1.5 0.087 1.4 1.3 0.062 1.5 1.5 0.075 1.2 1.2 0.041 2.0 1.5 0.110 2.1 1.5 0.122 2.1 1.1 0.091 04:45 1.3 1.2 0.047 1.6 1.6 0.091 1.5 1.4 0.069 1.8 1.5 0.097 2.0 1.5 0.113 1.9 1.3 0.091 2.1 1.3 0.107 05:00 1.2 1.0 0.037 1.3 1.4 0.064 1.3 1.3 0.057 1.9 2.1 0.145 2.3 1.4 0.131 2.0 1.7 0.123 2.2 1.4 0.119 05:15 1.4 1.5 0.068 1.5 1.4 0.067 1.5 1.7 0.088 1.3 1.3 0.049 2.1 1.3 0.108 1.5 0.9 0.044 2.2 1.3 0.110 05:30 1.4 1.6 0.075 1.5 1.4 0.069 1.6 1.7 0.094 1.5 1.3 0.065 1.8 1.3 0.085 2.0 1.2 0.096 2.4 1.9 0.192 05:45 1.5 1.3 0.069 1.8 1.8 0.117 1.4 1.5 0.069 1.6 1.7 0.090 2.2 1.7 0.154 2.2 1.6 0.144 2.0 1.3 0.097 06:00 1.5 1.5 0.075 1.5 1.6 0.080 1.5 1.4 0.074 1.4 1.2 0.056 2.5 1.9 0.199 2.0 1.6 0.124 2.3 1.7 0.164 06:15 2.2 2.0 0.175 2.0 2.0 0.150 1.6 1.8 0.095 1.5 1.3 0.064 2.4 1.9 0.187 2.4 1.6 0.153 3.0 2.0 0.270 06:30 2.4 2.0 0.192 2.3 2.0 0.188 1.4 1.7 0.076 1.7 1.6 0.099 3.0 2.0 0.273 3.0 2.5 0.332 2.9 2.0 0.257 06:45 2.8 2.5 0.308 3.0 2.8 0.387 1.6 1.7 0.094 2.0 1.7 0.133 3.4 2.4 0.396 3.0 2.1 0.283 3.1 1.7 0.245 07:00 3.3 2.9 0.449 3.1 2.6 0.377 1.7 1.8 0.111 1.9 2.1 0.145 3.5 2.1 0.361 3.3 2.6 0.401 3.4 2.3 0.382 07:15 3.8 3.2 0.628 3.4 2.9 0.478 2.3 2.3 0.208 2.0 2.0 0.145 3.2 2.0 0.309 3.4 2.7 0.453 3.7 2.8 0.521 07:30 4.2 3.1 0.705 3.9 3.2 0.626 2.3 2.2 0.208 2.1 2.0 0.161 3.7 2.7 0.505 3.7 2.8 0.516 3.5 2.8 0.479 07:45 4.3 2.8 0.643 4.5 3.2 0.794 2.3 2.2 0.207 2.4 2.2 0.221 3.8 3.0 0.569 3.6 2.6 0.465 3.6 2.6 0.457 HB 061mp11DFINAL(inches):Dep HB_061mplWFINAL(feeVsec):Vel HB_06Vnp11QFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31102 4/1102 4/2/02 4/3/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.2 3.1 0.683 4.4 3.0 0.715 3.0 2.6 0.356 2.5 2.1 0.211 3.6 2.9 0.502 1 3.8 2.8 0.526 3.9 3.0 0.589 08:15 4.3 3.1 0.695 4.4 3.1 0.731 3.2 2.8 0.408 2.9 2.3 0.296 3.6 3.0 0.529 4.2 2.6 0.573 3.8 2.9 0.568 08:30 3.9 3.1 0.607 4.3 3.0 0.666 3.3 2.7 0.432 3.4 2.8 0.460 3.8 3.1 0.592 3.9 2.8 0.566 3.7 2.8 0.509 08:45 3.6 3.1 0.651 4.1 3.0 0.639 3.5 3.1 0.517 3.6 3.1 0.548 3.8 2.9 0.561 3.9 2.8 0.553 3.8 2.9 0.562 09:00 3.7 3.0 0.549 3.8 3.2 0.632 3.9 3.1 0.619 3.6 2.9 0.526 3.7 2.6 0.492 3.9 3.0 0.594 4.6 3.2 0.803 09:15 3.7 2.9 0.540 3.8 3.1 0.584 4.0 3.0 0.622 4.0 2.9 0.590 4.1 2.8 0.599 4.2 2.6 0.575 4.0 2.6 0.533 09:30 3.4 3.0 0.499 3.7 3.1 0.572 4.2 3.0 0.675 4.1 2.8 0.604 4.2 3.0 0.670 4.0 2.8 0.586 3.6 3.1 0.546 09:45 3.2 2.8 0.429 3.9 3.1 0.623 4.1 3.2 0.673 4.2 3.0 0.656 4.0 3.1 0.628 3.8 2.4 0.469 3.6 2.9 0.516 10:00 3.4 3.0 0.494 3.7 3.0 0.570 4.6 3.0 0.753 4.3 2.9 0.679 3.9 2.9 0.572 3.8 2.6 0.504 3.9 3.0 0.588 10:15 3.4 3.1 0.505 3.7 3.0 0.543 4.4 3.0 0.704 4.3 3.1 0.715 4.1 2.9 0.623 4.2 2.5 0.541 3.4 2.8 0.468 10:30 3.2 3.0 0.456 3.6 3.1 0.551 4.3 3.0 0.675 4.7 3.2 0.828 4.0 3.1 0.640 3.9 2.6 0.523 3.4 2.9 0.468 10:45 3.1 2.8 0.413 3.8 3.0 0.570 4.4 3.1 0.738 4.6 3.0 0.758 3.8 2.9 0.565 4.0 2.7 0.544 3.6 3.1 0.537 11:00 3.2 2.9 0.438 3.6 2.9 0.512 4.6 3.2 0.805 4.2 2.9 0.643 3.7 3.0 0.543 3.8 2.6 0.504 3.8 3.0 0.592 11:15 3.4 3.0 0.489 3.6 2.9 0.510 4.0 3.0 0.612 4.1 3.1 0.668 3.5 2.7 0.456 4.0 2.7 0.558 3.6 3.0 0.525 11:30 3.2 2.8 0.415 3.4 2.9 0.461 4.1 2.7 0.568 4.3 2.9 0.645 3.8 2.8 0.538 3.7 2.5 0.462 3.3 2.6 0.405 11:45 3.1 2.7 0.396 3.6 2.9 0.506 4.1 3.0 0.626 4.2 2.9 0.631 3.5 2.4 0.408 3.5 2.1 0.366 3.5 2.8 0.462 12:00 3.0 2.7 0.371 3.2 2.8 0.420 3.9 3.1 0.612 3.9 2.8 0.557 3.4 2.7 0.426 3.7 2.7 0.502 3.5 2.8 0.473 12:15 3.0 2.6 0.342 3.1 2.8 0.407 3.8 3.0 0.571 3.9 3.0 0.566 3.6 2.7 0.476 3.8 2.6 0.503 3.2 2.5 0.378 12:30 2.8 2.5 0.323 2.9 2.6 0.335 3.6 2.9 0.504 4.1 2.8 0.606 3.7 2.9 0.544 3.5 2.4 0.396 3.1 2.4 0.345 12:45 3.0 2.6 0.365 3.3 3.0 0.466 3.5 3.0 0.528 3.9 3.0 0.593 3.4 2.6 0.434 3.3 2.6 0.399 3.2 2.7 0.415 13:00 2.6 2.4 0.269 2.9 2.4 0.319 3.8 3.0 0.567 3.8 3.0 0.576 3.4 2.6 0.432 3.5 2.6 0.449 3.1 3.1 0.456 13:15 2.6 2.1 0.231 2.8 2.5 0.309 3.4 2.8 0.468 3.8 3.1 0.588 3.5 2.5 0.425 3.4 2.4 0.384 2.8 2.3 0.284 13:30 2.4 2.1 0.209 2.9 2.6 0.344 3.4 2.9 0.477 3.8 3.0 0.586 3.3 2.6 0.409 3.3 2.2 0.343 2.9 2.3 0.302 13:45 2.9 2.4 0.309 3.3 3.1 0.492 3.5 3.0 0.518 3.7 2.9 0.544 3.1 2.4 0.339 3.2 2.2 0.326 3.1 2.5 0.348 14:00 2.5 2.1 0.221 3.1 3.0 0.429 3.5 2.9 0.491 3.4 2.9 0.471 3.2 2.5 0.378 3.5 2.8 0.477 3.1 2.5 0.364 1415 2.5 2.00.215 3.1 2.90.413 3.3 3.00.474 3.5 3.00.514 3.4 2.7 0.441 3.4 2.60.414 2.7 2.30.262 14:30 2.5 2.2 0.240 2.8 2.6 0.315 3.1 2.7 0.393 3.9 3.1 0.611 3.3 2.7 0.427 3.4 2.4 0.385 2.6 2.1 0.231 14:45 2.8 2.6 0.324 2.9 2.5 0.334 3.4 2.8 0.452 3.6 3.0 0.535 2.8 2.2 0.276 3.3 2.3 0.353 3.1 2.5 0.344 15:00 2.6 2.1 0.230 2.8 2.6 0.319 3.1 2.6 0.375 3.5 2.9 0.505 2.9 2.2 0.286 3.5 2.7 0.470 2.7 2.1 0.242 15:15 2.5 2.0 0.206 2.6 2.4 0.269 2.9 2.6 0.347 3.4 2.9 0.480 3.1 2.5 0.356 3.0 2.0 0.282 2.7 2.1 0.254 15:30 2.3 2.1 0.189 2.9 2.9 0.393 2.9 2.5 0.327 3.7 3.1 0.560 3.3 2.6 0.399 3.2 2.0 0.306 2.7 2.0 0.232 15:45 2.7 2.4 0.275 2.9 2.8 0.357 3.2 3.0 0.450 3.2 2.7 0.398 2.9 2.2 0.298 3.3 1.9 0.286 3.0 2.6 0.357 16:00 2.4 2.2 0.217 2.7 2.4 0.291 3.1 2.5 0.353 3.1 2.5 0.363 3.2 2.5 0.376 3.3 1.9 0.309 2.8 2.4 0.290 16:15 2.5 2.3 0.232 2.6 2.3 0.261 2.7 2.5 0.301 3.2 2.6 0.397 3.5 2.8 0.478 3.1 1.9 0.278 2.8 2.2 0.273 16:30 2.6 2.3 0.253 3.1 2.8 0.397 2.8 2.5 0.308 3.5 2.9 0.499 3.4 2.7 0.431 2.9 1.9 0.252 2.7 2.1 0.252 16:45 3.1 2.9 0.407 2.7 2.2 0.256 3.3 2.8 0.431 3.2 2.7 0.402 2.9 2.2 0.283 3.3 2.1 0.326 3.3 2.7 0.414 s s i HB_06Vnp11DFINAL(tnches):Dep HB_06Unpl%VFINAL(feet/sec):Vel HB_061mp11QFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(Inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3129/02 3/30/02 3/31/02 4/1/02 4/2102 4/3102 Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 17:00 2.7 2.3 0.268 2.6 2.3 0.258 3.1 2.7 0.378 3.1 2.6 0.371 3.1 2.4 0.337 3.3 2.2 0.337 2.8 2.3 0.290 17:15 2.7 2.4 0.282 2.8 2.5 0.303 3.1 2.8 0.413 3.2 2.6 0.383 3.3 2.7 0.419 3.2 2.1 0.321 2.6 2.0 0.225 17:30 2.8 2.6 0.312 3.1 2.9 0.414 3.3 2.9 0.447 3.4 2.8 0.463 3.2 2.5 0.379 3.2 2.2 0.327 2.7 2.2 0.259 17:45 2.7 2.8 0.334 2.8 2.5 0.315 3.3 3.0 0.467 3.1 2.5 0.344 3.0 2.3 0.309 3.4 2.2 0.374 3.0 2.6 0.355 18:00 2.6 2.3 0.253 3.1 2.7 0.381 3.3 2.9 0.449 3.2 2.1 0.326 3.3 2.5 0.395 3.7 2.6 0.469 3.1 2.6 0.363 18:15 2.9 2.8 0.350 3.3 3.1 0.465 3.2 3.0 0.450 3.4 3.0 0.487 3.3 2.7 0.427 3.7 2.4 0.443 2.9 2.3 0.310 18:30 3.1 3.1 0.440 3.0 2.9 0.387 3.4 3.0 0.497 3.6 3.1 0.539 3.2 2.7 0.407 3.4 2.4 0.382 3.2 2.7 0.401 18:45 3.1 3.0 0.426 2.9 2.7 0.350 3.4 3.0 0.499 3.4 2.9 0.467 3.3 2.4 0.381 3.6 2.5 0.438 3.3 2.6 0.405 19:00 3.0 2.7 0.370 3.1 3.0 0.440 3.2 2.9 0.421 3.4 2.7 0.439 3.5 2.5 0.429 3.8 2.6 0.505 3.1 2.5 0.352 19:15 3.2 2.9 0.436 3.5 3.1 0.532 3.3 2.8 0.426 3.6 3.1 0.555 3.8 2.8 0.533 3.7 2.4 0.438 3.1 2.6 0.388 19:30 3.4 3.1 0.520 3.3 3.1 0.491 3.4 3.0 0.487 3.5 2.9 0.499 3.4 2.6 0.432 3.7 2.4 0.436 3.4 2.9 0.480 19:45 3.4 3.1 0.497 3.4 3.1 0.507 3.4 2.9 0.474 3.4 2.8 0.458 3.4 2.7 0.435 3.9 2.6 0.527 3.6 3.2 0.558 20:00 3.4 3.2 0.517 3.5 3.0 0.502 3.3 2.8 0.432 3.3 2.7 0.421 3.6 3.0 0.632 4.0 2.7 0.556 3.4 2.7 0.437 20:15 3.6 3.3 0.582 3.3 2.9 0.446 3.3 2.9 0.443 3.6 3.1 0.546 3.6 2.8 0.506 3.9 2.6 0.505 3.4 2.8 0.463 20:30 3.6 3.2 0.582 3.0 2.5 0.332 3.5 3.0 0.518 3.6 2.8 0.502 3.4 2.7 0.440 3.9 2.8 0.573 3.6 3.1 0.540 20:45 3.3 2.9 0.455 3.0 2.9 0.402 3.0 2.6 0.360 3.4 2.8 0.459 3.5 2.6 0.472 4.0 2.8 0.581 3.4 3.0 0.494 21:00 3.0 2.9 0.396 3.3 3.0 0.479 3.1 2.7 0.388 3.4 2.8 0.471 3.8 2.7 0.519 3.7 2.6 0.468 3.3 2.8 0.425 21:15 3.2 3.2 0.476 2.8 2.8 0.358 3.1 2.7 0.387 3.6 3.0 0.537 3.6 2.6 0.458 3.7 2.8 0.510 3.2 2.7 0.401 21:30 3.1 3.0 0.419 2.9 2.6 0.338 3.3 2.9 0.455 3.5 2.6 0.444 3.6 2.7 0.491 3.6 3.1 0.533 3.6 3.0 0.540 21:45 3.1 2.8 0.400 2.9 2.8 0.365 2.8 2.6 0.315 3.5 2.5 0.420 3.8 2.5 0.480 3.7 2.9 0.527 3.2 2.7 0.405 22:00 3.2 3.1 0.468 3.1 2.7 0.368 2.7 2.3 0.263 3.5 2.6 0.450 3.7 2.4 0.445 3.4 2.8 0.463 3.2 2.4 0.349 22:15 3.3 2.9 0.457 2.5 2.3 0.239 2.9 2.5 0.324 3.6 2.5 0.446 3.2 2.5 0.382 3.4 2.8 0.457 3.1 2.5 0.359 22:30 3.0 2.9 0.398 2.6 2.0 0.223 2.9 2.6 0.344 3.4 2.5 0.419 3.0 2.5 0.336 3.5 2.8 0.469 3.4 2.8 0.454 22:45 2.5 2.2 0.238 2.8 2.4 0.305 2.7 2.2 0.265 3.3 2.4 0.364 3.0 2.3 0.323 3.3 2.4 0.387 2.8 2.1 0.249 23:00 2.6 2.2 0.254 2.9 2.8 0.356 2.6 2.2 0.245 3.2 2.5 0.379 3.2 2.4 0.356 3.0 2.0 0.272 3.0 2.3 0.313 23:15 2.7 2.4 0.285 2.6 2.3 0.250 2.8 2.6 0.324 3.3 2.5 0.394 2.9 1.9 0.246 2.9 2.0 0.257 2.8 2.1 0.270 23:30 2.6 2.3 0.253 2.5 2.1 0.213 2.6 2.6 0.278 3.1 2.1 0.292 2.8 2.0 0.244 2.8 2.0 0.248 3.0 2.5 0.347 23:45 2.3 2.1 0.196 2.6 2.4 0.260 2.5 2.2 0.225 2.8 1.8 0.232 2.8 1.6 0.220 2.8 2.1 0.261 2.6 1.9 0.210 Total 0.309 0.335 0.348 0.372 0.359 0.350 0.336 Average 2.7 2.4 0.309 2.8 2.5 0.335 2.8 2.5 0.348 3.0 2.4 0.372 3.1 2.3 0.359 3.1 2.2 0.350 3.0 2.3 0.336 Min Time 05:00 02:55 05:00 05:10 01:50 05:10 02:45 03:55 03:55 03:15 03:15 03:15 02:50 05:35 05:35 05:25 05:15 05:26 03:15 03:15 03:15 Min Value 0.9 0.9 0.019 0.9 1.0 0.026 1.0 1.0 0.032 1.1 1.0 0.031 1.7 0.9 0.052 1.4 0.8 0.036 1.6 0.8 0.047 Max Time 07:55 20:25 07:40 07:50 09:05 07:50 10:05 09:50 11:00 10:45 10:35 10:35 09:30 09:45 10:25 08:25 20:00 20:00 09:05 09:05 09:05 Max Value 4.5 3.5 0.760 4.6 3.4 0.840 5.0 3.3 0.858 5.1 3.5 0.871 4.4 3.3 0.711 4.5 3.3 0.660 4.8 3.3 0.899 Week Avg 2.9 2.4 0.344 WeekTotal 2.408 ADS Environmental Services HB_061mp11DFINAL(inches):Dep HB_06Vnp1WFINAL(teet/sec):Vel HB_06Mp11OFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(inches):Rain. GOLDENWEST ST. HB_06 Pipe Height:20.75 HUNTINGTON BEACH,CA HC 7.5324-7.5324 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414102 4/5/02 416/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 2.4 2.0,0.196 2.6 2.0 0.218 2.5 2.1 0.219 2.6 2.0 0.221 1.9 1.9 0.130 1.7 1.7 0.101 1.8 2.0 0.132 00:15 2.5 2.0 0.204 2.3 1.9 0.182 2.2 1.9 0.162 2.4 1.9 0.183 1.7 1.6 0.095 1.7 1.7 0.103 1.6 1.6 0.082 00:30 2.4 2.1 0.210 2.1 1.9 0.154 2.1 1.8 0.155 2.2 2.0 0.167 1.7 1.7 0.103 1.8 1.8 0.121 1.7 1.8 0.104 00:45 2.1 2.0 0.166 2.1 1.9 0.153 2.2 1.8 0.164 2.4 1.7 0.158 1.5 1.4 0.074 1.7 1.7 0.103 1.4 1.5 0.078 01:00 2.2 1.9 0.159 2.3 1.8 0.166 2.2 1.9 0.171 2.3 2.4 0.226 1.4 1.3 0.063 1.7 1.5 0.085 1.4 1.4 0.061 01:15 2.1 1.7 0.144 1.7 1.6 0.102 1.8 1.6 0.103 2.0 2.0 0.155 1.7 1.5 0.089 1.6 1.6 0.087 1.3 1.2 0.050 01:30 2.0 1.8 0.138 1.7 1.5 0.090 1.9 1.7 0.118 1.6 1.2 0.066 1.5 1.3 0.065 1.7 1.5 0.084 1.5 1.5 0.074 01:45 1.9 1.7 0.126 1.7 1.8 0.104 1,9 1.8 0.122 0.03 2.0 1.5 0.116 1.7 1.8 0.100 1.6 1.6 0.088 1.3 1.2 0.049 02:00 1.9 1.5 0.103 1.7 1.6 0.098 1.9 1.8 0.125 0.02 1.9 1.7 0.123 1.7 1.4 0.078 1.5 1.3 0.065 1.4 1.4 0.065 02:15 1.9 1.6 0.114 1.7 1.5 0.089 1.6 1.3 0.073 0.01 1.8 1.4 0.095 1.4 1.3 0.061 1.2 1.2 0.040 1.3 1.2 0.049 02:30 1.8 1.6 0.107 1.2 1.1 0.041 1.6 1.4 0.078 1.3 1.2 0.050 1.2 1.2 0.047 1.8 1.5 0.091 1.6 1.6 0.084 02:45 1.6 1.2 0.068 1.6 1.4 0.073 2.0 1.9 0.141 1.8 1.5 0.099 1.4 1.4 0.063 1.5 1.4 0.072 1.3 1.2 0.052 03:00 1.7 1.3 0.083 1.7 1.5 0.088 1.7 1.6 0.098 2.0 1.5 0.117 1.7 1.8 0.108 1.5 1.3 0.063 1.3 1.4 0.057 03:15 2.0 1.5 0.117 1.6 1.3 0.071 1.6 1.5 0.086 1.5 1.3 0.062 1.4 1.5 0.071 1.2 1.2 0.040 1.4 1.4 0.062 03:30 1.9 1.5 0.107 1.2 1.2 0.044 1 A 1.2 0.053 1.5 1.2 0.062 1.4 1.2 0.053 1.6 1.7 0.095 1.5 1.3 0.062 03:45 1.7 1.2 0.072 1.8 1.6 0.106 1.9 1.7 0.117 1.7 1.4 0.084 1.8 1.7 0.108 1.3 1.4 0.061 1.3 1.3 0.052 04:00 1.7 1.1 0.066 1.4 1.2 0.056 1.9 1.8 0.122 1.7 1.3 0.083 1.7 1.5 0.089 1.5 1.4 0.067 1.2 1.2 0.044 04:15 2.0 1.5 0.119 1.6 1.3 0.069 1.3 1.1 0.043 1.5 1.3 0.071 1.5 1.3 0.064 1.7 1.7 0.100 1.6 1.5 0.082 04:30 1.9 1.3 0.095 1.3 1.2 0.051 1.6 1.4 0.079 1.7 1.3 0.079 1.6 1.5 0.083 1.5 1.5 0.077 1.3 1.5 0.070 04:45 1.8 1.2 0.081 1.8 1.6 0.105 1.7 1.4 0.082 1.9 1.5 0.107 1.7 1.6 0.102 1.6 1.5 0.079 1.5 1.4 0.066 05:00 1.7 1.0 0.059 1.6 1.5 0.080 1.6 1.2 0.068 1.7 1.6 0.096 1.7 1.5 0.090 1.8 1.7 0.107 1.6 1.7 0.097 05:15 2.0 1.6 0.120 1.5 1.3 0.062 1.3 1.1 0.047 1.3 1.0 0.041 2.0 2.0 0.154 2.3 2.1 0.194 2.3 2.0 0.191 05:30 2.0 1.6 0.128 1.4 1.2 0.056 1.7 1.4 0.085 1.5 1.3 0.065 2.1 1.9 0.161 2.1 2.0 0.163 2.2 2.0 0.171 05:45 1.8 1.3 0.087 1.8 1.7 0.110 1.7 1.3 0.080 2.1 1.6 0.128 2.8 2.5 0.312 2.4 2.0 0.206 2.5 2.1 0.215 06:00 2.3 1.8 0.161 1.7 1.6 0.096 1.8 1.4 0.093 1.5 1.2 0.060 2.8 2.7 0.332 3.1 3.0 0.445 3.0 2.7 0.379 06:15 2.6 1.9 0.208 1.9 1.8 0.124 1.3 1.2 0.047 1.6 1.3 0.068 3.3 3.0 0.476 3.5 3.1 0.527 3.4 3.1 0.514 06:30 2.6 2.2 0.243 2.4 2.1 0.211 1.7 1.4 0.087 1.7 1.4 0.092 3.5 3.1 0.536 3.8 2.8 0.530 3.6 3.2 0.582 06:45 2.8 1.8 0.227 2.6 2.3 0.249 2.1 1.9 0.152 2.2 1.6 0.144 3.9 3.2 0.646 4.4 2.7 0.627 4.1 3.0 0.635 07:00 3.4 2.8 0.442 2.8 2.2 0.267 2.1 1.9 0.153 2.1 1.8 0.149 3.8 3.1 0.587 4.5 3.0 0.722 4.5 3.1 0.763 07:15 3.3 2.7 0.422 3.1 2.4 0.339 2.4 1.9 0.197 2.0 1.9 0.147 3.8 3.1 0.591 4.3 3.0 0.692 4.3 3.1 0.724 07:30 3.2 2.5 0.378 3.7 3.2 0.577 2.7 2.1 0.257 2.7 2.3 0.266 4.2 2.9 0.646 4.0 3.0 0.627 3.9 3.1 0.617 07:45 3.7 3.1 0.562 3.3 2.9 0.459 2.6 2.1 0.235 2.7 2.2 0.249 4.0 3.0 0.627 3.6 3.2 0.565 3.8 3.2 0.627 HB O6Vnp1\DFINAL(inches):Dep HB_06\mp1\VFINAL(feet/sec):Vel HB OBVnpt\QFINAL(MGD-Total MG):Flow HB_RG02\mp1\RAIN(nches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain 08:00 3.8 3.2 0.609 3.5 2.6 0.438 2.8 2.1 0.252 3.0 2.5 0.341 3.5 2.7 0.460 3.5 3.1 0.540 3.9 3.0 0.598 08:15 3.8 2.9 0.545 3.6 3.0 0.532 2.9 2.5 0.329 3.3 2.8 0.428 3.5 2.9 0.507 3.4 3.0 0.478 3.3 2.9 0.447 08:30 3.6 2.9 0.528 4.0 2.7 0.563 3.6 3.3 0.578 3.8 3.0 0.569 3.6 2.9 0.501 3.3 3.0 0.461 3.2 2.9 0.432 08:45 3.9 2.9 0.569 3.7 3.0 0.552 3.5 3.0 0.514 3.4 2.8 0.465 3.5 2.7 0.467 3.5 3.1 0.535 3.4 3.0 0.493 09:00 3.9 3.0 0.593 3.6 3.0 0.533 3.5 2.9 0.493 3.5 2.9 0.486 3.1 2.6 0.380 3.2 3.0 0.461 3.4 3.0 0.492 09:15 3.6 2.9 0.525 3.9 3.1 0.612 3.7 3.0 0.544 3.7 3.0 0.562 3.1 2.7 0.390 3.1 2.6 0.372 3.1 2.9 0.415 09:30 3.6 2.9 0.508 4.2 2.6 0.591 4.0 3.1 0.649 4.0 3.0 0.620 3.5 3.0 0.507 3.2 2.7 0.398 3.2 2.9 0.433 09:45 4.1 3.0 0.627 3.8 2.9 0.545 3.9 3.0 0.604 4.1 2.9 0.617 3.3 2.8 0.444 3.5 3.0 0.504 3.3 2.9 0.457 10:00 3.7 3.1 0.575 4.2 2.7 0.596 3.9 3.1 0.607 3.8 3.0 0.581 3.3 2.7 0.422 3.2 2.8 0.429 3.3 2.9 0.450 10:15 3.4 2.9 0.478 4.3 3.3 0.751 4.0 3.0 0.627 3.8 3.0 0.574 3.2 3.0 0.457 3.1 2.7 0.381 3.1 2.8 0.411 10:30 3.7 3.0 0.536 4.0 2.8 0.585 4.3 3.1 0.704 4.2 2.8 0.633 3.8 2.9 0.563 3.1 2.8 0.387 3.1 2.9 0.419 10:45 4.0 2.9 0.591 4.3 3.0 0.706 4.0 2.8 0.593 3.7 2.8 0.516 3.4 2.8 0.463 3.1 2.9 0.408 3.4 2.9 0.472 11:00 3.7 2.8 0.524 4.2 3.0 0.681 4.2 3.2 0.694 3.7 3.0 0.540 3.4 2.6 0.427 2.8 2.2 0.284 2.8 2.8 0.351 11:15 3.4 2.8 0.457 3.8 3.3 0.629 4.3 3.1 0.726 4.2 2.9 0.632 3.2 2.7 0.417 2.8 2.0 0.252 2.8 2.5 0.316 11:30 3.4 2.9 0.485 3.9 2.9 0.581 4.4 2.9 0.676 4.1 2.7 0.577 3.5 2.7 0.467 3.0 2.7 0.372 2.6 2.3 0.255 11:45 3.7 3.0 0.555 3.3 2.9 0.455 3.7 2.9 0.526 3.9 2.9 0.560 3.2 2.6 0.402 2.9 2.3 0.314 3.0 2.8 0.388 12:00 3.3 2.7 0.420 3.4 2.8 0.464 3.6 2.9 0.513 3.9 2.9 0.586 3.0 2.3 0.312 2.7 2.2 0.266 2.7 2.5 0.296 12:15 3.2 2.8 0.427 3.5 3.0 0.518 3.7 3.0 0.549 4.1 2.9 0.612 3.2 2.6 0.384 2.7 2.1 0.253 2.7 2.3 0.278 12:30 3.2 2.8 0.431 3.4 2.7 0.430 3.7 3.0 0.551 3.8 3.0 0.562 3.5 2.7 0.459 3.1 2.6 0.371 2.9 2.5 0.338 12:45 3.5 3.0 0.512 3.3 2.7 0.426 3.6 2.7 0.486 3.5 2.9 0.490 3.1 2.3 0.325 3.0 2.3 0.315 2.9 2.7 0.352 13:00 3.1 2.6 0.371 3.3 2.4 0.367 3.3 2.5 0.384 3.4 2.9 0.467 2.9 2.0 0.257 2.8 2.1 0.254 2.6 2.2 0.250 13:15 2.9 2.2 0.286 3.6 2.7 0.460 3.5 3.0 0.502 3.6 2.9 0.512 3.0 2.2 0.297 2.7 2.1 0.245 2.5 2.2 0.232 13:30 3.3 2.8 0.438 3.1 2.5 0.359 3.5 2.8 0.489 3.6 2.9 0.511 2.9 2.3 0.300 3.1 2.4 0.349 3.1 2.6 0.372 13:45 3.0 2.6 0.359 3.1 2.4 0.342 3.4 2.6 0.430 3.5 2.9 0.484 2.8 2.2 0.267 2.8 2.0 0.247 2.6 2.2 0.246 14:00 3.1 2.5 0.349 2.8 2.2 0.279 3.3 2.6 0.421 3.3 2.7 0.416 2.8 2.2 0.271 3.0 2.2 0.294 2.5 2.2 0.236 14:15 2.7 2.0 0.234 3.4 2.7 0.458 3.5 2.9 0.487 3.5 2.8 0.490 3.0 2.2 0.312 2.6 2.0 0.227 2.5 2.0 0.215 14:30 3.2 2.8 0.427 3.0 2.5 0.348 3.4 2.7 0.443 3.3 2.9 0.451 2.9 2.2 0.283 2.9 2.2 0.284 2.8 2.6 0.326 14:45 2.8 2.3 0.289 3.2 2.5 0.374 3.1 2.4 0.347 3.1 2.5 0.363 2.6 2.1 0.239 2.7 1.9 0.225 2.5 2.1 0.215 15:00 2.8 2.2 0.266 3.3 2.4 0.383 3.2 2.8 0.420 3.3 2.7 0.413 2.5 2.0 0.218 2.7 2.0 0.234 2.5 2.0 0.208 15:15 2.6 2.0 0.220 3.6 2.7 0.468 3.5 2.8 0.472 3.4 2.7 0.435 2.8 2.1 0.254 2.8 2.0 0.255 2.8 2.5 0.315 15:30 3.1 2.9 0.416 2.9 2.2 0.282 3.2 2.7 0.404 3.2 2.7 0.411 2.9 2.1 0.271 2.8 1.9 0.231 2.6 2.2 0.247 15:45 2.8 2.2 0.282 2.6 1.8 0.197 3.0 2.5 0.336 3.0 2.6 0.359 2.6 2.0 0.215 2.7 1.8 0.216 2.8 2.3 0.286 16:00 2.7 2.0 0.239 2.5 1.8 0.196 3.0 2.3 0.308 3.0 2.7 0.371 2.8 2.0 0.246 2.5 1.9 0.203 2.5 2.1 0.222 16:15 2.8 2.1 0.268 3.3 2.8 0.430 3.5 2.7 0.459 3.4 3.1 0.504 2.9 2.2 0.296 2.9 2.4 0.319 2.7 2.2 0.262 16:30 3.1 2.6 0.381 2.6 2.1 0.233 3.2 2.5 0.363 3.1 3.0 0.426 2.9 2.2 0.286 2.6 2.1 0.234 2.8 2.3 0.296 16:45 2.9 2.4 0.306 2.5 1.9 0.208 3.4 2.8 0.456 3.0 2.5 0.342 2.7 2.1 0.246 2.8 2.1 0.251 2.8 2.4 0.298 HB 061mpMFINAL(inches):Dep HB 061mp11VFINAL(feettsec):Vel HB_061mp1\QFINAL(MGD-Total MG):Flow HB_RG02Vnp1tRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414t02 V5102 41biO2 4n= 418102 419102 4110102 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 2.9 2.0 0.264 2.6 1.8 0.198 3.0 2.4 0.334 2.8 2.6 0.314 3.0 2.6 0.353 2.7 2.3 0.273 2.7 2.3 0.274 17:15 3.2 2.5 0.375 3.1 2.4 0.355 3.5 2.6 0.444 3.3 3.1 0.480 3.0 2.9 0.403 3.1 2.9 0.420 3.1 2.7 0.396 17:30 3.2 2.7 0.416 2.9 2.1 0.274 3.0 2.5 0.345 3.1 2.7 0.393 3.0 2.9 0.395 2.8 2.7 0.341 3.0 2.9 0.396 17:45 2.9 2.3 0.302 3.0 2.1 0.297 3.1 2.5 0.363 3.0 2.6 0.356 2.8 2.4 0.301 2.9 2.7 0.359 3.1 2.5 0.355 18:00 3.1 2.3 0.336 3.3 2.6 0.403 3.0 2.5 0.340 3.0 2.7 0.364 3.3 2.8 0.430 2.9 2.6 0.352 3.3 2.8 0.453 18:15 3.4 2.8 0.459 3.3 2.7 0.414 3.5 2.8 0.483 3.5 3.1 0.536 3.4 2.8 0.460 3.3 3.0 0.464 3.6 2.8 0.493 18:30 3.2 2.6 0.390 2.9 2.2 0.293 3.2 2.6 0.394 3.3 3.0 0.461 3.4 2.7 0.440 3.1 2.8 0.399 3.2 2.7 0.404 18:45 2.7 2.3 0.266 2.8 2.2 0.273 3.3 2.5 0.402 3.3 2.8 0.432 3.5 2.9 0.498 3.3 3.0 0.466 3.4 2.7 0.442 19:00 3.0 2.5 0.341 3.2 2.6 0.382 3.5 2.8 0.473 3.6 3.1 0.542 3.8 3.0 0.574 3.5 3.2 0.551 3.5 3.0 0.514 19:15 3.4 2.7 0.449 3.5 2.6 0.436 3.5 3.0 0.504 3.8 3,3 0.622 3.9 3.1 0.606 3.4 3.0 0.492 3.6 2.9 0.523 19:30 3.2 2.8 0.425 3.3 2.5 0.385 3.5 2.7 0.459 3.8 3.3 0.615 3.6 3.2 0.561 3.7 3.2 0.582 3.5 2.9 0.493 19:45 3.2 2.60.394 3.4 2.50.410 3.4 2.60.417 4.1 3.20.681 3.7 3.30.607 3.8 3.20.612 3.4 2.90.486 20:00 3.2 2.9 0.442 3.5 2.7 0.460 3.6 2.7 0.472 4.1 3.1 0.652 4.2 2.9 0.647 3.8 3.1 0.594 3.8 3.2 0.612 20:15 3.6 3.2 0.560 3.3 2.7 0.425 3.4 2.6 0.435 4.2 2.9 0.624 3.7 3.2 0.591 3.6 3.1 0.538 3.5 3.1 0.522 20:30 3.2 2.7 0.403 3.2 2.5 0.374 3.2 2.6 0.379 3.7 3.3 0.609 3.7 3.2 0.590 3.4 2.9 0.477 3.5 2.8 0.476 20:45 3.3 2.8 0.434 3.0 2.4 0.330 3.1 2.7 0.389 3.5 3.2 0.561 3.7 3.2 0.579 3.5 3.0 0.516 3.5 3.0 0.523 21:00 3.0 2.7 0.370 3.5 2.7 0.461 3.6 2.8 0.489 3.8 2.9 0.555 3.4 3.0 0.494 3.4 2.9 0.472 3.6 3.1 0.550 21:15 3.2 2.9 0.436 3.1 2.3 0.332 3.3 2.9 0.470 3.5 3.2 0.541 3.1 2.7 0.384 3.2 2.8 0.411 3.2 2.7 0.398 21:30 2.9 2.5 0.322 2.9 2.1 0.273 3.0 2.5 0.346 3.1 2.8 0.402 2.8 2.8 0.347 3.0 3.0 0.423 3.0 2.4 0.323 21:45 3.0 2.5 0.342 2.8 2.3 0.285 2.9 2.6 0.330 2.9 2.6 0.339 3.2 2.9 0.425 3.2 2.9 0.442 3.2 2.6 0.400 22:00 3.0 2.4 0.329 3.2 2.5 0.381 3.2 2.8 0.408 3.0 2.8 0.384 2.9 2.5 0.329 3.1 2.7 0.387 3.0 2.5 0.337 22:15 2.9 2.4 0.318 2.7 2.1 0.247 2.9 2.6 0.337 2.8 2.5 0.308 2.8 2.5 0.302 2.5 2.1 0.220 2.6 2.1 0.231 22:30 2.6 2.0 0.217 2.6 2.0 0.218 2.7 2.1 0.246 2.5 2.2 0.235 2.6 2.1 0.235 2.6 2.3 0.254 2.5 2.0 0.218 22:45 2.6 2.0 0.229 2.6 1.9 0.213 2.7 2.1 0.242 2.5 2.2 0.233 2.8 2.5 0.302 2.8 2.7 0.325 2.8 2.2 0.263 23:00 2.8 2.5 0.310 2.6 2.2 0.245 2.9 2.6 0.339 2.5 2.1 0.229 2.3 2.0 0.187 2.4 2.0 0.196 2,4 1.9 0.180 23:15 2.6 2.1 0.243 2.5 2.1 0.218 2.5 2.1 0.219 2.1 2.0 0.159 2.2 1.9 0.171 2.1 2.0 0.155 2.4 1.9 0.184 23:30 2.4 1.9 0.185 2.3 1.9 0.183 2.5 1.9 0.194 2.1 2.0 0.162 2.1 1.9 0.152 1.9 1.8 0.132 2.2 2.0 0.173 23:45 2.1 1.8 0.140 2.4 2.0 0.193 2.3 1.7 0.162 2.0 1.9 0.139 2.1 1.9 0.150 2.3 1.9 0.171 2.4 1.9 0.185 Total 0.321 0.00 0.315 0.00 0.335 0.06 0.351 0.00 0.326 0.00 0.311 0.00 0.313 0.00 Average 2.9 2.3 0.321 2.8 2.2 0.315 2.9 2.3 0.335 2.9 2.4 0.351 2.8 2.4 0.326 2.7 2.3 0.311 2.7 2.3 0.313 Min Time 03:00 05:00 03:00 05:30 02:40 05:30 04:25 06:25 06:25 03:30 05:15 03:30 02:40 03:35 02:40 02:15 02:15 02:15 00:55 04:40 00:55 Min Value 1.4 0.9 0.042 0.9 1.0 0.025 1.0 1.0 0.030 1.0 0.9 0.029 1.0 1.1 0.031 0.9 1.1 0.027 0.8 1.0 0.022 Max Time 09:55 08:05 09:50 10:55 07:40 10:55 11:15 08:35 11:15 20:10 19:45 20:10 07:40 06:50 07:40 07:00 19:05 07:10 07:00 06:40 07:00 Max Value 4.3 3.3 0.650 4.6 3.3 0.793 4.7 3.4 0.821 4.6 3.4 0.773 4.6 3.3 0.795 4.6 3.4 0.775 4.7 3.4 0.809 Week Avg 2.8 2.3 0.325 WeekTotal 12.272 0.08 x 0 J Flow Monitor HB_07 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 3.59 0.80 0.138 consistent with field confirmations conducted to date and Minimum 1.99 0.39 0.029 support the relative accuracy of the flow monitor at this Maximum 5.79 1.27 0.389 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum. data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. f Site Book#/MH# Site Report 1113_07 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/12/02 Diameter ADS Job# ress/ Location: Bushard St. (Hunt. Bch., Ca.) Initials: Ty D. 17•75"x 18.00" 11871.11 Approx. 100 yds. south of Waterfront Dr. in Northbound bikelane of Bushard. Installation Access: Drive Thomas Guide: 888 D-2 Stainless steel ring with ultrasonic,velocity and �!,� pressure sensors. � /V, tv�\ I I Safety I I No rungs I I I I as Waterfront Dr. Waterfront Dr. Investigation I I 02 0 % to I I 20 «: I I H2S 0 ppm o N 2 •% I I = CO 0 ppm to N W cc H "0 I Ito LEL 0 % m t I 1 ~ Atlanta Ave. m I I Traffic HB 07 I I Moderate I I Pipe Material Hamilton Ave. VCP Hamilton Ave. Manhole Depth 12.0 ft. Access Map Site Map Pipe and M.H.Condition Sensor Manhole in Fair Condition Location Manhole Profile CD co V N co G7 C71 - 3 n X m 00 � 0 0 17.75"h x 18.00"w Cross-Section View Plan View Show Any Defects Drawings Not to Scale Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor 6Eha:rrge : None Height: --- Velocity Sensor Time 12:30 DOF 5.00" +/- Velocity 2.50 fps silt 0.001, Show Sensor Locations ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 6.0 HB 07\m 1\DFINAL HB 07\m 1\VFINAL HB RG03\m 1\RAIN 3.0 0.45 5.5 5.0 2.5 0.40 4.5 0.35 4.0 2.0 0.30 3.5 m c O C O 0.25 r 3.0 1 .5 m n a cr N N 0.20 2.5 2.0 1.0 0.15 - lu - 1.5 0.10 1.0 0.5 0.05 0.5 0.00 0.0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 6.0 HB 07\m 1\DFINAL HB 07\m 1\VFINAL HB RG03\m 1\RAIN 3.0 0.45 5.5 5.0 2.5 0.40 4.5 0.35 �I I 4.0 2.0 0.30 3.5 < m c p c - o 0.25 L 3.0 1 .5 1 @ n � m y 0.20 2.5 2.0 1 .0 0.15 0.10 VIu ,; U 1 .0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 6.0 HB 07\m 1\DFINAL HB 07\m 1\VFINAL HB RG03\m 1\RAIN 3.0 0.45 5.5 5.0 2.5 0.40 4.5 0.35 4.0 2.0 0.30 3.5 Vw < m c o c ._. n 0.25 L 3.0 1 .5 < M n of a O 0.20 2.5 2.0 1.0 0.15 "AV i 1.5 0.10 1 .0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 6.0 HB 07\m 1\DFINAL HB 07\m 1\VFINAL HB RG03\m 1\RAIN 3.0 0.45 5.5 5.0 2.5 0.40 4.5 0.35 4.0 2.0 0.30 3.5 < m c o 0.25 t 3.0 1 .5 a o 0.20 CD2.5 2.0 1 .0 0.15 1 .5 NA 0.10 1.0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 6.0 HB 07\m 1\DFINAL HB 07\m 1\VFINAL HB RG03\m 1\RAIN 3.0 0.45 5.5 5.0 2.5 0.40 4.5 0.35 4.0 Al 2.0 0.30 3.5 m c c � 0.25 L 3.0 1 .5 m a 0.20 2.5 2.0 1 .0 0.15 - '10A NAP 1 .5 0.10 1 .0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 0.40 HB 07\ FINAL HB RG03 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c � 0.25 0.20 `0 3 _o LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 0.40 HB 07\ FINAL HB RG03 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c � 0.25 0.20 `0 3 o u- 0.20 0.15 0.15 0.10 0.10 0 0.05 .05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time 1 ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 0.40 HB 07\ FINAL HB RG03 1\RAIN 0.45 0.35 0.40 0.30 0.35 0 0.30 .25 0 c � 0.25 0.20 of 3 0 0.20 0.15 0.15 0.10 0.10 0 0.05 .05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 0.40 HB 07\ FINAL HB RG03 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c 0 0.25 0.20 f0 3 o 0.20 0.15 UA 0.15 0.10 0.10 0.05 d L. 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services BUSHARD ST. HB_07 Pipe Height: 17.75 HUNTINGTON BEACH, CA 0.50 0.40 HB 07\ FINAL HB RG03 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 0.25 0.20 cc _o LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 ADr 2002 Time 0 9 0 .. -- ADS Environmental Services BUSHARD ST. HB_07 Pipe Height 17.75 HUNTINGTON BEACH,CA HC 2.1524-2.1524 0.0000-0.0000 HB_071mp11QFINAL(MGD-Total MG) H13_RG031mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14102 03:50 0.031 19:55 0.276 0.135 0.135 0.00 3/15102 03:45 0.033 08:15 0.308 0.133 0.133 0.00 3/16/02 04:00 0.035 11:45 0.288 0.142 0.142 0.00 3/17/02 05:20 0.035 08:45 0.296 0.151 0.151 0.20 3/18/02 03:15 0.035 08:10 0.358 0.139 0.139 0.00 3/19/02 04:35 0.031 08:15 0.344 0.130 0.130 0.00 3/20102 03:40 0.034 0815 0.288 0.134 0.134 0.00 3/21/02 03:55 0.034 08:10 0.361 0.135 0.135 0.00 3/22/02 04:55 0.041 08:20 0.321 0.136 0.136 0.00 3/23/02 05:55 0.042 09:50 0.310 0.147 0.147 0.09 3/24102 05:40 0.040 11:45 0.281 0.160 0.160 0.01 3/25/02 05:00 0.032 08:10 0.333 0.143 0.143 0.00 3/26/02 03:30 0.035 08:25 0.389 0.132 0.132 0.00 3/27102 03:55 0.029 08:10 0.242 0.126 0.126 0.00 3/28/02 04:25 0.038 08:25 0.282 0.130 0.130 0.00 3/29/02 03:45 0.036 08:25 0.322 0.136 0.136 0.00 3130/02 03:20 0.047 10:25 0.286 0.151 0.151 0.00 3/31/02 05:05 0.034 11:55 0.283 0.148 0.148 0.00 4/1/02 04:45 0.029 09:45 0.250 0.136 0.136 0.00 4/2102 04:30 0.035 10:10 0.275 0.135 0.135 0.00 4/3102 03:40 0.032 11:55 0.240 0.132 0.132 0.00 4l4/02 04:10 0.044 08:20 0.228 0.131 0.131 0.00 4/5/02 04:45 0.040 08:50 0.224 0.126 0.126 0.00 4/6/02 05:45 0.035 10:10 0.332 0.142 0.142 0.05 417102 05:00 0.037 09:50 0.290 0.150 0.150 0.00 4/8/02 04:00 0.031 19:30 0.270 0.147 0.147 0.00 4/9102 01:25 0.034 07:15 0.268 0.129 0.129 0.00 4/10/02 04:35 0.036 07:10 0.250 0A29 0.129 0.00 ReportAvg 0.138 ReportTotal 3.865 0.35 ! ! ! ADS Environmental Services HB_07Wp11DFINAL(inches):Dep HB 07Vnp1\VFINAL(feeUsec):Vel HB 07Unpl%QFINAL(MGD-Total MG):Flow HB_RG03Unp11RAIN(inches):Rain BUSHARD ST. HB 07 Pipe Height:17.75 HUNTINGTON BEACH,CA HC 2.1524-2.1524 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3H 4/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.1 0.7 0.094 3.3 0.7 0.105 3.1 0.8 0.105 3.2 0.8 0.113 3.8 0.9 0.154 3.1 0.8 0.100 3.5 0.8 0.120 00:15 2.9 0.7 0.084 3.2 0.7 0.102 3.1 0.8 0.104 3.3 0.8 0.118 3.5 0.8 0.120 3.1 0.7 0.093 3.2 0.7 0.102 00:30 2.8 0.7 0.078 3.2 0.7 0.094 3.1 0.8 0.098 3.3 0.8 0.113 3.2 0.8 0.107 2.9 0.7 0.091 3.1 0.7 0.093 00:45 2.8 0.6 0.065 3.0 0.7 0.093 3.0 0.8 0.098 3.1 0.7 0.092 3.0 0.7 0.090 2.8 0.6 0.070 3.0 0.7 0.091 01:00 2.7 0.7 0.073 2.9 0.8 0.091 3.0 0.7 0.093 2.8 0.7 0.078 2.9 0.7 0.088 2.7 0.7 0.072 2.9 0.7 0.085 01:15 2.5 0.7 0.065 2.8 0.7 0.082 2.8 0.7 0.083 2.7 0.7 0.078 2.7 0.6 0.067 2.8 0.7 0.080 2.7 0.7 0.074 01:30 2.5 0.6 0.062 2.6 0.7 0.066 2.8 0.8 0.083 2.7 0.7 0.074 2.5 0.6 0.055 2.8 0.7 0.077 2.7 0.6 0.065 01:45 2.4 0.5 0.048 2.4 0.6 0.056 2.6 0.7 0.071 2.5 0.6 0.063 2.4 0.6 0.057 2.6 0.6 0.063 2.6 0.6 0.064 02:00 2.4 0.6 0.053 2.4 0.7 0.059 2.5 0.7 0.068 2.4 0.7 0.062 2.4 0.6 0.055 2.5 0.6 0.059 2.6 0.6 0.067 02:15 2.4 0.6 0.055 2.3 0.6 0.053 2.8 0.7 0.086 2.4 0.6 0.057 2.4 0.6 0.054 2.5 0.6 0.059 2.5 0.6 0.059 02:30 2.4 0.6 0.055 2.2 0.6 0.048 3.0 0.8 0.095 2.3 0.7 0.058 2.3 0.6 0.054 2.5 0.6 0.060 2.4 0.6 0.053 02:45 2.4 0.6 0.054 2.2 0.6 0.051 2.7 0.7 0.074 2.3 0.7 0.058 2.3 0.6 0.050 2.5 0.6 0.055 2.4 0.6 0.054 03:00 2.4 0.6 0.054 2.2 0.6 0.044 2.5 0.6 0.063 2.4 0.7 0.062 2.3 0.6 0.051 2.3 0.6 0.053 2.5 0.6 0.055 03:15 2.3 0.6 0.052 2.2 0.6 0.045 2.4 0.6 0.059 2.4 0.7 0.064 2.2 0.6 0.045 2.3 0.5 0.045 2.5 0.6 0.057 03:30 2.3 0.6 0.049 2.1 0.6 0.043 2.3 0.6 0.055 2.3 0.7 0.057 2.2 0.6 0.049 2.2 0.5 0.045 2.4 0.5 0.044 03:45 2.2 0.5 0.037 2.1 0.5 0.038 2.3 0.6 0.052 2.2 0.6 0.052 2.2 0.6 0.048 2.2 0.6 0.045 2.4 0.6 0.050 04:00 2.1 0.5 0.037 2.2 0.6 0.046 2.2 0.5 0.042 2.1 0.6 0.043 2.2 0.6 0.046 2.2 0.5 0.044 2.4 0.6 0.049 04:15 2.2 0.5 0.038 2.3 0.6 0.053 2.2 0.6 0.045 2.1 0.6 0.044 2.2 0.5 0.043 2.2 0.6 0.048 2.4 0.6 0.051 04:30 2.2 0.5 0.036 2.2 0.6 0.047 2.2 0.6 0.048 2.0 0.6 0.041 2.2 0.5 0.043 2.2 0.5 0.039 2.3 0.5 0.043 04:45 2.2 0.5 0.042 2.3 0.6 0.052 2.2 0.7 0.055 2.0 0.6 0.043 2.2 0.5 0.043 2.3 0.6 0.054 2.3 0.5 0.045 05:00 2.3 0.6 0.048 2.3 0.6 0.052 2.2 0.6 0.049 2.0 0.6 0.044 2.2 0.6 0.047 2.2 0.6 0.044 2.4 0.5 0.047 05:15 2.3 0.6 0.053 2.3 0.6 0.056 2.3 0.7 0.057 2.1 0.6 0.043 2.2 0.6 0.049 2.3 0.6 0.047 2.4 0.5 0.049 05:30 2.4 0.6 0.052 2.3 0.7 0.059 2.4 0.6 0.057 2.1 0.6 0.041 2.4 0.6 0.052 2.5 0.6 0.060 2.6 0.6 0.062 05:45 2.7 0.6 0.067 2.5 0.7 0.071 2.3 0.6 0.051 2.0 0.6 0.043 2.7 0.7 0.080 2.7 0.7 0.078 2.7 0.6 0.070 06:00 2.9 0.7 0.087 2.7 0.7 0.076 2.4 0.7 0.062 2.0 0.6 0.042 3.0 0.7 0.093 3.0 0.7 0.092 3.0 0.8 0.094 06:15 3.1 0.6 0.078 3.1 0.8 0.104 2.6 0.6 0.062 2.2 0.7 0.059 3.1 0.8 0.104 3.2 0.7 0.099 3.2 0.8 0.105 06:30 3.4 0.8 0.120 3.5 0.8 0.120 2.6 0.7 0.071 2.3 0.6 0.053 3.5 0.9 0.140 3.5 0.8 0.131 3.6 0.8 0.126 06:45 4.0 0.8 0.155 3.9 0.9 0.166 2.9 0.8 0.091 2.4 0.7 0.061 4.0 0.9 0.166 3.9 0.9 0.161 4.1 0.9 0.168 07:00 4.2 0.8 0.169 4.3 1.0 0.202 3.1 0.7 0.098 2.6 0.8 0.077 4.3 0.9 0.197 4.3 0.9 0.200 4.4 0.9 0.194 07:15 4.6 0.9 0.216 4.5 1.0 0.219 3.3 0.8 0.122 3.1 0.8 0.106 4.5 1.0 0.228 4.6 1.0 0.234 4.6 1.0 0.238 07:36 4.7 1.0 0.235 4.5 0.9 0.202 3.5 0.8 0.126 3.5 0.8 0.131 4.6 1.0 0.229 4.8 1.1 0.270 4.8 1.0 0.241 07:45 4.5 1.0 0.219 4.5 1.0 0.226 3.8 0.8 0.143 3.5 0.8 0.118 4.7 1.0 0.245 4.8 1.0 0.242 4.8 1.0 0.243 HB_07Vnp11DFINAL(inches):Dep HB_07Wp1\VFINAL(feet/sec):Vel HB 07Vnp11QFINAL(MGD-Total MG):Flow HB RG03Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/16/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 4.8 1.0 0.254 4.7 1.1 0.269 3.9 0.9 0.166 3.6 0.8 0.136 5.2 1.2 0.328 4.9 1.0 0.253 4.9 1.0 0.262 08:15 4.9 1.0 0.253 5.0 1.1 0.299 4.2 1.0 0.203 3.9 0.9 0.161 5.1 1.1 0.284 5.4 1.1 0.309 4.9 1.0 0.265 08:30 4.7 1.0 0.245 4.9 1.0 0.268 4.5 1.0 0.237 4.3 1.0 0.206 4.8 0.9 0.225 5.0 1.0 0.267 4.7 0.9 0.226 08:45 4.5 1.0 0.221 4.6 1.0 0.236 4.8 0.9 0.228 4.9 1.1 0.273 4.6 1.0 0.220 4.6 0.9 0.201 4.5 1.0 0.215. 09:00 4.2 0.9 0.185 4.4 0.9 0.197 4.7 1.0 0.236 4.6 1.0 0.227 4.4 1.0 0.209 4.2 0.9 0.186 4.4 0.9 0.200 09:15 4.1 0.90.176 4.2 0.9 0.183 4.7 1.0 0.244 4.5 0.90.210 4.4 1.00.210 4.3 0.90.188 4.1 0.90.173 09:30 4.1 0.9 0.169 4.1 1.0 0.188 4.7 1.0 0.242 4.4 1.0 0.218 4.4 0.9 0.196 4.2 0.9 0.181 4.1 0.9 0.183 09:45 3.9 0.8 0.141 4.1 0.9 0.174 4.7 0.9 0.222 4.6 1.0 0.232 4.3 0.9 0.191 4.0 0.8 0.154 4.0 0.8 0.160 10:00 3.9 0.8 0.149 4.1 0.9 0.170 4.6 1.0 0.228 4.8 1.0 0.242 4.3 0.9 0.193 3.8 0.8 0.142 4.1 0.9 0.181 10:15 4.0 0.8 0.156 4.0 0.9 0.163 4.6 1.0 0.220 4.8 1.1 0.257 4.2 0.9 0.183 3.8 0.8 0.143 4.0 0.8 0.155 10:30 3.9 0.9 0.158 4.2 0.9 0.190 4.6 1.0 0.240 4.7 1.1 0.255 4.2 0.9 0.193 4.0 0.8 0.159 3.8 0.9 0.155 10:45 4.0 0.9 0.162 4.1 0.9 0.171 4.5 0.9 0.209 4.6 1.1 0.254 4.1 0.9 0.170 4.0 0.9 0.165 3.8 0.8 0.145 11:00 4.0 0.8 0.148 3.9 0.9 0.161 4.5 0.9 0.210 4.7 1.1 0.264 4.1 0.9 0.168 3.8 0.8 0.142 4.0 0.8 0.159 11:15 3.7 0.9 0.150 3.9 0.8 0.154 4.7 1.0 0.244 4.7 1.0 0.243 4.1 0.9 0.169 3.7 0.8 0.140 3.9 0.8 0.153 11:30 3.8 0.9 0.155 3.7 0.9 0.148 4.7 1.0 0.244 4.5 1.0 0.224 4.0 0.9 0.163 3.6 0.8 0.132 3.8 0.8 0.142 11:45 3.7 0.8 0.143 3.7 0.8 0.139 4.8 1.1 0.268 4.5 1.1 0.236 3.9 0.9 0.163 3.8 0.9 0.169 3.7 0.8 0.140 12:00 3.8 0.9 0.159 3.7 0.8 0.143 4.6 0.9 0.215 4.6 1.2 0.272 3.8 0.8 0.145 4.0 0.8 0.158 3.5 0.8 0.124 12:15 4.0 0.90.172 3.6 0.80.128 4.2 0.90.187 4.4 0.90.203 3.9 0.80.150 3.9 0.9 0.155 3.5 0.8 0.135 12:30 3.9 0.9 0.160 3.5 0.9 0.134 4.2 0.9 0.179 4.5 1.1 0.238 3.8 0.9 0.151 3.7 0.8 0.134 3.4 0.8 0.127 12:45 3.6 0.8 0.133 3.4 0.8 0.118 4.3 1.0 0.207 4.5 0.9 0.202 3.8 0.9 0.161 3.7 0.9 0.153 3.6 0.8 0.133 13:00 3.4 0.7 0.113 3.5 0.8 0.132 4.6 1.0 0.236 4.5 0.9 0.200 3.7 0.8 0.136 3.7 0.8 0.137 3.6 0.9 0.146 13:15 3.6 0.8 0.137 3.6 0.8 0.136 4.4 1.00.219 4.3 0.90.194 3.6 0.80.122 3.5 0.8 0.126 3.6 0.80.138 13:30 4.0 0.9 0.178 3.5 0.8 0.131 4.1 0.9 0.178 4.3 0.8 0.173 3.6 0.7 0.120 3.4 0.8 0.123 3.7 0.9 0.144 13:45 4.1 1.0 0.204 3.4 0.8 0.119 3.8 0.8 0.146 4.3 1.0 0.200 3.7 0.8 0.137 3.4 0.8 0.119 3.6 0.8 0.135 14:00 4.2 0.9 0.179 3.4 0.8 0.120 3.8 0.9 0.157 4.2 0.8 0.163 3.7 0.8 0.140 3.4 0.8 0.114 3.6 0.8 0.131 14:15 3.9 1.00.174 3.4 0.9 0.133 3.8 0.80.139 4.1 0.90.171 3.5 0.7 0.114 3.4 0.80.122 3.4 0.8 0.119 14:30 3.7 0.80.141 3.4 0.90.139 3.8 0.8 0.148 4.1 0.80.164 3.4 0.8 0.118 3.4 0.8 0.114 3.4 0.8 0.118 14:45 3.6 0.8 0.131 3.5 0.9 0.135 3.8 0.90.156 4.1 0.90.173 3.4 0.80.116 3.3 0.80.110 3.6 0.90.141 15:00 3.6 0.8 0.133 3.4 0.9 0.130 3.8 0.8 0.149 4.1 0.9 0.177 3.5 0.8 0.130 3.3 0.8 0.116 3.5 0.8 0.120 15:15 3.6 0.8 0.133 3.4 0.9 0.134 3.8 0.8 0.143 4.0 1.0 0.181 3.5 0.80.124 3.4 0.8 0.119 3.3 0.80.115 15:30 3.6 0.8 0.137 3.5 0.9 0.137 3.8 0.9 0.159 4.0 0.8 0.153 3.5 0.8 0.128 3.4 0.8 0.114 3.4 0.8 0.120 15:45 3.7 0.9 0.160 3.5 0.8 0.131 3.9 0.9 0.161 4.2 1.00.195 3.6 0.90.144 3.5 0.8 0.118 3.6 0.80.124 16:00 3.6 0.8 0.131 3.5 0.9 0.136 3.8 0.90.152 4.2 0.90.186 3.6 0.8 0.135 3.4 0.8 0.119 3.6 0.8 0.130 16:15 3.5 0.80.124 3.5 0.9 0.143 3.8 0.8 0.142 4.1 0.8 0.163 3.6 0.80.124 3.4 0.8 0.118 3.5 0.8 0.133 16:30 3.5 0.8 0.129 3.5 0.9 0.136 3.7 0.8 0.138 4.1 0.9 0.182 3.7 0.8 0.136 3.4 0.8 0.118 3.7 0.8 0.135 16:45 3.4 0.8 0.126 3.6 0.9 0.140 3.7 0.8 0.136 4.1 0.9 0.180 3.7 0.8 0.132 3.5 0.8 0.126 3.7 0.8 0.137 H6_07Unp11DFINAL(inches):Dep HB 071mplWFINAL(teet/sec):Vel HB_071mp11QFINAL(MGD-Total MG):Flow HB_RG03Vnpl%PAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.5 0.8 0.129 3.6 0.8 0.131 3.7 0.8 0.144 4.1 0.90.172 3.7 0.80.141 3.5 0.80.121 3.6 0.80.123 1715 3.6 0.80.137 3.7 0.9 0.156 3.7 0.8 0.147 4.1 0.90.178 3.6 0.80.140 3.4 0.80.117 3.4 0.8 0.120 17:30 3.6 0.8 0.129 3.8 0.8 0.142 3.9 0.80.153 4.1 0.90.170 3.6 0.8 0.131 3.5 0.80.123 3.5 0.8 0.130 17:45 3.6 0.80.127 3.7 0.90.148 3.9 1.00.178 4.0 0.90.176 3.7 0.8 0.131 3.6 0.80.141 3.6 0.8 0.135 18:00 3.5 0.80.119 3.8 0.80.141 3.8 0.8 0.142 4.0 0.90.176 3.6 0.8 0.133 3.7 0.8 0.142 3.6 0.80.141 18:15 3.6 0.80.124 3.8 0.80.137 4.0 0.9 0.166 3.9 0.8 0.154 4.1 0.90.180 3.8 0.80.148 3.9 0.8 0.151 18:30 3.8 0.8 0.147 3.8 0.9 0.154 4.1 0.9 0.186 4.0 0.9 0.169 4.1 0.8 0.168 3.8 0.8 0.144 4.0 0.9 0.166 18:45 4.1 0.90.184 3.9 0.8 0.155 4.0 0.90.178 4.2 0.90.185 4.1 0.9 0.171 3.9 0.8 0.149 4.0 0.90.174 19:00 3.8 0.8 0.146 4.0 0.9 0.160 3.8 0.8 0.149 4.3 1.0 0.202 4.2 0.9 0.184 3.9 0.8 0.150 4.1 0.9 0.173 19:15 3.8 0.9 0.156 4.0 0.9 0.173 3.7 0.8 0.141 4.4 1.0 0.222 4.2 0.8 0.166 3.9 0.8 0.155 4.1 0.9 0.172 19:30 4.1 0.9 0.179 4.0 0.9 0.177 3.8 0.9 0.163 4.4 0.9 0.202 4.2 0.9 0.177 3.9 0.8 0.149 4.4 0.9 0.197 19:45 4.5 1.0 0.231 4.2 1.0 0.196 3.9 0.9 0.167 4.5 0.9 0.209 0.01 4.3 0.9 0.196 4.0 0.8 0.150 4.4 1.0 0.208 20:00 4.6 1.0 0.219 4.1 0.9 0.171 3.9 0.9 0.173 4.5 0.9 0.206 0.05 4.3 0.9 0.186 3.9 0.8 0.144 4.0 0.9 0.166 20:15 4.5 1.00.211 4.0 0.9 0.165 4.1 0.90.179 4.5 0.90.207 0.01 4.3 0.8 0.171 4.2 0.90.181 4.0 0.90.163 20:30 4.2 0.9 0.182 3.8 0.9 0.158 4.0 0.9 0.171 4.6 1.0 0.236 0.07 4.4 0.9 0.194 4.2 0.8 0.169 4.1 0.9 0.180 20:45 4.2 0.9 0.189 4.0 0.9 0.167 3.8 0.9 0.156 4.5 0.9 0.205 0.06 4.3 0.9 0.189 4.1 0.9 0.177 4.3 0.9 0.190 21:00 4.2 0.90.188 3.9 0.8 0.151 4.1 0.90.187 4.3 0.90.185 4.5 1.00.217 4.2 0.90.181 4.2 0.90.174 21:15 4.2 0.9 0.173 3.9 0.9 0.157 4.0 0.9 0.165 4.4 0.9 0.202 4.3 0.9 0.186 4.2 0.9 0.177 4.1 0.9 0.175 21:30 4.2 1.0 0.193 3.6 0.8 0.124 3.8 0.8 0.149 4.4 0.9 0.190 4.0 0.8 0.163 4.1 0.8 0.167 4.1 0.8 0.160 21:45 4.3 0.90.194 3.5 0.80.126 3.8 0.9 0.149 4.1 0.90.182 4.1 0.80.157 4.0 0.80.145 4.0 0.8 0.149 22:00 4.1 0.8 0.166 3.7 0.8 0.138 3.8 0.9 0.154 3.9 0.9 0.160 4.1 0.8 0.159 4.0 0.8 0.149 4.0 0.9 0.164 22:15 3.9 0.8 0.149 3.8 0.8 0.147 3.6 0.8 0.134 3.8 0.8 0.142 3.9 0.9 0.159 3.9 0.8 0.154 4.1 0.8 0.165 22:30 3.9 0.9 0.164 3.7 0.9 0.146 3.6 0.8 0.138 3.9 0.9 0.161 3.9 0.9 0.159 4.0 0.9 0.160 4.0 0.9 0.164 22:45 3.8 0.9 0.166 3.6 0.8 0.133 3.5 0.8 0.120 3.9 0.9 0.155 3.8 0.8 0.149 3.8 0.8 0.147 3.9 0.9 0.161 23:00 3.7 0.9 0.154 3.5 0.8 0.129 3.2 0.8 0.109 3.6 0.8 0.131 3.6 0.8 0.129 3.6 0.8 0.130 3.7 0.8 0.131 23:15 3.6 0.8 0.137 3.4 0.8 0.129 3.2 0.8 0.108 3.5 0.8 0.120 3.4 0.8 0.114 3.4 CIA 0.115 3.5 0.8 0.130 23:30 3.5 0.80.124 3.4 0.8 0.120 3.3 0.80.113 3.4 0.80.115 3.3 0.80.115 3.4 0.80.122 3.6 0.8 0.129 23:45 3.4 0.80.118 3.3 0.80.115 3.1 0.80.102 3.5 0.80.126 3.2 0.80.109 3.9 0.8 0.149 3.3 0.80.112 Total 0.135 0.00 0.133 0.00 0.142 0.00 0.151 0.20 0.139 0.00 0.130 0.00 0.134 0.00 Average 3.5 0.8 0.135 3.5 0.8 0.133 3.6 0.8 0.142 3.7 0.8 0.151 3.6 0.8 0.139 3.5 0.8 0.130 3.6 0.8 0.134 Min Time 04:05 03:50 03:50 03:45 03:45 03:45 04:35 04:00 04:00 04:45 05:20 05:20 04:45 03:15 03:15 03:50 04:35 04:35 04:40 03:40 03:40 Min Value 2.1 0.4 0.031 2.1 0.5 0.033 2.2 0.4 0.035 2.0 0.5 0.035 2.2 0.4 0.035 2.2 0.4 0.031 2.2 0.4 0.034 Max Time 08:20 19:55 19:55 08:25 08:10 08:15 11:50 11:45 11:45 08:45 12:00 08:45 08:10 08:10 08:10 08:20 08:15 08:16 08:15 08:10 08:15 Max Value 4.9 1.2 0.276 5.1 1.2 0.308 4.8 1.2 0.288 4.9 1.2 0.296 5.3 1.3 0.358 5.4 1.2 0.344 4.9 1.1 0.288 Week Avg 3.6 0.8 0.138 WeekTotal 0.965 0.20 ADS Environmental Services HB_071mp11DFINAL(inches):Dep HB 071mplWFINAL(feettsec):Vel HB 07trnp11QFINAL(MGD-Total MG):Flow HB_RG031mp11RAIN(inches):Rain BUSHARD ST. HB_07 Pipe Height:17.75 HUNTINGTON BEACH,CA HC 2.1524-2.1524 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.2 0.7 0.099 3.3 0.8 0.106 3.4 0.7 0.111 3.4 0.8 0.120 3.4 0.8 0.113 3.2 0.7 0.103 3.3 0.7 0.108 00:15 3.1 0.8 0.100 3.1 0.7 0.095 3.4 0.8 0.123 - 3.4 0.8 0.121 3.3 0.8 0.115 3.0 0.7 0.066 3.3 0.7 0.107 00:30 3.0 0.7 0.067 2.9 0.7 0.086 3.2 0.8 0.110 3.3 0.8 0.110 3.1 0.7 0.099 3.0 0.8 0.098 3.2 0.7 0.097 00:45 2.9 0.7 0.083 2.8 0.7 0.084 3.0 0.7 0.093 3.1 0.8 0.104 2.9 0.7 0.083 2.9 0.7 0.064 3.0 0.7 0.088 01:00 2.8 0.7 0.077 2.7 0.7 0.073 2.9 0.7 0.085 2.9 0.8 0.091 2.8 0.6 0.067 2.8 0.8 0.085 2.8 0.6 0.073 01:15 2.7 0.7 0.073 2.6 0.6 0.067 2.7 0.7 0.081 2.7 0.7 0.078 2.6 0.7 0.069 2.7 0.7 0.074 2.6 0.6 0.064 01:30 2.7 0.6 0.066 2.7 0.7 0.070 2.7 0.7 0.076 2.6 0.7 0.068 2.5 0.6 0.058 2.5 0.7 0.067 2.5 0.7 0.063 01:45 2.7 0.7 0.073 2.6 0.6 0.068 2.7 0.7 0.078 0.05 2.6 0.6 0.061 2.4 0.6 0.058 2.4 0.6 0.052 2.4 0.6 0.055 02:00 2.6 0.6 0.062 2.5 0.6 0.060 2.6 0.7 0.075 0.02 2.5 0.7 0.066 0.01 2.4 0.7 0.059 2.3 0.6 0.048 2.3 0.5 0.044 02:15 2.5 0.6 0.055 2.4 0.6 0.056 2.5 0.6 0.061 2.6 0.7 0.071 2.3 0.6 0.054 2.3 0.6 0.054 2.2 0.6 0.049 02:30 2.5 0.6 0.060 2.4 0.6 0.055 2.5 0.7 0.070 0.01 2.6 0.7 0.077 2.3 0.6 0.052 2.3 0.5 0.046 2.2 0.5 0.041 02:45 2.4 0.6 0.053 2.4 0.6 0.054 2.6 0.6 0.064 2.5 0.7 0.065 2.3 0.6 0.053 2.3 0.5 0.043 2.1 0.6 0.044 03:00 2.4 0.6 0.053 2.4 0.6 0.054 2.6 0.6 0.063 2.5 0.7 0.062 2.3 0.7 0.059 2.3 0.6 0.051 2.1 0.5 0.042 03:15 2.4 0.6 0.052 2.4 0.6 0.055 2.5 0.7 0.064 2.4 0.6 0.055 2.3 0.7 0.055 2.2 0.6 0.046 2.1 0.6 0.044 03:30 2.3 0.6 0.052 2.4 0.6 0.054 2.5 0.6 0.060 2.4 0.6 0.053 2.3 0.6 0.052 2.2 0.6 0.043 2.1 0.5 0.034 03:45 2.3 0.5 0.042 2.4 0.6 0.051 2.4 0.6 0.058 0.01 2.4 0.6 0.055 2.2 0.6 0.048 2.2 0.7 0.054 2.0 0.6 0.039 04:00 2.3 0.6 0.049 2.3 0.6 0.050 2:4 0.6 0.055 2.4 0.6 0.055 2.2 0.6 0.048 2.2 0.5 0.044 2.1 0.6 0.043 04:15 2.2 0.6 0.049 2.3 0.6 0.050 2.3 0.6 0.056 2.3 0.6 0.052 2.2 0.5 0.042 2.1 0.5 0.037 2.2 0.6 0.047 04:30 2.2 0.5 0.042 2.3 0.6 0.046 2.3 0.8 0.048 2.1 0.6 0.047 2.1 0.6 0.045 2.1 0.6 0.048 2.1 0.6 0.050 04:45 2.2 0.6 0.047 2.3 0.5 0.045 2.4 0.7 0.061 2.2 0.6 0.045 2.0 0.5 0.038 2.3 0.6 0.050 2.2 0.6 0.043 05:00 2.3 0.6 0.048 2.4 0.6 0.054 2.4 0.7 0.081 2.2 0.6 0.049 2.1 0.5 0.041 2.4 0.7 0.059 2.1 0.5 0.040 05:15 2.3 0.6 0.049 2.4 0.6 0.055 2.4 0.6 0.056 2.2 0.6 0.048 2.2 0.6 0.046 2.3 0.6 0.052 2.2 0.6 0.043 05:30 2.5 0.6 0.057 2.5 0.6 0.061 2.4 0.6 0.053 2.2 0.6 0.046 2.4 0.6 0.055 2.4 0.6 0.055 2.2 0.6 0.051 05:45 2.6 0.7 0.073 2.7 0.6 0.069 2.3 0.6 0.049 2.2 0.6 0.047 2.4 0.5 0.049 2.5 0.6 0.057 2.5 0.6 0.062 06:00 2.8 0.7 0.078 2.9 0.7 0.089 2.4 0.7 0.059 2.2 0.6 0.052 2.9 0.8 0.092 2.7 0.7 0.078 2.7 0.7 0.080 06:15 3.1 0.8 0.107 3.1 0.8 0.101 2.6 0.7 0.072 2.3 0.7 0.059 3.3 0.8 0.121 3.1 0.7 0.093 3.1 0.7 0.095 06:30 3.6 0.8 0.130 3.6 0.8 0.130 2.8 0.7 0.079 2.5 0.7 0.067 3.7 0.8 0.129 3.5 0.8 0.128 3.5 0.8 0.130 06:45 4.0 0.9 0.175 4.0 0.8 0.157 3.0 0.7 0.086 2.8 0.8 0.087 4.0 0.9 0.170 3.9 0.8 0.155 4.1 0.9 0.174 07:00 4.1 0.9 0.173 4.3 1.0 0.201 3.2 0.8 0.106 3.0 0.8 0.100 4.2 0.9 0.189 4.2 0.9 0.184 4.4 0.9 0.199 07:15 4.4 0.9 0.208 4.7 0.9 0.218 3.3 0.7 0.104 3.3 0.8 0.109 4.5 1.0 0.214 4.6 1.1 0.259 4.4 0.9 0.188 07:36 4.8 1.1 0.275 4.8 0.9 0.220 3.5 0.8 0.131 3.6 0.9 0.140 4.7 1.0 0.235 4.7 1.0 0.229 4.6 1.0 0.221 07:45 4.8 1.0 0.251 4.8 1.1 0.259 3.8 0.8 0.151 3.6 0.8 0.129 4.9 1.0 0.257 4.5 0.9 0A97 4.6 0.9 0.212 0 HB_071mp1MDFINAL(inches):Dep HB_07VnplWFINAL(feet/sec):Vel HB 07Vnpl%QFINAL(MGD-Total MG):Flow HB_RG03Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23102 3/24102 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 5.2 1.2 0.334 5.1 1.1 0.299 3.9 0.9 0.158 3.7 0.8 0.143 5.1 1.1 0.300 4.7 1.0 0.250 4.7 0.9 0.218 08:15 5.3 1.1 0.305 5.2 1.1 0.304 4.1 0.9 0.168 3.9 0.9 0.164 5.1 1.1 0.290 5.6 1.2 0.367 4.7 1.0 0.227 08:30 5.0 1.1 0.279 4.9 1.0 0.265 4.4 0.9 0.196 4.0 0.9 0.172 4.7 1.0 0.224 6.4 1.1 0.333 4.6 1.0 0.227 08:45 4.7 1.0 0.239 4.5 1.0 0.224 4.4 1.0 0.212 4.2 0.9 0.184 4.4 1.0 0.210 4.9 0.9 0.225 4.4 1.0 0.207 09:00 4.5 0.9 0.204 4.3 1.0 0.210 4.6 1.0 0.226 4.5 0.9 0.198 4.3 1.0 0.211 4.6 0.9 0.218 4.2 0.8 0.173 09:15 4.2 0.9 0.186 4.4 1.0 0.209 4.7 1.0 0.251 4.6 0.9 0.213 4.4 0.9 0.203 4.4 0.8 0.176 4.0 0.8 0.161 09:30 4.1 0.9 0.184 4.3 1.0 0.203 4.8 1.1 0.275 4.5 1.0 0.218 4.4 1.0 0.220 4.4 1.0 0.206 4.0 0.8 0.160 09:45 4.1 0.9 0.175 4.2 0.9 0.188 5.0 1.1 0.288 4.6 1.0 0.234 4.3 1.0 0.207 4.2 0.9 0.179 4.0 0.8 0.164 10:00 4.0 0.8 0.154 4.4 0.9 0.194 4.9 1.1 0.268 4.6 1.0 0.232 4.1 0.9 0.180 4.0 0.8 0.162 3.8 0.8 0.141 10:15 3.8 0.9 0.158 4.3 0.9 0.184 4.9 1.1 0.268 4.6 0.9 0.208 4.0 0.9 0.172 3.8 0.8 0.136 4.0 0.8 0.169 10:30 3.9 0.9 0.164 4.3 1.0 0.206 4.8 1.0 0.256 4.6 1.0 0.222 4.1 0.9 0.178 3.7 0.8 0.142 4.0 0.8 0.160 10:45 3.9 0.8 0.146 4.1 0.9 0.173 4.7 1.0 0.239 4.7 1.0 0.238 4.1 1.0 0.194 3.7 0.8 0.137 3.9 0.9 0.159 11:00 3.6 0.8 0.128 3.9 0.9 0.158 4.6 0.9 0.209 4.6 1.0 0.223 4.0 0.8 0.160 3.8 0.9 0.164 3.7 0.8 0.133 11:15 3.7 0.8 0.143 4.2 0.90.183 4.6 0.90.216 4.5 1.00.213 3.9 0.80.149 3.9 0.90.157 3.8 0.80.148 11:30 3.9 0.9 0.164 4.4 1.0 0.209 4.6 1.1 0.255 4.7 1.1 0.256 3.7 0.8 0.136 3.8 0.8 0.137 3.7 0.8 0.135 11:45 3.8 0.9 0.153 4.0 0.8 0.150 4.4 0.9 0.198 4.8 1.0 0.254 3.7 0.8 0.144 3.7 0.8 0.134 3.6 0.7 0.122 12:00 3.7 0.8 0.136 3.9 0.8 0.142 4.3 0.9 0.196 4.7 1.0 0.240 3.9 0.8 0.154 3.6 0.8 0.123 3.7 0.8 0.143 12:15 3.7 0.8 0.145 4.0 0.9 0.170 4.9 1.1 