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HomeMy WebLinkAboutHolly Seacliff Specific Plan - Approve revised language for t REQUEST FOR CITY COUNCIL ACTION ` April 6, 1992 Date Submitted to: Honorable Mayor and City Council Members Submitted by: Michael T. Uberuaga, City Administrator Y Prepared b : Michael Adams, Director of Community Development p Subject: HOLLY-SEACLIFF SPECIFIC PLAN 0.Consistent with Council Polio (�y. Yes New Policy or Exception pC1 [ ] Statement of Issue, Recommendation,Analysis, Funding Source, Alternative Actions, Attachments: oPi! k STATEMENT OF ISSUE• On March 16, 1992, the City Council directed staff to modify the suggested affordable housing language for the Holly-Seacliff Specific Plan. On February 10, 1992, Council took straw votes on a number of other issues . Staff has modified the language of the Holly-Seacliff Specific Plan as directed. RECOMMENDATION• Motion to: "Approve revised language for the Holly-Seacliff Specific Plan and adopt Ordinance No. 3128 . " ANALYSIS: The following is a summary of the revised language which implements the City Council direction on March 16, and on February 10, 1992. Affordable Housing: On page III-9, staff has modified the affordable housing language to require 15 percent, on-site within the Holly-Seacliff Specific Plan area which reads as follows : All developers of residential projects shall be required to submit an affordable housing plan in conjunction with any subdivision in accordance with the City' s adopted Housing Element. An affordable housing plan shall provide for on-site affordable housing within the Holly-Seacliff Specific Plan. The contents of the affordable housing plan shall include the following: �l P10 5/85 1. Fifteen (15) percent of the total units proposed shall be for households earning less than 120% of the Orange County Median Income. 2 . A detailed description of the type, size, location and phasing of the units being built. 3 . The estimated applicable sales price and rental rate of the units . 4 . Residential projects for households earning less than 80% of the Orange County Median Income may request a subsidy by one or more of the following : a . Direct financial assistance. b. Reduction in fees and/or exactions . C. Deviations from specific development standards of the Holly-Seacliff Specific Plan. Exception: An In-Lieu Fee may be applied on small projects . Parcels one (1) acre in size or less may pay a fee established by the City Council in lieu of providing on-site affordable housing units . School Facilities : On page II-12, staff has added language to the Specific Plan which is verbatim with the language which was read into the record on February 10, 1992 by the Director of Community Development which reads as follows : A School Facilities Impact Mitigation and Reimbursement Agreement shall be a condition of approval for any subdivision, tentative tract, or parcel map within the Specific Plan, The Agreement shall provide for the adequate mitigation of impacts on the elementary school district by providing adequate funding of school facilites necessary to serve the student population generated by the proposed development. This condition may be waived by the Board of Trustees of the Huntington Beach City School District, RCA 4/6/92 -2- (2719d) Gothard Street Median: On page II-14 , staff has added language to precisely identify the landscape median in Gothard Street between Ellis Avenue and Erenst Ave. which reads as follows: Landscaped medians shall be provided along Goldenwest Street, Gothard Street between Ellis Avenue and Ernest Avenue, Main Street, Seapoint Street and Garfield Avenue where approved by the City. Building Height: On page III-1, staff has added language which is consistent with the Planning Commission' s approved building height definition for low density residential which reads as follows : Building height shall be defined as a vertical dimension measured from the top of the highest roof feature, including mechanical equipment screening, to the top of the subfloor/slab directly underneath. In addition, the following standards shall apply: Sal Datum (100) shall be set at the highest point of the curb along the front property line. If no curb exists, datum shall be set at the highest centerline of the street along the front property line. IbI The differential between top of subfloor and datum shall be a maximum of two (2) feet as determined by Public Works. In the event that any subfloor. stemwall or footing is Proposed greater than two (2) feet above datum, the height in excess shall be deducted from the maximum allowable ridgeline height. ScZ Roofs shall have a 5/12 pitch or greater. In the case of proposed development adjacent to existing structures and infill development involving individual lots with a grade differential of three (3) feet or greater between the high point and the low point, determined before rough grading. Use Permit approval shall be required. Use Permit approval shall be based upon a building and grading Plan which terraces the building with the grade and which is compatible with adjacent development . RCA 4/6/92 -3- (2719d) Mixed Development : Beginning on page III-23, staff has pulled-out the mixed development provisions for futher evaluation and elaboration. The mixed development area in the Specific Plan is owned by a single landowner and staff has already initiated additional review with existing homeowners along Goldenwest Street. The revised mixed development provisions will be reviewed by the Planning Commission prior to City Council review. Also, an 8 acre site has been pulled-out and is currently being evaluated for a land use amendment from Residential to Industrial. Special Permits : On page IV-3, staff has added language which prohibits special permits for height and parking which reads as follows : For projects or operations requiring a variance or modification to the Development Standards contained herein, deviations up to ten percent (10%) may be approved via a special permit, except for height and parking. Deviations greater than ten percent (10%) may be approved via a conditional exception. FUNDING SOURCE• Not Applicable ALTERNATIVE ACTION: Motion to : "Direct staff to make modifications to proposed language. " ATTACHMENTS: 1. Revised Holly-Seacliff Specific Plan MTU:MA:RLF: jr RCA 4/6/92 -4- (2719d) CITY OF HUNTINGTON HOLLY - SEACLI FF SPECI F I C: PLAN V O L U M E 1 O F 2 M A R C H 1 9 9 2 ORDI NANCE NO . 3 1 2 8 ��a T A B L E O F C O N T E N T S Section Description Page I. INTRODUCTION A. Purpose and Intent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-1 B. Goals. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-1 C. Project Area Description. . . . . . . . . . . . . . . . . . . . . . . . . I-2 D. Planning Background. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 II. DEVELOPMENT CONCEPT A. General Development Plan. . . . . . . . . . . . . . . . . . . . . . . . . II-1 B. Land Use Categories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-1 1. Residential. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-1 2. Mixed Development. . . . . . . . . . . . . . . . . . . . . . . . . . . II-2 3 . Commercial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 4 . Industrial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 5. Open Space. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 C. Circulation Plan. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 D. Open Space/Recreation System. . . . . . . . . . . . . . . . . . . . . II-4 E. Grading Guidelines. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-4 F. Public Facilities . . . . . . . . . . . . . . . . . . . . . . . . . . . II-6 G. Community Theme Guidelines . . . . . . . . . . . . . . . . . . . . . . . II-12 III. ZONING AND DEVELOPMENT STANDARDS A. Purpose and Intent. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-1 B. Definitions. . . III-1 C. General Provisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-2 D. Development Standards. . . . . . . . . . . . . . . . . . . . . . . . . . . . III-10 1. Low Density Residential 1. . . . . . . . . . . . . . . . . . . III-10 2. Low Density Residential 2. . . . . . . . . . . . . . . . . . . III-12 3 . Low Density Residential '3 . . . . . . . . . . . . . . . . . . . III-15 4 . Medium Density Residential. . . . . . . . . . . . . . . III-17 5. Medium High Density Residential. . . . . . . . . . . . . III-20 6. Mixed Development . . . . . . . . . . . . . . . . . . . . . . . . . . . III-22 7. Commercial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-22 8. Industrial. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-23 9 . Open Space. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-23 i 1337D i Section Description Page IV. ADMINISTRATION A. Development Phasing Plan. . . . . . . . . . . . . . . . . . . . . IV-1 B. Public Facilities Improvement Responsibilities . . . IV-1 C. Methods and Procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . IV-2 D. Density Transfer Procedure. . . . . . . . . . . . . . . . . . . . . . . IV-3 E. Acreage/Boundary Changes . . . . . . . . . . . . . . . . . . . . . . . . . IV-5 V. LEGAL DESCRIPTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V-1 VI. MITIGATION MEASURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VI-1 HOLLY-SEACLIFF SPECIFIC PLAN TECHNICAL APPENDIX (Separate Document) ii 1337D LIST OF EXHIBITS Exhibit No. Title Following Page 1 Vicinity Map. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 2 Existing Zoning. . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 3 General Development Plan. . . . . . . . . . . . . . . . . . . . II-1 4 Planning Area I Development Plan. . . . . . . . . . . . II-1 5 Planning Area II Development Plan. . . . . . . . . . . II-1 6 Planning Area III Development Plan. . . . . . . . . . II-1 7 Planning Area IV Development Plan. . . . . . . . . . . II-1 8 Circulation Plan. . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 9 Open Space, Park and Trail Plan. . . . . . . . . . . . . II-4 10 Infrastructure Schematic Plan - Drainage and Sewer Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . II-6 11 Infrastructure Schematic Plan - Water Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-6 12 Community Theme Plan. . . . . . . . . . . . . . . . . . . . . . . . II-12 13 Main Street Streetscape Section. . . . . . . . . . . . . II-12 14 Goldenwest Street Streetscape Section. . . . . . . II-12 15 Gothard Street Streetscape Section. . . . . . . . . . II-12 16 Overlay Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-3 17 Recreation/Open Space Corridor Section. . . . . . III-4 18 Commercial/Industrial Separation. . . . . . . . . . . . III-4 19 Transportation/Trail Corridor Section. . . . . . . III-20 20 Biological Resources. . . . . . . . . . . . . . . . . . . . . . . . VI-13 iii 1337D -_ LIST OF TABLES Table No. Title Following Page 1 Land Use Table. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-1 2 Development Phasing Plan. . . . . . . . . . . . . . . . . . . . IV-1 iv 1337D i I. INTRODUCTION A. Purpose and Intent The Holly-Seacliff Specific Plan provides the development standards, design theme and administrative procedures necessary to implement the policies of the City of Huntington Beach General Plan and the Holly-Seacliff Master Plan (General Plan Amendment 89-1) . The Specific Plan also provides for application of mitigation measures contained in Final Environmental Impact Report 89-1 and implements the provisions of Development Agreement No. 90- 1 for the Holly-Seacliff area. B. Goals The purpose of the Specific Plan is to implement the goals of the Holly-Seacliff master plan, including: o Distribution of planned residential uses, definition of permitted housing types, and provision of a diversity of housing types . o Location, character and intensities of planned commercial, industrial and mixed development uses . o Alignments and design of arterial highways and locations of traffic control devices . o Design of community open spaces, parks, trails and recreation facilities . o Grading guidelines. o Design of required public facilities to serve existing and proposed development. o Design and implementation of the community theme elements . This Specific Plan is regulatory in nature and serves as zoning for- the Holly-Seacliff area. Subsequent development plans, vesting tentative tract maps, tentative tract maps, parcel maps and other entitlement requests for the project site must be consistent with both this Specific Plan, the City of Huntington Beach General Plan and the Holly-Seacliff General Plan Amendment No. 89-1. I-1 1338D 11 C. Project Area Description Location The Specific Plan covers 569 acres located in the central portion of the City of Huntington Beach as depicted in Exhibit 1 (Vicinity Map) . A legal description of properties included in the Specific Plan project area may be found in Section V. Present land uses surrounding the site include Huntington Central Park, Ocean View Mobile Estates and industrial uses to the north; residential and office uses to the east; the Huntington Beach Civic Center, Huntington Beach High School, Seacliff Country Club and residential uses to the south; and the Bolsa Chica lowlands to the west . The Holly-Seacliff Specific Plan excludes properties contained in the previously adopted Ellis-Goldenwest Specific Plan. Exhibit 2 illustrates the existing zoning within the Specific Plan area . Regional access to the project site is provided from the San Diego Freeway (I-405) directly from the Goldenwest interchange. Pacific Coast Highway (State Highway 1) provides access from coastal areas to the north and south. Local access is provided via Edwards, Goldenwest, Gothard and Main Streets and Ellis, Garfield and Yorktown Avenues . D. Planning Background There are a number of previous approvals related to land use regulations affecting the Holly-Seacliff Specific Plan Area . These previous approvals include: 1. The Ellis-Goldenwest Specific Plan, approved by the Huntington Beach City Council through its adoption of Ordinance No. 2998 on June 26, 1989 . (Not a part of the Holly-Seacliff Specific Plan. ) 2. Final Environmental Impact Report No. 88-2 prepared for the Ellis- Goldenwest Specific Plan (adopted on May 1, 1989, by Resolution No. 6022) . 3 . Holly-Seacliff General Plan Amendment No. 89-1 approved by the City Council through its adoption of Resolution No. 6098 on January 8, 1990. 4 . Final Environmental Impact Report No. 89-1 prepared for the Holly- Seacliff General Plan Amendment (adopted on January 8, 1990, by Resolution No. 6097) . 5. Holly-Seacliff Development Agreement No. 90-1 (adopted on November 5, 1990, by Ordinance No. 3080) . \V I-2 1338D � to La h � .per W 9` SLATER AVENUE N 3 TALBERT AVENUE 3 CENTRAL W rq� W PARK 0 Fqr � ELUS AVENUE GARFIELD AVENUE YORKTOWN AVENUE H.B. �O1 HIGH � �s SCHOOL CIVIC CENTER AVENUE SEACLIFF ADAMS AVENUE COUNTRY CLUB A nc Q N O m c oq� Q J N O = Z U O Y m O ix fr m 'c qy EXHIBIT 1 CITY OF HUNTINGTON BEACH VICINITY MAP HMV-MCUF ° MEA FORM\ ''y a (-I J GPI rl ;•�,,� MI.CD f uAl I ml D) ea.* All I co 0 > -—--—--—--— m-I R Ml-0-CD o, 2 all, !F­- : ! J. __v I RA-0 % RA-0-CD M2-0 .0 w ELLIS-GOLDENWEST SPECIFIC PLAN W-0 op RA-0 � /"v , RA-01-C MI-01 MI-0 ml-cl' op p Pi "Co i us op A2 •RA- .. Op '. CC-CZ-1, R2 R4-0 1 CI-0 ml I R2 R2 MI-A 0 0 RA-0 :tA.. R ROS-� M2-01- 42 R2 R4-0 m I-0• low C2 vp RI -0-PD 6 r,-� ROS 0 RI R 2 Rl R2-0 R4.01' RI i t7 RI C2-0- C2-0 "46", Rl R2 0 cD,1-1 .. --lf2 0 14% Rl OP-0-CD RD- Ros-C, Rl C -0-CD 2.0 P CAI§ -0 RI RI 4 R4-01 V kzv c,cl, �4- C CF- CF-E-CD -o-C 0 o A2 POO cl�\ s ,Pc�-V I F-E-CD Al I EXHIBIT 2 CITY OF HUNTINGTON BEACH EXISTING ZONING H The Holly-Seacliff Development Agreement establishes the contractual development responsibilities between the City of Huntington Beach, Pacific Coast Homes and Garfield Partners regarding project phasing, open space dedications, infrastructure improvements, reimbursable costs and other obligations for each party. Although the Holly-Seacliff Development Agreement applies only to the portions of the Holly-Seacliff area to be developed by the parties specified in the Agreement, it does provide for the future public infrastructure improvements for all the Holly-Seacliff area. The Specific Plan is an integral component for the implementation of the Development Agreement. The Holly-Seacliff Specific Plan is divided into four Planning Areas (I through IV) and establishes the general provisions and procedures to implement development of the Holly-Seacliff area under General Plan Amendment No. 89-1 . I-3 1338D �7 II. r7 ELOPMENT CONCEPT II . DEVELOPMENT CONCEPT A. General Development Plan The development concept for the Holly-Seacliff Specific Plan is designed in concert with the site' s cultural and natural features to provide for a variety of compatible land uses: residential, commercial, mixed development, industrial, open space, parks and recreation areas . The Holly-Seacliff area will be a large master-planned community located within the central area of the City of Huntington Beach. Residential areas are planned at a range of densities to provide a variety of housing types, ranging from large detached single-family homes to various types of multi-family dwellings . The lower-density residential areas are located in the western and central portions of the project and the area abutting Seacliff Country Club. The medium density areas are predominately located in the eastern and central portion of the community, along Garfield Avenue, Main Street and Gothard Street . Medium-high density areas are planned along Garfield Avenue, near planned commercial and industrial uses . A total of 475 residential units are also planned as part of a mixed development project as part of the Seacliff Village area. An industrial park area is centrally located within the community, at the intersection of the major arterial roadways for convenient access and exposure. Neighborhood and convenience commercial centers will be located along Garfield Avenue to serve the residents' shopping and service needs . The Specific Plan also identifies public facilities including three neighborhood parks . The project is divided into four individual Planning Areas (I through IV) , as shown on Exhibit 3, General Development Plan. A summary of land uses within each Planning Area can be found on Table 1, Land Use Table. The purpose of identifying individual Planning Areas is to allow development of individual distinct identities, focusing on the particular character of land uses within each of the specific areas . B. Land Use Categories The following sections describe the development concepts for each land use within the four Planning Areas . 1. Residential Land Uses The Holly-Seacliff Specific Plan provides for a range of residential densities and a variety of housing types, consistent with residential densities permitted throughout the City of Huntington Beach. II�1 1339D TABLE 1 HOLLY-SEACLIFF SPECIFIC PLAN LAND USE TABLE AVERAGE DEV. PLANNING PLANNING LAND USE GROSS TOTAL MAXIMUM DENSITY STANDS. AREA UNIT CATEGORY ACRES UNITS DENSITY (GROSS) (PAGE) I 1-1 RESIDENTIAL-ESTATE 6 16 4 2.6 III-7 I-2 RESIDENTIAL-ESTATE 26 90 4 3.6 III-7 I-3 RESIDENTIAL-ESTATE 16 66 4 3.4 III-7 I-4 OPEN SPACE 16 III-29 SUBTOTAL 64 160 II II-1 RESIDENTIAL-LOW DENSITY 2 62• 310 7 5.0 11I-13 11-2 RESIDENTIAL-MEDIUM DENSITY 40 416 15 10.3 I11-16 II-3 RESIDENTIAL-MEDIUM DENSITY 34• 390 16 11.6 III-16 II-4 RESIDENTIAL-MEDIUM-HIGH DENSITY 9 170 26 18.8 III-19 II-6 RESIDENTIAL-MEDIUM-HIGH DENSITY 4 75 25 18.8 III-19 II-6 RESIDENTIAL-MEDIUM-HIGH DENSITY 4 75 25 18.8 III-19 II-7 RESIDENTIAL-MEDIUM-HIGH DENSITY 6 100 25 16.6 III-19 II-8 INDUSTRIAL 32 III-28 SUBTOTAL 191 1,536 III III-1 RESIDENTIAL-MEDIUM DENSITY 19 260 15 13.7 I11-16 III-2 RESIDENTIAL-LOW DENSITY 1 109 550 7 5.0 111-10 III-3 RESIDENTIAL-MEDIUM DENSITY 11 140 15 12.7 I11-16 III-4 RESIDENTIAL-MEDIUM HIGH DENSITY 10 220 25 22.0 III-19 1Il-5 RESIDENTIAL-MEDIUM DENSITY 18 240 15 13.3 III-16 III-6 COMMERCIAL 7 I11-27 III-7 RESIDENTIAL-LOW DENSITY 1 12• 40 7 3.3 III-10 III-8 OPEN SPACE 16 III-29 SUBTOTAL 202 1,450 IV IV-1 RESIDENTIAL-MEDIUM DENSITY 16 155 15 9.7 III-16 IV-2 RESIDENTIAL-MEDIUM DENSITY 8 70 15 8.8 III-16 IV-4 MIXED DEVELOPMENT 53 475 25 14.4 I11-22 IV-6 INDUSTRIAL 22 III-28 IV-6 COMMERCIAL 4 III-27 SUBTOTAL 103 700 TOTAL 560 3,845 ' Includes 4-acre Neighborhood Park. 4 t L EG EN O LOW DENSITY RESIDENTIAL •+ow•c w 1t • LOW DENSITY RESIDENTIAL 7 R47 .i ow•c LOW DENSITY RESIDENTIAL I ✓, \ RIA MEdUM DENSITY RESIDENTIAL • t i I'� ! ........... .........