0.284 4.7 1.0 0.229 3.9 0.8 0.153 3.7 0.8 0.141 3.7 0.7 0.125 12:30 3.7 0.8 0.146 3.9 0.9 0.156 4.7 1.0 0.235 4.7 1.0 0.246 3.9 0.8 0.143 3.7 0.8 0.132 3.5 0.8 0.123 12:45 3.7 0.9 0.144 3.7 0.8 0.136 4.5 0.9 0.203 4.6 1.0 0.241 4.0 0.9 0.176 3.5 0.7 0.109 3.3 0.7 0.108 13:00 3.5 0.8 0.120 3.6 0.8 0.125 4.3 0.9 0.189 4.6 1.0 0.232 3.9 0.9 0.163 3.5 0.8 0.119 3.4 0.8 0.119 13:15 3.4 0.7 0.110 3.5 0.8 0.120 4.0 0.9 0.166 4.5 0.9 0.208 3.7 0.9 0.150 3.5 0.8 0.124 3.6 0.9 0.141 13:30 3.4 0.8 0.112 3.3 0.8 0.107 3.9 0.9 0.162 4.5 1.0 0.226 3.8 0.9 0.155 3.4 0.8 0.119 3.5 0.8 0.129 13:45 3.4 0.80.117 3.4 0.80.115 3.9 0.8 0.150 4.4 0.9 0.206 4.1 0.90.166 3.3 0.80.113 3.5 0.8 0.125 14:00 3.3 0.90.126 3.4 0.80.118 4.0 0.8 0.153 4.4 1.0 0.210 3.9 0.90.159 3.3 0.70.106 3.4 0.80.113 14:15 3.3 0.80.111 3.4 0.80.122 3.9 0.8 0.154 4.4 1.0 0.207 3.7 0.90.155 3.3 0.8 0.119 3.3 0.8 0.123 14:30 3.4 0.80.118 3.4 0.70.109 3.9 0.80.152 4.3 0.90.192 3.7 0.80.138 3.3 0.70.107 3.2 0.80.104 14:45 3.4 0.8 0.125 3.4 0.8 0.114 3.8 0.9 0.156 4.1 0.9 0.176 3.7 0.9 0.147 3.5 0.8 0.125 3.0 0.7 0.089 16:00 3.4 0.8 0.113 3.4 0.8 0.123 3.8 0.8 0.145 4.2 0.9 0.178 3.7 0.8 0.144 3.5 0.8 0.127 3.1 0.7 0.096 15:15 3.3 0.70.106 3.4 0.80.115 3.8 0.80.140 4.2 0.90.193 3.6 0.80.134 3.4 0.80.128 3.1 0.80.104 15:30 3.4 0.8 0.120 3.4 0.7 0.111 3.9 0.8 0.153 4.1 1.0 0.190 3.6 0.8 0.137 3.4 0.8 0.125 3.5 0.8 0.126 15:45 3.3 0.80.117 3.4 0.80.116 3.9 0.90.168 4.1 0.90.166 3.8 0.80.148 3.5 0.80.128 3.9 0.90.163 16:00 3.3 0.8 0.114 3.5 0.8 0.129 4.0 0.9 0.178 4.0 0.9 0.180 3.9 0.9 0.162 3.5 0.9 0.138 3.7 0.8 0.129 16:15 3.3 0.80.110 3.6 0.8 0.125 3.9 0.80.148 4.3 1.00.200 3.9 0.8 0.158 3.5 0.8 0.123 3.4 0.70.110 16:30 3.4 0.80.112 3.6 0.80.127 3.9 0.90.167 4.5 1.00.230 4.0 0.80.161 3.4 0.70,113 3.5 0.80.121 16:45 3.5 0.80.133 3.6 0.80.128 4.2 1.0 0.194 4.6 1.00.241 3.8 0.80.140 3.4 0.80.113 3.5 0.80.121 HB_071mp11DFINAL(inches):Dep HB 071mplWFINAL(teeVsec):Vel HB_07Mp1\QFINAL(MGD-Total MG):Flow HB_RG031mplURAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21102 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.6 0.8 0.133 3.9 0.9 0.161 4.2 1.0 0.197 4.5 0.9 0.203 3.6 0.8 0.126 3.3 0.8 0.111 3.4 0.8 0.126 17:15 3.7 0.8 0.139 4.0 0.9 0.177 4.2 0.9 0.187 4.5 1.1 0.238 3.7 0.9 0.153 3.5 0.8 0.128 3.5 0.8 0.120 17:30 3.6 0.80.130 3.9 0.8 0.151 3.9 0.8 0.147 4.4 0.9 0.198 4.0 0.90.173 3.7 0.8 0.144 3.4 0.70.111 17:45 3.7 0.80.137 3.9 0.8 0.156 3.8 0.80.142 4.2 0.8 0.172 3.9 0.8 0.147 3.8 0.9 0.161 3.5 0.80.129 18:00 3.8 0.8 0.147 3.7 0.80.130 3.8 0.9 0.156 4.2 0.90.181 3.8 0.8 0.150 3.8 0.60.139 3.5 0.8 0.126 18:15 3.8 0.80.148 3.7 0.8 0.136 4.1 0.90.181 4.1 0.9 0.174 3.9 0.70.134 3.6 0.80.138 3.6 0.8 0.133 18:30 4.0 0.9 0.171 3.8 0.8 0.145 4.1 0.8 0.164 4.1 0.9 0.178 3.8 0.8 0.144 3.8 0.8 0.144 3.7 0.9 0.147 18:45 4.1 0.9 0.177 3.8 0.80.149 3.9 0.80.142 4.0 0.9 0.169 4.1 0.9 0.171 3.8 0.8 0.151 4.1 0.9 0.186 19:00 4.1 0.8 0.165 3.8 0.8 0.146 4.0 0.9 0.161 4.1 1.0 0.198 4.3 0.9 0.185 3.9 0.9 0.157 4.2 0.9 0.174 19:15 3.9 0.8 0.147 3.9 0.9 0.161 4.0 0.9 0.164 4.3 1.00.211 4.3 0.90.187 4.0 0.8 0.161 4.3 0.90.187 19:30 4.0 0.9 0.164 4.1 0.90.175 4.1 0.9 0.180 4.5 1.00.216 4.5 1.00.211 4.1 0.9 0.180 4.3 0.90.182 19:45 4.3 1.0 0.202 4.2 0.8 0.164 4.2 1.0 0.194 4.7 1.0 0.245 4.6 0.9 0.210 4.3 0.9 0.191 4.2 0.9 0.186 20:00 4.3 0.9 0.189 4.0 0.8 0.154 4.1 0.9 0,178 4.7 1.0 0.235 4.5 0.9 0.201 4.2 0.9 0,189 4.2 0.9 0.183 20:15 4.2 0.9 0.177 4.1 0.9 0.180 4.0 0.8 0.161 4.5 0.9 0.200 4.4 0.9 0.200 4.1 0.9 0.175 4.2 0.9 0.180 20:30 4.4 0.9 0.195 4.0 0.8 0.149 3.9 0.9 0.159 4.4 0.9 0.194 4.4 1.0 0.217 4.2 1.0 0.195 4.2 0.9 0.183 20:45 4.3 0.9 0.192 3.9 0.8 0.156 4.0 0.9 0.171 4.4 0.9 0.189 4.3 0.9 0.197 4.2 0.9 0.186 4.1 0.9 0.169 21:00 4.1 0.9 0.174 4.0 0.9 0.162 4.0 0.9 0.164 4.3 0.9 0.190 4.3 0.9 0.195 4.3 0.9 0.193 4.0 0.9 0.165 21:15 4.0 0.9 0.169 4.0 0.9 0.167 3.9 0.8 0.152 4.2 0.9 0.191 4.3 0.8 0.176 4.2 0.9 0.184 4.2 0.9 0.189 21:30 4.0 0.9 0.170 3.9 0.9 0.157 3.9 0.9 0.161 4.4 1.0 0.232 4.1 0.9 0.171 4.0 0.8 0.154 4.2 0.9 0.183 21:45 4.0 1.0 0.178 3.9 0.9 0.157 3.8 0.9 0.150 4.7 1.0 0.234 4.1 0.8 0.157 4.0 0.9 0.172 4.1 0.8 0.164 22:00 4.1 1.0 0.186 3.8 0.8 0.143 3.8 0.8 0.148 4.4 1.0 0.209 4.0 0.8 0.155 4.2 0.9 0.191 4.0 0.8 0.160 22:15 4.2 0.9 0.179 3.6 0.8 0,130 4.0 0.9 0.172 4.3 1.0 0.206 3.9 0.8 0.151 4.1 0.8 0.162 4.0 0.8 0.150 22:30 4.0 0.8 0.162 3.6 0.8 0.132 3.7 0.8 0.139 4.3 0.9 0.198 3.8 0.8 0.151 4.0 0.9 0.163 4.0 0.9 0.169 22:45 4.1 0.9 0.176 3.8 0.9 0.158 3.5 0.8 0.126 4.1 0.8 0.164 3.7 0.8 0.133 3.7 0.8 0.133 3.9 0.8 0.156 23:00 4.0 0.9 0.165 3.8 0.9 0.163 3.5 0.8 0.126 3.8 0.9 0.153 3.7 0.8 0.129 3.5 0.8 0.121 3.7 0.8 0.134 23:15 3.7 0.80.134 3.8 0.80.149 3.4 0.80.124 3.7 0.80.138 3.7 0.80.131 3.5 0.80.125 3.6 0.80.127 23:30 3.4 0.80.121 3.7 0.8 0.135 3.5 0.8 0.132 3.7 0.9 0.151 3.5 0.70.116 3.4 0.80.112 3.4 0.90.131 23:45 3.4 0.80.112 3.6 0.80.118 3.5 0.8 0.126 3.6 0.80.131 3.4 0.80.123 3.3 0.80.121 3.3 0.70.101 Total 0.135 0.00 0.136 0.00 0.147 0.09 0.160 0.01 0.143 0.00 0.132 0.00 0.126 0.00 Average 3.5 0.8 0.135 3.6 0.8 0.136 3.7 0.8 0.147 3.8 0.9 0,160 3.6 0.8 0.143 3.5 0.8 0.132 3.5 0.8 0.126 Min Time 04:45 03:55 03:55 04:30 04:55 04:55 04:30 05:55 05:55 04:40 04:20 05:40 04:55 05:00 05:00 04:35 02:35 03:30 03:55 03:00 03:55 Min Value 2.2 0.4 0.034 2.2 0.5 0.041 2.3 0.5 0.042 2.1 0.5 0.040 2.0 0.4 0.032 2.1 0.6 0.035 2.0 0.4 0.029 Max Time 08:15 08:10 08:10 08:15 07:55 08:20 12:20 09:50 09:50 19:55 12:30 11:45 08:15 08:10 08:10 08:25 08:25 08:25 08:10 07:50 08:10 Max Value 5.4 1.3 0.361 5.2 1.2 0.321 5.0 1.2 0.310 4.9 1.2 0.281 5.3 1.2 0.333 5.7 1.2 0.389 4.8 1.1 0.242 Week Avg 3.6 0.8 0.140 WeekTotal 0.978 0.10 ADS Environmental Services HB_07Vnp1\DFINAL(inches):Dep HB_07U1p1\VFINAL(feet/sec):Vel HB_07\mp1\QFINAL(MGD-Total MG):Flow HB_RG03Vnp1\RAIN(inches):Rain. BUSHARD ST. HB_07 Pipe Height:17.75 HUNTINGTON BEACH,CA HC 2.1524-2.1524 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.2 0.8.0.106 3.4 0.8 0.117 3.3 0.8 0.120 3.4 0.8 0.124 3.2 0.8 0.105 3.1 0.8 0.105 3.3 0.8 0.114 00:15 3.1 0.8 0.110 3.2 0.7 0.101 3.1 0.8 0.104 3.2 0.8 0.107 3.0 0.7 0.092 3.1 0.8 0.104 3.2 0.7 0.098 00:30 3.0 0.8 0.097 3.1 0.7 0.093 3.0 0.7 0.094 3.2 0.8 0.106 3.0 0.7 0.091 3.1 0.7 0.096 3.0 0.7 0.089 00:45 2.9 0.7 0.078 2.9 0.8 0.090 3.0 0.8 0.093 3.0 0.7 0.093 3.0 0.7 0.088 3.0 0.7 0.091 2.9 0.6 0.078 01:00 2.8 0.7 0.075 2.8 0.7 0.079 3.0 0.8 0.094 3.0 0.7 0.085 2.9 0.7 0.078 2.9 0.7 0.084 2.8 0.6 0.073 01:15 2.7 0.7 0.074 2.7 0.7 0.074 2.9 0.7 0.087 2.9 0.6 0.076 2.7 0.7 0.072 2.7 0.6 0.068 2.7 0.6 0.068 01:30 2.6 0.7 0.066 2.6 0.7 0.070 2.7 0.6 0.065 2.7 0.6 0.067 2.6 0.7 0.069 2.6 0.6 0.061 2.6 0.7 0.073 01:45 2.5 0.7 0.063 2.5 0.7 0.066 2.5 0.6 0.059 2.6 0.7 0.070 2.5 0.6 0.057 2.4 0.6 0.058 2.6 0.6 0.067 02:00 2.4 0.6 0.052 2.4 0.6 0.059 2.5 0.6 0.061 2.6 0.6 0.060 2.4 0.7 0.060 2.3 0.7 0.056 2.6 0.6 0.065 02:15 2.3 0.5 0.044 2.3 0.5 0.046 2.5 0.7 0.069 2.6 0.6 0.065 2.3 0.6 0.048 2.3 0.6 0.052 2.5 0.7 0.062 02:30 2.3 0.6 0.050 2.3 0.6 0.055 2.5 0.7 0.064 2.6 0.7 0.071 2.4 0.6 0.054 2.4 0.6 0.058 2.3 0.6 0.050 02:45 2.3 0.6 0.052 2.3 0.6 0.057 2.5 0.6 0.059 2.5 0.7 0.064 2.4 0.6 0.054 2.4 0.5 0.049 2.3 0.6 0.047 03:00 2.3 0.6 0.055 2.4 0.7 0.061 2.4 0.7 0.059 2.6 0.6 0.064 2.3 0.6 0.048 2.3 0.6 0.048 2.3 0.6 0.049 03:15 2.3 0.6 0.048 2.2 0.6 0.048 2.4 0.6 0.052 2.5 0.6 0.062 2.2 0.5 0.041 2.3 0.6 0.050 2.3 0.6 0.052 03:30 2.2 0.6 0.052 2.1 0.5 0.040 2.4 0.7 0.061 2.5 0.7 0.062 2.1 0.6 0.045 2.3 0.6 0.052 2.2 0.5 0.038 03:45 2.2 0.5 0.044 2.1 0.6 0.041 2.4 0.7 0.065 2.4 0.6 0.057 2.1 0.5 0.037 2.3 0.6 0.049 2.1 0.5 0.040 04:00 2.2 0.5 0.040 2.1 0.6 0.042 2.4 0.7 0.061 2.3 0.5 0.047 2.2 0.6 0.049 2.3 0.6 0.047 2.2 0.6 0.045 04:15 2.1 0.5 0.042 2.2 0.6 0.048 2.4 0.7 0.060 2.2 0.5 0.041 2.1 0.6 0.044 2.3 0.5 0.044 2.1 0.5 0.040 04:30 2.1 0.6 0.042 2.3 0.6 0.056 2.4 0.7 0.066 2.1 0.5 0.040 2.0 0.5 0.033 2.2 0.6 0.050 2.1 0.6 0.045 04:45 2.3 0.6 0.046 2.2 0.6 0.047 2.5 0.7 0.073 2.1 0.5 0.040 2.0 0.5 0.035 2.4 0.6 0.058 2.2 0.6 0.048 05:00 2.3 0.6 0.051 2.2 0.5 0.042 2.4 0.6 0.059 2.1 0.5 0.036 2.1 0.5 0.039 2.3 0.6 0.050 2.3 0.6 0.050 05:15 2.3 0.6 0.048 2.3 0.5 0.045 2.3 0.6 0.053 2.1 0.7 0.050 2.3 0.6 0.046 2.3 0.6 0.048 2.3 0.5 0.045 05:30 2.3 0.5 0.045 2.4 0.6 0.054 2.4 0.7 0.061 2.2 0.6 0.048 2.4 0.6 0.051 2.3 0.6 0.052 2.5 0.7 0.072 05:45 2.4 0.6 0.057 2.5 0.7 0.062 2.5 0.5 0.050 2.3 0.7 0.058 2.5 0.6 0.059 2.6 0.6 0.061 2.7 0.7 0.076 06:00 2.8 0.7 0.080 2.6 0.7 0.068 2.6 0.6 0.065 2.5 0.6 0.053 2.6 0.6 0.063 2.7 0.6 0.070 2.9 0.7 0.087 06:15 3.1 0.8 0.102 2.8 0.7 0.081 2.6 0.7 0.077 2.6 0.7 0.074 2.6 0.7 0.073 3.0 0.7 0.088 3.0 0.7 0.086 06:30 3.2 0.7 0.092 3.3 0.8 0.116 2.8 0.7 0.079 2.6 0.7 0.072 3.2 0.8 0.106 3.4 0.8 0.115 3.4 0.8 0.114 06:45 3.7 0.8 0.132 3.8 0.8 0.149 3.1 0.8 0.098 2.6 0.6 0.060 3.6 0.7 0.120 3.6 0.8 0.126 3.8 0.8 0.144 07:00 4.0 1.0 0.183 4.1 0.8 0.163 3.2 0.8 0.105 2.8 0.7 0.079 3.6 0.7 0.119 3.7 0.8 0.140 4.0 0.8 0.159 07:15 4.4 1.0 0.213 4.3 0.9 0.193 3.3 0.7 0.107 3.0 0.7 0.091 3.8 0.8 0.144 4.1 0.9 0.181 4.0 0.9 0.163 07:30 4.7 0.9 0.222 4.6 1.1 0.244 3.4 0.7 0.111 3.3 0.8 0.113 4.1 0.8 0.165 4.1 0.8 0.164 4.1 0.8 0.163 07:45 4.6 0.90.217 4.5 1.00.219 3.6 0.80.136 3.5 0.70.110 4.1 0.80.158 4.0 0.80.162 4.3 0.90.191 ! HB_07Vnp11DFINAL(inches):Dep HB 07Vnp1WFINAL(feet/sec):Vel HB_07Mp1tQFINAL(MGD-Total MG):Flow HB_RG031mpMAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 08:00 4.6 1.0 0.229 4.5 0.9 0.206 3.8 0.8 0.149 3.7 0.8 0.144 4.2 1.0 0.201 4.2 0.9 0.178 4.3 0.8 0.170 08:15 4.8 1.1 0.264 4.9 1.1 0.285 3.9 0.8 0.149 4.2 0.9 0.181 4.2 0.9 0.182 4.4 0.9 0.202 4.4 0.9 0.190 08:30 4.0 1.0 0.234 4.9 1.1 0.275 4.2 0.9 0.186 4.2 0.9 0.188 4.4 1.0 0.210 4.4 1.0 0.215 4.5 1.0 0.224 08:45 4.5 1.0 0.222 4.7 1.0 0.232 4.5 0.9 0.212 4.3 0.9 0.185 4.4 0.9 0.186 4.4 1.0 0.210 4.5 0.9 0.211 09:00 4.2 0.9 0.187 4.5 1.0 0.227 4.7 1.0 0.232 4.4 0.9 0.197 4.4 1.0 0.211 4.4 0.9 0.203 4.5 0.9 0.198 09:15 4.2 0.90.179 4.5 0.90.199 4.7 1.0 0.241 4.7 0.90.212 4.7 1.00.231 4.4 1.0 0.211 4.4 0.9 0.195 09:30 4.0 0.9 0.172 4.5 1.0 0.220 4.8 1.0 0.237 4.9 1.0 0.258 4.7 1.0 0.226 4.3 0.8 0.178 4.4 1.0 0.221 09:45 4.1 0.9 0.172 4.5 0.9 0.209 4.8 1.0 0.240 4.9 1.0 0.243 4.6 1.0 0.232 4.5 1.0 0.224 4.3 0.9 0.187 10:00 4.1 0.9 0.177 4.4 1.0 0.213 4.8 1.0 0.254 4.9 1.0 0.253 4.5 1.0 0.221 4.8 1.0 0.251 4.2 0.9 0.186 10:15 4.0 0.9 0.167 4.2 0.9 0.189 4.9 1.0 0.265 4.9 1.0 0.247 4.4 0.8 0.181 4.9 0.9 0.238 4.1 0.8 0.163 10:30 4.0 0.9 0.174 4.0 0.8 0.153 5.0 1.0 0.260 4.8 1.0 0.250 4.4 1.0 0.206 4.8 1.0 0.250 4.2 0.9 0.184 10:45 3.9 0.9 0.160 4.2 0.9 0.176 4.9 1.0 0.253 4.7 1.0 0.248 4.4 1.0 0.216 4.5 0.9 0.209 4.3 0.9 0.200 11:00 3.8 0.9 0.151 4.1 0.8 0.161 4.8 1.0 0.237 '4.7 1.0 0.234 4.5 1.0 0.222 4.3 0.9 0.188 4.2 0.8 0.174 11:15 3.7 0.8 0.127 4.3 0.9 0.187 4:9 1.0 0.243 4.7 1.0 0.236 4.4 1.0 0.209 4.2 0.9 0.189 4.2 0.9 0.180 11:30 3.9 0.8 0.144 4.1 0.9 0.176 4.8 1.0 0.241 4.7 1.0 0.238 4.2 0.8 0.169 4.1 0.9 0.179 4.0 0.8 0.163 11:45 3.8 0.8 0.144 3.9 0.8 0.147 4.7 1.0 0.250 4.8 1.1 0.276 4.2 0.9 0.174 4.0 0.9 0.176 4.2 1.0 0.195 12:00 3.8 0.8 0.148 3.8 0.8 0.137 4.7 1.0 0.241 4.9 1.0 0.257 4.1 0.8 0.154 4.2 0.8 0.171 4.5 1.0 0.211 12:15 3.7 0.8 0.144 3.8 0.8 0.148 4.6 1.1 0.245 4.7 1.0 0.243 4.2 0.9 0.186 4.1 0.8 0.164 4.4 0.9 0.195 12:30 3.6 0.8 0.130 3.8 0.8 0.143 4.5 0.9 0.204 4.7 1.0 0.232 4.1 0.8 0.167 4.1 0.9 0.167 4.2 0.9 0.186 12:45 3.5 0.7 0.114 3.7 0.8 0.140 4.6 1.0 0.225 4.5 1.0 0.219 4.0 0.9 0.166 4.0 0.9 0.178 4.0 0.8 0.159 13:00 3.4 0.8 0.119 3.6 0.8 0.123 4.7 1.0 0.236 4.7 1.0 0.227 4.0 0.9 0.169 4.0 0.8 0.158 4.0 0.8 0.162 13:15 3.5 0.80.124 3.6 0.80.131 4.5 0.90.214 4.6 0.90.216 3.9 0.80.157 3.9 0.9 0.163 4.2 1.00.205 13:30 3.5 0.80.124 3.8 0.90.156 4.4 0.9 0.206 4.6 1.00.215 4.0 0.9 0.167 3.9 0.9 0.161 4.2 0.9 0.186 13:45 3.4 0.80.125 3.8 0.90.157 4.2 0.90.194 4.4 0.8 0.186 4.1 0.90.170 4.0 0.8 0.149 3.9 0.8 0.148 14:00 3.6 0.80.131 3.6 0.8 0.127 4.2 0.90.179 4.3 0.90.198 4.0 0.80.156 3.9 0.90.164 3.7 0.80.131 14:15 3.5 0.8 0.130 3.4 0.80.120 4.2 0.80.170 4.3 0.9 0.188 3.9 0.8 0.137 3.8 0.80.145 3.7 0.80.131 14:30 3.6 0.8 0.125 3.5 0.8 0.122 4.0 0.8 0.162 4.3 0.8 0.176 3.9 0.8 0.146 3.6 0.8 0.130 3.6 0.8 0.135 14:45 3.4 0.80.119 3.5 0.80.123 4.0 0.8 0.161 4.2 0.90.175 3.8 0.80.151 3.5 0.80.129 3.5 0.80.118 15:00 3.4 0.80.124 3.5 0.80.131 4.1 0.9 0.178 4.1 0.90.180 4.0 0.9 0.176 3.4 0.8 0.122 3.6 0.80.124 15:15 3.5 0.80.133 3.6 0.80.136 4.0 0.8 0.159 4.2 0.9 0.172 4.0 0.8 0.154 3.5 0.8 0.126 3.6 0.80.134 15:30 3.5 0.8 0.127 3.7 0.8 0.131 3.9 0.9 0.158 4.0 0.8 0.154 3.8 0.8 0.148 3.6 0.8 0.137 3.4 0.8 0.115 15:45 3.5 0.80.128 3.7 0.8 0.127 4.1 0.9 0.171 4.0 0.80.160 4.0 0.8 0.158 3.5 0.80.118 3.4 0.70.109 16:00 3.5 0.8 0.128 3.7 0.8 0.129 4.2 0.8 0.171 4.0 0.8 0.159 4.0 0.8 0.153 3.6 0.8 0.126 3.4 0.8 0.120 16:15 3.5 0.8 0.122 3.6 0.8 0.136 4.0 0.9 0.177 3.8 0.8 0.138 3.9 0.8 0.146 3.6 0.8 0.134 3.5 0.8 0.121 16:30 3.5 0.8 0.122 3.5 0.8 0.124 4.1 0.9 0.175 3.8 0.8 0.143 3.9 0.8 0.153 3.5 0.8 0.124 3.5 0.8 0.127 16:45 3.5 0.8 0.126 3.4 0.8 0.121 4.2 0.9 0.188 3.8 0.8 0.148 3.9 0.9 0.161 3.6 0.8 0.132 3.6 0.8 0.135 HB 07Vnp1\DFINAL(inches):Dep HB 07Vnp1WFINAL(feet/sec):Vel HB_07Vnpl%QFINAL(MGD-Total MG):Flow HB_RG03Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30102 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.5 0.8 0.130 3.6 0.9 0.145 4.1 0.8 0.154 3.8 0.9 0.158 4.0 0.9 0.174 3.8 0.8 0.140 3.7 0.8 0.132 17:15 3.5 0.8 0.129 4.3 1.0 0.205 3.9 0.8 0.153 3.9 0.8 0.149 3.8 0.8 0.152 3.7 0.8 0.142 3.5 0.8 0.135 17:30 3.4 0.80.113 4.2 0.8 0.171 4.0 0.8 0.163 4.4 1.00.206 3.8 0.8 0.140 3.6 0.80.125 3.5 0.80.121 17:45 3.4 0.80.114 3.9 0.8 0.140 4.0 0.8 0.158 4.3 0.90.182 3.7 0.90.145 3.6 0.80.127 3.6 0.8 0.130 18:00 3.6 0.8 0.140 3.9 0.9 0.160 3.9 0.8 0.148 4.0 0.8 0.158 3.9 0.9 0.159 3.9 0.9 0.161 3.7 0.9 0.144 18:15 3.7 0.80.143 4.0 0.9 0.168 4.0 0.8 0.153 4.0 0.9 0.167 3.9 0.8 0.149 3.8 0.8 0.142 3.7 0.8 0.138 18:30 3.8 0.8 0.146 3.9 0.8 0.149 4.2 0.9 0.193 4.0 0.8 0.160 3.9 0.9 0.162 3.7 0.8 0.138 3.8 0.9 0.152 18:45 3.9 0.9 0.169 3.9 0.8 0.138 4.3 0.90.191 4.1 0.90.182 4.0 0.9 0.167 3.9 0.90.159 4.0 0.9 0.169 19:00 4.1 0.9 0.175 3.9 0.8 0.156 4.3 0.9 0.201 4.3 0.9 0.183 4.0 0.9 0.178 4.0 0.8 0.156 4.2 0.9 0.172 19:15 4.3 1.0 0.202 3.9 0.8 0.157 4.3 0.9 0.201 4.4 0.9 0.199 4.0 0.8 0.158 3.9 0.8 0.151 4.1 0.9 0.176 19:30 4.2 0.9 0.177 4.0 0.9 0.173 4.4 0.9 0.198 4.3 0.9 0.186 4.0 0.9 0.167 3.9 0.8 0.154 4.0 0.8 0.161 19:45 3.9 0.9 0.160 4.1 0.9 0.187 4.2 0.9 0.177 4.3 0.9 0.191 4.2 0.9 0.186 4.1 0.8 0.166 4.0 0.9 0.169 20:00 4.0 0.9 0.178 4.0 0.9 0.162 4.1 0.9 0.167 4.2 0.9 0.176 4.2 0.9 0.183 4.1 0.9 0.175 3.8 0.8 0.143 20:15 4.0 0.9 0.165 3.9 0.9 0.155 4.2 0.9 0.186 4.1 0.9 0.172 4.2 0.9 0.175 4.1 0.9 0.175 3.9 0.8 0.147 20:30 3.9 0.8 0.152 4.0 0.9 0.164 4.2 0.9 0.175 4.1 0.9 0.171 4.2 0.9 0.177 4.1 0.9 0.173 4.0 0.9 0.162 20:45 4.0 0.9 0.166 3.9 0.9 0.166 4.0 0.9 0.166 4.0 0.8 0.160 4.1 0.9 0.169 4.5 1.0 0.212 3.8 0.9 0.158 21:00 4.2 0.90.181 4.0 0.9 0.167 4.0 0.80.159 4.0 0.90.170 4.0 0.9 0.162 4.2 0.8 0.171 3.9 0.9 0.161 21:15 4.0 0.9 0.168 4.0 0.9 0.168 3.9 0.9 0.166 4.1 0.9 0.173 3.9 0.8 0.155 4.2 0.9 0.175 3.8 0.9 0.163 21:30 3.9 0.9 0.156 3.9 0.8 0.153 3.9 0.9 0.155 4.2 0.8 0.171 3.8 0.8 0.149 4.0 0.9 0.167 3.9 0.9 0.164 21:45 4.0 0.90.180 4.0 0.9 0.164 4.0 0.8 0.153 4.0 0.8 0.160 3.8 0.9 0.163 4.0 0.8 0.152 4.0 0.9 0.161 22:00 4.2 0.9 0.172 4.0 0.9 0.166 3.9 0.8 0.150 4.0 0.8 0.157 3.9 0.9 0.154 3.9 0.8 0.147 4.0 0.9 0.172 22:15 4.0 0.9 0.163 3.9 0.8 0.140 3.9 0.9 0.157 3.9 0.8 0.144 3.7 0.8 0.130 3.8 0.8 0.141 3.9 0.8 0.149 22:30 4.0 0.8 0.158 3.9 0.9 0.165 3.8 0.8 0.144 3.7 0.8 0.142 3.6 0.8 0.136 3.6 0.8 0.127 3.7 0.8 0.133 22:45 3.9 0.8 0.151 4.0 0.9 0.168 3.7 0.80.139 3.7 0.80.141 3.6 0.8 0.132 3.6 0.80.133 3.6 0.80.124 23:00 3.8 0.9 0.157 3.7 0.80.131 3.7 0.80.141 3.8 0.8 0.142 3.5 0.80.128 3.6 0.80.139 3.6 0.80.126 23:15 3.7 0.8 0.140 3.5 0.70.109 3.6 0.90.143 3.7 0.8 0.132 3.4 0.80.119 3.4 0.80.117 3.5 0.80.119 23:30 3.5 0.9 0.140 3.4 0.90.133 3.8 0.80.141 3.5 0.80.118 3.3 0.80.110 3.3 0.80.116 3.4 0.80.115 23:45 3.5 0.80.125 3.3 0.80.117 3.7 0.8 0.142 3.4 0.80.113 3.2 0.70.096 3.4 0.80.118 3.3 0.80.115 Total 0.130 0.136 0.151 0.148 0.136 0.135 0.132 Average 3.5 0.8 0.130 3.6 0.8 0.136 3.7 0.8 0.151 3.7 0.8 0.148 3.6 0.8 0.136 3.6 0.8 0.135 3.5 0.8 0.132 Min Time 04:35 05:35 04:25 03:55 02:25 03:45 05:20 05:55 03:20 05:10 05:00 05:05 04:40 04:30 04:45 04:30 04:20 04:30 04:25 03:40 03:40 Min Value 2.1 0.5 0.038 2.0 0.5 0.036 2.3 0.5 0.047 2A 0.5 0.034 2.0 0.4 0.029 2.1 0.6 0.035 2.1 0.4 0.032 Max Time 08:30 08:20 08:25 08:30 08:25 08:25 10:30 10:45 10:25 09:30 10:55 11:55 09:25 08:40 09:45 10:20 10:00 10:10 08:40 11:55 11:55 Max Value 4.9 1.1 0.282 5.0 1.2 0.322 5.0 1.1 0.286 4.9 1.1 0.283 4.7 1.1 0.250 4.9 1.1 0.275 4.6 1.1 0.240 Week Avg 3.6 0.8 0.138 WeekTotal 0.968 ! ! ADS Environmental Services HB_071mp11DFINAL(inches):Dep HB_07Vnp11VFINAL(feet/sec):Vel HB_071rnp1\QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain BUSHARD ST. HB 07 Pipe Height:17.75 HUNTINGTON BEACH,CA HC 2.1524-2.1524 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414/02 4/5/02 4/6/02 4/7/02 4/8/02 419/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain 00:00 3.2 0.7.0.102 3.4 0.8 0.115 3.2 0.8 0.102 3.1 0.7 0.094 3.0 0.7 0.092 2.9 0.7 0.083 2.8 0.7 0.079 00:15 3.2 0.7 0.101 3.2 0.8 0.105 3.2 0.8 0.108 3.1 0.7 0.093 2.9 0.7 0.088 2.8 0.6 0.073 2.7 0.6 0.066 00:30 3.1 0.7 0.092 3.0 0.8 0.095 3.1 0.8 0.101 3.0 0.7 0.093 2.8 0.7 0.079 2.6 0.7 0.072 2.6. 0.6 0.065 00:45 3.0 0.7 0.089 2.9 0.7 0.084 3.0 0.8 0.097 3.1 0.8 0.102 2.7 0.6 0.071 2.5 0.7 0.066 2.5 0.7 0.070 01:00 2.8 0.7 0.080 2.8 0.7 0.084 2.9 0.7 0.085 2.9 0.7 0.082 2.6 0.6 0.061 2.4 0.5 0.050 2.5 0.6 0.060 01:15 2.7 0.7 0.076 2.6 0.6 0.065 2.8 0.7 0.078 2.9 0.7 0.077 2.6 0.7 0.066 2.4 0.5 0.046 2.5 0.7 0.067 01:30 2.8 0.7 0.078 2.6 0.7 0.072 2.8 0.6 0.071 2.8 0.7 0.077 2.5 0.6 0.060 2.3 0.6 0.052 2.5 0.6 0.064 01:45 2.8 0.7 0.079 2.5 0.6 0.060 2.6 0.6 0.064 2.6 0.6 0.060 2.4 0.6 0.055 2.2 0.6 0.049 2.5 0.7 0.066 02:00 2.7 0.7 0.073 2.3 0.6 0.050 2.6 0.6 0.061 2.6 0.6 0.065 2.3 0.6 0.049 2.2 0.6 0.046 2.4 0.7 0.060 02:15 2.6 0.6 0.067 2.3 0.6 0.052 2.5 0.7 0.064 0.01 2.6 0.6 0.063 2.2 0.5 0.038 2.2 0.6 0.045 2.2 0.6 0.048 02:30 2.6 0.6 0.067 2.5 0.6 0.058 2.6 0.6 0.063 0.03 2.5 0.6 0.061 2.2 0.6 0.046 2.3 0.5 0.045 2.5 0.8 0.075 02:45 2.6 0.7 0.072 2.4 0.7 0.061 2.6 0.6 0.063 0.01 2.4 0.6 0.056 2.3 0.6 0.047 2.2 0.6 0.052 2.7 0.7 0.072 03:00 2.5 0.7 0.069 2.3 0.6 0.048 2.6 0.7 0.071 2.4 0.6 0.049 2.2 0.5 0.039 2.2 0.6 0.045 2.4 0.5 0.051 03:15 2.5 0.6 0.057 2.3 0.6 0.055 2.5 0.6 0.062 2.3 0.6 0.052 2.2 0.6 0.044 2.2 0.6 0.046 2.2 0.6 0.049 03:30 2.5 0.6 0.057 2.5 0.7 0.062 2.4 0.6 0.057 2.3 0.6 0.048 2.2 0.6 0.047 2.2 0.6 0.048 2.2 0.5 0.044 03:45 2.4 0.6 0.056 2.5 0.6 0.057 2.4 0.6 0.050 2.3 0.6 0.052 2.3 0.6 0.047 2.3 0.6 0.054 2.3 0.5 0.043 04:00 2.3 0.5 0.045 2.3 0.6 0.050 2.3 0.5 0.044 2.2 0.5 0.041 2.2 0.4 0.036 2.2 0.6 0.045 2.3 0.5 0.045 04:15 2.3 0.6 0.053 2.3 0.6 0.051 2.2 0.6 0.047 2.2 0.6 0.045 2.2 0.6 0.045 2.3 0.5 0.044 2.2 0.5 0.043 04:30 2.3 0.6 0.050 2.3 0.6 0.051 2.2 0.6 0.047 2.2 0.6 0.047 2.3 0.5 0.042 2.2 0.5 0.044 2.2 0.6 0.046 04:45 2.3 0.6 0.050 2.3 0.6 0.047 2.2 0.5 0.043 2.2 0.6 0.047 2.6 0.6 0.063 2.4 0.6 0.057 2.5 0.6 0.061 05:00 2.4 0.6 0.056 2.3 0.6 0.051 2.1 0.6 0.043 2.2 0.5 0.041 2.7 0.7 0.077 2.6 0.7 0.069 2.8 0.7 0.078 05:15 2.4 0.6 0.060 2.3 0.6 0.050 2.2 0.5 0.043 2.3 0.6 0.056 2.9 0.7 0.088 3.0 0.7 0.090 3.1 0.8 0.103 05:30 2.5 0.6 0.057 2.4 0.6 0.050 2.2 0.5 0.043 2.4 0.6 0.056 3.4 0.8 0.122 3.4 0.8 0.117 3.3 0.8 0.123 05:45 2.6 0.7 0.068 2.5 0.6 0.061 2.3 0.5 0.041 2.4 0.5 0.049 3.8 0.8 0.143 3.8 0.6 0.146 3.9 0.8 0.149 06:00 2.6 0.7 0.070 2.8 0.7 0.084 2.4 0.6 0.055 2.4 0.6 0.052 4.1 0.8 0.153 4.0 0.8 0.161 4.1 1.0 0.191 06:15 2.8 0.7 0.081 2.9 0.7 0.090 2.5 0.7 0.065 2.6 0.6 0.067 4.1 0.9 0.173 4.2 0.9 0.183 4.3 0.8 0.178 06:30 3.2 0.8 0.109 3.0 0.7 0.095 2.6 0.6 0.065 2.8 0.7 0.076 4.4 0.9 0.191 4.3 0.9 0.183 4.4 0.9 0.198 06:45 3.4 0.7 0.109 3.3 0.8 0.110 2.6 0.6 0.063 2.9 0.6 0.076 4.5 0.9 0.208 4.4 0.9 0.205 4.4 0.9 0.190 07:00 3.7 0.8 0.142 3.7 0.8 0.144 3.0 0.7 0.086 3.0 0.7 0.086 4.6 1.0 0.231 4.7 1.0 0.229 4.5 1.0 0.216 07:15 3.8 0.8 0.139 4.0 0.8 0.158 3.2 0.8 0.106 3.4 0.8 0.118 4.6 0.9 0.208 4.7 1.0 0.235 4.6 0.9 0.213 07:30 4.0 0.9 0.164 4.1 0.9 0.173 3.4 0.7 0.105 3.5 0.8 0.120 4.5 1.0 0.213 4.4 0.9 0.198 4.6 1.0 0.230 07:45 4.2 1.00.197 4.1 0.90.172 3.5 0.80.119 3.7 0.80.136 4.3 0.90.190 4.3 0.90.181 4.4 0.90.188 s 0 • HB 071mp11DFINAL(inches):Dep HB_071mplWFINAL(feet/sec):Vel HB 071rnp1\QFINAL(MGD-Total MG):Flow HB_RG03Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5102 4/6/02 07/02 4/8/02 4/9102 4/10/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.3 0.9 0.184 4.1 0.8 0.157 3.7 0.8 0.144 3.8 0.8 0.143 4.1 0.9 0.177 4.2 1.0 0.196 4.1 0.9 0.169 08:15 4.4 1.0 0.206 4.2 0.9 0.182 4.0 0.9 0.162 3.9 0.8 0.155 4.0 0.9 0.169 4.3 1.0 0.202 4.1 0.9 0.172 08:30 4.4 0.9 0.184 4.3 0.9 0.200 4.2 0.9 0.185 4.2 0.9 0.182 4.1 0.8 0.164 4.2 0.9 0.193 4.1 0.8 0.168 08:45 4.2 0.9 0.184 4.3 0.9 0.199 4.5 1.0 0.219 4.3 0.9 0.180 4.3 1.0 0.199 4.0 0.9 0.168 4.1 0.8 0.165 09:00 4.3 0.9 0.190 4.3 0.9 0.187 4.6 1.1 0.247 4.4 1.0 0.213 4.3 0.9 0.189 4.0 0.8 0.149 4.0 0.8 0.156 09:15 4.4 1.0 0.210 4.2 0.8 0.163 4.6 0.9 0.210 4.6 1.0 0.234 4.2 0.9 0.185 4.1 0.9 0.173 4.0 0.8 0.156 09:30 4.2 0.8 0.172 4.2 0.9 0.183 4.7 0.9 0.205 4.5 0.9 0.197 4.1 0.9 0.176 3.9 1.0 0.177 3.9 0.8 0.150 09:45 4.1 0.8 0.155 4.3 0.9 0.194 5.0 1.0 0.256 4.8 1.1 0.264 4.1 0.9 0.174 3.7 0.8 0.135 3.9 0.8 0.138 10:00 4.1 0.9 0.182 4.3 0.9 0.183 5.3 1.1 0.299 5.2 1.0 0.282 4.0 0.8 0.163 3.8 0.8 0.142 3.8 0.8 0.137 10:15 4.1 0.9 0.179 4.3 0.9 0.197 5.1 1.0 0.261 5.0 1.0 0.269 3.8 0.8 0.148 3.7 0.8 0.139 3.7 0.8 0.140 10:30 4.2 1.0 0.191 4.4 0.8 0.181 4.9 1.1 0.293 4.9 1.0 0.260 3.9 0.9 0.162 3.6 0.8 0.124 3.9 0.9 0.161 10:45 4.1 0.9 0.172 4.3 0.9 0.194 4.9 1.1 0.268 4.8 1.0 0.234 3.9 0.8 0.150 3.5 0.7 0.116 4.1 0.8 0.160 11:00 4.0 0.8 0.157 4.3 1.0 0.209 4.9 1.0 0.260 4.6 1.0 0.222 3.9 0.8 0.152 3.4 0.8 0.123 4.1 0.8 0.160 11:15 4.0 0.8 0.161 4.3 0.9 0.190 4.7 1.0 0.236 4.5 0.9 0.209 4.0 0.8 0.157 3.6 0.8 0.137 3.8 0.9 0.159 11:30 4.1 0.8 0.165 4.3 0.8 0.177 4.5 0.9 0.209 4.5 0.9 0.213 3.8 0.8 0.135 3.6 0.0 0.126 3.7 0.9 0.150 11:45 4.0 0.8 0.153 4.2 0.8 0.168 4.3 0.9 0.200 4.6 1.0 0.234 3.6 0.8 0.133 3.6 0.8 0.126 4.0 0.8 0.155 12:00 3.9 0.8 0.150 4.0 0.8 0.157 4.4 0.9 0.199 4.7 1.0 0.241 3.6 0.8 0.130 3.8 0.8 0.143 4.0 0.9 0.165 12:15 3.8 0.8 0.144 3.9 0.8 0.153 4.5 1.0 0.223 4.5 0.9 0.207 3.7 0.8 0.137 3.9 0.8 0.142 3.8 0.8 0.149 12:30 4.0 0.9 0.172 3.8 0.8 0.142 4.3 0.9 0.191 4.5 1.0 0.213 3.7 0.8 0.142 3.8 0.8 0.142 3.5 0.8 0.124 12:45 4.1 0.9 0.182 3.8 0.8 0.132 4.1 0.8 0.164 4.5 0.9 0.201 4.0 0.8 0.153 3.8 0.8 0.137 3.4 0.8 0.115 13:00 4.0 0.8 0.153 3.8 0.80.148 4.1 0.90.178 4.5 0.9 0.199 4.1 0.9 0.185 3.6 0.80.127 3.4 0.80.112 13:15 4.0 0.9 0.165 3.6 0.80.127 4.1 0.8 0.156 4.6 1.00.219 3.9 0.8 0.149 3.6 0.80.139 3.4 0.8 0.121 13:30 3.9 0.8 0.156 3.5 0.8 0.125 3.9 0.8 0.144 4.6 0.9 0.197 3.8 0.8 0.145 4.0 0.9 0.175 3.6 0.8 0.132 13:45 3.8 0.90.151 3.6 0.80.128 3.9 0.8 0.143 4.4 0.90.193 4.2 0.90.181 3.7 0.80.141 3.6 0.80.128 14:00 3.6 0.80.130 3.6 0.80.133 4.0 0.9 0.164 4.3 0.9 0.191 4.3 0.90.186 3.4 0.70.106 3.5 0.80.123 14:15 3.5 0.8 0.121 3.6 0.7 0.122 4.0 0.9 0.168 4.1 0.8 0.160 4.2 0.9 0.172 3.4 0.8 0.120 3.3 0.7 0.099 14:30 3.6 0.9 0.142 3.6 0.8 0.129 4.0 0.8 0.152 4.0 0.9 0.179 4.3 1.0 0.203 3.4 0.8 0.114 3.2 0.7 0.097 14:45 3.5 0.8 0.124 3.8 0.8 0.150 3.9 0.8 0.140 4.2 0.9 0.183 4.3 0.9 0.191 3.4 0.8 0.115 3.1 0.7 0.090 15:00 3.4 0.8 0.126 3.9 0.9 0.157 4.0 0.8 0.158 4.0 0.9 0.166 4.3 0.9 0.191 3.5 0.8 0.121 3.1 0.7 0.099 15:15 3.4 0.8 0.125 3.7 0.80.129 4.0 0.9 0.165 4.1 0.90.173 4.1 0.8 0.157 3.6 0.80.127 3.4 0.80.116 15:30 3.5 0.80.117 3.4 0.8 0.124 4.0 0.80.141 4.5 1.00.217 4.2 0.8 0.172 3.5 0.80.118 3.5 0.8 0.132 15:45 3.6 0.8 0.140 3.4 0.80.119 4.0 0.8 0.161 4.5 0.90.208 4.1 0.9 0.183 3.3 0.80.110 3.4 0.80.120 16:00 3.7 0.9 0.144 3.4 0.80.123 4.0 0.8 0.143 4.2 0.8 0.164 4.1 0.90.170 3.3 0.80.110 3.4 0.80.116 16:15 3.6 0.90.141 3.5 0.80.117 4.0 0.8 0.150 4.1 0.8 0.169 4A 0.90.176 3.6 0.70.123 3.4 0.70.111 16:30 3.5 0.8 0.121 3.4 0.8 0.121 4.1 0.9 0.172 4.1 0.8 0.164 4.3 1.0 0.200 3.6 0.8 0.126 3.5 0.8 0.125 16:45 3.5 0.80.122 3.4 0.70.111 4.1 0.90.173 4.1 0.90.173 4.4 0.9 0.199 3.6 0.70.114 3.9 0.80.151 HB_071mpl\DFINAL(inches):Dep HB_07Unp1NFINAL(feet/sec):Vel HB_07Unpl%QFINAL(MGD-Total MG):Flow HB_RG03Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6102 4/7/02 4/8/02 419/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain 17:00 3.5 0.8 0.135 3.4 0.8 0.116 4.1 0.8 0.162 4.0 0.9 0.163 4.3 0.9 0.183 3.6 0.8 0.133 4.1 0.9 0.177 17:15 3.6 0.80.125 3.4 0.80.119 4.0 0.8 0.156 4.1 0.8 0.164 4.2 0.8 0.172 3.7 0.80.139 3.8 0.8 0.140 17:30 3.9 0.9 0.165 3.4 0.7 0.109 4.0 0.8 0.152 4.0 0.8 0.159 4.2 0.8 0.170 3.8 0.8 0.134 3.6 0.8 0.124 17:45 3.9 0.8 0.146 3.5 0.8 0.127 4.0 0.9 0.161 4.1 0.9 0.169 4.4 0.9 0.202 3.9 0.9 0.163 3.7 0.8 0.133 18:00 3.8 0.8 0.140 3.7 0.9 0.147 4.0 0.8 0.156 4.1 0.8 0.164 4.4 0.9 0.197 4.0 0.8 0.156 3.9 0.8 0.155 18:15 3.8 0.8 0.140 3.8 0.8 0.147 4.1 0.8 0.165 4.2 1.0 0.199 4.3 1.0 0.205 4.0 0.9 0.175 4.1 0.9 0.174 18:30 3.9 0.9 0.163 3.8 0.8 0.146 4.1 0.9 0.169 4.4 1.00.212 4.4 0.90.194 3.9 0.80.148 4.2 0.8 0.165 18:45 3.9 0.80.152 3.8 0.90.157 4.1 0.9 0.185 4.5 1.00.216 4.3 0.90.190 4.2 0.90.186 4.2 0.90.181 19:00 4.0 0.9 0.164 4.1 0.9 0.174 4.4 0.9 0.201 4.7 0.9 0.215 4.5 0.9 0.208 4.4 0.9 0.197 4.1 0.9 0,176 19:15 4.2 0.9 0.180 4.2 0.9 0.173 4.7 1.0 0.234 4.7 1.0 0.232 4.8 1.0 0.246 4.4 0.9 0.207 4.1 0.8 0.168 19:30 4.1 0.9 0.168 4.1 0.9 0.173 4.5 0.9 0.213 4.6 1.0 0.230 4.7 1.0 0.232 4.4 0.9 0.187 4.1 0.8 0.161 19:45 4.0 0.8 0.157 4.0 0.9 0.166 4.3 0.9 0.185 4.5 1.0 0.220 4.7 1.0 0.231 4.2 0.9 0.185 4.1 0.9 0.176 20:00 4.0 0.9 0.172 3.8 0.8 0.144 4.2 0.9 0.178 4.7 1.0 0.226 4.9 0.9 0.231 4.4 1.0 0.205 4.2 0.9 0.175 20:15 4.2 0.9 0.175 3.8 0.8 0.131 4.2 0.9 0.188 4.7 1.0 0.234 4.7 0.9 0.220 4.3 0.9 0.188 4.1 0.9 0.176 20:30 4.1 0.9 0.168 3.8 0.8 0.150 4.0 0.9 0.172 4.5 0.9 0.199 4.6 1.0 0.221 4.1 0.8 0.166 4.3 0.9 0.186 20:45 4.0 0.9 0.163 3.9 0.9 0.161 4.1 0.8 0.164 4.5 0.80.187 4.6 0.90.212 4.2 0.90.182 4.3 0.9 0.188 21:00 4.0 0.9 0.164 3.9 0.8 0.145 4.0 0.8 0.162 4.5 0.9 0.196 4.2 0.9 0.179 4.3 0.8 0.174 4.3 0.9 0.181 21:15 4.0 0.9 0.169 3.8 0.8 0.145 4.0 0.8 0.161 4.3 0.90.179 4.1 0.8 0.156 4.3 0.90.186 4.1 0.8 0.162 21:30 4.0 0.9 0.164 3.9 0.8 0.143 3.8 0.8 0.146 4.0 0.8 0.161 4.1 0.9 0.169 4.1 0.8 0.166 4.1 0.9 0.171 21:45 3.9 0.80.151 3.8 0.8 0.135 3.9 0.80.153 4.0 0.80.152 4.0 0.80.152 3.8 0.80.141 4.1 0.8 0.159 22:00 3.8 0.8 0.150 3.6 0.8 0.132 4.0 0.8 0.159 3.9 0.8 0.150 4.0 0.8 0.156 3.6 0.8 0.135 4.0 0.8 0.160 22:15 3.9 0.90.157 3.6 0.8 0.136 4.0 0.80.154 3.8 0.80.138 3.9 0.8 0.145 3.6 0,80.131 3.9 0.80.151 22:30 3.8 0.8 0.145 3.6 0.8 0.140 3.8 0.8 0.135 3.6 0.8 0.129 3.6 0.8 0.121 3.6 0.8 0.130 3.7 0.8 0.126 22:45 3.7 0.8 0.134 3.6 0.8 0.132 3.8 0.8 0.136 3.4 0.8 0.124 3.4 0.7 0.113 3.4 0.8 0.115 3.5 0.7 0.114 23:00 3.7 0.8 0.141 3.4 0.8 0.117 3.7 0.8 0.130 3.4 0.8 0.115 3.4 0.7 0.113 3.3 0.7 0.100 3.3 0.7 0.099 23:15 3.6 0.80.127 3.3 0.80.110 3.6 0.8 0.124 3.3 0.70.105 3.3 0.80.109 3.2 0.80.110 3.1 0.70.092 23:30 3.4 0.8 0.126 3.3 0.8 0.112 3.3 0.8 0.111 3.3 0.8 0.106 3.2 0.8 0.102 3.1 0.7 0.098 3.0 0.7 0.092 23:45 3.4 0.8 0.119 3.3 0.7 0.105 3.1 0.7 0.093 3.1 0.7 0.090 3.1 0.7 0.090 3.0 0.7 0.094 2.9 0.7 0.080 Total 0.131 0.00 0.126 0.00 0.142 0.05 0.150 0.00 0.147 0.00 0.129 0.00 0.129 0.00 Average 3.5 0.8 0.131 3.5 0.8 0.126 3.7 0.8 0.142 3.7 0.8 0.150 3.7 0.8 0.147 3.5 0.8 0.129 3.5 0.8 0.129 Min Time 04:40 04:00 04:10 04:45 04:00 04:45 05:10 04:05 05:45 04:45 04:00 05:00 03:25 04:00 04:00 01:55 01:25 01:25 04:35 03:50 04:35 Min Value 2.3 0.5 0.044 2.2 0.5 0.040 2.1 0.4 0.035 2.1 0.5 0.037 2.2 0.4 0.031 2.2 0.4 0.034 2.2 0.5 0.036 Max Time 08:30 08:20 08:20 10:30 08:50 08:50 10:10 10:35 10:10 10:05 09:50 09:50 20:05 19:30 19:30 07:10 07:15 07:15 07:15 07:10 07:10 Max Value 4.5 1.1 0.228 4.4 1.1 0.224 5.3 1.2 0.332 5.2 1.2 0.290 4.9 1.1 0.270 4.7 1.1 0.268 4.6 1.1 0.250 Week Avg 3.6 0.8 0.136 WeekTotal 0.953 0.05 x 0 00 Flow Monitor HB_08 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 8.76 1.05 0.605 consistent with field confirmations conducted to date and Minimum 5.88 0.34 0.112 support the relative accuracy of the flow monitor at this Maximum 1 11.84 1.67 1.233 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. .:f Site Book#/MH# Site Report HB_08 ENVIRONMENTAL SERVICES Project/Phase: O.C.S.D Installed: 03/12/02 Diameter ADS Job# ress/ Location: 9100 Yorktown Ave. (Hunt. Bch, Ca.) Initials: wojo 18.25°x 18.13" 11780.00 Located 1 block east of Magnolia in westbound fastlane. Installation Access: Drive Thomas Guide: 858 C-5 Stainless steel ring install with ultrasonic,velocity and pressure sensors. \ N J 1 Safety No rungs cn .. Cn Gas Investigation > c Jo 02 0 °i° eo m H2S 0 ppm 0 CO 0 ppm ————————— ---HB 08--- Garfield St. 2 LEL o % Traffic Light --------- --------- Yorktown Ave. Pipe Material Yorktown HB 08 VCP Ave. — Manhole Depth 7 ft. Access Map Site Map Pipe and M.H.Condition Manhole in Good Condition Sensor Location Manhole Profile WCn , Cn n x E Nca N a a. 0 18.25"h x 18.13"w Cross-Section View AIL Plan View Show Any Defects Drawings Not to Scale Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor harge : None Height : --- Velocity Sensor Time 09:30 DOF 05.00" +/- velocity 1.50 fps Silt 0.00" Show Sensor Locations ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 12 HB 08\m 1\DFINAL HB 08\m 1\VFINAL HB RG03\m 1\RAIN 3.0 11 0.45 ai 10 2.5 0.40 9 0.35 8 2.0 0.30 7 m C p c � � 0.25 L 6 1.5 - tO c a 5 0.20 4 1.0 0.15 3 0.10 2 0.5 0.05 1 0.00 0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 12 HB 08\m 1\DFINAL HB 08\m 1\VFINAL HB RG03\m 1\RAIN 2.00 0.45 11 1 .75 10 0.40 9 1.50 0.35 8 1 .25 0.30 7 m � o 0 0.25 L 6 1 .00 M a 2' N N 0.20 5 0.75 4 0.15 3 0.50 0.10 2 0.05 0.25 1 0.00 0 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 12 HB. 08\m 1\DFINAL HB 08\m 1\VFINAL HB RG03\m 1\RAIN 2.00 IA 0.45 11 1 .75 10 0.40 9 1 .50 0.35 8 1 .25 0.30 7 c m c p 0.25 t 6 1 .00 q m a � � N 0.20 5 0.75 4 0.15 3 0.50 0.10 2 0.25 0.05 1 0.00 0 IF 1 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 12 HB 08\m 1\DFINAL HB 08\m 1\VFINAL HB RG03\m 1\RAIN 2.00 0.45 11 1 .75 10 0.40 G 9 1 .50 wv 0.35 B 1 .25 0.30 7 c m c o 0.25 L 6 1 .00 cc n 0.20 5 0.75 4 0.15 3 0.50 0.10 2 0.25 0.05 1 0.00 0 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 12 HB 08\m 1\DFINAL HB 08\m 1\VFINAL HB RG03\m 1\RAIN 2.00 0.45 11 1 .75 10 0.40 9 1 .50 0.35 8 1 .25 0.30 7 � m c 0.25 L 6 . .00 1 O n o 0.20 5 0.75 4 0.15 3 0.50 0.10 2 0.25 0.05 1 0.00 0 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 2.00 HB 08\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 c � 0.25 1 .00 1° 3of _o LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 2.00 HB 08\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1.50 0.35 1 .25 0.30 0 c U 0.25 1 .00 i 'm 3 G LL 0.20 0.75 0.15 0.50 0.10 0 0.05 .25 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 2.00 HB 08\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 c � 0.25 1 .00 f° 3 o FL 0.20 0.75 0.15 0.50 0.10 0 0.05 .25 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 2.00 HB 08\ FINAL HB RG03 1\RAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0.25 1 .00 `0 3 _0 LL 0.20 0.75 0.15 0.50 0.10 0.25 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height: 18.25 HUNTINGTON BEACH, CA 0.50 2.00 HB 08kmDlkQFINAL HB RG03kmplkRAIN 0.45 1 .75 0.40 1 .50 0.35 1 .25 0.30 0 0.25 1 .00 m of o iZ 0.20 0.75 0.15 0.50 0.10 0.25 0.05 yv 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Aor 2002 Time ADS Environmental Services 9100 YORKTOWN AVE. HB_08 Pipe Height 18.25 HUNTINGTON BEACH,CA HC 1.9438-1.9438 SILT 0.0000-0.0000 HB_081mpllQFINAL(MGD-Total MG) HB_RG031mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3114/02 03:35 0.160 0815 1.079 0.548 0.548 0.00 3/15/02 03:30 0.165 08:05 1.221 0.569 0.569 0.00 3/16/02 05:00 0.114 09:45 1.144 0.599 0.599 0.00 3/17102 05:35 0.139 13:35 1.197 0.625 0.625 0.20 3/18/02 03:20 0.127 08:20 1.032 0.558 0.558 0.00 3/19102 03:05 0.129 07:55 0.986 0.528 0.528 0.00 3/20102 05:25 0.146 19:15 1.012 0.563 0.563 0.00 3/21/02 03:55 0.167 20:35 1.013 0.600 0.600 0.00 3/22/02 03:55 0.185 07:55 1.220 0.608 0.608 0.00 3/23/02 05:50 0.172 10:40 1.167 0.680 0.680 0.09 3/24102 05:05 0.153 10:00 1.187 0.674 0.674 0.01 3125102 03:20 0.154 08:00 1.129 0.635 0.635 0.00 3/26/02 04:50 0.127 20:45 1.069 0.609 0.609 0.00 3/27/02 04:35 0.127 07:40 1.044 0.595 0.595 0.00 3/28/02 03:40 0.177 08:40 1.178 0.609 0.609 0.00 3/29102 04:40 0.159 08:40 1.136 0.610 0.610 0.00 3/30/02 03:30 0.178 11:20 1.159 0.642 0.642 0.00 3/31/02 05:35 0.190 11:10 1.143 0.641 0.641 0.00 4/1/02 04:00 0.169 20:45 1.089 0.614 0.614 0.00 4/2102 04:30 0.165 19:35 1.026 0.594 0.594 0.00 4/3/02 02:50 0.195 09:00 1.233 0.600 0.600 0.00 4/4/02 02:25 0.142 19:55 1.035 0.591 0.591 0.00 4/5/02 04:25 0.166 08:55 0.967 0.580 0.580 0.00 416/02 05:30 0.159 10:20 1.189 0.627 0.627 0.05 4/7/02 03:45 0.188 11:15 1.186 0.656 0.656 0.00 418/02 03:25 0.155 09:10 1.083 0.582 0.582 0.00 419/02 02:15 0.112 07:00 1.075 0.586 0.586 0.00 4/10102 02:25 0.170 20:40 1.146 0.604 0.604 0.00 ReportAvg 0.605 ReportTotal 16.93 10.35 ADS Environmental Services HB_081mp11DFINAL(inches):Dep HB 08Vnp1\VFINAL(teeUsec):Vel HB_08Unp1\OFINAL(MGD-Total MG):Flow HB RGD3trnpi\RAIN(inches):Rain 9100 YORKTOWN AVE. HB_08 Pipe Height:18.25 HUNTINGTON BEACH,CA HC 1.9438-1.9438 SILT 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain 00:00 8.8 0.7 0.384 9.9 0.9 0.587 8.2 0.8 0.425 8.1 0.8 0.411 8.0 0.8 0.404 8A 0.9 0.447 8.5 0.9 0.473 00:15 8.5 0.7 0.367 9.7 0.9 0.564 7.9 0.8 0.390 7.9 0.8 0.372 7.9 0.8 0.391 7.9 0.8 0.370 8.3 0.9 0.471 00:30 8.3 0.7 0.361 9.4 0.8 0.495 7.7 0.6 0.352 7.8 0.7 0.356 7.7 0.7 0.353 7.7 0.7 0.335 8.0 0.8 0.399 00:45 8.1 0.6 0.296 8.5 0.6 0.345 7.5 0.8 0.345 7.7 0.7 0.340 7.5 0.8 0.356 7.6 0.7 0.326 7.6 0.8 0.347 01:00 8.1 0.5 0.270 8.2 0.6 0.306 7.4 0.8 0.341 7.7 0.7 0.313 7.3 0.7 0.311 7.4 0.7 0.317 7.2 0.7 0.292 01:15 7.9 0.8 0.370 8.0 0.7 0.330 7.2 0.7 0.311 7.5 0.6 0.288 7.1 0.6 0.253 7.3 0.7 0.303 7.0 0.7 0.272 01:30 7.6 0.8 0.388 7.7 0.8 0.390 7.2 0.7 0.286 7.4 0.6 0.289 7.1 0.7 0.275 7.2 0.6 0.236 6.9 0.5 0.201 01:45 7.4 0.5 0.242 7.3 0.7 0.301 7.1 0.7 0.298 7.4 0.6 0.284 6.9 0.6 0.244 7.0 0.6 0.232 6.8 0.5 0.211 02:00 7.2 0.6 0.253 7.2 0.6 0.278 7.0 0.6 0.251 7.2 0.6 0.274 6.8 0.6 0.240 6.8 0.5 0.210 6.7 0.6 0.225 02:15 7.1 0.5 0.199 7.2 0.7 0.305 6.8 0.7 0.261 7.1 0.6 0.248 6.7 0.6 0.246 6.8 0.6 0.228 6.7 0.5 0.189 02:30 7.0 0.5 0.222 7.1 0.6 0.242 6.7 0.6 0.234 7.3 0.6 0.272 6.6 0.5 0.172 6.8 0.6 0.231 6.7 0.5 0.205 02:45 6.9 0.5 0.191 7.1 0.6 0.255 6.6 0.6 0.221 8.1 0.8 0.399 6.5 0.5 0.186 6.6 0.6 0.225 6.6 0.5 0.184 03:00 6.9 0.5 0.187 7.0 0.5 0.210 6.6 0.5 0.209 7.8 0.7 0.324 6.5 0.6 0.216 6.6 0.4 0.163 6.5 0.5 0.1177 03:15 6.9 0.5 0.217 6.9 0.5 0.204 6.8 0.6 0.240 6.8 0.6 0.238 6.5 0.4 0.155 6.6 0.5 0.184 6.3 0.5 0.193 03:30 6.8 0.5 0.185 6.9 0.5 0.183 6.5 0.7 0.263 6.6 0.5 0.192 6.5 0.5 0.184 6.5 0.5 0.181 6.5 0.6 0.228 03:45 6.6 0.5 0.174 6.9 0.6 0.231 6.3 0.7 0.247 7.2 0.6 0.248 6.6 0.4 0.157 6.7 0.5 0.175 6.6 0.5 0.185 04:00 6.7 0.5 0.202 6.8 0.5 0.199 6.2 0.6 0.196 7.6 0.7 0.309 6.6 0.5 0.200 6.7 0.5 0.191 6.7 0.6 0.216 04:15 6.7 0.5 0.210 6.9 0.6 0.248 6.1 0.6 0.209 7.2 0.6 0.271 6.6 0.5 0.198 6.6 0.5 0.191 6.6 0.5 0.183 04:30 6.8 0.5 0.189 7.0 0.5 0.215 6.1 0.6 0.199 6.7 0.5 0.207 6.6 0.5 0.186 6.6 0.5 0.188 6.5 0.5 0.188 04:45 6.8 0.5 0.206 6.9 0.6 0.230 6.0 0.5 0.174 6.5 0.5 0.203 6.6 0.5 0.181 6.6 0.5 0.198 6.6 0.5 0.188 05:00 6.8 0.5 0.205 7.0 0.6 0.236 5.9 0.5 0.176 6.5 0.6 0.214 6.7 0.5 0.206 6.7 0.5 0.201 6.6 0.5 0.187 05:15 6.9 0.5 0.194 7.3 0.8 0.332 6.0 0.6 0.195 6.5 0.5 0.199 6.8 0.6 0.219 6.8 0.5 0.212 6.7 0.5 0.185 05:30 7.3 0.6 0.275 7.4 0.8 0.347 6.0 0.6 0.193 6.5 0.4 0.155 7.0 0.6 0.244 7.1 0.6 0.257 7.0 0.6 0.238 05:45 8.0 0.7 0.329 7.9 0.8 0.370 6.4 0.7 D.252 6.5 0.6 0.206 7.4 0.6 0.282 7.5 0.7 0.333 7.3 0.7 0.303 06:00 8.5 0.6 0.342 8.6 0.6 0.343 6.5 0.7 0.247 6.9 0.6 0.223 7.6 0.7 0.346 7.9 0.7 0.363 7.8 0.8 0.387 06:15 8.8 0.8 0.425 9.0 0.7 0.431 6.7 0.7 0.279 8.1 0.8 0.407 8.3 0.8 0.424 8.5 0.9 0.474 8.3 1.0 0.507 06:30 9.6 1.0 0.592 9.6 0.9 0.539 7.0 0.8 0.320 7.5 0.7 0.313 8.8 1.0 0.558 9.0 1.0 0.549 8.8 1.1 0.616 06:45 10.0 1.0 0.679 10.3 1.1 0.720 7.1 0.8 0.335 7.2 0.7 0.307 9.3 1.1 0.669 9.4 1.0 0.610 9.1 1.2 0.716 07:00 10.4 1.1 0.769 11.2 1.2 0.932 8.3 1.0 0.503 7.5 0.7 0.325 10.3 1.2 0.795 9.8 1.1 0.732 9.6 1.2 0.769 07:15 10.9 1.2 0.874 11.3 1.4 1.036 9.5 1.2 0.736 7.8 0.7 0.354 10.6 1.2 0.872 10.4 1.2 0.820 10.1 1.3 0.836 07:30 11.0 1.2 0.916 11.0 1.4 1.038 10.0 1.2 0.774 8.3 0.9 0.438 10.8 1.2 0.888 10.3 1.2 0.827 10.6 1.3 0.934 07:45 11.0 1.2 0.918 11.3 1.5 1.145 9.8 1.2 0.768 8.5 0.9 0.468 11.1 1.4 1.014 10.4 1.3 0.890 10.4 1.2 0.859 HB 08Vnp1\DFINAL(inches):Dep HB 08Vnp1\VFINAL(feet/sec):Vel HB_081mpl\QFINAL(MGD-Total MG):Flow HB RG03\mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20102 Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain 08:00 11.3 1.3 0.960 11.4 1.5 1.116 9.4 1.1 0.677 9.0 1.0 0.578 10.8 1.3 0.960 10.5 1.2 0.858 10.3 1.3 0.863 08:15 11.8 1.3 1.065 11.1 1.3 0.974 9.4 1.2 0.723 9.5 1.1 0.705 10.6 1.3 0.950 10.5 1.2 0.836 10.3 1.2 0.850 08:30 11.3 1.2 0.912 10.5 1.3 0.910 9.9 1.3 0.808 9.8 1.3 0.813 10.4 1.2 0.844 10.2 1.1 0.767 10.4 1.3 0.868 08:45 10.8 1.3 0.908 10.3 1.3 0.919 10.2 1.3 0.851 10.4 1.2 0.833 10.0 1.2 0.790 10.1 1.2 0.807 10.2 1.2 0.789 09:00 10.4 1.1 0.786 10.1 1.2 0.807 10.4 1.3 0.900 10.4 1.2 0.854 10.1 1.2 0.821 10.4 1.3 0.869 10.0 1.2 0.793 09:15 10.1 1.2 0.776 10.0 1.2 0.761 10.8 1.3 0.943 10.6 1.3 0.889 9.9 1.2 0.763 10.4 1.2 0.816 9.8 1.1 0.732 09:30 10.0 1.1 0.708 9.9 1.2 0.762 10.9 1.3 0.973 10.8 1.3 0.914 9.5 1.2 0.706 10.2 1.1 0.763 9.7 1.3 0.788 09:45 9.9 1.1 0.690 9.7 1.2 0.739 10.9 1.4 1.008 10.9 1.3 0.962 9.4 1.2 0.718 9.9 1.2 0.743 9.4 1.2 0.716 10:00 9.9 1.0 0.641 9.6 1.1 0.703 11.1 1.4 1.050 10.9 1.3 0.940 9.5 1.2 0.738 9.6 1.2 0.749 9.4 1.1 0.667 10:15 10.0 1.1 0.688 9.7 1.2 0.730 11.2 1.4 1.017 11.0 1.2 0.914 9.5 1.2 0.712 9.4 1.1 0.690 9.3 1.1 0.642 10:30 9.9 1.0 0.650 9.6 1.2 0.730 10.9 1.3 0.937 11.0 1.3 0.961 9.5 1.1 0.670 9.3 1.1 0.652 9.1 1.1 0.638 10:45 9.8 1.0 0.667 9.4 1.2 0.701 10.7 1.2 0.885 10.9 1.3 0.920 9.6 1.2 0.735 9.0 1.0 0.598 9.0 1.2 0.680 11:00 9.7 1.0 0.618 9.3 1.1 0.668 10.6 1.3 0.921 10.9 1.2 0.907 9.5 1.1 0.666 8.9 1.1 0.604 8.9 1.1 0.618 11:15 9.6 0.9 0.553 9.1 1.1 0.622 10.6 1.3 0.928 10.9 1.3 0.943 9.3 1.1 0.656 8.9 1.0 0.587 8.9 1.0 0.560 11:30 9.5 0.9 0.568 9.1 1.1 0.616 10.5 1.2 0.811 10.8 1.3 0.966 9.0 1.1 0.633 8.7 1.0 0.569 8.6 1.1 0.573 11:45 9.5 0.9 0.554 9.0 1.1 0.613 10.6 1.3 0.908 10.8 1.3 0.938 8.9 1.0 0.560 8.6 1.0 0.518 8.6 1.0 0.553 12:00 9.4 0.9 0.564 8.8 1.1 0.588 10.5 1.2 0.864 10.6 1.3 0.918 8.9 1.0 0.563 8.5 1.0 0.514 8.4 1.1 0.556 12:15 9.3 0.9 0.524 8.8 1.0 0.566 10.3 1.2 0.839 10.3 1.2 0.835 8.8 1.0 0.572 8.4 1.0 0.512 8.3 0.9 0.487 12:30 9.4 0.9 0.530 8.7 1.0 0.534 10.3 1.3 0.880 10.4 1.3 0.918 8.8 1.0 0.562 8.3 1.0 0.510 8.4 1.0 0.537 12:45 9.3 0.9 0.545 8.7 0.8 0.460 10.1 1.3 0.844 10.5 1.2 0.803 8.7 1.0 0.534 8.2 0.9 0.438 8.4 1.0 0.519 13:00 9.2 0.9 0.517 8.6 0.9 0.472 9.9 1.2 0.758 10.4 1.3 0.883 8.6 1.0 0.522 8.2 0.9 0.460 8.3 1.0 0.498 13:15 9.2 0.8 0.495 8.7 1.0 0.535 9.9 1.2 0.785 10.8 1.3 0.940 8.7 1.0 0.552 8.3 0.9 0.471 8.3 1.0 0.506 13:30 9.1 0.8 0.449 8.6 0.9 0.505 10.0 1.2 0.805 11.4 1.4 1.093 8.7 1.0 0.569 8.4 1.0 0.521 8.4 0.9 0.488 13:45 9.2 0.8 0.494 8.6 0.9 0.503 9.7 1.2 0.738 11.1 1.2 0.931 8.6 0.9 0.506 8.4 1.0 0.495 8.6 1.1 0.597 14:00 9.4 0.8 0.492 8.5 0.9 0.499 9.5 1.2 0.724 10.6 1.2 0.859 8.6 0.9 0.500 8.3 1.0 0.600 9.0 1.2 0.669 14:15 9.2 0.8 0.491 8.5 0.9 0.489 9.5 1.1 0.695 10.1 1.2 0.777 8.5 1.0 0.512 8.2 0.9 0.453 9.0 1.1 0.653 14:30 9.2 0.8 0.485 8.6 0.9 0.488 9.3 1.1 0.681 9.9 1.2 0.759 8.5 0.9 0.499 8.1 0.9 0.457 9.1 1.2 0.696 14:45 9.3 0.9 0.534 8.5 0.9 0.462 9.4 1.1 0.679 9.9 1.2 0.750 8.4 0.9 0.470 8.2 0.9 0.474 8.5 1.0 0.535 15:00 9.3 0.8 0.501 8.5 0.9 0.480 9.5 1.1 0.673 9.8 1.2 0.759 8.3 1.0 0.494 8.3 0.9 0.483 8.6 1.1 0.580 15:15 9.5 0.9 0.544 8.7 1.0 0.554 9.3 1.1 0.684 9.7 1.2 0.748 8.5 1.0 0.528 8.1 0.9 0.466 8.9 1.1 0.625 15:30 9.7 0.9 0.588 9.4 1.2 0.735 9.3 1.1 0.666 9.7 1.1 0.703 9.0 1.1 0.652 8.1 0.9 0.462 8.9 1.1 0.624 15:45 9.8 1.0 0.608 9.1 1.0 0.568 9.4 1.1 0.685 9.7 1.1 0.710 9.1 1.1 0.646 8.2 0.9 0.481 8.7 1.1 0.596 16:00 9.9 0.9 0.606 8.6 1.0 0.542 9.4 1.1 0.686 9.7 1.1 0.710 9.2 1.2 0.697 8.2 0.9 0.448 8.6 1.1 0.572 16:15 9.6 0.9 0.559 8.7 1.0 0.536 9.5 1.1 0.701 9.7 1.0 0.660 9.3 1.1 0.669 8.2 0.9 0.467 8.4 1.0 0.507 16:30 9.4 0.8 0.499 8.7 1.0 0.532 9.8 1.2 0.784 9.9 1.1 0.731 9.3 1.1 0.646 8.3 0.9 0.483 8.6 1.1 0.574 16:45 9.5 0.9 0.522 8.7 1.1 0.584 10.4 1.2 0.837 9.7 1.2 0.730 9.5 1.2 0.733 8.5 0.9 0.504 8.7 1.1 0.604 HB_081mp11DFINAL(inches):Dep HB_081mplWFINAL Qeet/sec):Vel HB_OSVnpllQFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Vet Flow Rain 17:00 9.5 0.8 0.489 8.9 1.1 0.609 10.3 1.2 0.797 9.8 1.1 0.733 9.3 1.2 0.708 8.7 1.0 0.569 8.5 1.1 0.574 17:15 9.6 0.9 0.566 8.9 1.1 0.592 9.7 1.2 0.759 10.0 1.2 0.762 9.2 1.1 0.644 8.8 1.0 0.570 8.5 1.0 0.526 17:30 9.7 0.9 0.591 8.9 1.2 0.653 9.4 1.1 0.682 9.9 1.2 0.750 9.4 1.2 0.724 8.9 1.0 0.574 8.7 1.0 0.536 17:45 9.7 0.9 0.534 8.9 1.0 0.576 9.6 1.2 0.756 10.0 1.2 0.789 9.2 1.1 0.663 8.9 1.0 0.567 8.7 1.1 0.599 18:00 9.8 0.9 0.570 8.9 1.0 0.575 10.0 1.2 0.805 10.1 1.1 0.738 9.1 1.2 0.672 9.1 1.1 0.655 8.9 1.1 0.630 18:15 10.0 0.9 0.612 9.0 1.0 0.593 9.9 1.3 0.829 10.3 1.1 0.766 9.2 1.1 0.636 8.9 1.1 0.630 8.9 1.2 0.656 18:30 10.1 1.0 0.637 9.1 1.2 0.672 9.7 1.2 0.737 10.0 1.1 0.716 9.4 1.1 0.689 9.0 1.0 0.586 9.4 1.3 0.780 18:45 10.3 1.1 0.734 9.4 1.2 0.706 9.6 1.2 0.719 10.2 1.2 0.801 9.6 1.2 0.772 9.3 1.0 0.620 10.2 1.3 0.844 19:00 10.5 1.1 0.788 9.5 1.1 0.703 9.6 1.1 0.706 10.2 1.1 0.748 9.7 1.1 0.704 9.6 1.2 0.727 10.4 1.3 0.906 19:15 10.6 1.1 0.807 9.7 1.1 0.718 9.5 1.1 0.703 10.2 1.2 0.818 9.9 1.3 0.822 9.9 1.2 0.767 10.1 1.3 0.879 19:30 10.6 1.1 0.785 9.7 1.1 0.724 9.4 1.1 0.669 10.3 1.2 0.846 10.0 1.2 0.790 9.9 1.2 0.765 9.6 1.2 0.761 19:45 10.6 1.1 0.745 9.9 1.1 0.678 9.4 1.2 0.737 10.5 1.3 0.918 0.01 10.0 1.2 0.770 10.1 1.2 0.770 9.6 1.3 0.792 20:00 10.7 1.1 0.771 9.8 1.1 0.721 9.5 1.2 0.727 10.4 1.2 0.822 0.05 9.9 1.2 0.806 10.0 1.2 0.787 9.8 1.3 0.800 20:15 10.6 1.1 0.771 9.7 1.1 0.710 9.4 1.1 0.686 10.9 1.3 0.932 0.01 10.0 1.2 0.784 9.8 1.2 0.759 9.8 1.2 0.762 20:30 10.8 1.2 0.846 9.7 1.2 0.729 9.4 1.2 0.733 10.6 1.2 0.846 0.07 10.0 1.1 0.750 9.8 1.2 0.769 9.7 1.2 0.774 20:45 10.6 1.1 0.783 9.4 1.1 0.659 9.4 1.1 0.653 10.5 1.2 0.857 0.06 9.9 1.2 0.790 9.7 1.2 0.767 9.8 1.3 0.855 21:00 10.7 1.2 0.823 9.2 1.1 0.640 9.1 1.0 0.605 10.5 1.2 0.823 9.5 1.1 0.655 9.8 1.2 0.743 9.9 1.3 0.839 21:15 10.7 1.2 0.823 9.6 1.2 0.750 8.9 1.0 0.573 10.2 1.2 0.805 9.5 1.1 0.683 9.7 1.2 0.741 9.8 1.2 0.786 21:30 10.5 1.0 0.718 10.2 1.3 0.855 8.8 1.0 0.542 10.1 1.2 0.825 9.5 1.2 0.741 9.6 1.2 0.717 9.6 1.2 0.766 21:45 10.4 1.1 0.735 10.2 1.2 0.826 8.7 0.9 0.517 9.8 1.1 0.693 9.3 1.1 0.646 9.6 1.2 0.747 9.3 1.2 0.728 22:00 10.4 1.0 0.714 9.4 1.1 0.665 8.7 1.0 0.538 9.6 1.1 0.699 9.3 1.1 0.651 9.5 1.1 0.701 9.3 1.2 0.724 22:15 10.2 1.0 0.694 9.0 1.0 0.593 8.8 1.0 0.558 9.4 1.1 0.649 9.2 1.0 0.603 9.3 1.1 0.648 9.3 1.2 0.702 22:30 10.0 0.9 0.615 8.9 1.0 0.586 8.7 1.0 0.530 9.2 1.1 0.624 8.9 1.0 0.588 9.0 1.1 0.619 9.1 1.2 0.667 22:45 10.0 0.9 0.614 8.8 1.0 0.574 8.5 0.9 0.492 8.9 0.9 0.506 8.7 1.0 0.538 8.7 1.0 0.557 8.9 1.1 0.644 23:00 9.9 0.9 0.553 8.6 0.9 0.478 8.6 1.0 0.560 8.9 0.9 0.501 8.6 1.0 0.530 8.5 1.0 0.554 8.7 1.1 0.610 23:15 9.5 0.8 0.492 8.6 0.9 0.488 8.4 0.9 0.470 8.7 0.9 0.494 8.6 0.9 0.506 8.4 0.9 0.478 8.6 1.0 0.544 23:30 9.2 0.8 0.474 8.6 0.9 0.496 8.3 0.8 0.426 8.4 0.8 0.440 8.5 1.0 0.516 8.6 1.0 0.549 8.4 1.0 0.540 23:45 9.3 0.7 0.421 8.4 0.9 0.455 8.3 0.9 0.455 8.2 0.9 0.440 8.3 0.9 0.463 8.6 1.0 0.518 8.1 1.0 0.485 Total 0.548 0.00 0.569 0.00 0.599 0.00 0.625 0.20 0.558 0.00 0.528 0.00 0.563 0.00 Average 9.3 0.9 0.648 8.9 1.0 0.569 8.8 1.0 0.599 9.2 1.0 0.625 8.7 1.0 0.558 8.6 0.9 0.528 8.6 1.0 0.563 Min Time 03:50 03:35 03:35 04:10 03:10 03:30 05:10 05:00 05:00 05:45 05:35 05:35 02:50 03:20 03:20 03:35 03:05 03:05 03:25 05:25 05:25 Min Value 6.6 0.4 0.160 6.8 0.4 0.165 5.9 0.3 0.114 6.4 0.4 0.139 6.5 0.3 0.127 6.5 0.3 0.129 6.2 0.4 0.146 Max Time 08:20 08:10 08:15 07:15 08:05 08:05 10:15 09:45 09:45 13:45 13:35 13:35 07:55 08:20 08:20 08:15 07:55 07:55 07:35 19:15 19:15 Max Value 11.8 1.4 1.079 11.6 1.6 1.221 11.3 1.6 1.144 11.5 1.6 1.197 11.2 1.5 1.032 10.6 1.4 0.986 10.7 1.5 1.012 Week Avg 8.9 1.0 0.570 WeekTotal 3.991 0.20 ADS Environmental Services HB_081mp11DFINAL(inches):Dep HB_081mpl%VFINAL(feettsec):Vel HB_081mp1\QFINAL(MGD-Total MG):Flow HB RG03Unp11RAIN(inches):Rain 9100 YORKTOWN AVE. HB 08 Pipe Height:18.25 HUNTINGTON BEACH,CA HC 1.9438-1.9438 SILT 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3127/02 Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 00:00 8.4 1.1 0.557 7.9 0.9 0.458 8.0 1.0 0.507 9.0 1.1 0.612 7.7 0.9 0.423 8.0 1.1 0.535 8.1 1.1 0.532 00:15 8.6 1.1 0.597 7.7 0.9 0.438 7.9 1.0 0.460 8.8 1.0 0.562 7.6 0.9 0.426 8.2 1.1 0.580 7.7 0.9 0.442 00:30 8.2 0.9 0.457 7.5 0.9 0.388 8.1 1.0 0.510 8.5 0.9 0.501 7.5 0.9 0.397 7.7 0.9 0.427 7.4 0.9 0.394 00:45 7.4 0.8 0.339 7.4 0.8 0.354 8.8 1.2 0.685 8.4 0.9 0.487 7.3 0.8 0.342 7.2 0.9 0.362 7.1 0.8 0.320 01:00 7.2 0.7 0.287 7.2 0.8 0.334 8.6 1.1 0.594 8.2 1.0 0.503 7.0 0.7 0.284 7.0 0.9 0.353 6.9 0.7 0.286 01:15 7.1 0.7 0.289 7.8 1.0 0.455 7.8 0.9 0.428 7.7 0.8 0.371 6.8 0.7 0.274 6.9 0.7 0.297 6.8 0.7 0.291 01:30 7.0 0.6 0.233 8.1 1.1 0.539 7.4 0.8 0.344 7.3 0.7 0.297 6.8 0.7 0.282 6.7 0.7 0.270 6.7 0.7 0.282 01:45 6.9 0.6 0.237 8.0 0.9 0.464 7.1 0.7 0.302 0.05 7.1 0.8 0.324 6.7 0.7 0.280 6.6 0.7 0.248 6.6 0.6 0.244 02:00 6.8 0.5 0.206 7.7 0.9 0.432 7.0 0.7 0.299 0.02 7.1 0.7 0.302 0.01 6.6 0.6 0.223 6.5 0.6 0.231 6.5 0.6 0.220 02:15 6.7 0.5 0.195 6.9 0.6 0.262 7.3 0.8 0.335 6.9 0.6 0.260 6.4 0.6 0.227 6.5 0.7 0.242 6.4 0.5 0.197 02:30 6.7 0.5 0.193 6.8 0.6 0.236 8.1 0.9 0.461 0.01 6.8 0.7 0.293 6.4 0.6 0.210 6.4 0.7 0.251 6.2 0.5 0.177 02:45 6.7 0.5 0.199 6.7 0.6 0.224 7.3 0.7 0.318 6.8 0.6 0.233 6.5 0.6 0.226 6.6 0.6 0.232 6.5 0.6 0.221 03:00 6.7 0.6 0.215 6.8 0.6 0.234 7.2 0.7 0.287 6.8 0.7 0.259 6.3 0.6 0.200 6.6 0.7 0.259 7.1 0.8 0.338 03:15 6.6 0.5 0.197 6.8 0.6 0.243 7.5 0.7 0.338 6.8 0.7 0.283 6.3 0.5 0.184 6.6 0.6 0.212 7.3 0.8 0.356 03:30 6.6 0.5 0.206 6.7 0.6 0.220 7.6 0.8 0.369 6.7 0.6 0.240 6.4 0.6 0.203 6.7 0.6 0.219 8.0 1.0 0.513 03:45 6.6 0.5 0.176 6.7 0.5 0.211 7.7 0.8 0.366 0.01 6.6 0.6 0.226 7.2 0.8 0.342 6.7 0.6 0.238 7.7 0.9 0.427 04:00 6.6 0.5 0.199 6.7 0.6 0.218 7.7 0.8 0.377 6.6 0.6 0.235 7.0 0.8 0.316 6.6 0.6 0.239 6.6 0.6 0.241 04:15 6.8 0.5 0.214 6.6 0.6 0.222 7.5 0.8 0.371 6.5 0.6 0.228 6.7 0.6 0.227 6.6 0.4 0.167 6.2 0.6 0.205 04:30 7.5 0.7 0.319 6.7 0.7 0.270 7.5 0.7 0.322 6.5 0.6 0.209 7.0 0.7 0.302 6.5 0.4 0.160 6.1 0.5 0.185 04:45 7.6 0.8 0.389 6.9 0.6 0.255 7.5 0.8 0.361 6.6 0.6 0.225 7.2 0.9 0.380 6.5 0.5 0.190 6.1 0.6 0.222 05:00 7.4 0.8 0.342 6.9 0.6 0.255 7.5 0.7 0.333 6.5 0.6 0.209 6.6 0.6 0.238 6.6 0.6 0.219 6.2 0.5 0.184 05:15 7.1 0.6 0.258 6.9 0.6 0.240 7.3 0.6 0.264 6.5 0.5 0.194 6.6 0.6 0.238 6.8 0.7 0.273 6.3 0.6 0.197 05:30 7.2 0.7 0.304 7.1 0.7 0.311 6.9 0.6 0.240 6.5 0.5 0.199 6.7 0.7 0.273 6.8 0.7 0.288 6.7 0.7 0.265 05:45 7.3 0.7 0.308 8.1 1.0 0.498 6.7 0.6 0.217 6.4 0.5 0.200 7.0 0.7 0.310 7.0 0.8 0.333 7.0 0.7 0.303 06:00, 7.9 0.8 0.378 8.5 1.1 0.612 6.9 0.6 0.232 6.4 0.5 0.193 7.4 0.9 0.383 7.3 0.8 0.354 7.4 0.8 0.361 06:15 8.1 1.0 0.516 8.9 1.2 0.683 7.0 0.6 0.247 6.8 0.7 0.276 8.0 1.1 0.522 7.9 1.0 0.481 8.0 1.0 0.503 06:30 8.6 1.2 0.626 9.7 1.2 0.781 7.1 0.6 0.256 7.0 0.7 0.271 9.1 1.3 0.740 8.6 1.2 0.641 8.6 1.2 0.638 06:45 9.1 1.3 0.730 9.7 1.3 0.818 7.5 0.8 0.344 7.1 0.7 0.306 9.7 1.3 0.836 9.3 1.3 0.786 9.7 1.4 0.856 07:00 9.7 1.2 0.784 9.7 1.3 0.838 8.0 0.9 0.449 7.6 0.9 0.389 10.1 1.4 0.918 10.4 1.4 0.983 10.2 1.4 0.966 07:15 10.3 1.4 0.925 10.2 1.4 0.945 8.2 1.0 0.487 8.0 0.9 0.449 10.4 1.4 0.981 10.2 1.4 0.931 10.0 1.3 0.849 07:30 10.4 1.4 0.961 10.5 1.4 0.993 8.7 1.1 0.592 8.5 1.0 0.519 10.4 1.4 0.979 10.2 1.4 0.936 10.0 1.4 0.940 07:45 10.4 1.3 0.907 11.0 1.6 1.146 9.2 1.1 0.674 8.9 1.1 0.598 10.4 1.4 0.942 10.3 1.3 0.909 10.3 1.5 1.027 H13_081mp1MDFINAL(inches):Dep HB 08Vnp1\VFINAL(feet/sec):Vel HB_081mp1\QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 08:00 10.4 1.4 0.933 11.4 1.5 1.144 9.4 1.2 0.712 9.3 1.1 0.660 10.8 1.4 1.024 10.3 1.4 0.944 10.3 1.4 0.953 08:15 10.4 1.4 0.951 11.4 1.5 1.158 9.8 1.3 0.810 9.6 1.2 0.766 10.6 1.5 1.037 10.2 1.4 0.956 10.1 1.4 0.923 08:30 10.2 1.3 0.869 11.1 1.5 1.095 10.1 1.2 0.823 9.7 1.4 0.857 10.2 1.3 0.897 10.2 1.3 0.886 9.8 1.3 0.851 08:45 10.1 1.3 0.897 10.2 1.3 0.876 10.3 1.3 0.903 9.9 1.4 0.876 10.5 1.4 0.999 10.2 1.3 0.893 10.0 1.3 0.878 09:00 10.1 1.3 0.836 10.0 1.3 0.839 10.5 1.3 0.871 10.3 1.3 0.875 10.0 1.3 0.882 10.3 1.4 0.931 10.1 1.4 0.914 09:15 9.7 1.2 0.768 9.7 1.3 0.822 10.8 1.4 1.039 10.5 1.4 0.965 9.4 1.4 0.820 10.3 1.4 0.972 9.6 1.3 0.794 09:30 9.5 1.2 0.770 9.7 1.3 0.796 11.2 1.5 1.085 10.5 1.6 1.036 9.3 1.3 0.787 9.6 1.2 0.772 9.3 1.3 0.794 09:45 9.2 1.2 0.709 9.5 1.1 0.700 10.9 1.4 1.017 10.6 1.5 1.088 9.1 1.3 0.739 9.5 1.3 0.823 9.4 1.2 0.738 10:00 9.1 1.2 0.689 9.5 1.2 0.767 11.0 1.4 1.044 10.7 1.5 1.062 9.5 1.3 0.791 9.7 1.4 0.862 9.2 1.3 0.759 10:15 9.2 1.2 0.705 9.6 1.2 0.775 11.1 1.4 1.067 10.7 1.5 1.078 10.2 1.4 0.968 9.0 1.2 0.685 9.0 1.2 0.704 10:30 9.3 1.2 0.735 9.6 1.3 0.808 11.1 1.5 1.106 10.6 1.5 1.031 9.8 1.3 0.819 8.9 1.2 0.666 9.1 1.2 0.694 10:45 9.3 1.2 0.719 9.4 1.3 0.777 11.0 1.4 1.019 11.1 1.5 1.121 9.4 1.3 0.783 8.9 1.2 0.659 9.2 1.2 0.719 11:00 9.2 1.3 0.756 9.3 1.3 0.783 10.9 1.5 1.068 10.7 1.5 1.053 9.3 1.3 0.768 9.0 1.2 0.697 8.7 1.2 0.645 11:15 8.8 1.2 0.692 9.1 1.2 0.718 10.9 1.3 0.946 10.4 1.4 0.984 9.4 1.2 0.752 9.6 1.3 0.829 8.5 1.1 0.608 11:30 8.7 1.2 0.644 9.0 1.2 0.689 10.8 1.4 0.997 10.5 1.4 1.001 9.3 1.2 0.714 9.7 1.3 0.816 8.7 1.2 0.645 11:45 8.7 1.1 0.618 9.0 1.2 0.692 10.6 1.4 0.987 10.4 1.4 0.933 9.3 1.3 0.770 9.5 1.3 0.796 8.6 1.1 0.605 12:00 8.6 1.1 0.608 8.8 1.2 0.648 10.3 1.4 0.928 10.0 1.3 0.883 9.6 1.3 0.783 9.2 1.2 0.732 8.5 1.2 0.626 12:15 8.6 1.2 0.624 8.7 1.1 0.606 10.5 1.3 0.924 10.0 1.2 0.804 9.9 1.2 0.795 8.9 1.2 0.649 8.5 1.2 0.625 12:30 8.4 1.1 0.599 8.7 1.2 0.637 10.4 1.3 0.909 10.0 1.4 0.903 9.3 1.2 0.710 8.6 1.1 0.613 8.5 1.2 0.619 12:45 8.3 1.0 0.534 8.5 1.0 0.546 10.3 1.3 0.906 9.8 1.3 0.839 8.8 1.2 0.682 8.4 1.1 0.587 8.5 1.1 0.582 13:00 8.4 1.1 0.559 8.4 1.1 0.575 10.1 1.2 0.829 9.9 1.4 0.908 8.6 1.1 0.615 8.4 1.0 0.509 8.5 1.1 0.599 13:15 8.4 1.0 0.620 8.4 1.1 0.586 9.9 1.2 0.796 9.9 1.3 0.865 8.4 1.2 0.620 8.4 1.1 0.569 8.4 1.1 0.568 13:30 8.2 1.0 0.521 8.3 1.1 0.555 9.7 1.2 0.748 9.7 1.3 0.791 8.3 1.1 0.548 8.3 1.0 0.535 8.4 1.1 0.554 13:45 8.2 1.0 0.520 8.4 1.0 0.639 9.7 1.3 0.818 9.6 1.3 0.813 8.4 1.1 0.584 8.2 1.0 0.527 8.2 1.1 0.542 14:00 8.2 1.0 0.509 8.4 1.1 0.582 9.8 1.2 0.767 9.7 1.3 0.820 8.4 1.0 0.537 8.9 1.2 0.657 8.1 1.1 0.540 14:15 8.8 1.2 0.642 8.3 1.1 0.540 9.9 1.2 0.787 9.8 1.4 0.885 8.4 1.1 0.562 9.0 1.3 0.734 8.6 1.2 0.652 14:30 9.1 1.2 0.714 8.1 1.0 0.496 9.9 1.2 0.792 9.9 1.3 0.847 8.6 1.2 0.635 8.6 1.1 0.599 8.2 1.1 0.586 14:45 9.3 1.2 0.716 8.1 1.1 0.547 9.7 1.2 0.780 9.4 1.3 0.780 9.1 1.2 0.708 8.4 1.1 0.561 8.3 1.1 0.578 15:00 8.9 1.2 0.690 8.2 1.1 0.558 9.6 1.1 0.702 9.4 1.2 0.750 8.9 1.2 0.700 8.3 1.1 0.561 8.1 1.1 0.548 15:15 8.6 1.1 0.593 8.3 1.1 0.546 9.7 1.2 0.740 9.4 1.2 0.759 8.6 1.1 0.600 8.2 1.1 0.536 8.2 1.1 0.540 15:30 8.3 1.1 0.557 8.5 1.2 0.629 9.5 1.3 0.772 9.4 1.3 0.784 8.3 1.1 0.579 8.2 1.1 0.532 8.0 1.0 0.486 15:45 8.4 1.2 0.608 8.5 1.1 0.589 9.6 1.2 0.734 9.9 1.4 0.906 8.1 1.2 0.582 8.4 1.1 0.557 7.9 1.0 0.462 16:00 8.4 1.1 0.576 8.6 1.2 0.627 9.8 1.2 0.792 10.2 1.5 0.975 8.3 1.1 0.565 8.4 1.2 0.620 8.0 1.0 0.505 16:15 8.4 1.1 0.572 8.6 1.2 0.659 9.7 1.2 0.750 10.1 1.3 0.837 8.4 1.1 0.587 8.3 1.1 0.573 8.4 1.2 0.620 16:30 8.4 1.1 0.600 8.7 1.2 0.645 9.7 1.2 0.756 9.6 1.3 0.794 8.6 1.2 0.657 8.2 1.1 0.554 8.6 1.1 0.609 16:45 8.4 1.1 0.581 8.7 1.2 0.665 9.5 1.2 0.741 9.7 1.3 0.848 8.5 1.1 0.614 8.2 1.1 0.574 8.7 1.2 0.682 HB_08Vnp11DFINAL(inches):Dep HB 081mp11VFINAL(feet/sec):Vel HB_081mp11QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(lnches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3121/02 3/22/02 3/23/02 3/24/02 3/25102 3/26/02 3/27/02 Dep Vei Flow Rain Dep Vet Flaw Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vei Flow Rain Dep Vet Flow Rain 17:00 8.6 1.1 0.611 8.8 1.2 0.659 9.6 1.1 0.688 9.9 1.4 0.891 8.6 1.2 0.644 8.3 1.1 0.574 8.9 1.2 0.662 17:15 8.6 1.2 0.636 8.7 1.1 0.614 9.7 1.2 0.765 9.7 1.3 0.852 9.1 1.2 0.722 9.4 1.3 0.783 8.7 1.2 0.639 17:30 8.6 1.1 0.688 8.7 1.2 0.641 9.7 1.2 0.764 9.6 1.3 0.841 9.5 1.3 0.769 9.9 1.3 0.867 8.6 1.2 0.628 17:45 8.9 1.2 0.687 8.9 1.2 0.684 9.8 1.3 0.799 9.5 1.4 0.843 9.2 1.2 0.714 9.1 1.2 0.701 8.8 1.2 0.673 18:00 9.0 1.2 0.687 8.9 1.2 0.674 9.7 1.2 0.757 9.5 1.3 0.804 9.9 1.3 0.864 8.7 1.2 0.648 9.5 1.3 0.814 18:15 9.0 1.2 0.685 9.0 1.2 0.708 9.8 1.2 0.755 9.3 1.2 0.748 9.6 1.3 0.823 9.0 1.3 0.741 9.3 1.3 0.777 18:30 9.2 1.2 0.705 8.9 1.2 0.689 9.6 1.2 0.756 9.4 1.3 0.778 9.2 1.3 0.771 9.2 1.2 0.707 9.3 1.3 0.775 18:45 9.4 1.2 0.740 9.0 1.3 0.743 9.6 1.2 0.769 9.9 1.4 0.880 9.3 1.3 0.800 9.3 1.3 0.775 9.2 1.3 0.741 19:00 9.4 1.3 0.767 9.4 1.3 0.771 9.4 1.2 0.728 10.3 1.5 0.983 9.4 1.4 0.827 9.5 1.3 0.785 9.0 1.2 0.719 19:15 9.7 1.3 0.825 9.3 1.2 0.743 9.5 1.2 0.737 9.9 1.4 0.913 9.5 1.3 0.789 9.6 1.3 0.824 9.2 1.3 0.787 19:30 9.9 1.3 0.873 9.1 1.2 0.685 9.6 1.2 0.732 9.9 1.3 0.871 9.6 1.3 0.834 9.6 1.3 0.794 9.8 1.4 0.906 19:45 9.9 1.4 0.891 9.2 1.2 0.692 9.7 1.3 0.804 9.8 1.3 0.866 9.7 1.3 0.838 9.4 1.3 0.786 9.7 1.3 0.823 20:00 9.9 1.3 0.861 9.1 1.2 0.718 9.7 1.3 0.791 9.8 1.4 0.870 10.2 1.5 0.977 9.5 1.3 0.795 9.8 1.4 0.881 20:15 10.0 1.4 0.915 9.3 1.2 0.737 9.4 1.3 0.766 10.4 1.4 0.955 10.4 1.4 0.967 9.6 1.3 0.845 9.7 1.3 0.851 20:30 10.2 1.4 0.963 9.3 1.2 0.729 9.4 1.2 0.724 10.2 1.3 0.904 10.1 1.4 0.910 10.3 1.5 0.983 9.4 1.2 0.743 20:45 10.1 1.3 0.859 9.2 1.2 0.731 9.6 1.2 0.757 9.6 1.3 0.809 9.8 1.4 0.874 10.2 1.4 0.962 9.6 1.3 0.817 21:00 10.0 1.3 0.884 9.1 1.2 0.694 9.4 1.2 0.744 9.5 1.3 0.783 9.6 1.3 0.838 9.8 1.4 0.918 9.7 1:4 0.883 21:15 9.8 1.3 0.847 9.0 1.2 0.687 9.1 1.2 0.687 9.6 1.3 0.820 9.4 1.3 0.795 9.7 1.3 0.831 9.5 1.3 0.769 21:30 9.5 1.3 0.796 8.9 1.2 0.669 9.4 1.2 0.699 9.3 1.3 0.766 9.1 1.2 0.686 9.4 1.3 0.767 9.2 1.3 0.760 21:45 9.3 1.3 0.756 8.9 1.2 0.682 10.2 1.4 0.933 9.7 1.3 0.839 9.2 1.3 0.764 9.1 1.2 0.722 9.3 1.3 0.748 22:00 9.1 1.2 0.716 8.8 1.1 0.610 10.4 1.4 0.953 9.4 1.3 0.769 9.5 1.3 0.823 9.0 1.2 0.699 9.2 1.3 0.777 22:15 9.0 1.2 0.677 8.8 1.2 0.668 10.4 1.4 0.944 8.9 1.2 0.668 9.5 1.3 0.779 8.9 1.1 0.644 8.9 1.2 0.691 22:30 9.0 1.2 0.703 8.7 1.1 0.578 10.2 1.4 0.912 8.8 1.1 0.621 9.5 1.3 0.788 8.6 1.2 0.660 8.7 1.2 0.673 22:45 8.8 1.2 0.655 8.6 1.2 0.629 10.0 1.3 0.857 8.7 1.2 0.661 9.7 1.3 0.811 8.5 1.2 0.613 8.7 1.1 0.625 23:00 8.8 1.2 0.674 8.4 1.1 0.567 9.2 1.2 0.682 8.6 1.1 0.605 9.0 1.2 0.712 8.4 1.1 0.574 8.3 1.1 0.558 23:15 8.6 1.2 0.631 8.2 1.0 0.523 9.1 1.1 0.646 8.5 1.1 0.612 8.3 1.1 0.589 8.1 1.0 0.519 8.1 1.0 0.508 23:30 8.4 1.1 0.585 8.1 1.0 0.515 9.1 1.1 0.639 8.3 1.2 0.607 8.0 1.0 0.514 8.0 1.0 0.512 8.1 1.0 0.517 23:45 8.1 1.0 0.525 8.0 1.0 0.494 9.1 1.1 0.637 8.0 1.0 0.496 7.8 1.0 0.460 8.3 1.2 0.597 7.9 0.9 0.458 Total 0.600 0.00 0.608 0.00 0.680 0.09 0.674 0.01 0.635 0.00 0.609 0.00 0.595 0.00 Average 8.6 1.1 0.600 8.6 1.1 0.608 9.2 1.1 0.680 8.9 1.1 0.674 8.7 1.1 0.635 8.5 1.1 0.609 8.4 1.1 0.595 Min Time 03:20 02:05 03:55 04:20 03:55 03:55 05:55 05:50 05:50 05:50 05:05 05:05 03:20 03:20 03:20 02:30 04:25 04:50 04:35 04:35 04:35 Min Value 6.6 0.4 0.167 6.6 0.5 0.185 6.7 0.4 0.172 6.4 0.4 0.153 6.3 0.4 0.154 6.4 0.3 0.127 6.1 0.4 0.127 Max Time 07:40 08:50 20:35 08:00 07:55 07:55 09:35 10:40 10:40 10:50 10:00 10:00 08:10 08:00 08:00 07:10 20:45 20:45 07:50 07:40 07:40 Max Value 10.5 1.5 1.013 11.4 1.6 1.220 11.2 1.6 1.167 11.2 1.7 1.187 10.9 1.6 1.129 10.5 1.6 1.069 10.4 1.6 1.044 Week Avg 8.7 1.1 0.629 WeekTotal 4.401 0.10 ADS Environmental Services HB_08Unp1tDFINAL(inches):Dep HB_081mp11VFINAL(feettsec):Vel HB_08Vnp11QFINAL(MGD-Total MG):Flow HB_RG03Vnp11RAIN(inches):Rain 9100 YORKTOWN AVE. HB_08 Pipe Height:18.25 HUNTINGTON BEACH,CA HC 1.9438-1.9438 SILT 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel . Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 00:00 7.8 1.0 0.451 8.8 1.1 0.606 8.2 0.8 0.428 8.8 1.0 0.576 8.5 1.1 0.586 8.2 0.9 0.453 7.9 0.8 0.370 00:15 7.6 0.8 0.386 8.3 0.9 0.456 8.0 0.9 0.416 8.4 0.9 0.487 8.0 0.9 0.449 7.9 0.8 0.403 8.0 0.8 0.399 00:30 7.5 0.9 0.397 8.7 1.1 0.582 7.8 0.8 0.374 8.0 0.8 0.388 7.6 0.9 0.405 7.7 0.7 0.340 8.0 0.8 0.408 00:45 7.7 0.8 0.376 7.9 0.8 0.372 7.7 0.8 0.364 7.9 0.8 0.387 7.4 0.8 0.338 7.8 0.8 0.372 7.6 0.7 0.340 01:00 7.4 0.8 0.342 7.3 0.7 0.320 7.6 0.7 0.332 7.7 0.8 0,360 7.3 0.7 0.312 7.6 0.7 0.306 7.6 0.7 0.332 01:15 7.1 0.7 0.303 7.1 0.7 0.279 7.4 0.7 0.324 8.3 0.8 0.433 7.1 0.6 0.271 7.2 0.7 0.292 7.4 0.7 0.321 01:30 6.9 0.7 0.272 6.9 0.6 0.258 8.2 0.9 0.449 7.4 0.7 0.304 6.9 0.7 0.279 7.1 0.7 0.293 7.1 0.6 0.239 01:45 6.9 0.6 0.245 6.8 0.6 0.234 8.2 0.9 0.452 7.2 0.7 0.285 6.9 0.7 0.271 6.9 0.6 0.231 6.9 0.6 0.233 02:00 8.1 1.0 0.500 6.7 0.6 0.239 8.0 0.8 0.384 7.1 0.6 0.266 6.9 0.6 0.244 7.1 0.7 0.278 6.8 0.7 0.283 02:15 8.4 1.1 0.575 6.6 0.5 0.194 7.5 0.7 0.327 7.1 0.6 0.264 6.7 0.6 0.235 7.2 0.7 0.281 6.7 0.7 0.257 02:30 7.6 0.9 0.396 6.5 0.6 0.217 7.0 0.6 0.261 7.5 0.7 0.331 6.7 0.7 0.259 6.9 0.6 0.233 6.6 0.6 0.240 02:45 6.8 0.7 0.276 6.4 0.5 0.178 6.7 0.6 0.234 7.2 0.7 0.302 6.6 0.6 0.239 6.7 0.6 0.216 6.6 0.6 0.211 03:00 6.6 0.6 0.223 6.4 0.6 0.211 6.6 0.6 0.229 6.9 0.6 0.225 6.5 0.6 0.226 6.6 0.5 0.202 6.7 0.7 0.274 03:15 6.5 0.5 0.190 6.7 0.6 0.233 6.6 0.6 0.214 6.8 0.7 0.266 6.3 0.6 0.220 6.5 0.6 0.232 7.3 0.7 0.298 03:30 6.5 0.6 0.233 7.0 0.6 0.266 6.6 0.5 0.202 6.7 0.6 0.232 6.4 0.5 0.187 6.5 0.6 0.223 7.7 0.8 0.355 03:45 6.6 0.5 0.194 6.7 0.6 0.235 6.6 0.5 0.204 6.7 0.6 0.223 6.5 0.5 0.192 6.7 0.7 0.253 7.7 0.8 0.362 04:00 6.8 0.7 0.273 6.5 0.6 0.234 7.8 0.8 0.398 7.3 0.7 0.287 6.3 0.5 0.187 6.7 0.6 0.237 7.5 0.7 0.309 04:15 6.6 0.6 0.241 6.4 0.5 0.187 7.8 0.8 0.381 7.6 0.7 0.335 6.3 0.5 0.183 6.6 0.6 0.223 7.0 0.5 0.211 04:30 6.4 0.5 0.201 6.4 0.6 0.176 6.8 0.6 0.225 7.7 0.7 0.332 6.4 0.6 0.227 6.5 0.5 0.193 6.8 0.6 0.220 04:45 6.5 0.5 0.199 6.9 0.7 0.286 6.6 0.5 0.201 7.4 0.7 0.299 6.5 0.6 0.223 6.5 0.6 0.206 6.9 0.6 0.248 05:00 6.6 0.6 0.224 6.8 0.6 0.255 6.7 0.5 0.202 7.0 0.7 0.269 6.5 0.7 0.243 6.7 0.6 0.223 6.9 0.5 0.222 05:15 6.5 0.5 0.204 6.6 0.5 0.196 7.1 0.7 0.276 6.7 0.6 0.225 6.5 0.6 0.218 7.0 0.5 0.222 6.9 0.5 0.215 05:30 6.8 0.7 0.269 6.8 0.6 0.222 6.9 0.6 0.239 6.8 0.5 0.203 6.7 0.6 0.242 7.1 0.6 0.244 7.2 0.6 0.253 05:45 7.1 0.7 0.297 7.1 0.7 0.294 6.8 0.7 0.260 7.0 0.6 0.258 7.5 0.8 0.349 7.4 0.7 0.307 7.6 0.7 0.321 06:00 7.5 0.8 0.360 7.5 0.7 0.325 6.9 0.7 0.284 6.8 0.6 0.254 8.5 1.0 0.550 7.7 0.7 0.350 7.8 0.7 0.354 06:15 7.9 0.9 0.453 8.0 0.9 0.455 6.9 0.6 0.240 6.9 0.6 0.224 8.6 1.2 0.647 8.0 0.9 0.430 8.0 0.9 0.420 06:30 8.8 1.1 0.622 8.9 1.1 0.601 6.9 0.6 0.245 7.2 0.7 0.292 8.1 0.9 0.439 8.4 1.0 0.509 8.4 1.0 0.541 06:45 9.2 1.2 0.722 9.3 1.2 0.726 7.2 0.7 0.280 8.3 0.8 0.413 8.5 1.0 0.535 8.7 1.2 0.630 8.9 1.1 0.641 07:00 9.8 1.3 0.845 9.6 1.2 0.763 7.7 0.8 0.389 8.5 0.9 0.497 9.0 1.2 0.704 9.5 1.2 0.756 9.3 1.2 0.720 07:15 10.4 1.4 0.966 9.8 1.3 0.829 8.1 0.8 0.419 8.3 0.8 0.409 9.1 1.2 0.674 9.9 1.3 0.830 9.4 1.2 0.737 07:30 10.4 1.3 0.929 10.2 1.4 0.914 8.7 1.0 0.539 8.6 0.9 0.465 9.7 1.3 0.826 9.6 1.2 0.748 9.5 1.2 0.763 07:45 10.6 1.4 0.983 10.4 1.4 0.966 9.0 1.0 0.561 8.8 0.9 0.515 10.3 1.4 0.951 9.4 1.1 0.691 10.0 1.3 0.877 HB 08Vnpl\DFINAL(inches):Dep HB_OB1mp1WFINAL(feeVsec):Vel HB_08Vnp11QFINAL(MGD-Total MG):Flow HB_RG03Vnp1\RAIN(nches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 10.4 1.3 0.907 10.7 1.5 1.031 9.3 1.0 0.619 9.1 1.0 0.585 10.0 1.3 0.867 9.7 1.2 0.778 10.0 1.3 0.851 08:15 10.5 1.4 0.991 11.0 1.4 1.031 9.7 1.1 0.703 9.7 1.2 0.790 9.9 1.2 0.787 9.9 1.3 0.810 9.9 1.3 0.840 08:30 10.8 1.5 1.096 11.1 1.4 1.036 10.4 1.2 0.858 9.9 1.2 0.805 10.0 1.3 0.879 9.7 1.2 0.762 10.4 1.4 0.969 08:45 10.4 1.4 0.972 10.9 1.4 1.027 10.6 1.2 0.836 10.0 1.2 0.785 9.9 1.2 0.765 9.9 1.3 0.838 11.0 1.5 1.080 09:00 9.9 1.2 0.788 10.4 1.4 0.933 10.6 1.2 0.838 10.3 1.3 0.873 9.6 1.2 0.760 10.0 1.2 0.805 10.9 1.5 1.065 09:15 9.9 1.3 0.870 10.0 1.3 0.851 10.9 1.3 0.922 10.8 1.3 0.939 9.9 1.3 0.868 9.7 1.2 0.763 10.1 1.3 0.841 09:30 9.8 1.3 0.847 10.0 1.4 0.913 11.0 1.2 0.899 10.9 1.4 0.989 9.9 1.3 0.838 9.7 1.3 0.793 10.1 1.3 0.891 09:45 9.5 1.3 0.773 10.2 1.3 0.887 10.1 1.3 0.861 11.1 1.3 0.993 9.7 1.3 0.812 10.0 1.3 0.852 9.9 1.2 0.808 10:00 9.4 1.2 0.708 10.0 1.3 0.840 10.6 1.5 1.059 11.0 1.3 0.985 10.3 1.4 0.969 10.1 1.3 0.861 9.8 1.2 0.761 10:15 9.6 1.2 0.750 9.8 1.2 0.789 10.7 1.4 1.022 10.7 1.3 0.928 10.3 1.3 0.875 9.4 1.2 0.717 9.8 1.3 0.807 10:30 9.2 1.1 0.676 9.8 1.3 0.808 10.7 1.4 0.987 10.6 1.4 0.952 10.2 1.3 0.866 9.6 1.2 0.765 9.9 1.2 0.810 10:45 9.1 1.1 0.638 9.9 1.2 0.798 10.5 1.3 0.940 10.7 1.3 0.953 10.1 1.3 0.835 9.7 1.2 0.775 9.8 1.3 0.800 11:00' 9.2 1.2 0.699 9.7 1.2 0.772 10.9 1.5 1.090 11.1 1.4 1.066 10.2 1.2 0.825 9.7 1.2 0.774 9.6 1.2 0.737 11:15 9.6 1.2 0.764 9.5 1.2 0.712 10.9 1.5 1'.077 10.9 1.5 1.054 10.2 1.3 0.841 9.9 1.3 0.860 9.8 1.3 0.826 11:30 9.6 1.2 0.727 9.4 1.2 0.719 10.9 1.4 1.024 10.7 1.3 0.915 10.2 1.2 0.813 9.6 1.2 0.735 9.8 1.2 0.748 11:45 9.2 1.2 0.717 9.5 1.2 0.770 10.6 1.4 0.980 10.6 1.4 0.977 10.1 1.3 0.836 9.7 1.3 0.811 9.4 1.1 0.696 12:00 8.9 1.1 0.651 9.3 1.1 0.683 10.8 1.4 1.030 10.8 1.4 1.017 9.7 1.2 0.756 9.9 1.2 0.808 9.3 1.2 0.692 12:15 9.4 1.2 0.746 9.2 1.2 0.711 10.5 1.3 0.896 10.5 1.3 0.897 9.5 1.2 0.732 9.4 1.2 0.744 9.4 1.2 0.727 12:30 9.8 1.3 0.817 8.9 1.2 0.654 10.3 1.4 0.930 10.3 1.4 0.934 9.9 1.3 0.818 9.2 1.2 0.698 9.5 1.2 0.720 12:45 9.0 1.0 0.570 8.9 1.1 0.610 10.0 1.3 0.858 10.3 1.3 0.910 9.7 1.2 0.785 9.3 1.2 0.702 9.3 '1.1 0.663 13:00 8.6 1.0 0.530 9.1 1.2 0.682 10.1 1.2 0.825 10.4 1.4 0.938 9.5 1.2 0.743 9.0 1.2 0.672 9.0 1.0 0.587 13:15 8.7 0.9 0.514 9.0 1.0 0.597 10.1 1.3 0.891 10.0 1.3 0.838 9.4 1.2 0.730 8.9 1.1 0.604 9.0 1.2 0.672 13:30 8.4 0.9 0.484 8.9 1.1 0.624 9.9 1.3 0.810 10.1 1.3 0.867 9.4 1.2 0.743 9.1 1.2 0.671 9.0 1.1 0.622 13:45 8.6 1.0 0.523 8.9 1.1 0.600 9.7 1.2 0.785 10.1 1.3 0.895 9.2 1.1 0.651 9.4 1.2 0.730 8.9 1.1 0.601 14:00 9.0 1.1 0.634 9.0 1.0 0.578 9.9 1.3 0.837 10.0 1.3 0.840 8.8 1.0 0.582 8.9 1.1 0.593 9.1 1.1 0.644 14:15 8.6 1.0 0.518 9.4 1.2 0.717 10.0 1.3 0.844 9.6 1.2 0.763 8.9 1.2 0.656 8.8 1.1 0.630 9.7 1.3 0.798 14:30 8.4 1.0 0.537 9.6 1.2 0.774 10.3 1.3 0.914 10.3 1.3 0.889 9.1 1.2 0.687 9.0 1.1 0.653 9.6 1.2 0.760 14:45 8.5 0.9 0.480 9.5 1.2 0.724 9.5 1.2 0.723 10.1 1.3 0.851 8.9 1.1 0.597 8.7 1.1 0.580 8.8 1.1 0.596 15:00 8.7 1.0 0.564 9.1 1.2 0.670 9.7 1.2 0.765 9.7 1.2 0.786 8.9 1.1 0.624 8.4 0.9 0.490 8.7 1.1 0.609 15:15 8.8 1.0 0.553 8.8 1.0 0.564 10.0 1.3 0.873 9.4 1.2 0.721 9.5 1.2 0.754 8.4 1.0 0.548 8.7 1.1 0.582 16:30 9.0 1.1 0.626 9.0 1.1 0.638 9.7 1.2 0.779 9.2 1.2 0.715 9.4 1.1 0.679 8.6 1.1 0.620 8.8 1.1 0.603 15:45 8.9 1.1 0.595 9.1 1.1 0.622 9.5 1.1 0.692 9.5 1.2 0.761 9.0 1.1 0.639 8.7 1.1 0.594 8.6 1.0 0.561 16:00 8.6 1.0 0.523 8.8 1.1 0.603 10.0 1.3 0.846 9.5 1.2 0.744 8.8 1.0 0.568 8.6 1.1 0.589 8.6 1.0 0.540 16:15 8.6 1.0 0.536 8.9 1.0 0.585 10.3 1.3 0.908 9.3 1.2 0.694 8.7 1.1 0.581 8.6 1.1 0.592 8.5 1.0 0.620 16:30 8.7 1.0 0.563 9.0 1.1 0.629 10.3 1.3 0.895 9.2 1.2 0.719 8.6 1.0 0.526 8.9 1.1 0.649 8.6 1.1 0.598 16:45 8.7 1.1 0.607 9.3 1.2 0.693 9.7 1.2 0.737 9.4 1.2 0.748 8.9 1.0 0.586 9.0 1.2 0.678 8.7 1.1 0.598 HB_08Vnp10FINAL(inches):Dep HB 081mplWFINAL(teet/sec):Vel HB_08Vnp11QFINAL(MGD-Total MG):Flow HB_RG03Vnpi\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1102 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 8.9 1.1 0.604 9.4 1.1 0.663 9.5 1.1 0.701 9.2 1.3 0.758 9.0 1.1 0.620 9.2 1.2 0.688 8.8 1.2 0.647 17:15 9.3 1.1 0.655 9.2 1.1 0.671 9.6 1.3 0.783 9.2 1.2 0.713 8.7 1.0 0.543 9.2 1.1 0.676 8.7 1.1 0.584 17:30 9.2 1.2 0.689 9.3 1.2 0.707 9.7 1.2 0.786 8.9 1.2 0.662 9.0 1.1 0.634 9.2 1.1 0.675 8.7 1.1 0.591 17:45 9.1 1.1 0.609 9.5 1.3 0.769 9.8 1.2 0.788 8.9 1.2 0.650 9.1 1.2 0.676 9.1 1.1 0.643 8.7 1.1 0.588 18:00 9.1 1.1 0.619 9.6 1.2 0.775 9.6 1.2 0.741 10.0 1.3 0.823 9.0 1.1 0.627 9.0 1.1 0.650 9.2 1.2 0.725 18:15 9.3 1.1 0.673 9.5 1.2 0.746 9.6 1.2 0.727 10.2 1.4 0.946 9.2 . 1.1 0.661 9.2 1.2 0.678 9.3 1.2 0.708 18:30 9.4 1.2 0.736 9.2 1.2 0.732 9.7 1.2 0.778 10.0 1.3 0.827 9.4 1.2 0.725 9.6 1.2 0.754 9.3 1.2 0.705 18:45 9.7 1.4 0.864 9.5 1.3 0.793 9.8 1.3 0.798 9.4 1.2 0.724 9.8 1.3 0.814 9.6 1.2 0.756 9.6 1.3 0.794 19:00 9.6 1.3 0.798 9.9 1.3 0.816 10.2 1.3 0.855 9.4 1.2 0.738 9.7 1.3 0.808 9.5 1.2 0.727 9.8 1.3 0.803 19:15 9.7 1.3 0.792 9.8 1.2 0.793 10.0 1.2 0.806 9.6 1.2 0.773 9.8 1.3 0.813 10.5 1.4 0.957 9.7 1.3 0.803 19:30 9.6 1.3 0.808 9.8 1.2 0.790 9.7 1.2 0.760 9.6 1.2 0.763 9.9 1.3 0.842 10.6 1.4 0.977 9.6 1.2 0.769 19:45 9.9 1.4 0.891 10.1 1.3 0.831 10.2 1.2 0.836 9.6 1.2 0.759 10.0 1.3 0.867 9.8 1.3 0.807 9.5 1.3 0.805 20:00 10.1 1.4 0.906 10.3 1.3 0.889 10.2 1.2 0.824 9.7 1.2 0.749 9.8 1.2 0.791 9.6 1.2 0.757 9.6 1.3 0.784 20:15 10.2 1.4 0.946 9.9 1.2 0.761 9.9 1.2 0.795 9.9 1.2 0.810 10.1 1.3 0.844 9.7 1.2 0.781 9.8 1.2 0.787 20:30 10.0 1.4 0.923 9.4 1.1 0.696 9.9 1.2 0.746 9.7 1.3 0.804 10.6 1.4 0.998 9.8 1.3 0.800 9.5 1.2 0.761 20:45 9.8 1.3 0.855 9.1 1.2 0.676 9.7 1.2 0.790 9.5 1.3 0.770 10.5 1.4 0.966 9.8 1.3 0.858 9.5 1.2 0.759 21:00 9.7 1.3 0.794 9.2 1.2 0.704 9.4 1.2 0.705 9.4 1.2 0.748 9.7 1.2 0.771 9.8 1.3 0.800 9.4 1.2 0.734 21:15 9.5 1.2 0.756 9.2 1.1 0.657 9.3 1.1 0.685 9.2 1.2 0.733 9.2 1.1 0.664 9.7 1.3 0.817 9.3 1.3 0.748 21:30 9.5 1.3 0.771 9.1 1.1 0.645 9.1 1.1 0.643 9.2 1.1 0.644 9.2 1.1 0.663 9.6 1.1 0.714 9.2 1.2 0.703 21:45 9.5 1.3 0.776 9.3 1.1 0.681 9.2 1.0 0.608 9.0 1.1 0.657 9.3 1.2 0.734 9.4 1.2 0.739 9.3 1.2 0.688 22:00 9.6 1.3 0.781 9.1 1.1 0.629 9.5 1.2 0.756 8.7 1.1 0.607 9.3 1.2 0.707 9.3 1.1 0.651 9.0 1.1 0.651 22:15 9.4 1.1 0.645 9.0 1 A 0.655 9.0 1.0 0.588 8.7 1.0 0.575 9.0 1.2 0.674 9.1 1.2 0.723 8.8 1.1 0.632 22:30 9.2 1.2 0.684 8.8 1.1 0.596 8.9 1.1 0.592 8.9 1.1 0.632 8.9 1.1 0.613 9.1 1.1 0.655 8.9 1.1 0.620 22:45 8.9 1.1 0.632 8.8 1.1 0.585 8.7 1.0 0.529 8.7 1.1 0.624 8.7 1.1 0.581 9.0 1.2 0.670 8.8 1.1 0.635 23:00 9.0 1.2 0.662 8.8 1.0 0.566 8.6 1.0 0.535 8.5 1.0 0.545 8.8 1.0 0.561 8.8 1.0 0.580 8.9 1.1 0.648 23:15 9.1 1.1 0.634 8.9 1.0 0.588 8.6 1.0 0.513 8.5 1.0 0.553 9.1 1.2 0.690 8.6 1.0 0.548 8.7 1.0 0.559 23:30 9.0 1.1 0.636 8.5 0.9 0.484 8.8 1.0 0.522 8.7 1.1 0.624 9.2 1.2 0.687 8.3 1.1 0.560 8.6 1.0 0.530 23:45 9.0 1.1 0.639 8.2 0.9 0.434 8.6 1.0 0.542 8.7 1.1 0.614 8.7 1.0 0.557 8.2 0.9 0.447 8.7 1.1 0.605 Total 0.609 0.610 0.642 0.641 0.614 0.594 0.600 Average 8.8 1.1 0.609 8.8 1.0 0.610 9.1 1.1 0.642 9.0 1.1 0.641 8.8 1.1 0.614 8.7 1.0 0.594 8.8 1.0 0.600 Min Time 04:40 03:50 03:40 04:45 02:20 04:40 03:30 03:30 03:30 03:45 05:35 05:35 04:15 04:00 04:00 04:40 03:10 04:30 02:40 01:55 02:50 Min Value 6.4 0.5 0.177 6.3 0.4 0.159 6.5 0.5 0.178 6.6 0.5 0.190 6.3 0.5 0.169 6.5 0.4 0.165 6.5 0.5 0.195 Max Time 08:40 08:40 08:40 08:35 08:00 08:40 09:35 11:20 11:20 10:00 10:05 11:10 20:45 20:45 20:45 19:30 19:35 19:35 08:55 09:00 09:00 Max Value 11.0 1.6 1.178 11.1 1.6 1.136 11.0 1.6 1.159 11.2 1.5 1.143 10.7 1.5 1.089 10.7 1.5 1.026 11.1 1.7 1.233 Week Avg 8.8 1.1 0.615 WeekTotal 4.308 ADS Environmental Services HB_0BVnp11DF1NAL(inches):Dep HB 081mpiWFINAL(feetlsec):Vel HB_08Vnp1\QFINAL(MGD-Total MG):Flow HB_RG03Unp11RAIN(inches):Rain 9100 YORKTOWN AVE. HB_08 Pipe Height:18.25 HUNTINGTON BEACH,CA HC 1.9438-1.9438 SILT 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6102 4/7/02 4/8/02 419/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 00:00 8.6 1.0 0.544 8.0 1.0 0,476 7.9 0.9 0.431 7.8 0.9 0.418 7.7 0.7 0.333 7.2 0.9 0.383 7.1 0.8 0.325 00:15 8.3 1.0 0.531 7.9 0.9 0,426 8.0 0.9 0.428 8.1 0.9 0.439 7.5 0.7 0.313 7.2 0.8 0.360 6.9 0.8 0.309 00:30 8.2 1.0 0.508 7.7 0.8 0.363 8.0 0.9 0.450 7.9 0.9 0.436 7.4 0.6 0.282 6.9 0.8 0.324 6.7 0.7 0.281 00:45 7.9 0.9 0.422 7.5 0.7 0.332 7.6 0.8 0.365 7.6 0.8 0.360 7.1 0.6 0.250 6.5 0.7 0.264 6.5 0.7 0.243 01:00 7.4 0.7 0.323 7.4 0.7 0.333 7.4 0.7 0.325 7.4 0.7 0.327 6.9 0.6 0.222 6.3 0.7 0.233 6.3 0.7 0.252 01:15 7.2 0.7 0.301 7.3 0.8 0,331 7.3 0.7 0.314 7.2 0.7 0.309 6.7 0.6 0.215 6.2 0.6 0.220 6.2 0.6 0.218 01:30 7.1 0.7 0.281 7.3 0.7 0,300 7.2 0.7 0.301 7.1 0.7 0.299 6.6 0.5 0.206 6.1 0.6 0.203 6.1 0.7 0.241 01:45 6.9 0.6 0.245 7.1 0.7 0,298 7.0 0.6 0.258 7.0 0.6 0.260 6.5 0.6 0.189 6.1 0.7 0.242 6.1 0.6 0.221 02:00 6.8 0.6 0.225 6.8 0.6 0.238 6.9 0.6 0.252 6.9 0.6 0.232 6.4 0.6 0.206 6.0 0.6 0.209 6.1 0.8 0.215 02:15 6.7 0.5 0.183 6.5 0.6 0,209 6.9 0.6 0.256 0.01 7.0 0.7 0.288 6.8 0.5 0.216 5.9 0.5 0.153 6.0 0.6 0.209 02:30 6.5 0.6 0.221 6.4 0.6 0.202 7.0 0.6 0.265 0.03 7.8 0.9 0.406 6.9 0.6 0.235 6.0 0.6 0.211 6.1 0.6 0.202 02:45 6.7 0.6 0.219 6.3 0.7 0.253 6.7 0.6 0.217 0.01 7.9 0.9 0.415 6.7 0.5 0.197 6.3 0.7 0.252 6.2 0.7 0.232 03:00 6.6 0.5 0.189 6.3 0.7 0.247 6.5 0.6 0.211 7.7 0.8 0.383 6.4 0.5 0.191 7.3 0.9 0.369 6.1 0.6 0.200 03:15 6.4 0.50.171 6.5 0.60,214 6.5 0.50.198 7.0 0.60.267 6.3 0.50.181 7.4 0.90.396 6.6 0.80.311 03:30 6.4 0.5 0.200 6.3 0.6 0.217 6.7 0.6 0.223 6.7 0.7 0.253 6.2 0.6 0.218 7.3 0.8 0.348 7.2 0.9 0.369 03:45 6.5 0.6 0.221 6.5 0.6 0.227 6.7 0.5 0.205 6.5 0.6 0.230 6.3 0.6 0.197 7.1 0.8 0.326 7.0 0.8 0.335 04:00 6.4 0.5 0.184 6.7 0.7 0.270 6.7 0.6 0.221 6.5 0.6 0.216 6.5 0.6 0.207 7.1 0.8 0.335 6.6 0.7 0.270 04:15 6.2 0.6 0.199 6.6 0.5 0,189 7.6 0.8 0.372 6.4 0.6 0.232 7.0 0.6 0.241 6.9 0.7 0.282 6.3 0.6 0.197 04:30 6.3 0.5 0.170 6.4 0.6 0.218 7.0 0.7 0.285 6.4 0.6 0.218 6.9 0.5 0.221 6.7 0.6 0.235 6.3 0.6 0.220 04:45 6.6 0.7 0.262 6.4 0.5 0,198 6.4 0.5 0.191 6.4 0.7 0.240 7.0 0.6 0.265 6.8 0.7 0.261 6.6 0.7 0.274 05:00 6.5 0.6 0.236 6.5 0.6 0,228 6.4 0.5 0.173 6.5 0.5 0.204 7.3 0.6 0.280 7.0 0.7 0.297 7.0 0.7 0.309 05:15 6.5 0.7 0.255 7.6 0.8 0,379 6.4 0.5 0.183 6.6 0.6 0.222 7.9 0.8 0.370 7.4 0.9 0.406 7.4 0.9 0.398 05:30 7.7 0.9 0.401 8A 0.9 0.454 6.3 0.5 0.187 6.6 0.6 0.227 8.4 0.9 0.495 7.9 1.0 0.491 8.0 1.1 0.548 05:45 8.3 1.0 0.530 7.7 0.7 0.350 6.6 0.6 0.233 6.8 0.6 0.241 9.1 1.0 0.587 8.4 1.1 0.580 8.4 1.2 0.628 06:00 8.3 1.0 0.501 7.6 0.7 0,315 6.9 0.6 0.242 6.8 0.6 0.241 9.0 1.3 0.729 9.2 1.2 0.722 9.3 1.3 0.762 06:15 8.0 0.9 0.433 7.8 0.8 0.358 7.0 0.6 0.260 6.7 0.6 0.242 9.3 1.2 0.735 9.9 1.4 0.886 10.6 1.4 0.999 06:30 8.5 1.1 0.569 8.3 1.0 0.519 7.5 0.0 0.369 6.9 0.6 0.227 9.6 1.3 0.781 10.3 1.4 0.931 10.2 1.3 0.867 06:45 8.6 1.1 0.592 8.6 1.0 0.545 8.5 1.1 0.559 7.5 0.7 0.335 9.6 1.2 0.778 10.5 1.4 0.971 9.9 1.3 0.827 07:00 8.8 1.1 0.626 9.1 1.1 0.668 8.8 1.2 0.652 8.0 0.8 0.414 9.8 1.4 0.865 10.6 1.5 1.044 10.1 1.4 0.952 07:15 9.0 1.1 0.638 9A 1.2 0.753 8.9 1.3 0.709 8.3 1.0 0.510 9.8 1.3 0.856 10.2 1.3 0.870 10.5 1.4 0.953 07:30 9.6 1.3 0.808 9.3 1.2 0,748 8.4 1.1 0.556 8.6 1.1 0.575 9.5 1.3 0.780 9.8 1.3 0.812 10.7 1.5 1.049 07:45 9.6 1.3 0.832 9.4 1.2 0,728 8.5 1.1 0.589 8.9 1.1 0.633 9.3 1.2 0.749 9.5 1.3 0.802 10.3 1.4 0.920 HB_OB1mp1MDFINAL(inches):Dep HB_081mplWFINAL(feet/sec):Vel HB_08Vnp11QFINAL(MGD-Total MG):Flow HB_RG031mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 4!7/02 4/8/02 4/9102 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 08:00 9.5 1.3 0.777 9.8 1.3 0.842 8.9 1.2 0.696 9.3 1.2 0.735 9.5 1.3 0.773 9.6 1.2 0.764 10.0 1.4 0.886 08:15 9.7 1.3 0.822 9.7 1.3 0.851 9.3 1.3 0.756 9.3 1.2 0.707 9.3 1.3 0.783 10.3 1.4 0.963 9.7 1.3 0.837 08:30 10.0 1.3 0.868 9.6 1.2 0.777 9.5 1.3 0.778 9.4 1.2 0.710 9.4 1.2 0.742 10.1 1.4 0.919 10.0 1.3 0.862 08:45 9.8 1.3 0.834 10.0 1.4 0.918 9.7 1.3 0.830 9.8 1.2 0.758 9.6 1.3 0.807 9.2 1.2 0.733 9.6 1.3 0.790 09:00 9.6 1.3 0.808 10.0 1.3 0.885 10.1 1.3 0.874 10.0 1.3 0.846 10.4 1.4 0.985 9.1 1.2 0.720 9.4 1.3 0.808 09:15 9.7 1.3 0.797 9.9 1.3 0.853 10.3 1.3 0.916 10.1 1.2 0.828 10.4 1.4 0.933 9.5 1.3 0.800 9.5 1.3 0.795 09:30 9.6 1.2 0.761 9.9 1.3 0.814 10.3 1.3 0.880 10.5 1.5 1.057 10.0 1.3 0.878 9.5 1.3 0.802 9.7 1.3 0.817 09:45 9.6 1.2 0.763 10.2 1.4 0.942 10.7 1.5 1.046 10.4 1.4 0.959 10.1 1.4 0.895 9.4 1.3 0.794 9.5 1.3 0.809 10:00 9.9 1.3 0.815 9.8 1.3 0.847 11.1 1.5 1.102 10.3 1.2 0.847 9.2 1.2 0.704 9.1 1.2 0.710 9.1 1.2 0.709 10:15 9.7 1.3 0.798 9.6 1.3 0.820 10.9 1.5 1.071 10.5 1.4 0.953 8.9 1.2 0.677 9.5 1.3 0.810 9.0 1.2 0.708 10:30 9.4 1.2 0.731 9.8 1.3 0.834 10.7 1.4 0.988 10.4 1.4 0.937 8.8 1.2 0.683 9.1 1.2 0.720 9.1 1.3 0.758 10:45 9.5 1.2 0.761 9.6 1.3 0.812 10.6 1.4 0.985 10.4 1.4 0.988 9.0 1.3 0.729 8.5 1.1 0.613 9.0 1.3 0.716 11:00 9.5 1.3 0.782 9.4 1.3 0.764 10.6 1.4 0.958 10.7 1.5 1.068 8.8 1.2 0.664 8.4 1.1 0.600 8.3 1.2 0.618 11:15 9.2 1.2 0.713 9.6 1.2 0.764 10.5 1.3 0.932 11.2 1.5 1.138 8.7 1.2 0.642 8.2 1.1 0.539 8.1 1.1 0.567 11:30 9.0 1.2 0.665 9.4 1.2 0.727 10.5 1.4 0.967 11.0 1.4 1.019 8.7 1.2 0.661 8.6 1.2 0.640 8.2 1.2 0.588 11:45 9.1 1.2 0.681 9.3 1.2 0.715 10.1 1.3 0.666 10.8 1.4 1.030 8.8 1.3 0.704 8.6 1.3 0.685 8.3 1.1 0.574 12:00 9.1 1.2 0.705 9.8 1.3 0.830 10.1 1.2 0.821 10.7 1.3 0.960 8.7 1.1 0.627 8.2 1.1 0.572 8.4 1.2 0.628 12:15 9.0 1.2 0.666 10.0 1.3 0.859 10.2 1.3 0.843 10.7 1.4 0.997 8.4 1.1 0.569 8.1 1.1 0.538 8.2 1.1 0.572 12:30 9.4 1.3 0.775 9.5 1.2 0.723 9.6 1.3 0.843 10.4 1.3 0.900 8.2 1.1 0.546 8.2 1.1 0.548 8.3 1.2 0.612 12:45 9.3 1.2 0.729 8.9 1.2 0.670 9.5 1.2 0.755 10.2 1.3 0.890 8.3 1.1 0.684 8.0 1.0 0.486 8.2 1.1 0.560 13:00 9.0 1.1 0.641 8.8 1.1 0.627 9.5 1.3 0.773 10.1 1.3 0.829 6.4 1.1 0.599 7.8 1.1 0.525 8.2 1.1 0.575 13:15 8.6 1.0 0.537 9.1 1.2 0.697 9.7 1.2 0.773 10.0 1.2 0.813 8.1 1.1 0.544 7.9 1.1 0.511 8.4 1.1 0.596 13:30 8.5 1.1 0.597 8.9 1.2 0.669 9.8 1.3 0.813 10.1 1.3 0.864 8.1 1.1 0.524 7.7 1.0 0.449 8.1 1.1 0.549 13:45 8.4 1.1 0.573 8.6 1.1 0.587 9.6 1.2 0.778 9.8 1.2 0.745 8.0 1.1 0.533 7.6 1.0 0.460 7.9 1.0 0.485 14:00 8.7 1.1 0.626 8.5 1.0 0.553 9.3 1.2 0.702 10.3 1.3 0.851 8.1 1.1 0.536 7.8 1.1 0.508 7.6 1.0 0.473 14:15 8.7 1.0 0.560 8.5 1.1 0.569 9.4 1.2 0.718 9.8 1.2 0.763 8.3 1.1 0.589 8.1 1.1 0.558 7.6 1.0 0.465 14:30 8.6 1.1 0.582 8.6 1.1 0.622 9.3 1.2 0.727 9.9 1.2 0.779 8.3 1.2 0.594 8.1 1.1 0.541 7.8 1.0 0.499 14:45 8.9 1.2 0.652 8.6 1.0 0.545 9.4 1.2 0.752 10.1 1.3 0.850 8.1 1.1 0.564 7.8 1.0 0.473 8.1 1.2 0.594 15:00 9.5 1.2 0.722 8.5 1.1 0.582 10.2 1.3 0.899 9.8 1.2 0.784 8.0 1.0 0.505 7.9 1.1 0.513 8.0 1.1 0.531 15:15 9.4 1.2 0.745 8.9 1.2 0.668 10.1 1.3 0.895 9.6 1.1 0.694 8.2 1.0 0.530 8.0 1.1 0.565 7.8 1.1 0.535 15:30 8.5 1.0 0.559 9.1 1.2 0.708 9.5 1.3 0.797 9.9 1.2 0.779 8.5 1.2 0.630 8.1 1.1 0.558 8.5 1.2 0.650 15:45 8.5 1.0 0.553 8.6 1.2 0.623 9.4 1.2 0.707 9.8 1.2 0.768 8.4 1.1 0.577 8.3 1.1 0.552 8.1 1.1 0.565 16:00 8.5 1.1 0.562 8.5 1.1 0.571 9.4 1.2 0.737 9.7 1.2 0.772 8.3 1.1 0.548 8.5 1.2 0.636 8.0 1.1 0.529 16:15 8.5 1.1 0.574 8.5 1.0 0.536 9.4 1.1 0.686 9.9 1.3 0.808 8.5 1.2 0.629 8.6 1.2 0.654 8.1 1.2 0.598 16:30 8.8 1.20.679 8.4 1.00.512 9.6 1.20.748 10.0 1.2 0.813 8.4 1.20.616 8.4 1.20.621 8.7 1.30.692 16:45 8.7 1.2 0.662 8.6 1.1 0.617 9.6 1.2 0.763 10.2 1.3 0.884 8.3 1.1 0.581 8.3 1.1 0.575 8.6 1.2 0.669 HB 081mp10FINAL(inches):Dep HB 081mpi%VFINAL(feet/sec):Vel HB_08Vnp11QFINAL(MGD-Total MG):Flow HB RG03Xmp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5102 4/6/02 4!7/02 4/8/02 4/9/02 4/10/02 Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 8.6 1.1 0.604 8.8 1.1 0.635 9.3 1.2 0.742 9.9 1.2 0.780 8.8 1.2 0.683 8.5 1.2 0.824 8.5 1.2 0.649 17:15 8.6 1.2 0.622 8.7 1.0 0.549 9.1 1.2 0.678 9.6 1.2 0.728 8.8 1.2 0.668 8.7 1.3 0.691 8.6 1.2 0.631 17:30 8.6 1.1 0.598 8.6 1.1 0.603 9.1 1.1 0.664 9.7 1.2 0.752 8.8 1.2 0.661 9.0 1.3 0.757 9.1 1.3 0.778 17:45 8.9 1.1 0.647 8.7 1.1 0.601 9.5 1.2 0.753 9.9 1.2 0.795 8.9 1.2 0.657 9.0 1.2 0.701 9.0 1.3 0.725 18:00 8.8 1.2 0.643 8.8 1.1 0.602 9.3 1.3 0.771 9.8 1.2 0.768 8.8 1.2 0.684 8.9 1.2 0.660 8.9 1.3 0.741 18:15 8.8 1.1 0.602 9.0 1.2 0.691 9.8 1.3 0.844 10.1 1.3 0.829 9.2 1.3 0.770 9.0 1.2 0.687 9.1 1.3 0.740 18:30 9.2 1.2 0.691 8.9 1.2 0.655 9.6 1.2 0.762 10.3 1.3 0.857 9.4 1.3 0.793 9.4 1.3 0.792 9.2 1.4 0.824 18:45 9.5 1.2 0.760 8.8 1.1 0.622 9.6 1.2 0.768 10.3 1.3 0.867 9.6 1.3 0.834 9.8 1.3 0.845 9.5 1.3 0.829 19:00 9.2 1.2 0.739 9.1 1.2 0.689 9.5 1.3 0.783 10.4 1.3 0.931 9.5 1.3 0.808 10.0 1.3 0.831 9.7 1.3 0.824 19:15 9.5 1.3 0.794 9.0 1.1 0.611 9.4 1.2 0.713 10.3 1.3 0.854 9.4 1.2 0.755 9.5 1.3 0.794 9.6 1.4 0.857 19:30 10.2 1.4 0.961 9.0 1.2 0.674 9.3 1.2 0.714 10.4 1.3 0.901 9.7 1.2 0.765 9.8 1.4 0.887 9.5 1.4 0.879 19:45 10.2 1.4 0.953 9.1 1.2 0.707 9.5 1.2 0.722 10.6 1.3 0.931 9.8 1.3 0.854 10.4 1.3 0.913 9.6 1.3 0.826 20:00 10.1 1.4 0.912 9.1 1.2 0.714 9.5 1.2 0.735 10.7 1.3 0.948 9.6 1.3 0.794 10.1 1.4 0.949 9.6 1.3 0.834 20:15 10.0 1.3 0.878 9.3 1.3 0.756 9.3 1.2 0.739 10.8 1.4 0.998 9.7 1.3 0.812 9.6 1.3 0.814 9.7 1.4 0.884 20:30 9.5 1.2 0.722 9.1 1.2 0.706 9.2 1.2 0.735 10.4 1.3 0.882 9.9 1.3 0.845 9.7 1.2 0.787 10.7 1.5 1.072 20:45 9.6 1.3 0.792 8.9 1.1 0.646 9.0 1.2 0.665 10.8 1.3 0.950 10.4 1.5 1.017 9.4 1.3 0.792 10.1 1.3 0.892 21:00 9.6 1.3 0.811 9.0 1.1 0.657 9.1 1.2 0.669 11.0 1.3 0.937 10.4 1.4 0.976 9.1 1.2 0.721 9.4 1.3 0.792 21:15 9.3 1.2 0.733 9.0 1.2 0.688 9.2 1.2 0.697 10.8 1.3 0.940 9.8 1.3 0.856 8.9 1.2 0.687 9.0 1.2 0.705 21:30 9.1 1.3 0.731 8.9 1.2 0.676 9.0 1.1 0.653 9.8 1.1 0.727 9.3 1.3 0.766 8.7 1.2 0.645 9.0 1.3 0.736 21:45 8.9 1.1 0.647 8.7 1.1 0.600 8.8 1.1 0.586 9.6 1.1 0.686 8.9 1.2 0.683 8.7 1.2 0.654 9.4 1.3 0.808 22:00 9.0 1.2 0.697 8.5 1.2 0.620 8.6 1.2 0.628 9.8 1.1 0.712 8.6 1.2 0.672 8.7 1.2 0.668 9.2 1.2 0.730 22:15 9.2 1.2 0.700 9.1 1.2 0.722 8.8 1.2 0.668 9.7 1.2 0.769 8.4 1.1 0.586 8.7 1.2 0.650 9.2 1.3 0.781 22:30 9.0 1.1 0.642 9.4 1.2 0.760 9.1 1.2 0.727 9.4 1.1 0.661 8.2 1.1 0.547 8.3 1.1 0.577 8.6 1.2 0.634 22:45 8.7 1.1 0.626 9.3 1.2 0.709 9.4 1.2 0.753 9.0 1.0 0.588 8.0 1.0 0.506 7.9 1.1 0.545 8.0 1.1 0.559 23:00 8.5 1.1 0.577 9.1 1.2 0.689 9.1 1.2 0.677 8.7 0.9 0.502 7.7 0.9 0.428 7.7 0.9 0.441 7.7 1.1 0.501 23:15 8.4 1.0 0.521 8.7 1.1 0.600 8.9 1.2 0.682 8.4 0.9 0.472 7.7 1.0 0.463 7.5 0.9 0.417 7.6 1.0 0.455 23:30 8.4 1.1 0.565 8.3 1.0 0.529 8.4 1.1 0.562 8.2 0.8 0.424 7.3 0.9 0.373 7.2 0.8 0.354 7.4 1.0 0.422 23:45 8.3 1.0 0.523 8.1 0.9 0.469 8.0 1.0 0.475 7.9 0.8 0.385 7.0 0.8 0.324 7.0 0.8 0.328 7.1 0.9 0.370 Total 0.591 0.00 0.580 0.00 0.627 0.05 0.656 0.00 0.582 0.00 0.586 0.00 0.604 0.00 Average 8.6 1.1 0.591 8.5 1.0 0.580 8.8 1.1 0.627 9.1 1.1 0.656 8.5 1.1 0.582 8.3 1.1 0.586 8.4 1.1 0.604 Min Time 04:25 02:25 02:25 03:00 04:25 04:25 05:35 02:55 05:30 04:40 03:45 03:45 03:35 02:50 03:25 02:30 02:15 02:15 02:25 02:25 02:25 Min Value 6.2 0.4 0.142 6.1 0.4 0.166 6.3 0.4 0.159 6.4 0.5 0.188 6.2 0.4 0.155 5.9 0.3 0.112 6.0 0.5 0.170 Max Time 19:40 19:55 19:55 09:50 08:55 08:55 10:05 10:20 10:20 11:20 11:15 11:15 20:55 09:10 09:10 07:05 07:00 07:00 07:30 20:40 20:40 Max Value 10.3 1.6 1.035 10.2 1.5 0.967 11.1 1.6 1.189 11.3 1.6 1.186 10.7 1.5 1.083 10.6 1.5 1.075 10.8 1.6 1.146 Week Avg 8.6 1.1 0.604 WeekTotal 4.228 0.05 x 0 _�! All • ::r • Flow Monitor HB_09 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 3.77 1.28 0.181 consistent with field confirmations conducted to date and Minimum 2.14 0.70 0.043 support the relative accuracy of the flow monitor at this Maximum 5.50 1.87 0.396 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 99.5% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. e-er �= Site Book#/MH# _ Nor Site Report HB_09 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/12/02 Diameter ADS Job# ress/ Location: Newland St. (Hunt. Bch., Ca.) Initials: Ty D. 10.13"x 10.00" 11871.11 Approx.,100 yds. south of Yorktown Ave. in Southbound fastlane of Newland. Installation Access: Drive Thomas Guide: 858 B-5 Stainless steel ring with ultrasonic,velocity and pressure sensors. N Yorktown Ave. Safety 4V Rungs I t I as I I I I Investigation I I I I 02 0 % � I I .% eo I I di H2S 0 ppm C C I = I CIO CO 0 ppm O1 IA l0 LEL o °i° Z I IZ Yorktown Ave. Traffic I I Moderate HB_07 I I I Pipe Material VCP Compton Dr. Manhole Depth 4.0 ft. Access Map Site Map Pipe and M.H.Condition Sensor Manhole in Fair Condition Location Manhole Profile CD d � � N W a X m O 0 0 10.13"h x 10.00"w IF Cross-Section View Plan View Drawings Not to Scale Show Any Defects Hydraulics Pipe Profile Good Hydraulics. ultrasonic Sensor harge : None Height: --- Velocity Sensor Time 12:00 DOF 3.00" +/- Velocity 2.50 fps Silt 0.00" Show Sensor Locations ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 6.0 HB 09\m 1\DFINAL HB 09\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 5.5 3.5 5.0 0.40 4.5 3.0 0.35 4.0 2.5 0.30 3.5 m c o 0.25 L 3.0 2.0 m a � y a O 0.20 2.5 1 .5 2.0 IV 0.15 1 .5 1 .0 0.10 1.0 0.5 0.05 0.5 0.00 0.0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 6.0 HB 09\m 1\DFINAL HB 09\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 5.5 3.5 5.0 0.40 4.5 3.0 0.35 4.0 0.30 2.5 3.5 < m c o c � 0.25 r 3.0 2.0 q a 0.20 2.5 1 .5 2.0 0.15 -711 1.5 1 .0 0.10 1.0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 6.0 HB 09\m 1\DFINAL HB 09\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 5.5 3.5 5.0 0.40 4.5 t w, i v� Vl 3.0 1 0.35 �,� V� I � 1 i 4.0 W P u�r hi 2.5 0.30 3.5 < c 0.25 L 3.0 2.0 Q v � p r' 2.5.5 1 .5 2.0 0.15 h 1.5 " 1 .0 r 0.10 ;r 1.0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time 1 ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 6.0 HB 09\m 1\DFINAL HB 09\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 5.5 3.5 5.0 0.40 ip i �, 4.5 3.0 r' �I M 0.35 4.0 �q 2.5 0.30 Y 3.5 c m o 0.25 L 3.0 2.0 m CL it r N � p 0.20 2.5 2.0 0.15 1 .5 1.0 0.10 1 .0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 6.0 HB 09\m 1\DFINAL HB 09\m 1\VFINAL HB RG03\m 1\RAIN 4.0 0.45 5.5 3.5 5.0 0.40 4.5 3.0 0.35 4.0 2.5 0.30 3.5 < m c p 0.25 L 3.0 2.0 m n d' N N 0 0.20 2.5 1.5 2.0 0.15 1.5 1.0 0.10 1 .0 0.5 0.05 0.5 0.00 0.0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 AN 2002 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 0.40 HB 09\ FINAL HB RG03 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c 0.25 0.20 o LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon S Mar 2002 Time ADS Environmental Services NEWLAND ST, HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 HB 09\ FINAL HB RG03 1\RAIN 0.45 0.30 0.40 0.25 0.35 0.30 ,. 0.20 0 c � 0.25 c _ `6 3 i° 0.15 0.20 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 nnor 9nn9 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 HB 09\ FINAL HB RG03 1\RAIN ;I 0.45 1 . 0.30 I 0.40 0.25 0.35 1 0.30 .-. 0.20 0 0.25 Of 0.15 0.20 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 HB 09\m 1\QFINAL HB RG03\m 1\RAIN i 0.45 0.30 0.40 0.25 0.35 0.30 ..., 0.20 0 0.25 c _ `0 3 0.15 0.20 LL 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services NEWLAND ST. HB_09 Pipe Height: 10.13 HUNTINGTON BEACH, CA 0.50 HB 09\ FINAL HB RG03 1\RAIN 0.45 0.30 0.40 0.25 0.35 0.30 .... 