\\ RMH MEDIUM•NIOH DENSITY �\ RESIDENTIAL RL-1 aouAc • — — \ ......__... —� \\ MIXED DEVELOPMENT t RL 3 112 t, U t............ 1S ... ..._...—.R1-2 M COMMERCIAL RL-1 ELLIS•GGLDENWEST '- �• 5 ' _I....... ... ..... .._.. SPECIFIC PLAN _�...... ... _.� �, I 1 _. z I 1 1 INDUSTRIAL • AREA .._ II e..•—.•—..� I I RM '\ [ OPEN SPACE IRMH fJ �_ 11.6 1 PLANklN6 AREA os .._.._................... ( H PLANNING UNIT ,. RL-1 IIIFB �. —"""" _ _—"—'— 1 _'""'"' O NEIO.BORHO O.PARRS os RMH ' .. -• - RM ). t AeW Ave mm 111.3 Iffd I 1116 RM RMH C111-5 OS c RM I W M RM .• �L I `• ! ........... - - / RL•2 ma N A.P f M� RL-2 '� �'6Y Avemi• �! )�"— ,-'. Clay Avan e- t IV-4 MD _. COASTAL ZONE • ` •` �• BOUNDARY--• • %♦ ♦A V `••� or own venue EXHIBIT 3 CITY OF HUNTINGTON BEACH GENERAL 12EVELOPMENT PLAN I I Fo" i i RL-1 wnn�.ro. 15 DC III _a ■ I ' I• 1-2 j RL-1 ■ 90 DU 3 ■ ' a �.ia.�ii■ifs•1-4 I 166 A '---- -- f 1-3 RL-1 s 16 AC 55 DU GOr/jefd Venue COASTAL ZONE/ 3OUNDARY—+ NOTE: See Exhibit 10 for Landscape Legend. EXHIBIT 4 PLANNING AREA F�_�s CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN a v N ti C W = U i = ER O Ur Ellis Avenue i i 1 RL-3 i 11.2 l 62 RM = o U 40 AC j -INCLUDES 4 AC 415 DU PARK ` II-6 RMH 1 1-3 4AC`\RM 75 DU - 34 AC 390 DU II-5 'INCLUDES 4 AC i PARK 9. RMH 4AC 75 DU IG II-4 ee� 32A RMH .� 11-7 9AC s RMH 170 DU I . 6 AC 100 DU Garfield Avenue NOTE: See Exhibit 10 for Landscape Legend. EXHIBIT' S PLANNING AREA II CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN I jqw,4N 1,1 r COASTAL ZONE BOUNDARY r lOS Garfield Avenue / 16AC Lr.r1 ii RM - II1-3 111-5 l� , 111-6 III-4 e` 2soADu 1RM RMH RM 7 AC .®i.. •5` --�j i 140 DU 220 DU ; 1 AC 10 AC 240 DU OS �~ �o ., 111-7 yea ------ ' RAC' 10 DU ♦� \ 1 .r+.� INCLUDES AC PARK 1'•!j III-2 109 AC ± CtaY Avenue 550 DU E( i t s NOTE: See ExhIblt 10 for Landscape Legend- 6 z. EXHIBIT 6 PLANNING AREAIII -� CITY OF HUNTINGTON BEACH ; DEVELOPMENT PLAN Garf,eld Avenue 13.91 IV 5 R 4 AC 22IAC 16 AC 155 DU IV-2 N.A.P. r4 8 AC RM 70 DU lay Avenue I IV-4 MD .41 53 AC 4 DU `�o 75 v � 3 c 'a o g Yorktown Avenue J t NOTE: d See Exhibit 10 for Landscape Legend. t EXHIBIT 7 PLANNING AREA IV CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN M8LL'Y-SEZQC'LHF G�LE-Z� L[PLCOFOC FU a. Low Density The Low Density categories are characterized by densities ranging from 4 to 7 dwelling units per acre. Lots located in Planning Area I (RL-1) will be oriented to maximize their relationship to the linear park and provide unobstructed coastal views from blufftop areas . Permitted uses include lot sale subdivisions and detached single-family home subdivisions. Low-density uses (RL-2) in Planning Area III are planned for areas abutting the private Seacliff Golf Course. Low-density (RL-3) uses in Planning Area II are planned as small lot detached single-family homes oriented in a traditional neighborhood setting. b. Medium Density The Medium Density (RM) category is planned to include densities ranging from 7 to 15 dwelling units per gross acre. Product types include single-family detached, single-family attached, and multi- family residential homes . Medium Density areas are planned within Planning Areas II, III and IV. The single-family attached products will be two-story townhomes or flats . The multi-family units will be two and three-story condominiums/stacked flats and apartments. C. Medium-High Density The Medium-High Density (RMH) category is characterized by densities ranging from 15-25 dwelling units per gross acre. Product types include multi-family uses such as condominium/stacked flats and apartments . Single-family attached units will be permitted, however this category will be primarily multi-family uses . Medium- High density areas are planned within Planning Areas_ II and III , along Garfield Avenue. 2. Mixed Development The Mixed Development category allows for the creative ` combination of commercial and residential uses in a ; compatible manner. Residential products are expected • II-2 1339D to include townhomes, condominiums, stacked flats and apartments . The location for this use is in Planning Area IV, directly across from the Civic Center. The proposed uses will be clustered around the existing Seacliff Village retail center providing a focal point for the entire project area. 3. Commercial Land Uses Commercial land uses within the Holly-Seacliff Specific Plan Area are planned along Garfield Avenue within Planning Areas III and IV. The uses for these sites are expected to be those characteristic of a neighborhood commercial center, designed mainly to meet the local community shopping needs and reduce trips outside of the project area. 4. Industrial The Industrial area, which currently is the center of oil production and oil-related services and storage uses, is intended to be developed as light industrial.The Industrial land uses within Holly-Seacliff are located at the intersection of Garfield Avenue and Goldenwest Street, within Planning Areas II and IV. 5. Open Space Open Space areas are designated within Planning Areas I and III. These areas are planned to be incorporated into the Bolsa Chica Linear Regional Park which will feature trails and passive recreation uses. C. Circulation Plan The Circulation Plan, Exhibit 8, depicts the general alignments and classifications of arterial highways within the Specific Plan area. The Circulation Plan is in accordance with provisions contained in the Holly- Seacliff Development Agreement 90-1. The Development Agreement provides a phasing plan for street improvements to correspond to the phased development in the Specific Plan area and to comply with and satisfy mitigation measures contained in Final Environmental Impact Report No. 89-1. Additionally, as stated in the Development Agreement, development projects within the Specific Plan area will be conditioned to participate in construction or fair-share funding associated with required infrastructure improvements needed to serve the Holly-Seacliff area. .O� II-3 1339D LEGEND a MAJOR ARTERIAL NONWAr W E 1Mr.•DMIO.d OMIW A.•nrw 1101 M OotOwrwal OMOwrwM st w(S.A.W O.rR.WI Ilk Ar•rmue MOO.REO MAJOR MONIeAY !L_•D~ Or1WW A-(E..1.f S..pe1M, Do.Wol of to.n..sll 'v OOM•rrwm St W(Nonn.1 G.rfhM) PRIMARY NONWAY RL-1 •L.--Dwood l -- I !M•A.•nu•IW1 of fJONM.) -^- N.J.Strom RL-3 r1 s..larnSt—I tl RM I Y.=Avw.w •\ MONIED SECONDARY—Al ELLIS•OOLDENWEST L.--Df.M.e RL-1 SPECIFIC PLAN i � I OodboAd A. (1Y.•f em S..00►rO AREA SECONDARY NIONWAY A L.,•DI.Med — — — RM i Ee.we.Str•u Enl.A—(E..1 of OWnwA) RMH Detn.re St—I —— NOTE: IDS R s..T"""Aoo.na.1.ryx-O r..r I MH I r.alt...rrww•"unpp p1.fM,A!lea* R L-1 RMH •n•w•.crown•e.•be pubft.awes RMH I A'•1E"'I•°wnn jE w%kfi .Yao•Ivm OS ML APF RM C caA.Ia Awnw .•� I RM RMH I C RM CIS I RM N.A.P. RM RL•2 RL-2 ���►�viiW-- Clay Avo wo MD COASTAL ZONE OOONDARr--- a n wnw EXHIBIT 8 CITY OF HUNTINGTON BEACH CIRCULATION PLAN The overall circulation concept relies on a hierarchy of circulation features ranging from major arterials to local residential streets. The system is designed to accommodate City-generated through-traffic while discouraging intrusion into individual neighborhood areas . Orange County Transit District bus stops shall be provided at locations as shown on Exhibit 12 . Additional bus stops may be required at the time of development . A transportation corridor has been designated within Planning Area II . See Development Standards for Residential Medium and Medium High Densities for details . All streets shown on the Circulation Plan are public streets unless otherwise indicated. All public streets shall be developed to local street standards (as a minimum) as shown on the Standard Plans of the Public Works Department. All new traffic signals installed as part of development within the Specific Plan area shall be equipped with "Opticom" control devices . Detailed street plans and operational criteria can be found in the Holly Seacliff Specific Plan Technical Appendix. D. Open Space/Recreation System The Specific Plan designates 44 acres of open space and park uses (see Exhibit 9) . Thirty-two (32) acres within Planning Areas I and III are to be dedicated per Development Agreement 90-1 to the City for the Bolsa Chica Linear Regional Park, which is planned to form a continuous open space corridor along the bluffs between Talbert Avenue and the Pacific Coast Highway for trails and passive recreation use. Three neighborhood park areas with a minimum of four acres each are designated per Development Agreement 90-1 within the residential neighborhoods in Planning Areas II and III . These neighborhood facilities will provide local open space and recreational amenities. Neighborhoods within the Specific Plan area will be linked to major open space/recreation facilities such as Huntington Central Park and the Bolsa Chica Linear Regional Park by bike lanes on all arterials. Private recreational facilities will typically be provided within the multi-family residential projects for the use of the residents within these developments, adding to the public recreational opportunities available within the Holly- Seacliff project. E. Grading Guidelines Grading will be required to construct streets, infrastructure and other site improvements and to create properly drained development areas. II-4 1339D CENTRAL PARK L E G E N D :' 'a;,•✓.M•die`"`•!!'