0.20 0 c � c 0.25 c° 3 ° 0.15 0.20 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Aor 2002 Time 0 ADS Environmental Services NEWLAND ST. HB_09 Pipe Height 10.13 HUNTINGTON BEACH,CA HC 3.9185-3.9185 0.0000-0.0000 HB_091mp11QFINAL(MGD-Total MG) H13_RG031mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 03:55 0.051 08:10 0.354 0.184 0.184 0.00 3/15102 04:20 0.050 07:35 0.334 0.173 0.173 0.00 3/16/02 03:55 0.059 09:30 0.346 0.192 0.192 0.00 3/17/02 02:30 .0.052 10:10 0.351 0.193 0.193 0.20 3/18/02 04:15 0.048 07:10 0.343 0.183 0.183 0.00 3/19/02 03:10 0.052 07:20 0.318 0.177 0.177 0.00 3/20102 03:05 0.050 07:25 0.334 0.174 0.174 0.00 3/21102 - - - - -- - 0.00 3/22/02 03:25 0.044 08:05 0.340 0.175 0.175 0.00 3/23/02 04:30 0.061 08:05 0.334 0.190 0.190 0.09 3/24/02 05:00 0.053 11:00 0.345 0.194 0.194 0.01 3125/02 03:40 0.051 07:20 0.319 0.182 0.182 0.00 3126/02 03:05 0.050 07:35 0.350 0.182 0.182 0.00 3/27/02 03:50 0.063 07:50 0.319 0.182 0.182 0.00 3/28/02 04:05 0.052 07:40 0.333 0.176 0.176 0.00 3/29/02 03:00 0.043 07:40 0.338 0.179 0.179 0.00 3/30/02 05:15 0.051 09:30 0.378 0.203 0.203 0.00 3/31/02 04:30 0.052 08:50 0.335 0.187 0.187 0.00 4/1/02 03:50 0.057 08:45 0.311 0.180 0.180 0.00 4/2102 03:00 0.051 19:55 0.357 0.176 0.176 0.00 4/3/02 03:15 0.052 08:35 0.331 0.179 0.179 0.00 4/4/02 03:40 0.051 07:50 0.294 0.177 0.177 0.00 4/5/02 04:00 0.050 07:50 0.307 0.176 0.176 0.00 4/6/02 05:00 0.048 10:15 0.396 0.188 0.188 0.05 417102 04:10 0.056 09:40 0.334 0.184 0.184 0.00 4/8102 02:20 0.052 06:25 0.284 0.165 0.165 0.00 4/9/02 01:25 0.052 06:50 0.322 0.170 0.170 0.00 4110/02 02:35 0.051 06:35 0.303 0.169 0.169 0.00 ReportAvg -- ReporlTotal - 0.35 ADS Environmental Services HB_091mp11DFINAL(inches):Dep HB_09Vnp11VFINAL(feeUsec):Vel HB 091rnp1\QFINAL(MGD-Total MG):Flow HB RG031mpIMIN(inches):Rain NEWLAND ST. HB_09 Pipe Height:10.13 HUNTINGTON BEACH,CA HC 3.9185-3.9185 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.2 1.1 0.120 2.9 1.0 0.089 3.1 1.2 0.129 3.1 1.1 0.115 2.8 0.9 0.084 3.1 1.2 0.121 3.2 1.1 0.112 00:15 3.0 1.1 0.109 2.9 1.0 0.093 3.1 1.1 0.109 3.0 1.2 0.115 2.7 0.9 0.076 3.0 1.1 0.104 3.0 1.1 0.105 00:30 2.9 1.0 0.090 2.9 1.0 0.094 3.1 1.1 0.113 3.0 1.1 0.104 2.6 0.9 0.076 2.9 1.0 0.095 2.8 1.0 0.090 00:45 2.7 1.0 0.082 2.7 0.9 0.077 2.9 1.0 0.089 2.9 1.0 0.095 2.7 0.9 0.075 2.8 0.9 0.078 2.7 0.9 0.073 01:00 2.7 0.9 0.078 2.6 0.9 0.074 2.8 1.0 0.090 2.8 1.1 0.100 2.7 0.8 0.071 2.7 0.9 0.075 2.7 0.8 0.068 01:15 2.5 0.9 0.069 2.5 0.9 0.070 2.8 1.0 0.090 2.8 0.9 0.076 2.5 0.9 0.068 2.6 0.9 0.068 2.6 0.9 0.070 01:30 2.5 0.9 0.066 2.5 0.9 0.064 2.9 1.0 0.091 2.8 0.9 0.077 2.4 0.8 0.055 2.5 0.9 0.072 2.5 0.8 0.061 01:45 2.5 0.9 0.065 2.5 0.8 0.062 2.8 0.9 0.078 2.6 0.9 0.075 2.3 0.8 0.053 2.5 0.9 0.067 2.5 0.8 0.062 02:00 2.5 0.9 0.065 2.4 0.8 0.061 2.7 0.9 0.073 2.6 0.9 0.069 2.3 0.8 0.053 2.5 0.9 0.067 2.4 0.8 0.060 02:15 2.4 0.8 0.056 2.6 0.9 0.069 2.7 0.9 0.072 2.4 0.8 0.060 2.3 0.8 0.053 2.5 0.9 0.065 2.3 0.8 0.053 02:30 2.3 0.8 0.053 2.4 0.8 0.059 2.8 0.9 0.078 2.3 0.8 0.052 2.3 0.8 0.053 2.5 0.9 0.066 2.3 0.8 0.054 02:45 2.3 0.8 0.052 2.4 0.8 0.060 2.6 0.9 0.068 2.3 0.8 0.052 2.4 0.8 0.056 2.4 0.8 0.056 2.3 0.8 0.052 03:00 2.3 0.8 0.053 2.4 0.8 0.056 2.5 0.9 0.066 2.3 0.8 0.052 2.4 0.8 0.055 2.3 0.8 0.053 2.3 0.8 0.052 03:15 2.3 0.8 0.053 2.3 0.8 0.052 2.6 0.8 0.061 2.3 0.8 0.052 2.3 0.8 0.054 2.3 0.8 0.053 2.4 0.8 0.056 03:30 2.4 0.8 0.055 2.3 0.8 0.052 2.4 0.8 0.060 2.3 0.8 0.052 2.3 0.8 0.053 2.3 0.8 0.053 2.4 0.8 0.055 03:45 2.3 0.8 0.053 2.3 0.8 0.052 2.5 0.8 0.061 2.3 0.8 0.052 2.3 0.8 0.053 2.3 0.8 0.053 2.4 0.8 0.055 04:00 2.3 0.8 0.053 2.3 0.8 0.052 2.5 0.8 0.063 2.3 0.8 0.053 2.3 0.8 0.052 2.3 0.8 0.053 2.5 0.8 0.064 04:15 2.4 0.8 0.054 2.3 0.8 0.051 2.5 0.8 0.063 2.4 0.8 0.057 2.3 0.8 0.051 2.6 0.8 0.062 2.5 0.8 0.063 04:30 2.5 0.8 0.063 2.3 0.8 0.053 2.5 0.8 0.064 2.3 0.8 0.054 2.5 0.8 0.064 2.5 0.8 0.064 2.5 0.9 0.064 04:45 2.5 0.9 0.067 2.5 0.9 0.064 2.5 0.8 0.061 2.3 0.8 0.052 2.7 0.9 0.079 2.5 0.9 0.065 2.6 1.0 0.077 05:00 2.5 0.9 0.069 2.6 1.0 0.076 2.5 0.8 0.064 2.3 0.8 0.053 2.7 0.9 0.078 2.5 0.9 0.073 2.5 0.8 0.064 05:15 2.6 0.9 0.074 2.8 1.0 0.088 2.6 0.9 0.069 2.3 0.8 0.053 2.8 1.0 0.091 2.7 0.9 0.080 2.6 1.0 0.077 05:30 2.8 1.0 0.093 2.9 1.0 0.097 2.6 0.9 0.078 2.3 0.8 0.054 2.7 0.9 0.076 3.0 1.1 0.108 2.9 1.0 0.093 05:45 3.0 1.1 0.109 3.1 1.1 0.111 2.7 0.9 0.076 2.4 0.8 0.057 3.1 1.1 0.109 3.2 1.2 0.127 3.2 1.1 0.118 06:00 3.6 1.3 0.161 3.4 1.2 0.145 2.8 1.0 0.088 2.5 0.8 0.062 3.5 1.3 0.156 3.6 1.4 0.173 3.6 1.3 0.156 06:15 4.1 1.5 0.215 3.8 1.5 0.201 2.8 0.9 0.083 2.6 0.9 0.072 4.0 1.4 0.207 4.0 1.4 0.205 4.0 1.4 0.207 06:30 4.5 1.6 0.265 4.2 1.5 0.237 3.1 1.1 0.115 2.8 0.9 0.077 4.4 1.6 0.266 4.3 1.5 0.245 4.4 1.7 0.274 06:45 4.7 1.6 0.290 4.7 1.6 0.288 3.4 1.2 0.145 3.2 1.2 0.123 4.6 1.6 0.281 4.6 1.5 0.259 4.5 1.6 0.267 07:00 4.9 1.6 0.307 5.0 1.7 0.327 3.7 1.3 0.172 3.3 1.3 0.147 4.8 1.7 0.319 4.5 1.6 0.266 4.8 1.7 0.308 07:15 4.9 1.7 0.322 4.9 1.7 0.315 3.9 1.4 0.200 3.6 1.3 0.167 5.0 1.7 0.321 4.9 1.7 0.308 4.9 1.7 0.326 07:30 4.9 1.7 0.315 5.1 1.7 0.327 3.9 1.4 0.193 3.8 1.3 0.184 4.7 1.6 0.291 4.8 1.6 0.301 4.8 1.7 0.306 07:45 4.9 1.7 0.320 4.9 1.6 0.305 4.3 1.5 0.243 4.0 1.4 0.204 4.9 1.7 0.312 4.8 1.7 0.309 5.0 1.6 0.311 HB_09Mp11DFINAL(inches):Dep HB_091mplWFINAL(teeVsec):Vel HB_09Unp11QFINAL(MGD-Total MG):Flow HB_RG03Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 08:00 5.0 1.7 0.330 4.8 1.7 0.307 4.6 1.6 0.281 4.0 1.5 0.214 4.8 1.6 0.301 4.7 1.5 0.271 4.8 1.7 0.307 08:15 4.9 1.7 0.316 4.8 1.7 0.303 4.5 1.6 0.272 4.1 1.4 0.213 4.8 1.7 0.306 4.6 1.6 0.290 4.5 1.5 0.254 08:30 4.7 1.6 0.297 4.6 1.6 0.278 4.8 1.6 0.300 4.4 1.6 0.256 4.7 1.5 0.271 4.6 1.6 0.284 4.5 1.5 0.250 08:45 4.4 1.5 0.254 4.5 1.6 0.268 4.7 1.6 0.291 4.6 1.6 0.271 4.5 1.6 0.266 4.5 1.6 0.274 4.4 1.5 0.257 09:00 4.6 1.6 0.280 4.5 1.4 0.243 4.9 1.7 0.321 4.7 1.6 0.289 4.6 1.5 0.254 4.4 1.5 0.250 4.4 1.6 0.254 09:15 4.5 1.6 0.271 4.5 1.7 0.284 5.0 1.7 0.321 4.7 1.7 0.294 4.5 1.5 0.257 4.3 1.6 0.251 4.4 1.6 0.240 09:30 4.6 1.6 0.268 4.7 1.6 0.290 5.0 1.8 0.341 4.9 1.6 0.313 4.3 1.4 0.224 4.3 1.5 0.243 4.2 1.4 0.225 09:45 4.6 1.7 0.292 4.5 1.5 0.262 4.8 1.6 0.305 4.8 1.6 0.306 4.3 1.5 0.237 4.2 1.5 0.226 3.9 1.3 0.186 10:00 4.6 1.6 0.273 4.3 1.5 0.233 4.7 1.6 0.292 4.8 1.7 0.317 4.1 1.5 0.225 4.2 1.5 0.225 4.1 1.4 0.213 10:15 4.3 1.5 0.240 4.2 1.4 0.225 4.7 1.6 0.279 4.8 1.7 0.305 4.0 1.4 0.202 4.2 1.4 0.219 4.1 1.4 0.209 10:30 4.1 1.5 0.228 4.2 1.5 0.224 4.6 1.6 0.286 4.7 1.6 0.284 4.1 1.4 0.205 4.2 1.5 0.224 4.2 1.4 0.217 10:45 4.4 1.5 0.249 4.2 1.4 0.217 4.9 1.7 0.312 4.7 1.6 0.286 4.1 1.4 0.209 4.3 1.5 0.240 4.1 1.3 0.203 11:00 4.1 1.4 0.217 3.9 1.4 0.196 4.7 1.7 0.300 4.7 1.6 0.289 4.1 1.4 0.211 4.1 1.4 0.216 4.1 1.4 0.204 11:15 4.1 1.5 0.217 3.9 1.40.191 4.5 1.6 0.272 4.8 1.6 0.284 4.1 1.4 0.216 4.2 1.4 0.217 3.9 1.40.192 11:30 4.0 1.4 0.208 3.9 1.4 0.190 4.5 1.6 0.266 4.8 1.6 0.294 4.1 1.5 0.215 4.1 1.4 0.216 3.8 1.3 0.179 11:45 4.2 1.5 0.223 3.9 1.4 0.190 4.6 1.6 0.284 4.7 1.6 0.291 4.1 1.4 0.210 4.1 1.4 0.210 3.8 1.3 0.179 12:00 4.0 1.3 0.191 3.7 1.3 0.175 4.6 1.6 0.273 4.7 1.6 0.290 4.2 1.5 0.222 3.9 1.4 0.198 3.9 1.3 0.184 12:15 3.8 1.4 0.180 3.6 1.3 0.158 4.7 1.7 0.295 4.6 1.6 0.278 4.2 1.4 0.218 3.8 1.3 0.175 3.7 1.3 0.165 12:30 3.8 1.4 0.186 3.7 1.4 0.177 4.6 1.6 0.281 4.4 1.6 0.258 4.3 1.5 0.245 3.8 1.2 0.162 3.7 1.2 0.154 12:45 4.0 1.4 0.207 3.6 1.3 0.164 4.4 1.5 0.245 4.5 1.7 0.286 4.1 1.4 0.219 3.7 1.3 0.172 3.6 1.3 0.162 13:00 3.9 1.3 0.184 3.7 1.3 0.166 4.4 1.5 0.255 4.4 1.5 0.248 4.0 1.4 0.201 3.8 1.3 0.181 3.7 1.3 0.168 13:15 3.8 1.3 0.169 3.9 1.4 0.197 4.4 1.6 0.262 4.4 1.4 0.231 4.0 1.4 0.195 4.0 1.5 0.211 3.8 1.3 0.178 13:30 3.8 1.4 0.194 3.8 1.3 0.183 4.3 1.5 0.237 4.6 1.6 0.279 3.9 1.4 0.194 3.9 1.3 0.188 3.7 1.3 0.171 13:45 3.7 1.3 0.168 3.7 1.3 0.173 4.4 1.5 0.240 4.5 1.5 0.259 3.8 1.2 0.168 3.8 1.3 0.175 3.7 1.3 0.165 14:00 3.8 1.3 0.172 3.7 1.3 0.167 4.3 1.5 0.243 4.4 1.5 0.243 3.6 1.2 0.157 3.9 1.4 0.188 3.7 1.3 0.173 14:15 3.6 1.2 0.154 3.5 1.2 0.152 4.2 1.5 0.240 4.4 1.5 0.250 3.7 1.2 0.158 3.8 1.3 0.181 3.6 1.3 0.160 14:30 3.5 1.3 0.157 3.6 1.3 0.164 4.1 1.5 0.219 4.4 1.5 0.238 3.8 1.3 0.181 3.9 1.4 0.189 3.6 1.2 0.156 14:45 3.8 1.4 0.192 3.5 1.3 0.155 4.0 1.3 0.194 4.3 1.5 0.236 3.9 1.3 0.180 3.7 1.2 0.161 3.8 1.2 0.163 15:00 3.9 1.4 0.198 3.6 1.3 0.160 4.0 1.5 0.215 4.3 1.4 0.224 4.0 1.4 0.199 3.6 1.3 0.166 3.9 1.3 0.178 15:15 3.9 1.3 0.186 3.7 1.3 0.163 4.2 1.5 0.236 4.5 1.6 0.277 3.9 1.4 0.188 3.5 1.2 0.151 3.8 1.3 0.177 15:30 3.8 1.3 0.177 3.7 1.3 0.168 4.1 1.5 0.221 4.5 1.6 0.272 3.8 1.3 0.176 3.5 1.2 0.146 3.8 1.3 0.174 15:45 3.7 1.3 0.167 3.6 1.2 0.149 4.3 1.4 0.224 4.4 1.5 0.251 3.8 1.4 0.186 3.5 1.3 0.159 3.8 1.2 0.165 16:00 3.8 1.4 0.180 3.6 1.2 0.150 4.4 1.5 0.251 4.4 1.5 0.238 3.7 1.4 0.182 3.5 1.3 0.150 3.8 1.2 0.169 16:15 3.7 1.3 0.170 3.5 1.3 0.152 4.3 1.5 0.235 4.5 1.6 0.264 3.8 1.4 0.185 3.5 1.2 0.147 3.8 1.3 0.184 16:30 3.6 1.2 0.156 3.6 1.3 0.165 4.3 1.5 0.243 4.5 1.6 0.267 3.9 1.4 0.200 3.5 1.4 0.173 3.8 1.3 0.170 16:45 3.9 1.4 0.190 3.8 1.3 0.175 4.2 1.50.221 4.3 1.50.241 4.1 1.50.214 3.8 1.3 0.179 4.0 1.30.187 HB_09\mp1\DFINAL(inches):Dep HB 09\mp1\VFINAL(feet/sec):Vel HB 09\mp1\0FINAL(MGD-Total MG):Flow HB_RG03Vnp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain 17:00 3.8 1.3 0.184 3.7 1.2 0.161 4.1 1.4 0.202 4.3 1.5 0.234 3.9 1.4 0.196 3.9 1.4 0.169 3.9 1.3 0.178 17:15 3.7 1.3 0.173 3.7 1.3 0.170 4.2 1.4 0.216 4.4 1.5 0.241 3.7 1.3 0.175 4.1 1.4 0.207 3.7 1.3 0.166 17:30 3.9 1.3 0.180 3.8 1.3 0.173 4.0 1.4 0.200 4.1 1.4 0.213 3.8 1.4 0.183 4.1 1.5 0.223 3.8 1.3 0.175 17:45 4.1 1.4 0.210 3.7 1.40.181 4.3 1.60.251 4.3 1.60.251 4.1 1.5 0.216 4.2 1.50.233 4.0 1.3 0.193 18:00 4.0 1.5 0.216 3.9 1.3 0.187 4.4 1.6 0.258 4.4 1.5 0.245 4.3 1.5 0.245 4.1 1.5 0.225 4.1 1.4 0.211 18:15 4.2 1.5 0.228 4.0 1.4 0.208 4.3 1.5 0.248 4.3 1.5 0.244 4.3 • 1.5 0.239 4.1 1.4 0.208 4.4 1.4 0.234 18:30 4.5 1.6 0.274 4.2 1.5 0.230 4.5 1.6 0.270 4.3 1.5 0.240 4.5 1.5 0.245 4.1 1.5 0.224 4.5 1.5 0.247 18:45 4.4 1.5 0.237 4.2 1.5 0.232 4.3 1.5 0.240 4.5 1.6 0.263 4.3 1.6 0.250 4.1 1.4 0.211 4.4 1.5 0.242 19:00 4.3 1.5 0.243 4.2 1.4 0.222 4.3 1.6 0.248 4.4 1.5 0.254 4.3 1.5 0.242 4.1 1.4 0.200 4.4 1.5 0.245 19:15 4.3 1.5 0.245 4.4 1.5 0.252 4.4 1.6 0.270 4.6 1.6 0.274 4.5 1.6 0.263 4.3 1.5 0.244 4.5 1.6 0.267 19:30 4.5 1.6 0.252 4.4 1.6 0.254 4.6 1.6 0.263 4.5 1.5 0.265 4.5 1.5 0.259 4.4 1.7 0.270 4.6 1.6 0.275 19:45 4.5 1.5 0.258 4.3 1.5 0.237 4.2 1.4 0.215 4.4 1.5 0.241 0.01 4.5 1.6 0.271 4.4 1.6 0.257 4.4 1.5 0.249 20:00 4.5 1.5 0.249 4.5 1.5 0.252 4.1 1.5 0.219 4.5 1.6 0.260 0.05 4.5 1.7 0.282 4.3 1.6 0.248 4.6 1.6 0.273 20:15 4.5 1.6 0.277 4.4 1.6 0.265 4.3 1.5 0.240 4.4 1.5 0.250 0.01 4.5 1.6 0.268 4.3 1.5 0.245 4.5 1.5 0.260 20:30 4.5 1.6 0.268 4.3 1.5 0.240 4.4 1.6 0.255 4.6 1.5 0.272 0.07 4.5 1.5 0.260 4.4 1.5 0.249 4.5 1.6 0.268 20:45 4.5 1.6 0.270 4.1 1.3 0.200 4.2 1.5 0.225 4.5 1.5 0.263 0.06 4.4 1.5 0.242 4.3 1.5 0.244 4.5 1.5 0.260 21:00 4.5 1.7 0.282 4.1 1.5 0.218 4.1 1.4 0.210 4.6 1.6 0.286 4.2 1.5 0.237 4.2 1.4 0.211 4.3 1.4 0.221 21:15 4.2 1.5 0.232 4.3 1.5 0.229 3.9 1.4 0.190 4.6 1.5 0.242 4.2 1.5 0.232 4.3 1.5 0.237 4.2 1.4 0.215 21:30 4.0 1.5 0.210 4.1 1.4 0.210 3.7 1.3 0.172 4.2 1.5 0.236 4.1 1.4 0.212 4.2 1.5 0.230 4.0 1.3 0.195 21:45 4.1 1.4 0.204 4.0 1.4 0.199 3.8 1.4 0.187 4.0 1.4 0.206 4.3 1.5 0.242 4.1 1.4 0.213 4.0 1.3 0.194 22:00 4.1 1.4 0.214 3.9 1.4 0.192 3.9 1.4 0.189 4.1 1.4 0.212 4.2 1.4 0.215 4.0 1.4 0.201 4.1 1.3 0.200 22:16 3.9 1.3 0.186 4.0 1.4 0.206 3.7 1.4 0.174 3.9 1.4 0.191 4.1 1.5 0.217 3.9 1.4 0.189 4.1 1.3 0.196 22:30 3.9 1.3 0.187 3.7 1.2 0.160 3.5 1.2 0.146 3.8 1.2 0.170 4.0 1.4 0.201 3.8 1.3 0.182 4.0 1.4 0.199 22:45 3.7 1.3 0.172 3.7 1.2 0.157 3.5 1.3 0.153 3.7 1.2 0.160 3.8 1.3 0.174 3.8 1.3 0.174 3.9 1.3 0.189 23:00 3.6 1.4 0.172 3.6 1.3 0.156 3.5 1.2 0.149 3.6 1.2 0.143 3.5 1.2 0.149 3.6 1.2 0.156 3.7 1.2 0.157 23:15 3.7 1.3 0.171 3.4 1.2 0.139 3.5 1.3 0.157 3.4 1.2 0.134 3.5 1.3 0.152 3.5 1.3 0.155 3.7 1.2 0.158 23:30 3.5 1.2 0.141 3.3 1.2 0.134 3.3 1.2 0.132 3.3 1.1 0.122 3.3 1.2 0.130 3.4 1.2 0.138 3.4 1.1 0.129 23:45 3.3 1.1 0.124 3.3 1.2 0.139 3.3 1.1 0.119 3.1 1.1 0.110 3.3 1.2 0.136 3.2 1.1 0.112 3.2 1.0 0.109 Total 0.184 0.00 0.173 0.00 0.192 0.00 0.193 0.20 0.183 0.00 0.177 0.00 0.174 0.00 Average 3.7 1.3 0.184 3.7 1.3 0.173 3.8 1.3 0.192 3.8 1.3 0.193 3.7 1.3 0.183 3.7 1.3 0.177 3.7 1.3 0.174 Min Time 03:55 03:55 03:55 04:20 04:20 04:20 03:30 02:20 03:55 02:30 02:30 02:30 04:15 04:15 04:15 03:10 03:10 03:10 03:05 03:05 03:05 Min Value 2.3 0.8 0.051 2.3 0.8 0.050 2.4 0.8 0.059 2.3 0.8 0.052 2.3 0.7 0.048 2.3 0.8 0.052 2.3 0.8 0.050 Max Time 08:10 08:10 08:10 07:30 07:15 07:35 09:30 11:00 09:30 09:45 10:10 10:10 07:15 07:05 07:10 07:25 08:20 07:20 07:45 07:25 07:25 Max Value 5.1 1.8 0.354 5.2 1.8 0.334 5.0 1.8 0.346 5.0 1.9 0.351 5.1 1.8 0.343 4.9 1.8 0.318 5.0 1.8 0.334 Week Avg 3.7 1.3 0.182 WeekTotal 1.277 0.20 i i ADS Environmental Services HB 091mp11DFINAL(inches):Dep HB_091mp1NFINAL((eeUsec):Vel HB 091rnp11OFINAL(MGD-Total MG):Flow HB RG03\mp11RAIN(inches):Rain NEWLAND ST. HB_09 Pipe Height:10.13 HUNTINGTON BEACH,CA HC 3.9185-3.9185 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3121102 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 3.1 1.0 0.106 3.1 1.0 0.109 3.2 1.1 0.115 3.2 1.1 0.119 3.1 1.1 0.114 3.0 0.9 0.093 3.3 1.1 0.126 00:15 3.1 1.0 0.103 3.2 1.1 0.117 3.2 1.1 0.119 3.3 1.1 0.119 3.1 1.1 0.108 3.0 1.0 0.095 3.1 1.0 0.107 00:30 3.0 1.0 0.101 3.0 1.1 0.110 3.0 1.0 0.101 3.2 1.1 0.116 2.9 0.9 0.083 2.8 0.9 0.084 2.9 1.0 0.093 00:45 3.1 1.1 0.107 2.8 0.9 0.081 3.1 1.0 0.105 3.0 1.1 0.105 2.8 0.9 0.084 2.7 0.9 0.077 2.8 0.9 0.077 01:00 2.9 0.9 0.085 2.7 0.9 0.072 3.0 0.9 0.091 3.0 1.1 0.104 2.8 0.9 0.082 2.6 0.9 0.073 2.8 0.9 0.079 01:15 2.7 0.9 0.078 2.6 0.9 0.068 3.0 1.0 0.094 2.8 1.0 0.089 2.7 0.9 0.074 2.6 0.9 0.070 2.8 1.0 0.090 01:30 2.7 0.9 0.074 2.5 0.9 0.065 2.9 1.0 0.088 2.8 0.9 0.082 2.5 0.9 0.065 2.5 0.9 0.063 2.7 0.9 0.075 01:45 2.6 0.9 0.072 2.5 0.8 0.064 2.7 0.8 0.073 0.05 2.7 0.9 0.077 2.5 0.9 0.064 2.4 0.8 0.057 2.7 0.9 0.075 02:00 2.7 0.8 0.068 2.5 0.8 0.063 2.7 0.8 0.069 0.02 2.7 0.9 0.071 0.01 2.5 0.8 0.062 2.5 0.9 0.064 2.6 0.9 0.071 02:15 2.7 0.9 0.076 2.5 0.8 0.063 2.8 0.9 0.077 2.5 0.9 0.065 2.5 0.8 0.063 2.4 0.8 0.058 2.7 0.9 0.075 02:30 2.6 0.9 0.068 2.5 0.8 0.065 2.8 0.8 0.073 0.01 2.5 0.9 0.065 2.5 0.8 0.064 2.4 0.8 0.057 2.6 0.9 0.069 02:45 2.6 0.9 0.068 2.4 0.8 0.058 2.7 0.9 0.072 2.5 0.8 0.065 2.4 0.8 0.055 2.4 0.8 0.056 2.6 0.9 0.072 03:00 2.7 0.8 0.069 2.3 0.8 0.051 2.7 0.9 0.074 2.5 0.8 0.063 2.3 0.6 0.055 2.3 0.8 0.051 2.6 0.9 0.074 03:15 2.7 0.9 0.071 2.2 0.7 0.046 2.7 0.8 0.069 2.5 0.9 0.066 2.4 0.8 0.058 2.4 0.8 0.057 2.5 0.8 0.064 03:30 2.7 0.8 0.065 2.3 0.8 0.051 2.6 0.9 0.069 2.5 0.9 0.064 2.3 0.8 0.051 2.4 0.8 0.061 2.5 0.9 0.064 03:45 2.7 0.9 0.072 2.3 0.8 0.054 2.5 0.9 0.065 0.01 2.4 0.8 0.058 2.3 0.8 0.053 2.5 0.8 0.063 2.5 0.8 0.063 04:00 2.6 0.9 0.073 2.4 0.8 0.058 2.5 0.9 0.065 2.4 0.8 0.057 2.3 0.8 0.054 2.5 0.8 0.061 2.7 0.9 0.074 04:15 2.6 0.9 0.072 2.5 0.8 0.062 2.6 0.8 0.067 2.4 0.8 0.058 2.5 0.8 0.064 2.4 0.8 0.055 2.7 0.9 0.073 04:30 2.5 0.9 0.066 2.5 0.8 0.064 2.5 0.8 0.064 2.4 0.8 0.058 2.5 0.8 0.063 2.4 0.8 0.057 2.7 0.9 0.075 04:45 2.5 0.9 0.066 2.5 0.9 0.065 2.7 0.9 0.072 2.4 0.8 0.055 2.5 0.8 0.064 2.5 0.8 0.063 2.7 0.9 0.075 05:00 2.6 0.8 0.066 2.8 1.0 0.085 2.6 0.9 0.074 2.3 0.8 0.054 2.5 0.8 0.064 2.5 0.9 0.067 2.7 0.9 0.073 05:15 2.8 0.9 0.080 3.0 1.1 0.107 2.8 0.9 0.083 2.5 0.8 0.062 2.8 0.9 0.086 2.7 0.9 0.074 2.9 0.9 0.085 05:30 2.9 0.9 0.089 3.1 1.1 0.106 2.9 0.9 0.081 2.5 0.8 0.063 3.1 1.0 0.108 3.1 1.0 0.102 3.1 1.0 0.099 05:45 3.3 1.1 0.122 3.2 1.2 0.124 2.8 0.8 0.073 2.5 0.8 0.064 3.3 1.2 0.133 3.3 1.2 0.133 3.3 1.2 0.131 06:00 3.9 1.3 0.187 3.5 1.2 0.147 2.9 1.0 0.090 2.7 0.9 0.074 3.8 1.3 0.175 3.6 1.3 0.166 3.5 1.3 0.154 06:15 4.2 1.4 0.220 3.9 1.3 0.175 2.9 1.0 0.096 2.8 1.0 0.089 3.9 1.4 0.192 4.1 1.4 0.206 4.1 1.4 0.212 06:30 4.4 1.4 0.235 4.3 1.5 0.237 3.2 1.1 0.119 2.9 0.9 0.086 4.3 1.5 0.231 4.2 1.5 0.235 4.3 1.5 0.245 06:45 4.6 1.6 0.277 4.4 1.5 0.246 3.4 1.2 0.142 3.3 1.2 0.132 4.4 1.5 0.253 4.5 1.7 0.283 4.3 1.5 0.235 07:00 4.8 1.6 0.290 4.8 1.6 0.290 3.6 1.3 0.158 3.3 1.1 0.127 4.6 1.6 0.279 4.8 1.7 0.311 4.8 1.7 0.314 07:15 4.8 1.6 0.301 4.7 1.6 0.285 4.0 1.3 0.190 3.7 1.3 0.169 4.8 1.6 0.293 4.9 1.6 0.300 4.7 1.5 0.272 07:30 4.7 1.6 0.283 4.8 1.6 0.297 4.3 1.5 0.234 4.0 1.3 0.188 4.7 1.5 0.277 5.0 1.7 0.323 4.7 1.7 0.297 07:45 4.7 1.5 0.275 4.9 1.6 0.299 4.4 1.5 0.255 4.3 1.5 0.232 4.8 1.6 0.297 4.9 1.7 0.319 4.8 1.7 0.312 HB_09Mp1\DFINAL(inches):Dep HB 091mp1\VFINAL(feeVsec):Vel HB_09Unpl\QFINAL(MGD-Total MG):Flow HB RG03\mplWAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain 08:00 4.7 1.7 0.303 5.0 1.7 0.329 4.8 1.6 0.302 4.5 1.5 0.256 4.9 1.5 0.282 5.0 1.6 0.308 4.8 1.6 0.296 08:15 4.7 1.6 0.274 4.6 1.6 0.299 4.7 1.5 0.271 4.7 1.6 0.288 4.6 1.5 0.265 5.0 1.7 0.328 4.6 1.5 0.263 08:30 4.7 1.6 0.280 4.7 1.6 0.279 4.6 1.5 0.267 4.7 1.6 0.283 4.6 1.6 0.278 5.0 1.7 0.333 4.5 1.6 0.254 08:45 4.6 1.5 0.265 4.6 1.5 0.264 4.7 1.6 0.286 4.7 1.6 0.291 4.6 1.5 0.252 4.7 1.6 0.287 4.7 1.6 0.293 09:00 4.6 1.5 0.257 4.6 1.5 0.268 4.7 1.5 0.272 4.9 1.6 0.299 4.5 1.5 0.248 4.7 1.6 0.295 4.7 1.6 0.293 09:15 4.5 1.5 0.247 4.5 1.5 0.251 4.9 1.5 0.289 5.0 1.7 0.333 4.5 1.6 0.266 4.5 1.6 0.269 4.4 1.5 0.240 09:30 4.4 1.5 0.252 4.4 1.5 0.246 4.8 1.6 0.298 5.0 1.6 0.304 4.6 1.5 0.264 4.5 1.5 0.242 4.3 1.5 0.237 09:45 4.3 1.4 0.230 4.5 1.4 0.241 4.9 1.7 0.313 4.8 1.6 0.292 4.4 1.5 0.246 4.5 1.6 0.281 4.1 1.4 0.205 10:00 4.2 1.3 0.208 4.5 1.4 0.240 5.0 1.6 0.314 4.7 1.6 0.277 4.3 1.4 0.228 4.4 1.6 0.254 4.4 1.4 0.234 10:15 4.3 1.4 0.220 4.4 1.4 0.221 4.9 1.7 0.315 4.8 1.6 0.301 4.4 1.4 0.229 4.2 1.4 0.223 4.2 1.4 0.218 10:30 4.1 1.3 0.201 4.2 1.4 0.220 4.7 1.5 0.275 4.9 1.6 0.303 4.4 1.5 0.238 4.3 1.5 0.243 4.2 1.5 0.229 10:45 4.2 1.5 0.241 4.2 1.4 0.222 4.8 1.7 0.308 4.8 1.6 0.292 4.3 1.4 0.216 4.2 1.4 0.215 4.2 1.5 0.242 11:00 4.4 1.4 0.234 4.1 1.4 0.205 4.8 1.6 0.288 4.8 1.7 0.314 4.4 1.5 0.243 4.1 1.4 0.211 4.3 1.5 0.235 11:15 4.3 1.6 0.243 4.2 1.3 0.207 4.6 1.6 0.274 4.8 1.6 0.298 4.1 1.5 0.221 4.1 1.4 0.205 4.2 1.5 0.227 11:30 4.2 1.4 0.214 4.7 1.6 0.278 4.9 1.7 0.316 4.0 1.3 0.187 4.1 1.3 0.198 4.1 1.3 0.197 11:45 4.1 1.4 0.206 4.8 1.6 0.289 4.8 1.6 0.290 4.1 1.4 0.204 4.1 1.4 0.205 4.2 1.5 0.225 12:00 3.9 1.3 0.181 4.7 1.5 0.273 4.6 1.6 0.273 4.0 1.4 0.208 4.0 1.4 0.205 3.9 1.3 0.186 12:15 3.8 1.3 0.179 4.4 1.5 0.243 4.6 1.5 0.269 4.1 1.4 0.212 4.1 1.4 0.213 4.2 1.4 0.223 12:30 4.0 1.3 0.191 4.4 1.6 0.254 4.7 1.5 0.272 4.0 1.5 0.209 4.0 1.3 0.189 4.0 1.4 0.205 12:45 3.9 1.3 0.188 4.4 1.6 0.255 4.5 1.6 0.277 3.8 1.3 0.179 3.7 1.2 0.165 3.9 1.3 0.175 13:00 3.9 1.3 0.188 4.4 1.4 0.226 4.5 1.5 0.247 3.8 1.3 0.176 3.6 1.3 0.164 3.9 1.3 0.182 13:15 4.0 1.4 0.202 4.7 1.5 0.269 4.6 1.5 0.263 3.9 1.3 0.189 3.7 1.3 0.171 4.0 1.3 0.188 13:30 3.9 1.3 0.182 4.5 1.5 0.264 4.5 1.4 0.235 3.9 1.3 0.178 3.8 1.2 0.165 3.8 1.3 0.175 13:45 3.9 1.3 0.185 4.5 1.4 0.240 4.4 1.5 0.242 3.7 1.3 0.169 3.7 1.3 0.173 3.8 1.3 0.172 14:00 4.0 1.3 0.192 4.2 1.4 0.213 4.3 1.4 0.220 4.0 1.4 0.199 3.7 1.3 0.166 3.7 1.2 0.153 14:15 4.1 1.30.200 4.2 1.40.212 4.2 1.40.210 4.1 1.5 0.221 3.8 1.3 0.175 3.7 1.20.157 14:30 4.0 1.3 0.191 4.2 1.5 0.236 4.4 1.4 0.227 4.1 1.3 0.200 3.8 1.4 0.183 3.9 1.3 0.184 14:45 3.7 1.3 0.172 4.4 1.4 0.230 4.3 1.5 0.237 3.8 1.3 0.182 3.5 1.2 0.153 3.8 1.3 0.177 15:00 3.9 1.3 0.173 4.4 1.4 0.234 4.4 1.5 0.237 3.8 1.3 0.175 3.5 1.2 0.139 3.8 1.3 0.177 15:15 3.6 1.3 0.157 3.7 1.3 0.168 4.1 1.4 0.208 4.4 1.5 0.236 4.0 1.4 0.208 3.7 1.3 0.165 3.7 1.3 0.163 15:30 3.5 1.2 0.146 3.8 1.3 0.178 4.0 1.3 0.190 4.4 1.5 0.240 4.1 1.4 0.205 3.8 1.3 0.174 3.6 1.2 0.148 15:45 3.7 1.2 0.154 3.9 1.4 0.194 4.2 1.4 0.213 4.2 1.4 0.223 3.8 1.3 0.170 3.6 1.2 0.156 3.6 1.2 0.151 16:00 3.8 1.3 0.172 3.8 1.3 0.180 4.3 1.5 0.230 4.1 1.5 0.232 3.7 1.3 0.169 3.7 1.2 0.161 3.7 1.3 0.164 16:15 3.9 1.3 0.187 3.7 1.3 0.173 4.2 1.4 0.219 4.3 1.5 0.239 3.8 1.3 0.178 3.7 1.2 0.160 3.6 1.2 0.153 16:30 4.1 1.3 0.193 3.8 1.4 0.184 4.3 1.5 0.236 4.2 1.5 0.234 3.8 1.3 0.177 3.8 1.3 0.169 3.7 1.2 0.161 16:45 3.9 1.3 0.181 3.9 1.3 0.180 4.3 1.5 0.236 4.2 1.5 0.233 4.0 1.3 0.194 3.7 1.3 0.166 3.7 1.2 0.154 HB_091mp11DFINAL(inches):Dep HB 09UnplWFINAL(teet/sec):Vel HB_091mp11QFINAL(MGD-Total MG):Flow HB_RG03Unp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26102 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vei Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 17:00 3.9 1.3 0.185 3.8 1.2 0.167 4.1 1.4 0.210 4.5 1.5 0.255 3.9 1.3 0.188 3.7 1.2 0.163 3.6 1.2 0.150 17:15 4.0 1.4 0.200 3.7 1.3 0.164 4.1 1.3 0.194 4.4 1.5 0.253 3.8 1.3 0.182 3.8 1.3 0.169 3.8 1.3 0.173 17:30 4.1 1.40.207 3.7 1.3 0.170 4.2 1.40.212 4.2 1.50.225 4.1 1.4 0.217 4.1 1.4 0.211 4.2 1.40.219 17:45 4.1 1.4 0.210 3.9 1.3 0.179 4.3 1.4 0.228 4.3 1.5 0.235 4.2 1.4 0.212 4.4 1.5 0.251 4.4 1.4 0.233 18:00 4.1 1.5 0.216 3.8 1.4 0.189 4.4 1.5 0.244 4.3 1.4 0.226 4.1 1.4 0.217 4.6 1.7 0.290 4.4 1.5 0.242 18:15 4.4 1.5 0.247 3.9 1.3 0.177 4.4 1.5 0.241 4.3 1.5 0.241 4.3 .1.5 0.234 4.5 1.6 0.268 4.3 1.5 0.241 18:30 4.2 1.5 0.231 4.0 1.3 0.189 4.4 1.5 0.251 4.3 1.5 0.232 4.3 1.4 0.232 4.5 1.6 0.268 4.4 1.5 0.245 18:45 4.3 1.5 0.234 4.1 1.4 0.200 4.3 1.5 0.242 4.2 1.4 0.216 4.4 1.5 0.237 4.4 1.5 0.241 4.4 1.5 0.244 19:00 4.4 1.5 0.251 4.2 1.5 0.232 4.4 1.5 0.239 4.4 1.5 0.240 4.4 1.5 0.254 4.4 1.5 0.245 4.6 1.5 0.264 19:15 4.5 1.6 0.269 4.2 1.4 0.210 4.4 1.5 0.237 4.5 1.6 0.271 4.4 1.5 0.255 4.3 1.5 0.229 4.7 1.6 0.281 19:30 4.5 1.6 0.268 4.2 1.4 0.222 4.3 1.4 0.232 4.4 1.5 0.251 4.4 1.6 0.242 4.4 1.5 0.251 4.6 1.5 0.251 19:45 4.4 1.5 0.254 4.2 1.4 0.220 4.3 1.5 0.233 4.5 1.5 0.261 4.5 1.6 0.269 4.4 1.5 0.248 4.6 1.4 0.245 20:00 4.4 1.4 0.236 4.2 1.5 0.234 4.2 1.4 0.217 4.4 1.6 0.259 4.5 1.6 0.267 4.6 1.6 0.270 4.5 1.5 0.247 20:15 4.5 1.5 0.249 4.2 1.4 0.217 4.1 1.4 0.208 4.4 1.5 0.249 4.5 1.6 0.273 4.5 1.6 0.267 4.6 1.6 0.279 20:30 4.4 1.5 0.250 4.2 1.4 0.220 4.2 1.5 0.226 4.5 1.6 0.266 4.5 1.5 0.262 4.4 1.5 0.253 4.7 1.5 0.277 20:45 4.3 1.4 0.216 4.1 1.5 0.220 4.1 1.4 0.210 4.6 1.5 0.262 4.5 1.5 0.250 4.5 1.5 0.257 4.6 1.5 0.262 21:00 4.4 1.5 0.241 4.1 1.4 0.210 4.0 1.4 0.202 4.2 1.4 0.218 4.3 1.4 0.229 4.5 1.5 0.246 4.3 1.4 0.227 21:15 4.2 1.4 0.216 4.0 1.4 0.202 4.1 1.4 0.208 4.0 1.4 0.201 4.3 1.4 0.228 4.3 1.3 0.211 4.3 1.4 0.228 21:30 4.1 1.3 0.202 4.0 1.4 0.200 4.0 1.3 0.188 3.9 1.3 0.185 4.3 1.5 0.240 4.2 1.4 0.211 4.2 1.5 0.229 21:45 4.1 1.3 0.192 4.1 1.4 0.215 3.9 1.3 0.188 3.8 1.3 0.180 4.4 1.5 0.241 4.2 1.5 0.226 4.1 1.4 0.202 22:00 3.9 1.3 0.186 3.9 1.3 0.182 3.8 1.2 0.168 3.9 1.3 0.184 4.2 1.5 0.230 4.2 1.4 0.221 4.1 1.4 0.211 22:15 4.0 1.3 0.189 3.9 1.3 0.188 3.7 1.2 0.158 3.9 1.4 0.196 4.0 1.3 0.191 4.2 1.5 0.236 4.0 1.5 0.213 22:30 3.9 1.3 0.187 4.0 1.2 0.174 3.7 1.2 0.158 4.0 1.5 0.211 3.9 1.4 0.192 4.0 1.4 0.200 3.7 1.4 0.181 22:45 3.9 1.3 0.180 3.9 1.3 0.178 3.8 1.2 0.167 3.9 1.4 0.194 3.8 1.3 0.173 3.7 1.2 0.161 3.8 1.4 0.182 23:00 3.8 1.3 0.170 3.8 1.3 0.173 3.7 1.2 0.160 3.8 1.3 0.170 3.7 1.2 0.158 3.6 1.2 0.157 3.7 1.3 0.171 23:15 3.5 1.20.143 3.6 1.2 0.148 3.7 1.20.153 3.7 1.30.164 3.5 1.20.141 3.5 1.20.150 3.6 1.20.154 23:30 3.5 1.1 0.136 3.5 1.2 0.147 3.6 1.2 0.152 3.5 1.2 0.138 3.4 1.1 0.130 3.4 1.1 0.133 3.5 1.2 0.148 23:45 3.3 1.1 0.122 3.5 1.2 0.148 3.4 1.1 0.133 3.2 1.1 0.123 3.1 1.0 0.105 3.3 1.1 0.128 3.4 1.1 0.130 Total 0.148 0.00 0.175 0.00 0.190 0.09 0.194 0.01 0.182 0.00 0.182 0.00 0.182 0.00 Average 3.8 1.3 0.179 3.7 1.3 0.175 3.9 1.3 0.190 3.9 1.3 0.194 3.8 1.3 0.182 3.8 1.3 0.182 3.8 1.3 0.182 Min Time 02:45 03:35 02:45 03:25 03:25 03:25 03:50 04:50 04:30 05:00 05:00 05:00 03:40 03:40 03:40 03:05 03:05 03:05 03:50 05:05 03:60 Min Value 2.5 0.8 0.064 2.2 0.7 0.044 2.5 0.8 0.061 2.3 0.8 0.053 2.3 0.8 0.051 2.3 0.8 0.050 2.5 0.8 0.063 Max Time 07:55 08:00 08:00 08:00 08:05 08:05 10:00 08:05 08:05 09:30 11:00 11:00 08:05 07:20 07:20 08:15 07:50 07:35 08:00 07:05 07:50 Max Value 4.8 1.7 0.309 5.1 1.7 0.340 5.1 1.8 0.334 5.1 1.8 0.345 5.0 1.7 0.319 5.1 1.8 0.350 4.8 1.7 0.319 Week Avg 3.8 1.3 0.183 WeekTotal 1.252 0.10 ADS Environmental Services HB_091mp11DFINAL(inches):Dep HB 09Xrnp11VFINAL(teet/sec):Vel HB 091mp11QFINAL(MGD-Total MG):Flow HB_RG031mp1\RAIN(inches):Rain. NEWLAND ST. HB_09 Pipe Height:10.13 HUNTINGTON BEACH,CA HC 3.9185-3.9185 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 3.2 1.1 0.121 3.2 1.1 0.111 3.3 1.1 0.128 3.6 1.2 0.147 3.1 1.1 0.112 3.0 1.0 0.099 3.1 1.0 0.100 00:16 3.1 1.0 0.104 2.9 0.9 0.088 3.2 1.1 0.113 3.3 1.1 0.125 3.0 1.0 0.093 3.1 1.0 0.100 3.0 1.1 0.106 00:30 2.9 1.0 0.091 2.9 1.0 0.091 3.0 1.0 0.095 3.2 1.2 0.125 2.9 0.9 0.086 3.0 1.0 0.099 3.0 0.9 0.091 00:45 2.8 0.9 0.084 2.8 1.0 0.087 2.9 0.9 0.088 3.1 1.0 0.107 2.9 1.0 0.093 2.9 0.9 0.086 2.8 0.9 0.076 01:00 2.7 0.8 0.069 2.7 1.0 0.081 2.9 1.1 0.102 3.1 1.1 0.116 2.8 0.9 0.077 2.8 0.9 0.085 2.7 0.8 0.070 01:15 2.7 0.9 0.071 2.7 0.9 0.074 2.9 0.9 0.084 3.0 1.1 0.106 2.8 0.9 0.078 2.7 0.9 0.075 2.7 0.9 0.076 01:30 2.6 0.9 0.069 2.6 0.9 0.075 2.8 1.0 0.085 2.8 0.9 0.078 2.7 0.9 0.077 2.5 0.9 0.069 2.7 0.9 0.074 01:45 2.6 0.9 0.071 2.5 0.9 0.063 2.6 0.9 0.073 2.7 0.8 0.067 2.6 0.9 0.072 2.6 0.9 0.073 2.6 0.9 0.087 02:00 2.5 0.9 0.067 2.3 0.8 0.052 2.6 0.9 0.067 2.8 0.9 0.082 2.5 0.9 0.066 2.5 0.9 0.066 2.5 0.9 0.064 02:15 2.5 0.8 0.064 2.3 0.8 0.052 2.5 0.8 0.062 2.7 0.9 0.080 2.5 0.8 0.064 2.5 0.8 0.061 2.5 0.8 0.062 02:30 2.5 0.8 0.064 2.3 0.8 0.052 2.5 0.8 0.063 2.7 0.9 0.075 2.5 0.8 0.063 2.4 0.9 0.063 2.6 0.9 0.071 02:45 2.5 0.9 0.064 2.2 0.7 0.048 2.9 1.0 0.089 2.7 0.9 0.071 2.5 0.8 0.062 2.3 0.8 0.052 2.4 0.8 0.060 03:00 2.5 0.8 0.063 2.2 0.7 0.046 2.7 1.0 0.083 2.6 0.9 0.072 2.5 0.9 0.065 2.3 0.8 0.052 2.3 0.8 0.053 03:15 2.4 0.8 0.059 2.3 0.8 0.052 2.5 0.9 0.066 2.6 0.9 0.071 2.5 0.9 0.065 2.3 0.8 0.052 2.3 0.8 0.055 03:30 2.4 0.8 0.056 2.3 0.7 0.049 2.5 0.8 0.064 2.7 0.9 0.074 2.6 0.9 0.069 2.3 0.8 0.052 2.5 0.8 0.063 03:45 2.3 0.8 0.054 2.2 0.7 0.046 2.5 0.8 0.064 2.6 0.9 0.070 2.4 0.8 0.059 2.3 0.8 0.052 2.5 0.8 0.064 04:00 2.3 0.8 0.053 2.3 0.8 0.050 2.6 0.9 0.069 2.5 0.8 0.062 2.5 0.8 0.063 2.3 0.8 0.052 2.5 0.8 0.063 04:15 2.4 0.8 0.057 2.4 0.8 0.056 2.5 0.9 0.067 2.4 0.8 0.056 2.5 0.8 0.063 2.3 0.8 0.053 2.4 0.8 0.060 04:30 2.4 0.8 0.058 2.6 0.9 0.073 2.5 0.8 0.064 2.3 0.8 0.053 2.6 0.8 0.068 2.3 0.8 0.052 2.4 0.8 0.058 04:45 2.5 0.9 0.067 2.7 0.9 0.073 2.3 0.8 0.054 2.4 0.8 0.061 2.8 0.9 0.080 2.4 0.8 0.058 2.4 0.8 0.057 05:00 2.7 0.8 0.072 2.7 0.9 0.073 2.3 0.8 0.052 2.5 0.8 0.060 2.5 0.9 0.066 2.7 0.9 0.073 2.5 0.9 0.067 05:15 2.7 0.9 0.071 2.9 1.0 0.091 2.3 0.8 0.051 2.5 0.8 0.063 2.6 0.9 0.068 2.7 0.9 0.080 2.7 1.0 0.079 05:30 2.9 0.9 0.086 3.2 1.1 0.121 2.4 0.8 0.060 2.8 0.9 0.075 2.8 0.9 0.082 2.9 0.9 0.088 2.9 0.9 0.085 05:45 3.2 1.1 0.116 3.4 1.2 0.137 2.6 0.9 0.073 2.8 1.0 0.091 3.1 1.2 0.117 3.2 1.1 0.122 3.2 1 A 0.120 06:00 3.6 1.2 0.153 3.4 1.2 0.139 2.8 0.9 0.075 2.8 0.9 0.075 3.3 1.2 0.133 3.5 1.3 0.158 3.5 1.3 0.155 06:15 4.0 1.5 0.215 3.5 1.2 0.152 2.9 0.9 0.082 2.7 0.9 0.080 3.6 1.2 0.154 3.7 1.3 0.168 3.7 1.3 0.171 06:30 4.3 1.5 0.245 3.9 1.4 0.197 3.1 1.0 0.103 3.1 1.1 0.113 3.9 1.4 0.189 3.8 1.3 0.182 3.9 1.3 0.181 06:45 4.4 1.6 0.259 4.3 1.5 0.238 3.3 1.2 0.135 3.1 1.1 0.114 4.0 1.4 0.208 4.1 1.4 0.209 4.1 1.4 0.206 07:00 4.6 1.6 0.278 4.5 1.6 0.270 3.5 1.2 0.137 3.3 1.3 0.143 4.2 1.5 0.226 4.3 1.5 0.228 4.2 1.4 0.223 07:15 4.6 1.6 0.270 4.8 1.7 0.305 3.7 1.2 0.163 3.5 1.3 0.153 4.1 1.4 0.204 4.3 1.5 0.245 4.4 1.5 0.246 07:30 4.8 1.6 0.301 4.9 1.7 0.326 4.0 1.3 0.190 3.7 1.3 0.168 4.2 1.5 0.223 4.3 1.5 0.238 4.5 1.4 0.242 07:45 4.9 1.6 0.306 4.7 1.6 0.284 4.1 1.4 0.204 4.1 1.4 0.211 4.2 1.4 0.224 4.4 1.5 0.238 4.5 1.6 0.264 HB 091mp11DFINAL(inches):Dep HB_091mpllVFINAL(feeVsec):Vel HB 09Unp1\QFINAL(MGD-Total MG):Flow HB RG03UnpikRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 4.8 1.7 0.301 4.7 1.5 0.278 4.4 1.6 0.259 4.3 1.5 0.248 4.3 1.5 0.236 4.6 1.5 0.263 4.5 1.6 0.268 08:15 4.7 1.6 0.290 4.5 1.6 0.264 4.7 1.6 0.293 4.3 1.5 0.236 4.5 1.5 0.256 4.4 1.6 0.258 4.5 1.5 0.250 08:30 4.6 1.5 0.268 4.5 1.5 0.260 4.8 1.6 0.288 4.5 1.5 0.254 4.7 1.6 0.278 4.3 1.5 0.240 4.7 1.7 0.299 08:45 4.4 1.5 0.250 4.5 1.5 0.265 4.7 1.6 0.282 4.9 1.7 0.325 4.7 1.7 0.296 4.6 1.6 0.269 4.7 1.6 0.284 09:00 4.3 1.5 0.241 4.7 1.5 0.271 4.8 1.6 0.294 4.9 1.7 0.320 4.5 1.6 0.274 4.6 1.5 0.260 4.5 1.5 0.258 0915 4.4 1.5 0.237 4.7 1.6 0.278 5.0 1.6 0.313 4.9 1.6 0.304 4.4 1.5 0.246 4.4 1.6 0.263 4.5 1.6 0.271 09:30 4.3 1.5 0.233 4.5 1.5 0.259 5.0 1.7 0.341 4.8 1.7 0.306 4.4 1.6 0.255 4.4 1.5 0.247 4.5 1.5 0.262 09:45 4.3 1.5 0.236 4.3 1.5 0.236 5.2 1.8 0.361 4.7 1.6 0.278 4.3 1.5 0.234 4.3 1.4 0.227 4.3 1.6 0.255 10:00 4.3 1.6 0.245 4.3 1.4 0.222 5.2 1.7 0.344 4.7 1.5 0.269 4.4 1.6 0.258 4.3 1.4 0.219 4.4 1.5 0.248 10:15 4.2 1.5 0.231 4.4 1.5 0.254 5.2 1.7 0.356 4.8 1.7 0.305 4.5 1.6 0.272 4.3 1.4 0.221 4.5 1.5 0.261 10:30 4.2 1.4 0.219 4.5 1.4 0.236 5.1 1.7 0.339 4.8 1.6 0.296 4.4 1.5 0.247 4.3 1.5 0.244 4.3 1.4 0.226 10:45 4.2 1.5 0.224 4.4 1.5 0.247 5.1 1.6 0.324 .4.8 1.6 0.288 4.5 1.5 0.259 4.3 1.5 0.232 4.3 1.5 0.231 11:00 4.2 1.5 0.232 4.4 1.5 0.240 5.1 1.7 0.330 4.7 1.6 0.292 4.3 1.5 0.239 4.2 1.4 0.222 4.3 1.4 0.215 11:15 4.1 1.4 0.217 4.5 1.5 0.254 4.8 1.6 0.292 4.7 1.6 0.282 4.2 1.4 0.219 4.2 1.4 0.221 4.1 1.4 0.202 11:30 4.1 1.4 0.209 4.4 1.5 0.243 5.0 1.6 0.312 4.6 1.6 0.271 4.4 1.5 0.242 4.3 1.5 0.234 4.2 1.4 0.209 11:45 4.1 1.4 0.206 4.2 1.4 0.211 4.9 1.6 0.299 4.7 1.5 0.275 4.5 1.5 0.247 4.2 1.4 0.211 4.2 1.4 0.214 12:00 4.2 1.4 0.208 4.2 1.4 0.220 4.8 1.5 0.278 4.8 1.5 0.275 4.5 1.5 0.243 4.0 1.3 0.197 4.3 1.4 0.229 12:15 4.0 1.3 0.186 4.2 1.4 0.217 4.8 1.6 0.297 4.7 1.6 0.287 4.5 1.5 0.259 4.2 1.4 0.209 4.2 1.4 0.216 12:30 4.2 1.4 0.222 4.1 1.5 0.224 4.9 1.6 0.300 4.6 1.6 0.289 4.5 1.5 0.248 4.1 1.4 0.206 4.2 1.4 0.211 12:45 4.0 1.4 0.204 4.0 1.4 0.198 5.0 1.6 0.309 4.5 1.6 0.269 4.2 1.5 0.226 4.0 1.3 0.195 4.3 1.4 0.219 13:00 4.1 1.4 0.211 3.9 1.3 0.181 5.0 1.6 0.317 4.5 1.5 0.253 4.2 1.4 0.221 4.1 1.3 0.195 4.3 1.3 0.207 13:15 4.0 1.4 0.201 3.9 1.3 0.186 4.8 1.6 0.288 4.4 1.6 0.260 4.1 1.4 0.206 4.0 1.4 0.197 4.0 1.3 0.188 13:30 3.8 1.3 0.175 3.9 1.3 0.190 4.8 1.7 0.303 4.4 1.5 0.250 4.1 1.4 0.208 3.8 1.3 0.180 3.9 1.3 0.174 13:45 3.8 1.3 0.177 4.0 1.4 0.197 4.7 1.6 0.290 4.3 1.5 0.233 4.0 1.3 0.192 4.0 1.4 0.195 4.0 1.4 0.201 14:00 3.8 1.3 0.179 4.0 1.4 0.208 4.8 1.7 0.307 4.3 1.5 0.232 4.0 1.3 0.191 3.9 1.3 0.179 4.0 1.4 0.193 14:15 3.7 1.2 0.161 3.8 1.4 0.186 4.7 1.6 0.276 4.4 1.4 0.227 4.2 1.4 0.208 3.9 1.4 0.189 4.0 1.3 0.194 14:30 3.7 1.3 0.164 3.7 1.3 0.167 4.6 1.5 0.266 4.5 1.6 0.276 4.0 1.4 0.196 3.9 1.3 0.187 4.1 1.4 0.214 14:45 3.7 1.3 0.171 3.8 1.3 0.181 4.4 1.5 0.245 4.4 1.6 0.251 3.8 1.3 0.172 3.8 1.2 0.168 4.3 1.4 0.225 15:00 3.9 1.4 0.187 3.7 1.3 0.169 4.4 1.5 0.246 4.1 1.4 0.207 3.9 1.3 0.179 3.7 1.4 0.178 4.2 1.3 0.207 15:15 3.7 1.3 0.171 3.8 1.3 0.169 4.4 1.5 0.249 4.2 1.4 0.221 3.9 1.3 0.183 3.7 1.3 0.163 4.1 1.4 0.205 15:30 3.7 1.3 0.170 3.9 1.3 0.183 4.4 1.5 0.249 4.0 1.4 0.201 3.9 1.3 0.178 3.7 1.2 0.154 3.9 1.3 0.185 15:45 3.8 1.30.177 3.9 1.3 0.186 4.4 1.5 0.246 4.1 1.5 0.217 4.0 1.30.191 3.7 1.30.168 3.8 1.30.176 16:00 3.6 1.2 0.154 4.0 1.3 0.191 4.4 1.4 0.232 4.1 1.4 0.205 4.1 1.4 0.207 3.7 1.2 0.150 3.9 1.4 0.192 16:15 3.6 1.30.162 3.9 1.3 0.181 4.4 1.5 0.243 4.1 1.50.218 3.9 1.30.188 3.6 1.20.159 4.0 1.30.188 16:30 3.6 1.3 0.161 3.9 1.4 0.194 4.4 1.5 0.251 4.2 1.4 0.221 3.8 1.3 0.173 3.9 1.3 0.185 3.9 1.3 0.183 16:45 3.7 1.3 0.167 4.0 1.3 0.189 4.3 1.5 0.239 4.0 1.4 0.206 3.8 1.2 0.167 4.0 1.3 0.195 3.9 1.3 0.183 HB 091mplU)FINAL(inches):Dep HB_09MplWFINAL(teet/sec):Vel HB_091mp1\QFINAL(MGD-Total MG):Flow HB_RG03Mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28102 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.7 1.3 0.175 3.9 1.3 0.182 4.3 1.5 0.234 4.0 1.4 0.209 3.8 1.3 0.180 4.1 1.4 0.205 3.9 1.3 0.176 17:15 3.7 1.3 0.175 4.0 1.4 0.201 4.3 1.5 0.232 4.1 1.4 0.207 3.9 1.3 0.177 4.1 1.4 0.205 3.9 1.3 0.180 17:30 4.0 1.4 0.206 4.1 1.3 0.197 4.4 1.5 0.249 4.0 1.4 0.195 3.9 1.4 0.187 4.2 1.5 0.230 3.9 1.3 0.179 17:45 4.0 1.3 0.194 4.2 1.5 0.227 4.3 1.5 0.245 4.0 1.4 0.201 4.0 1.4 0.211 4.2 1.4 0.223 4.1 1.4 0.212 18:00 3.9 1.4 0.189 4.4 1.4 0.228 4.3 1.4 0.225 3.9 1.4 0.194 4.1 1.4 0.207 4.3 1.5 0.239 4.4 1.5 0.254 18:15 4.0 1.4 0.204 4.4 1.5 0.241 4.4 1.6 0.260 4.1 1.4 0.208 4.2 1.4 0.220 4.2 1.4 0.216 4.2 1.4 0.221 18:30 4.2 1.5 0.225 4.4 1.6 0.260 4.7 1.6 0.285 4.1 1.4 0.205 4.3 1.5 0.239 4.3 1.4 0.230 4.2 1.4 0.215 18:45 4.3 1.4 0.226 4.4 1.6 0.270 4.7 1.6 0.291 4.2 1.4 0.217 4.3 1.6 0.247 4.3 1.5 0.234 4.2 1.5 0.229 19:00 4.3 1.5 0.240 4.4 1.5 0.242 4.5 1.5 0.250 4.3 1.5 0.236 4.4 1.4 0.237 4.4 1.5 0.243 4.3 1.4 0.221 19:15 4.4 1.6 0.262 4.3 1.5 0.237 4.5 1.6 0.267 4.3 1.4 0.226 4.6 1.6 0.274 4.4 1.5 0.244 4.3 1.5 0.245 19:30 4.3 1.5 0.234 4.3 1.4 0.232 4.4 1.6 0.260 4.2 1.5 0.232 4.6 1.6 0.272 4.5 1.5 0.258 4.4 1.6 0.255 19:45 4.2 1.4 0.216 4.3 1.5 0.235 4.2 1.4 0.225 4.2 1.5 0.226 4.6 1.6 0.278 4.8 1.7 0.320 4.4 1.6 0.256 20:00 4.2 1.4 0.217 4.3 1.5 0.228 4.2 1.5 0.231 4.2 1.4 0.225 4.6 1.6 0.281 4.9 1.6 0.311 4.2 1.5 0.228 20:15 4.3 1.5 0.240 4.1 1.3 0.195 4.2 1.5 0.230 4.3 1.4 0.226 4.6 1.5 0.259 4.5 1.5 0.263 4.2 1.4 0.217 20:30 4.5 1.5 0.254 4.3 1.4 0.213 4.0 1.4 0.201 4.2 1.4 0.220 4.2 1.4 0.218 4.4 1.5 0.246 4.2 1.5 0.229 20:45 4.3 1.5 0.246 4.3 1.4 0.225 4.4 1.5 0.245 4.2 1.4 0.216 4.2 1.4 0.221 4.3 1.5 0.247 4.3 1.5 0.247 21:00 4.2 1.6 0.239 4.2 1.4 0.222 4.4 1.6 0.258 4.1 1.3 0.202 4.4 1.4 0.231 4.3 1.5 0.232 4.3 1.4 0.226 21:15 4.1 1.4 0.212 4.3 1.5 0.237 4.2 1.5 0.234 4.0 1.5 0.213 4.3 1.5 0.233 4.3 1.4 0.225 4.2 1.5 0.228 21:30 4.2 1.5 0.240 4.1 1.4 0.208 4.1 1.4 0.213 4.1 1.3 0.195 4.0 1.4 0.204 4.3 1.6 0.259 4.4 1.5 0.245 21:45 4.1 1.4 0.216 3.9 1.3 0.180 3.9 1.40.188 3.9 1.3 0.180 3.9 1.40.189 4.0 1.40.210 4.3 1.5 0.229 22:00 4.2 1.4 0.217 3.8 1.3 0.178 3.9 1.30.184 3.9 1.3 0.187 4.1 1.4 0.212 3.9 1.30.185 4.1 1.3 0.195 22:15 3.9 1.30.184 3.7 1.30.174 3.8 1.3 0.179 3.9 1.40.193 4.0 1.40.197 3.8 1.30.170 3.9 1.30.181 22:30 3.7 1.2 0.148 3.7 1.2 0.157 3.6 1.2 0.157 3.8 1.3 0.178 3.9 1.3 0.177 3.6 1.3 0.156 3.9 1.3 0.185 22:45 3.6 1.2 0.155 3.8 1.2 0.167 3.7 1.2 0.160 3.9 1.3 0.182 3.7 1.3 0.162 3.6 1.3 0.180 3.8 1.3 0.178 23:00 3.7 1.3 0.167 3.6 1.2 0.153 3.6 1.2 0.150 3.7 1.3 0.171 3.7 1.2 0.156 3.5 1.2 0.149 3.6 1.2 0.156 23:15 3.6 1.20.151 3.5 1.20.142 3.5 1.20.139 3.6 1.20.155 3.4 1.1 0.130 3.6 1.20.151 3.6 1.2 0.156 23:30 3.3 1.1 0.126 3.5 1.1 0.134 3.6 1.2 0.154 3.4 1.2 0.137 3.2 1.1 0.114 3.4 1.2 0.142 3.5 1.1 0.135 23:45 3.3 1.1 0.121 3.3 1.1 0.122 3.4 1.2 0.137 3.3 1.2 0.135 3.1 1.1 0.107 3.3 1.1 0.121 3.4 1.2 0.133 Total. 0.176 0.179 0.203 0.187 0.180 0.176 0.179 Average 3.7 1.3 0.176 3.8 1.3 0.179 3.9 1.3 0.203 3.8 1.3 0.187 3.8 1.3 0.180 3.7 1.3 0.176 3.8 1.3 0.179 Min Time 04:05 04:05 04:05 03:00 02:55 03:00 05:15 05:15 05:15 04:30 04:30 04:30 03:50 03:50 03:50 03:00 03:00 03:00 03:15 03:15 03:15 Min Value 2.3 0.8 0.052 2.1 0.7 0.043 2.3 0.8 0.051 2.3 0.8 0.052 2.4 0.8 0.057 2.3 0.8 0.051 2.3 0.8 0.052 Max Time 07:45 07:40 07:40 07:30 07:40 07:40 09:55 09:30 09:30 08:50 09:00 08:50 08:40 10:20 08:45 19:55 19:50 19:55 08:45 08:35 08:35 Max Value 5.0 1.7 0.333 5.0 1.8 0.338 5.4 1.9 0.378 5.0 1.8 0.335 4.7 1.8 0.311 5.2 1.8 0.357 4.8 1.8 0.331 Week Avg 3.8 1.3 0.183 WeekTotal 1.280 HB 09Vnp1\DFINAL(inches):Dep HB_09Mp1\VFINAL(feet/sec):Vel HB 09tmpl\QFINAL(MGD-Total MG):Flow HB_RG03Vnpl\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414/02 4/5102 4/6/02 V7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.6 1.5 0.269 4.5 1.5 0.255 4.3 1.6 0.255 4.5 1.5 0.245 4.1 1.4 0.206 4.2 1.5 0.227 4.3 1.4 0.226 08:15 4.6 1.6 0.270 4.6 1.6 0.273 4.4 1.5 0.253 4.4 1.7 0.281 4.0 1.4 0.194 4.1 1.3 0.104 4.3 1.5 0.242 08:30 4.6 1.6 0.275 4.6 1.6 0.286 4.7 1.5 0.266 4.5 1.6 0.266 4.1 1.4 0.210 4.1 1.3 0.197 4.3 1.5 0.244 08:45 4.6 1.7 0.292 4.7 1.5 0.269 4.7 1.6 0.291 4.5 1.6 0.277 4.2 1.5 0.223 4.0 1.4 0.196 4.1 1.4 0.204 09:00 4.5 1.5 0.255 4.4 1.5 0.239 5.0 1.7 0.341 4.5 1.5 0.246 4.3 1.4 0.218 3.9 1.3 0.181 4.1 1.4 0.206 09:15 4.4 1.5 0.247 4.5 1.5 0.264 5.0 1.7 0.324 4.6 1.6 0.286 4.2 1.4 0.209 4.0 1.3 0.191 4.1 1.3 0.202 09:30 4.4 1.5 0.251 4.4 1.4 0.230 5.0 1.7 0.322 4.8 1.6 0.301 4.1 1.3 0.196 3.9 1.3 0.186 4.0 1.4 0.200 09:45 4.4 1.6 0.258 4.4 1.5 0.249 5.3 1.8 0.367 4.8 1.6 0.286 4.1 1.4 0.202 4.1 1.4 0.207 4.0 1.3 0.191 10:00 4.4 1.5 0.241 4.6 1.5 0.264 5.4 1.7 0.368 4.6 1.5 0.268 4.0 1.3 0.192 4.1 1.3 0.198 3.8 1.3 0.175 10:15 4.4 1.5 0.237 4.5 1.5 0.256 5.2 1.8 0.365 4.7 1.5 0.275 3.9 1.4 0.193 4.0 1.3 0.187 3.6 1.3 0.160 10:30 4.4 1.5 0.239 4.5 1.5 0.246 5.1 1.8 0.346 4.9 1.6 0.310 3.9 1.3 0.186 3.8 1.3 0.177 3.8 1.3 0.174 10:45 4.5 1.6 0.264 4.3 1.5 0.246 5.0 1.5 0.294 4.5 1.4 0.240 4.0 1.3 0.187 3.7 1.2 0.150 3.8 1.4 0.188 11:00 4.4 1.4 0.236 4.3 1.4 0.232 4.8 1.6 0.294 4.5 1.5 0.251 4.0 1.3 0.188 3.7 1.3 0.166 4.0 1.4 0.197 11:15 4.3 1.4 0.228 4.3 1.5 0.233 4.7 1.5 0.268 4.9 1.6 0.288 4.1 1.4 0.206 3.7 1.3 0.168 3.9 1.3 0,184 11:30 4.3 1.5 0.234 4.4 1.5 0.244 4.9 1.5 0.292 5.1 1.6 0.313 4.0 1.4 0.202 3.7 1.2 0.156 3.8 1.3 0.171 11:45 4.3 1.4 0.224 4.6 1.5 0.257 5.0 1.6 0.314 4.8 1.5 0.276 3.9 1.3 0.184 3.8 1.3 0.167 3.8 1.2 0.167 12:00 4.2 1.4 0.210 4.3 1.4 0.230 4.9 1.5 0.290 4.8 1.6 0.297 3.8 1.3 0.172 3.8 1.3 0.177 3.9 1:3 0.181 12:15 4.1 1.3 0.202 4.4 1.4 0.223 4.7 1.6 0.281 4.6 1.5 0.254 3.9 1.3 0.180 4.0 1.4 0.199 3.8 1.3 0.180 12:30 4.2 1.4 0.209 4.3 1.4 0.218 4.7 1.5 0.269 4.5 1.5 0.250 3.8 1.3 0.177 3.9 1.3 0.177 3.8 1.3 0.170 12:45 4.1 1.3 0.194 4.3 1.4 0.226 4.5 1.5 0.251 4.3 1.6 0.246 3.7 1.2 0.157 3.8 1.3 0.181 3.9 1.3 0.183 13:00 3.9 1.3 0.184 4.2 1.4 0.214 4.5 1.5 0.253 4.2 1.4 0.225 3.7 1.3 0.166 3.9 1.3 0.176 4.0 1.4 0.193 13:15 4.1 1.3 0.190 4.1 1.3 0.197 4.7 1.5 0.275 4.3 1.40.215 3.8 1.3 0.176 3.9 1.30.185 3.9 1.3 0.187 13:30 4.4 1.4 0.230 4.0 1.3 0.196 4.8 1.6 0.290 4.4 1.5 0.235 3.9 1.3 0.175 3.9 1.4 0.193 3.7 1.2 0.164 13:45 4.2 1.40.214 4.0 1.3 0.197 4.6 1.50.260 4.3 1.40.216 3.7 1.20.153 3.9 1.3 0.188 3.6 1.30.161 14:00 4.0 1.3 0.180 3.8 1.2 0.166 4.3 1.4 0.220 4.1 1.4 0.213 3.7 1.2 0.154 3.6 1.3 0.162 3.6 1.3 0.158 14:15 3.7 1.2 0.160 3.8 1.3 0,176 4.2 1.3 0.208 4.2 1.4 0.219 3.8 1.3 0.169 3.8 1.3 0.167 3.5 1.2 0.139 14:30 3.7 1.2 0.157 3.9 1.3 0.183 4.1 1.4 0.208 4.3 1.4 0.226 3.8 1.2 0.160 3.7 1.3 0.166 3.6 1.2 0.149 14:45 3.8 1.2 0.169 3.9 1.4 0.197 4.0 1.4 0.199 4.3 1.4 0.223 3.7 1.3 0.164 3.7 1.3 0.163 3.7 1.3 0.163 15:00 3.9 1.20.171 4.1 1.3 0.197 4.0 1.4 0.199 4.2 1.40.213 3.6 1.2 0.150 3.8 1.30.179 3.6 1.30.161 15:15 3.9 1.3 0.186 4.1 1.4 0.201 3.9 1.3 0.184 4.1 1.3 0.190 3.6 1.2 0.156 3.7 1.3 0.166 3.7 1.2 0.150 15:30 3.7 1.2 0.159 3.9 1.3 0.176 3.9 1.3 0.176 4.2 1.4 0.208 3.8 1.3 0.173 3.7 1.3 0.168 3.9 1.3 0.175 15:45 3.7 1.20.155 3.8 1.2 0.164 3.9 1.30.178 4.2 1.40.214 3.8 1.3 0.176 3.7 1.2 0.157 3.9 1.3 0.183 16:00 3.9 1.2 0.167 3.8 1.3 0,169 3.9 1.3 0.182 4.2 1.3 0.204 3.6 1.2 0.158 3.9 1.4 0.193 3.9 1.3 0.180 16:15 4.1 1.4 0.200 3.8 1.2 0.166 4.1 1.3 0.202 4.1 1.3 0.200 3.8 1.3 0.181 4.0 1.3 0.187 4.0 1.3 0.188 16:30 4.1 1.4 0.205 3.9 1.3 0.185 4.4 1.5 0.254 4.4 1.6 0.258 3.8 1.3 0.174 4.1 1.3 0.197 4.0 1.4 0.198 16:45 3.9 1.3 0.186 4.0 1.4 0.198 4.2 1.4 0.220 4.4 1.5 0.240 3.9 1.4 0.190 4.1 1.4 0.201 3.9 1.4 0.194 0 0 ! . . ADS Environmental Services HB_091mp11DFINAL(inches):Dep HB 091mp11VFINAL(feeUsec):Vel HB 09Vnp1lQFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain NEWLAND ST. HB_09 Pipe Height:10.13 HUNTINGTON BEACH,CA HC 3.9185-3.9185 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414/02 4/5/02 4/6/02 4(7102 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.3 1.2 0.127 3.4 1.1 0.125 3.3 1.2 0.130 3.3 1.1 0.121 2.7 0.9 0.073 2.7 0.8 0.070 2.7 0.9 0.075 00:15 3.1 1.0 0.104 3.3 1.0 0.110 3.3 1.1 0.125 3.2 1.1 0.111 2.6 0.9 0.072 2.6 0.9 0.072 2.6 0.9 0.071 00:30 2.9 0.9 0.086 2.9 1.0 0.096 3.1 1.0 0.105 3.0 1.0 0.100 2.5 0.9 0.067 2.6 0.9 0.073 2.7 0.8 0.073 00:45 2.8 0.9 0.085 2.8 0.9 0.083 3.0 1.0 0.099 3.1 1.0 0.101 2.5 0.9 0.066 2.5 0.9 0.065 2.7 0.9 0.077 01:00 2.8 0.8 0.072 2.8 0.8 0.075 2.8 1.0 0.086 3.0 1.0 0.099 2.5 0.8 0.063 2.4 0.8 0.058 2.7 0.9 0.075 01:15 2.8 0.8 0.075 2.7 0.9 0.073 2.8 1.0 0.089 3.0 1.0 0.097 2.4 0.8 0.060 2.3 0.8 0.052 2.6 0.8 0.065 01:30 2.8 0.8 0.073 2.6 0.9 0.071 2.7 0.9 0.079 2.8 0.9 0.077 2.3 0.8 0.053 2.5 0.8 0.062 2.4 0.8 0.057 01:45 2.8 0.8 0.072 2.5 0.8 0.063 2.5 0.9 0.066 2.8 0.9 0.078 2.5 0.8 0.061 2.5 0.9 0.064 2.4 0.8 0.056 02:00 2.8 0.8 0.071 2.5 0.9 0.066 2.7 0.9 0.073 2.7 0.8 0.071 2.4 0.8 0.057 2.4 0.8 0.058 2.3 0.8 0.053 02:15 2.6 0.9 0.069 2.5 0.9 0.067 2.8 0.9 0.082 0.01 2.6 0.9 0.074 2.3 0.8 0.052 2.3 0.8 0.054 2.3 0.8 0.052 02:30 2.5 0.8 0.064 2.5 0.8 0.063 2.8 0.9 0.078 0.03 2.6 0.9 0.072 2.6 0.9 0.069 2.5 0.9 0.065 2.3 0.8 0.052 02:45 2.5 0.9 0.067 2.4 0.8 0.057 2.6 0.9 0.070 0.01 2.7 0.9 0.072 2.6 0.9 0.074 2.7 0.9 0.077 2.3 0.8 0.052 03:00 2.5 0.8 0.064 2.5 0.8 0.063 2.5 0.8 0.064 2.6 0.9 0.072 2.5 0.9 0.065 2.7 0.9 0.075 2.3 0.8 0.052 03:15 2.5 0.8 0.064 2.4 0.8 0.057 2.5 0.8 0.062 2.5 0.9 0.065 2.5 0.9 0.066 2.8 1.0 0.086 2.3 0.8 0.052 03:30 2.4 0.8 0.055 2.3 0.8 0.052 2.4 0.8 0.056 2.5 0.8 0.061 2.5 0.8 0.064 2.7 1.0 0.082 2.4 0.8 0.055 03:45 2.3 0.8 0.054 2.3 0.8 0.051 2.6 0.9 0.068 2.5 0.8 0.062 2.5 0.9 0.065 2.5 0.8 0.064 2.5 0.8 0.063 04:00 2.3 0.8 0.055 2.3 0.8 0.050 2.6 0.9 0.068 2.4 0.8 0.059 2.5 0.9 0.067 2.4 0.8 0.057 2.5 0.9 0.065 04:15 2.4 0.8 0.059 2.3 0.8 0.053 2.5 0.8 0.064 2.5 0.8 0.061 2.7 0.8 0.069 2.5 0.8 0.063 2.7 0.9 0.070 04:30 2.5 0.8 0.062 2.4 0.8 0.055 2.3 0.8 0.053 2.5 0.8 0.063 2.9 0.9 0.083 2.8 1.0 0.088 2.9 1.0 0.091 04:45 2.5 0.9 0.066 2.4 0.8 0.061 2.3 0.8 0.051 2.5 0.8 0.063 3.0 1.0 0.102 3.1 1.1 0.110 3.0 1.0 0.096 05:00 2.6 0.9 0.071 2.6 0.9 0.071 2.3 0.8 0.050 2.6 0.9 0.068 3.3 1.1 0.125 3.4 1.2 0.136 3.5 1.3 0.153 05:15 2.6 0.9 0.072 2.7 0.9 0.074 2.4 0.8 0.058 2.6 0.9 0.072 3.5 1.2 0.148 3.5 1.2 0.150 3.7 1.3 0.170 05:30 2.8 1.0 0.090 3.0 1.0 0.094 2.4 0.8 0.061 2.7 0.9 0.073 3.9 1.3 0.188 3.8 1.3 0.175 4.2 1.5 0.234 05:45 3.2 1.1 0.117 3.3 1.2 0.129 2.5 0.8 0.063 2.8 0.8 0.075 4.2 1.4 0.219 4.3 1.5 0.234 4.3 1.5 0.229 06:00 3.4 1.2 0.134 3.4 1.2 0.134 2.6 0.9 0.073 2.8 0.9 0.082 4.3 1.4 0.232 4.5 1.6 0.260 4.5 1.6 0.272 06:15 3.7 1.3 0.169 3.5 1.3 0.155 2.6 0.9 0.072 2.8 1.0 0.087 4.6 1.6 0.282 4.6 1.6 0.276 4.5 1.5 0.243 06:30 4.0 1.3 0.190 3.7 1.3 0.171 3.0 1.1 0.103 3.1 1.1 0.114 4.6 1.5 0.266 4.7 1.6 0.287 4.7 1.6 0.290 06:45 4.2 1.5 0.236 3.9 1.3 0.187 3.2 1.1 0.119 3.5 1.2 0.147 4.6 1.5 0.267 4.8 1.7 0.309 4.6 1.5 0.270 07:00 4.1 1.4 0.214 4.2 1.4 0.218 3.3 1.1 0.129 3.5 1.2 0.147 4.4 1.4 0.229 4.7 1.6 0.281 4.6 1.5 0.266 07:15 4.3 1.5 0.236 4.2 1.5 0.230 3.6 1.3 0.166 3.7 1.3 0.163 4.4 1.5 0.246 4.5 1.5 0.252 4.6 1.5 0.259 07:30 4.5 1.5 0.258 4.6 1.6 0.284 3.7 1.3 0.176 4.1 1.4 0.206 4.3 1.5 0.238 4.4 1.5 0.251 4.3 1.4 0.228 07:45 4.7 1.5 0.273 4.5 1.6 0.272 3.9 1.4 0.189 4.4 1.6 0.258 4.3 1.4 0.228 4.3 1.5 0.228 4.4 1.5 0.250 HB_091mp11DFINAL(inches):Dep HB_09VnplWFINAL(feet/sec):Vel HB_091mp11QFINAL(MGD-Total MG):Flow HB RG031mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 415/02 4/6/02 417/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 17:00 4.1 1.4 0.205 3.9 1.3 0.180 4.3 1.4 0.219 4.3 1.5 0.234 3.9 1.4 0.198 4.1 1.3 0.196 4.1 1.4 0.203 17:15 4.1 1.3 0.195 4.0 1.4 0.198 4.3 1.5 0.244 4.4 1.5 0.238 4.0 1.4 0.195 4.1 1.3 0.198 4.2 1.5 0.224 17:30 4.0 1.3 0.188 4.2 1.4 0.215 4.3 1.4 0.221 4.4 1.4 0.231 4.0 1.3 0.192 4.1 1.4 0.207 4.2 1.4 0.223 17:45 4.2 1.4 0.208 4.2 1.5 0.227 4.3 1.3 0.216 4.5 1.5 0.250 4.1 1.4 0.211 4.2 1.5 0.230 4.2 1.5 0.230 18:00 4.2 1.3 0.206 4.3 1.5 0.238 4.2 1.4 0.222 4.4 1.4 0.229 4.2 1.4 0.222 4.3 1.4 0.223 4.2 1.6 0.230 18:15 4.4 1.5 0.241 4.3 1.5 0.239 4.2 1.4 0.224 4.2 1.4 0.215 4.3 1.4 0.227 4.3 1.4 0.230 4.3 1.4 0.218 18:30 4.3 1.4 0.223 4.3 1.4 0.228 4.2 1.5 0.234 4.3 1.5 0.235 4.4 1.5 0.252 4.4 1.5 0.251 4.3 1.5 0.242 18:45 4.4 1.4 0.232 4.3 1.4 0.226 4.3 1.6 0.248 4.6 1.5 0.269 4.3 1.5 0.229 4.5 1.6 0.276 4.4 1.5 0.241 19:00 4.5 1.4 0.240 4.2 1.4 0.215 4.4 1.5 0.242 4.7 1.6 0.289 4.3 1.5 0.233 4.3 1.5 0.238 4.3 1.5 0.236 19:15 4.3 1.4 0.226 4.3 1.5 0.245 4.3 1.5 0.234 4.6 1.5 0.271 4.3 1.5 0.246 4.3 1.5 0.242 4.4 1.5 0.251 19:30 4.4 1.4 0.226 4.5 1.6 0.266 4.4 1.4 0.230 4.6 1.5 0.255 4.5 1.4 0.240 4.4 1.5 0.238 4.4 1.5 0.237 19:45 4.3 1.4 0.226 4.6 1.6 0.276 4.3 1.4 0.215 4.5 1.5 0.252 4.3 1.5 0.237 4.5 1.5 0.254 4.4 1.4 0.229 20:00 4.4 1.4 0.227 4A 1.5 0.246 4.1 1.4 0.202 4.3 1.4 0.231 4.3 1.5 0.230 4.5 1.4 0.238 4.4 1.5 0.242 20:15 4.4 1.4 0.232 4.3 1.5 0.238 4.0 1.3 0.193 4.3 1.5 0.235 4.2 1.4 0.222 4.7 1.7 0.295 4.5 1.5 0.244 20:30 4.2 1.5 0.227 4.4 1.4 0.234 4.1 1.4 0.209 4.3 1.4 0.226 4.1 1.3 0.187 4.3 1.5 0.240 4.4 1.5 0.241 20:45 4.3 1.5 0.234 4.2 1.4 0.220 4.2 1.5 0.224 4.4 1.5 0.241 3.9 1.3 0.188 4.2 1.4 0.209 4.2 1.4 0.212 21:00 4.1 1.4 0.205 4.2 1.3 0.210 4.0 1.4 0.197 4.2 1.3 0.209 4.0 1.4 0.200 4.1 1.4 0.207 4.0 1.3 0.192 21:15 4.0 1.4 0.204 4.1 1.3 0.200 4.0 1.3 0.186 3.9 1.3 0.176 4.1 1.4 0.199 4.0 1.4 0.201 4.0 1.3 0.194 21:30 4.0 1.3 0.194 3.7 1.3 0.177 3.9 1.3 0.187 4.0 1.3 0.182 3.9 1.3 0.186 4.1 1.3 0.198 4.0 1.3 0.193 21:45 4.2 1.3 0.200 3.8 1.3 0.180 3.9 1.3 0.188 3.9 1.2 0.172 3.9 1.3 0.180 3.8 1.2 0.170 3.9 1.4 0.192 22:00 4.2 1.4 0.213 3.8 1.3 0.175 3.9 1.3 0.185 3.8 1.2 0.159 3.7 1.2 0.160 3.7 1.2 0.164 3.7 1.3 0.166 22:15 4.0 1.4 0.194 3.6 1.2 0.152 3.9 1.4 0.197 3.7 1.2 0.153 3.7 1.2 0.162 3.7 1.3 0.165 3.5 1.2 0.144 22:30 3.9 1.3 0.180 3.6 1.3 0.162 3.9 1.3 0.180 3.5 1.1 0.138 3.5 1.2 0.139 3.5 1.1 0.136 3.5 1.2 0.141 22:45 3.7 1.2 0.160 3.6 1.2 0.150 3.7 1.2 0.160 3.3 1.2 0.129 3.4 1.1 0.127 3.5 1.2 0.138 3.3 1.1 0.126 23:00 3.7 1.2 0.154 3.4 1.1 0.129 3.7 1.3 0.161 3.3 1.1 0.121 3.4 1.1 0.127 3.2 1.1 0.124 3.3 1.1 0.127 23:15 3.7 1.2 0.149 3.3 1.1 0.119 3.6 1.2 0.152 3.3 1.1 0.124 3.2 1.1 0.115 3.2 1.0 0.108 3.2 1.1 0.117 23:30 3.6 1.2 0.150 3.4 1.1 0.128 3.5 1.2 0.141 3.1 1.0 0.106 3.0 0.9 0.091 3.0 1.0 0.095 3.0 1.0 0.096 23:45 3.6 1.2 0.154 3.4 1.1 0.130 3.5 1.2 0.146 3.0 1.0 0.095 2.8 0.9 0.078 2.8 0.9 0.075 2.8 0.9 0.078 Total 0.177 0.00 0.176 0.00 0.188 0.05 0.184 0.00 0.165 0.00 0.170 0.00 0.169 0.00 Average 3.8 1.3 0.177 3.8 1.3 0.176 3.8 1.3 0.188 3.8 1.3 0.184 3.7 1.2 0.165 3.7 1.2 0.170 3.7 1.2 0.169 Min Time 03:40 03:40 03:40 04:00 04:00 04:00 05:00 05:00 05:00 04:10 02:55 04:10 02:20 02:20 02:20 01:25 01:25 01:25 02:35 02:35 02:35 Min Value 2.3 0.8 0.051 2.3 0.8 0.050 2.2 0.7 0.048 2.4 0.8 0.056 2.3 0.8 0.052 2.3 0.8 0.052 2.3 0.8 0.051 Max Time 07:50 07:50 07:50 08:45 07:50 07:50 10:00 10:15 10:15 11:35 08:35 09:40 06:25 06:15 06:25 08:50 20:20 06:50 08:35 08:10 06:35 Max Value 4.7 1.7 0.294 4.8 1.8 0.307 5.5 1.9 0.396 5.2 1.8 0.334 4.7 1.7 0.284 4.9 1.8 0.322 4.8 1.7 0.303 Week Avg 3.7 1.3 0.176 WeekTotal 1.229 0.05 x 0 • � YS "` . • Flow Monitor HB10 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 6.27 1.38 0.505 consistent with field confirmations conducted to date and Minimum 3.86 0.83 0.152 support the relative accuracy of the flow monitor at this Maximum 9.60 1.83 1.129 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. Site Book#/MH# Site Report HB-10 ENVIRONMENTAL SERVICES Project/Phase: Huntington Beach Installed: 03/06/02 Diameter ADS Job# ress/ Location: 1003 Palm Ave. (Hunt. Bch., Ca.) Initials: Ty D. 17'88"x 188" 11871.11 Approx. 