!.'.,!MM°'ariirc• ...,Irw�.` i:ir p'.'�,r,i • g;,rX�'.�.•�j:.�FA�t� •<��.,,:h •�3".s` ;••�K�r •��•• CU77 I BIKE FRAM �.Fk>;,�., <��k',S's.,�,a.,<.9.�i,'n4.r. 15, 'X?.h2��'• >:�b•;>2: 3., '-,"a.'i:"1,i,. ;a:�l`'i;?':"�s`aa �.; ip'�z 9•a,�. ;iw;5::' �:�G.'. "ir�t.<; '�`i x<£o,,Y.,,S.�rk,• ;�:<3' ;'`Ir�Sam:;�a� %.;§�,ri.. ,,.0.,;..�«�.'�<i?,h�o;�.•,:.:.r�-�ri�-'` z�;: 'fis•;.q�•r„'.u;�f.�ba'r' • p s.•, x •'•"'h`= � p CLASS 11 RICF TRAIL I$y Yx< S el.wway' k+x :eYa a •:"Sv H^;py,.; EIIN Avonw :::::::.........:. .»:::i:�:;y>:�::::•.;' ::'�i+:i'.:::: w...' FGUE7FRIAN TRAIL v:•.: RECREATIOM AREA LINEAR PART( :•::::::: e. R Y € N 6 L-1 {^^ ?"�)`� ......w....� � 1 � ,�'.',�!,�;j'.�'.'���.',�i•,:,:,��''....'.,' SCENIC COQQIOOR = Rl-3 RM I^ TRANSPORTATION/ FBI ggg� TRAIL CORRIDOR RL-1 ELLIS-GOLDENWEST SPECIFIC PLAN \ ' ►AQC SITE AS IDENTIFIED M :........... ..... / AREA N60 \ I Npl RECREATION ELEMENT R •\ i •:;::: i 3 RMH RL-1 ! RMH .... !�' C = RMH td RM c :<;: ;':<:i•e.;;: I RM RMH � RM RM N59 i ')E' N.A.P. RM CbY Ave— MD IM COASTAL ZONE BOUNOAgv g� =',,p'. ;,�,,,,v-.K.1_`k"�IsF b.,r��•''i 'R� 84�r.�,}'�,%�!�b,, or own vonuo. EXHIBIT 9 OPEN SPACE CITY OF HUNTINGTONfBEACH(r PARKI AN® TRAILS PLAN rL U 0 L L7-�4`E Q"'L lf�"lt�" &IN 7E Zr O lr r� I� I�Q U�J Another grading objective will be to balance cut and fill within the project area . It is intended that borrow sites, stockpiling and normal grading operations and procedures will occur within each of the individual planning areas . The major grading constraint for the area is the elevation of existing public infrastructure facilities as they relate to the existing grades in the area. All reasonable efforts will be taken in the design of improvements and building pads to minimize the amount of grading required to accomplish workable and safe elevations through good engineering practices . All grading within the Specific Plan area will require a grading permit and will be governed by soils, foundation and other geotechnical reports prepared by registered professional civil and geotechnical engineers, building codes, established engineering practices and City ordinances . The maximum slope ratio, horizontal to vertical, will be 2 : 1 unless otherwise recommended by a geotechnical engineering report and approved by the City. Grading will occur in Planning Area I to lower grades near the intersection of Edwards Street and Garfield Avenue to meet safe highway design criteria, to increase useable areas within the linear park and to create and enhance coastal view opportunities. In Planning Area II, grading will be necessary for the construction of arterial and local street improvements and the installation of master-planned drainage and sewer improvements within unimproved ravines . The ravine areas will be incorporated into a neighborhood linear park feature with slopes no greater than 2: 1, in accordance with the schematic cross section on Exhibit 17. Within Planning Area III, grading will be required to create and stabilize development areas and to direct runoff to master-planned facilities. Within Planning Area IV, grading will occur primarily in the Mixed Development area, concurrent with the widening of Goldenwest Street and removal of the existing abandoned reservoir. The following guidelines are provided to enhance the visual form and character of manufactured slopes within the community: 1) Grading shall be consistent with City policies and incorporate safe grading techniques to provide for proper engineering practices and ensure adequate site drainage. . A II-5 1339D 2) Blended and variable slopes shall be employed to restore a natural appearance within the framework of grading that is geologically safe. 3) There shall be a smooth transition where graded slopes meet existing grades . A transition at both the top and toe of slopes should also be provided. 4) Graded slopes shall be revegetated or landscaped per City approval. F. Public Facilities 1. Infrastructure Plan The Infrastructure Schematic Plan, Exhibits 10 and 11, identifies existing and proposed storm drain, sewer and water facility improvements to serve development within and surrounding the Specific Plan area. A specific analysis of infrastructure requirements and detailed design, construction and phasing plans can be found in the Holly-Seacliff Specific Plan Technical AvRendix. The Technical Appendix also includes detailed arterial street sections, right-of-way requirements, traffic control systems and phasing plan. Developers within the Specific Plan area will be responsible for the construction of public facilities improvements on a fair-share basis, as described in Section IV, Administration. a. Storm Drains Existing storm drainage facilities are maintained by the City of Huntington Beach, Public Works Department. The majority of the Holly Seacliff project area will drain via improved swales or proposed underground conduits into four primary runoff outlets. The first of these primary outlets consists of drainage collected from the northwest portion of the project draining north. This runoff is either collected in a proposed storm drain system from Edwards Street northeasterly to the Ellis Avenue crossing, or drains in an improved swale north to the Ellis Avenue crossing. The second primary runoff area consists of flows collected from the northeast and central portion of the project. The existing swales in Planning Area II will be upgraded and improved to accommodate both sewer and underground storm drain facilities . Storm drain systems will be added in Goldenwest Street from Garfield Avenue to midway between Ellis and Garfield Avenues, and in the realigned Gothard Street from Ernest Avenue to midway between Ellis and Ernest Avenues . �O II-6 1339D L E G E N j 18 °I I S&WER urea pax, N✓1 i l 1 1 ' I NOTE: ..• I / / e..iKMCM Appn 4.ra lnh..wctw. S. u+Sl~ I f \ CNAIM. RL.1 �' i i or J II / RL-3 � J RM i --Rl OOLDENWES7 I /• I ECIFIC PLAN// I AREA I It I� RM , -- — — -- �i .,'•\ I � III i \ �I% OS (i R. I'I I MH RMH RM OS RM %L RM RMH I C RM OS -, • •' I RM RM RL-2 \ RL-2 i J. f.bY A\'- MD COASTADow O�L IOrrE EXHIBIT 10 Drainage and Sewer Systems CITY OF HUN INGTON BEACH INFRASTRUCTURE SCHEMATIC PLAN plop"" L E G E N D !J son*s� r I' lire L_...�.. �P110"d T-1 R,�..rvyi I••: roTASIE WARR •� $IOr.pp IpIK1 btJlbn MW pl. •� • bEHE e.ANomwEl ` j r I ; 1}— .... .... .. . ....... ...... �!.__.._.. JWebftn Md A.ppC41M NOTE: lw Tw 81 AppWWh Id YN...ryfww UNNM. �.�RlJp>t$Y'I' qqli) RL-3 Ii Cj RM II S ' � • s I� ELLISGOLDENWEST �' �'\ Ii` RL•1 it SPEC3FICPLAN �' AREA 'ii 1i — RM L J ,iRMHRL-1 RM os ,..:. _ __ / RM ry / �MpS won RMH IRM I / RM II' RL-z N.A.P. / iRM RL-2 /r 7�Y�veMM 1I'M EftwV I cwy A-- PUM SINbP MD E I i;i COASTAL LONE EXHIBIT 11 Water Systems CITY OF HUNTINGTON BEACH INFRASTRUCTURE SCHEMATIC PLAN HOO ���'i � .0 QC�L��[�G� f GOf C OCCO�[�00 [P - f T . The third primary runoff area consists of flows collected in the most westerly and southwesterly portion of the area. All runoff from these areas drains to the south and through a detention basin at the downstream end of the Seacliff golf course. This basin has been designed to accommodate the future flows from development. The fourth drainage area consists of flows leaving the project area through the southeast portion of the site. Flows from this area will be transported off the site via an extended storm drain system in Garfield or through the developed areas of the Pacific Ranch project. Developers shall be responsible for the construction or funding of drainage facilities within their project and/or off-site facilities necessary to serve the development. If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Storm drain system improvement requirements and design criteria may be found in the Holly-Seacliff Specific Plan Technical Apvendix. b. Sewer Facilities Existing sewer facilities for the project area are maintained by the City of Huntington Beach, Public Works Department and the Sanitation District of Orange County, District Nos. 3 and 11. The City' s Master Plan of Sewers indicates that four major trunk lines and one City pump station will be required to ultimately collect and convey sewerage from the project area . Generally, sewer lines 8-inches in diameter and smaller, required for interior streets and individual developments, will be the responsibility of developers on a project-by-project basis. Developers shall be responsible for the construction or funding of sewer facilities within their project and/or off-site facilities necessary to serve the development. If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Sewer system improvement requirements and design criteria may be found in the Holly-Seacliff Specific II-7 1339D 9j3 Plan Technical Appendix. C. Water Facilities The majority of the project area lies within the Reservoir Hill Assessment District, which operates as part of the City of Huntington Beach Water System. Although development throughout this district is currently minimal, main lines and transmission lines to service this entire area have been installed as part of this District. Because the existing booster station near Clay Avenue and Goldenwest Street is operating at capacity, plans have been made for the construction of a new booster pump station near Huntington Street and Garfield Avenue. To properly service the project site, some additional 12-inch water lines are required within the arterial highways. Other smaller water lines will also be necessary in local interior streets within the project to provide water service to internal lots . To mitigate project impacts on the City' s water system, a 9-million gallon reservoir, water well, booster pump and a major water transmission main will be constructed outside the Holly-Seacliff Specific Plan Area to provide adequate water service and storage capacity for the area. Developers shall be responsible for the construction or funding of water facilities within their project and/or off-site facilities necessary to serve the development. If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Water system improvement requirements and design criteria may be found in the Holly-Seacliff Specific Plan Technical Appendix. d. Fire and Emergency Medical/Police As mitigation of project-related impacts, a Public Safety Facility (Talbert Station) will be constructed, furnished and equipped with fire and medical apparatus . The facility will be constructed on land provided by the City outside of the Specific Plan Area . A police substation will also be constructed, furnished and equipped as part of the Public Safety Facility. The Specific Plan requires participation by developers in a fair-share funding program for these facilities. II-8 1339D e. Reclaimed Water The City of Huntington Beach Water Master Plan proposes the use of reclaimed water for irrigation purposes . The City of Huntington Beach Public Works Department, Water Division, is currently coordinating with the Orange County Water District (OCWD) for a supply of reclaimed water to serve portions of the City. It is anticipated that the City will be served via inclusion in OCWD' s proposed Green Acres Reclamation Facilities Project (GAP) . The possible use of reclaimed water for some irrigated areas should decrease the future use of potable water throughout the developed Holly- Seacliff area . Should the City implement and connect to the Green Acres system of reclaimed water, such a system can be used to irrigate major open space features only, such as landscaped medians, parkways and parks, using County-provided water. Developers shall be responsible for the construction or funding of reclaimed water facilities necessary to serve the development. If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Reclaimed water system improvement requirements and design criteria may be found in the Holly-Seacliff Specific Plan Technical Appendix. f . Parks The proposed linear park areas in Planning Areas I and III will be dedicated; and neighborhood parks in Planning Areas II and III will be improved as provided for in the Holly-Seacliff Development Agreement. Properties not included in the Development Agreement will be subject to the City Park Acquisition and Development Fee Ordinance. g . Library Facilities Public library facilities are provided by the City of Huntington Beach approximately one-half mile north of the Specific Plan Area . All new development is assessed for library services through the payment of a cultural enrichment fee at the issuance of building permits . r .3� II-9 1339D h. Schools The Specific Plan Area is located within the Huntington Beach City School District (Grades K-8) and the Huntington Beach Union High School District (Grades 9-12) . All development within the Specific Plan Area is subject to the payment of school impact fees at the time of issuance of building permits, in accordance with Government Code Section 53080. School facility impact mitigation measures per Final Environmental Impact Report No. 89-1 shall be applied to development within the Specific Plan Area (see Section VI) . Schools shall be permitted in any Planning Area within the Specific Plan in order to accommodate elementary students generated by the development of the Specific Plan and surrounding areas. A potential school site within the Specific Plan boundaries may be established by means of a general plan amendment. Any new school facility shall be developed in accordance with the construction and planning standards and requirements of the City of Huntington Beach, the Huntington Beach City School District, the State of California Architects Office and the State of California Department of Education. In order to comply with mitigation measures identified in Environmental Impact Report No . 89-1, proposed future development within the Specific Plan may be required to dedicate and convey land to the school district, pay additional school impact fees and/or provide other revenues to facilitate the financing of construction and land for new school facilities . In addition, mitigation may be achieved by providing new or existing permanent or temporary classroom facilities . Compliance with the above shall be addressed concurrent with the filing of the first tentative tract map. The developer shall demonstrate to the City' s satisfaction and upon receipt of the School District ' s review that the mitigation measures identified in Final Environmental Impact Report No. 89-1 have been or will be implemented prior to the approval of any tentative tract maps . A School Facilities Impact Mitigation and Reimbursement Agreement shall be a condition of approval for any subdivision, tentative tract, or parcel map within the Specific Plan. The Agreement shall provide for the adequate mitigation of impacts on the elementary school district by providing adequate funding of school j facilities necessary to serve the student population II-10 1339D generated by the proposed development . This condition may be waived by the Board of Trustees of the Huntington Beach City School District. 2. Utilities There are several public utility service providers identified by the Holly- Seacliff Specific Plan. Although adequate facilities exist for the current service needs of the Holly-Seacliff area, additional facilities may be required as development occurs . a . Electricity Electrical service to the area is provided by the Southern California Edison Company. Existing transmission and distribution lines are adequate to service current and potential future needs . Developers may be required to relocate or underground existing facilities concurrent with project development. b. Natural Gas Natural gas service in the Specific Plan Area is provided by the Southern California Gas Company. Adequate facilities exist for current and projected future needs . Developers may be required to relocate existing facilities concurrent with project development. C. Telephone Telephone service in the Specific Plan Area is provided by General Telephone (GTE) . Developers should coordinate with GTE for the relocation of existing facilities and installation of new service. d. Cable Television Cable television service within Huntington Beach is provided by Paragon Cable. Developers should coordinate with Paragon Cable for the installation of new service. e. Solid Waste Disposal Rainbow Disposal Company currently provides solid waste disposal services for the Holly-Seacliff area. Based on service projections and anticipated demand increase, an adequate level of service will be maintained. No solid waste disposal facilities are planned to be located in Specific Plan Area. V II-11 1339D G. Community Theme Guidelines The Community Theme Guidelines are intended to provide for the development of neighborhoods, open spaces, buildings and streetscapes having a distinctive visual identity to promote individual neighborhood identities and to promote interrelationships between complementary land uses and community open space features. The major elements of the Community Theme Plan include landscaping, walls, signage and monumentation, street furniture and open space/pedestrian linkage features as described below. Exhibit 12 illustrates the general location of required community landscaping and monumentation. All development proposals within the community theme guidelines and incorporation of appropriate community theme elements . Concurrent with the filing of the first tentative tract map in the Specific Plan area, Community Design Guidelines shall be submitted which will address pedestrian linkages between planning areas, design and function of the swales, type of street furniture and greater definition of neighborhoods . 1. Landscaping Landscaping shall be provided as outlined below, subject to the following general criteria: o Plant materials will consist of low-maintenance trees, shrubs and ground covers approved by the City of Huntington Beach. o In graded areas and public open space areas where structures or other improvements are not built, landscaping should consider the use of native or naturalized drought tolerant species which can provide wildlife habitat, with a gradual transition to more ornamental species along the development edge. o The landscaping of development within the plan should be designed to minimize visual impacts of adjacent parcels . Special consideration should be given to orientation of residences (particularly windows and decks) to respect the privacy of adjacent residents to the extent feasible. 0 1 II-12 1339D L EG END O N " V Ln MIDIANPIANTINGI CO.eMUN111'IDENTNT ITY W.Mington Rarwl.- M.0twi Fen P.I. 7— COMMUNITY GATEWAYS ---- 3 <® Phol.C—l—if-C enfry IsIwA Date Palm,at varying RL-1 Mlghlf. ... ...-' GoldenweY 3lreN '' Community bfnlllkallon .... I .qn weu. =e RL-3 1I.2 MAJOR INTERSECTIONS II.1 RM d ICJ 3 Ph-1.C—H n.I.-C.n.ry . .r Island Data P.Im,al varying �'\ Mighif In IMre«ed oorner EL ST , aSheet RL-i SPECIFIC PLAN j I= .eevleb gac Mea Bar od..drH.t.oiry pisintirg. STREETSCAPESrSTREE TAREA - _. _ _... .... IF3 `, IDES ITY TREES RM P m «Ib.ca. i \1.4 II$ [� HEIOHBORHOOO ENTRIES .... ..... ............... , �Cg; Aoc.M Ir«.al.nlry, OS R ,.".Id IMouphool 1-3II•B It d MH rwghborhoW sl—tN ape. vZ n•s .qN ,IhDorh-d lE..BIe.11on RL•/ RMH w-a RMH -0$ /I�� raj. �1r�11-7 BUS STOP m-� RM ul•3 ma 1c 1 Iv s v RM RMH C 1 iv.T RM —... OS �/ - RM I V IV-2 RL-2 111.7 AM ` R L-2 111.2 Male Sh«I CwyAw-' (I I IV-4 MD i a .V a a C — l9 COASTALZONE BOUNDARY N - rn;4lovn AvnnrlT — EXHIBIT 12 CITY OF HUNTINGTON BEACH COMMUNITY THEME PLAN EXISTING PALM TREES MEDIAN , I 9' 12' 41' 41' 12' i 9' R.O,Ul. EXHIBIT 13 MAIN STREET Looking North, between Huntington and Clay CITY OF HUNTINGTON BEACH 120' R.O.W. STREET SECTION HOL LV MAC LOFF AREA 8PCC UFUC PLAN 111111 1 1�1 1 ,s l�Nh I 6' 42 42' 6' i R.O.W. R.O.W. EXHIBIT 14 GOLDENWEST ST REET L Looking North, between Ellis and Ernest CITY OF HUNTINGTON BEACH 110' R.O.W. STREET SECTION HOLLY SEACLOFF AREA SPECOFOC PLAM 111111 1 1 1 1 1 11c" 0 3 10 13 I I XEM Am I I 15' 42' 42' 15' R.O.W. EXHIBIT 15 GOTHA RD STREET Looking North, between Ellis and Ernest CITY OF HUNTINGTON BEACH 84' R.O.W. STREET SECTION HOLLY©l�L� U e')LS�° CL�UU"IT AREA e�r�°EV� rl "OC PLAN - - - - - -- 0 �5 10 I is o All landscaped medians located within arterial streets shall be maintained by the City of Huntington Beach, provided medians are designed and constructed per City standards and approval . All other landscaping improvements shall be maintained by a landscape maintenance district, community association, homeowners association or other method acceptable to the City. a. Arterial Highway Medians o Landscaped medians shall be provided along Goldenwest Street, Gothard Street between Ellis Avenue and Ernest Avenue, Main Street, Seapoint Street and Garfield Avenue where approved by the City. o Washingtonia robusta (Mexican Fan Palm) shall be planted in informal groupings in all medians throughout the specific plan area. o Flowering shrubs and ground cover will accent the palm groupings . o Main Street median planting will consist of the existing mix of Washingtonia robusta and Phoenix canariensis (Canary Island Date Palm) . b. Community Gateways o A minimum 25 foot landscape area (measured from curb face) shall be provided at community gateway locations identified on Exhibit 12 for appropriate landscaping and community monumentation. o Phoenix canariensis (Canary Island Date Palm) , Phoenix dactylifera (Date Palm) , Washingtonia robusta (Mexican Fan Palm) in clusters, Erythrina caffra (Coral Tree) , Chamaerops humilis (Mediterranean Fan Palm) or other City-approved tree, at varying heights. o Broadleaf evergreen understory planting. o Community identification monumentation accented with flowering ground cover. II-13 1339D C. Major Intersections o A minimum 25 foot landscape area (measured from curb face) shall be provided at major intersections identified on Exhibit 12 for enhanced landscape treatment. o Phoenix canariensis (Canary Island Date Palm) , Phoenix dactylifera (Date Palm) , Washingtonia robusta (Mexican Fan Palm) in clusters, Erythrina caffra (Coral Tree) , Chamaerops humilis (Mediterranean Fan Palm) or other City-approved tree, at varying heights. o Broadleaf evergreen understory planting. d. Streetscape/Street Identity Trees o A minimum 15 foot landscape area shall be provided along all arterial highways within the specific plan area for appropriate parkway landscaping . Along Main Street, the 15 foot landscape area shall consist of 6 feet of public right-of-way and a 9 foot private landscape easement. Typical landscaped street sections are found on Exhibits 13 , 14 and 15 . o The parkways for each street shall consist of informally- spaced groups of two tree varieties from the list below: Botanical Name Common Name Brachychiton acerifolius Flame Tree Casuarina cunninghamiana River She-Oak Cupaniopsis anacardiodes Carrotwood Eucalyptus ficifolia Red Flowering Gum Eucalyptus sideroxylon rosea Red Iron Bark Gum Ficus rubiginosa Rusty Leaf Fig Koelreuteria bipinnata Chinese Flame Tree , Magnolia grandiflora Samuel Sommer "Samuel Sommer" Magnolia II-14 1339D Melaleuca quinquenervia Cajeput Tree Pinus canariensis Canary Island Pine Pinus eldarica Mondel Pine Pinus sylvestris Erect Scotch Pine Pistacia atlantica Mt . Atlas Pistache Platanus acerifolia London Plane Tree Podocarpus gracilior Fern Pine Schinus molle California Pepper e. Neighborhood Entries o A minimum 20 foot landscape area (measured from curb face) shall be provided at each neighborhood entry. o The accent trees at each neighborhood entry are to be repeated throughout the neighborhood streetscape. o Neighborhood identification sign/wall . o Tree, shrub and ground cover species will be consistent with neighborhood character and architectural theme, and will contrast with the adjacent arterial street tree. 2. Walls, Signage and Monumentation a . All single-family residential and industrial areas along an arterial highway shall be screened by a minimum six-foot high solid masonry wall. b. The design and materials of residential walls shall be consistent within each planning unit. C. Community walls will vary by neighborhood and reflect neighborhood theme and architecture, while utilizing the same materials in varied combinations of or a consistent community image. These materials may consist of stone, brick, decorative II-15 1339D block or tubular steel in different combinations for each of the individual neighborhoods. d. The horizontal form of continuous solid walls shall be softened by the use of pilasters or landscape materials . e. Multiple-family residential areas may be screened by a combination of solid and open fencing materials . f. The location, design and materials for all walls facing an arterial highway within the Specific Plan area shall be subject to approval of the Director of Community Development. g. All proposed signs with the Specific Plan shall conform with the Sign Ordinance of the Huntington Beach Ordinance Code. h. A monument sign or other architectural feature shall be constructed within the landscaped setback area of all Community T Gateway locations identified on Exhibit 12 . i. Neighborhood entry signs shall be located within the landscaped setback area for each neighborhood entry. j . Commercial, industrial and mixed-use project identification signs may be located within the landscaped setback area adjacent to an arterial highway. k. The location, design and materials for all proposed community gateway, neighborhood entry and project identification signs shall be subject to the approval of the Director of Community Development. 3 . Street Furniture a. Street lighting may be placed within arterial medians or within adjoining sidewalk and setback areas . b. Street lighting should be standardized throughout the Specific Plan area. Street y lighting along arterials shall be of Marbelite Cobra Head type and 30 feet in height. Street lighting along local streets V II-16 1339D shall be of Marbelite Cobra Head type and 25 feet in height . Street lighting may have custom decorative features within Planning Areas if approved by the City. C. Bus stops and shelters shall be provided in the locations identified on Exhibit 12 . d. The design of any proposed bus shelters shall be reviewed by the Orange County Transit District and approved by the Director of Community Development. 4 . Open Space/Pedestrian Linkages The Specific Plan incorporates and is surrounded by numerous significant open space and recreational features, including Huntington Central Park, the Bolsa Chica Linear Regional Park and neighborhood parks. The following guidelines are intended to maximize the interrelationship of land uses within the Specific Plan area to both internal and external community amenities . a. Bicycle lanes shall be provided on all arterial highways within the SPecific Plan area. b. Bicycle lanes shall be connected to recreational trails within public and private park and open space areas at locations deemed appropriate by the Director of Public Works. C. Sidewalks shall be provided adjacent to all arterial highways within the Specific Plan area. d. Sidewalks shall be connected to pedestrian trails located within public and private park and open space areas where feasible. e. Pedestrian access shall be provided to all neighborhood commercial areas from adjacent residential neighborhoods to discourage unnecessary automobile trips . f. Residential, commercial, industrial and mixed-use projects shall be designed to encourage pedestrian and bicycle access as well as automobile access . II-17 1339D g. Where feasible, pedestrian access should be provided between adjoining residential projects. h. Bus stops and shelters shall be provided as indicated on Exhibit 12 to facilitate public transportation within the Specific Plan area. x - �v II-18 1339D III. ZONING AND DEVELOPMENT STANDARDS III. ZONING AND DEVELOPMENT STANDARDS A. Purpose and Intent The purpose of this section is to provide the specific development and density standards and regulations that will be applied for each type of development permitted within the Holly-Seacliff Specific Plan. Unless otherwise stated, the Specific Plan will be the zoning document for the Planning Areas identified in the Development Plan. This section contains the definitions, general provisions and development standards . The following Zoning and Development Standards apply to all properties within the Specific Plan area . All references to the "Huntington Beach Ordinance Code" mean the current Code, except for properties included in Development Agreement 90-1 which are subject to the Code in effect at the time of adoption of Development Agreement 90-1. B. Definitions The following definitions shall apply to the Holly-Seacliff Specific Plan. Terms not defined herein shall have the same definitions as used in the City of Huntington Beach Ordinance Code in effect at the time of adoption of the Holly-Seacliff Specific Plan. 1. Building Height Building height shall be defined as a vertical dimension measured from the top of the highest roof feature, including mechanical equipment screening, to the top of the subfloor/slab directly underneath. In addition, the following standards shall apply: a. Datum (100) shall be set at the highest point of the curb along the front property line. If no curb exists, datum shall be set at the highest centerline of the street along the front property line. b. The differential between top of subfloor and datum shall be a maximum of two (2) feet as determined by Public Works . In the event that any subfloor, stemwall or footing is proposed greater than two (2) feet above datum, the height in excess shall be deducted from the maximum allowable ridgeline height. F t C. Roofs shall have a 5/12 pitch or greater. i L III-1 1340D d. In the case of proposed development adjacent to existing structures and infill development involving individual lots with a grade differential of three (3) feet or greater between the high point and the low point, determined before rough grading, Use Permit approval shall be required. Use Permit approval shall be based upon a building and grading plan which terraces the building with the grade and which is compatible with adjacent development . 