100 yds. west of Ofella Ln. in westbound rightlane of Palm Ave. Installation Access: Drive Thomas Guide: 857 G-6 Stainless steel ring with ultrasonic, velocity and pressure sensors. Safety Rungs Gas r Investigation Cn 02 0 % ---_@ HB_10— ———— ---- H2S 0 ppm � y - t71 � 3 CO 0 ppm cn 'a LEL 0 % 0 r,� --------- ---------- Palm Ave. Traffic Palm Ave. Light XY HB_10 Pipe Material VCP P.C.H Manhole Depth 13 ft. Access Map Site Map Pipe and M.H.Condition Manhole in Fair Condition Sensor Manhole Profile Location � = 1W m ao n m X D V co 00 17.88"h x 17.88"w Cross-Section View Plan View Show Any Defects Drawings Not to Scale Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor L1:00 None Height: Velocity Sensor DOF 6.00" +/- velocity 3.00 fps Silt 0.00" Show Sensor Locations ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 10 HB 10\m 1\DFINAL HB 10\m 1\VFINAL HB RG02\m 1\RAIN 4.0 0.45 9 3.5 0.40 8 3.0 0.35 7 2.5 0.30 6 m c p 0.25 r 5 2.0 Z m a a of N y 0 0.20 4 1.5 0.15 3 1.0 0.10 2 j 0.5 0.05 1 0.00 0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 10 HB 10\m 1\DFINAL HB 10\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 9 l l 6 i I II I4 0.40 8 0.35 7 5 0.30 6 4 m i 0.25 r 5 M n Of a o � 3 0.20 4 0.15 3 2 w 0.05 1 0.00 0 0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 10 HB 10\m 1\DFINAL HB 10\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 9 � I II 6 0.40 s j It 0.35 7 I it 5 I^ r 1 III n � 0.30 6 U W� 4 m c o c o 0.25 Y 5 cc N I 3 0.20 4 h, 0.15 3 2 0.10 2 i 0.05 1 9 0.00 0 �' 0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 10 HB 10\m 1\DFINAL HB 10\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 9 6 0.40 8 0.35 7 �N I 5 0.30 6 U 4 m 0 I I i i 0.25 L 5 cc 0.20 4 v 0.15 3 2 , 0.10 2ij 1 0.05 1 0.00 0 0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 10 HB 10\m 1\DFINAL HB 10\m 1\VFINAL HB RG02\m 1\RAIN 7 0.45 9 6 0.40 8 0.35 7 5 t 0.30 6 4 m c p c 0 0.25 L 5 m a o o NI 3 0.20 4 0.15 3 2 0.10 2 i 1 0.05 1 0.00 0 0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 HB 10\ FINAL HB RG02 1\RAIN 1 .2 0.45 1 .1 0.40 1.0 0.9 0.35 0.8 0.30 0 0.7 c � 0.25 0.6 c0 3 � o LL 0.20 0.5 0.4 0.15 0.3 0.10 0.2 0.05 0.1 0.00 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 1.0 HB 10\ FINAL HB RG02 1\RAIN 0.45 0.9 0.40 0.8 0.35 0.7 0.30 0.6 0 0.25 0.5 1O 3 _o 0.20 LL0.4 0.15 0.3 0.10 0.2 0.05 0.1 0.00 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 1 .0 HB 10\ FINAL HB RG02 1\RAIN 0.45 0.9 0.40 0.8 0.35 0.7 0.30 0.6 0 c C7 0.25 0.5 m 3 o U- 0.20 0.4 0.15 0.3 0.10 0.2 0.05 0.1 0.00 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 1 .0 HB 10\ FINAL HB RG02 1\RAIN 0.45 0.9 0.40 0.8 0.35 0.7 0.30 0.6 0YT c � 0.25 0.5 cc 3 _o 0.20 LL0.4 0.15 0.3 0.10 0.2 0.05 0.1 0.00 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe Height: 17.88 HUNTINGTON BEACH, CA 0.50 1 .0 HB 10\ FINAL HB RG02 1\RAIN 0.45 0.9 0.40 0.8 0.35 0.7 0.30 0.6 0 c � 0.25 0.5 f0 3 Of _o LL 0.20 0.4 0.15 0.3 0.10 0.2 0.05 0.1 0.00 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 1003 PALM AVE. HB_10 Pipe He4hL 17.88 HUNTINGTON BEACH,CA HC 2.4453-2.4453 0.0000-0.0000 HB_101mp11QFINAL(MGD-Total MG) HB RG02Mp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14/02 03:15 0.182 08:20 1.040 0.489 0.489 0.00 3/15/02 04:05 0.191 08:10 1.069 0.502 0.502 0.00 3/16/02 03:30 0.187 10:20 0.939 0.507 0.507 0.00 3/17/02 05:00 0.180 10:35 1.013 0.523 0.523 0.13 3/18102 04:45 0.174 08:05 1.025 0.514 0.514 0.00 3/19102 04:15 0.184 08:20 0.978 0.492 0.492 0.00 3/20/02 05:00 0.189 08:20 0.994 0.504 0.504 0.00 3/21102 05:05 0.190 08:15 1.020 0.499 0.499 0.00 3/22/02 03:55 0.191 08:00 0.994 0.505 0.505 0.00 3/23/02 04:45 0.186 10:05 1.012 0.514 0.514 0.10 3/24/02 05:30 0.174 10:20 0.995 0.509 0.509 0.00 3/25/02 03:00 0.152 07:55 0.966 0.515 0.515 0.00 3/26/02 03:20 0.175 07:50 1.048 0.508 0.508 0.00 3/27/02 05:00 0.190 09:30 1.128 0.492 0.492 0.00 3/28/02 03:35 0.175 08:25 0.976 0.492 0.492 0.00 3/29/02 04:50 0.185 08:25 0.952 0.515 0.515 0.00 3/30/02 05:20 0.186 10:25 0.911 0.509 0.509 0.00 3/31/02 05:10 0.182 09:50 0.932 0.532 0.532 0.00 4/1102 04:15 0.184 09:05 0.956 0.509 0.509 0.00 4/2102 03:35 0.207 08:40 0.885 0.493 0.493 0.00 4/3/02 03:00 0.192 09:25 0.869 0.491 0.491 0.00 4/4/02 05:05 0.182 09:20 0.866 0.488 0.488 0.00 4/5/02 04:40 0.208 09:20 0.898 0.509 0.509 0.00 4/6/02 05:35 0.185 10:35 0.926 0.508 0.508 0.06 417102 04:20 0.191 09:20 0.911 0.523 0.523 0.00 4/8102 03:25 0.185 07:10 0.872 0.510 0.510 0.00 4/9/02 02:30 0.192 07:20 0.966 0.496 0.496 0.00 4/10/02 02:35 0.181 07:35 0.995 0.493 0.493 0.00 ReportAvg 0.505 ReportTotal 14.14 10.29 0 0 0 . . ADS Environmental Services HB_10Vnp11DFINAL(inches):Dep HB_10Mp11VFINAL(feet/sec):Vel HB_10VnpllQFINAL(MGD-Total MG):Flow HB_RG02Vnp1XRAIN(inches):Rain 1003 PALM AVE. HB_10 Pipe Height:17.88 HUNTINGTON BEACH,CA HC 2.4453-2.4453 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14102 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 5.9 1.4 0.438 5.8 1.3 0.425 5.7 1.3 0.401 5.8 1.3 0.418 5.6 1.3 0.400 5.6 1.3 0.380 5.6 1.2 0.375 00:15 5.6 1.3 0.383 5.7 1.3 0.415 5.4 1.2 0.350 5.7 1.4 0.430 5.2 1.2 0.328 5.4 1.3 0.375 5.5 1.2 0.363 00:30 5.3 1.2 0.326 5.4 1.2 0.362 5.3 1.2 0.336 5.6 1.3 0.397 5.1 1.2 0.323 5.3 1.2 0.332 5.3 1.3 0.349 00:45 5.0 1.2 0.300 5.1 1.3 0.338 5.3 1.3 0.374 5.4 1.2 0.355 5.1 1.2 0.322 5.0 1.1 0.296 5.0 1.2 0.306 01:00 4.9 1.1 0.278 4.9 1.2 0.306 5.2 1.2 0.313 6.1 1.2 0.329 5.0 1.2 0.298 4.8 1.1 0.272 4.8 1.2 0.278 01:15 4.7 1.1 0.264 4.8 1.1 0.264 5.0 1.1 0.275 5.0 1.2 0.301 4.8 1.2 0.281 4.7 1.1 0.252 4.6 1.1 0.252 01:30 4.5 1.1 0.243 4.6 1.1 0.252 4.9 1.1 0.272 4.9 1.2 0.296 4.5 1.2 0.264 4.6 1.1 0.255 4.5 1.0 0.227 01:45 4.5 1.1 0.236 4.4 1.0 0.225 4.6 1.0 0.236 '4.9 1.2 0.305 4.3 1.0 0.217 4.3 1.1 0.222 4.5 1.1 0.246 02:00 4.4 1.1 0.229 4.3 1.1 0.219 4.6 1.1 0.245 4.8 1.1 0.260 4.3 1.0 0.216 4.3 1.1 0.217 4.5 1.0 0.219 02:15 4.4 1.0 0.215 4.3 1.1 0.221 4.5 1.1 0.238 4.6 1.1 0.243 4.4 1.0 0.218 4.3 1.0 0.216 4.4 1.0 0.222 02:30 4.3 1.1 0.237 4.3 1.1 0.221 4.5 1.0 0.221 4.4 1.0 0.224 4.3 1.1 0.220 4.2 1.1 0.223 4.4 1.0 0.225 02:45 4.3 1.0 0.209 4.3 1.1 0.218 4.4 1.1 0.230 4.4 1.1 0.224 4.3 1.1 0.230 4.2 1.0 0.205 4.3 1.1 0.230 03:00 4.1 1.0 0.206 4.3 1.0 0.213 4.4 1.0 0.209 4.3 1.1 0.221 4.2 1.0 0.205 4.2 1.0 0.209 4.4 1.1 0.237 03:15 4.2 1.0 0.192 4.3 1.1 0.221 4.3 1.0 0.209 4.3 1.0 0.216 4.1 1.0 0.193 4.2 1.0 0.209 4.4 1.1 0.238 03:30 4.2 1.0 0.209 4.3 1.1 0.220 4.2 1.0 0.201 4.2 1.1 0.219 4.1 1.0 0.195 4.2 1.0 0.203 4.3 1.0 0.216 03:45 4.2 1.0 0.212 4.1 1.0 0.203 4.4 1.0 0.215 4.2 1.1 0.212 4.1 1.0 0.185 4.2 1.0 0.211 4.4 1.1 0.241 04:00 4.2 1.0 0.201 4.1 1.0 0.195 4.4 1.0 0.214 4.2 1.1 0.218 4.1 1.0 0.203 4.1 1.0 0.204 4.3 1.1 0.224 04:15 4.1 1.0 0.202 4.1 1.1 0.208 4.3 1.0 0.208 4.2 1.0 0.212 4.2 1.0 0.212 4.1 1.0 0.196 4.4 1.1 0.237 04:30 4.2 1.0 0.203 4.2 1.0 0.211 4.2 1.0 0.205 4.2 1.0 0.205 4.1 1.0 0.199 4.1 1.0 0.206 4.4 1.1 0.232 04:45 4.2 1.0 0.196 4.2 1.0 0.199 4.2 1.0 0.207 4.0 1.0 0.191 4.0 0.9 0.176 4.1 1.0 0.199 4.3 1.1 0.225 05:00 4.2 1.0 0.204 4.2 1.0 0.208 4.2 1.0 0.210 4.0 1.0 0.184 4.1 1.0 0.187 4.2 1.0 0.205 4.3 1.0 0.214 05:15 4.3 1.1 0.221 4.2 1.1 0.229 4.2 1.1 0.214 4.0 1.0 0.194 4.1 1.0 0.192 4.4 1.1 0.225 4.3 1.1 0.233 05:30 4.4 1.0 0.226 4.5 1.1 0.237 4.2 1.0 0.201 4.0 1.0 0.192 4.3 1.1 0.218 4.5 1.1 0.249 4.5 1.2 0.268 05:45 4.7 1.2 0.276 4.6 1.1 0.258 4.2 1.0 0.210 4.0 1.0 0.185 4.6 1.1 0.265 4.7 1.2 0.295 4.8 1.2 0.286 06:00 5.0 1.2 0.309 4.8 1.2 0.283 4.4 1.1 0.225 4.0 1.0 0.196 4.9 1.1 0.280 5.0 1.2 0.320 4.9 1.2 0.308 06:15 5.5 1.3 0.369 5.4 1.3 0.363 4.4 1.1 0.235 4.0 1.1 0.204 5.6 1.3 0.402 5.6 1.4 0.417 5.6 1.3 0.396 06:30 6.0 1.4 0.459 6.0 1.4 0.461 4.6 1.1 0.245 4.2 1.1 0.220 6.1 1.4 0.475 6.3 1.5 0.538 6.1 1.5 0.508 06:45 6.7 1.5 0.565 6.6 1.5 0.561 5.0 1.2 0.311 4.5 1.1 0.250 6.8 1.5 0.598 6.9 1.5 0.592 6.6 1.5 0.562 07:00 7.4 1.6 0.687 7.2 1.6 0.665 5.2 1.1 0.303 4.7 1.1 0.268 7.7 1.5 0.693 7.4 1.6 0.706 7.2 1.6 0.674 07:15 8.0 1.6 0.766 8.6 1.7 0.891 5.4 1.2 0.341 5.3 1.3 0.358 8.1 1.4 0.721 8.2 1.6 0.809 8.1 1.6 0.794 07:30 8.9 1.6 0.912 9.0 1.7 0.947 6.2 1.5 0.512 5.9 1.3 0.428 8.7 1.6 0.880 8.8 1.6 0.894 8.8 1.7 0.921 07:45 9.2 1.6 0.938 8.8 1.6 0.895 6.7 1.5 0.582 6.1 1.4 0.490 8.8 1.5 0.850 8.9 1.6 0.902 8.9 1.6 0.913 HB_tOMp1\DFINAL(inches):Dep HB_10trnp1\VFINAL((eet/sec):Vel HB_10Unp1\QFINAL(MGD-Total MG):Flow HB_RG02UnplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14102 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 9.2 1.8 0.932 9.2 1.7 0.976 6.9 1.5 0.597 6.3 1.4 0.508 9.2 1.6 0.955 9.1 1.7 0.969 8.9 1.6 0.874 08:15 9.3 1.7 0.977 9.3 1.5 0.904 7.4 1.5 0.674 6.7 1.5 0.594 9.1 1.6 0.942 9.0 1.7 0.944 9.0 1.6 0.888 08:30 8.8 1.5 0.849 8.9 1.6 0.879 7.7 1.5 0.687 7.3 1.5 0.670 8.8 1.5 0.843 8.8 1.5 0.831 8.7 1.6 0.872 08:45 8.5 1.5 0.800 8.6 1.8 0.854 8.0 1.5 0.733 7.7 1.6 0.751 8.6 1.6 0.859 8.5 1.5 0.816 8.5 1.6 0.846 09:00 8.4 1.6 0.822 8.5 1.5 0.812 8.2 1.5 0.774 8.2 1.6 0.789 8.3 1.6 0.792 8.5 1.5 0.811 8.2 1.5 0.763 09:15 8.3 1.6 0.795 8.5 1.5 0.810 8.7 1.6 0.857 8.5 1.5 0.809 8.2 .1.6 0.791 8.4 1.6 0.805 8.2 1.6 0.792 09:30 7.8 1.5 0.710 8.2 1.5 0.765 8.9 1.4 0.792 8.5 1.6 0.838 8.3 1.6 0.808 8.0 1.5 0.750 8.2 1.5 0.761 09:45 7.6 1.4 0.648 7.9 1.6 0.766 8.9 1.5 0.862 8.5 1.6 0.827 8.2 1.5 0.753 7.8 1.6 0.734 7.9 1.5 0.720 10:00 7.6 1.5 0.684 7.9 1.5 0.719 8.9 1.6 0.889 8.7 1.6 0.842 8.0 1.5 0.757 7.5 1.4 0.646 7.8 1.6 0.737 10:15 7.5 1.5 0.683 7.8 1.5 0.715 8.8 1.6 0.892 8.8 1.6 0.853 8.2 1.5 0.778 7.3 1.5 0.635 7.9 1.5 0.735 10:30 7.6 1.5 0.694 7.9 1.5 0.738 8.9 1.6 0.869 8.8 1.7 0.911 8.2 1.5 0.760 7.3 1.5 0.645 7.6 1.5 0.681 10:45 7.5 1.5 0.682 7.6 1.5 0.685 8.7 1.6 0.862 8.8 1.6 0.864 7.8 1.5 0.708 7.2 1.5 0.642 7.3 1.5 0.633 11:00 7.3 1.5 0.644 7.4 1.5 0.652 8.5 1.5 0.796 8.6 1.6 0.851 7.6 1.6 0.720 7.1 1.5 0.635 7.4 1.4 0.630 11:15 7.1 1.5 0.611 7.4 1.5 0.649 8.6 1.5 0.785 8.5 1.6 0.864 7.3 1.5 0.647 6.9 1.5 0.612 7.1 1.5 0.631 11:30 7.0 1.5 0.612 7.4 1.5 0.645 8.3 1.5 0.783 8.3 1.5 0.794 7.3 1.5 0.650 6.8 1.5 0.604 6.9 1.5 0.586 11:45 6.9 1.5 0.606 7.2 1.5 0.652 8.1 1.5 0.761 8.0 1.5 0.730 7.3 1.5 0.648 6.7 1.5 0.569 6.8 1.5 0.579 12:00 6.6 1.4 0.523 7.3 1.5 0.627 7.9 1.5 0.735 7.9 1.5 0.735 7.1 1.5 0.624 6.6 1.5 0.581 6.7 1.5 0.572 12:15 6.7 1.4 0.546 7.3 1.5 0.635 7.6 1.4 0.638 7.7 1.6 0.728 6.9 1.5 0.597 6.6 1.5 0.560 6.4 1.4 0.519 12:30 6.7 1.4 0.545 6.8 1.4 0.542 7.4 1.5 0.664 7.7 1.6 0.720 6.8 1.5 0.584 6.3 1.4 0.512 6.5 1.5 0.554 12:45 6.4 1.3 0.483 6.3 1.3 0.476 7.5 1.5 0.686 7.5 1.5 0.690 7.0 1.5 0.604 6.0 1.4 0.454 6.4 1.5 0.532 13:00 6.1 1.4 0.478 6.4 1.5 0.534 7.4 1.5 0.666 7.5 1.5 0.669 6.9 1.5 0.588 6.0 1.3 0.437 6.0 1.4 0.456 13:15 6.1 1.3 0.456 6.5 1.4 0.514 7.1 1.5 0.618 7.4 1.6 0.686 6.8 1.5 0.570 6.0 1.4 0.452 5.9 1.5 0.467 13:30 6.1 1.4 0.476 6.7 1.5 0.566 7.0 1.5 0.597 7.4 1.5 0.654 6.4 1.4 0.523 6.1 1.4 0.477 6.0 1.4 0.453 13:45 6.2 1.5 0.500 6.6 1.5 0.565 6.8 1.6 0.611 7.0 1.5 0.600 6.2 1.5 0.516 6.2 1.3 0.449 6.0 1.5 0.490 14:00 6.1 1.4 0.470 6.6 1.4 0.544 6.7 1.4 0.539 7.1 1.5 0.602 6.2 1.4 0.481 6.0 1.4 0.453 6.1 1.5 0.494 14:15 6.1 1.4 0.471 6.4 1.4 0.520 6.6 1.5 0.560 7.0 1.5 0.609 6.1 1.5 0.603 5.9 1.3 0.416 6.0 1.4 0.472 14:30 6.0 1.3 0.443 6.3 1.4 0.510 6.5 1.4 0.529 6.9 1.5 0.584 6.2 1.4 0.483 5.9 1.4 0.441 5.8 1.4 0.430 14:45 5.9 1.4 0.454 6.6 1.5 0.546 6.4 1.4 0.502 6.9 1.5 0.593 6.1 1.4 0.484 5.7 1.3 0.401 5.6 1.3 0.408 15:00 5.9 1.3 0.432 6.2 1.4 0.472 6.4 1.4 0.514 6.8 1.5 0.584 6.0 1.4 0.455 5.7 1.3 0.415 5.7 1.4 0.432 15:15 6.0 1.4 0.479 6.1 1.4 0.471 6.5 1.5 0.555 6.5 1.4 0.537 6.0 1.4 0.477 5.8 1.4 0.444 6.0 1.4 0.460 15:30 6.0 1.3 0.436 6.0 1.4 0.474 6.5 1.4 0.532 6.5 1.5 0.558 6.0 1.4 0.474 5.8 1.4 0.442 6.0 1.4 0.456 15:45 5.7 1.3 0.415 6.2 1.3 0.461 6.7 1.5 0.577 6.5 1.5 0.560 5.9 1.3 0.441 5.8 1.4 0.434 5.9 1.4 0.443 16:00 5.7 1.3 0.408 6.1 1.4 0.484 6.9 1.5 0.699 6.7 1.5 0.560 6.1 1.4 0.485 5.7 1.4 0.424 5.7 1.3 0.397 16:15 5.7 1.2 0.382 6.1 1.3 0.435 6.8 1.5 0.578 6.6 1.5 0.545 6.1 1.4 0.482 5.8 1.4 0.428 5.7 1.4 0.419 16:30 5.7 1.2 0.383 6.1 1.4 0.487 6.8 1.4 0.558 6.4 1.4 0.510 6.0 1.4 0.450 5.6 1.3 0.386 5.8 1.4 0.435 16:45 5.8 1.4 0.437 5.9 1.3 0.432 6.7 1.5 0.566 6.9 1.5 0.604 6.0 1.4 0.458 5.6 1.3 0.384 6.0 1.4 0.453 0 0 HB_101mp11DFINAL(inches):Dep HB_101mp1\VFINAL(feet/sec):Vel HB 10\mp1\QFINAL(MGD-Total MG):Flow HB RG02\mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17102 3/18102 3/19/02 3120/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 17:00 5.9 1.4 0.449 6.1 1.4 0.474 6.4 1.4 0.498 7.1 1.5 0.614 6.1 1.4 0.476 5.7 1.3 0.414 5.9 1.3 0.422 17:15 5.7 1.3 0.412 6.3 1.5 0.525 6.6 1.4 0.549 6.9 1.6 0.622 6.2 1.4 0.472 5.9 1.3 0.433 5.9 1.4 0.472 17:30 6.0 1.3 0.441 6.1 1.4 0.478 6.5 1.5 0.549 6.9 1.4 0.583 6.0 1.4 0.479 5.9 1.4 0.453 6.0 1.4 0.473 17:45 5.9 1.3 0.432 6.0 1.4 0.467 6.7 1.5 0.582 6.8 1.5 0.584 6.0 1.4 0.467 6.0 1.4 0.446 6.0 1.4 0.470 18:00 5.9 1.4 0.449 6.0 1.4 0.461 7.0 1.5 0.619 6.8 1.5 0.587 6.0 1.4 0.455 6.0 1.4 0.471 6.1 1.4 0.461 18:15 6.0 1.4 0.475 6.2 1.4 0.505 7.1 1.5 0.619 6.9 1.5 0.601 6.2 1.5 0.510 6.1 1.4 0.465 6.5 1.5 0.545 18:30 6.0 1.4 0.470 6.2 1.5 0.503 7.2 1.5 0.619 7.0 1.5 0.610 6.3 1.5 0.523 6.5 1.5 0.541 6.6 1.5 0.560 18:45 6.1 1.4 0.460 6.4 1.4 0.526 7.0 1.4 0.594 7.4 1.5 0.659 6.6 1.4 0.525 6.6 1.4 0.540 6.6 1.5 0.550 19:00 6.5 1.4 0.517 6.7 1.5 0.565 7.1 1.5 0.647 7.3 1.5 0.645 6.7 1.5 0.582 6.5 1.5 0.539 6.8 1.5 0.602 19:15 6.4 1.5 0.531 6.8 1.4 0.564 7.2 1.6 0.661 7.2 1.5 0.648 7.0 1.5 0.615 6.6 1.4 0.542 6.9 1.5 0.609 19:30 6.6 1.5 0.548 6.9 1.5 0.587 6.9 1.5 0.596 7.1 1.5 0.635 7.0 1.5 0.624 6.9 1.5 0.614 6.9 1.5 0.590 19:45 6.8 1.5 0.588 6.7 1.5 0.577 6.7 1.5 0.594 7.2 1.5 0.636 0.03 7.2 1.6 0.672 7.0 1.5 0.598 7.1 1.5 0.613 20:00 6.9 1.5 0.604 6.7 1.5 0.577 6.8 1.5 0.597 7.3 1.5 0.647 7.2 1.5 0.658 7.2 1.5 0.646 7.2 1.5 0.643 20:15 7.0 1.5 0.610 6.7 1.5 0.573 6.7 1.5 0.567 7.4 1.5 0.657 0.01 7.4 1.5 0.645 7.3 1.5 0.641 7.2 1.5 0.641 20:30 7.1 1.5 0.621 6.6 1.4 0.526 6.6 1.5 0.546 7.4 1.5 0.644 0.07 7.5 1.5 0.675 7.3 1.6 0.682 7.5 1.5 0.674 20:45 7.0 1.5 0.629 6.8 1.5 0.580 6.6 1.5 0.560 7.4 1.5 0.664 0.02 7.5 1.5 0.687 7.5 1.5 0.687 7.6 1.6 0.708 21:00 7.1 1.5 0.640 6.9 1.5 0.690 6.4 1.4 0.509 7.5 1.5 0.688 7.5 1.6 0.706 7.5 1.5 0.649 7.3 1.5 0.653 21:15 7.2 1.5 0.643 6.8 1.5 0.569 6.3 1.4 0.507 7.3 1.5 0.664 7.3 1.5 0.642 7.3 1.5 0.666 7.1 1.5 0.626 21:30 6.9 1.5 0.588 6.6 1.4 0.550 6.2 1.4 0.498 7.4 1.5 0.660 7.0 1.5 0.597 7.1 1.5 0.640 7.2 1.5 0.644 21:45 7.0 1.5 0.607 6.8 1.4 0.530 6.1 1.4 0.481 7.1 1.5 0.628 6.9 1.5 0.611 7.2 1.5 0.623 7.1 1.6 0.655 22:00 7.0 1.5 0.606 6.5 1.5 0.544 6.5 1.5 0.554 7.0 1.5 0.602 6.9 1.5 0.608 7.0 1.5 0.601 6.9 1.5 0.590 22:15 6.9 1.5 0.614 6.4 1.4 0.508 6.5 1.5 0.550 7.1 1.4 0.587 6.9 1.5 0.608 6.8 1.5 0.587 6.9 1.5 0.602 22:30 6.6 1.5 0.560 6.3 1.4 0.481 6.5 1.5 0.542 6.9 1.5 0.597 6.8 1.5 0.584 6.8 1.5 0.594 6.8 1.5 0.601 22:45 6.6 1.5 0.561 6.3 1.4 0.487 6.4 1.4 0.511 6.4 1.5 0.529 6.8 1.5 0.575 6.7 1.5 0.564 6.7 1.5 0.597 23:00 6.4 1.5 0.541 6.2 1.3 0.471 6.3 1.5 0.517 6.1 1.4 0.471 6.5 1.5 0.559 6.3 1.4 0.498 6.5 1.5 0.559 23:15 6.2 1.4 0.478 6.1 1.4 0.462 6.0 1.4 0.456 6.0 1.3 0.436 6.3 1.4 0.506 6.2 1.4 0.471 6.4 1.4 0.516 23:30 6.3 1.4 0.508 6.1 1.3 0.453 5.9 1.4 0.454 5.9 1.4 0.439 6.0 1.4 0.464 6.0 1.3 0.446 6.3 1.5 0.519 23:45 6.1 1.4 0.482 6.0 1.3 0.441 6.0 1.4 0.472 5.8 1.3 0.410 5.9 1.3 0.433 5.9 1.4 0.459 6.0 1.4 0.461 Total 0.489 0.00 0.502 0.00 0.507 0.00 0.523 0.13 0.514 0.00 0.492 0.00 0.504 0.00 Average 6.2 1.4 0.489 6.3 1.4 0.502 6.3 1.4 0.507 6.4 1.4 0.523 6.3 1.4 0.514 6.2 1.4 0.492 6.3 1.4 0.504 Min Time 04:20 03:15 03:15 04:05 01:20 04:05 05:40 02:40 03:30 05:00 02:20 05:00 04:50 02:00 04:45 04:15 03:30 04:15 05:10 01:35 05:00 Min Value 4.1 0.9 0.182 4.1 1.0 0.191 4.1 0.9 0.187 4.0 1.0 0.180 4.0 0.9 0.174 4.1 0.9 0.184 4.2 0.9 0.189 Max Time 08:15 08:05 08:20 08:10 08:10 08:10 10:05 10:20 10:20 10:40 10:35 10:35 08:10 08:05 08:05 08:10 07:20 08:20 08:15 07:40 08:20 Max Value 9.3 1.7 1.040 9.4 1.8 1.069 9.0 1.7 0.939 8.9 1.8 1.013 9.3 1.7 1.025 9.2 1.7 0.978 9.1 1.7 0.994 Week Avg 6.3 1.4 0.504 WeekTotal 3.530 0.13 0 0 ADS Environmental Services HB_101mp11DFINAL(inches):Dep HB 101mp11VFINAL(teeUsec):Vel HB 101mp11QFINAL(MGD-Total MG):Flow HB RG02Vnp1U2AIN(inches):Rain 1003 PALM AVE. HB_10 Pipe Height:17.88 HUNTINGTON BEACH,CA HC 2.4453-2.4453 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26102 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 00:00 5.7 1.3 0.419 5.7 1.4 0.446 6.7 1.2 0,378 5.9 1.4 0.442 5.7 1.3 0.414 5.4 1.3 0.378 5.4 1.2 0.354 00:15 5.5 1.3 0.380 5.3 1.2 0.354 5.5 1.2 0.367 5.8 1.3 0.418 5.4 1.3 0.365 5.3 1.3 0.358 5.2 1.3 0.352 00:30 5.2 1.3 0.346 5.1 1.3 0.340 5.5 1.2 0.362 5.6 1.3 0.403 5.0 1.2 0.315 5.0 1.2 0.311 5.2 1.3 0.364 00:45 5.0 1.2 0.322 5.0 1.2 0.313 5.5 1.2 0.363 5.4 1.2 0.357 4.8 1.1 0.275 4.9 1.2 0.304 5.1 1.3 0.339 01:00 4.9 1.2 0.308 4.7 1.1 0.269 5.2 1.2 0.336 5.3 1.3 0.357 4.8 1.2 0.283 4.8 1.2 0.297 4.9 1.2 0.312 01:15 4.7 1.2 0.288 4.6 1.2 0.270 5.0 1.2 0.306 5.1 1.2 0.327 4.5 1.1 0.249 4.6 1.1 0.254 4.7 1.2 0.296 01:30 4.4 1.2 0.263 4.5 1.2 0.264 4.8 1.1 0.275 0.01 4.9 1.2 0.288 4.4 1.0 0.218 4.6 1.1 0.243 4.7 1.2 0.281 01:45 4.4 1.1 0.244 4.4 1.1 0.234 4.7 1.1 0.252 0.01 '4.8 1.1 0.273 4.2 1.1 0.212 4.3 1.0 0.217 4.8 1.2 0.299 02:00 4.4 1.1 0.242 4.4 1.1 0.238 4.6 1.2 0.273 4.7 1.2 0.268 4.1 1.0 0.199 4.2 1.0 0.200 4.5 1.2 0.262 02:15 4.4 1.1 0.223 4.3 1.1 0.231 4.5 1.2 0.262 4.5 1.1 0.246 4.1 0.9 0.179 4.2 1.0 0.205 4.4 1.2 0.247 02:30 4.3 1.1 0.225 4.2 1.1 0.223 4.4 1.1 0.244 4.4 1.1 0.236 4.1 1.0 0.189 4.2 1.1 0.219 4.2 1.1 0.222 02:45 4.2 1.1 0.232 4.3 1.1 0.228 4.5 1.1 0.235 0.01 4.5 1.2 0.253 3.9 1.0 0.176 4.1 1.0 0.190 4.3 1.1 0.231 03:00 4.2 1.1 0.222 4.3 1.1 0.231 4.5 1.1 0.250 0.03 4.5 1.1 0.249 4.0 0.9 0.178 4.1 1.0 0.197 4.3 1.2 0.242 03:15 4.2 1.1 0.223 4.2 1.1 0.224 4.4 1.1 0.240 0.03 4.4 1.1 0.241 4.1 1.0 0.192 4.0 1.0 0.182 4.3 1.1 0.223 03:30 4.1 1.1 0.212 4.2 1.1 0.224 4.3 1.0 0.216 0.01 4.3 1.0 0.206 4.1 1.0 0.195 4.0 1.0 0.186 4.2 1.1 0.227 03:45 4.2 1.1 0.222 4.1 1.1 0.205 4.4 1.0 0.219 4.2 1.1 0.221 4.0 1.0 0.185 4.0 1.0 0.190 4.2 1.1 0.230 04:00 4.2 1.1 0.220 4.1 1.1 0.210 4.4 1.1 0.226 4.1 1.0 0.201 4.0 1.0 0.178 4.1 1.0 0.194 4.2 1.1 0.221 04:15 4.1 1.1 0.216 4A 1.1 0.218 4.2 1.1 0.221 4.2 1.0 0.205 3.9 0.9 0.172 4.1 1.0 0.200 4.1 1.0 0.204 04:30 4.1 1.1 0.206 4.2 1.1 0.216 4.2 1.0 0.201 4.2 1.0 0.206 3.9 0.9 0.171 4.1 1.0 0.193 4.1 1.1 0.212 04:45 4.1 1.1 0.211 4.1 1.1 0.207 4.2 1.0 0.199 4.1 1.1 0.211 3.9 1.0 0.172 4.0 1.0 0.189 4.0 1.1 0.205 05:00 4.2 1.1 0.214 4.1 1.1 0.225 4.2 1.1 0.217 4.1 1.0 0.191 3.9 1.0 0.183 4.1 1.1 0.210 4.0 1.1 0.204 05:15 4.2 1.1 0.228 4.3 1.1 0.231 4.3 1.1 0.239 4.0 1.0 0.185 3.9 1.0 0.178 4.2 1.1 0.226 4.1 1.2 0.224 05:30 4.4 1.2 0.269 4.5 1.3 0.287 4.2 1.0 0.207 4.0 1.0 0.183 4.1 1.0 0.199 4.3 1.1 0.226 4.3 1.2 0.247 05:45 4.5 1.2 0.264 4.8 1.2 0.300 4.2 1.1 0.221 4.2 1.1 0.211 4.5 1.1 0.251 4.6 1.2 0.269 4.7 1.3 0.296 06:00 4.8 1.1 0.280 5.1 1.3 0.334 4.2 1.1 0.224 4.2 1.1 0.215 4.9 1.2 0.300 4.8 1.2 0.306 4.9 1.3 0.326 06:15 5.2 1.3 0.368 5.6 1.4 0.412 4.4 1.1 0.240 4.2 1.1 0.216 5.4 1.2 0.331 6.4 1.3 0.371 5.5 1.3 0.388 06:30 6.2 1.5 0.535 6.2 1.5 0.502 4.6 1.2 0.272 4.4 1.1 0.248 6.1 1.5 0.507 6.0 1.4 0.467 5.9 1.4 0.463 06:45 6.7 1.6 0.595 6.6 1.5 0.566 5.0 1.2 0.311 4.7 1.3 0.300 6.5 1.5 0.542 6.5 1.5 0.556 6.4 1.5 0.547 07:00 7.3 1.5 0.663 7.2 1.6 0.664 5.3 1.4 0.384 5.0 1.3 0.327 7.0 1.5 0.613 6.9 1.6 0.632 7.0 1.6 0.642 07:15 8.2 1.7 0.837 8.1 1.6 0.797 5.4 1.2 0.353 5.3 1.4 0.377 7.8 1.5 0.715 7.8 1.6 0.771 7.4 1.5 0.676 07:30 8.7 1.7 0.907 8.6 1.6 0.856 5.9 1.3 0.427 5.9 1.4 0.463 8.3 1.5 0.766 8.7 1.7 0.928 8.0 1.7 0.806 07:45 8.8 1.6 0.897 8.9 1.6 0.867 6.5 1.5 0.533 6.3 1.6 0.554 8.9 1.6 0.898 9.4 1.7 1.004 8.1 1.6 0.781 ! ! HB_10Mp11DFINAL(inches):Dep HB_tOMpt\VFINAL(feet/sec):Vel HB_101mp11QFINAL(MGD-Total MG):Flow HB RG02VnpIIRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 8.9 1.6 0.891 9.0 1.6 0.915 6.9 1.5 0.615 6.5 1.4 0.529 8.9 1.6 0.921 9.1 1.6 0.939 8.2 1.6 0.823 08:15 8.9 1.7 0.955 8.9 1.7 0.935 7.4 1.5 0.670 6.7 1.5 0.596 8.8 1.5 0.851 9.1 1.6 0.945 8.2 1.6 0.820 08:30 8.6 1.6 0.844 8.8 1.6 0.869 7.9 1.4 0.693 7.4 1.6 0.711 8.8 1.5 0.818 9.0 1.7 0.951 8.3 1.5 0.778 08:45 8.5 1.6 0.823 8.8 1.6 0.883 8.1 1.5 0.752 7.8 1.5 0.700 8.6 1.5 0.808 8.9 1.6 0.903 8.2 1.6 0.788 09:00 8.3 1.5 0.774 8.8 1.5 0.850 8.5 1.5 0.808 8.0 1.6 0.752 8.3 1.6 0.816 8.7 1.5 0.828 7.6 1.5 0.701 09:15 8.0 1.5 0.722 8.7 1.6 0.863 8.8 1.6 0.903 8.2 1.5 0.774 8.1 1.6 0.786 8.2 1.6 0.799 8.9 1.7 0.979 09:30 8.2 1.6 0.784 8.3 1.6 0.803 8.5 1.6 0.833 8.5 1.6 0.816 8.3 1.5 0.762 8.0 1.6 0.786 9.4 1.7 1.035 09:45 7.9 1.5 0.723 8.2 1.4 0.732 8.9 1.6 0.899 8.5 1.5 0.816 8.2 1.6 0.808 8.0 1.6 0.782 8.8 1.5 0.837 10:00 7.6 1.5 0.699 7.8 1.5 0.699 9.1 1.7 0.958 8.8 1.6 0.880 8.1 1.5 0.722 7.8 1.6 0.746 8.0 1.5 0.739. 10:16 7.3 1.5 0.647 7.8 1.5 0.703 8.7 1.5 0.809 9.0 1.7 0.959 8.0 1.6 0.779 7.6 1.6 0.733 7.6 1.5 0.684 10:30 7.3 1.4 0.619 7.9 1.4 0.695 8.3 1.5 0.775 8.8 1.6 0.858 7.9 1.5 0.711 7.3 1.5 0.671 7.3 1.5 0.650 10:45 7.4 1.5 0.666 7.9 1.5 0.742 8.2 1.5 0.776 8.6 1.6 0.839 7.7 1.5 0.673 7.4 1.5 0.684 7.5 1.6 0.709 11:00 7.3 1.6 0.677 7.8 1.5 0.721 8.2 1.5 0.760 8.5 1.6 0.837 7.5 1.5 0.675 7.3 1.6 0.683 7.5 1.5 0.688 11:15 7.3 1.6 0.668 7.6 1.5 0.690 8.1 1.6 0.764 8.2 1.5 0.766 7.6 1.5 0.673 7.4 1.6 0.705 7.2 1.6 0.659 11:30 7.1 1.5 0.630 7.3 1.5 0.664 7.8 1.5 0.696 7.9 1.5 0.732 7.3 1.5 0.646 7.7 1.6 0.719 6.7 1.5 0.569 11:45 6.8 1.5 0.598 7.1 1.5 0.629 7.8 1.5 0.706 7.8 1.5 0.699 7.3 1.4 0.622 7.7 1.5 0.712 6.4 1.5 0.545 12:00 6.8 1.5 0.585 7.0 1.5 0.624 7.4 1.5 0.662 7.9 1.5 0.741 7.2 1.4 0.610 7.4 1.5 0.671 6.3 1.4 0.515 12:15 6.7 1.5 0.558 7.0 1.5 0.595 7.2 1.4 0.615 7.8 1.6 0.735 7.1 1.5 0.610 7.1 1.5 0.636 6.2 1.5 0.509 12:30 6.4 1.5 0.522 6.9 1.5 0.604 7.1 1.5 0.618 7.7 1.6 0.722 6.8 1.4 0.568 6.8 1.5 0.599 6.2 1.5 0.525 12:45 6.2 1.5 0.525 6.7 1.5 0.577 7.1 1.4 0.596 7.5 1.5 0.649 6.8 1.5 0.591 6.6 1.5 0.578 6.3 1.5 0.530 13:00 6.2 1.4 0.480 6.6 1.5 0.561 7.1 1.4 0.569 7.0 1.5 0.607 7.1 1.5 0.625 6.5 1.5 0.565 6.2 1.4 0.504 13:15 5.9 1.4 0.448 6.5 1.4 0.521 7.0 1.5 0.635 7.0 1.5 0.603 6.9 1.5 0.601 6.5 1.5 0.553 6.0 1.4 0.464 13:30 5.9 1.4 0.470 6.3 1.5 0.522 7.0 1.5 0.609 7.2 1.5 0.620 8.6 1.5 0.561 6.5 1.5 0.554 5.9 1.4 0.450 13:45 5.9 1.4 0.453 6.3 1.4 0.506 7.0 1.5 0.615 7.1 1.5 0.628 6.5 1.5 0.650 6.4 1.4 0.518 5.8 1.3 0.427 14:00 6.0 1.5 0.479 6.2 1.3 0.467 6.9 1.5 0.615 6.9 1.4 0.579 6.5 1.5 0.568 6.1 1.4 0.472 6.0 1.4 0.474 14:15 6.0 1.4 0.461 6.1 1.5 0.495 7.0 1.6 0.640 6.9 1.5 0.605 6.3 1.4 0.614 5.9 1.4 0.462 5.7 1.4 0.446 14:30 6.0 1.5 0.485 6.0 1.4 0.474 6.9 1.5 0.605 6.9 1.5 0.595 6.3 1.5 0.517 5.8 1.4 0.439 5.6 1.4 0.414 14:45 6.0 1.4 0.476 6.0 1.4 0.462 6.6 1.5 0.578 6.7 1.5 0.573 6.2 1.4 0.500 5.9 1.5 0.467 5.7 1.4 0.420 15:00, 5.8 1.4 0.430 6.1 1.4 0.470 6.5 1.5 0.544 6.6 1.5 0.561 6.1 1.5 0.495 5.8 1.4 0.429 5.6 1.4 0.409 15:15 5.8 1.3 0.413 6.2 1.4 0.472 6.3 1.5 0.546 6.5 1.5 0.550 6.2 1.4 0.496 6.0 1.5 0.491 5.6 1.4 0.408 16:30 6.8 1.3 0.425 6.1 1.5 0.501 6.5 1.5 0.563 6.2 1.4 0.498 6.1 1.5 0.501 6.0 1.4 0.481 5.7 1.3 0.419 15:45 5.9 1.4 0.458 6.1 1.4 0.481 6.5 1.5 0.664 6.2 1.4 0.484 6.2 1.4 0.501 5.9 1.4 0.472 5.7 1.4 0.450 16:00 5.8 1.4 0.438 6.1 1.4 0.472 6.5 1.5 0.562 6.4 1.5 0.530 6.0 1.5 0.483 5.7 1.4 0.438 5.8 1.3 0.422 16:15 5.9 1.5 0.471 6.1 1.4 0.484 6.5 1.5 0.553 6.5 1.5 0.547 5.8 1.4 0.439 5.8 1.4 0.432 5.7 1.3 0.405 16:30 5.9 1.4 0.448 6.1 1.4 0.473 6.7 1.6 0.599 6.6 1.5 0.560 5.9 1.4 0.444 5.9 1.4 0.453 5.8 1.4 0.430 16:45 5.9 1.5 0.469 6.2 1.5 0.503 6.9 1.6 0.620 6.7 1.5 0.582 6.0 1.4 0.470 5.8 1.4 0.438 5.7 1.4 0.423 HB_10\np11DFINAL(inches):Dep HB_101mp11VFINAL(feet/sec):Vel HB_10Xnp11QFINAL(MGD-Total MG):Flow HB RG02Unp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21102 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vef Flow Rain Dep Vef Flow Rain Dep Vet Flow Rain Dep Vef Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain 17:00 5.9 1.3 0.434 6.1 1.3 0.452 6.8 1.5 0.599 6.9 1.4 0.570 6.0 1.4 0.473 5.8 1.4 0.442 5.7 1.4 0.416 17:15 6.1 1.5 0.499 6.0 1.4 0.460 7.0 1.5 0.607 6.6 1.5 0.555 6.3 1.5 0.528 6.0 1.4 0.478 5.7 1.4 0.427 17:30 6.1 1.5 0.500 6.1 1.5 0.499 7.0 1.5 0.628 6.6 1.4 0.540 6.6 1.5 0.560 5.9 1.4 0.450 5.9 1.4 0.463 17:45 6.0 1.4 0.469 6.2 1.4 0.504 7.2 1.5 0.630 6.6 1.5 0.559 6.6 1.5 0.556 5.9 1.4 0.462 5.9 1.4 0.456 18:00 6.0 1.4 0.470 6.2 1.4 0.482 7.2 1.6 0.682 6.7 1.5 0.576 6.6 1.5 0.564 6.0 1.4 0.461 6.1 1.4 0.480 16:15 6.2 1.4 0.487 6.2 1.4 0.498 7.2 1.5 0.656 6.5 1.4 0.521 6.7 • 1.5 0.584 6.2 1.5 0.501 6.2 1.5 0.510 18:30 6.3 1.5 0.525 6.2 1.4 0.497 7.3 1.6 0.688 6.6 1.5 0.545 6.9 1.5 0.614 6.2 1.4 0.479 6.2 1.5 0.511 18:45 6.3 1.5 0.547 6.5 1.5 0.555 7.3 1.6 0.662 6.7 1.5 0.562 7.1 1.5 0.638 6.1 1.4 0.484 6.2 1.5 0.516 19:00 6.5 1.5 0.544 6.6 1.5 0.585 7.1 1.5 0.629 6.6 1.5 0.559 7.2 1.5 0.652 6.3 1.5 0.539 6.2 1.5 0.516 19:15 6.6 1.5 0.562 6.6 1.5 0.574 6.9 1.5 0.613 6.9 1.5 0.602 7.3 1.5 0.668 6.4 1.5 0.551 6.6 1.5 0.583 19:30 6.7 1.6 0.615 6.6 1.5 0.553 6.9 1.5 0.589 7.1 1.5 0.627 7.1 1.5 0.631 6.6 1.5 0.566 6.8 1.5 0.594 19:45 6.9 1.5 0.588 6.6 1.5 0.555 7.0 1.5 0.606 7.1 1.5 0.607 6.9 1.5 0.596 6.6 1.5 0.568 6.8 1.5 0.594 20:00 6.6 1.5 0.601 6.6 1.5 0.561 6.7 1.5 0.582 7.1 1.5 0.621 7.0 1.5 0.617 6.9 1.5 0.608 6.7 1.5 0.587 20:15 6.7 1.5 0.586 6.5 1.5 0.557 6.6 1.5 0.565 7.0 1.5 0.602 7.2 1.6 0.664 7.0 1.6 0.635 6.8 1.5 0.577 20:30 6.9 1.5 0.608 6.5 1.4 0.533 6.7 1.5 0.573 6.9 1.5 0.606 7.5 1.6 0.704 7.1 1.5 0.637 7.0 1.5 0.616 20:45 7.0 1.5 0.594 6.5 1.5 0.551 6.6 1.5 0.565 7.0 1.5 0.611 7.6 1.5 0.699 6.9 1.5 0.614 7.2 1.5 0.656 21:00 7.2 1.5 0.647 6.5 1.4 0.525 6.6 1.4 0.543 6.8 1.4 0.572 7.4 1.6 0.672 7.0 1.5 0.626 7.3 1.5 0.647 21:15 7.0 1.6 0.641 6.4 1.5 0.537 6.4 1.4 0.523 6.7 1.4 0.544 7.5 1.6 0.694 7.1 1.6 0.647 7.3 1.5 0.659 21:30 6.7 1.5 0.580 6.4 1.5 0.532 6.4 1.5 0.543 6.8 1.5 0.589 7.3 1.5 0.661 7.2 1.6 0.664 7.0 1.5 0.602 21:45 6.6 1.5 0.566 6.6 1.5 0.556 6.4 1.5 0.539 6.8 1.4 0.664 7.0 1.5 0.632 7.1 1.6 0.651 6.9 1.5 0.592 22:00 6.7 1.5 0.574 6.8 1.4 0.563 6.3 1.4 0.510 6.4 1.5 0.532 7.0 1.5 0.607 7.0 1.5 0.629 6.9 1.5 0.608 22:15 6.8 1.6 0.623 6.6 1.5 0.564 6.2 1.4 0.491 6.2 1.5 0.511 6.8 1.5 0.576 7.0 1.5 0.627 6.9 1.5 0.601 22:30 6.7 1.5 0.589 6.5 1.5 0.546 6.1 1.4 0.478 6.3 1.4 0.478 6.6 1.5 0.600 6.8 1.6 0.611 6.8 1.5 0.575 22:45 6.5 1.4 0.512 6.3 1.4 0.509 6.2 1.4 0.491 6.3 1.5 0.523 6.8 1.5 0.594 6.5 1.6 0.582 6.6 1.5 0.558 23:00 6.4 1.5 0.557 6.1 1.3 0.456 6.1 1.4 0.495 6.5 1.4 0.512 6.7 1.5 0.570 6.2 1.5 0.506 6.4 1.5 0.532 23:15 6.3 1.5 0.511 6.0 1.5 0.488 6.1 1.5 0.498 6.6 1.4 0.531 6.3 1.4 0.517 6.0 1.5 0.489 6.2 1.5 0.508 23:30 6.1 1.4 0.470 6.0 1.4 0.458 6.0 1.4 0.461 6.3 1.4 0.512 5.9 1.4 0.439 5.9 1.4 0.466 6.0 1.4 0.463 23:45 5.9 1.4 0.459 6.0 1.4 0.454 6.1 1.5 0.502 6.0 1.3 0.441 5.6 1.3 0.409 5.5 1.3 0.383 5.7 1.3 0.391 Total 0.499 0.00 0.505 0.00 0.514 0.10 0.509 0.00 0.515 0.00 0.508 0.00 0.492 0.00 Average 6.2 1.4 0.499 6.2 1.4 0.505 6.3 1.4 0.514 6.3 1.4 0.509 6.3 1.4 0.515 6.2 1.4 0.508 6.1 1.4 0.492 Min Time 04:25 05:05 05:05 04:00 01:55 03:55 05:50 04:00 04:45 05:30 05:25 05:30 04:50 03:00 03:00 03:35 02:05 03:20 04:55 04:15 05:00 Min Value 4.0 1.0 0.190 4.0 1.0 0.191 4.2 0.9 0.186 4.0 0.9 0.174 3.9 0.8 0.152 4.0 0.9 0.175 4.0 1.0 0.190 Max Time 08:15 08:15 08:15 08:05 08:00 08:00 10:05 09:20 10:05 10:20 10:20 10:20 08:00 07:55 07:55 07:45 07:20 07:50 09:30 09:30 09:30 Max Value 9.0 1.8 1.020 9.0 1.7 0.994 9.1 1.8 1.012 9.0 1.7 0.995 9.0 1.7 0.966 9.4 1.8 1.048 9.6 1.8 1.128 Week Avg 6.2 1.4 0.506 WeekTotal 3.541 0.10 ADS Environmental Services HB_10Unp11DFINAL(inches):Dep HB_10Vnp1WFINAL(feeUsec):Vel HB 10Vnp11QFINAL(MGD-Total MG):Flow HB_RG02Vnp11RAIN(inches):Rain 1003 PALM AVE. HB 10 Pipe Height:17.88 HUNTINGTON BEACH,CA HC 2.4453-2.4453 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 5.3 1.3 0.369 5.9 1.4 0.442 5.8 1.3 0.412 5.9 1.4 0.443 5.5 1.2 0.362 5.8 1.3 0.416 5.7 1.4 0.421 00:15 5.4 1.3 0.375 5.6 1.2 0.363 5.8 1.3 0.405 5.7 1.3 0.394 5.4 1.3 0.365 5.6 1.3 0.382 5.5 1.4 0.401 00:30 5.1 1.3 0.349 5.3 1.3 0.360 5.7 1.4 0.418 5.6 1.2 0.357 5.4 1.2 0.350 5.3 1.2 0.335 5.3 1.3 0.356 00:45 4.8 1.2 0.299 5.1 1.2 0.321 5.4 1.2 0.343 5.3 1.2 0.329 5.1 1.1 0.298 5.1 1.2 0.301 5.3 1.2 0.344 01:00 4.7 1.1 0.259 4.9 1.2 0.306 5.2 1.1 0.309 5.1 1.2 0.316 4.9 1.2 0.297 5.0 1.2 0.309 5.0 1.2 0.314 01:15 4.6 1.1 0.258 4.8 1.1 0.271 5.0 1.2 0.307 5.1 1.2 0.313 4.7 1.1 0.249 4.9 1.2 0.313 4.8 1.1 0.269 01:30 4.4 1.1 0.235 4.6 1.0 0.239 4.9 1.2 0.307 5.0 1.1 0.287 4.4 1.0 0.217 4.7 1.1 0.260 4.7 1.1 0.263 01:45 4.3 1.0 0.213 4.6 1.1 0.257 4.7 1.1 0.258 4.7 1.1 0.265 4.4 1.1 0.225 4.5 1.1 0.250 4.5 1.1 0.238 02:00 4.2 1.0 0.206 4.5 1.1 0.250 4.7 1.1 0.271 4.7 1.2 0.281 4.3 1.0 0.208 4.5 1.1 0.247 4.4 1.0 0.220 02:15 4.1 1.0 0.194 4.4 1.1 0.230 4.7 1.1 0.272 4.7 1.1 0.259 4.3 1.1 0.217 4.6 1.1 0.243 4.4 1.1 0.237 02:30 4.2 1.0 0.211 4.3 1.0 0.217 4.5 .1.1 0.253 4.6 1.1 0.247 4.2 1.0 0.208 4.6 1.1 0.242 4.3 1.0 0.217 02:45 4.2 1.0 0.205 4.4 1.0 0.220 4.5 1.1 0.242 4.5 1.1 0.234 4.2 1.0 0.205 4A 1.1 0.234 4.2 1.0 0.210 03:00 4.1 1.0 0.200 4.3 1.1 0.229 4.5 1.1 0.238 4.5 1.1 0.236 4.2 1.0 0.211 4A 1.1 0.226 4.2 1.0 0.201 03:15 4.2 1.1 0.212 4.2 1.0 0.200 4.4 1.1 0.236 4.6 1.1 0.246 4.2 1.0 0.202 4.4 1.2 0.252 4.2 1.1 0.217 03:30 4.1 1.0 0.190 4.2 1.0 0.208 4.4 1.1 0.233 4.4 1.0 0.218 4.2 1.0 0.210 4.4 1.1 0.234 4.2 1.1 0.226 03:45 4.1 1.0 0.200 4.3 1.1 0.227 4.5 1.1 0.236 4.4 1.1 0.234 4.2 1.0 0.198 4.4 1.1 0.236 4.3 1.1 0.234 04:00 4.2 1.1 0.212 4.3 1.1 0.224 4.5 1.1 0.256 4.3 1.0 0.219 4.2 1.0 0.195 4.4 1.1 0.227 4.3 1.1 0.220 04:15 4.1 1.0 0.200 4.3 1.1 0.217 4.5 1.1 0.245 4.3 1.1 0.220 4.2 1.0 0.196 4.3 1.0 0.217 4.2 1.1 0.217 04:30 4.1 1.0 0.200 4.2 1.0 0.208 4.4 1.0 0.210 4.2 1.0 0.204 4.2 1.0 0.208 4.4 1.1 0.238 4.2 1.1 0.217 04:45 4.0 1.0 0.196 4.2 1.0 0.202 4.2 1.0 0.199 4.2 1.0 0.198 4.2 1.0 0.205 4.4 1.2 0.249 4.2 1.1 0.211 05:00 4.0 1.0 0.199 4.2 1.1 0.222 4.2 1.0 0.197 4.1 1.0 0.193 4.2 1.0 0.196 4.4 1.1 0.232 4.2 1.1 0.220 05:15 4.1 1 A 0.205 4.3 1.1 0.229 4.2 1.0 0.205 4.2 1.0 0.200 4.4 1.1 0.229 4.4 1.1 0.237 4.2 1 A 0.221 05:30 4.1 1.0 0.198 4.4 1.1 0.230 4.3 1.1 0.221 4.3 1.1 0.217 4.7 1.1 0.267 4.5 1.1 0.237 4.3 1.1 0.233 05:45 4.7 1.2 0.280 4.7 1.2 0.284 4.2 1.0 0.198 4.2 1.0 0.206 4.7 1.1 0.263 4.6 1.2 0.265 4.6 1.1 0.248 06:00 4.9 1.2 0.301 5.0 1.3 0.333 4.3 1.0 0.215 4.3 1.0 0.218 4.8 1.1 0.271 4.8 1.2 0.286 4.8 1.2 0.287 06:15 5.2 1.3 0.351 5.4 1.3 0.362 4.4 1.1 0.243 4.5 1.1 0.248 5.3 1.2 0.342 5.2 1.2 0.330 5.3 1.3 0.361 06:30 6.0 1.5 0.502 5.7 1.4 0.433 4.5 1.1 0.242 4.6 1.2 0.266 5.6 1.3 0.386 5.5 1.2 0.364 5.8 1.4 0.445 06:45 6.5 1.5 0.572 6.1 1.4 0.485 4.8 1.1 0.262 4.8 1.2 0.281 5.8 1.4 0.437 6.1 1.4 0.472 6.3 1.5 0.511 07:00 6.9 1.5 0.604 6.8 1.6 0.608 5.2 1.1 0.310 5.1 1.2 0.328 6.3 1.5 0.522 6.4 1.5 0.524 6.6 1.5 0.570 07:15 7.3 1.6 0.685 7.7 1.6 0.753 5.5 1.2 0.366 5.5 1.2 0.363 6.7 1.5 0.567 7.0 1.5 0.607 7.0 1.5 0.612 07:30 8.2 1.6 0.807 8.1 1.6 0.795 5.8 1.2 0.386 5.8 1.3 0.406 7.1 1.5 0.643 7.5 1.6 0.694 7.2 1.3 0.557 07:45 8.7 1.7 0.911 8.4 1.6 0.856 6.2 1.3 0.468 6.3 1.4 0.487 7.3 1.5 0.658 7.5 1.5 0.659 7.8 1.5 0.725 HB_101mp11DFINAL(inches):Dep HB 101mp1WFINAL(feet/sec):Vel HB 10Vnp1\QFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 08:00 8.7 1.6 0.860 8.5 1.6 0.863 6.4 1.4 0.519 6.6 1.5 0.579 7.7 1.5 0.693 7.8 1.5 0.708 8.0 1.6 0.763 08:15 8.8 1.6 0.907 8.5 1.7 0.882 6.9 1.5 0.591 6.9 1.4 0.564 7.9 1.6 0.762 8.2 1.5 0.734 7.9 1.5 0.720 08:30 8.8 1.6 0.907 8.6 1.5 0.828 7.2 1.5 0.632 7.1 1.5 0.625 8.1 1.6 0.775 8.3 1.6 0.819 7.9 1.5 0.703 08:45 8.7 1.6 0.854 8.6 1.6 0.861 7.7 1.4 0.654 7.6 1.5 0.702 8.2 1.6 0.808 8.6 1.5 0.819 7.9 1.5 0.718 09:00 8.5 1.6 0.829 8.6 1.6 0.871 7.9 1.5 0.697 8.2 1.5 0.777 8.4 1.6 0.850 8.4 1.6 0.828 7.9 1.5 0.729 09:16 8.2 1.6 0.803 8.4 1.5 0.803 8.2 1.5 0.770 8.5 1.5 0.809 8.5 1.6 0.823 8.3 1.6 0.810 8.3 1.6 0.807 09:30 8.1 1.6 0.772 8.4 1.5 0.795 8.5 1.5 0.783 8.7 1.6 0.879 8.4 1.6 0.826 8.3 1.5 0.790 8.4 1.6 0.812 09:45 8.0 1.5 0.736 8.6 1.7 0.898 8.5 1.6 0.836 8.9 1.6 0.885 8.3 1.6 0.816 8.2 1.5 0.734 8.2 1.6 0.782 10:60 8.1 1.5 0.757 8.5 1.6 0.840 8.5 1.5 0.794 9.0 1.5 0.866 8.4 1.6 0.833 7.9 1.6 0.741 8.1 1.4 0.710 10:15 7.8 1.4 0.684 8.4 1.6 0.841 8.7 1.6 0.858 8.9 1.6 0.887 8.2 1.5 0.779 7.7 1.5 0.683 8.1 1.5 0.769 10:30 7.5 1.4 0.651 8.4 1.6 0.849 8.7 1.6 0.864 8.9 1.5 0.834 8.4 1.6 0.802 7.9 1.6 0.749 8.0 1.5 0.749 10:45 7.4 1.4 0.624 8.3 1.5 0.781 8.7 1.5 0.815 .8.8 1.6 0.856 8.4 1.6 0.828 7.9 1.5 0.696 7.8 1.5 0.731 11:00 7.3 1.4 0.597 7.9 1.6 0.757 8.8 1.6 0.857 8.7 1.6 0.856 8.4 1.6 0.818 7.9 1.5 0.721 7.6 1.5 0.694 11:15 7.1 1.4 0.598 8.0 1.6 0.754 8.6 1.5 0.824 8.6 1.6 0.842 8.3 1.5 0.757 7.4 1.5 0.683 7.6 1.5 0.690 11:30 7.1 1.4 0.606 7.8 1.4 0.672 8.3 1.6 0.807 8.6 1.5 0.816 8.2 1.5 0.761 7.4 1.5 0.649 7.6 1.5 0.701 11:45 6.9 1.5 0.588 7.5 1.5 0.687 8.1 1.5 0.746 8.6 1.6 0.845 7.8 1.5 0.698 7.4 1.5 0.674 7.4 1.5 0.665 12:00 6.7 1.5 0.566 7.4 1.6 0.684 7.9 1.5 0.738 8.6 1.6 0.841 7.6 1.6 0.712 7.2 1.5 0.646 7.4 1.4 0.635 12:15 6.6 1.4 0.537 7.4 1.5 0.663 7.9 1.5 0.736 8.4 1.5 0.795 7.5 1.5 0.663 7.0 1.5 0.605 7.0 1.5 0.623 12:30 6.6 1.4 0.524 7.2 1.5 0.618 7.4 1.4 0.639 7.9 1.5 0.710 7.2 1.5 0.625 7.0 1.5 0.627 7.1 1.5 0.612 12:45 6.6 1.4 0.628 7.0 1.5 0.601 7.1 1.5 0.627 7.9 1.5 0.744 7.0 1.5 0.611 7.0 1.5 0.623 7.1 1.5 0.627 13:00 6.4 1.4 0.494 6.7 1.5 0.578 7.2 1.5 0.646 8.1 1.6 0.779 7.0 1.6 0.621 6.7 1.5 0.577 6.9 1.5 0.600 13:15 6.2 1.4 0.481 6.5 1.5 0.559 7.4 1.6 0.660 8.0 1.5 0.735 7.2 1.6 0.678 6.6 1.4 0.510 6.7 1.5 0.581 13:30 6.1 1.4 0.480 6.4 1.3 0.488 7.1 1.5 0.607 7.9 1.5 0.720 7.1 1.5 0.634 6.5 1.5 0.539 6.7 1.4 0.536 13:45 6.0 1.4 0.472 6.4 1.5 0.542 6.9 1.5 0.616 8.0 1.6 0.783 6.7 1.5 0.579 6.5 1.5 0.547 6.4 1.5 0.523 14:00 6.0 1.3 0.444 6.6 1.5 0.549 6.8 1.5 0.685 8.0 1.6 0.761 6.6 1.5 0.560 6.3 1.5 0.522 6.2 1.5 0.518 14:15 5.9 1.4 0.450 6.4 1.4 0.516 6.9 1.5 0.583 7.5 1.5 0.677 6.5 1.4 0.519 6.2 1.4 0.496 6.2 1.4 0.492 14:30 6.0 1.4 0.468 6.0 1.4 0.466 6.9 1.5 0.580 7.4 1.5 0.654 6.4 1.5 0.537 6.1 1.4 0.484 6.2 1.4 0.491 14:45 6.1 1.4 0.485 6.1 1.5 0.499 6.7 1.5 0.593 7.2 1.6 0.631 6.4 1.5 0.539 6.1 1.4 0.463 6.2 1.4 0.506 15:00 6.1 1.4 0.480 6.2 1.5 0.512 6.6 1.5 0.570 7.0 1.5 0.618 6.6 1.4 0.542 5.9 1.4 0.445 6.1 1.4 0.481 15:15 6.0 1.4 0.468 6.2 1.5 0.509 6.6 1.6 0.598 7.0 1.4 0.587 6.4 1.5 0.546 6.2 1.5 0.514 5.9 1.4 0.447 15:30 5.9 1.4 0.456 6.2 1.5 0.509 6.6 1.5 0.570 6.9 1.5 0.614 6.2 1.4 0.494 6.2 1.4 0.473 5.8 1.3 0.414 15:45 5.9 1.4 0.448 6.2 1.4 0.496 6.9 1.5 0.606 6.8 1.5 0.581 6.1 1.5 0.503 6.1 1.5 0.495 5.7 1.4 0.428 16:00 5.7 1.4 0.440 6.2 1.6 0.505 6.8 1.5 0.583 6.9 1.5 0.602 6.1 1.4 0.473 5.9 1.3 0.430 5.9 1.3 0.441 16:15 5.8 1.5 0.456 6.1 1.4 0.468 6.7 1.5 0.586 7.0 1.5 0.615 6.1 1.5 0.495 5.7 1.4 0.420 5.8 1.4 0.449 16:30 5.9 1.4 0.448 6.0 1.3 0.436 6.7 1.5 0.562 6.9 1.5 0.592 6.1 1.4 0.461 5.8 1.4 0.435 5.7 1.4 0.427 16:45 5.8 1.3 0.409 6.2 1.4 0.484 6.8 1.4 0.566 6.7 1.5 0.568 6.0 1.4 0.475 5.7 1.4 0.438 5.7 1.5 0.453 i ! HB_10Mp11DFINAL(inches):Dep HB_10\mp1\VFINAL(feet/sec):Vel HB_101mp1\QFINAL(MGD-Total MG):Flow HB_RG02Mpl\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 5.7 1.3 0.410 6.3 1.4 0.511 6.7 1.5 0.576 6.5 1.5 0.555 6.1 1.4 0.481 5.8 1.4 0.438 5.8 1.4 0.437 17:15 5.9 1.4 0.456 6.2 1.4 0.496 6.7 1.5 0.581 6.5 1.6 0.541 6.0 1.4 0.461 5.9 1.4 0.467 5.9 1.4 0.443 17:30 6.3 1.4 0.608 6.2 1.4 0.486 6.7 1.5 0.576 6.7 1.5 0.569 6.1 1.4 0.489 6.2 1.4 0.500 6.1 1.5 0.502 17:45 6.3 1.4 0.491 6.4 1.5 0.529 6.9 1.5 0.616 6.7 1.5 0.575 6.3 1.6 0.513 6.2 1.5 0.508 6.0 1.4 0.464 18:00 6.3 1.4 0.494 6.3 1.5 0.523 7.0 1.5 0.623 6.6 1.5 0.562 6.3 1.4 0.505 6.1 1.4 0.481 5.9 1.4 0.459 18:15 6.3 1.4 0.489 6.4 1.5 0.528 7.0 1.5 0.624 6.6 1.5 0.561 6.3 1.4 0.509 6.2 1.5 0.507 6.2 1.5 0.507 18:30 6.3 1.5 0.527 6.4 1.4 0.525 7.1 1.5 0.620 6.7 1.5 0.558 6.3 1.4 0.507 6.3 1.4 0.495 6.5 1.4 0.522 18:45 6.6 1.4 0.530 6.5 1.5 0.541 7.1 1.5 0.621 6.7 1.5 0.577 6.5 1.5 0.542 6.3 1.5 0.516 6.5 1.5 0.564 19:00 6.9 1.5 0.591 6.5 1.4 0.530 6.9 1.5 0.597 6.7 1.5 0.584 6.5 1.5 0.548 6.4 1.5 0.530 6.5 1.5 0.550 19:15 7.0 1.5 0.610 6.5 1.5 0.664 6.8 1.5 0.573 6.9 1.5 0.611 6.7 1.5 0.585 6.7 1.5 0.576 6.7 1.5 0.579 19:30 6.8 1.4 0.541 6.6 1.5 0.576 6.9 1.5 0.600 7.1 1.5 0.629 6.7 1.5 0.584 6.9 1.5 0.598 6.8 1.5 0.588 19:45 6.7 1.5 0.572 6.5 1.5 0.570 6.8 1.5 0.590 7.2 1.5 0.639 6.7 1.5 0.585 6.9 1.5 0.611 6.7 1.5 0.567 20:00 7.0 1.5 0.626 6.7 1.5 0.589 6.6 1.5 0.560 7.1 1.5 0.617 6.8 1.5 0.598 7.0 1.5 0.612 6.6 1.5 0.564 26:15 7.1 1.5 0.611 6.8 1.6 0.626 6.6 1.5 0.560 6.9 1.4 0.574 6.9 1.5 0.596 6.7 1.5 0.571 6.5 1.5 0.552 20:30 7.4 1.5 0.669 6.7 1.5 0.581 6.8 1.5 0.584 6.9 1.5 0.605 6.9 1.5 0.584 6.8 1.5 0.592 6.7 1.5 0.587 20:45 7.1 1.5 0.611 6.5 1.5 0.555 6.7 1.4 0.554 7.0 1.5 0.616 6.9 1.5 0.602 6.9 1.5 0.602 6.9 1.5 0.608 21:00 7.1 1.5 0.604 6.3 1.5 0.521 6.6 1.5 0.558 7.2 1.5 0.640 7.1 1.5 0.627 6.9 1.5 0.607 6.9 1.5 0.599 21:15 7.0 1.5 0.616 6.3 1.5 0.532 6.7 1.4 0.534 7.1 1.5 0.608 7.1 1.4 0.606 6.8 1.4 0.561 7.0 1.5 0.608 21:30 7.0 1.5 0.618 6.6 1.5 0.555 6.7 1.5 0.565 7.0 1.5 0.612 7.4 1.5 0.674 6.8 1.5 0.587 7.0 1.5 0.618 21:45 6.9 1.5 0.603 6.8 1.4 0.555 6.5 1.4 0.509 6.9 1.4 0.577 7.2 1.5 0.630 6.6 1.4 0.546 6.7 1.5 0.578 22:00 6.7 1.5 0.566 6.8 1.5 0.573 6.5 1.4 0.523 6.7 1.5 0.576 7.0 1.5 0.602 6.5 1.4 0.530 6.4 1.4 0.525 22:15 6.8 1.5 0.583 6.7 1.5 0.572 6.5 1.4 0.532 6.6 1.4 0.537 6.7 1.4 0.558 6.5 1.5 0.537 6.5 1.6 0.553 22:30 6.7 1.5 0.578 6.5 1.5 0.559 6.4 1.4 0.505 6.6 1.5 0.564 6.5 1.5 0.536 6.4 1.4 0.516 6.5 1.4 0.537 22:45 6.6 1.6 0.590 6.3 1.4 0.511 6.1 1.4 0.477 6.7 1.5 0.561 6.3 1.4 0.487 6.4 1.4 0.503 6.5 1.5 0.551 23:00 6.6 1.5 0.574 6.0 1.4 0.484 6.1 1.4 0.466 6.4 1.5 0.538 6.2 1.5 0.505 6.3 1.4 0.509 6.1 1.5 0.501 23:15 6.4 1.5 0.525 6.1 1.5 0.494 6.3 1.4 0.502 6.1 1.4 0.482 6.3 1.4 0.510 6.0 1.4 0.470 5.9 1.4 0.456 23:30 6.2 1.4 0.487 5.9 1.4 0.454 6.2 1.4 0.495 5.9 1.4 0.445 6.4 1.5 0.536 5.9 1.4 0.445 5.8 1.4 0.435 23:45 6.0 1.5 0.497 5.7 1.3 0.417 6.0 1.3 0.449 5.6 1.4 0.413 6.1 1.3 0.445 5.9 1.4 0.452 5.9 1.4 0.460 Total. 0.492 0.515 0.509 0.532 0.509 0.493 0.491 Average 6.2 1.4 0.492 6.3 1.4 0.515 6.4 1.4 0.509 6.5 1.4 0.532 6.3 1.4 0.509 6.2 1.4 0.493 6.2 1.4 0.491 Min Time 04:55 02:15 03:35 04:50 02:35 04:50 04:55 04:45 05:20 05:10 04:00 05:10 05:00 04:15 04:15 04:15 03:35 03:35 04:50 02:05 03:00 Min Value 4.0 0.9 0.175 4.2 0.9 0.185 4.2 0.9 0.186 4.0 0.9 0.182 4.1 0.9 0.184 4.3 1.0 0.207 4.2 0.9 0.192 Max Time 08:25 08:25 08:25 08:45 08:25 08:25 11:05 10:25 10:25 10:05 09:10 09:50 09:20 09:05 09:05 08:55 08:40 08:40 09:30 07:55 09:25 Max Value 8.9 1.7 0.976 8.7 1.8 0.952 8.8 1.7 0.911 9.0 1.7 0.932 8.5 1.8 0.956 8.6 1.7 0.885 8.4 1.7 0.869 Week Avg 6.3 1.4 0.506 WeekTotal 3.541 ADS Environmental Services HB_10\mpl\DFINAL(inches):Dep HB 10\mp1\VFINAL(feettsec):Vel HB_10\mpt\QFINAL(MGD-Total MG):Flow HB_RG02\mp1\RAIN(inches):Rain• 1003 PALM AVE. HB_10 Pipe Height:17.88 HUNTINGTON BEACH,CA HC 2.4453-2.4453 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 416102 4/7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 00:00 5.7 1.3.0.420 5.8 1.4 0.429 5.8 1.4 0.432 5.8 1.4 0.453 5.2 1.2 0.321 5.0 1.2 0.307 4.9 1.2 0.312 00:15 5.6 1.4 0.412 5.6 1.3 0.385 5.5 1.3 0.371 5.7 1.3 0.404 5.0 1.1 0.293 4.9 1.2 0.296 4.7 1.2 0.282 00:30 5.3 1.3 0.360 5.4 1.3 0.389 5.4 1.3 0.360 5.4 1.2 0.350 4.8 1.1 0.261 4.9 1.1 0.283 4.6 1.2 0.268 00:45 5.2 1.2 0.333 5.3 1.3 0.351 5.3 1.3 0.355 5.2 1.2 0.328 4.7 1.1 0.258 4.7 1.0 0.245 4.7 1.2 0.283 01:00 5.0 1.2 0.309 5.2 1.2 0.329 5.2 1.2 0.325 5.2 1.3 0.342 4.6 1.1 0.250 4.6 1.1 0.258 4.6 1.1 0.258 01:15 4.9 1.2 0.298 5.0 1.2 0.318 4.9 1.2 0.290 5.0 1.2 0.308 4.6 1.1 0.243 4.5 1.0 0.222 4.4 1.1 0.234 01:30 4.7 1.1 0.264 4.8 1.2 0.288 4.7 1.1 0.266 4.7 1.2 0.286 4.5 1.0 0.227 4.4 1.0 0.219 4.3 1.1 0.223 01:45 4.5 1.1 0.247 4.7 1.2 0.273 4.7 1.1 0.257 0.03 4.6 1.1 0.251 4.3 1.0 0.205 4.4 1.0 0.215 4.1 1.1 0,211 02:00 4.4 1.1 0.239 4.5 1.1 0.248 4.6 1.0 0.236 0.02 4.5 1.1 0.255 4.3 1.0 0.216 4.4 1.0 0.210 4.0 1.1 0.200 02:15 4.5 1.1 0.249 4.4 1.1 0.241 4.6 1.1 0.251 0.01 4.4 1.1 0.241 4.3 1.0 0.197 4.3 1.0 0.208 4.0 1.0 0.197 02:30 4.4 1.1 0.234 4.4 1.1 0.225 4.5 .1.1 0.250 4.4 1.1 0.233 4.2 1.0 0.200 4.4 1.0 0.209 4.0 1.0 0.192 02:45 4.3 1.1 0.226 4.4 1.2 0.255 4.5 1.1 0.240 4.3 1.1 0.232 4.3 1.0 0.208 4.4 1.0 0.216 4.0 1.0 0.194 03:00 4.2 1.1 0.224 4.4 1.1 0.233 4.5 1.1 0.245 4.4 1.0 0.218 4.3 1.0 0.206 4.3 1.0 0.215 4.0 1.1 0.203 03:15 4.2 1.0 0.206 4.3 1.1 0.233 4.4 1.1 0.236 4.5 1.2 0.254 4.2 0.9 0.191 4.2 1.0 0.213 4.0 1.0 0.196 03:30 4.1 1.1 0.210 4.3 1.1 0.227 4.3 1.1 0.220 4.4 1.1 0.237 4.2 1.0 0.194 4.2 1.1 0.218 4.0 1.0 0.189 03:45 4.0 1.0 0.199 4.3 1.2 0.242 4.4 1.1 0.225 4.4 1.1 0.235 4.3 1.0 0.207 4.3 1.1 0.223 4.2 1.1 0.211 04:00 4.0 1.1 0.200 4.3 1.1 0.228 4.3 1.1 0.238 4.2 1.0 0.207 4.4 1.0 0.223 4.4 1.1 0.234 4.3 1.2 0.245 04:15 4.0 1.0 0.195 4.4 1.1 0.240 4.2 1.0 0.206 4.1 1.0 0.196 4.3 1.0 0.207 4.4 1.1 0.247 4.3 1.1 0.239 04:30 4.1 1.0 0.204 4.3 1.1 0.228 4.2 1.0 0.203 4.5 1.2 0.262 4.6 1.1 0.248 4.6 1.2 0.278 4.4 1.2 0.256 04:45 4.1 1.0 0.202 4.3 1.1 0.235 4.2 1.0 0.205 4.5 1.1 0.247 4.9 1.2 0.313 4.7 1.1 0.266 4.6 1.2 0.263 05:00 4.1 1.0 0.201 4.4 1.1 0.232 4.2 1.0 0.201 4.3 1.0 0.214 5.1 1.1 0.289 4.9 1.2 0.293 4.9 1.2 0.303 05:15 4.2 1.0 0.206 4.4 1.1 0.246 4.2 1.0 0.198 4.2 1.1 0.225 5.3 1.3 0.354 5.2 1.3 0.357 5.3 1.3 0.362 05:30 4.4 1.1 0.233 4.5 1.1 0.252 4.1 1.0 0.195 4.3 1.1 0.225 5.8 1.3 0.404 5.7 1.4 0.419 5.8 1.4 0.452 05:45 4.9 1.2 0.299 4.7 1.2 0.271 4.2 1.0 0.202 4.3 1.0 0.218 6.0 1.4 0.465 6.5 1.5 0.552 6.0 1.5 0.491 06:00 5.1 1.3 0.333 4.9 1.2 0.307 4.5 1.1 0.250 4.4 1.1 0.244 6.4 1.5 0.524 6.7 1.5 0.572 6.6 1.6 0.592 06:15 5.3 1.3 0.365 5.5 1.4 0.405 4.9 1.2 0.290 4.6 1.2 0.268 7.0 1.6 0.647 7.1 1.5 0.638 7.1 1.5 0.631 06:30 5.9 1.4 0.445 6.1 1.4 0.484 5.1 1.3 0.353 4.8 1.2 0.283 7.6 1.5 0.699 7.9 1.6 0.760 8.0 1.6 0.795 06:45 6.0 1.4 0.465 6.4 1.5 0.532 5.3 1.2 0.343 5.0 1.2 0.319 8.1 1.5 0.766 8.2 1.6 0.816 8.7 1.7 0.931 07:00 6.3 1.6 0.556 6.9 1.5 0.602 5.4 1.3 0.378 5.4 1.3 0.388 8.5 1.5 0.806 8.5 1.6 0.871 8.8 1.7 0.909 07:15 6.9 1.6 0.640 7.1 1.5 0.639 5.4 1.3 0.379 5.7 1.4 0.425 8.6 1.6 0.842 8.8 1.7 0.940 8.8 1.6 0.879 07:30 7.2 1.6 0.659 7.3 1.6 0.692 5.8 1.3 0.414 6.0 1.4 0.480 8.5 1.5 0.814 8.7 1.6 0.885 8.9 1.7 0.929 07:45 7.4 1.6 0.695 7.5 1.5 0.680 6.1 1.4 0.478 6.3 1.5 0.517 8.5 1.5 0.771 8.5 1.6 0.848 8.5 1.5 0.814 0 i 0 _� "' HB 101mp11DFINAL(inches):Dep HB_101mp11VFINAL(teet/sec):Vel HB_101mp1\QFINAL(MGD-Total MG):Flow HB RG021mpl%RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 416/02 477/02 4l8/02 419/02 4/10102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 7.7 1.5 0.719 8.0 1.6 0.759 6.6 1.6 0.589 6.5 1.5 0.552 8.2 1.6 0.787 8.2 1.5 0.768 8.4 1.6 0.805 08:15 8.2 1.6 0.797 8.4 1.6 0.846 7.1 1.6 0.675 6.8 1.6 0.610 8.3 1.6 0.801 8.2 1.5 0.764 8.1 1.4 0.714 08:30 8.3 1.6 0.813 8.5 1.5 0.813 7.4 1.6 0.692 7.2 1.5 0.653 8.2 1.5 0.771 8.0 1.5 0.733 7.9 1.5 0.737 08:45 8.4 1.6 0.826 8.2 1.5 0.766 7.5 1.5 0.682 7.4 1.6 0.706 8.0 1.6 0.759 7.8 1.5 0.718 7.9 1.5 0.733 09:00 8.4 1.5 0.797 8.4 1.5 0.772 7.8 1.6 0.750 7.8 1.6 0.772 7.8 1.5 0.708 7.7 1.4 0.639 7.6 1.5 0.675 09:15 8.4 1.6 0.824 8.6 1.6 0.848 8.2 1.6 0.819 8.3 1.7 0.851 8.0 1.6 0.757 7.5 1.5 0.681 7.5 1.5 0.696 09:30 8.3 1.5 0.754 8.4 1.6 0.816 8.2 1.5 0.760 8.2 1.5 0.775 7.7 1.5 0.679 7.5 1.6 0.702 7.6 1.5 0.690 09:45 8.0 1.4 0.680 8.3 1.6 0.808 8.2 1.5 0.743 8.4 1.6 0.805 7.6 1.5 0.687 7.3 1.6 0.667 7.4 1.6 0.709 10:00 8.0 1.5 0.742 8.4 1.6 0.826 8.2 1.6 0.810 8.6 1.6 0.875 7.6 1.6 0.725 7.0 1.5 0.613 7.1 1.5 0.630 10:15 8.1 1.5 0.741 8.4 1.6 0.834 8.5 1.6 0.852 8.3 1.6 0.836 7.5 1.6 0.702 7.1 1.5 0.614 6.9 1.6 0.623 10:30 7.8 1.5 0.705 8.0 1.5 0.748 8.5 1.6 0.859 8.1 1.5 0.765 7.3 1.5 0.649 7.0 1.5 0.623 7.1 1.5 0.637 10:45 7.8 1.5 0.685 7.9 1.5 0.717 8.4 1.6 0.828 8.1 1.5 0.744 7.4 1.5 0.656 6.8 1.5 0.580 7.2 1.5 0.624 11:00 7.6 1.5 0.697 8.0 1.6 0.759 8.4 1.5 0.799 8.2 1.5 0.773 7.2 1.5 0.625 6.7 1.5 0.577 7.0 1.6 0.607 11:15 7.6 1.5 0.680 7.9 1.4 0.687 8.6 1.5 0.829 8.1 1.6 0.793 7.0 1.5 0.602 6.6 1.5 0.564 6.7 1.5 0.561 11:30 7.6 1.6 0.718 7.4 1.6 0.696 8.2 1.5 0.746 8.0 1.6 0.756 6.8 1.5 0.587 6.4 1.4 0.499 6.6 1.4 0.540 11:45 7.3 1.5 0.661 7.4 1.5 0.666 8.0 1.5 0.742 7.8 1.5 0.728 7.0 1.5 0.600 6.3 1.5 0.533 6.5 1.5 0.557 12:00 7.1 1.4 0.599 7.3 1.5 0.665 7.7 1.5 0.712 7.6 1.6 0.708 7.0 1.5 0.628 6.2 1.5 0.520 6.3 1.4 0.483 12:15 7.0 1.5 0.597 7.2 1.5 0.640 7.4 1.5 0.664 7.5 1.5 0.695 6.9 1.5 0.611 6.2 1.4 0.485 6.1 1.4 0.458 12:30 6.8 1.4 0.553 7.1 1.5 0.637 7.4 1.5 0.657 7.8 1.5 0.715 6.8 1.5 0.574 6.1 1.4 0.473 5.8 1.4 0.428 12:45 6.8 1.5 0.581 7.0 1.5 0.623 7.1 1.5 0.626 7.9 1.5 0.724 6.8 1.5 0.579 6.1 1.6 0.493 5.6 1.3 0.400 13:00 6.5 1.5 0.552 6.8 1.5 0.583 7.0 1.5 0.622 7.5 1.5 0.690 6.5 1.4 0.525 6.0 1.4 0.463 5.8 1.3 0.415 13:15 6.4 1.4 0.522 6.9 1.5 0.599 7.1 1.6 0.644 7.2 1.5 0.640 6.4 1.5 0.533 6.1 1.4 0.487 5.7 1.3 0.403 13:30 8.4 1.5 0.535 6.8 1.5 0.585 6.9 1.4 0.572 7.1 1.5 0.613 6.3 1.4 0.506 6.1 1.4 0.475 5.8 1.4 0.452 13:45 6.2 1.4 0.492 6.6 1.5 0.561 6.7 1.5 0.579 7.0 1.5 0.624 6.2 1.4 0.485 6.0 1.4 0.481 5.8 1.4 0.438 14:00 6.0 1.5 0.482 6.6 1.5 0.555 6.7 1.5 0.587 7.0 1.5 0.598 6.1 1.4 0.463 5.8 1.4 0.454 5.8 1.4 0.436 14:15 6.1 1.4 0.480 6.4 1.5 0.538 6.7 1.5 0.580 7.0 1.5 0.601 6.1 1.4 0.488 5.6 1.3 0.401 5.7 1.3 0.391 14:30 6.1 1.4 0.475 6.4 1.5 0.541 6.6 1.5 0.566 6.8 1.5 0.582 6.1 1.4 0.490 5.5 1.3 0.394 5.8 1.4 0.441 14:45 6.0 1.4 0.461 6.4 1.5 0.540 6.6 1.5 0.550 6.6 1.4 0.541 6.0 1.4 0.465 5.6 1.3 0.399 5.8 1.4 0.441 15:00 6.0 1.4 0.469 6.3 1.4 0.505 6.6 1.5 0.579 6.6 1.5 0.555 6.2 1.4 0.499 5.8 1.3 0.413 5.8 1.4 0.458 15:15 6.0 1.4 0.453 6.3 1.5 0.530 6.6 1.5 0.650 6.7 1.5 0.581 6.3 1.5 0.518 5.8 1.4 0.441 5.9 1.4 0.444 15:30 6.0 1.3 0.427 6.3 1.4 0.510 6.8 1.5 0.587 6.7 1.5 0.585 6.1 1.4 0.471 5.9 1.4 0.459 5.8 1.4 0.442 15:45 6.0 1.4 0.471 6.3 1.4 0.601 6.8 1.5 0.582 6.6 1.5 0.565 6.1 1.4 0.480 5.8 1.4 0.434 5.8 1.4 0.430 16:00 5.9 1.3 0.428 6.2 1.5 0.511 6.5 1.5 0.551 6.6 1.5 0.557 6.2 1.4 0.469 5.8 1.4 0.433 5.9 1.4 0.451 16:15 5.7 1.4 0.435 6.1 1.4 0.465 6.5 1.5 0.537 6.7 1.5 0.577 6.3 1.5 0.513 5.8 1.4 0.448 6.2 1.4 0.487 16:30 5.9 1.4 0.458 6.0 1.4 0.464 6.4 1.4 0.523 6.8 1.5 0.587 6.2 1.4 0.487 5.9 1.4 0.445 6.0 1.3 0.452 16:45 6.0 1.4 0.460 5.9 1.4 0.454 6.5 1.5 0.566 8.9 1.5 0.605 6.0 1.4 0.456 5.9 1.4 0.456 6.1 1.5 0.502 HB_101mp1\DFINAL(inches):Dep HB_10\mp1\VFINAL(feet/sec):Vel HB 10\mp1\QFINAL(MGD-Total MG):Flow HB_RG021mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 417/02 4/8102 4/9/02 4/10/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 'Dep Vel Flow Rain 17:00 5.8 1.3 0.424 5.9 1.4 0.454 6.5 1.4 0.529 7.0 1.5 0.607 6.0 1.3 0.451 6.1 1.4 0.478 6.2 1.4 0.495 17:15 6.1 1.4 0.488 6.2 1.4 0.484 6.6 1.5 0.563 7.0 1.5 0.604 6.3 1.5 0.518 6.3 1.4 0.513 6.3 1.5 0.519 17:30 6.1 1.4 0.485 6.3 1.5 0.514 6.8 1.5 0.578 6.7 1.5 0.588 6.3 1.4 0.506 6.2 1.5 0.504 6.5 1.4 0.526 17:45 6.0 1.4 0.458 6.2 1.4 0.479 6.9 1.5 0.614 6.6 1.4 0.550 6.2 1.4 0.500 6.2 1.5 0.508 6.5 1.4 0.521 18:00 6.0 1.3 0.438 6.3 1.5 0.514 7.2 1.6 0.663 6.7 1.5 0.568 6.4 1.4 0.521 6.4 1.5 0.542 6.4 1.5 0.542 18:15 6.1 1.4 0.469 6.2 1.5 0.515 7.2 1.5 0.646 6.9 1.5 0.595 6.6 1.5 0.562 6.7 1.5 0.577 6.4 1.5 0.529 18:30 6.2 1.5 0.510 6.4 1.5 0.541 7.0 1.5 0.614 7.0 1.5 0.624 6.6 1.5 0.561 6.8 1.4 0.566 6.6 1.5 0.580 18:45 6.4 1.5 0.543 6.5 1.4 0.532 6.7 1.5 0.579 6.9 1.5 0.595 6.9 1.5 0.595 6.9 1.5 0.616 6.6 1.5 0.562 19:00 6.7 1.5 0.556 6.2 1.4 0.481 6.7 1.5 0.584 6.9 1.5 0.605 6.9 1.5 0.595 7.0 1.6 0.637 6.8 1.5 0.586 19:15 6.6 1.5 0.563 6.3 1.5 0.519 6.9 1.5 0.604 7.3 1.5 0.663 6.9 1.5 0.604 7.0 1.5 0.626 6.9 1.5 0.619 19:30 6.6 1.5 0.568 6.5 1.5 0.547 6.9 1.5 0.615 7.6 1.6 0.708 7.1 1.5 0.606 7.4 1.5 0.674 7.3 1.5 0.649 19:45 6.6 1.5 0.555 6.7 1.5 0.572 6.8 1.5 0.590 7.4 1.5 0.669 7.4 1.6 0.685 7.3 1.5 0.660 7.3 1.6 0.674 20:00 6.7 1.5 0.577 6.7 1.5 0.572 6.5 1.5 0.557 7.4 1.5 0.640 7.8 1.5 0.717 7.0 1.6 0.649 7.2 1.6 0.664 20:15 7.0 1.5 0.620 6.6 1.5 0.563 6.7 1.5 0.569 7.4 1.6 0.689 7.7 1.6 0.724 7.2 1.6 0.677 7.5 1.5 0.690 20:30 7.1 1.5 0.625 6.6 1.5 0.570 6.6 1.5 0.559 7.4 1.5 0.672 7.5 1.6 0.696 7.2 1.5 0.658 7.4 1.6 0.684 20:45 7.1 1.5 0.640 6.9 1.5 0.599 6.8 1.6 0.615 7.5 1.5 0.676 7.4 1.5 0.668 7.4 1.6 0.683 7.2 1.5 0.646 21:00 6.9 1.5 0.602 6.9 1.5 0.584 7.0 1.5 0.609 7.5 1.5 0.676 7.3 1.5 0.661 7.2 1.6 0.666 7.1 1.5 0.633 21:15 6.8 1.5 0.586 6.8 1.4 0.563 6.6 1.5 0.561 7.5 1.5 0.673 7.1 1.5 0.639 6.9 1.5 0.599 6.8 1.5 0.585 21:30 6.7 1.5 0.568 6.8 1.5 0.588 6.6 1.5 0.553 7.2 1.5 0.627 7.2 1.5 0.615 6.7 1.5 0.577 6.7 1.5 0.568 21:45 6.5 1.5 0.546 6.6 1.5 0.557 6.3 1.4 0.508 7.0 1.5 0.627 7.0 1.5 0.605 6.6 1.5 0.570 6.6 1.5 0.569 22:00 6.5 1.5 0.549 6.4 1.4 0.523 6.1 1.5 0.492 6.9 1.5 0.613 6.6 1.4 0.535 6.6 1.5 0.577 6.5 1.5 0.558 22:15 6.5 1.5 0.553 6.2 1.4 0.473 6.4 1.5 0.531 6.7 1.5 0.558 6.3 1.4 0.512 6.5 1.5 0.549 6.3 1.5 0.513 22:30 6.4 1.4 0.512 6.2 1.5 0.512 6.4 1.4 0.508 6.5 1.4 0.531 6.2 1.4 0.482 6.3 1.4 0.502 6.0 1.4 0.455 22:45 6.3 1.4 0.501 6.3 1.4 0.500 6.3 1.5 0.526 6.4 1.4 0.515 6.1 1.4 0.466 5.9 1.3 0.426 5.8 1.4 0.435 23:00 6.2 1.4 0.486 6.0 1.4 0.482 6.3 1.5 0.521 6.1 1.4 0.466 6.0 1.3 0.428 5.7 1.4 0.422 5.6 1.3 0.394 23:15 6.0 1.4 0.465 6.0 1.4 0.450 6.2 1.4 0.481 5.8 1.4 0.429 5.8 1.3 0.400 5.6 1.3 0.393 5.3 1.2 0.349 23:30 5.9 1.3 0.431 5.9 1.3 0.433 6.0 1.4 0.470 5.7 1.3 0.414 5.4 1.2 0.359 5.5 1.3 0.383 5.2 1.2 0.344 23:45 6.0 1.4 0.454 5.9 1.3 0.434 6.0 1.4 0.465 5.5 1.2 0.359 5.2 1.2 0.327 5.2 1.3 0.370 5.2 1.2 0.333 Total 0.488 0.00 0.509 0.00 0.508 0.06 0.523 0.00 0.510 0.00 0.496 0.00 0.493 0.00 Average 6.2 1.4 0.488 6.3 1.4 0.509 6.3 1.4 0.508 6.4 1.4 0.523 6.4 1.4 0.510 6.2 1.4 0.496 6.2 1.4 0.493 Min Time 04:00 05:05 05:05 03:15 02:30 04:40 05:30 05:15 05:35 04:20 01:50 04:20 03:25 02:15 03:25 03:30 02:30 02:30 02:15 01:35 02:35 Min Value 4.0 1.0 0.182 4.3 1.0 0.208 4.1 0.9 0.185 4.0 1.0 0.191 4.2 0.9 0.185 4.2 0.9 0.192 4.0 1.0 0.181 Max Time 09:00 07:20 09:20 09:20 10:20 09:20 11:20 10:35 10:35 10:05 09:20 09:20 07:15 08:05 07:10 07:25 20:20 07:20 07:35 06:50 07:35 Max Value 8.5 1.7 0.866 8.6 1.7 0.898 8.7 1.7 0.926 8.6 1.7 0.911 8.7 1.7 0.872 8.8 1.8 0.966 9.0 1.7 0.995 Week Avg 6.3 1.4 0.504 WeekTotal 3.528 0.06 x _� r � Flow Monitor HB_11 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 4.05 1.19 0.211 consistent with field confirmations conducted to date and Minimum 2.41 0.68 0.063 support the relative accuracy of the flow monitor at this Maximum 1 7.06 1.69 0.593 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. �— Site Book#/MH# Site Report HB_11 ENVIRONMENTAL SERVICES Project/Phase: O.C.S.D Installed: 03/12/02 Diameter ADS Job# Wress/ Location: 16881 Newland St. (Hunt. Bch., Ca.) Initials: TD 15.00"X 15.00" 11780.00 Located in Median between Tamaru Ln. and Arnett Dr. Installation Access: Drive Thomas Guide: 828 B-7 Stainless steel ring with ultrasonic,velocity and Arnett Dr. pressure sensors. \ N \ I I Safety No rungs I I Gas Investigation N1 ' r N 02 0 % vl I Arnett Dr. I I H2S 0 ppm HB_11 Z I I Warner Ave. Merle Cir. CO 0 ppm B 11 I LEL 0 % f I I Traffic Light eo amaru Ln. ,3 Pipe Material VCP Z I I I Manhole Depth Warner Ave. . 20 ft. Access Map Site Map Pipe and M.H.Condition Manhole in Fair Condition Sensor Location Manhole Profile Ln oco �o 3 a x m 0 0 15.00"h x 15.00"w Cross-Section View Plan View Drawings Not to Scale Show Any Defects Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor harge : None Height: --- Velocity Sensor Time 00:00 DOF 0.00" +/- velocity 0.00 fps silt 0.00" Show Sensor Locations ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 g HB 11\m 1\DFINAL HB 11\m 1\VFINAL HB RG02\m 1\RAIN 4.0 0.45 7 3.5 0.40 6 3.0 0.35 5 2.5 0.30 m c o 0.25 r 4 2.0 cc n 0.20 3 1.5 0.15 1w A 2 1 .0 0.10 1 0.5 0.05 0.00 0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 g HB 11\m 1\DFINAL HB 11\m 1\VFINAL HB RG02\m 1\RAIN 4.0 0.45 7 3.5 0.40 6 3.0 0.35 0.30 5 2.5 �I C O 0.25 L 4 2.0 Z ca n � 0 y 0.20 3 1.5 0.15 2 ",Y I'1' 1.0 0.10 1 0.5 0.05 0.00 0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 g HB 11\m 1\DFINAL HB 11\m 1\VFINAL HB RG02\m 1\RAIN 4.0 0.45 7 3.5 0.40 6 3.0 0.35 5 2.5 0.30 m 0. c o c - 0.25 t 4 2.0 � n of N N 0.20 3 1.5 i 0.15 2 1 .0 0.10 1 0.5 0.05 0.00 0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 g HB 11\m 1\DFINAL HB 11\m 1\VFINAL HB RG02\m 1\RAIN 4.0 0.45 7 3.5 0.40 6 3.0 0.35 5 2.5 0.30 G m c p c - o 0.25 r 4 2.0 Z m a v O 0.20 � 3 1.5 0.15 AA 2 1.0 0.10 1 0.5 0.05 0.00 0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 g HB 11\m 1\DFINAL HB 11\m 1\VFINAL HB RG02\m 1\RAIN 4.0 0.45 7 3.5 0.40 6 3.0 0.35 5 2.5 0.30 c m c 0 0.25 L 4 2.0 m a I o 0.20 3 1 .5 0.15 2 1.0 0.10 1 0.5 0.05 0.00 0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 HB 11\m 1\QFINAL HB RG02\m 1\RAIN i 0.7 0.45 0.40 0.6 0.35 0.5 0.30 0 c7 0.4 c 0.25 m 3 of c LL 0.20 0.3 0.15 0.2 0.10 0.1 0.05 0.00 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time - 1 ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 HB 111 FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 _ o C_ c 0.25 —2 0.20 cc C LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 FIB 11\ FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c � c 0.25 0.20 _o LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 HB 11\ FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c � _c 0.25 0.20 f0 3 d O LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height: 15.00 HUNTINGTON BEACH, CA 0.50 HB 11\ FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 0 c � c 0.25 0.20 o LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time i ADS Environmental Services 16881 NEWLAND ST. HB_11 Pipe Height:15.00 HUNTINGTON BEACH,CA HC 3.2514-3.2514 0.0000-0.0000 HB_711mp11QFINAL(MGD-Total MG) HB_RG02Unp11RAIN(inches) Date Time Min. Time Max. Average Total Total 3/14102 03:25 0.073 08:30 0.341 0.207 0.207 0.00 3/15/02 03:50 0.063 08:20 0.333 0.198 0.198 0.00 3/16/02 03:40 0.074 20:05 0.593 0.217 0.217 0.00 3/17/02 05:35 0.080 18:25 0.347 0.223 0.223 0.13 3/18/02 04:15 0.070 21:25 0.322 0.213 0.213 0.00 3/19/02 04:25 0.081 19:10 0.384 0.212 0.212 0.00 3/20/02 03:50 0.080 07:15 0.391 0.208 0.208 0.00 3/21102 03:45 0.070 07:35 0.329 0.199 0.199 0.00 3/22/02 04:20 0.071 08:25 0.360 0.207 0.207 0.00 3/23/02 05:20 0.076 11:50 0.361 0.215 0.215 0.10 3124/02 05:30 0.081 10:45 0.375 0.224 0.224 0.00 3/25/02 03:10 0.077 08:20 0.359 0.211 0.211 0.00 3/26/02 . 02:55 0.073 2015 0.345 0.201 0.201 0.00 3/27/02 04:40 0.077 08:15 0.320 0.199 0.199 0.00 3/28/02 03:35 0.072 19:50 0.347 0.203 0.203 0.00 3/29/02 04:05 0.064 08:15 0.346 0.209 0.209 0.00 3/30/02 03:55 0.090 10:10 0.366 0.222 0.222 0.00 3/31102 05:45 0.077 10:05 0.371 0.221 0.221 0.00 4/1102 04:35 0.070 10:20 0.358 0.210 0.210 0.00 4/2102 04:55 0.069 19:15 0.320 0.204 0.204 0.00 4/3/02 04:35 0.077 19:45 0.354 0.204 0.204 0.00 4/4/02 03:50 0.100 20:20 0.331 0.219 0.219 0.00 4/5102 04:20 0.084 08:35 0.315 0.210 0.209 0.00 4/6/02 05:30 0.088 10:10 0.371 0.223 0.223 0.06 417/02 02:45 0.086 09:50 0.368 0.232 0.232 0.00 4/8102 03:50 0.070 18:50 0.381 0.210 0.210 0.00 4/9/02 02:25 0.073 18:35 0.360 0.209 0.209 0.00 4/10/02 03:00 0.074 06:35 0.351 0.206 0.206 0.00 ReportAvg 0.211 ReponTotal 5.917 10.29 ADS Environmental Services HB_11Vnp1\DFINAL(inches):Dep HB_11Unp1WFINAL(feeUsec):Vel HB 111mp1\QFINAL(MGD-Total MG):Flow HB_RG02lmpi\RAIN(inches):Rain 16881 NEWLAND ST. HB_11 Pipe Height:15.00 HUNTINGTON BEACH,CA HC 3.2514-3.2514 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3114/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.5 1.2 0.166 3.6 1.1 0.169 3.6 1.1 0.165 3.5 1.2 0.170 3.7 1.2 0.185 3.5 1.2 0.163 3.6 1.1 0.168 • 00:15 3.5 1.0 0.145 3.6 1.1 0.164 3.5 1.1 0.154 3.5 1.1 0.148 3.4 1.2 0.158 3.4 1.1 0.153 3.5 1.1 0.160 00:30 3.1 1.1 0.129 3.4 1.1 0.144 3.5 1.1 0.157 3.4 1.2 0.160 3.5 1.1 0.162 3.4 1.1 0,152 3.4 1.0 0.133 00:45 3.0 1.2 0.137 3.3 1.2 0.154 3.4 1.1 0.150 3.3 1.1 0.144 3.4 1.1 0.145 3.3 1.2 0.151 3.3 1.1 0.145 01:00 2.9 1.1 0.121 3.3 1.0 0.124 3.4 1.1 0.148 3.2 1.1 0.131 3.2 1.0 0.132 3.2 1.1 0.141 3.1 1.1 0.127 01:15 2.9 1.1 0.120 3.1 1.0 0.118 3.3 1.1 0.148 3.2 1.0 0.128 3.2 1.0 0.128 3.2 1.1 0.130 3.0 1.0 0.114 01:30 2.8 1.1 0.110 3.0 1.0 0.109 3.1 1.0 0.118 3.1 1.1 0.124 3.1 1.0 0.119 3.0 1.1 0.128 2.9 1.1 0.119 01:45 2.6 1.0 0.099 3.0 1.0 0.110 3.1 1.1 0.127 3.0 1.0 0.116 2.9 1.0 0.112 2.9 1.1 0.119 2.8 1.1 0.114 02:00 2.7 1.0 0.093 3.0 1.1 0.122 3.1 1.1 0.127 2.9 1.1 0.118 2.7 1.0 0.102 2.8 1.1 0.113 2.9 1.1 0.121 02:15 2.6 1.1 0.100 2.8 0.9 0.097 3.0 1.1 0.121 2.8 1 A 0.113 2.8 1.0 0.104 2.7 1.0 0.101 2.9 1.1 0.121 02:30 2.6 1.0 0.097 2.8 0.9 0.089 2.9 1.0 0.112 2.8 1.0 0.102 2.8 1.1 0.110 2.8 1.1 0.113 2.8 1.1 0.111 02:46 2.6 1.0 0.091 2.7 0.8 0.083 3.0 1.0 0.115 2.7 0.9 0.093 2.8 1.1 0.111 2.8 1.2 0.121 2.7 1.0 0.100 03:00 2.5 1.0 0.090 2.7 0.9 0.083 2.9 1.0 0.115 2.8 1.1 0.111 2.8 0.9 0.090 2.7 1.0 0.102 2.7 1.1 0.106 03:15 2.6 0.9 0.080 2.8 0.8 0.085 2.8 1.0 0.101 2.9 1.0 0.109 2.7 1.0 0.092 2.7 1.0 0.100 2.8 1.1 0.113 03:30 2.6 1.0 0.089 2.7 0.9 0.090 2.7 0.8 0.079 2.8 1.1 0.110 2.7 1.0 0.095 2.7 1.0 0.101 2.8 1.0 0.107 03:45 2.5 1.0 0.085 2.6 0.8 0.072 2.6 0.9 0.081 2.8 1.1 0.106 2.6 0.9 0.086 2.7 1.0 0.095 2.7 1.0 0.099 04:00 2.5 1.0 0.086 2.8 0.8 0.083 2.7 0.9 0.092 2.8 1.1 0.110 2.6 0.9 0.083 2.8 1.0 0.104 2.7 1.1 0.109 04:15 2.5 0.9 0.082 2.8 1.0 0.098 2.8 0.9 0.096 2.7 1.0 0.093 2.6 0.9 0.085 2.7 0.9 0.085 2.8 1.1 0.110 04:30 2.6 1.0 0.094 2.8 1.0 0.099 2.8 0.9 0.094 2.7 1.1 0.104 2.7 1.0 0.091 2.8 1.0 0.107 2.9 1.1 0.112 04:45 2.8 1.0 0.105 2.9 1.0 0.111 2.7 1.0 0.095 2.7 1 A 0.103 2.9 1.1 0.118 3.0 1.0 0.110 2.9 1.0 0.107 05:00 2.7 1.0 0.091 3.0 1.1 0.122 3.0 0.9 0.098 2.7 1.1 0.104 2.8 1.0 0.100 3.0 1.1 0.121 3.0 1.1 0.119 05:15 2.8 1.0 0.097 3.0 1.0 0.111 2.9 1.0 0.105 2.7 1.0 0.095 2.9 1.0 0.106 3.1 1.0 0.122 3.2 1.0 0.127 05:30 3.0 0.9 0.103 3.1 1.0 0.119 2.9 1.0 0.113 2.8 0.9 0.092 3.1 0.9 0.108 3.4 0.9 0.121 3.3 1.0 0.132 05:45 3.3 1.0 0A33 3.3 1.0 0.131 2.9 1.0 0.114 2.8 1.2 0.118 3.4 0.9 0.126 3.5 1.1 0.158 3.5 1.1 0.153 06:00 3.5 1.2 0.163 3.6 1.0 0.152 3.1 1.0 0.115 2.9 1.1 0.123 3.6 1.0 0.143 3.7 1.0 0.152 3.9 1.1 0.188 08:15 3.8 1.0 0.153 4.0 1.1 0.190 3.1 1.0 0.125 3.1 1.1 0.128 4.2 1.0 0.177 4.2 1.1 0.194 4.3 1.1 0.206 08:30 4.2 1.1 0.205 4.6 1.1 0.229 3.3 1.0 0.136 3.2 1.0 0.125 4.5 1.1 0.228 4.6 1.1 0.233 4.8 1.2 0.257 06:45 4.8 1.2 0.259 4.7 1.2 0.246 3.5 1.0 0.144 3.2 1.0 0.131 4.8 1.1 0.248 4.9 1.2 0.267 -5.0 1.2 0.277 07:00 5.0 1.3 0.307 4.5 1.3 0.257 3.8 1.0 0.154 3.2 1.1 0.134 5.0 1.2 0.277 5.0 1.2 0.273 5.1 1.3 0.303 07:15 5.1 1.3 0.311 4.9 1.3 0.285 4.0 1.1 0.191 3.5 1.0 0.143 5.0 1.2 0.280 5.2 1.2 0.295 6.3 1.5 0.381 07:30 5.1 1.3 0.313 5.2 1.2 0.291 4.2 1.1 0.199 3.9 1.0 0.159 5.0 1.2 0.280 5.2 1.2 0.301 5.2 1.4 0.343 07:45 5.0 1.3 0.306 5.1 1.3 0.296 4.5 1.2 0.237 4.1 1.1 0.191 4.8 1.2 0.258 5.2 1.3 0.320 5.1 1.3 0.297 1-16_111mp11DFINAL(inches):Dep HB 111mp1\VFINAL(feet/sec):Vel HB_11Mp11oFINAL(MGD-Total MG):Flow HB_RG021mp1111AIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3116/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.9 1.4 0.320 5.0 1.1 0.264 4.6 1.1 0.230 4.3 1.1 0.208 4.9 1.3 0.289 5.1 1.2 0.295 5.0 1.3 0.292 08:15 4.8 1.3 0.291 5.0 1.3 0.291 4.8 1.2 0.275 4.7 1.2 0.255 4.9 1.3 0.299 4.9 1.2 0.260 4.8 1.3 0.281 08:30 4.8 1.4 0.319 4.9 1.3 0.293 5.1 1.2 0.286 5.0 1.2 0.277 4.7 1.3 0.289 4.6 1.3 0.264 4.9 1.4 0.304 08:45 4.7 1.3 0.275 4.7 1.2 0.258 5.1 1.3 0.304 5.3 1.2 0.305 4.5 1.2 0.236 4.6 1.2 0.245 4.8 1.2 0.268 09:00 4.5 1.3 0.254 4.4 1.2 0.233 5.3 1.3 0.316 5.3 1.2 0.297 4.7 1.3 0.281 4.4 1.2 0.227 4.5 1.2 0.230 09:15 4.5 1.4 0.272 4.8 1.2 0.254 5.2 1.3 0.313 5.0 1.2 0.279 4.7 1.3 0.281 4.4 1.1 0.219 4.5 1.2 0.245 09:30 4.6 1.3 0.277 4.8 1.1 0.233 5.0 1.3 0.294 5.1 1.2 0.280 4.5 1.3 0.265 4.3 1.3 0.235 4.8 1.2 0.263 09:45 4.7 1.4 0.292 4.6 1.2 0.239 5.2 1.2 0.295 5.3 1.3 0.317 4.6 1.3 0.261 4.4 1.3 0.242 4.7 1.2 0.258 10:00 4.7 1.3 0.269 4.4 1.2 0.223 5.4 1.2 0.305 5.2 1.3 0.307 4.7 1.2 0.258 4.4 1.2 0.231 4.4 1.3 0.250 10:15 4.6 1.3 0.266 4.4 1.1 0.214 5.2 1.3 0.331 5.1 1.3 0.306 4.5 1.3 0.261 4.5 1.3 0.271 4.4 1.4 0.268 10:30 4.6 1.3 0.259 4.4 1.1 0.226 5.3 1.3 0.312 4.9 1.2 0.269 4.3 1.3 0.234 4.6 1.4 0.296 4.5 1.1 0.229 10:45 4.6 1.3 0.266 4.4 1.3 0.251 5.2 1.4 0.327 5.0 1.3 0.286 4.5 1.2 0.244 4.4 1.2 0.243 4.5 1.2 0.240 11:00 4.5 1.2 0.241 4.5 1.1 0.216 5.2 1.4 0.330 4.9 1.4 0.312 4.3 1.3 0.236 4.3 1.3 0.233 4.2 1.2 0.221 11:15 4.3 1.1 0.207 4.4 1.2 0.242 5.2 1.2 0.291 5.1 1.2 0.286 4.4 1.3 0.244 4.2 1.3 0.229 4.1 1.3 0.226 11:30 4.2 1.2 0.209 4.4 1.1 0.216 5.0 1.3 0.288 5.1 1.1 0.260 4.6 1.1 0.235 4.3 1.2 0.230 4.1 1.3 0.235 11:45 4.2 1.3 0.242 4.3 1.1 0.219 5.0 1.3 0.293 4.8 1.3 0.290 4.5 1.2 0.229 4.3 1.2 0.223 4.2 1.1 0.210 12:00 4.1 1.2 0.206 4.3 1.2 0.215 4.8 1.3 0.287 4.8 1.3 0.283 4.4 1.3 0.246 4.3 1.2 0.223 4.1 1.1 0.204 12:15 4.1 1.0 0.182 4.3 1.2 0.221 4.7 1.3 0.265 5.1 1.3 0.304 4.5 1.3 0.255 4.6 1.3 0.266 3.9 1.2 0.198 12:30 4.2 1.2 0.216 4.3 1.2 0.227 4.8 1.3 0.274 4.9 1.3 0.290 4.6 1.1 0.235 4.4 1.1 0.219 3.8 1.1 0.172 12:45 4.0 1.3 0.213 4.2 1.1 0.199 4.8 1.2 0.263 4.7 1.3 0.274 4.6 1.2 0.246 4.2 1.1 0.209 4.1 1.1 0.196 13:00 4.1 1.2 0.209 4.2 1.2 0.213 4.8 1.2 0.265 4.7 1.2 0.254 4.5 1.3 0.250 4.2 1.3 0.225 4.1 1.1 0.202 13:15 4.2 1.1 0.206 4.4 1.2 0.230 4.8 1.1 0.250 4.6 1.4 0.283 4.6 1.2 0.242 4.2 1.2 0.223 4.0 1.2 0.205 13:30 4.1 1.1 0.199 4.3 1.3 0.243 4.8 1.3 0.277 4.7 1.2 0.255 4.4 1.3 0.246 4.1 1.3 0.220 4.1 1.3 0.229 13:45 4.0 1.1 0.194 4.2 1.2 0.218 4.7 1.2 0.253 4.6 1.3 0.263 4.2 1.1 0.204 4.1 1.1 0.197 4.0 1.2 0.204 14:00 4.0 1.1 0.193 4.1 1.2 0.208 4.5 1.3 0.259 4.5 1.3 0.265 4.2 1.2 0.224 4.1 1.1 0.200 3.8 1.1 0.178 14:15 4.0 1.1 0.191 4.0 1.2 0.197 4.5 1.2 0.238 4.6 1.2 0.245 4.2 1.2 0.222 4.2 1.3 0.227 3.8 1.2 0.189 14:30 3.9 1.2 0.194 4.2 1.1 0.207 4.4 1.1 0.216 4.8 1.3 0.284 4.2 1.1 0.212 4.1 1.2 0.210 3.9 1.1 0.180 14:45 3.9 1.2 0.195 4.3 1.1 0.215 4.3 1.2 0.227 4.7 1.4 0.301 4.1 1.2 0.214 4.1 1.2 0.212 4.0 1.1 0.188 15:00 4.1 1.1 0.199 4.2 1.3 0.233 4.4 1.1 0.223 4.9 1.2 0.271 3.9 1.2 0.187 3.9 1.1 0.179 3.9 1.2 0.192 15:15 4.1 1.2 0.211 4.2 1.1 0.200 4.4 1.2 0.233 4.7 1.2 0.261 4.1 1.2 0.214 4.0 1.1 0.192 4.0 1.3 0.212 15:30 4.1 1.3 0.221 4.2 1.2 0.212 4.4 1.3 0.250 4.5 1.1 0.232 4.2 1.2 0.222 4.0 1.1 0.196 4.0 1.2 0.207 15:45 4.1 1.1 0.193 4.4 1.2 0.234 4.4 1.2 0.236 4.6 1.2 0.255 4.2 1.2 0.221 3.9 1.1 0.187 4.1 1.1 0.194 16:00 4.1 1.1 0.202 4.2 1.1 0.210 4.4 1.1 0.208 4.7 1.2 0.251 4.2 1.2 0.220 4.1 1.1 0.200 4.0 1.1 0.185 16:15 4.2 1.2 0.221 4.3 1.2 0.216 4.4 1.2 0.234 4.7 1.1 0.247 4.1 1.3 0.219 4.0 1.1 0.183 4.0 1.2 0.201 16:30 4.2 1.2 0.218 4.4 1.2 0.229 4.4 1.1 0.210 4.8 1.3 0.280 4.0 1.1 0.195 4.0 1.2 0.211 4.0 1.2 0.200 16:45 4.2 1.3 0.235 4.3 0.9 0.177 4.6 1.2 0.242 4.6 1.2 0.255 ' 4.4 1.2 0.229 4.1 1.2 0.206 4.0 1.0 0.173 HB_111mp1lDFINAL(inches):Dep HB_111mpl%VFINAL(feet/sec):Vel HB 11Unp11QFINAL(MGD-Total MG):Flow HB_RG021mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 4.4 1.3 0.239 4.3 1.1 0.202 4.5 1.3 0.256 4.6 1.2 0.248 4.5 1.1 0.227 4.2 1.0 0.186 4.3 1.1 0.206 17:15 4.5 1.3 0.264 4.4 1.1 0.205 4.3 1.2 0.215 4.7 1.4 0.294 4.4 1.2 0.222 4.3 1.1 0.211 4.3 1.2 0.233 17:30 4.6 1.2 0.249 4.5 1.1 0.230 4.3 1.2 0.221 4.5 1.3 0.254 4.3 1.1 0.212 4.3 1.1 0.217 4.5 1.2 0.238 17:45 4.5 1.2 0.233 4.3 1.2 0.221 4.3 1.2 0.225 4.7 1.3 0.286 4.3 1.1 0.217 4.4 1.2 0.244 4.5 1.1 0.224 18:00 4.4 1.1 0.222 4.3 1.1 0.212 4.4 1.1 0.225 4.9 1.2 0.279 4.5 1.3 0.253 4.6 1.1 0.229 4.3 1.2 0.221 18:15 4.4 1.2 0.239 4.6 1.3 0.277 4.5 1.4 0.276 4.8 1.4 0.300 4.5 1.3 0.254 4.5 1.1 0.221 4.4 1.2 0.224 18:30 4.4 1.2 0.240 4.7 1.3 0.265 4.5 1.3 0.263 5.0 1.3 0.308 4.9 1.3 0.284 4.8 1.3 0.281 4.4 1.2 0.234 18:45 4.6 1.2 0.255 4.9 1.1 0.257 4.7 1.4 0.296 5.0 1.2 0.281 4.9 1.2 0.274 4.9 1.1 0.254 4.8 1.2 0.266 19:00 4.6 1.2 0.247 4.7 1.2 0.263 4.9 1.2 0.284 4.8 1.3 0.278 4.9 1.2 0.273 4.9 1.5 0.334 4.9 1.3 0.284 19:15 4.8 1.1 0.248 4.5 1.2 0.238 4.9 1.1 0.259 5.0 1.3 0.290 5.0 1.3 0.289 4.9 1.3 0.292 4.9 1.1 0.250 19:30 4.9 1.3 0.278 4.6 1.3 0.270 4.6 1.3 0.259 5.1 1.2 0.293 4.9 1.3 0.288 5.0 1.3 0.287 5.0 1.3 0.292 19:45 4.9 1.2 0.276 4.4 1.2 0.243 4.6 1.3 0.276 5.0 1.3 0.293 0.03 4.8 1.2 0.269 5.0 1.3 0.307 5.0 1.4 0.317 20:00 4.9 1.2 0.277 4.4 1.3 0.261 6.7 1.6 0.538 5.1 1.3 0.311 5.2 1.3 0.308 5.1 1.4 0.324 5.0 1.2 0.287 20:15 5.0 1.2 0.276 4.6 1.3 0.263 5.4 1.4 0.367 5.0 1.3 0.301 0.01 5.0 1.3 0.302 5.0 1.3 0.301 4.9 1.2 0.273 20:30 5.1 1.3 0.317 4.6 1.3 0.261 4.5 1.3 0.269 4.9 1.3 0.299 0.07 4.8 1.3 0.294 5.0 1.4 0.317 5.0 1.2 0.265 20:45 5.1 1.3 0.308 4.4 1.3 0.243 4.4 1.3 0.248 5.0 1.3 0.292 0.02 4.7 1.2 0.261 5.0 1.3 0.287 4.8 1.3 0.277 21:00 4.9 1.2 0.265 4.2 1.2 0.220 4.4 1.3 0.244 5.0 1.3 0.302 4.7 1.2 0.249 4.9 1.2 0.279 4.8 1.3 0.277 21:15 4.6 1.1 0,238 4.2 1.2 0.219 4.3 1.2 0.230 4.9 1.3 0.297 4.8 1.3 0.288 4.9 1.3 0.301 5.0 1.3 0.293 21:30 4.7 1.2 0.255 4.1 1.2 0.211 4.3 1.2 0.223 5.0 1.2 0.270 4.7 1.3 0.270 4.8 1.4 0.309 4.9 1.3 0.290 21:45 4.6 1.3 0.269 4.2 1.2 0.222 4.4 1.3 0.255 4.9 1.3 0.289 4.7 1.3 0.282 4.6 1.3 0.264 4.6 1.1 0.228 22:00 4.6 1.3 0.268 4.1 1.1 0.188 4.2 1.2 0.214 4.7 1.3 0.279 4.5 1.3 0.268 4.8 1.4 0.309 4.3 1.3 0.250 22:15 4.4 1.3 0.255 4.0 1.1 0.193 4.1 1.3 0.224 4.3 1.2 0.217 4.6 1.3 0.276 4.7 1.3 0.281 4.2 1.3 0.232 22:30 4.2 1.3 0.232 4.1 1.1 0.199 4.2 1.3 0.236 4.2 1.2 0.219 4.5 1.3 0.255 4.5 1.2 0.244 4.2 1.2 0.223 22:45 4.2 1.2 0.212 4.1 1.1 0.187 4.1 1.1 0.190 4.4 1.4 0.259 4.3 1.3 0.236 4.2 1.2 0.228 4.3 1.3 0.236 23:00 4.2 1.2 0.221 3.9 1.1 0.177 4.0 1.2 0.201 4.2 1.2 0.217 4.2 1.2 0.225 4.1 1.2 0.217 4.0 1.2 0.199 23:15 3.9 1.2 0.199 3.7 1.1 0.176 4.0 1.1 0.187 4.2 1.2 0.211 4.1 1.2 0.214 3.9 1.2 0.198 4.1 1.3 0.229 23:30 3.8 1.1 0.181 3.7 1.1 0.165 3.9 1.0 0.166 4.0 1.1 0.191 3.9 1.2 0.200 3.8 1.1 0.181 3.9 1.1 0.182 23:45 3.6 1.2 0.177 3.6 1.1 0.171 3.5 1.0 0.147 3.8 1.2 0.187 3.6 1.2 0.169 3.6 1.1 0.170 3.5 1.2 0.169 Total 0.207 0.00 0.198 0.00 0.217 0.00 0.223 0.13 0.213 0.00 0.212 0.00 0.208 0.00 Average 4.0 1.2 0.207 4.0 1.1 0.198 4.2 1.2 0.217 4.2 1.2 0.223 4.1 1.2 0.213 4.1 1.2 0.212 4.1 1.2 0.208 Min Time 03:45 03:25 03:25 03:50 03:50 03:50 03:50 03:30 03:40 04:55 05:35 05:35 04:20 03:05 04:15 03:50 15:05 04:25 04:05 03:50 03:50 Min Value 2.5 0.8 0.073 2.6 0.7 0.063 2.6 0.8 0.074 2.7 0.8 0.080 2.6 0.7 0.070 2.6 0.8 0.081 2.7 0.8 0.080 Max Time 20:30 08:30 08:30 07:35 20:05 08:20 20:00 20:05 20:05 09:05 18:25 18:25 20:05 11:15 21:25 07:50 19:10 19:10 07:30 22:00 07:15 Max Value 5.2 1.5 0.341 5.2 1.5 0.333 7.1 1.7 0.593 5.4 1.6 0.347 5.3 1.4 0.322 5.2 1.7 0.384 5.4 1.6 0.391 Week Avg 4.1 1.2 0.211 WeekTotal 1.478 0.13 • 0 ! ADS Environmental Services _ HB_11trnp11DFINAL(inches):Dep HB_11Vnp1WFINAL(feeUsec):Vel HB 11knp11QFINAL(MGD-Total MG):Flow HB_RG02Mp1%RAIN(inches):Rain 16881 NEWLAND ST. HB_11 Pipe Height:15.00 HUNTINGTON BEACH,CA HC 3.2514-3.2514 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain 00:00 3.5 1.3 0.176 3.3 1.2 0.155 3.4 1.2 0.169 3.7 1.2 0.187 3.4 1.1 0.147 3.3 1.2 0.149 3.3 1.2 0.152 00:15 3.4 1.1 0.155 3.4 1.2 0.166 3.4 1.1 0.154 3.6 1.1 0.167 3.3 1.0 0.133 3.2 1.1 0.139 3.3 1.3 0.162 00:30 3.4 1.1 0.142 3.3 1.2 0.158 3.3 1.2 0.150 3.4 1.1 0.155 3.2 1.2 0.151 3.2 1.1 0.129 3.2 1.1 0.138 00:45 3.1 1.1 0.129 3.2 1.2 0.149 3.2 1.1 0.139 3.3 1.2 0.150 3.1 1.2 0.147 3.0 1.1 0.128 3.0 1.2 0.134 01:00 3.0 1.1 0.121 3.0 1.1 0.131 3.1 1.00.119 3.2 1.1 0.141 2.9 1.1 0.119 2.9 1.0 0.111 2.9 1.20.132 01:15 3.0 1.1 0.121 2.9 1.0 0.109 3.1 1.2 0.140 3.3 1.1 0.142 2.8 1.1 0.114 2.8 1.1 0.114 2.9 1.2 0.124 01:30 2.8 0.9 0.099 2.8 1.1 0.111 3.0 1.1 0.132 0.01 3.1 1.1 0.138 2.9 1.0 0.112 2.8 1.1 0.115 2.8 1.1 0.115 01:45 2.8 1.0 0.105 2.9 1.1 0.121 3.0 1.1 0.120 0.01 -3.1 1.0 0.116 2.9 1.2 0.125 2.8 1.2 0.116 2.6 1.0 0.091 02:00 2.8 1.0 0.105 2.7 1.0 0.098 2.8 1.0 0.107 3.0 1.1 0.117 2.8 1.1 0.109 2.8 1.2 0.121 2.7 1.1 0.102 02:15 2.8 1.1 0.111 2.6 1.1 0.100 2.8 1.1 0.110 3.0 1.0 0.116 2.8 1.0 0.102 2.6 1.1 0.100 2.6 1.1 0.096 02:30 2.8 1.1 0.112 2.5 0.9 0.083 2.7 1.0 0.101 3.0 1.1 0.123 2.7 1.1 0.110 2.6 1 A 0.096 2.6 1.0 0.095 02:45 2.8 1.0 0.105 2.5 0.9 0.075 2.7 1.0 0.097 0.01 2.9 1.1 0.122 2.7 1.0 0.098 2.5 0.9 0.080 2.6 1.1 0.101 03:00 2.6 0.9 0.085 2.5 1.0 0.090 2.8 1.1 0.108 0.03 2.8 1.2 0.124 2.5 0.9 0.084 2.5 1.1 0.094 2.6 1.0 0.095 03:15 2.5 1.0 0.091 2.6 1.0 0.096 2.8 1.1 0.109 0.03 2.7 1.1 0.111 2.5 1.0 0.089 2.6 1.0 0.095 2.5 1.0 0.092 03:30 2.5 1.0 0.084 2.6 1.0 0.096 2.6 1.1 0.101 0.01 2.6 1.0 0.090 2.6 1.0 0.091 2.8 1.0 0.104 2.6 1.0 0.092 03:45 2.5 0.9 0.074 2.5 1.1 0.094 2.7 1.1 0.104 2.6 1.0 0.097 2.6 0.9 0.087 2.6 1.1 0.105 2.6 1.1 0.098 04:00 2.5 0.9 0.081 2.5 1.0 0.085 2.7 1.0 0.093 2.5 1.0 0.090 2.6 1.0 0.094 2.6 1.0 0.094 2.5 1.0 0.087 04:15 2.6 0.8 0.076 2.6 0.9 0.083 2.8 1.0 0.105 2.5 1.0 0.089 2.6 1.0 0.095 2.6 1.0 0.097 2.6 0.9 0.087 04:30 2.7 1.0 0.093 2.6 1.0 0.088 2.8 1.0 0.105 2.6 1.1 0.098 2.7 1.1 0.107 2.7 1.1 0.111 2.6 1.0 0.091 04:45 2.7 1.0 0.096 2.7 1.1 0.103 2.7 1.0 0.101 2.6 1.0 0.096 2.8 1.1 0.109 2.8 1.0 0.106 2.6 0.9 0.086 05:00 2.6 1.0 0.090 2.6 0.9 0.083 2.7 1.1 0.102 2.7 1.0 0.104 2.8 1.1 0.109 2.8 1.0 0.104 2.7 1.0 0.094 05:15 2.8 0.9 0.092 2.7 1.0 0.103 2.7 1.0 0.097 2.7 1.0 0.094 2.9 1.1 0.115 3.0 1.1 0.126 3.0 1.0 0.116 05:30 3.1 0.9 0.103 3.0 1.0 0.118 2.7 1.0 0.100 2.6 0.9 0.083 3.1 1.1 0.133 3.3 1.0 0.126 3.2 1.0 0.125 05:45 3.4 1.1 0.155 3.3 1.1 0.139 2.7 1.1 0.107 2.6 0.9 0.086 3.5 1.2 0.166 3.4 1.0 0A41 3.3 1.0 0.135 06:00 3.6 1.1 0.162 3.5 1.2 0.162 2.9 1.2 0.127 2.7 1.1 0.106 3.6 1.0 0.150 3.6 1.1 0.154 3.8 1.1 0.178 06:15 4.2 1.1 0.203 4.1 1.1 0.196 3.0 1.2 0.131 3.0 1.1 0.127 3.8 1.1 0.167 3.9 1.0 0.165 3.9 1.1 0.181 06:30 4.7 1.2 0.249 4.6 1.3 0.261 3.2 1.0 0.127 3.2 1.0 0.127 4.5 1.2 0.235 4.3 1.2 0.226 4.3 1.1 0.214 06:45 5.0 1.2 0.273 4.8 1.2 0.264 3.2 1.0 0.126 3.2 1.1 0.140 4.7 1.3 0.281 4.6 1.2 0.257 4.6 1.1 0.239 07:00 5.0 1.2 0.271 5.0 1.3 0.295 3.4 1.2 0.162 3.4 1.1 0.143 4.8 1.2 0,261 4.8 1.3 0.284 4.8 1.2 0.271 07:15 5.1 1.2 0.292 5.0 1.3 0.309 4.0 1.1 0.194 3.9 1.1 0.179 5.1 1.3 0.298 5.1 1.3 0.312 4.8 1.3 0.283 07:30 5.0 1.3 0.294 4.9 1.3 0.289 4.1 1.2 0.203 4.0 1.1 0.196 5.0 1.3 0.304 5.0 1.3 0.296 4.6 1.3 0.272 07:45 5.0 1.2 0.282 4.9 1.4 0.318 4.2 1.1 0.201 4.2 1.2 0.218 4.8 1.3 0.293 4.9 1.2 0.272 4.5 1.3 0.268 � s s HB 111mp11DFINAL(inches):Dep HB_111mp1NFINAL(feet/sec):Vel HB_111mp11QFINAL(MGD-Total MG):Flow HB RG02knp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23102 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain 08:00 5.0 1.3 0.293 5.2 1.4 0.341 4.9 1.3 0.290 4.3 1.3 0.245 5.0 1.5 0.337 5.0 1.2 0.285 4.7 1.3 0.276 08:15 4.8 1.3 0.262 5.1 1.4 0.340 5.0 1.4 0.324 4.4 1.3 0.257 5.1 1.4 0.341 4.8 1.3 0.281 5.0 1.3 0.302 08:30 4.6 1.2 0.242 5.1 1.3 0.304 5.0 1.2 0.275 4.5 1.3 0.255 4.9 1.4 0.313 5.1 1.2 0.289 4.6 1.2 0.252 06:45 4.5 1.2 0.242 4.7 1.3 0.279 4.6 1.2 0.273 4.7 1.3 0.281 4.6 1.4 0.284 4.6 1.3 0.273 4.4 1.2 0.237 09:00 4.5 1.2 0.246 4.5 1.3 0.264 5.1 1.2 0.285 4.8 1.4 0.306 4.7 1.3 0.281 4.3 1.2 0.219 4.2 1.2 0.217 09:15 4.4 1.3 0.246 4.5 1.3 0.259 5.1 1.2 0.294 4.9 1.2 0.280 4.7 1.4 0.289 4.4 1.2 0.234 4.3 1.3 0.247 09:30 4.4 1.2 0.234 4.5 1.4 0.281 6.2 1.1 0.270 5.1 1.3 0.316 4.5 1.3 0.249 4.5 1.4 0.275 4.5 1.3 0.252 09:45 4.5 1.2 0.242 4.6 1.2 0.246 5.2 1.2 0.298 5.4 1.2 0.314 4.5 1.3 0.256 4.3 1.2 0.225 4.5 1.2 0.235 10:00 4.5 1.2 0.234 4.5 1.4 0.273 5.2 1.2 0.290 5.4 1.3 0.347 4.7 1.3 0.282 4.3 1.1 0.197 4.2 1.2 0.220 10:15 4.4 1.2 0.234 4.4 1.4 0.275 5.4 1.2 0.316 5.2 1.3 0.324 4.6 1.4 0.277 4.2 1.1 0.196 4.4 1.3 0.245 10:30 4.5 1.1 0.227 4.3 1.3 0.244 5.3 1.2 0.312 5.1 1.3 0.322 4.6 1.2 0.246 4.2 1.3 0.241 4.4 1.3 0.245 10:45 4.6 1.2 0.237 4.3 1.2 0.221 5.2 1.3 0.311 5.2 1.4 0.339 4.5 1.2 0.237 4.2 1.2 0.215 4.3 1.3 0.239 11:00 4.5 1.2 0.234 4.2 1.2 0.221 5.2 1.2 0.287 5.2 1.2 0.301 4.5 1.3 0.264 4.1 1.2 0.220 4.3 1.3 0.238 11:15 4.4 1.3 0.247 4.3 1.3 0.237 5.0 1.3 0.294 5.1 1.2 0.283 4.7 1.3 0.278 4.1 1.2 0.212 4.3 1.3 0.238 11:30 4.5 1.2 0.231 4.2 1.4 0.261 5.1 1.2 0.288 4.9 1.3 0.295 4.5 1.3 0.248 4.3 1.2 0.224 4.0 1.2 0.209 11:45 4.1 1.1 0.205 4.3 1.3 0.249 5.1 1.4 0.333 4.8 1.3 0.291 4.4 1.2 0.235 4.1 1.2 0.217 3.8 1.3 0.201 12:00 4.2 1.2 0.218 4.2 1.3 0.226 5.2 1.3 0.318 4.9 1.3 0.301 4.2 1.1 0.197 3.9 1.2 0.193 4.0 1.2 0.209 12:15 4.2 1.3 0.238 4.0 1.2 0.201 5.0 1.3 0.292 4.9 1.4 0.306 4.3 1.1 0.216 3.9 1.2 0.198 4.1 1.2 0.203 12:30 4.3 1.2 0.223 3.9 1.3 0.208 5.1 1.4 0.320 4.7 1.3 0.275 4.2 1.2 0.222 3.9 1.1 0.189 4.2 1.1 0.206 12:45 4.2 1.20.212 4.1 1.2 0.215 4.9 1.20.266 4.8 1.30.292 4.2 1.2 0.221 4.1 1.2 0.201 4.0 1.30.212 13:00 4.2 1.1 0.206 4.2 1.3 0.241 5.0 1.3 0.300 4.8 1.3 0.288 4.2 1.3 0.239 4.0 1.2 0.211 3.8 1.2 0.196 13:15 4.2 1.1 0.210 4.2 1.3 0.233 5.0 1.3 0.301 4.8 1.4 0.309 4.4 1.4 0.281 4.1 1.2 0.208 4.0 1.2 0.199 13:30 4.0 1.2 0.205 4.0 1.1 0.195 4.9 1.3 0.280 4.6 1.2 0.251 4.2 1.3 0.233 3.9 1.2 0.205 3.9 1.2 0.197 13:45 3.9 1.2 0.197 4.0 1.1 0.185 4.8 1.3 0.291 4.6 1.3 0.264 4.1 1.3 0.228 3.8 1.3 0.201 3.8 1.2 0.198 14:00 4.0 1.2 0.205 4.0 1.2 0.204 4.8 1.2 0.270 4.5 1.3 0.255 4.1 1.3 0.221 3.8 1.2 0.184 4.1 1.2 0.208 14:15 4.0 1.1 0.178 4.0 1.1 0.181 4.5 1.1 0.231 4.4 1.3 0.254 4.0 1.2 0.211 3.8 1.1 0.181 4.0 1.1 0.188 14:30 4.1 1.1 0.197 4.0 1.1 0.193 4.4 1.1 0.223 4.6 1.4 0.293 3.9 1.2 0.201 3.9 1.3 0.216 3.8 1.0 0.159 14:45 4.2 1.1 0.206 4.2 1.2 0.222 4.6 1.1 0.233 4.6 1.2 0.245 4.0 1.1 0.195 3.9 1.3 0.211 3.9 1.2 0.196 15:00• 4.0 1.1 0.197 4A 1.1 0.197 4.5 1.3 0.252 4.5 1.3 0.254 4.3 1.2 0.228 3.8 1.2 0.186 4.1 1.1 0.198 15:15 4.2 1.2 0.210 3.9 1.3 0.208 4.5 1.2 0.250 4.5 1.3 0.254 4.1 1.3 0.222 3.7 1.3 0.194 4.0 1.1 0.190 15:30 4.0 1.1 0.194 4.1 1.2 0.209 4.5 1.3 0.262 4.6 1.2 0.256 4.1 1.1 0.198 3.8 1.2 0.193 4.0 1.2 0.209 15:45 3.9 1.3 0.215 4.1 1.1 0.200 4.5 1.2 0.234 4.6 1.4 0.280 4.0 1.1 0.198 3.9 1.1 0.188 3.9 1.2 0.206 16:00 4.0 1.1 0.186 4.1 1.2 0.214 4.5 1.3 0.260 4.7 1.3 0.268 4.0 1.1 0.183 4.0 1.1 0.195 4.0 1.3 0.224 16:15 3.8 1.1 0.183 4.2 1.3 0.232 4.8 1.3 0.289 4.6 1.1 0.231 4.0 1.2 0.200 3.9 1.2 0.197 4.0 1.1 0.182 16:30 4.1 1.1 0.192 4.4 1.3 0.251 4.6 1.4 0.288 4.5 1.1 0.228 4.2 1.1 0.198 4.0 1.2 0.195 4.1 1.2 0.209 16:45 4.1 1.2 0.207 4.3 1.2 0.232 4.4 1.2 0.232 4.5 1.2 0.236 4.2 1.1 0.195 4.0 1.2 0.209 4.1 1.2 0.210 HB_11\mp1\DFINAL(inches):Dep HB 11\mp1\VFINAL(teet/sec):Vel HB_11\mpl\QFINAL(MGD-Total MG):Flow HB RG021rnp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 4.1 1.0 0.179 4.2 1.3 0.231 4.3 1.2 0.226 4.8 1.3 0.272 4.3 1.1 0.204 3.9 1.2 0.198 4.2 1.2 0.210 17:15 4.1 1.0 0.181 4.3 1.3 0.246 4.5 1.4 0.284 4.6 1.3 0.268 4.2 1.2 0.213 4.1 1.4 0.243 4.3 1.1 0.213 17:30 4.1 1.1 0.204 4.3 1.3 0.254 4.7 1.3 0.271 4.6 1.3 0.262 4.3 1.1 0.207 4.3 1.2 0.230 4.4 1.2 0.227 17:45 4.2 1.2 0.212 4.4 1.4 0.276 4.5 1.0 0.206 4.5 1.6 0.299 4.2 1.1 0.202 4.5 1.3 0.257 4.5 1.1 0.229 18:00 4.4 1.1 0.220 4.5 1.3 0.256 4.4 1.2 0.228 4.6 1.4 0.282 4.2 1.4 0.255 4.7 1.3 0.272 4.4 1.1 0.221 18:15 4.2 1.1 0.208 4.5 1.2 0.235 4.2 1.2 0.228 4.4 1.4 0.276 4.3 1.3 0.238 4.7 1.1 0.242 4.6 1.2 0.254 18:30 4.4 1.2 0.225 4.5 1.2 0.232 4.3 1.1 0.211 4.6 1.3 0.265 4.5 1.4 0.272 4.6 1.3 0.262 4.3 1.1 0.210 18:45 4.5 1.1 0.233 4.5 1.3 0.252 4.4 1.3 0.244 4:6 1.3 0.272 4.7 1.3 0.277 4.8 1.2 0.263 4.4 1.2 0.244 19:00 4.7 1.2 0.259 4.5 1.2 0.240 4.5 1.2 0.236 4.6 1.3 0.270 4.8 1.3 0.282 4.8 1.2 0.273 4.8 1.2 0.262 19:15 4.8 1.3 0.287 4.6 1.2 0.243 4.4 1.4 0.268 4.6 1.4 0.296 4.8 1.3 0.287 4.9 1.2 0.279 4.8 1.2 0.266 19:30 4.6 1.3 0.266 4.6 1.3 0.266 4.5 1.3 0.258 4.7 1.4 0.303 4.8 1.3 0.277 4.9 1.2 0.274 4.8 1.3 0.280 19:45 4.8 1.3 0.288 4.6 1.4 0.281 4.4 1.3 0.249 4.7 1.4 0.295 4.7 1.2 0.256 4.9 1.2 0.272 4.7 1.3 0.280 20:00 4.9 1.2 0.276 4.7 1.3 0.263 4.3 1.2 0.232 4.8 1.3 0.293 4.9 1.3 0.285 4.8 1.4 0.310 4.7 1.3 0.267 20:15 4.8 1.3 0.272 4.7 1.3 0.276 4.3 1.3 0.253 4.8 1.2 0.264 4.9 1.3 0.289 5.0 1.4 0.312 4.6 1.3 0.266 20:30 4.6 1.3 0.266 4.5 1.2 0.250 4.5 1.4 0.278 4.7 1.2 0.255 4.7 1.4 0.304 4.9 1.3 0.289 4.7 1.2 0.264 20:45 4.5 1.2 0.245 4.5 1.3 0.271 4.4 1.4 0.264 4.5 1.5 0.301 4.6 1.3 0.265 4.8 1.3 0.292 4.6 1.3 0.265 21:00 4.7 1.2 0.254 4.5 1.2 0.242 4.3 1.3 0.252 4.5 1.2 0.241 4.5 1.3 0.258 4.7 1.2 0.253 4.6 1.2 0.242 21:15 4.7 1.3 0.264 4.3 1.3 0.236 4.2 1.2 0.213 4.5 1.3 0.261 4.6 1.3 0.276 4.6 1.2 0.250 4.6 1.3 0.258 21:30 4.7' 1.3 0.264 4.1 1.2 0.220 4.1 1.3 0.229 4.6 1.3 0.279 4.6 1.3 0.267 4.5 1.2 0.243 4.6 1.4 0.289 21:45 4.6 1.3 0.262 4.1 1.4 0.249 4.1 1.3 0.227 4.6 1.3 0.259 4.7 1.2 0.245 4.5 1.4 0.279 4.4 1.3 0.245 22:00 4.4 1.4 0.265 4.1 1.4 0.239 4.3 1.2 0.232 4.4 1.4 0.264 4.4 1.2 0.228 4.4 1.2 0.229 4.4 1.3 0.265 22:15 4.1 1.3 0.225 4.1 1.3 0.234 4.2 1.2 0.225 4.3 1.3 0.250 4.4 1.3 0.246 4.3 1.2 0.221 4.4 1.4 0.265 22:30 4.1 1.3 0.235 4.0 1.2 0.205 4.2 1.2 0.223 4.3 1.3 0.242 4.5 1.4 0.269 4.3 1.3 0.247 4.4 1.3 0.245 22:45 4.1 1.2 0.219 4.1 1.1 0.195 4.1 1.2 0.208 4.3 1.3 0.241 4.1 1.3 0.222 4.1 1.1 0.198 4.2 1.4 0.248 23:00 3.9 1.3 0.205 3.9 1.1 0.178 3.9 1.2 0.201 4.3 1.2 0.233 3.9 1.2 0.204 3.7 1.2 0.184 4.1 1.3 0.223 23:15 3.8 1.3 0.197 3.6 1.1 0.168 3.8 1.1 0.177 4.1 1.2 0.215 3.7 1.2 0.183 3.6 1.1 0.166 4.0 1.1 0.184 23:30 3.5 1.2 0.176 3.6 1.1 0.165 3.7 1.2 0.187 3.8 1.1 0.179 3.5 1.2 0.169 3.6 1.2 0.174 3.7 1.1 0.170 23:45 3.5 1.1 0.157 3.4 1.2 0.165 3.8 1.2 0.190 3.5 1.1 0.164 3.3 1.2 0.153 3.5 1.3 0.181 3.6 1.1 0.153 Total 0.199 0.00 0.207 0.00 0.215 0.10 0.224 0.00 0.211 0.00 0.201 0.00 0.199 0.00 Average 4.0 1.2 0.199 3.9 1.2 0.207 4.1 1.2 0.215 4.1 1.2 0.224 4.0 1.2 0.211 3.9 1.2 0.201 3.9 1.2 0.199 Min Time 03:45 04:20 03:45 03:50 04:20 04:20 03:40 05:20 05:20 04:30 02:30 05:30 03:10 05:05 03:10 03:05 02:55 02:55 04:00 14:35 04:40 Min Value 2.5 0.8 0.070 2.5 0.8 0.071 2.6 0.8 0.076 2.5 0.9 0.081 2.5 0.8 0.077 2.5 0.8 0.073 2.5 0.8 0.077 Max Time 07:20 00:00 07:35 08:10 08:50 08:25 10:30 16:25 11:50 10:05 12:20 10:45 07:20 11:10 08:20 08:30 20:00 20:15 08:20 22:10 08:15 Max Value 5.1 1.4 0.329 5.3 1.6 0.360 5.5 1.6 0.361 5.6 1.6 0.375 5.2 1.6 0.359 5.3 1.5 0.345 5.1 1.5 0.320 Week Avg 4.0 1.2 0.208 WeekTotal 1.457 0.10 ADS Environmental Services HB_11\mp1\DFINAL(inches):Dep HB 11Vnp11VFINAL(feeUsec):Vel HB_11\mpl\QFINAL(MGD-Total MG):Flow HB_RG02\mpl\RAIN(inches):Rain 16881 NEWLAND ST. HB 11 Pipe Height:15.00 HUNTINGTON BEACH,CA HC 3.2514-3.2514 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 3.3 1.2 0.160 3.4 1.1 0.146 3.6 1.3 0.186 3.7 1.2 0.184 3.3 1.2 0.157 3.5 1.1 0.156 3.3 1.1 0.147 00:15 3.2 1.1 0.133 3.1 1.1 0.134 3.4 1.2 0.163 3.5 1.3 0.177 3.4 1.0 0.136 3.5 1.1 0.156 3.4 1.1 0.149 00:30 3.1 1.2 0.135 3.1 1.1 0.129 3.6 1.3 0.186 3.6 1.3 0.187 3.3 1.1 0.137 3.2 1.0 0.130 3.3 1.1 0.144 00:45 3.0 1.0 0.112 3.1 1.1 0.135 3.4 1.1 0.154 3.4 1.1 0.151 3.1 1.1 0.133 3.3 1.1 0.144 3.0 1.0 0.118 01:00 2.9 1.1 0.117 3.0 1.2 0.133 3.3 1.1 0.140 3.4 1.2 0.160 3.0 1.0 0.110 3.1 1.1 0.126 2.9 1.1 0.120 01:15 2.8 1.1 0.108 3.0 1.1 0.126 3.2 1.1 0.132 3.3 1.1 0.139 2.8 1.0 0.102 2.9 1.0 0.110 2.9 1.0 0.104 01:30 2.7 1.1 0.106 2.9 1.1 0.119 3.1 1.2 0.141 3.2 1.2 0.149 2.7 0.9 0.087 2.8 1.0 0.107 2.8 1.1 0.113 01:45 2.7 1.1 0.106 2.9 1.0 0.112 3.0 1.0 0.118 3.1 1.1 0.126 2.7 1.0 0.103 2.8 1.0 0.107 2.8 1.1 0.114 02:00 2.6 1.1 0.099 3.0 1.0 0.115 2.9 1.0 0.105 3.0 1.1 0.130 2.7 1.1 0.101 2.9 1.1 0.118 2.8 1.1 0.107 02:15 2.6 1.0 0.093 2.8 1.0 0.102 2.9 1.1 0.119 3.1 1.1 0.131 2.6 1.0 0.093 2.9 1.1 0.111 2.7 1.0 0.091 02:30 2.6 0.9 0.083 2.6 1.1 0.099 2.9 1.1 0.118 2.9 1.1 0.120 2.6 1.0 0.091 2.9 1.0 0.110 2.7 1.1 0.103 02:45 2.5 1.0 0.082 2.7 1.1 0.103 2.9 1.1 0.115 2.8 1.1 0.112 2.6 1.0 0.090 2.9 1.0 0.112 2.7 1..1 0.103 03:00 2.5 1.0 0.089 2.6 1.1 0.102 2.9 1.2 0.127 2.8 1.0 0.107 2.5 1.0 0.085 2.7 1.0 0.095 2.6 1.1 0.096 03:15 2.5 0.9 0.082 2.6 1.0 0.094 2.9 1.1 0.124 2.8 1.0 0.105 2.6 1.1 0.096 2.7 0.9 0.092 2.6 0.9 0.088 03:30 2.5 0.9 0.080 2.6 1.1 0.099 2.9 1.1 0.111 2.7 1.1 0.108 2.6 1.1 0.100 2.7 0.9 0.090 2.5 1.1 0.092 03:45 2.4 1.1 0.089 2.5 0.9 0.080 2.8 1.0 0.106 2.7 1.0 0.099 2.6 0.9 0.087 2.6 1.0 0.093 2.5 1.2 0.102 04:00 2.5 1.0 0.084 2.5 0.9 0.079 2.8 1.1 0.112 2.6 1.0 0.096 2.5 1.0 0.088 2.6 0.9 0.079 2.6 1.0 0.095 04:15 2.6 1.0 0.091 2.6 1.0 0.087 2.9 1.1 0.122 2.7 1.0 0.098 2.5 1.1 0.091 2.6 1.0 0.089 2.6 1.0 0.092 04:30 2.6 1.1 0.105 2.6 1.0 0.095 3.0 1.1 0.118 2.8 1.0 0.104 2.6 0.9 0.088 2.6 1.0 0.092 2.7 1.0 0.094 04:45 2.7 1.1 0.104 2.8 1.0 0.096 3.0 1.1 0.128 2.7 1.1 0.106 2.8 0.8 0.086 2.7 0.8 0.080 2.8 1.2 0.120 05:00 2.7 1.0 0.092 2.8 1.0 0.098 2.9 1.1 0.117 2.7 1.0 0.101 2.7 0.9 0.081 2.6 0.9 0.084 2.8 1.0 0.105 05:16 3.0 1.0 0.113 2.9 0.9 0.100 2.9 1.2 0.127 2.8 1.0 0.097 2.8 0.8 0.080 2.8 1.0 0.104 3.0 1.1 0.126 05:30 3.2 1.0 0.118 2.9 0.9 0.098 2.9 1.1 0.124 2.7 1.0 0.101 3.0 0.9 0.103 3.1 0.9 0.110 3.3 1.0 0.130 05:45 3.2 1.1 0.134 3.1 1.0 0.123 3.0 1.1 0.120 2.7 0.9 0.092 3.0 0.9 0.101 3.5 1.0 0.137 3.3 1.1 0.139 06:00 3.4 1.1 0.153 3.7 1.1 0.173 3.1 1.1 0.134 2.9 0.9 0.090 3.3 1.0 0.126 3.6 1.0 0.148 3.3 0.9 0.118 06:15 3.9 1.1 0.177 3.9 1.0 0.165 3.4 1.1 0.156 3.0 0.9 0.097 3.6 1.1 0.165 3.8 1.1 0.171 3.6 1.0 0.142 06:30 4.2 1.1 0.204 4.2 1.2 0.225 3.5 1.2 0.171 3.1 1.1 0.127 3.8 1.1 0.167 3.9 1.1 0.184 4.0 1.1 0.182 06:45 4.7 1.2 0.259 4.6 1.1 0.234 3.6 1.2 0.170 3.1 1.0 0.118 4.0 1.1 0.188 4.3 1.3 0.234 4.2 1.1 0.194 07:00 4.9 1.2 0.271 4.9 1.2 0.274 3.8 1.1 0.179 3.3 1.2 0.158 4.4 1.3 0.258 4.5 1.4 0.278 4.3 1.2 0.232 07:15 4.8 1.2 0.257 4.9 1.3 0.293 4.0 1.2 0.201 3.7 1.2 0.183 4.6 1.3 0.274 4.6 1.3 0.280 4.5 1.2 0.244 07:30 4.9 1.3 0.296 4.9 1.3 0.283 4.2 1.3 0.232 4.1 1.1 0.189 4.6 1.3 0.272 4.5 1.1 0.230 4.5 1.2 0.241 07:45 4.8 1.3 0.293 4.9 1.2 0.267 4.3 1.2 0.218 4.2 1.3 0.232 4.5 1.3 0.258 4.6 1.1 0.237 4.5 1.1 0.223 HB_1IVnpl%DFINAL(inches):Dep HB_11MplWFINAL(feet/sec):Vel HB 11Unp1\QFINAL(MGD-Total MG):Flow HB_RG02Mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain 08:OD 5.0 1.4 0.321 5.0 1.3 0.307 4.4 1.2 0.238 4.5 1.3 0.252 4.4 1.3 0.259 4.6 1.1 0.235 4.3 1.3 0.249 08:15 5.1 1.2 0.291 4.8 1.4 0.320 4.5 1.3 0.271 4.4 1.4 0.267 4.4 1.2 0.237 4.5 1.2 0.250 4.4 1.3 0.252 08:30 4.7 1.3 0.276 4.8 1.3 0.276 4.9 1.2 0.277 4.8 1.3 0.281 4.4 1.4 0.269 4.7 1.3 0.277 4.5 1.4 0.278 08:45 4.4 1.3 0.242 4.7 1.1 0.229 4.9 1.3 0.286 5.1 1.3 0.302 4.6 1.1 0.232 4.5 1.2 0.246 4.5 1.3 0.264 09:00 4.3 1.2 0.224 4.6 1.3 0.261 5.0 1.4 0.320 5.2 1.3 0.315 4.8 1.2 0.268 4.3 1.3 0.251 4.3 1.1 0.216 09:15 4.3 1.2 0.231 4.5 1.3 0.264 5.1 1.3 0.298 5.4 1.3 0.342 4.6 1.2 0.253 4.3 1.2 0.225 4.4 1.2 0.237 09:30 4.3 1.3 0.236 4.6 1.3 0.263 5.0 1.2 0.269 5.2 1.4 0.342 4.7 1.3 0.269 4.6 1.2 0.250 4.8 1.4 0.307 09:45 4.4 1.1 0.220 4.6 1.2 0.256 5.2 1.3 0.320 5.2 1.4 0.335 4.8 1.5 0.326 4.6 1.4 0.279 4.7 1.3 0.275 10:00 4.3 1.2 0.217 4.7 1.4 0.291 5.4 1.4 0.352 5.2 1.5 0.358 4.8 1.3 0.288 4.6 1.3 0.269 4.5 1.3 0.261 10:15 4.2 1.2 0.225 4.6 1.3 0.262 5.2 1.3 0.322 5.3 1.3 0.334 4.8 1.4 0.314 4.6 1.2 0.251 4.4 1.3 0.259 10:30 4.2 1.2 0.215 4.6 1.3 0.270 5.2 1.2 0.289 5.3 1.4 0.344 4.9 1.3 0.290 4.6 1.2 0.247 4.5 1.3 0.263 10:45 4.4 1.2 0.236 4.6 1.3 0.278 5.1 1.3 0.308 5.1 1.4 0.325 4.8 1.4 0.309 4.6 1.2 0.252 4.4 1.2 0.242 11:00 4.6 1.3 0.261 4.6 1.3 0.277 5.2 1.2 0.289 5.1 1.2 0.292 4.8 1.3 0.288 4.3 1.3 0.249 4.4 1.3 0.241 11:15 4.5 1.2 0.235 4.5 1.5 0.288 5.2 1.3 0.320 5.1 1.2 0.292 4.8 1.4 0.313 4.5 1.3 0.258 4.6 1.2 0.243 11:30 4.3 1.3 0.231 4.5 1.3 0.257 5.1 1.3 0.313 4.9 1.4 0.313 4.9 1.3 0.297 4.6 1.2 0.253 4.7 1.3 0.275 11:45 4.3 1.3 0.240 4.6 1.3 0.258 5.2 1.4 0.337 5.0 1.3 0.290 4.7 1.4 0.299 4.6 1.2 0.246 4.8 1.4 0.299 12:00 4.1 1.4 0.237 4.5 1.4 0.287 5.1 1.3 0.307 5.0 1.3 0.295 4.6 1.4 0.286 4.4 1.3 0.247 4.7 1.3 0.277 12:15 4.5 1.4 0.283 4.3 1.4 0.268 5.2 1.1 0.261 5.0 1.3 0.296 4.3 1.3 0.245 4.4 1.3 0.254 4.5 1.3 0.267 12:30 4.3 1.2 0.222 4.4 1.2 0.242 4.9 1.1 0.244 5.0 1.3 0.299 4.3 1.2 0.232 4.3 1.3 0.235 4.3 IA 0.209 12:45 4.1 1.3 0.230 4.5 1.2 0.249 5.1 1.2 0.282 4.7 1.2 0.261 4.5 1.2 0.231 4.3 1.2 0.218 4.1 1.1 0.199 13:00 