2 . Planning Areas The four areas depicted on the Development Plan, bounded by major streets as shown, and labeled I , II, III and IV. 3 . Planning Unit A sub-area of a Planning Area numbered and identified on the Development Plan and Land Use Table. C. General Provisions All development activity within the Holly-Seacliff Specific Plan Area will be subject to the following general conditions and requirements, as noted. 1. Permitted Uses a. Permitted Uses within the Specific Plan Area shall be defined in the Development Standards section for each district or subarea. b. All requests for residential density transfers shall comply with the procedures contained in Section IV-D, Density Transfer Procedure. C. In addition to Permitted Uses, Unclassified Uses shall be permitted in accordance with the regulations contained in the Huntington Beach Ordinance Code. d. Nonconforming Uses shall be permitted within the Specific Plan Area in accordance with the regulations contained in the Huntington Beach Ordinance Code. e. Oil and gas production shall be permitted within the Specific Plan Area in accordance with the regulations contained in the Development Standards section herein and the Huntington Beach Ordinance Code. The continued operation, III-2 1340D redrilling and servicing of existing oil and gas wells shall be permitted throughout the Specific Plan Area, subject to applicable City regulations and compliance with the mitigation measures contained in Final Environmental Impact Report No. 89-1, see Section VI. The drilling of new oil and gas wells and consolidation of existing operations shall be permitted only within Planning Units II-8 and IV-5, subject to the approval of a Conditional Use Permit and compliance with applicable City regulations and mitigation measures contained in Final Environmental Impact Report No. 89-1. 2. Overlay Areas Additional regulations to those stated in the Development Standards section herein are applicable in the following areas : a. Flood Plain Zone Overlay Development within the Flood Plain Zone Overlay, identified in Exhibit 16, shall comply with the regulations contained in the Huntington Beach Ordinance Code. b. Alquist-Priolo Zone Overlay All development projects within the Alquist-Priolo Zone Overlay identified in Exhibit 16 shall be required to submit a geotechnical investigation identifying any active traces of the Newport/Inglewood Fault and establishing any required building setback lines prior to issuance of a building permit. C. Coastal Zone Overlay All development projects located entirely or partially within the Coastal Zone boundary identified on Exhibit 16 shall require approval of a Coastal Development Permit in accordance with the regulations contained in the Huntington Beach Ordinance Code. d. Access Plan Overlay Exhibit 16 identifies parcels in Planning Areas II and IV where coordination of access on Garfield Avenue is necessary for safe and efficient traffic movement . All development III-3 1340D g (I � I � `;�,• LEGEND i t nommAmpotomApty _.L.j •,/ =I / ACCLss PLAN J ►� -�tj l i ;� ! ® SMAIE AREA !! li iji iis,, l''•'�� �� r II � �• j l ^. I�j j � i �� > ui In I , � � '•'� ..� I \ \�1_.._. Clay Avon" O'S'. COASTALZ EXHIBIT 16 CITY OF HUNTINGTON BEACH OVERLAY AREAS applications within this overlay area shall require approval of an access plan by the Public Works Department . e. Windrow Trees and Swales Exhibit 16 shows areas in Planning Area II of existing "windrow" trees and swales . Wherever feasible, existing windrows should be preserved within park sites or replaced to maintain the aesthetic benefits they contribute to the community. Further studies should be completed to assess the health of these trees . Where it is not feasible, as determined by the City of Huntington Beach, to preserve healthy, mature trees, trees may be replaced with 36" box trees at a 1: 1 ratio. Landscaping plans specifying the number and type of replacement trees shall be submitted for review and approval by the Huntington Beach Public Works Department prior to the issuance of a building permit. The existing swales should be incorporated into a recreation/open space corridor including landscaping and a recreation trail per the typical cross section shown on Exhibit 17. 3 . Parking Parking shall be provided for all development projects in accordance with the regulations contained in the Huntington Beach Ordinance Code. 4 . Landscaping a. Landscaping shall be required as defined within the Development Standards in Section III for each district. b. All projects fronting on an arterial highway shall be responsible for installing landscaping consistent with the Community Theme Guidelines outlined in Section II-G. C. Residential and industrial/commercial uses shall be adequately separated. Since all such uses in the Specific Plan area are separated by streets, new development and redevelopment shall include a minimum of 15 foot landscape area with a 6 foot high solid masonry wall . Buildings shall be set back as required by the development standards . See Exhibit 18. III-4 1340D 60' MINIMUM TO MAX 2:1 SLOPE8' S' HIKING/ MIN 10' 51KING TRAIL J� EXHIBIT 17 RECREATION/OPEN SPACE CORRIDOR CITY OF HUNIINGTON BEACH TYPICAL CROSS SECTION HOLLY Y BEACLOFF AREA SPECOIFOC PLAN 11 I Is I Igo 1 1 K� . h INDUSTRIAL/ RESIDENTIAL COMMERCIALit ' Am VARIES 15 VARIES 15, VARIES el DEVELOPMENT DF—Vr=LOERFMNT STANDARDS STANDARDS EXHIBIT 18 COMME RCIALANDUST RIAL AND RESIDENTIAL CITY OF HUNTINGTON BEACH TYPICAL SEPARATION FOR NEW DEVELOPMENT 9OLLY SEACLOFF AREA BPECOFOC PLAN IIIIII 1 I 1 1 1 t� 0 5 10 1S d. Developers shall consult with the Public Works Department regarding landscaping conservation measures and shall submit landscape and irrigation plans for approval . e. Wherever feasible, trees suitable for use by raptors should be preserved or replaced in accordance with Final Environmental Impact Report No. 89-1. 5. Walls and Fences A plan showing the proposed location, size and materials of all proposed walls and fences shall be submitted for review and approval by the Community Development Department prior to the issuance of a building permit. 6. Signs and Outdoor Lighting A plan showing the proposed location, size and materials of all proposed signs and outdoor lighting shall be submitted for review and approval by the Community Development Department- prior to the issuance of the building permit. All signs shall conform to the regulations contained in the Huntington Beach Ordinance Code. Outdoor lighting shall be designed to provide adequate illumination of on-site areas without intruding upon surrounding properties or sensitive uses . 7. Public Facilities and Infrastructure All development projects shall construct or fund required public facilities and infrastructure per a Holly-Seacliff Public Facilities Development Fee Ordinance in conformance with the Public Facilities Plan (Section II-F) and the Holly-Seacliff Specific Plan Technical Appendix. Developers shall consult with the Orange County Transit District regarding locations for bus stops, turnouts and shelters prior to the approval of a tentative tract map or issuance of a building permit. 8 . Utilities All development projects shall be required to install adequate utility services necessary to serve the development. All utilities shall be placed underground and identified in easements, excluding street lights and electrical transmission lines of 66 kV or greater. Utility systems shall be designed to conserve the use of electrical energy and natural resources . Developers shall coordinate with the gas, electricity, telephone -1 III-5 1340D and cable TV companies regarding energy conservation and proper planning, phasing and sizing of lines . 9 . Fire Protection and Emergency Vehicle Access All development projects shall comply with the regulations contained in Chapter 17. 56 of the Huntington Beach Municipal Code (Fire Code) . A plan showing the location of fire hydrants and emergency vehicle access shall be submitted for review and approval by the Fire Department prior to the issuance of a building permit. All projects involving the closure of public streets shall be reviewed by the Fire Department for adequate emergency apparatus access . 