4.4 1.2 0.223 4.3 1.2 0.225 4.9 1.2 0.276 4.8 1.2 0.262 4.3 1.2 0.237 4.4 1.2 0.234 4.3 1.2 0.224 13:15 4.4 1.2 0.240 4.3 1.3 0.242 4.9 1.2 0.274 4.9 1.3 0.303 4.4 1.3 0.251 4.4 1.3 0.247 4.3 1.2 0.219 13:30 4.3 1.2 0.229 4.3 1.3 0.244 4.8 1.2 0.258 4.7 1.4 0.302 4.6 1.2 0.251 4.3 1.1 0.207 4.1 1.2 0.202 13:45 4.1 1.1 0.191 4.3 1.4 0.262 4.5 1.3 0.262 4.6 1.4 0.293 4.4 1.2 0.234 4.3 1.2 0.218 4.0 1.2 0.204 14:00 4.0 1.1 0.193 4.3 1.3 0.247 4.6 1.2 0.252 4.6 1.3 0.262 4.3 1.2 0.232 4.3 1.2 0.217 3.9 1.2 0.197 14:16 4.0 1.2 0.205 4.3 1.3 0.247 4.7 1.3 0.276 4.7 1.3 0.283 4.3 1.3 0.255 4.2 1.2 0.214 4.0 1.0 0.175 14:30 4.1 1.2 0.212 4.1 1.3 0.233 4.8 1.3 0.289 4.6 1.3 0.258 4.3 1.1 0.213 4.2 1.1 0.204 4.0 1.2 0.194 14:45 3.9 1.2 0.196 4.2 1.2 0.221 4.8 1.2 0.264 4.6 1.3 0.270 4.2 1.3 0.235 4.1 1.1 0.200 3.9 1.1 0.180 15:00 4.1 1.2 0.216 4.1 1.3 0.234 4.6 1.2 0.244 4.4 1.3 0.242 4.3 1.2 0.237 4.1 1.2 0.206 4.1 1.0 0.179 15:15 4.1 1.1 0.196 4.1 1.3 0.231 4.7 1.1 0.226 4.3 1.1 0.212 4.1 1.1 0.188 4.0 1.2 0.200 4.0 1.1 0.192 15:30 3.9 1.1 0.176 4.2 1.1 0.196 4.6 1.1 0.223 4.3 1.2 0.223 4.1 1.2 0.204 4.1 1.3 0.224 4.0 1.1 0.193 15:45 4.0 1.2 0.209 4.2 1.2 0.222 4.6 1.1 0.237 4.3 1.2 0.236 4.4 1.1 0.215 4.0 1.1 0.197 4.0 1.1 0.187 16:00 4.0 1.4 0.234 4.2 1.2 0.216 4.5 1.1 0.230 4.1 1.1 0.201 4.4 1.1 0.210 4.0 1.2 0.202 4.1 1.1 0.169 16:15 4.1 1.2 0.202 4.1 1.1 0.194 4.5 1.1 0.232 4.1 1.2 0.216 4.3 1.1 0.213 4.0 1.1 0.193 4.0 1.1 0.188 16:30 4.2 1.1 0.205 4.1 1.1 0.192 4.7 1.2 0.251 4.3 1.2 0.222 4.3 1.2 0.215 4.3 1.2 0.214 4.0 1.2 0.209 16:45 4.5 1.2 0.245 4.1 1.2 0.213 4.4 1.2 0.243 4.4 1.2 0.227 4.4 1.0 0.201 4.3 1.2 0.237 4.1 1.3 0.225 HB 11Vnp11DFINAL(inches):Dep HB 111mplWFINAL(feet/sec):Vel HB 11Vnp1\QFINAL(MGD-Total MG):Flow HB_RG021mp11RA1N(Inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28102 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 4.2 1.2 0.221 4.1 1.1 0.191 4.6 1.2 0.244 4.5 1.2 0.235 4.5 1.1 0.219 4.4 1.2 0.229 4.1 1.3 0.227 1715 4.3 1.2 0.223 4.2 1.0 0.188 4.7 1.2 0.259 4.5 1.2 0.240 4.4 1.3 0.241 4.4 1.3 0.255 4.2 1.2 0.214 17:30 4.3 1.4 0.264 4.3 1.1 0.219 4.7 1.1 0.248 4.3 1.3 0.243 4.5 1.4 0.279 4.5 1.1 0.226 4.2 1.2 0.224 17:45 4.4 1.2 0.239 4.4 1.1 0.218 4.6 1.3 0.279 4.4 1.1 0.220 4.4 1.3 0.248 4.5 1.2 0.249 4.4 1.3 0.257 18:00 4.4 1.3 0.246 4.3 1.2 0.236 4.7 1.3 0.277 4.5 1.2 0.242 4.4 1.2 0.225 4.6 1.3 0.269 4.6 1.2 0.246 18:15 4.6 1.2 0.248 4.3 1.2 0.228 4.7 1.2 0.256 4.4 1.2 0.222 4.6 1.4 0.284 4.4 1.3 0.260 4.7 1.2 0.256 18:30 4.5 1.2 0.247 4.4 1.1 0.207 4.6 1.2 0.248 4.4 1.2 0.229 4.6 1.3 0.272 4.5 1.3 0.252 4.5 1.2 0.233 18:45 4.6 1.2 0.258 4.3 1.3 0.235 4.6 1.1 0.233 4.6 1.2 0.247 4.6 1.2 0.251 4.7 1.3 0.284 4.3 1.2 0.233 19:00 4.8 1.3 0.281 4.4 1.2 0.236 4.7 1.2 0.254 4.7 1.2 0.254 4.5 1.1 0.223 4.6 1.3 0.277 4.5 1.3 0.256 19:15 4.9 1.4 0.310 4.4 1.2 0.234 4.7 1.3 0.266 4.8 1.4 0.296 4.5 1.2 0.247 4.7 1.4 0.307 4.7 1.3 0.266 19:30 5.0 1.3 0.305 4.6 1.2 0.251 4.7 1.1 0.238 4.7 1.4 0.295 4.7 1.3 0.274 4.7 1.3 0.270 5.0 1.3 0.308 19:45 4.9 1.3 0.299 4.6 1.3 0.271 4.5 1.2 0.246 4.5 1.3 0.272 4.7 1.3 0.274 4.9 1.1 0.239 4.8 1.5 0.323 20:00 4.6 1.2 0.255 4.7 1.3 0.278 4.6 1.2 0.256 4.7 1.4 0.297 4.6 1.2 0.251 4.8 1.4 0.303 4.8 1.2 0.261 20:15 4.7 1.1 0.242 4.7 1.3 0.278 4.7 1.2 0.263 4.6 1.4 0.281 4.8 1.2 0.256 4.8 1.3 0.284 4.6 1.2 0.248 20:30 4.7 1.3 0.267 4.5 1.3 0.267 4.7 1.3 0.270 4.6 1.4 0.287 4.9 1.3 0.301 4.8 1.3 0.277 4.5 1.3 0.256 20:45 4.7 1.2 0.249 4.5 1.2 0.241 4.6 1.3 0.263 4.8 1.4 0.302 4.9 1.3 0.304 4.6 1.2 0.246 4.8 1.4 0.314 21:00 4.7 1.3 0.276 4.3 1.2 0.226 4.7 1.3 0.270 4.6 1.3 0.271 4.6 1.2 0.255 4.5 1.3 0.264 4.7 1.3 0.282 21:15 4.8 1.1 0.243 4.3 1.2 0.224 4.6 1.4 0.284 4.6 1.4 0.284 4.6 1.3 0.275 4.5 1.2 0.245 4.8 1.4 0.303 21:30 4.6 1.2 0.258 4.4 1.3 0.245 4.4 1.2 0.238 4.5 1.3 0.257 4.6 1.4 0.291 4.5 1.3 0.260 4.5 1.3 0.274 21:45 4.5 1.2 0.245 4.5 1.3 0.254 4.3 1.2 0.221 4.4 1.3 0.257 4.7 1.3 0.266 4.3 1.3 0.245 4.6 1.3 0.272 22:00 4.4 1.1 0.219 4.4 1.3 0.244 4.1 IA 0.201 4.2 1.4 0.249 4.6 1.3 0.263 4.3 1.3 0.244 4.5 1.4 0.271 22:15 4.2 1.3 0.239 4.3 1.3 0.236 4.3 1.2 0.228 4.3 1.2 0.231 4.6 1.2 0.259 4.2 1.2 0.220 4.3 1.3 0.245 22:30 4.2 1.4 0.243 4.4 1.3 0.248 4.5 1.3 0.263 4.3 1.3 0.252 4.2 1.2 0.230 4.1 1.1 0.198 4.3 1.3 0.241 22:45 4.1 1.2 0.204 4.3 1.3 0.254 4.3 1.2 0.220 3.9 1.4 0.226 4.0 1.3 0.230 4.0 1.2 0.203 4.3 1.3 0.247 23:00 3.9 1.2 0.199 4.2 1.2 0.213 4.0 1.2 0.202 3.6 1.2 0.183 3.9 1.2 0.195 3.9 1.2 0.195 4.1 1.3 0.229 23:15 3.8 1.1 0.180 4.0 1.1 0.193 3.9 1.2 0.196 3.6 1.2 0.183 3.9 1.1 0.182 3.9 1.1 0.179 3.9 1.3 0.207 23:30 3.7 1.1 0.172 3.9 1.2 0.200 3.9 1.2 0.193 3.5 1.1 0.164 3.9 1.2 0.186 3.8 1.2 0.186 3.7 1.3 0.197 23:45 3.6 1.0 0.142 3.8 1.3 0.211 3.8 1.3 0.201 3.3 1.2 0.156 3.6 1.2 0.173 3.5 1.1 0.161 3.8 1.3 0.200 Total 0.203 0.209 0.222 0.221 0.210 0.204 0.204 Average 4.0 1.2 0.203 4.0 1.2 0.209 4.2 1.2 0.222 4.1 1.2 0.221 4.0 1.2 0.210 4.0 1.2 0.204 4.0 1.2 0.204 Min Time 04:00 05:15 03:35 04:00 04:05 04:05 04:00 19:30 03:55 04:05 05:45 05:45 04:25 04:35 04:35 03:55 04:55 04:55 03:45 04:35 04:35 Min Value 2.4 0.7 0.072 2.5 0.7 0.064 2.8 0.9 0.090 2.6 0.8 0.077 2.5 0.7 0.070 2.6 0.7 0.069 2.5 0.8 0.077 Max Time 08:15 19:50 19:50 08:05 11:20 08:15 10:05 08:25 10:10 09:15 20:10 10:05 20:40 10:20 10:20 19:55 10:00 19:15 19:35 19:45 19:45 Max Value 5.1 1.6 0.347 5.1 1.6 0.346 5.5 1.5 0.366 5.5 1.5 0.371 5.1 1.6 0.358 5.0 1.6 0.320 5.1 1.6 0.354 Week Avg 4.0 1.2 0.211 WeekTotal 1.474 0 ADS Environmental Services HB_11Mp1\DFINAL(inches):Dep HB 11\mp1\VFINAL(feeUsec):Vel HB_11\mp1\QFINAL(MGD-Total MG):Flow HB_RG02\mpt\RAIN(inches):Rain 16881 NEWLAND ST. HB 11 Pipe Height:15.00 HUNTINGTON BEACH,CA HC 3.2514-3.2514 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 V7/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain 00:00 3.9 1.1 0.179 3.8 1.2 0.180 4.0 1.2 0.205 3.8 1.2 0.187 3.2 1.2 0.145 3.2 1.1 0.143 3.1 1.2 0.141 00:15 3.8 1.2 0.195 3.3 1.1 0.144 3.8 1.1 0.176 3.7 1.3 0.189 3.0 1.2 0.132 3.0 1.2 0.132 3.0 1.1 0.120 00:30 3.4 1.4 0.187 3.3 1.1 0.138 3.5 1.2 0.162 3.7 1.2 0.181 2.9 1.2 0.128 2.8 1.1 0.117 2.8 1.1 0.118 00:45 3.2 1.1 0.141 3.2 1.3 0.156 3.4 1.0 0.138 3.4 1.1 0.155 2.9 1.1 0.112 2.8 1.1 0.113 2.8 1.1 0.112 01:00 3.1 1.1 0.133 3.1 1.1 0.136 3.3 1.2 0.154 3.3 1.2 0.151 2.8 1.1 0.115 2.8 1.0 0.107 2.8 1.1 0.113 01:15 3.1 1.1 0.136 3.0 1.1 0.121 3.1 1.2 0.140 3.3 1.3 0.165 2.8 1.0 0.102 2.8 1.1 0.117 2.7 1.2 0.112 01:30 3.1 1.1 0.130 2.9 1.1 0.115 3.1 1.2 0.137 3.2 1.2 0.148 2.7 1.0 0.097 2.8 1.1 0.108 2.6 1.1 0.098 01:45 3.0 1.1 0.123 2.8 1.1 0.110 3.1 1.2 0.141 0.03 3.2 1.1 0.140 2.7 1.1 0.105 2.7 1.0 0.100 2.6 1.1 0.106 02:00 3.0 1.1 0.120 2.7 1.1 0.101 3.1 1.2 0.145 0.02 3.1 1.1 0.129 2.7 1.1 0.102 2.6 1.1 0.098 2.6 1.2 0.109 02:15 3.0 1.1 0.117 2.8 1.1 0.106 3.1 1.3 0,148 0.01 3.1 1.2 0.141 2.6 1.0 0.089 2.6 0.9 0.088 2.6 1.1 0.102 02:30 2.9 1.0 0.113 2.8 1.1 0.111 3.0 1.1 0.119 2.9 1.2 0.128 2.5 0.9 0.076 2.6 1.1 0.104 2.6 1.3 0.114 02:45 2.9 1.1 0.119 2.7 1.3 0.126 3.0 1.1 0.124 2.8 1.0 0.098 2.5 0.9 0.074 2.6 1.1 0.099 2.6 1.1 0.097 03:00 2.9 1.1 0.111 2.7 1.0 0.100 3.0 1.1 0.128 2.8 1.1 0.112 2.5 1.1 0.092 2.6 1.1 0.103 2.8 1.0 0.098 03:15 2.9 1.0 0.114 2.8 1.0 0.101 3.1 1.0 0.123 2.9 1.2 0.127 2.6 1.1 0.097 2.6 1.1 0.099 2.7 1.1 0.111 03:30 2.9 1.1 0.124 2.7 1.1 0.105 3.1 1.1 0.135 2.9 1.1 0.118 2.7 1.0 0.099 2.6 1.2 0.113 2.6 1.1 0.106 03:45 2.9 1.1 0.117 2.7 1.1 0.101 3.0 1.1 0.122 2.8 1.2 0.121 2.6 0.9 0.081 2.8 1.1 0.109 2.7 1.0 0.095 04:00 3.0 1.1 0.124 2.7 1.1 0.105 2.9 1.1 0.117 2.7 1.0 0.098 2.5 1.0 0.089 2.7 1.1 0.112 2.8 1.1 0.111 04:15 3.0 1.1 0.124 2.8 0.9 0.094 2.9 1.1 0.121 2.7 1.0 0.096 2.7 1.0 0.095 2.9 1.1 0.116 2.9 1.2 0.124 04:30 3.0 1.1 0.127 2.7 0.9 0.091 2.8 1.0 0.103 2.6 1.1 0.105 3.0 1.0 0.108 3.0 1.0 0.115 3.1 1.0 0.122 04:45 3.0 1.1 0.120 2.7 1.0 0.102 2.8 1.1 0.114 2.8 1.1 0.105 3.4 1.1 0.149 3.3 1.0 0.130 3.3 1.2 0.151 05:00 3.0 1.0 0.118 2.8 1.2 0.122 3.0 1.1 0.121 2.9 1.2 0.123 3.4 1.1 0.143 3.4 1.1 0.154 3.4 1.1 0.154 05:15 3.2 1.1 0.134 3.1 1.1 0.126 2.8 0.9 0.098 2.9 1.1 0.120 3.6 1.0 0.153 3.9 1.1 0.177 3.6 1.2 0.181 05:30 3.2 0.9 0.116 3.1 0.9 0.110 2.9 0.9 0.095 2.9 1.0 0.105 4.1 1.1 0.201 4.2 1.2 0.221 4.4 1.2 0.239 05:45 3.4 1.1 0.147 3.3 1.0 0.129 2.9 1.0 0.109 3.0 1.1 0.124 4.6 1.2 0.256 4.4 1.3 0.252 4.7 1.2 0.258 06:00 3.6 1.0 0.151 3.6 1.0 0.150 3.2 1.1 0.134 3.1 1.2 0.139 4.6 1.2 0.246 4.6 1.3 0.273 4.9 1.4 0.310 06:15 4.0 1.1 0.185 4.0 1.1 0.191 3.3 1.0 0.125 3.3 1.0 0.129 4.7 1.2 0.250 4.8 1.2 0.269 4.8 1.4 0.295 06:30 4.2 1.1 0.205 4.2 1.3 0.226 3.3 1.1 0.142 3.4 1.0 0.141 4.7 1.2 0.260 5.0 1.2 0.277 5.0 1.3 0.301 06:45 4.5 1.3 0.251 4.3 1.1 0.207 3.4 1.0 0.141 3.7 1.1 0.169 4.9 1.3 0.285 4.9 1.3 0.296 4.9 1.4 0.308 07:00 4.6 1.2 0.236 4.4 1.0 0.197 4.0 1.1 0.186 3.6 1.1 0.159 4.8 1.3 0.291 4.9 1.2 0.275 4.9 1.3 0.297 07:15 4.7 1.3 0.276 4.7 1.3 0.279 4.0 1.2 0.210 4.0 1.1 0.185 4.7 1.4 0.288 4.7 1.4 0.290 4.9 1.2 0.283 07:30 4.7 1.2 0.254 4.5 1.3 0.265 4.2 1.2 0.216 4.3 1.2 0.227 4.5 1.3 0.261 4.5 1.2 0.246 4.6 1.4 0.287 07:45 4.7 1.4 0.305 4.4 1.3 0.257 4.3 1.2 0.221 4.5 1.4 0.271 4.6 1.2 0.255 4.4 1.3 0.259 4.5 1.3 0.262 HB_11Vnp11DFINAL(inches):Dep HB 11trnp1%VFINAL(teet/sec):Vel HB 111mp1\QFINAL(MGD-Total MG):Flow HB RG02Vnp1%RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 416102 4/7102 4/8/02 4/9/02 4/10102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.9 1.4 0.316 4.6 1.4 0.287 4.4 1.3 0.244 4.6 1.3 0.267 4.4 1.2 0.233 4.4 1.2 0.236 4.3 1.4 0.262 08:15 4.7 1.2 0.250 4.6 1.3 0.260 4.7 1.1 0.238 4.6 1.2 0.259 4.5 1.3 0.266 4.1 1.2 0.217 4.4 1.2 0.238 08:30 4.6 1.2 0.257 4.7 1.3 0.286 4.9 1.2 0.266 4.9 1.2 0.271 4.4 1.1 0.219 4.5 1.1 0.215 4.4 1.4 0.274 08:45 4.5 1.2 0.246 4.7 1.2 0.265 4.9 1.3 0.284 4.8 1.2 0.270 4.5 1.1.0.229 4.5 1.2 0.246 4.3 1.4 0.270 09:00 4.7 1.4 0.294 4.7 1.3 0.271 5.2 1.4 0.334 5.0 1.2 0.280 4.3 1.1 0.209 4.4 1.1 0.223 4.3 1.3 0.246 09:15 4.8 1.4 0.313 4.5 1.3 0.257 5.1 1.3 0.301 5.1 1.2 0.288 4.4 1.1 0.219 4.4 1.1 0.211 4.2 1.4 0.260 09:30 4.9 1.2 0.279 4.7 1.2 0.255 5.1 1.4 0.319 5.2 1.2 0.300 4.6 1.2 0.259 4.3 1.3 0.237 4.3 1.3 0.235 09:45 4.6 1.3 0.257 4.7 1.3 0.274 5.1 1.2 0.290 5.3 1.3 0.337 4.6 1.3 0.274 4.2 1.1 0.201 4.1 1.2 0.206 10:00 4.7 1.2 0.243 4.7 1.3 0.267 5.3 1.3 0.327 5.2 1.3 0.314 4.5 1.3 0.255 4.2 1.3 0.231 4.1 1.2 0.207 10:15 4.6 1.2 0.247 4.6 1.3 0.272 5.2 1.3 0.330 5.1 1.3 0.295 4.6 1.3 0.262 4.1 1.1 0.203 4.2 1.2 0.215 10:30 4.6 1.3 0.260 4.6 1.3 0.279 5.0 1.3 0.298 5.1 1.2 0.292 4.7 1.4 0.293 4.2 1.2 0.210 4.0 1.2 0.204 10:45 4.6 1.3 0.271 4.7 1.3 0.272 5.0 1.4 0.327 5.2 1.2 0.296 4.6 1.4 0.277 4.1 1.2 0.205 4.0 1.3 0.221 11:00 4.4 1.2 0.243 4.7 1.3 0.269 5.0 1.2 0.288 5.0 1.3 0.300 4.4 1.3 0.250 4.6 1.3 0.259 4.1 1.2 0.208 11:15 4.5 1.2 0.237 4.6 1.3 0.273 5.0 1.4 0.320 5.1 1.3 0.302 4.4 1.3 0.254 4.5 1.2 0.238 4.1 1.2 0.215 11:30 4.6 1.3 0.281 4.5 1.2 0.247 5.1 1.1 0.270 5.0 1.4 0.322 4.5 1.1 0.227 4.2 1.1 0.209 4.0 1.1 0.192 11:45 4.4 1.3 0.258 4.4 1.3 0.244 5.0 1.2 0.274 4.8 1.4 0.314 4.2 1.3 0.228 4.1 1.1 0.203 3.9 1.2 0.206 12:00 4.3 1.3 0.248 4.4 1.1 0.219 4.9 1.3 0.289 4.9 1.3 0.298 4.1 1.3 0.223 4.1 1.3 0.220 4.1 1.2 0.212 12:15 4.4 1.4 0.262 4.5 1.3 0.259 5.0 1.3 0.302 4.9 1.3 0.287 4.2 1.3 0.243 4.0 1.2 0.201 3.9 1.1 0.188 12:30 4.4 1.4 0.281 4.5 1.3 0.247 4.8 1.2 0.268 4.8 1.2 0.262 4.3 1.3 0.241 3.9 1.3 0.208 3.9 1.2 0.194 12:45 4.4 1.5 0.288 4.2 1.3 0.239 4.6 1.2 0.250 4.8 1.3 0.282 4.2 1.1 0.205 3.8 1.1 0.182 3.8 1.1 0.181 13:00 4.4 1.3 0.254 4.3 1.3 0.238 4.6 1.2 0.244 4.8 1.4 0.303 4.1 1.1 0.187 3.9 1.2 0.196 3.7 1.1 0.166 13:15 4.3 1.2 0.228 4.4 1.3 0.255 4.7 1.1 0.244 5.0 1.3 0.296 4.2 1.1 0.191 3.8 1.2 0.199 3.8 1.3 0.199 13:30 4.3 1.4 0.251 4.2 1.3 0.234 4.8 1.2 0.264 4.8 1.4 0.299 4.2 1.1 0.198 3.9 1.0 0.169 3.8 1.3 0.213 13:45 4.3 1.2 0.227 4.4 1.2 0.237 4.5 1.3 0.265 4.7 1.4 0.294 4.1 1.1 0.189 3.9 1.2 0.196 3.9 1.1 0.180 14:00 4.1 1.2 0.213 4.4 1.3 0.256 4.5 1.3 0.262 4.7 1.3 0.277 4.0 1.1 0.195 3.9 1.2 0.198 3.9 1.2 0.187 14:15 4.0 1.2 0.203 4.2 1.3 0.233 4.6 1.3 0.265 4.6 1.3 0.267 4.2 1.2 0.211 4.1 1.3 0.217 3.9 1.3 0.203 14:30 4.1 1.1 0.197 4.3 1.1 0.211 4.7 1.1 0.233 4.6 1.4 0.282 4.1 1.2 0.215 4.0 1.2 0.207 3.7 1.1 0.166 14:45 3.9 1.3 0.210 3.9 1.2 0.193 4.7 1.3 0.274 4.6 1.2 0.255 3.9 1.2 0.189 4.0 1.2 0.206 3.9 1.1 0.177 15:00 4.1 1.3 0.227 4.1 1.2 0.211 4.7 1.2 0.259 4.6 1.2 0.249 4.0 1.2 0.212 4.1 1.3 0.237 4.0 1.1 0.186 15:15 4.2 1.2 0.208 4.1 1.1 0.200 4.7 1.2 0.255 4.8 1.3 0.274 4.0 1.2 0.208 4.2 1.2 0.225 4.0 1.1 0.186 15:30 4.1 1.2 0.206 4.0 1.1 0.197 4.6 1.2 0.250 4.8 1.2 0.270 4.1 1.1 0.194 4.2 1.2 0.220 3.8 1.2 0.184 15:45 4.0 1.1 0.187 4.1 1.2 0.207 4.7 1.2 0.254 4.8 1.2 0.255 4.3 1.1 0.202 4.3 1.1 0.201 4.1 1.1 0.198 16:00 4.1 1.2 0.212 4.1 1.2 0.208 4.5 1.3 0.263 4.6 1.4 0.280 4.4 1.1 0.214 4.3 1.1 0.213 4.2 1.1 0.202 16:15 4.3 1.2 0.221 4.1 1.2 0.207 4.7 1.3 0.264 4.5 1.3 0.262 4.4 1.2 0.235 4.2 1.2 0.215 4.3 1.2 0.228 16:30 4.1 1.3 0.226 4.3 1.3 0.239 4.7 1.2 0.248 4.7 1.4 0.295. 4.5 1.1 0.223 4.3 1.3 0.249 4.4 1.1 0.218 16:45 4.3 1.2 0.232 4.3 1.2 0.235 4.8 1.3 0.280 4.5 1.2 0.247 4.6 1.1 0.229 4.6 1.2 0.248 4.7 1.1 0.231 s s s HB_111mp11DFINAL(inches):Dep HB_111mp1WFINAL(feet/sec):Vel HB_111mp11QFINAL(MGD-Total MG):Flow HB_RG02Unp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 414/02 4/5/02 4/6/02 07/02 4/8/02 4/9/02 4/10/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 4.4 1.2 0.234 4.3 1.3 0.234 4.9 1.2 0.270 4.4 1.1 0.226 4.6 1.1 0.228 4.6 1.2 0.254 4.5 1.1 0.224 17:15 4.3 1.2 0.233 4.2 1.2 0.216 4.7 1.4 0.288 4.6 1.1 0.236 4.5 1.2 0.233 4.4 1.3 0.264 4.5 1.1 0.228 17:30 4.4 1.2 0.232 4.2 1.2 0.221 4.6 1.2 0.243 4.7 1.2 0.256 4.6 1.1 0.239 4.4 1.1 0.220 4.7 1.2 0.262 17:45 4.5 1.3 0.259 4.3 1.2 0.231 4.5 1.3 0.256 4.7 1.4 0.290 4.6 1.1 0.238 4.5 1.1 0.226 4.7 1.2 0.252 18:00 4.6 1.3 0.256 4.3 1.2 0.223 4.7 1.2 0.261 4.7 1.3 0.266 4.7 1.3 0.277 4.6 1.2 0.253 4.5 1.1 0.228 18:15 4.6 1.2 0.250 4.2 1.1 0.207 4.7 1.1 0.241 4.9 1.4 0.316 4.8 1.2 0.270 4.6 1.3 0.261 4.6 1.2 0.258 18:30 4.5 1.4 0.280 4.4 1.3 0.245 4.6 1.1 0.236 5.0 1.3 0.288 4.8 1.4 0.297 4.8 1.5 0.332 4.9 1.1 0.259 18:45 4.6 1.3 0.268 4.6 1.3 0.268 4.7 1.3 0.272 5.0 1.3 0.292 5.0 1.4 0.325 5.0 1.4 0.326 5.0 1.3 0.308 19:00 4.8 1.3 0.277 4.7 1.4 0.291 4.8 1.3 0.279 5.0 1.3 0.308 5.2 1.3 0.311 4.9 1.4 0.309 4.9 1.2 0.267 19:15 4.7 1.3 0.270 4.6 1.3 0.266 4.6 1.2 0.249 4.9 1.4 0.309 5.0 1.3 0.309 4.9 1.2 0.269 4.9 1.2 0.272 19:30 4.7 1.3 0.262 4.6 1.1 0.236 4.7 1.2 0.260 5.1 1.4 0.331 6.0 1.3 0.293 4.9 1.2 0.264 4.9 1.3 0.280 19:45 4.5 1.4 0.272 4.5 1.2 0.247 4.8 1.3 0.284 5.0 1.3 0.305 5.0 1.3 0.292 4.8 1.3 0.292 5.0 1.3 0.300 20:00 4.5 1.4 0.289 4.5 1.4 0.271 4.8 1.4 0.312 5.0 1.2 0.288 5.1 1.3 0.312 4.7 1.3 0.274 4.8 1.3 0.287 20:15 4.7 1.5 0.326 4.5 1.3 0.258 4.9 1.2 0.272 5.1 1.4 0.338 5.1 1.3 0.303 4.6 1.4 0.301 4.8 1.3 0.276 20:30 4.6 1.4 0.286 4.4 1.3 0.250 4.6 1.3 0.279 4.9 1.5 0.338 4.9 1.3 0.285 4.8 1.4 0.305 4.8 1.4 0.311 20:45 4.6 1.4 0.291 4.5 1.3 0.263 4.6 1.3 0.263 4.9 1.4 0.319 4.9 1.3 0.292 4.8 1.4 0.317 4.7 1.4 0.291 21:00 4.5 1.3 0.260 4.5 1.3 0.259 4.5 1.2 0.237 4.9 1.4 0.308 4.7 1.2 0.257 4.9 1.4 0.311 4.7 1.4 0.289 21:15 4.3 1.4 0.268 4.4 1.1 0.218 4.4 1.2 0.235 4.8 1.3 0.277 4.5 1.2 0.246 4.9 1.3 0.298 4.8 1.2 0.259 21:30 4.4 1.3 0.253 4.4 1.3 0.259 4.3 1.2 0.223 4.7 1.3 0.270 4.6 1.3 0.262 4.7 1.4 0.296 4.4 1.4 0.272 21:45 4.4 1.4 0.278 4.3 1.4 0.263 4.2 1.3 0.244 4.5 1.3 0.264 4.4 1.2 0.240 4.4 1.5 0.296 4.1 1.1 0.201 22:00 4.7 1.2 0.257 4.3 1.3 0.250 4.2 1.2 0.223 4.3 1.4 0.266 4.4 1.2 0.238 4.1 1.4 0.247 4.0 1.2 0.211 22:15 4.6 1.3 0.275 4.3 1.3 0.247 4.4 1.2 0.239 4.2 1.3 0.243 4.2 1.3 0.249 4.0 1.3 0.220 4.0 1.1 0.191 22:30 4.4 1.4 0.264 4.3 1.2 0.233 4.4 1.4 0.275 4.1 1.3 0.229 3.9 1.2 0.190 3.8 1.2 0.193 3.8 1.1 0.179 22:45 4.2 1.3 0.235 4.2 1.3 0.226 4.2 1.2 0.215 4.0 1.1 0.197 3.9 1.1 0.188 3.7 1.2 0.181 3.8 1.2 0.190 23:00 4.0 1.3 0.218 4.0 1.2 0.206 4.1 1.3 0.219 3.9 1.1 0.191 3.8 1.1 0.172 3.5 1.3 0.173 3.6 1.3 0.183 23:15 3.9 1.4 0.230 4.1 1.2 0.205 3.9 1.2 0.192 3.8 1.1 0.177 3.7 1.1 0.161 3.3 1.2 0.156 3.5 1.1 0.155 23:30 3.9 1.2 0.199 4.1 1.1 0.195 3.8 1.2 0.186 3.5 1.2 0.165 3.6 1.0 0.149 3.2 1.2 0.144 3.5 1.1 0.150 23:45 3.8 1.1 0.182 4.0 1.2 0.200 3.8 1.2 0.187 3.3 1.1 0.145 3.3 1.2 0.153 3.1 1.2 0.150 3.3 1.1 0.150 Total 0.219 0.00 0.209 0.00 0.223 0.06 0.232 0.00 0.210 0.00 0.209 0.00 0.206 0.00 Average 4.1 1.2 0.219 4.0 1.2 0.210 4.2 1.2 0.223 4.2 1.2 0.232 4.1 1.2 0.210 4.0 1.2 0.209 4.0 1.2 0.206 Min Time 03:00 05:40 03:50 02:10 04:20 04:20 05:30 05:30 05:30 04:30 02:45 02:45 02:40 03:50 03:50 02:40 02:25 02:25 02:35 03:00 03:00 Min Value 2.8 0.9 0.100 2.6 0.8 0.084 2.8 0.9 0.088 2.6 0.8 0.086 2.4 0.7 0.070 2.5 0.8 0.073 2.6 0.8 0.074 Max Time 08:10 21:55 20:20 19:00 21:40 08:35 10:10 22:35 10:10 09:45 12:10 09:50 19:05 18:50 18:50 18:46 18:35 18:35 18:55 08:35 06:35 Max Value 4.9 1.6 0.331 4.8 1.6 0.315 5.5 1.6 0.371 5.4 1.5 0.368 5.3 1.7 0.381 5.1 1.6 0.360 5.2 1.6 0.351 Week Avg 4.1 1.2 0.216 WeekTotal 1.509 0.06 x N -� • r Flow Monitor HB-12 — March 14, 2002 through April 10, 2002 A review of flow depth and velocity data indicates that this Observed Flow Conditions location functioned under typical open channel flow conditions Item Depth Velocity Quantity during the majority of the monitoring period. Flow depth and (in) (fps) (mgd) velocity measurements recorded by the flow monitor are Average 3.20 1.37 0.159 consistent with field confirmations conducted to date and Minimum 1.80 0.60 0.030 support the relative accuracy of the flow monitor at this Maximum 1 4.75 2.08 0.374 location. A review of quantity data indicates a repeatable diurnal pattern Ultrasonic depth and velocity sensor uptimes of 100% were during both weekday and weekend periods. Average flow observed during the monitoring period. Based upon the depth, velocity, and quantity data observed during the month, quality and consistency of the observed flow depth and along with observed minimum and maximum data, are velocity data, the Continuity equation was used to calculate provided in the following table. flow rate and quantities during the monitoring period. Site Book#/MH# Site Report HB-12 ENVIRONMENTAL SERVICES ProjecVPhase: Huntington Beach Installed: 03/06/02 Diameter ADS Job# ress/ Location: 1000 Palm Ave. (Hunt. Bch., Ca.) Initials: Ty D. 12.00"x 12.00" 11871.11 Intersection of Palm Ave. and Ofella Ln. in westbound rightlane of Palm ave. Installation Access: Drive Thomas Guide: 857 G-6 Stainless steel ring with ultrasonic,velocity and pressure sensors. Safety iRungs m as r Investigation HB_12 02 0 % y -——————————————— H2S 0 ppm .` 3 co 0 ppm cn LEL 0 % o -————————— - ---------- Palm Ave. Traffic Palm Ave. Light HB_12 Ncy Pipe Material VCP P.C.H Manhole Depth 6 ft. Access Map Site Map Pipe and M.H.Condition Sensor Manhole in Fair Condition Location —� Manhole Profile C. T Cl) co x E o N_ N O. a 12.00"h x 12.00"w Cross-Section View Plan View Show Any Defects Drawings Not to Scale Hydraulics Pipe Profile Good Hydraulics. Ultrasonic Sensor barge : None Height: --- Velocity Sensor Lime :00 DOF 6.00" +/- velocity 3.00 fps Silt 0.00" Show Sensor Locations ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 5.0 HB 12\m 1\DFINAL HB 12\m 1\VFINAL HB RG02\m 1\RAIN 6.0 0.45 4.5 5.5 5.0 0.40 4.0 4.5 0.35 3.5 4.0 0.30 3.0 3.5 < m c o c � � 0.25 L 2.5 3.0 cc n 0.20 2.0 2.5 2.0 0.15 1.5 1 .5 0.10 1.0 1.0 0.05 0.5 0.5 0.00 0.0 0.0 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 5.0 HB 12\m 1\DFINAL HB 12\m 1\VFINAL HB RG02\m 1\RAIN 6.0 0.45 4.5 5.5 0.40 5.0 4.0 h p II � 4.5 0.35 3.5 4.0 0.30 3.0 3.5 < m c p 0.25 L 2.5 3.0 1< cc a � y a 0.20 2.0 2.5 2.0 0.15 1 .5 M� vM 0.10 1.0 1.5 1 .0 0.05 0.5 0.5 0.00 0.0 0.0 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 5.0 HB 12\m 1\DFINAL HB 12\m 1\VFINAL FIB RG02\m 1\RAIN 6.0 0.45 4.5 5.5q 0.40 4.0 5.0 4.5 0.35 3.5 4.0 0.30 3.0 3.5 < m C O C O 0.25 L 2.5 3.0 m a � m � C3 Yi 0.20 2.0 2.5 2.0 0.15 1 .5 1 .5 0.10 1 .0 1.0 i 0.05 0.5 0.5 0.00 0.0 0.0 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA � � s 0.50 5.0 HB 12\m 1\DFINAL HB 12\m 1\VFINAL HB RG02\m 1\RAIN 6.0 0.45 4.5 5.5 5.0 0.40 4.0 4.5 0.35 3.5 4.0 0.30 3.0 3.5 < m c o 0.25 L 2.5 3.0 m a � N N 0.20 2.0 2.5 2.0 0.15 1 .5 1 .5 0.10 1 .0 1 .0 0.05 0.5 0.5 0.00 0.0 0.0 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 5.0 HB 12\m 1\DFINAL HB 12\m 1\VFINAL HB RG02\m 1\RAIN 6.0 0.45 4.5 5.5 i 5.0 0.40 4.0 i 4.5 0.35 3.5 4.0 0.30 3.0 3.5 < co c7 p 0.25 L 2.5 3.0 -< m n p s 1 2.5 0.20 2.0 2.0 0.15 1 .5 1.5 0.10 1.0 ,i 1.0 4 0.05 0.5 0.5 0.00 0.0 0.0 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 Apr 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 HB 12\ FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 _ o E 0.20 0.25 -- f0 3 0 0.20 0.15 0.15 0.10 0.10 0.05, 0.05 0.00 0.00 Fri 15 Fri 22 Apr 1 Mon 8 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 HB 12\ FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 P ,^ 0.35 u 0.25 0.30 _ o E 0 � 0.25 .20 o 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 14 Fri 15 Sat 16 Sun 17 Mon 18 Tue 19 Wed 20 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 HB 12\m 1\QFINAL HB RG02\m 1\RAIN 0.45 0.35 0.40 0.30 i 0.35 0.25 0.30 _ o E 0.20 r- 0.25 -- � 3 0 u_ 0,20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 21 Fri 22 Sat 23 Sun 24 Mon 25 Tue 26 Wed 27 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 HB 12\m 1\QFINAL HB RG02\m 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 _ o E 0.20 0.25 cc � o LL 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 Thu 28 Fri 29 Sat 30 Sun 31 Apr 1 Tue 2 Wed 3 Mar 2002 Time ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height: 12.00 HUNTINGTON BEACH, CA 0.50 HS 12\ FINAL HB RG02 1\RAIN 0.45 0.35 0.40 0.30 0.35 0.25 0.30 _ o E 0 0.20 0.25 co of _o 0.20 FL 0.15 0.15 I 0.10 � 0.10 0.05 " 0.05 0.00 0.00 Thu 4 Fri 5 Sat 6 Sun 7 Mon 8 Tue 9 Wed 10 AN 2002 Time r ADS Environmental Services 1000 PALM AVE. HB_12 Pipe Height 12.00 HUNTINGTON BEACH,CA HC 4.3909-4.3909 0.0000-0.0000 HB_121mp11QFINAL(MGD-Total MG) HB_RG021mp11RAIN(inches) Oate Time Min. Time Max. Average Total Total 3/14/02 02:55 0.037 07:15 0.303 0.149 0.149 0.00 3/15/02 02:35 0.041 07:55 0.330 0.155 0.155 0.00 3/16102 04:50 0.044 09:25 0.315 0.160 0.160 0.00 3/17/02 05:45 0.034 11:25 0.311 0.166 0.166 0.13 3/18/02 04:40 0.038 07:45 0.330 0.161 0.161 0.00 3/19/02 03:45 0.045 07:50 0.344 0.157 0.157 0.00 3/20102 02:50 0.041 07:50 0.345 0.153 0.153 0.00 3/21/02 02:35 0.037 08:10 0.315 0.158 0.158 0.00 3/22/02 04:05 0.037 08:15 0.339 0.165 0.165 0.00 3/23/02 04:50 0.049 09:45 0.329 0.176 0.176 0.10 3/24102 06:05 0.052 09:35 0.374 0.177 0.177 0.00 3/25102 04:45 0.035 07:55 0.348 0.165 0.165 0.00. 3/26/02 04:25 0.040 08:05 0.328 0.158 0.158 0.00 3/27102 03:10 0.042 08:15 0.305 0.157 0.157 0.00 3/28/02 04:50 0.037 07:45 0.313 0.160 0.160 0.00 3/29/02 03:00 0.043 08:30 0.293 0.162 0.162 0.00 3/30/02 05:20 0.036 10:40 0.347 0.167 0.167 0.00 3/31/02 05:05 0.036 11:10 0.313 0.163 0.163 0.00 411/02 04:00 0.036 08:40 0.320 0.154 0.154 0.00 412/02 02:45 0.038 08:45 0.297 0.150 0.150 0.00 413/02 03:00 0.043 08:35 0.288 0.143 0.143 0.00 4l4/02 00:55 0.069 09:45 0.303 0.167 0.167 0.00 4/5102 03:35 0.035 09:40 0.298 0.150 0.150 0.00 4/6102 05:10 0.033 09:50 0.296 0.156 0.156 0.06 417102 04:00 0.037 10:20 0.297 0.170 0.170 0.00 418102 03:55 0.030 07:30 0.303 0.155 0.155 0.00 4/9/02 00:50 0.049 07:20 0.313 0.152 0.152 0.00 4/10/02 02:35 0.042 17:40 0.347 0.152 0.152 0.00 ReportAvg 0.159 ReportTotal 4.458 0.29 ADS Environmental Services HB 12Vnp1\DFINAL(inches):Dep HB_12Wp1\VFINAL(feeUsec):Vel HB_12Vnp11QFINAL(MGD-Total MG):Flow HB_11G02Wp11RAIN(inches):Rain 1000 PALM AVE. HB_12 Pipe Height:12.00 HUNTINGTON BEACH,CA HC 4.3909-4.3909 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3120102 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel . Flow Rain Dep Vel Flow Rain Dep Val Flow Rain 00:00 2.7 1.2 0.099 2.7 1.1 0.096 2.9 1.3 0.127 2.7 1.2 0.100 2.7 1.3 0.108 2.8 1.2 0.111 2.6 1.1 0.090 00:15 2.6 1.1 0.088 2.7 1.1 0.090 2.7 1.2 0.100 2.6 1.1 0.092 2.6 1.1 0.091 2.8 1.1 0.104 2.6 1.1 0.087 00:30 2.5 1.0 0.074 2.4 1.0 0.072 2.7 1.1 0.096 2.4 1.0 0.072 2.5 1.1 0.083 2.8 1.2 0.108 2.6 1.1 0.090 00:45 2.4 1.0 0.073 2.5 0.9 0.071 2.6 1 A 0.065 2.4 1.0 0.071 2.4 1.0 0.074 2.5 1.0 0.080 2.6 1.1 0.088 01:00 2.4 0.9 0.067 2.3 0.9 0.063 2.5 1 A 0.082 2.5 1.0 0.079 2.2 1.0 0.061 2.5 1.0 0.073 2.3 1.0 0.070 01:15 2.3 0.9 0.060 2.3 0.8 0.056 2.5 1.0 0.078 2.4 1.0 0.071 2.1 1.0 0.060 2.4 1.0 0.073 2.1 0.9 0.054 01:30 2.2 0.9 0.055 2.2 0.9 0.057 2.3 0.9 0.065 2.2 0.9 0.054 2.1 0.9 0.056 2.3 1.1 0.074 2.1 0.9 0.054 01:45 2.1 0.9 0.052 2.1 0.8 0.049 2.2 1.0 0.063 2.2 0.8 0.051 2.2 0.9 0.060 2.2 1.0 0.061 2.1 0.9 0.052 02:00 2.1 0.8 0.046 2.1 0.8 0.046 2.2 0.9 0.053 2.2 0.6 0.052 2.2 1.0 0.064 2.1 1.0 0.060 2.1 0.8 0.048 02:15 2.1 0.9 0.053 2.1 0.7 0.043 2.2 0.8 0.053 2.2 0.6 0.052 2.1 1.0 0.059 2.2 1.0 0.060 2.1 0.6 0.046 02:30 2.2 0.8 0.053 2.1 0.8 0.048 2.3 0.9 0.064 2.1 0.7 0.046 2.2 0.9 0.055 2.1 0.9 0.054 2.0 0.9 0.048 02:45 2.1 0.8 0.045 2.1 0.8 0.050 2.3 0.9 0.061 2.2 0.8 0.053 2.1 0.9 0.053 2.0 0.9 0.049 2.0 0.6 0.045 03:00 2.1 0.7 0.046 2.1 0.8 0.051 2.3 0.9 0.064 2.3 0.9 0.061 2.1 0.8 0.050 2.1 0.9 0.055 2.1 0.8 0.045 03:15 2.1 0.8 0.047 2.1 0.7 0.045 2.4 1.0 0.072 2.3 0.9 0.063 2.0 0.9 0.052 2.1 0.9 0.055 2.1 0.9 0.051 03:30 2.1 0.8 0.048 2.2 0.9 0.058 2.4 0.9 0.065 2.1 0.9 0.052 2.1 0.9 0.055 2.1 0.9 0.051 2.1 0.9 0.053 03:45 2.2 0.8 0.051 2.2 0.8 0.054 2.3 0.8 0.057 2.2 0.9 0.059 2.1 0.9 0.055 2.1 0.9 0.053 2.1 0.9 0.053 04:00 2.2 0.8 0.053 2.2 0.8 0.048 2.3 0.9 0.062 2.2 1.0 0.064 2.0 0.9 0.046 2.1 0.8 0.050 2.2 0.9 0.057 04:15 2.2 0.7 0.047 2.2 0.8 0.050 2.3 0.9 0.058 2.2 1.0 0.064 2.0 0.8 0.048 2.1 0.9 0.053 2.1 0.9 0.055 04:30 2.2 0.8 0.052 2.2 0.8 0.049 2.3 0.9 0.062 2.2 1.0 0.065 2.0 0.8 0.043 2.2 1.0 0.061 2.2 0.9 0.057 04:45 2.2 0.9 0.056 2.3 0.8 0.052 2.2 0.8 0.049 2.1 0.9 0.053 2.0 0.9 0.050 2.2 0.9 0.059 2.2 0.9 0.061 05:00 2.3 0.9 0.060 2.4 0.9 0.068 2.2 0.9 0.058 2.0 0.9 0.047 2.2 1.0 0.063 2.4 1.0 0.070 2.3 1.0 0.073 05:15 2.2 0.9 0.056 2.5 0.9 0.071 2.1 1.0 0.059 1.9 0.8 0.041 2.2 0.9 0.057 2.3 0.9 0.063 2.2 0.8 0.052 05:30 2.2 0.9 0.057 2.5 0.9 0.067 2.1 0.8 0.048 2.0 0.7 0.041 2.3 1.0 0.070 2.5 1.0 0.076 2.4 0.9 0.068 05:45 2.3 0.9 0.062 2.7 1.1 0.090 2.2 0.9 0.058 1.9 0.7 0.037 2.4 1.1 0.085 2.6 1.0 0.079 2.6 1.0 0.080 06:00 2.8 1.2 0.110 2.8 1.1 0.093 2.2 0.9 0.057 2.0 0.9 0.048 2.7 1.2 0.108 2.7 1.1 0.098 2.8 1.2 0.109 06:15 2.9 1.2 0.116 2.9 1.2 0.118 2.3 1.0 0.070 2.2 1.0 0.060 3.0 1.4 0.133 3.2 1.4 0.154 3.2 1.3 0.145 06:30 3.4 1.5 0.178 3.2 1.5 0.159 2.5 1.1 0.081 2.3 0.9 0.061 3.4 1.6 0.188 3.4 1.5 0.176 3.4 1.5 0.180 06:45 3.6 1.6 0.206 3.8 1.7 0.242 2.9 1.2 0.114 2.6 1.2 0.096 3.6 1.7 0.213 4.0 1.7 0.255 3.8 1.6 0.216 07:00 4.1 1.9 0.284 3.9 1.8 0.263 2.9 1.3 0.121 2.6 1.2 0.096 4.0 1.8 0.265 4.2 1.8 0.289 4.1 1.7 0.268 07:15 4.1 1.9 0.288 4.0 1.7 0.244 3.0 1.2 0.121 3.0 1.4 0.146 4.0 1.7 0.256 4.2 1.7 0.275 4.0 1.7 0.253 07:30 4.1 1.9 0.282 4.0 1.7 0.253 3.3 1.5 0.165 3.2 1.5 0.168 4.2 1.9 0.296 4.2 1.9 0.299 4.1 1.8 0.282 07:45 4.0 1.8 0.272 4.3 1.9 0.308 3.6 1.7 0.228 3.3 1.5 0.173 4.3 1.9 0.315 4.5 1.9 0.331 4.4 1.9 0.315 HB 12trnp1\DFINAL(inches):Dep HB_121mp1WFINAL(feet/sec):Vel HB_12Unp11QFINAL(MGD-Total MG):Flow HB RG021rnplkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.1 1.9 0.292 4.3 1.8 0.294 3.6 1.6 0.209 3.3 1.5 0.171 4.0 1.8 0.268 4.2 1.9 0.296 4.4 1.9 0.315 08:15 4.0 1.8 0.267 4.2 1.8 0.278 3.8 1.8 0.244 3.6 1.7 0.212 4.1 1.8 0.273 4.5 1.9 0.322 4.2 1.9 0.297 08:30 4.1 1.9 0.288 4.0 1.8 0.275 3.7 1.6 0.213 3.6 1.7 0.211 4.2 1.8 0.290 4.2 1.8 0.286 4.1 1.7 0.256 08:45 4.0 1.7 0.256 4.0 1.9 0.279 3.9 1.7 0.250 3.9 1.9 0.260 4.1 1.8 0.283 4.2 1.8 0.278 4.1 1.7 0.271 09:00 4.0 1.8 0.267 4.0 1.7 0.253 4.0 1.7 0.256 4.0 1.6 0.270 4.1 1.7 0.263 4.0 1.8 0.261 4.1 1.6 0.269 09:15 3.9 1.8 0.254 3.9 1.6 0.251 4.1 1.9 0.293 4.1 1.9 0.288 3.9 1.7 0.249 3.8 1.6 0.227 3.9 1.7 0.245 09:30 3.9 1.7 0.253 4.2 1.8 0.290 4.2 1.9 0.299 3.9 1.8 0.251 3.9 1.7 0.242 3.9 1.7 0.241 3.7 1.6 0.215 09:45 3.7 1.7 0.227 4.0 1.6 0.271 4.2 1.9 0.304 4.0 1.9 0.273 3.7 1.6 0.217 3.8 1.6 0.214 3.8 1.6 0.220 10:00 3.5 1.6 0.200 3.9 1.7 0.247 4.2 1.9 0.300 3.8 1.8 0.245 3.6 1.6 0.212 3.6 1.5 0.195 3.9 1.7 0.233 10:15 3.5 1.6 0.201 3.7 1.7 0.220 4.1 1.8 0.263 4.0 1.9 0.280 3.7 1.6 0.215 3.8 1.7 0.233 3.8 1.7 0.230 10:30 3.6 1.6 0.208 3.7 1.6 0.219 4.1 1.8 0.262 4.1 1.8 0.278 3.6 1.6 0.209 3.7 1.5 0.206 3.7 1.5 0.201 10:45 3.6 1.7 0.216 3.6 1.7 0.227 4.0 1.7 0.255 4.0 1.7 0.256 3.6 1.7 0.224 3.6 1.6 0.206 3.5 1.5 0.189 11:00 3.5 1.6 0.194 3.6 1.6 0.200 4.0 1.8 0.268 4.0 1.8 0.269 3.6 1.6 0.209 3.9 1.6 0.227 3.6 1.5 0.195 11:15 3.4 1.6 0.193 3.6 1.6 0.203 4.0 1.8 0.265 4.1 1.8 0.281 3.6 1.6 0.203 3.5 1.5 0.182 3.4 1.5 0.178 11:30 3.6 1.6 0.204 3.7 1.7 0.227 4.0 1.7 0.255 4.1 1.9 0.284 3.4 1.5 0.180 3.6 1.5 0.187 3.3 1.4 0.166 11:45 3.4 1.5 0.173 3.6 1.7 0.221 4.0 1.7 0.253 3.9 1.7 0.246 3.5 1.6 0.196 3.5 1.5 0.182 3.3 1.4 0.160 12:00 3.3 1.5 0.166 3.5 1.6 0.189 3.8 1.6 0.224 3.7 1.7 0.224 3.6 1.7 0.212 3.5 1.4 0.171 3.4 1.4 0.164 12:15 3.2 1.5 0.159 3.4 1.5 0.184 3.6 1.6 0.201 3.8 1.7 0.239 3.5 1.6 0.191 3.4 1.4 0.171 3.2 1.4 0.151 12:30 3.3 1.5 0.166 3.3 1.5 0.164 3.6 1.6 0.203 3.7 1.7 0.225 3.4 1.5 0.174 3.3 1.3 0.149 3.2 1.4 0.155 12:45 3.4 1.5 0.171 3.3 1.50.167 3.7 1.60.217 3.7 1.70.226 3.5 1.5 0.189 3.3 1.30.141 3.2 1.30.142 13:00 3.6 1.7 0.216 3.4 1.5 0.179 3.6 1.6 0.208 3.8 1.7 0.243 3.5 1.6 0.199 3.2 1.3 0.145 3.3 1.3 0.144 13:15 3.3 1.4 0.165 3.3 1.4 0.164 3.6 1.60.213 4.0 1.8 0.267 3.4 1.5 0.179 3.3 1.3 0.145 3.2 1.30.139 13:30 3.0 1.3 0.133 3.2 1.4 0.155 3.6 1.7 0.220 3.9 1.7 0.249 3.6 1.5 0.189 3.3 1.4 0.156 3.3 1.3 0.150 13:45 3.0 1.3 0.127 3.2 1.4 0.153 3.4 1.5 0.187 3.8 1.7 0.233 3.4 1.4 0.162 3.3 1.3 0.148 3.2 1.3 0.148 14:00 3.1 1.4 0.144 3.2 1.4 0.150 3.4 1.5 0.184 3.8 1.7 0.233 3.4 1.5 0.175 3.2 1.3 0.139 3.3 1.4 0.155 14:15 3.1 1.4 0.142 3.0 1.3 0.129 3.5 1.5 0.186 3.7 1.7 0.223 3.3 1.4 0.163 3.1 1.2 0.125 3.3 1.5 0.165 14:30 3.1 1.3 0.131 3.0 1.3 0.128 3.4 1.6 0.185 3.7 1.7 0.221 3.2 1.4 0.153 3.1 1.3 0.135 3.3 1.4 0.163 14:45 3.1 1.30.141 3.1 1.30.134 3.3 1.5 0.171 3.5 1.50.191 3.0 1.20.124 3.1 1.3 0.138 3.2 1.50.162 15:00 3.2 1.3 0.144 3.2 1.4 0.147 3.2 1.5 0.161 3.5 1.6 0.188 3.1 1.4 0.144 3.1 1.2 0.130 3.2 1.3 0.138 15:15 3.3 1.4 0.161 3.1 1.30.133 3.2 1.40.156 3.6 1.6 0.212 3.1 1.4 0.150 3.1 1.20.121 3.3 1.30.146 15:30 3.0 1.3 0.132 3.2 1.4 0.152 3.4 1.5 0.182 3.5 1.6 0.193 3.0 1.3 0.128 3.0 1.3 0.132 3.2 1.4 0.145 15:45 3.0 1.2 0.120 3.2 1.4 0.155 3.2 1.4 0.148 3.4 1.5 0.179 3.0 1.3 0.126 3.1 1.3 0.135 3.0 1.2 0.117 16:00 3.1 1.40.139 3.2 1.40.156 3.3 1.50.178 3.6 1.60.213 3.0 1.30.133 3.0 1.20.121 3.1 1.30.131 16:15 3.0 1.4 0.145 3.1 1.4 0.143 3.4 1.60.173 3.7 1.60.214 3.2 1.40.154 3.1 1.30.133 3.1 1.30.141 16:30 3.1 1.4 0.148 3.2 1.5 0.161 3.3 1.6 0.179 3.5 1.5 0.188 3.0 1.4 0.138 3.2 1.3 0.140 3.1 1.2 0.123 16:45 3.2 1.4 0.153 3.2 1.4 0.157 3.3 1.5 0.165 3.3 1.5 0.165 3.1 1.4 0.145 3.1 1.3 0.135 3.1 1.2 0.129 HB_121mp11DFINAL(inches):Dep HB_12VnplWFINAL(leeVsec):Vel HB_12Vnp11QFINAL(MGD-Total MG):Flow HB_RG02Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/14/02 3/15/02 3/16/02 3/17/02 3/18/02 3/19/02 3/20/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain 17:00 3.1 1.4 0.144 3.4 1.5 0.177 3.3 1.4 0.160 3.4 1.6 0.187 3.2 1.5 0.163 3.1 1.3 0.139 3.2 1.3 0.142 17:15 3.0 1.3 0.130 3.2 1.5 0.169 3.2 1.4 0.149 3.7 1.7 0.223 3.2 1.5 0.159 3.2 1.4 0.151 3.3 1.4 0.153 17:30 2.9 1.3 0.125 3.2 1.5 0.158 3.3 1.5 0.178 3.6 1.7 0.212 3.1 1.5 0.153 3.3 1.4 0.159 3.2 1.3 0.137 17:45 3.1 1.40.147 3.2 1.40.152 3.4 1.50.171 3.4 1.6 0.186 3.2 1.40.152 3.4 1.5 0.173 3.2 1.30.146 18:00 3.2 1.5 0.159 3.2 1.4 0.155 3.5 1.6 0.202 3.4 1.6 0.190 3.3 1.5 0.169 3.6 1.5 0.195 3.3 1.4 0.155 18:15 3.3 1.40.156 3.3 1.4 0.167 3.6 1.6 0.203 3.5 1.50.188 3.4 1.50.182 3.6 1.60.213 3.5 1.50.181 18:30 3.1 1.40.151 3.2 1.4 0.155 3.5 1.50.188 3.6 1.7 0.210 3.6 1.5 0.194 3.5 1.50.191 3.5 1.50.179 18:45 3.2 1.4 0.152 3.2 1.4 0.153 3.3 1.4 0.163 3.6 1.6 0.210 3.4 1.5 0.175 3.6 1.6 0.202 3.5 1.4 0.177 19:00 3.2 1.5 0.167 3.3 1.5 0.165 3.4 1.5 0.176 3.5 1.6 0.200 3.6 1.6 0.211 3.6 1.6 0.201 3.5 1.5 0.184 19:15 3.2 1.5 0.163 3.4 1.6 0.186 3.4 1.6 0.192 3.6 1.7 0.210 3.8 1.6 0.217 3.6 1.5 0.192 3.7 1.5 0.204 19:30 3.5 1.6 0.199 3.4 1.5 0.184 3.3 1.5 0.169 3.6 1.6 0.207 3.8 1.7 0.242 3.6 1.6 0.208 3.6 1.6 0.204 19:45 3.4 1.6 0.189 3.6 1.70.217 3.4 1.6 0.183 3.6 1.70.211 0.03 3.8 1.60.215 3.6 1.6 0.206 3.5 1.60.191 20:00 3.4 1.5 0.180 3.6 1.6 0.214 3.5 1.6 0.190 3.5 1.6 0.193 3.7 1.7 0.222 3.6 1.5 0.195 3.6 1.6 0.202 20:16 3.5 1.6 0.198 3.5 1.5 0.187 3.6 1.6 0.210 3.6 1.6 0.210 0.01 3.9 1.7 0.249 3.7 1.6 0.209 3.7 1.5 0.196 20:30 3.6 1.6 0.198 3.3 1.5 0.170 3.7 1.6 0.215 3.6 1.6 0.206 0.07 3.6 1.5 0.201 3.7 1.5 0.208 3.7 1.5 0.202 20:45 3.4 1.5 0.184 3.3 1.5 0.174 3.6 1.7 0.210 3.7 1.7 0.219 0.02 3.5 1.5 0.186 3.9 1.7 0.240 3.8 1.6 0.224 21:00 3.5 1.5 0.186 3.4 1.5 0.183 3.3 1.5 0.173 3.7 1.7 0.224 3.6 1.6 0.203 3.9 1.7 0.235 3.6 1.6 0.203 21:15 3.4 1.50.171 3.4 1.60.191 3.4 1.50.182 3.5 1.6 0.206 3.6 1.6 0.201 3.6 1.5 0.192 3.7 1.60.214 21:30 3.5 1.5 0.182 3.3 1.5 0.169 3.2 1.5 0.166 3.4 1.5 0.185 3.7 1.5 0.206 3.3 1.4 0.164 3.6 1.5 0.194 21:45 3.6 1.6 0.200 3.3 1.5 0.168 3.3 1.5 0.173 3.5 1.5 0.191 3.7 1.6 0.204 3.5 1.5 0.183 3.5 1.5 0.189 22:00 3.3 1.4 0.165 3.3 1.5 0.164 3.2 1.5 0.165 3.4 1.5 0.183 3.5 1.5 0.194 3.5 1.5 0.190 3.6 1.5 0.196 22:15 3.1 1.40.140 3.2 1.4 0.159 3.3 1.50.168 3.4 1.50.178 3.6 1.5 0.192 3.4 1.5 0.180 3.4 1.4 0.173 22:30 3.1 1.3 0.141 3.2 1.4 0.157 3.1 1.4 0.148 3.2 1.4 0.154 3.5 1.5 0.189 3.3 1.4 0.158 3.3 1.4 0.161 22:45 3.1 1.2 0.127 3.1 1.4 0.143 3.0 1.4 0.142 3.3 1.6 0.179 3.3 1.4 0.167 3.3 1.5 0.163 3.5 1.5 0.180 23:00 3.0 1.3 0.127 3.1 1.4 0.145 3.1 1.4 0.141 3.2 1.4 0.154 3.2 1.4 0.154 3.1 1.4 0.144 3.1 1.4 0.140 23:15 3.0 1.3 0.128 3.2 1.4 0.160 3.1 1.4 0.149 2.9 1.3 0.123 3.1 1.3 0.137 3.0 1.1 0.112 3.1 1.3 0.131 23:30 3.0 1.30.126 3.1 1.40.145 3.0 1.30.131 2.8 1.30.116 2.9 1.30.122 2.9 1.20.117 3.0 1.20.121 23:45 2.9 1.20.120 3.1 1.40.146 2.8 1.30.116 2.8 1.20.111 2.9 1.30.119 2.8 1.20.103 2.9 1.20.115 Total 0.149 0.00 0.155 0.00 0.160 0.00 0.166 0.13 0.161 0.00 0.157 0.00 0.153 0.00 Average 3.1 1.3 0.149 3.2 1.4 0.155 3.2 1.4 0.160 3.2 1.4 0.166 3.2 1.4 0.161 3.2 1.4 0.157 3.2 1.3 0.153 Min Time 03:00 02:55 02:55 02:00 02:25 02:35 05:35 04:50 04:50 05:45 02:35 05:45 04:45 04:40 04:40 02:50 03:45 03:45 02:40 02:00 02:50 Min Value 2.0 0.6 0.037 2.1 0.7 0.041 2.0 0.7 0.044 1.9 0.6 0.034 1.9 0.7 0.038 1.9 0.8 0.045 2.0 0.7 0.041 Max Time 08:05 07:05 07:15 07:55 07:05 07:55 09:25 09:20 09:25 10:25 09:55 11:25 07:40 07:45 07:45 07:50 07:05 07:50 07:55 07:50 07:50 Max Value 4.2 1.9 0.303 4.5 2.0 0.330 4.4 2.0 0.315 4.2 2.0 0.311 4.3 2.0 0.330 4.5 2.0 0.344 4.5 2.0 0.345 Week Avg 3.2 1.4 0.157 WeekTotal 1.101 0.13 ADS Environmental Services HB_12Vnp11DFINAL(inches):Dep HB 121mpllVFINAL(feeVsec):Vel HB_121mpllQFINAL(MGD-Total MG):Flow HB_RG021mp1kRAIN(inches):Rain 1000 PALM AVE. HB_12 Pipe Height:12.00 HUNTINGTON BEACH,CA HC 4.3909-4.3909 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22/02 3/23/02 3124/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 2.8 1.2 0.105 2.9 1.3 0.116 3.0 1.2 0.123 3.1 1.2 0.121 3.1 1.2 0.128 2.9 1.1 0.100 2.9 1.1 0.109 00:15 2.8 1.2 0.105 2.7 1.2 0.104 2.9 1.2 0.111 3.0 1.2 0.115 3.0 1.1 0.105 2.8 1.0 0.093 2.8 1.1 0.099 00:30 2.6 1.1 0.093 2.7 1.0 0.088 2.7 1.1 0.089 2.9 1.1 0.108 2.7 1.0 0.086 2.7 0.9 0.076 2.6 1.0 0.084 00:45 2.4 1.1 0.083 2.5 1.0 0.076 2.7 1.1 0.097 2.9 1.1 0.104 2.5 0.9 0.072 2.5 0.9 0.070 2.5 0.9 0.073 01:00 2.4 1.0 0.076 2.4 0.9 0.069 2.7 1.1 0.096 2.8 1.0 0.089 2.5 0.9 0.067 2.5 0.9 0.071 2.4 0.9 0.065 01:15 2.2 0.9 0.058 2.4 0.9 0.068 2.6 1.0 0.077 2.8 1.1 0.096 2.4 0.8 0.060 2.4 0.9 0.063 2.3 0.9 0.063 01:30 2.2 1.0 0.063 2.2 0.9 0.056 2.6 1.1 0.086 0.01 2.9 1.0 0.095 2.2 0.8 0.053 2.4 0.9 0.067 2.2 0.9 0.056 01:45 2.3 1.0 0.069 2.1 0.8 0.047 2.6 1.1 0.087 0.01 2.8 1.0 0.089 2.2 0.8 0.053 2.5 0.9 0.067 2.4 1.0 0.069 02:00 2.1 0.9 0.058 2.1 0.9 0.056 2.5 1.0 0.080 2.6 0.9 0.073 2.3 1.0 0.064 2.3 0.8 0.052 2.5 1.0 0.073 02:15 2.0 0.9 0.049 2.0 0.8 0.048 2.4 1.0 0.075 2.6 0.9 0.069 2.2 0.9 0.060 2.3 0.9 0.063 2.3 0.9 0.066 02:30 2.0 0.8 0.042 2.1 0.9 0.054 2.4 1.0 0.071 2.5 0.9 0.066 2.1 0.9 0.052 2.3 0.8 0.056 2.2 0.9 0.058 02:45 2.0 0.7 0.041 2.1 0.9 0.055 2.5 0.9 0.071 0.01 2.4 0.9 0.063 2.1 0.8 0.051 2.2 0.8 0.050 2.2 0.8 0.050 03:00 2.1 0.8 0.048 2.2 0.9 0.054 2.5 1.0 0.074 0.03 2.5 0.9 0.069 2.3 0.8 0.057 2.3 0.8 0.054 2.2 0.8 0.052 03:15 2.2 0.9 0.054 2.1 0.9 0.052 2.5 1.1 0.082 0.03 2.5 0.9 0.065 2.2 0.8 0.051 2.4 0.9 0.065 2.1 0.9 0.055 03:30 2.1 0.9 0.054 2.0 0.7 0.040 2.4 1.0 0.075 0.01 2.5 0.8 0.059 2.2 0.8 0.048 2.2 0.8 0.054 2.3 0.9 0.062 03:45 2.1 0.8 0.051 2.0 0.9 0.049 2.3 0.9 0.062 2.4 0.9 0.063 2.1 0.7 0.042 2.3 0.8 0.055 2.3 0.9 0.061 04:00 2.2 0.8 0.048 2.1 0.7 0.043 2.4 1.0 0.073 2.4 0.9 0.063 2.1 0.7 0.045 2.3 0.9 0.062 2.3 0.9 0.059 04:15 2.1 0.7 0.044 2.1 0.9 0.052 2.4 1.0 0.070 2.5 0.9 0.070 2.1 0.7 0.044 2.2 0.7 0.047 2.2 0.9 0.057 04:30 2.1 0.7 0.045 2.1 0.8 0.048 2.5 1.1 0.079 2.5 0.9 0.087 2.0 0.8 0.045 2.2 0.7 0.048 2.2 0.9 0.057 04:45 2.1 0.8 0.050 2.1 0.8 0.050 2.3 0.9 0.061 2.4 0.8 0.058 2.1 0.7 0.044 2.4 0.8 0.059 2.2 0.9 0.056 05:00 2.3 0.9 0.063 2.1 0.8 0.047 2.3 1.0 0.069 2.4 0.8 0.056 2.3 0.8 0.056 2.4 0.9 0.066 2.5 1.0 0.077 05:15 2.2 0.9 0.057 2.1 0.8 0.047 2.3 0.9 0.059 2.3 0.9 0.056 2.3 0.9 0.057 2.3 0.9 0.061 2.5 0.9 0.067 05:30 2.3 0.9 0.062 2.2 0.8 0.052 2.3 0.9 0.065 2.3 0.9 0.059 2.2 0.9 0.055 2.6 0.9 0.069 2.4 1.0 0.070 05:45 2.4 1.0 0.076 2.7 1.0 0.086 2.5 1.1 0.084 2.4 0.9 0.061 2.8 1.1 0.095 2.8 1.0 0.088 2.5 1.0 0.077 06:00 2.9 1.2 0.115 3.0 1.3 0.126 2.5 1.1 0.083 2.4 0.8 0.058 3.1 1.2 0.125 2.9 1.2 0.112 2.8 1.1 0.096 06:15 3.2 1.4 0.147 3.2 1.3 0.144 2.7 1.1 0.092 2.6 1.0 0.080 3.4 1.4 0.164 3.5 1.3 0.158 3.0 1.2 0.121 06:30 3.4 1.5 0.174 3.5 1.5 0.176 2.9 1.2 0.111 3.0 1.1 0.111 3.4 1.3 0.157 3.9 1.5 0.216 3.4 1.5 0.175 06:45 3.8 1.6 0.226 3.9 1.6 0.231 3.0 1.4 0.136 3.1 1.2 0.130 3.8 1.5 0.204 4.1 1.7 0.270 3.8 1.6 0.222 07:00 4.1 1.8 0.273 4.0 1.7 0.249 3.0 1.3 0.129 3.4 1.3 0.156 4.0 1.7 0.253 4.1 1.8 0.278 3.9 1.7 0.233 07:15 4.0 1.8 0.269 4.2 1.9 0.300 3.3 1.4 0.163 3.5 1.3 0.166 4.1 1.7 0.254 4.2 1.8 0.282 3.9 1.7 0.240 07:30 4.2 1.8 0.285 4.3 1.8 0.298 3.6 1.5 0.186 3.7 1.4 0.194 4.1 1.7 0.268 4.2 1.8 0.279 4.2 1.8 0.287 07:45 4.4 1.8 0.296 4.1 1.8 0.280 3.8 1.6 0.215 3.8 1.5 0.209 4.5 1.8 0.317 4.1 1.8 0.272 4.2 1.8 0.295 s 0 0 - �' HB_12Vnp1XDFINAL(inches):Dep HB 12Vnp1NFINAL(feeVsec):Vel HB_12VnpllQFINAL(MGD-Total MG):Flow HB_RG02Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 08:00 4.3 1.8 0.301 4.4 1.8 0.302 3.9 1.6 0.234 4.0 1.6 0.246 4.5 1.8 0.321 4.3 1.9 0.309 4.3 1.7 0.280 08:15 4.3 1.8 0.302 4.5 1.9 0.335 4.1 1.7 0.252 3.9 1.5 0.209 4.3 1.8 0.290 4.3 1.9 0.307 4.2 1.8 0.290 08:30 4.2 1.7 0.267 4.4 1.9 0.308 4.2 1.7 0.266 4.1 1.7 0.255 4.2 1.7 0.268 4.1 1.7 0.266 4.0 1.7 0.254 08:45 4.2 1.8 0.279 4.1 1.7 0.266 4.2 1.7 0.271 4.2 1.8 0.275 4.1 1.6 0.248 4.0 1.8 0.268 4.1 1.7 0.265 09:00 4.0 1.7 0.259 4.0 1.7 0.250 4.3 1.7 0.271 4.4 1.8 0.306 4.2 1.7 0.275 4.2 1.7 0.272 4.1 1.8 0.269 09:15 3.9 1.6 0.228 4.2 1.8 0.284 4.3 1.8 0.290 4.5 1.9 0.324 4.1 1.7 0.254 4.0 1.6 0.240 3.9 1.7 0.240 09:30 4.0 1.7 0.244 .4.1 1.7 0.266 4.4 1.8 0.306 4.7 1.9 0.353 4.0 1.7 0.249 4.0 1.6 0.236 3.9 1.6 0.235 09:45 3.9 1.6 0.233 4.1 1.8 0.274 4.5 1.9 0.326 4.5 1.9 0.326 4.1 1.7 0.254 3.9 1.7 0.242 4.0 1.7 0.254 10:00 3.9 1.7 0.234 4.1 1.8 0.279 4.4 1.8 0.314 4.5 1.8 0.319 4.1 1.7 0.256 4.0 1.7 0.256 3.8 1.6 0.227 10:15 3.8 1.6 0.212 4.1 1.8 0.272 4.4 1.9 0.310 4.3 1.8 0.305 4.1 1.6 0.250 3.9 1.6 0.238 3.8 1.6 0.229 10:30 3.6 1.6 0.200 3.9 1.7 0.235 4.4 1.6 0.307 4.3 1.8 0.287 4.0 1.6 0.237 3.8 1.6 0.221 4.0 1.7 0.251 10:45 3.7 1.6 0.212 3.9 1.7 0.235 4.3 1.7 0.286 4.2 1.7 0.272 3.8 1.4 0.197 3.8 1.6 0.224 3.8 1.6 0.217 11:00 3.8 1.6 0.219 3.8 1.6 0.226 4.3 1.7 0.283 4.1 1.7 0.269 3.9 1.6 0.230 3.6 1.5 0.194 3.6 1.5 0.196 11:15 3.8 1.7 0.231 3.8 1.6 0.221 4.1 1.6 0.253 4.1 1.7 0.269 3.9 1.5.0.216 3.6 1.5 0.193 3.6 1.6 0.202 11:30 3.7 1.7 0.226 3.7 1.5 0.199 4.1 1.7 0.269 4.1 1.7 0.253 3.7 1.4 0.185 3.5 1.5 0.180 3.5 1.5 0.188 11:45 3.7 1.5 0.201 3.7 1.6 0.211 4.1 1.6 0.250 4.0 1.7 0.248 3.5 1.4 0.171 3.3 1.4 0.162 3.4 1.5 0.179 12:00 3.4 1.4 0.170 3.5 1.5 0.187 4.1 1.7 0.270 4.1 1.7 0.263 3.4 1.4 0.168 3.5 1.4 0.169 3.5 1.4 0.177 12:15 3.3 1.4 0.164 3.7 1.5 0.200 4.0 1.5 0.228 3.9 1.5 0.212 3.7 1.5 0.197 3.3 1.4 0.164 3.5 1.5 0.185 12:30 3.3 1.4 0.157 3.8 1.6 0.225 4.1 1.6 0.246 3.8 1.5 0.211 3.6 1.4 0.183 3.3 1.4 0.158 3.3 1.2 0.140 12:45 3.3 1.3 0.155 3.7 1.5 0.191 4.0 1.6 0.237 3.7 1.5 0.198 3.5 1.4 0.174 3.2 1.3 0.140 3.4 1.4 0.165 13:00 3.5 1.5 0.178 3.7 1.5 0.200 4.0 1.6 0.231 3.9 1.6 0.231 3.6 1.4 0.179 3.2 1.3 0.134 3.4 1.4 0.164 13:15 3.4 1.4 0.163 3.7 1.5 0.202 4.0 1.5 0.228 3.9 1.6 0.234 3.6 1.4 0.184 3.3 1.3 0.150 3.3 1.3 0.148 13:30 3.4 1.4 0.172 3.6 1.4 0.184 3.8 1.5 0.206 3.7 1.5 0.198 3.5 1.4 0.175 3.4 1.4 0.169 3.3 1.4 0.156 13:45 3.3 1.3 0.152 3.6 1.4 0.184 3.6 1.4 0.179 3.8 1.4 0.198 3.6 1.4 0.187 3.5 1.4 0.171 3.2 1.3 0.138 14:00 3.3 1.3 0.145 3.5 1.4 0.174 3.7 1.4 0.184 3.8 1.5 0.201 3.6 1.5 0.186 3.3 1.5 0.164 3.3 1.3 0.148 14:15 3.2 1.3 0.143 3.3 1.3 0.145 3.8 1.5 0.211 3.8 1.6 0.224 3.6 1.4 0.180 3.3 1.4 0.157 3.3 1.4 0.158 14:30 3.0 1.3 0.124 3.3 1.4 0.159 3.8 1.5 0.203 3.7 1.5 0.202 3.6 1.5 0.168 3.2 1.4 0.149 3.4 1.5 0.177 14:45 3.0 1.40.139 3.4 1.5 0.171 3.6 1.50.193 3.7 1.50.190 3.4 1.40.163 3.2 1.4 0.145 3.3 1.40.162 15:00 3.2 1.2 0.135 3.3 1.4 0.166 3.7 1.5 0.196 3.8 1.6 0.220 3.2 1.3 0.144 3.1 1.3 0.140 3.1 1.3 0.138 15:15 3.1 1.2 0.126 3.3 1.4 0.156 3.9 1.6 0.223 3.8 1.5 0.215 3.5 1.4 0.172 3.3 1.3 0.149 3.1 1.3 0.135 15:30 3.1 1.3 0.129 3.2 1.4 0.149 3.7 1.5 0.202 3.8 1.5 0.204 3.4 1.4 0.172 3.2 1.3 0.145 3.2 1.3 0.134 15:45 3.3 1.4 0.162 3.2 1.3 0.148 3.7 1.5 0.206 3.7 1.5 0.202 3.5 1.4 0.169 3.2 1.4 0.154 3.2 1.4 0.145 16:00 3.2 1.3 0.146 3.2 1.3 0.137 3.7 1.5 0.199 3.6 1.5 0.190 3.5 1.4 0.180 3.2 1.2 0.134 3.2 1.3 0.143 16:15 3.3 1.4 0.160 3.1 1.2 0.130 3.6 1.4 0.182 3.5 1.4 0.172 3.5 1.3 0.164 3.2 1.4 0.159 3.2 1.3 0.144 16:30 3.3 1.5 0.171 3.1 1.40.151 3.7 1.5 0.197 3.6 1.50.183 3.5 1.4 0.180 3.3 1.30.153 3.1 1.30.132 16:45 3.3 1.50.166 3.5 1.50.183 3.7 1.6 0.211 3.7 1.50.205 3.5 1.4 0.174 3.2 1.40.151 3.2 1.40.147 HB_12Vnp11DFINAL(inches):Dep HB_12\mp1\VFINAL(teet/sec):Vel HB 12\mp1\QFINAL(MGD-Total MG):Flow HB RG02\mp1\RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/21/02 3/22102 3/23/02 3/24/02 3/25/02 3/26/02 3/27/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.2 1.3 0.139 3.5 1.4 0.176 3.6 1.5 0.191 3.6 1.5 0.191 3.4 1.4 0.159 3.0 1.2 0.125 3.3 1.4 0.156 17:15 3.2 1.30.148 3.5 1.5 0.186 3.7 1.50.206 3.8 1.5 0.213 3.4 1.3 0.146 3.4 1.40.161 3.2 1.3 0.146 17:30 3.4 1.5 0.173 3.4 1.5 0.177 3.7 1.4 0.192 3.8 1.60.217 3.3 1.3 0.153 3.2 1.30.141 3.4 1.5 0.177 17:45 3.6 1.5 0.197 3.6 1.5 0.200 4.0 1.6 0.236 3.7 1.5 0.194 3.3 1.3 0.142 3.2 1.3 0.148 3.4 1.5 0.173 18:00 3.5 1.5 0.181 3.4 1.4 0.168 3.9 1.5 0.219 3.8 1.6 0.223 3.3 1.3 0.152 3.4 1.4 0.167 3.4 1.4 0.164 18:15 3.4 1.5 0.177 3.6 1.6 0.200 3.9 1.6 0.232 3.8 1.6 0.218 3.6 1.5 0.192 3.5 1.4 0.170 3.4 1.4 0.168 18:30 3.5 1.5 0.176 3.7 1.50.198 3.9 1.50.218 3.6 1.4 0.183 3.8 1.6 0.216 3.4 1.40.170 3.4 1.4 0.164 18:45 3.5 1.5 0.184 3.8 1.7 0.227 3.6 1.5 0.186 3.5 1.5 0.182 4.0 1.6 0.242 3.7 1.5 0.204 3.7 1.6 0.216 19:00 3.6 1.5 0.189 3.7 1.5 0.204 3.8 1.6 0.212 3.7 1.5 0.199 4.0 1.7 0.251 3.5 1.5 0.182 3.5 1.5 0.186 19:15 3.7 1.5 0.205 3.6 1.6 0.202 3.7 1.5 0.200 3.7 1.5 0.192 3.7 1.5 0.210 3.5 1.5 0.181 3.7 1.6 0.207 19:30 3.5 1.5 0.186 3.5 1.5 0.185 3.6 1.4 0.184 3.8 1.6 0.222 3.7 1.6 0.217 3.8 1.6 0.221 3.7 1.6 0.214 19:45 3.7 1.6 0.213 3.5 1.50.179 3.4 1.4 0.165 3.8 1.50.210 3.6 1.60.208 3.7 1.60.217 3.5 1.4 0.173 20:00 3.7 1.6 0.202 3.6 1.5 0.195 3.4 1.5 0.176 3.8 1.6 0.219 3.7 1.7 0.223 3.7 1.5 0.201 3.6 1.5 0.187 20:15 3.5 1.4 0.175 3.7 1.6 0.204 3.5 1.5 0.183 3.9 1.6 0.222 3.8 1.6 0.225 3.7 1.6 0.213 3.6 1.5 0.200 20:30 3.5 1.4 0.176 3.5 1.5 0.191 3.6 1.5 0.185 3.9 1.6 0.224 3.7 1.5 0.207 3.7 1.6 0.212 3.5 1.5 0.193 20:45 3.6 1.5 0.199 3.4 1.5 0.173 3.5 1.5 0.181 3.8 1.6 0.222 3.7 1.5 0.200 3.8 1.6 0.216 3.6 1.6 0.196 21:00 3.6 1.6 0.205 3.4 1.4 0.171 3.5 1.6 0.180 3.5 1.4 0.172 3.7 1.6 0.209 3.6 1.5 0.198 3.6 1.5 0.194 21:15 3.7 1.6 0.204 3.6 1.6 0.204 3.3 1.4 0.157 3.7 1.5 0.202 3.8 1.6 0.213 3.6 1.5 0.193 3.6 1.5 0.199 21:30 3.6 1.5 0.195 3.4 1.4 0.172 3.5 1.4 0.176 3.4 1.4 0.161 3.8 1.5 0.212 3.7 1.5 0.207 3.8 1.7 0.230 21:45 3.5 1.5 0.186 3.5 1.5 0.176 3.6 1.5 0.183 3.3 1.3 0.150 3.7 1.5 0.201 3.7 1.6 0.209 3.7 1.6 0.209 22:00 3.6 1.5 0.189 3.4 1.4 0.167 3.6 1.4 0.183 3.4 1.3 0.157 3.7 1.5 0.206 3.6 1.5 0.195 3.5 1.5 0.189 22:15 3.5 1.5 0.179 3.4 1.4 0.162 3.5 1.4 0.169 3.6 1.4 0.181 3.6 1.5 0.184 3.3 1.4 0.159 3.4 1.5 0.172 22:30 3.4 1.4 0.169 3.3 1.4 0.159 3.4 1.4 0.164 3.7 1.5 0.197 3.5 1.5 0.181 3.3 1.4 0.157 3.2 1.4 0.157 22:45 3.4 1.5 0.172 3.3 1.4 0.162 3.3 1.4 0.159 3.6 1.4 0.176 3.3 1.3 0.146 3.2 1.3 0.149 3.3 1.4 0.157 23:00 3.4 1.4 0.166 3.3 1.3 0.145 3.5 1.4 0.177 3.5 1.4 0.176 3.1 1.2 0.130 3.1 1.4 0.145 3.2 1.4 0.155 23:15 3.2 1.4 0.153 3.1 1.3 0.137 3.4 1.4 0.159 3.4 1.4 0.171 3.2 1.4 0.153 3.1 1.3 0.128 3.0 1.3 0.135 23:30 3.1 1.4 0.146 3.0 1.3 0.128 3.2 1.4 0.149 3.4 1.4 0.169 3.1 1.3 0.137 3.0 1.3 0.133 3.0 1.2 0.120 23:45 3.1 1.3 0.133 3.0 1.3 0.130 3.3 1.3 0.150 3.2 1.2 0.129 3.0 1.1 0.108 2.9 1.2 0.110 2.9 1.2 0.113 Total 0.158 0.00 0.165 0.00 0.176 0.10 0.177 0.00 0.165 0.00 0.158 0.00 0.157 0.00 Average 3.2 1.4 0.158 3.3 1.4 0.165 3.4 1.4 0.176 3.5 1.4 0.177 3.3 1.3 0.165 3.3 1.3 0.158 3.2 1.3 0.157 Min Time 02:25 04:05 02:35 03:35 01:45 04:05 04:55 04:50 04:50 05:20 03:20 06:05 04:35 04:16 04:45 04:30 02:55 04:25 04:25 03:10 03:10 Min Value 2.0 0.6 0.037 1.9 0.6 0.037 2.3 0.7 0.049 2.3 0.8 0.052 2.0 0.6 0.035 2.1 0.6 0.040 2.1 0.7 0.042 Max Time 07:40 07:10 08:10 08:25 07:15 08:15 09:50 10:25 09:45 09:35 09:20 09:35 07:55 07:55 07:55 08:15 08:05 08:05 07:55 09:15 08:15 Max Value 4.5 1.9 0.315 4.6 2.0 0.339 4.6 2.0 0.329 4.8 2.0 0.374 4.6 1.9 0.348 4.4 2.0 0.328 4.3 2.0 0.305 Week Avg 3.3 1.4 0.165 WeekTotal 1.157 0.10 ! ! 0 , .: ADS Environmental Services HB_12Vnp10FINAL(inches):Dep HB_12Vnp1\VFINAL(feettsec):Vel 1-113_121 np1\QFINAL(MGD-Total MG):Ffow HB_RG02Vnpl%RAIN(inches):Rain. 1000 PALM AVE. HB_12 Pipe Height:12.00 HUNTINGTON BEACH,CA HC 4.3909-4.3909 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30102 3/31/02 4/1102 4/2/02 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 00:00 2.9 1.2.0.113 2.8 1.20.114 2.9 1.20.108 2.8 1.20.110 2.7 1.20.101 2.7 1.20.101 2.9 1.20.116 00:15 2.7 1.2 0.104 2.6 1.0 0.083 2.7 1.1 0.098 2.8 1.2 0.107 2.5 1.0 0.081 2.5 1.1 0.087 2.8 1.2 0.110 00:30 2.6 1.1 0.091 2.5 1.0 0.080 2.6 1.0 0.078 2.7 1.1 0.097 2.5 1.0 0.078 2.4 1.1 0.079 2.6 1.1 0.092 00:45 2.5 1.1 0.082 2.6 1.0 0.081 2.6 1.1 0.088 2.5 1.1 0.089 .2.3 1.0 0.067 2.3 1.0 0.069 2.4 1.0 0.071 01:00 2.5 1.0 0.074 2.6 1.0 0.081 2.4 0.9 0.065 2.5 1.0 0.077 2.4 0.9 0.068 2.4 1.0 0.074 2.3 0.8 0.057 01:15 2.2 1.0 0.062 2.5 0.9 0.067 2.3 1.0 0.067 2.5 1.1 0.087 2.3 0.8 0.055 2.4 1.0 0.070 2.4 1.0 0.071 01:30 2.1 0.9 0.055 2.4 0.9 0.060 2.3 1.0 0.072 2.5 1.0 0.076 2.2 0.9 0.053 2.3 0.9 0.063 2.3 1.0 0.065 01:45 2.1 0.8 0.049 2.5 0.8 0.059 2.3 1.0 0.068 2.4 1.0 0.070 2.1 0.9 0.052 2.1 0.9 0.055 2.1 1.0 0.060 02:00 2.0 0.8 0.044 2.3 0.9 0.059 2.1 0.9 0.053 2.3 1.1 0.078 2.2 0.8 0.052 2.3 1.0 0.066 2.1 0.9 0.056 02:15 2.1 0.8 0.046 2.3 0.9 0.062 2.1 1.0 0.056 2.2 1.0 0.064 2.3 0.9 0.059 2.2 0.9 0.055 2.1 0.9 0.054 02:30 2.1 0.8 0.045 2.3 0.9 0.062 2.2 1.0 0.061 2.0 0.9 0.053 2.1 0.8 0.050 2.0 0.8 0.045 2.0 0.9 0.049 02:45 2.0 0.8 0.044 2.2 0.8 0.053 2.1 0.9 0.056 2.0 0.9 0.052 2.1 0.9 0.053 2.0 0.8 0.044 1.9 0.9 0.048 03:00 2.2 0.9 0.059 2.2 0.8 0.051 2.1 0.9 0.056 2.0 0.8 0.044 2.0 0.9 0.047 2.1 0.9 0.050 2.1 0.9 0.055 03:15 2.3 1.0 0.067 2.3 0.8 0.052 2.1 1.0 0.058 2.1 0.9 0.053 2.0 0.8 0.048 2.2 1.0 0.082 2.1 1.0 0.057 03:30 2.1 0.8 0.046 2.3 0.8 0.053 2.1 0.9 0.058 2.0 0.9 0.048 2.0 0.8 0.048 2.1 0.9 0.055 2.0 0.9 0.049 03:45 2.1 0.8 0.046 2.3 0.7 0.050 2.1 1.0 0.060 2.0 0.8 0.047 2.0 0.9 0.046 2.1 0.9 0.056 2.2 0.9 0.061 04:00 2.4 0.9 0.065 2.3 0.7 0.050 2.0 0.9 0.049 2.0 0.9 0.052 2.0 0.7 0.040 2.1 0.9 0.051 2.2 0.9 0.056 04:15 2.2 0.8 0.053 2.3 0.7 0.050 2.0 0.9 0.051 2.1 0.9 0.056 2.0 0.7 0.040 2.0 0.9 0.050 2.2 0.9 0.055 04:30 2.1 0.8 0.050 2.3 0.8 0.055 2.0 0.9 0.049 2.1 0.9 0.053 2.1 0.9 0.050 2.1 0.8 0.050 2.2 0.9 0.059 04:45 2.0 0.7 0.038 2.2 0.8 0.051 2.0 0.8 0.043 1.9 0.9 0.046 2.0 0.8 0.044 2.4 1.1 0.079 2.2 0.9 0.058 05:00 2.3 0.8 0.057 2.2 0.8 0.051 2.0 0.9 0.050 1.9 0.8 0.043 2.2 0.8 0.052 2.3 1.0 0.065 2.4 1.0 0.073 05:15 2.3 0.8 0.057 2.3 0.9 0.062 1.9 0.8 0.042 1.9 0.8 0.041 2.3 0.8 0.056 2.1 0.9 0.053 2.4 1.1 0.074 05:30 2.3 0.8 0.056 2.5 1.0 0.073 2.0 0.8 0.045 2.0 0.9 0.048 2.3 1.0 0.066 2.3 1.0 0.069 2.3 1.0 0.072 05:45 2.6 1.0 0.083 2.8 1.2 0.102 2A 1.0 0.059 2.0 0.8 0.044 2.5 1.0 0.076 2.4 0.9 0.067 2.5 1.1 0.082 06:00 3.0 1.2 0.120 3.0 1.3 0.131 2.1 1.0 0.061 2.2 0.9 0.054 2.6 1.1 0.088 2.5 1.1 0.086 2.7 1.1 0.094 06:15 3.0 1.3 0.131 3.2 1.4 0.147 2.3 1.0 0.066 2.3 0.8 0.056 2.8 1.2 0.106 2.8 1.3 0.112 3.0 1.3 0.129 06:30 3.6 1.6 0.204 3.6 1.6 0.207 2.4 1.0 0.072 2.6 0.9 0.071 2.9 1.2 0.120 3.0 1.4 0.134 3.1 1.3 0.136 06:45 3.8 1.6 0.223 3.4 1.4 0.172 2.7 1.1 0.092 2.8 1.0 0.089 3.2 1.4 0.148 3.2 1.4 0.156 3.3 1.4 0.163 07:00 3.9 1.7 0.248 3.6 1.6 0.206 2.9 1.2 0.118 3.1 1.1 0.118 3.3 1.5 0.171 3.4 1.5 0.172 3.5 1.5 0.188 07:15 4.0 1.7 0.245 3.9 1.7 0.234 3.0 1.4 0.143 3.2 1.1 0.118 3.5 1.5 0.185 3.5 1.5 0.186 3.6 1.6 0.200 07:30 4.2 1.8 0.295 4.0 1.7 0.247 3.2 1.4 0.154 3.4 1.4 0.165 3.6 1.6 0.203 3.5 1.5 0.185 3.6 1.5 0.194 07:45 4.3 1.8 0.301 4.1 1.8 0.278 3.3 1.6 0.178 3.8 1.6 0.224 3.9 1.8 0.251 3.8 1.7 0.228 3.8 1.8 0.242 HB_12Vnp11DFINAL(inches):Dep HB_121mp1\VFINAL(feeVsec):Vel HB 12Vnp1\QFINAL(MGD-Total MG):Flow HB_RG02Vnp11RAIN(Inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2/02 4/3/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Val Flow Rain Dep Vel Flow Rain 08:00 4.1 1.8 0.274 4.0 1.8 0.268 3.5 1.6 0.189 3.5 1.6 0.196 4.0 1.7 0.258 3.7 1.7 0.232 3.8 1.7 0.227 08:15 4.2 1.8 0.291 4.0 1.7 0.263 3.6 1.6 0.212 3.7 1.6 0.212 4.1 1.8 0.277 3.9 1.7 0.245 3.9 1.7 0.244 08:30 4.0 1.8 0.263 4.0 1.8 0.269 3.7 1.7 0.224 3.8 1.7 0.231 4.3 1.9 0.307 3.9 1.8 0.250 4.0 1.9 0.274 08:45 4.0 1.7 0.247 4.0 1.7 0.248 3.9 1.7 0.249 3.9 1.7 0.238 4.1 1.8 0.270 4.0 1.8 0.265 3.7 1.7 0.223 09:00 4.0 1.7 0.256 4.1 1.7 0.264 4.0 1.7 0.259 4.0 1.8 0.267 3.9 1.8 0.256 3.8 1.6 0.219 3.6 1.6 0.207 09:15 4.0 1.7 0.259 4.0 1.7 0.255 4.0 1.8 0.271 4.1 1.8 0.285 4.0 1.8 0.263 3.8 1.7 0.224 3.7 1.7 0.220 09:30 3.9 1.7 0.245 4.1 1.7 0.264 4.1 1.8 0.280 4.0 1.8 0.266 3.9 1.8 0.256 3.8 1.7 0.236 3.8 1.6 0.217 09:45 4.0 1.7 0.257 3.9 1.6 0.236 4.1 1.8 0.276 4.1 1.7 0.262 4.0 1.7 0.263 4.0 1.8 0.260 3.7 1.7 0.227 10:00 3.9 1.7 0.252 3.9 1.6 0.234 4.1 1.9 0.288 4.2 1.9 0.300 4.0 1.7 0.256 4.1 1.8 0.276 3.6 1.7 0.216 10:15 3.8 1.7 0.232 3.9 1.7 0.246 4.2 1.8 0.291 4.1 1.8 0.282 3.8 1.7 0.236 3.9 1.8 0.261 3.6 1.6 0.208 10:30 3.8 1.7 0.234 4.0 1.7 0.245 4.3 1.9 0.320 3.9 1.8 0.262 3.8 1.7 0.233 3.9 1.8 0.258 3.7 1.6 0.210 10:45 3.8 1.7 0.225 4.1 1.7 0.262 4.2 1.9 0.297 '3.8 1.8 0.250 3.8 1.7 0.232 3.8 1.7 0.239 3.6 1.5 0.197 11:00 3.7 1.7 0.228 4.1 1.7 0.253 4.2 1.8 0.279 4.1 1.8 0.278 3.8 1.6 0.221 3.5 1.5 0.191 3.6 1.5 0.188 11:15 3.7 1.6 0.212 4.0 1.60.242 4.3 1.90.316 4.0 1.90.278 3.7 1.60.214 3.3 1.4 0.165 3.4 1.50.177 11:30 3.6 1.5 0.191 3.8 1.5 0.203 4.1 1.7 0.260 3.8 1.7 0.235 3.6 1.5 0.201 3.5 1.5 0.186 3.4 1.5 0.185 11:45 3.6 1.5 0.190 3.7 1.5 0.195 4.0 1.8 0.270 3.8 1.8 0.251 3.8 1.6 0.225 3.6 1.5 0.195 3.5 1.5 0.184 12:00 3.6 1.5 0.198 3.7 1.5 0.192 4.0 1.8 0.264 3.7 1.7 0.224 3.8 1.7 0.227 3.6 1.6 0.201 3.4 1.5 0.176 12:15 3.6 1.5 0.190 3.5 1.4 0.176 4.0 1.9 0.275 3.8 1.7 0.242 3.5 1.6 0.201 3.4 1.5 0.178 3.3 1.5 0.167 12:30 3.5 1.5 0.186 3.5 1.5 0.178 3.9 1.7 0.253 3.8 1.7 0.243 3.5 1.5 0.185 3.4 1.5 0.183 3.2 1.4 0.152 12:45 3.3 1.4 0.162 3.6 1.4 0.187 3.8 1.8 0.247 3.8 1.7 0.234 3.5 1.5 0.190 3.3 1.5 0.171 3.3 1.4 0.165 13:00 3.3 1.5 0.165 3.6 1.5 0.189 3.6 1.6 0.207 3.8 1.7 0.235 3.6 1.6 0.203 3.3 1.5 0.165 3.4 1.5 0.174 13:15 3.3 1.40.157 3.7 1.50.194 3.5 1.6 0.195 3.8 1.70.231 3.5 1.60.199 3.2 1.40.157 3.4 1.50.181 13:30 3.2 1.4 0.156 3.6 1.5 0.192 3.6 1.6 0.210 3.8 1.7 0.229 3.4 1.5 0.176 3.2 1.4 0.152 3.3 1.5 0.167 13:45 3.3 1.4 0.156 3.7 1.5 0.193 3.4 1.5 0.176 3.6 1.7 0.214 3.3 1.4 0.162 3.3 1.5 0.163 3.1 1.4 0.146 14:00 3.3 1.40.160 3.6 1.5 0.191 3.4 1.50.175 3.6 1.6 0.210 3.2 1.3 0.146 3.3 1.4 0.155 3.0 1.40.140 14:15 3.2 1.4 0.150 3.6 1.5 0.187 3.4 1.5 0.183 3.7 1.7 0.227 3.3 1.5 0.166 3.4 1.5 0.174 3.1 1.4 0.141 14:30 3.1 1.20.130 3.5 1.40.180 3.6 1.70.213 3.7 1.70.219 3.3 1.5 0.174 3.4 1.50.180 3.1 1.40.151 14:45 3.0 1.2 0.122 3.4 1.4 0.162 3.4 1.6 0.189 3.5 1.6 0.202 3.3 1.5 0.165 3.3 1.5 0.167 3.0 1.3 0.126 15:00 3.1 1.3 0.142 3.4 1.4 0.166 3.4 1.5 0.179 3.4 1.6 0.188 3.4 1.4 0.163 3.2 1.4 0.150 3.0 1.3 0.132 15:15 3.1 1.4 0.147 3.3 1.4 0.155 3.3 1.5 0.172 3.5 1.5 0.189 3.3 1.4 0.164 3.0 1.3 0.132 2.9 1.3 0.122 15:30 3.1 1.3 0.134 3.4 1.4 0.164 3.4 1.5 0.182 3.5 1.6 0.192 3.3 1.5 0.171 3.1 1.4 0.146 3.0 1.3 0.128 15:45 3.1 1.40.143 3.5 1.50.181 3.5 1.5 0.188 3.4 1.50.175 3.4 1.50.177 3.1 1.40.145 3.0 1.40.134 16:00 3.2 1.4 0.155 3.5 1.5 0.182 3.4 1.5 0.170 3.4 1.5 0.176 3.3 1.5 0.168 3.2 1.3 0.145 3.0 1.3 0.128 16:15 3.1 1.40.151 3.5 1.40.173 3.3 1.50.169 3.4 1.50.184 3.1 1.30.136 3.3 1.40.160 3.0 1.3 0.126 16:30 3.1 1.3 0.136 3.4 1.4 0.170 3.4 1.5 0.183 3.4 1.4 0.169 3.0 1.4 0.141 3.1 1.5 0.154 2.9 1.3 0.120 16:45 3.0 1.3 0.126 3.2 1.4 0.152 3.5 1.6 0.191 3.4 1.6 0.190 3.1 1.4 0.149 3.1 1.4 0.144 3.0 1.4 0.140 HB_121mp11DFINAL(inches):Dep HB_121mpiWFINAL(leet/sec):Vel HB_12XmpllQFINAL(MGD-Total MG):Flow HB RG021mp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 3/28/02 3/29/02 3/30/02 3/31/02 4/1/02 4/2102 4/3/02 Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.1 1.4 0.144 3.3 1.3 0.148 3.5 1.6 0.201 3.5 1.5 0.190 3.3 1.5 0.162 3.0 1.3 0.122 3.2 1.5 0.161 17:15 3.2 1.3 0.139 3.3 1.4 0.156 3.5 1.6 0.203 3.3 1.5 0.167 3.4 1.5 0.173 3.2 1.4 0.157 3.2 1.5 0.158 17:30 3.4 1.5 0.169 3.3 1.3 0.156 3.5 1.7 0.207 3.3 1.5 0.175 3.2 1.4 0.156 3.2 1.4 0.152 3.1 1.4 0.150 17:45 3.5 1.5 0.181 3.4 1.50.186 3.7 1.60.212 3.6 1.50.194 3.3 1.5 0.169 3.2 1.4 0.157 3.2 1.40.153 18:00 3.6 1.5 0.188 3.5 1.60.193 3.6 1.7 0.214 3.6 1.60.199 3.3 1.4 0.159 3.4 1.50.179 3.2 1.4 0.154 18:15 3.5 1.50.179 3.4 1.5 0.182 3.5 1.60.199 3.6 1.6 0.198 3.2 1.4 0.154 3.4 1.50.174 3.1 1.30.141 18:30 3.5 1.5 0.183 3.4 1.5 0.177 3.5 1.6 0.200 3.6 1.7 0.211 3.4 1.6 0.184 3.5 1.6 0.189 3.1 1.3 0.138 18:45 3.7 1.5 0.202 3.6 1.6 0.202 3.6 1.7 0.219 3.5 1.5 0.187 3.4 1.5 0.180 3.4 1.6 0.192 3.2 1.5 0.159 19:00 3.7 1.60.215 3.6 1.70.221 3.6 1.60.210 3.5 1.6 0.198 3.4 1.50.174 3.6 1.60.201 3.4 1.50.179 19:15 3.7 1.6 0.212 3.4 1.5 0.179 3.6 1.6 0.209 3.5 1.5 0.187 3.4 1.5 0.172 3.5 1.5 0.184 3.4 1.5 0.176 19:30 3.6 1.6 0.204 3.3 1.5 0.175 3.5 1.6 0.191 3.5 1.6 0.194 3.6 1.7 0.211 3.4 1.6 0.192 3.4 1.5 0.175 19:45 3.5 1.5 0.191 3.2 1.5 0.165 3.5 1.6 0.197 3.6 1.6 0.206 3.5 1.6 0.189 3.6 1.6 0.202 3.4 1.5 0.181 20:00 3.7 1.6 0.205 3.3 1.5 0.172 3.5 1.5 0.188 3.4 1.5 0.178 3.4 1.5 0.182 3.6 1.6 0.200 3.5 1.5 0.188 20:15 4.0 1.7 0.253 3.4 1.6 0.198 3.6 1.7 0.214 3.5 1.5 0.189 3.5 1.6 0.196 3.5 1.6 0.200 3.4 1.5 0.181 20:30 3.7 1.6 0.213 3.5 1.6 0.195 3.5 1.7 0.209 3.6 1.6 0.204 3.5 1.6 0.197 3.4 1.4 0.171 3.3 1.5 0.172 20:45 3.6 1.5 0.198 3.5 1.5 0.187 3.5 1.6 0.193 3.5 1.5 0.187 3.5 1.5 0.188 3.4 1.5 0.178 3.3 1.5 0.166 21:00 3.7 1.6 0.214 3.3 1.6 0.184 3.5 1.6 0.206 3.4 1.5 0.181 3.4 1.5 0.182 3.4 1.5 0.172 3.3 1.5 0.165 21:15 3.8 1.60.221 3.3 1.5 0.175 3.4 1.6 0.191 3.5 1.5 0.191 3.5 1.5 0.192 3.3 1.4 0.166 3.4 1.50.180 21:30 3.7 1.6 0.213 3.4 1.6 0.187 3.5 1.5 0.187 3.6 1.6 0.205 3.4 1.5 0.186 3.3 1.5 0.169 3.3 1.4 0.162 21:45 3.5 1.5 0.181 3.3 1.5 0.168 3.7 1.8 0.242 3.4 1.5 0.182 3.3 1.5 0.167 3.3 1.4 0.165 3.3 1.4 0.165 22:00 3.5 1.5 0.182 3.3 1.5 0.170 3.8 1.7 0.228 3.3 1.4 0.161 3.3 1.5 0.165 3.3 1.5 0.165 3.2 1.4 0.150 22:15 3.5 1.5 0.188 3.2 1.5 0.166 3.3 1.4 0.156 3.2 1.4 0.150 3.2 1.5 0.161 3.3 1.5 0.165 3.2 1.5 0.162 22:30 3.3 1.5 0.167 3.1 1.4 0.143 3.1 1.4 0.144 3.0 1.3 0.126 3.1 1.4 0.147 3.2 1.4 0.154 3.2 1.4 0.159 22:45 3.4 1.4 0.168 3.2 1.5 0.163 3.0 1.4 0.137 3.1 1.3 0.138 3.2 1.4 0.156 3.1 1.4 0.146 3.3 1.4 0.163 23:00 3.3 1.4 0.154 3.3 1.5 0.166 3.1 1.3 0.136 3.2 1.4 0.149 3.1 1.4 0.146 3.1 1.3 0.135 3.3 1.4 0.163 23:15 3.1 1.2 0.128 3.0 1.3 0.133 3.2 1.4 0.157 3.0 1.3 0.125 3.1 1.4 0.142 3.0 1.3 0.131 3.0 1.3 0.136 23:30 3.0 1.3 0.133 3.1 1.4 0.140 3.0 1.3 0.135 2.9 1.3 0.123 3.0 1.3 0.131 3.0 1.3 0.129 2.9 1.3 0.117 23:45 2.9 1.20.112 3.0 1.40.132 3.0 1.3 0.131 2.8 1.20.107 2.8 1.30.122 2.9 1.30.121 3.0 1.30.132 Total• 0.160 0.162 0.167 0.163 0.154 0.150 0.143 Average 3.2 1.4 0.160 3.3 1.4 0.162 3.2 1.4 0.167 3.2 1.4 0.163 3.1 1.4 0.154 3.1 1.4 0.150 3.1 1.3 0.143 Min Time 03:45 03:50 04:50 03:00 01:55 03:00 05:15 05:20 05:20 05:25 05:05 05:05 04:45 02:35 04:00 02:40 02:45 02:45 02:50 01:10 03:00 Min Value 1.9 0.6 0.037 2.2 0.7 0.043 1.9 0.7 0.036 1.9 0.7 0.036 1.9 0.6 0.036 1.9 0.7 0.038 1.9 0.8 0.043 Max Time 08:25 07:45 07:45 10:50 08:30 08:30 10:40 10:40 10:40 10:05 11:10 11:10 08:35 08:40 08:40 10:10 08:45 08:45 08:35 08:40 08:35 Max Value 4.3 1.9 0.313 4.2 2.0 0.293 4.4 2.1 0.347 4.3 2.0 0.313 4.3 2.0 0.320 4.1 2.0 0.297 4.1 1.9 0.288 Week Avg 3.2 1.4 0.157 WeekTotal 1.098 ADS Environmental Services HB_121np11DFINAL(inches):Dep HB 12hnplWFINAL(teeUsec):Vel HB_12Unp11QFINAL(MGD-Total MG):Flow HB_RG02Mp11RAIN(inches):Rain 1000 PALM AVE. HB_12 Pipe Height:12.00 HUNTINGTON BEACH,CA HC 4.3909-4.3909 0.0000-0.0000 Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 4/7/02 4/8/02 4/9/02 4/10/02 Dep Val Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vet Flow Rain Dep Vel Flow Rain 00:00 2.9 1.3 0.119 3.0 1.3 0.136 2.9 1.3 0.122 2.7 1.2 0.098 2.4 1.0 0.076 2.4 1.1 0.076 2.5 1.1 0.088 00:15 2.7 1.3 0.110 2.7 1.2 0.106 2.8 1.2 0.108 2.7 1.2 0.098 2.3 1.1 0.074 2.3 0.9 0.063 2.4 1.1 0.077 00:30 2.6 1.1 0.086 2.6 1.2 0.093 2.6 1.1 0.085 2.6 1.1 0.085 2.2 1.0 0.065 2.3 0.9 0.060 2.3 1.0 0.065 00:45 2.5 0.9 0.074 2.4 1.0 0.076 2.6 1.1 0.087 2.5 1.1 0.081 2.1 0.9 0.057 2.3 0.8 0.056 2.1 0.9 0.056 01:00 2.7 1.1 0.093 2.3 1.0 0.070 2.5 1.0 0.079 2.5 1.0 0.077 2.1 0.9 0.053 2.4 0.9 0.068 2.1 0.9 0.057 01:15 2.9 1.2 0.111 2.2 1.0 0.067 2.5 1.0 0.079 2.3 0.9 0.065 2.0 0.9 0.050 2.5 0.9 0.069 2.1 0.9 0.053 01:30 3.0 1.3 0.123 2.1 0.9 0.057 2.4 0.9 0.069 2.3 1.0 0.071 2.0 0.9 0.047 2.5 1.0 0.074 2.2 0.9 0.059 01:45 2.9 1.2 0.112 2.0 0.8 0.045 2.3 0.9 0.061 0.03 2.2 1.0 0.062 2.0 0.9 0.051 2.4 0.9 0.063 2.1 0.9 0.053 02:00 3.0 1.3 0.122 2.0 0.9 0.053 2.1 0.9 0.054 0:02 2.2 1.0 0.060 2.0 0.7 0.039 2.3 0.9 0.061 2.0 1.0 0.054 02:15 2.9 1.2 0.115 2.1 0.9 0.051 2.2 0.8 0.054 0.01 2.0 0.9 0.049 1.9 0.7 0.037 2.3 0.9 0.062 2.0 0.9 0.054 02:30 2.8 1.2 0.110 2.0 0.9 0.050 2.1 .0.9 0.055 2.2 1.0 0.060 1.9 0.7 0.033 2.3 0.9 0.063 2.0 0.9 0.048 02:45 2.9 1.2 0.112 2.0 0.8 0.042 2.1 0.8 0.050 2.1 0.9 0.054 1.9 0.7 0.038 2.3 0.9 0.063 2.1 0.9 0.055 03:00 3.0 1.3 0.128 2.1 0.7 0.044 2.1 0.8 0.049 2.0 0.9 0.050 2.0 0.7 0.040 2.5 0.9 0.073 2.1 0.9 0.056 03:15 3.0 1.3 0.125 2.1 0.7 0.041 2.1 0.8 0.049 2.1 0.9 0.050 2.0 0.9 0.048 2.5 1.0 0.079 2.1 0.9 0.058 03:30 2.9 1.2 0.119 2.1 0.6 0.036 2.0 0.8 0.048 2.1 0.9 0.054 1.9 0.8 0.044 2.5 0.8 0.058 2.1 1.0 0.060 03:45 3.1 1.3 0.136 2.1 0.7 0.044 2.0 0.8 0.045 2.0 0.9 0.048 1.8 0.7 0.033 2.4 0.8 0.060 2.3 1.0 0.066 04:00 3.1 1.3 0.139 2.1 0.7 0.044 _ 2.0 0.7 0.042 2.0 0.8 0.045 1.9 0.8 0.042 2.5 1.1 0.083 2.4 1.0 0.077 04:15 3.1 1.3 0.140 2.2 0.8 0.052 2.0 0.7 0.040 2.1 0.9 0.056 2.0 0.9 0.049 2.3 1.0 0.069 2.4 1.1 0.081 04:30 3.1 1.3 0.136 2.3 0.9 0.062 2.1 0.9 0.056 2.0 0.9 0.048 2.2 1.0 0.066 2.3 1.0 0.065 2.5 0.9 0.069 04:45 3.2 1.4 0.146 2.3 0.8 0.056 2.0 0.8 0.043 2.0 0.9 0.047 2.3 1.0 0.070 2.3 1.1 0.073 2.6 1.0 0.083 05:00 3.5 1.5 0.184 2.3 0.9 0.061 1.9 0.7 0.039 1.9 0.8 0.043 2.6 1.1 0.090 2.6 1.2 0.096 2.6 1.2 0.092 05:15 3.4 1.5 0.175 2.2 0.8 0.053 1.9 0.8 0,040 2.0 0.7 0.040 2.7 1.2 0.103 2.9 1.3 0.125 2.7 1.2 0.099 05:30 3.4 1.5 0,172 2.4 0.9 0.063 2.0 0.8 0.045 2.1 0.8 0.047 2.8 1.2 0.112 3.0 1.4 0.145 3.0 1.4 0.140 05:45 3.5 1.5 0.194 2.6 0.8 0.068 2.0 0.8 0.043 2.4 1.0 0.072 3.3 1.5 0.171 3.3 1.5 0.170 3.3 1.5 0.173 06:00 3.9 1.7 0.240 2.8 1.1 0.097 2.1 0.9 0.053 2.4 1.0 0.075 3.5 1.6 0.197 3.6 1.6 0.200 3.5 1.6 0.204 06:15 4.1 1.7 0.267 2.8 1.2 0.108 2.3 1.0 0.067 2.4 1.0 0.073 3.5 1.6 0.202 4.0 1.7 0.254 3.9 1.7 0.251 06:30 1.3 2.9 1.3 0.128 2.5 1.1 0.080 2.8 1.3 0.113 3.8 1.7 0.237 4.1 1.9 0.283 4.0 1.8 0.268 06:45 3.4 1.5 0.182 3.3 1.4 0.159 2.6 1.1 0.093 • 2.7 1.3 0.111 3.8 1.7 0.233 4.0 1.8 0.259 4.1 1.8 0.272 07:00 3.5 1.5 0.182 3.5 1.6 0.199 2.8 1.2 0.113 2.8 1.3 0.117 4.0 1.8 0.269 4.0 1.8 0.267 4.1 1.9 0.291 07:15 3.6 1.5 0.190 3.4 1.5 0.176 3.1 1.3 0.138 3.0 1.4 0.144 4.0 1.8 0.271 4.2 1.9 0.294 4.1 1.9 0.292 07:30 3.8 1.7 0.238 3.4 1.5 0.181 3.3 1.5 0.167 3.2 1.4 0.160 4.1 1.8 0.281 4.0 1.7 0.256 4.0 1.7 0.256 07:45 4.0 1.8 0.264 3.6 1.6 0.211 3.3 1.4 0.155 3.4 1.5 0.173 4.0 1.7 0.252 4.0 1.7 0.250 3.8 1.7 0.227 HB_12Vnp11DFINAL(inches):Dep HB 12UnplWFINAL(feeVsec):Vel HB_12Wpl%QFINAL(MGD-Total MG):Flow HB RG021mpIkRAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 477/02 4/8/02 4/9/02 4/10/02 Dep Vet Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Vet Flow Rain 08:00 3.8 1.7 0.239 3.9 1.7 0.246 3.5 1.5 0.187 3.5 1.5 0.193 3.9 1.8 0.256 3.9 1.7 0.246 3.7 1.6 0.210 08:15 3.7 1.6 0.221 3.8 1.7 0.245 3.7 1.6 0.215 3.6 1.5 0.195 3.7 1.6 0.207 3.9 1.7 0.238 3.7 1.5 0.205 08:30 3.8 1.7 0.231 4.1 1.8 0.281 3.8 1.6 0.226 3.6 1.6 0.212 4.0 1.8 0.259 4.0 1.7 0.261 3.7 1.6 0.212 08:45 3.9 1.8 0.253 4.0 1.8 0.267 3.9 1.8 0.258 3.9 1.8 0.252 3.9 1.7 0.251 3.8 1.7 0.230 3.6 1.6 0.202 09:00 3.8 1.7 0.234 4.0 1.9 0.278 4.0 1.8 0.264 3.9 1.8 0.248 3.7 1.7 0.223 3.7 1.6 0.208 3.6 1.6 0.205 09:15 3.8 1.7 0.235 3.9 1.8 0.264 4.1 1.8 0.281 4.0 1.7 0.259 3.6 1.6 0.199 3.6 1.6 0.201 3.6 1.5 0.193 09:30 4.1 1.8 0.276 4.1 1.9 0.286 4.0 1.7 0.259 4.0 1.8 0.263 3.7 1.7 0.223 3.5 1.6 0.198 3.6 1.6 0.199 09:45 4.0 1.9 0.282 4.0 1.8 0.266 4.2 1.8 0.291 3.9 1.7 0.247 3.7 1.7 0.223 3.4 1.5 0.172 3.6 1.6 0.207 10:00 3.7 1.6 0.210 3.9 1.7 0.249 4.0 1.7 0.252 4.0 1.8 0.258 3.6 1.6 0.199 3.6 1.5 0.195 3.4 1.5 0.177 10:15 3.5 1.6 0.196 3.8 1.7 0.238 3.9 1.7 0.245 4.1 1.8 0.277 3.6 1.5 0.200 3.5 1.5 0.192 3.3 1.4 0.160 10:30 3.8 1.7 0.231 3.9 1.7 0.245 4.1 1.8 0.265 3.9 1.7 0.251 3.5 1.6 0.193 3.3 1.5 0.166 3.3 1.5 0.168 10:45 3.8 1.7 0.233 3.8 1.7 0.238 3.9 1.7 0.244 4.0 1.8 0.265 3.4 1.5 0.176 3.3 1.5 0.167 3.4 1.5 0.175 11:00 3.7 1.6 0.214 3.8 1.7 0.235 3.9 1.8 0.250 4.0 1.8 0.262 3.3 1.4 0.162 3.4 1.5 0.175 3.4 1.6 0.189 11:15 3.6 1.6 0.207 3.8 1.7 0.239 3.7 1.7 0.221 3.9 1.7 0.239 3.4 1.5 0.172 3.3 1.4 0.161 3.2 1.5 0.160 11:30 3.5 1.6 0.199 3.7 1.6 0.216 3.9 1.7 0.252 3.8 1.7 0.227 3.4 1.6 0.189 3.3 1.4 0.158 3.2 1.4 0.154 11:45 3.4 1.6 0.188 3.6 1.6 0.199 3.9 1.7 0.247 3.8 1.7 0.233 3.3 1.5 0.172 3.1 1.3 0.134 3.5 1.5 0.184 12:00 3.4 1.5 0.177 3.7 1.6 0.214 3.8 1.7 0.241 3.9 1.7 0.251 3.3 1.4 0.160 3.1 1.4 0.139 3.2 1:4 0.154 12:15 3.3 1.5 0.174 3.5 1.5 0.189 3.9 1.7 0.240 3.9 1.7 0.244 3.2 1.4 0.148 3.1 1.4 0.145 3.2 1.4 0.154 12:30 3.3 1.5 0.171 3.5 1.6 0.203 3.8 1.7 0.233 3.7 1.6 0.220 3.2 1.5 0.155 3.1 1.4 0.149 3.2 1.5 0.160 12:45 3.2 1.4 0.154 3.6 1.6 0.213 3.6 1.6 0.205 3.9 1.7 0.249 3.1 1.4 0.144 3.0 1.3 0.133 3.1 1.3 0.137 13:00 3.3 1.4 0.161 3.5 1.6 0.192 3.7 1.60.217 3.6 1.60.197 3.3 1.50.164 3.1 1.40.145 3.0 1.30.131 13:15 3.2 1.30.141 3.3 1.50.171 3.6 1.5 0.195 3.8 1.70.234 3.4 1.50.171 3.0 1.30.130 3.2 1.3 0.144 13:30 3.2 1.40.147 3.3 1.4 0.160 3.5 1.50.183 3.7 1.6 0.214 3.2 1.5 0.162 2.9 1.30.126 3.2 1.3 0.137 13:45 3.1 1.50.156 3.2 1.50.166 3.7 1.6 0.214 3.7 1.70.216 3.2 1.4 0.158 3.0 1.30.134 3.1 1.40.143 14:00 3.1 1.4 0.148 3.3 1.4 0.157 3.7 1.6 0.209 3.5 1.6 0.199 3.2 1.4 0.155 3.1 1.3 0.136 3.1 1.6 0.153 14:15 3.1 1.3 0.140 3.1 1.4 0.149 3.5 1.5 0.193 3.7 1.7 0.224 3.1 1.4 0.149 3.0 1.3 0.127 3.0 1.3 0.126 14:30 3.0 1.3 0.132 3.1 1.3 0.137 3.5 1.5 0.189 3.6 1.6 0.209 3.2 1.5 0.165 3.1 1.4 0.141 3.0 1.3 0.123 14:45 3.0 1.30.127 3.0 1.40.138 3.4 1.5 0.175 3.5 1.50.188 3.2 1.5 0.161 3.0 1.30.134 3.0 1.40.138 15:00 3.0 1.4 0.139 3.1 1.3 0.136 3.4 1.5 0.174 3.4 1.5 0.178 3.2 1.5 0.161 3.0 1.3 0.135 3.2 1.5 0.159 15:15 2.9 1.30.129 3.1 1.40.142 3.7 1.70.219 3.6 1.60.210 3.2 1.40.151 3.1 1.4 0.144 3.2 1.40.151 15:30 3.0 1.4 0.138 3.2 1.4 0.154 3.4 1.5 0.176 3.5 1.6 0.193 3.1 1.4 0.143 3.2 1.4 0.155 3.2 1.4 0.152 15:45 3.0 1.40.134 3.2 1.40.150 3.2 1.40.157 3.6 1.5 0.193 3.1 1.40.145 3.1 1.4 0.148 3.2 1.40.151 16:00 3.0 1.4 0.133 3.1 1.3 0.135 3.6 1.6 0.212 3.7 1.7 0.226 3.2 1.4 0.152 3.2 1.5 0.158 3.3 1.4 0.163 16:15 3.0 1.4 0.139 3.1 1.3 0.139 3.8 1.7 0.239 3.9 1.7 0.254 3.3 1.5 0.172 3.1 1.4 0.146 3.5 1.6 0.192 16:30 3.2 1.4 0.153 3.2 1.4 0.148 3.5 1.5 0.190 4.0 1.8 0.268 3.3 1.4 0.162 3.2 1.4 0.152 3.4 1.5 0.170 16:45 3.1 1.4 0.144 3.4 1.4 0.167 3.6 1.6 0.200 3.6 1.6 0.199 3.2 1.5 0.155 3.2 1.5 0.164 3.2 1.4 0.155 HB_12Vnp11DFINAL(inches):Dep HB_121mplWFINAL(feet/sec):Vel HB_12Unp11QFINAL(MGD-Total MG):Flow HB RG02Vnp11RAIN(inches):Rain Thursday Friday Saturday Sunday Monday Tuesday Wednesday 4/4/02 4/5/02 4/6/02 477/02 4/8/02 419/02 4/10/02 Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain Dep Val Flow Rain Dep Vel Flow Rain Dep Vel Flow Rain 17:00 3.0 1.4 0.139 3.3 1.4 0.160 3.5 1.5 0.190 3.3 1.5 0.168 3.2 1.4 0.153 3.3 1.5 0.172 3.2 1.4 0.156 17:15 3.0 1.40.137 3.3 1.4 0.161 3.4 1.4 0.169 3.7 1.60.223 3.3 1.6 0.167 3.2 1.5 0.155 3.2 1.4 0.157 17:30 3.2 1.4 0.148 3.2 1.4 0.155 3.3 1.5 0.166 3.5 1.6 0.198 3.3 1.5 0.171 3.2 1.4 0.155 3.9 1.7 0.249 17:45 3.1 1.4 0.144 3.3 1.40.159 3.4 1.5 0.171 3.6 1.60.210 3.5 1.60.194 3.4 1.50.181 3.9 1.70.240 18:00 3.3 1.5 0.169 3.3 1.4 0.161 3.5 1.6 0.203 3.7 1.7 0.227 3.5 1.6 0.196 3.4 1.5 0.175 3.4 1.5 0.170 18:15 3.2 1.4 0.160 3.5 1.5 0.185 3.6 1.5 0.191 3.7 1.7 0.226 3.3 1.5 0.169 3.3 1.5 0.167 3.4 1.5 0.177 18:30 3.1 1.4 0.144 3.4 1.4 0.170 3.4 1.5 0.180 3.7 1.7 0.225 3.5 1.5 0.183 3.6 1.6 0.204 3.6 1.6 0.203 18:45 3.2 1.4 0.146 3.2 1.5 0.161 3.3 1.4 0.162 3.8 1.7 0.235 3.8 1.6 0.223 3.6 1.6 0.203 3.6 1.6 0.209 19:00 3.4 1.5 0.182 3.4 1.4 0.171 3.5 1.6 0.195 3.7 1.6 0.216 3.7 1.6 0.206 3.7 1.6 0.204 3.6 1.6 0.208 19:15 3.4 1.5 0.186 3.3 1.5 0.169 3.5 1.5 0.187 3.9 1.7 0.250 3.6 1.6 0.206 3.6 1.6 0.203 3A 1.5 0.174 19:30 3.5 1.6 0.189 3.5 1.5 0.185 3.4 1.6 0.189 3.9 1.7 0.251 3.8 1.7 0.237 3.7 1.7 0.217 3.6 1.6 0.198 19:45 3.6 1.6 0.213 3.3 1.4 0.165 3.3 1.5 0.175 3.9 1.8 0.253 3.7 1.6 0.220 3.5 1.5 0.182 3.5 1.5 0.188 20:00 3.4 1.6 0.191 3.2 1.4 0.149 3.3 1.6 0.170 3.9 1.7 0.240 3.8 1.7 0.236 3.5 1.6 0.199 3.4 1.5 0.183 20:15 3.5 1.5 0.188 3.2 1.4 0.149 3.5 1.5 0.180 4.0 1.8 0.259 3.7 1.6 0.218 3.4 1.5 0.184 3.6 1.6 0.211 20:30 3.4 1.5 0.179 3.2 1.5 0.160 3.5 1.6 0.190 3.9 1.9 0.269 3.6 1.6 0.202 3.6 1.6 0.197 3.5 1.6 0.195 20:45 3.6 1.6 0.206 3.3 1.5 0.165 3.2 1.4 0.156 4.0 1.8 0.266 3.7 1.7 0.219 3.6 1.6 0.210 3.5 1.5 0.186 21:00 3.4 1.6 0.191 3.3 1.5 0.169 3.3 1.5 0.165 3.6 1.7 0.217 3.5 1.7 0.202 3.5 1.6 0.195 3.4 1.5 0.172 21:15 3.3 1.5 0.173 3.3 1.5 0.164 3.5 1.6 0.192 3.4 1.5 0.176 3.7 1.7 0.229 3.4 1.5 0.179 3.3 1.5 0.168 21:30 3.3 1.5 0.172 3.3 1.5 0.176 3.4 1.5 0.176 3.4 1.5 0.175 3.6 1.6 0.207 3.4 1.5 0.178 3.2 1.4 0.157 21:45 3.3 1.5 0,164 3.3 1.5 0.175 3.4 1.5 0.175 3.5 1.5 0.183 3.5 1.5 0.191 3.4 1.5 0.175 3.4 1.5 0.173 22:00 3.3 1.5 0.165 3.3 1.4 0.160 3.1 1.4 0.150 3.3 1.5 0.173 3.4 1.5 0.174 3.4 1.5 0.182 3.4 1.5 0.171 22:15 3.2 1.4 0.155 3.1 1.4 0.147 3.1 1.3 0.138 3.6 1.6 0.203 3.2 1.4 0.152 3.2 1.4 0.149 3.1 1.3 0.130 22:30 3.1 1.4 0.145 3.2 1.4 0.148 3.1 1.4 0.147 3.7 1.6 0.218 3.1 1.3 0.138 3.0 1.3 0.133 3.0 1.3 0.133 22:45 3.1 1.4 0.148 3.1 1.4 0.144 3.0 1.4 0.143 3.2 1.4 0.152 2.9 1.3 0.119 3.0 1.3 0.129 2.9 1.3 0.125 23:00 3.1 1.4 0.148 3.1 1.4 0.150 3.2 1.4 0.151 3.0 1.4 0.140 2.7 1.1 0.098 2.9 1.2 0.115 2.9 1.2 0.118 23:15 3.1 1.3.0.136 3.1 1.3 0.138 3.0 1.3 0.128 2.8 1.3 0.116 2.5 1.1 0.084 2.8 1.2 0.109 2.8 1.2 0.111 23:30 3.1 1.3 0.138 3.0 1.4 0.143 3.0 1.4 0.142 2.5 1.3 0.099 2.6 1.1 0.090 2.8 1.1 0.100 2.7 1.2 0.100 23:45 3.0 1.4 0.138 2.9 1.3 0.122 2.8 1.3 0.114 2.3 1.1 0.073 2.5 1.1 0.080 2.6 1.1 0.087 2.5 1.1 0.081 Total 0.167 0.00 0.150 0.00 0.156 0.06 0.170 0.00 0.155 0.00 0.152 0.00 0.152 0.00 Average 3.3 1.4 0.167 3.1 1.3 0.150 3.1 1.4 0.156 3.2 1.4 0.170 3.1 1.4 0.155 3.1 1.4 0.152 3.1 1.4 0.152 Min Time 00:45 00:55 00:55 02:45 03:20 03:35 05:15 05:10 05:10 05:05 04:00 04:00 03:45 03:55 03:55 04:30 01:50 00:50 02:05 02:35 02:35 Min Value 2.5 0.8 0.069 1.9 0.6 0.035 1.9 0.6 0.033 1.9 0.7 0.037 1.8 0.6 0.030 2.2 0.7 0.049 2.0 0.8 0.042 Max Time 09:40 09:45 09:45 09:40 09:00 09:40 09:55 09:20 09:50 10:20 09:10 10:20 07:30 07:30 07:30 07:25 07:20 07:20 17:40 17:40 17:40 Max Value 4.1 2.0 0.303 4.1 1.9 0.298 4.2 1.9 0.296 4.2 1.9 0.297 4.2 1.9 0.303 4.2 2.0 0.313 4.6 2.0 0.347 Week Avg 3.2 1.4 0.157 WeekTotal 1.102 0.06 MASTER SEWER PLAN For THE CITY OF HUNTINGTON BEACH Prepared By THE PUBLIC WORKS DEPARTMENT April , 1980 TABLE OF CONTENTS HEADING TITLE PAGE 1 . 0 7ntr.oduct-ion 1 1 . 1 Objectives 1 2 . 0 Synopsis of. the Lowry Study 1 2 . 1 Geographical Area of Plan 1 2 . 2 Background of Sewer Design 2 2 . 3. Methodology 2 3 . 0 Existing City & County Collection Systems 2 3. 1 Inter-relationship 2 3 . 2 Facilities 3 .3 . 2 . 1 City 3 (a) . Master Planned Facilities 3 (Sewer Trunks) (b) Local Collector Facilities 3 (c) Pump Stations 3 3 . 2 . 2. County 3 (a) Regional Sewer Trunks 3 4 . 0 Master Sanitary Sewer Facilities 3 4 . 1 City 4 4 . 1 . 1. Needed Capital Improvements to 4 Correct Existing Deficiencies and to Eliminate the Need for Existing Pump Stations 4 . 1 . 2 Long Term Projects to Correct 5 Anticipated Future Deficiencies 4 . 2 County Sanitation District System 5 4 . 3 City Sewer Service Charge 6 4 . 4 Cost Analysis of Sewer Service Fee 6 4 . 4 . 1 Summary of Sewer Service Fees 7 Necessary to Fund Needed . Improvements 5. 0 Conclusions- and Recommendations Master Plan of Sewers 1. . 0 Introduction In 1.978 , the CiLv of Fluntinclton Beach retained the engin- eering firm of Lowry and Associates to analyze the ability of the existing City and County sewer systems to accomodate existing and proposed levels of development. Although previous studies have been prepared for the City, none have been officially incorporated into an approved Master Plan for Sewers . The Lowry Study identifies potential future trouble spots in the City sewer system and recommends necessary improve- ments. The study also includes. an examination of the alter- natives for financing immediate and future capital improve- ments . The Lowry Study., in essence, provides major guidance for the orderly development of sewer facilities within Iluntin.gton Beach. This supplemental document and the Lowry Study, together , constitute the proposed Plaster Plan for Sewers in Huntington Beach. . The supplemental document updates the information contained in the. Lowry Study and provides additional direction and recommendations . The Lowry Study is being incorporated as the technical appendix of the Master Plan. Approval of this Master Plan will provide essential informa- tion and guidance for the improvements and construction. of sewer facilities within Huntington Beach. 1 . 1 Objectives The objectives of this Master Plan for Sewers are identi- fied and discussed in specific chapters of the Technical Appendix and include recommendations for the City' s present and ultimate sewer systems (Chapter 5) , flow generation and Peaking standards (Chapter 3) , the identi- fication of possible trouble spots in the present and future system (Chapter 4) , and a cost analysis of re- quired improvements, including an examination of financial alternatives for financing immediate and future construc- tion (Chapter 6 and 7) . -2 . 0 Synopsis of the Lowry Studv 2 . 1 The• Lowry Study includes all geographical areas that generate sewage tributary to the Huntington Beach system. Therefore, several unincorporated areas of Oranqe -County are included in the sewer plan , such as Surfside and Sunset Beach. Figure 11-1 on page 11-2 of the Lowry Study shows the geographical limits of the studv. 1 . • • . 2 . 2 Background of Sewer Design If sewer facilities are to meet anticipated needs , then they must meet or be constructed in accordance with acceptable design criteria. Such criteria should be adopted by the City as part of a Master Plan for Sewers . The Lowry Study includes recommended design criteria for the construction of future wastewater facilities and flow generation rates for the various land uses identified in the Land Use Element. In general , the criteria for design is based upon providing an adequate depth to diameter ratio. Figure 11-3 on page 11-9 of the Lowry Study illustrates safe sewer loading condi- tions . Sewer flows exceeding a safe loading condition are termed "overloaded. " A number of potentially "over- loaded" sewers have been identified in the Lowry Study by comparing anticipated flows with safe loading conditions . 2 . 3 Methodology One of the major accomplishments of the Lowry Study was the development of sewage generation rates for the various land uses identified in the Land Use Element . In determining these generation rates , the recorded data from twenty-four sewage metering stations was examined and then compared with the fifteen known land use categories, as defined in Table III71 , page III-2 of the Lowry Study. The validity of these generation rates was confirmed through a comparison with neighboring communities as shown on Table III-10 , page. III-23 of the Lowry Study. The generation rates were then applied to Present and anticipated land use categories as means of calculating sewage flows tributary to City sewers . The flow to individual sewers was then compared to the safe loading capacity (depth to diameter ratio) in order to evaluate sewer facilities and identify current and potential deficiencies, including the .need for additional facilities , the existence of overloaded sewers , and the need for pump station improvements . 3 . 0 Existing City and County Collection Systems. The Orange County Sanitation Districts , through seven separate . districts, provide regional wastewater collection, .treat- ment and disposal facilities for the major portion of Orange County.. The City of Huntington Beach is served by Districts No. 3 and 11 as shown on the 8 1/2" x 11" map titled "County Sanitation Districts of Orange Co. California 1978 . 3 . 1 Inter-relationship All sewage generated within the area of the Master Plan is transported to the Orange County Sanitation facilities . This is accomplished through an intricate system of gravity flow pipelines consisting of local collectors , City sewer trunks, pump stations , and County regional trunk facilities . The ultimate facilities map, included in this document, shows the existing and proposed loca- tion of City and .County trunk facilities and pump stations . 2 The Lowry Study was prepared and coordinated with exist- ing County Sanitation District Master Plans. The con clusions, findings, and recommendations of the Lowry Study are consistent and in conformance with County regional plans . 3. 2 Facilities 3 . 2. 1 City (a) Sewer. Trunk Facilities The existing trunk facilities are listed in Figure IV-1 , page IV-3 of the Lowry Study. Sewer .trunk facilities are generally those collector lines which connect directly into. Orange County. Sanitation District facilities and serve a specific drainage .area defined by the Lowry Study. City trunk facilities are generally 10 inches or larger in- diameter. (b) Local Collector Facilities For purposes of the Lowry Studv, local collector facilities were defined as all other sewer facilities not identified as a trunk line . Local collectors are generally 8 inches in diameter. These facilities are identified in several large scale sectional district maps maintained by the Public. Works Department. (c) Pump Stations Because of the City' s topographical features , it has been necessary to develop several sewer pump stations in order to meet the grades of the County regional trunk lines . The descrip- tion and locations of existing pump stations are listed on Table IV-9 , page IV-52 of the Lowry Study. 3 . 2.. 2 County (a) Regional Sewer Trunks County trunk sewers generally serve more than one local entity and therefore can be -classified as regional facilities . Regional trunk sewers encompass a drainage area of at least 3 , 000 acres . The list and location of existing Orange County Sanitation District regional sewer trunks are shown in Table IV-2 , page IV-4 and Figure IV-2 , page IV-11 of the Lowry Study. In addi- tion to these existing facilities, the County' s Master Plan includes construction of trunk lines and pump stations 'designed to relieve existing overloaded facilities. 4 . 0 Master Satary Sewer Facilities • 4 . 1 City System Table V-3 on Page V-7 .of the Lowry Study lists the recommended City of Huntington Beach capital improvements to correct deficiencies and to provide new trunk lines to serve undeveloped lands. Each of the proposed im- provements is categorized, per Figure VI-1 , page VI-4 of Lowry Study, as a short or long term improvement. The five short term improvements are recommended at this time for the correction of existing trouble spots . The proposed long term improvements, as discussed on pages VI-1 and VI-2 of the Lowry Study, need not be immediately implemented. They identify anticipated future spots and needed new facilities . These facilities and the projected cost estimates are listed below. 4 . 1 . 1 Needed Capital Improvements to Correct Existing Deficiencies and to Eliminate the Need for Exist- ing Pump Stations 4 ..1 . 1 . 1 Short Term Improvements Item Cost (a) Beach. Boulevard Relief Line $216 , 000 (10 inch) This project will eliminate an exist- ing capacity problem and -is currently under construction. (b) Ellis Avenue Sewer Line (10 inch) $116 ,000 This line will eliminate the need for the existing pump station on Delaware St. - at Franklin. (c) Study of Infiltration, in-flow, and $ 25 , 000 Oil Waste Source within the Hunting- ton Harbor Area. The lowry Study found there were un identified sources of wastewater entering the sewer collection system within the Huntington Harbor area. This study is currently - underway. (d) Warner Avenue Relief Sewer $580 ,000 This .will eliminate an existing cap- acity problem and in accordance .with an existing agreement will be turned over to the County for maintenance when completed . . (3) Parallel Garfield Sewer $ 39 ,000 This will eliminate an existing capa- city problem. Sub Total Cost $976 ,000 . 4 4 . 1 . 1 . 2 Long Term Projects to Correcq Anticipated Future Deficiencies Item Cost (1) Upgrade pump stations to provide sufficient capacity (a) Pump. station A $100 ,000 (b) Pump Station- G 100,000 (c) Pump Station B 100 ,000 (d) Pump Station D 100 , 000 (e) Atlanta Ave. Pump Station 100 ,000 (f) New Britain Pump Station 100 , 000 (2) Parallel Pacific Coast Highway Sewer $168 ,000 (3) Davenport Drive Force Main $108 ,000 (4) Parallel Orange Street Sewer $ 78 ,000 (5) Parallel Warren Lane Sewer $ 54 ,000 (6) Beach Blvd. Relief Sewer-Yorktown. $216 ,000 to Adams (7) Parallel Monroe Lane/Brush Ave: $ 84 ,000 Sewer (8) West Boundary Trunk $540 ,000 (9) Ellis Ave. Intercept $560 ,000 (10) Ellis Ave. Pump Station $400 , 000 (11) Talbert Ave . Bypass Sewer $245 , 000 Sub Total $3 , 053 ,000 Grand Total 54 , 029 , 000 4 . 2 County Sanitation District System Figure V-1 , page V-2 of the Lowry Study identifies the exist- ing and proposed County Master Planned trunk lines and pump- ing facilities . The proposed County Master Planned facilities are needed to provide adequate capacity in trunk lines and to. relieve overburdened pumping stations. The. County' s Slater Avenue pump station located adjacent to Central Park is currently overloaded and needs substantial rehabilitation due to its age . The major' County backbone trunk facility needed to alleviate overloading of County facilities in the westerly portion of the Citv_ is the Coast trunk line . Phase I of the facility (County Treatment P1antNumber Two to Lake and Walnut Street) is currently under construction. Phase II of the Coast Trunk Sewer, will extend from Lake Street to Goldenwest Street , and is scheduled for construction in 1981 . Additional phases , 5 . proposed by the County, include extending the Coast Trunk line to the Edwards Street and Slater Avenue area. The City should encourage the County to expedite the scheduling and construction of this. extension because this line would exclude the need for two existing pump stations (the Spring- dale Street at Slater Avenue and Brighton at Shoreham Lane stations) and eliminate anticipated overloading of local City sewer facilities in the area of Heil Avenue and Gothard Street. Additional County improvements include the construction of an interceptor sewer line along Newland Street between Pacific Coast Highway and Hamilton Avenue. This facility is scheduled for construction next fall . 4 . 3 City Sewer Service Charge Huntington Beach Municipal Code Section 14 . 40 establishes a sewer service fee to provide a source of funds for the maintenance and repair of sewer facilities. The fee is' a variable fee based on the type of development, number of residential units and location within try- City. For residential units on parcels, less than 10 , 000 square feet in size , the fee, with the exception of the townlot area, is $90 for the first residential unit and $60 for -each additional unit. Commercial and industrial properties are charged $300 per acre . These fees were established during 1963 and 1964 , and no ad- justment has been made over the past 16 to 17 years . During this period, construction costs have risen on an average of five percent per year, indicating the need for' an increase in . the City' s sewer service fee . 4 . 4 Cost Analysis of Sewer Service Fee The following cost analysis identifies the magnitude of the increase in the sewer service fee necessary to provide adequate funding for City sewer facilities . (a) Average current fee per acre (1964 to present) = $334 . 00 . (This is a weighted average based on the sewer service connection fees =collected, for all land use developments , in accordance with ,Chapter 14 . 40 of the H.B . Municipal Code. ) (b) Analysis of the required fee increase to maintain equal level with increased construction costs . (5% average over 16 years. ) $334 . 00 X compound interest factor 2 . 18 = $728/acre. (c) A secondary analysis of the adequacy of existing sewer fees has also been prepared and is based on the total estimated cost for needed sewer facilities . I 6 . Needed Master Plan Sewer Facilities $4 ,029 ,000 Cost to replace sewer lines in the old downtown area $4 , 400 ,000 5 year inflation $2 , 000 , 000 Sub Total $10 ,429 , 000 Less current fund balance (1 , 800 , 000) Total $ 8 , 629 , 000 Cost per acre $8 , 629 , 000 ; 15 , 401* acres = $560 . 29 *Total acreage within City 4 . 4 . 1 Summary of Sewer Service Fees Necessary to Fund Needed Improvements The projected cost, per acre, for providing and maintain- ing adequate sewage facilities within Huntington Beach is $560 . 29 . On the basis of our current sewer service con- nection fee, adopted and approved 16 years ago, the City collects an average acreage fee of $334 . 00 . Based on the two methods of fee analysis, in section 4 . 4 of this docu- ment, the sewer service connection should be increased approximately 100 percent. This increase would cover the projectd cost, per acre, for maintaining and providing adequate sewage facilities within Huntington Beach. 5 . 0 Conclusions and Recommendations Approval of this Master Plan for Sewers is recommended because it provides a basis for the orderly improvement and development of sewer facilities within Huntington Beach. Although exist- ing City and County sewer facilities within Huntington Bc.ach aregenerally adequate and in good condition, portions of the system, as identified in the Lowry Study, are potentially defi- cient because sewage flow levels are at capacity and several pump stations need to be upgraded or entirely eliminated . The Master Plan of Sewers identifies each of these deficiencies and suggests recommended County and City corrective improvements . The County improvements include the immediate construction of sewer reaches along Pacific Coast Highway, beginning at County treatment plant No. 2 and continuing north along Pacific Coast Highway . to Lake Street, and an interceptor trunk line along Newland .Street between Pacific Coast Highway and Hamilton. These improvements are , or will be, under construction this year. The suggested City improvements as listed in Sections 4 . 1 . 1 and 4 . 1 . 2 of this document include immediate and long term projects . Items (a) , (b) , (c) & (d) of the immediate improvements have or will be started this year. Additional recommendations of the Master Plan include the adoption of design criteria for gravity flow sewer facilities , including Unit Flow Generators , Safe Sewer Loading Conditions , Sewer .Pipe- line Design Criteria and an increase in the Sewer Service Con- nection Fees as summarized in Section 4 . 4 . 1 of this document. 7 LOS ANGELES COUNTY � t 4 fly+c ��ppPPL �! 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