10. Environmental Requirements Development within the Specific Plan Area shall implement the mitigation measures contained in Final Environmental Impact Report No. 89-1 (see Section VI) . General mitigation measures are identified within the Specific Plan. Other mitigation measures are triggered by specific permits or entitlement requests and must be addressed at that time. In addition, each development project shall include an environmental mitigation monitoring program prior to approval . In compliance with the mitigation measures contained in Final Environmental Impact Report No. 89-1, the following studies or plans may be required as a condition of project approval prior to the issuance of grading and/or building permits, final inspection, or certificate of occupancy as indicated: a. Geotechnical Investigation A geotechnical investigation addressing potential hazards due to seismic activity, erosion, tsunami, liquefaction and subsidence including recommendations for grading and the placement and design of structures, shall be submitted for review and approval by the Public Works Department prior to the issuance of a building permit. b. Soils Report A soils report containing recommendations regarding the placement of fill, design of slopes, slabs, footings and foundations shall be submitted for review and approval by the Public Works Department prior to the issuance of a III-6 1340D grading permit. In areas containing active, idle or abandoned oil and gas wells or storage tanks, a report indicating the location and status of all facilities and any contaminated soils and methane, together with recommended mitigation measures, shall be submitted to the Fire Department prior to the issuance of a building permit. Mitigation from Final Environmental Impact Report 89-1 has been attached (see Section VI) . The methane zone can include areas that do not contain oil wells. A study should be required for all areas within the methane zone. C. Hydrology Report A hydrology report identifying the design of all proposed drainage and flood control facilities required to accommodate projected runoff shall be submitted for review and approval by the Public Works Department prior to the issuance of a grading permit. d. Cultural Resources Report For development projects in areas identified as archaeological or paleontological sites in Section 4 . 11 -of Final Environmental Impact Report No. 89-1, the mitigation measures listed in the Final Environmental Impact Report shall apply. These mitigation measures are included in Section VI of this document. A report containing the results of any test excavations and data/materials recovered and conclusions shall be submitted to the Community Development Department prior to the issuance of a grading permit. e. * Noise Report A noise report will be required for development projects abutting an arterial highway or within a helicopter flight corridor to identify recommended design features prior to issuance of a building permit. 11. Maintenance Mechanisms For development projects which include privately-owned streets, parking, recreation, open space, landscaped areas, or community buildings or facilities, the developer shall submit a legal instrument or instruments setting forth a plan or manner of permanent care and maintenance of such areas and facilities . No such instrument shall be acceptable until approved by III-7 1340D the City Attorney as to legal form and effect, and by the Director of Community Development as to suitability for the proposed use of said areas and facilities . If the common areas are to be conveyed to a homeowners ' association, the developer shall file a Declaration of Covenants to be submitted with the application for approval, that will govern the association. These covenants shall include: a. The homeowners ' association shall be established prior to the sale of the last dwelling unit. b. Membership shall be mandatory for each buyer and any successive buyer. C. The open space restrictions shall be permanent. d. Provisions to prohibit parking upon other than approved and developed parking spaces shall be written into the covenants, conditions and restrictions for each project . e. If the development is constructed in increments or phases which require one or more final maps, reciprocal covenants, conditions, or restrictions, reciprocal management and maintenance agreements shall be established which will cause a merging of increments as they are completed, and embody one homeowners ' association s with common areas for the total development. 12. AFFORDABLE HOUSING All developers of residential projects shall be required to submit an affordable housing plan in conjunction with any subdivision in accordance with the City's adopted Housing Element. An affordable housing plan shall provide for on-site affordable housing within- the Holly-Seacliff Specific Plan. The contents of the affordable housing plan shall include the following: 1. Fifteen (15) percent of the total units proposed shall be for households earning less than 120% of the Orange County Median Income. 2. A detailed description of the type, size, location and phasing of the units being built . 3 . The estimated applicable sales price and rental rate of the units. 4 . Residential projects for households earning less than 80% of the Orange County Median Income may request a subsidy by one or more of the following: �ID III-8 1340D a . Direct financial assistance. b. Reduction in fees and/or exactions . C. Deviations from specific development standards of the Holly-Seacliff Specific Plan. Exception: An In-Lieu Fee may be applied on small projects . Parcels one (1) acre in size or less may pay a fee established by the City Council in lieu of providing on-site affordable housing units . 13 . Parks The final design of neighborhood parks, as well as any requests for private recreation facilities parks credit, shall be reviewed by the Community Services Commission. 14 . Lot Consolidation The City should consider adoption of a redevelopment plan or other strategy to assemble encyclopedia lots and other non-buildable parcels in Planning Areas II and IV. 15 . Air Quality Conservation Measures Development within the specific Plan area should consider the following during project design: bicycle facilities, bus turnout lanes, bus shelters, park and ride areas, energy conserving lighting an traffic signal synchronization, where feasible. 16. Non-Residential Building Materials Non-residential building materials should be compatible with nearby residential structures and should minimize glare. 17. Department of Fish and Game Notification Upon to City approval of any grading or development plans within streambed areas under the jurisdiction of the California Department of Fish and Game, the Developer shall be required to notify and obtain appropriate permits from the Department of Fish and Game. III-9 1340D D. Development Standards 1. Low Density Residential (RL-1) a. Purpose The Low Density Residential District is intended to provide for single-family detached dwellings at the lowest density. b. Permitted Uses 1) Lot sale subdivisions, subject to approval of a tentative parcel map or tentative tract map. 2) Single-family home subdivisions, subject to approval of a conditional use permit and a tentative parcel map or tentative tract map. 3) Single-family detached dwelling units and associated accessory buildings, subject to issuance of a building permit . C. Minimum Parcel Size/Frontage A licensed land surveyor or civil engineer shall submit calculations showing lot width, depth and area for any new parcel. 1) The minimum lot size shall be seven thousand (7,000) square feet . 2) The minimum lot frontage shall be sixty (60) feet . The minimum required lot frontage for cul-de-sac and knuckle lots shall be forty-five (45) feet; however, if one additional off-street parking space is included, the minimum shall be thirty (30) feet. d. Maximum Density/Intensity The maximum density shall not exceed one (1) dwelling unit per lot. Exception: A second unit may be added to an existing single-family residence upon approval of a Conditional Use Permit in accordance with standards contained in the Huntington Beach Ordinance Code. e. Maximum Building Height The maximum building height shall be thirty-five (35) feet and a maximum of two (2) stories. \e� 6 M III-10 1340D f . Maximum Site Coverage Maximum site coverage shall be fifty (50) percent. The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area or public utility right-of-way which is a minimum of 100-feet in clear width. g. Setback (Front YardZ The minimum setback from the front property lines for all structures exceeding forty-two (42) inches in height shall be as follows: Dwellings: Fifteen (15) feet. Front entry garages or carports : Twenty (20) feet. Side entry garages : Ten (10) feet. h. Setback (Side Yard) The minimum setback from the side property lines shall be as follows: 1) Interior Side Yard Dwellings, garages and accessory buildings: Minimum of five (5) feet. Eaves: Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Minimum of ten (10) feet. Side entry garages or carports : Ten (10) feet. Eaves: Eighteen (18) inches . i . Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows: Dwellings: Twenty (20) feet. Garages or accessory buildings: Minimum of five (5) feet. j . Building Separation The minimum building separation shall be ten (10) feet. k. Open Space Open space shall be provided on the lot by the required minimum setback areas . III-11 1340D 1 . Parking Parking shall comply with the Huntington Beach Ordinance Code. M. Miscellaneous Requirements Accessory buildings may be permitted on a lot with a permitted main building. The minimum distance between an accessory building and any other building on the same lot shall be ten (10) feet. Setback requirements are as previously specified. n. Parkway Landscaping One (1) 36-inch boa tree per lot. If a parkway is not provided, the required street tree shall be planted within the front setback prior to final inspection. 2. Low Density Residential 2 (RL-2) a. Purpose The Low Density Residential 2 district is intended to provide for single-family detached dwelling units at low densities in Planning Area III . b. Permitted Uses 1) Single-family detached dwelling units (including zero lot line and patio homes) and their associated accessory buildings, subject to approval of a conditional use permit and a tentative parcel map or tentative tract map. 2) Golf Course maintenance facility, subject to the approval of a conditional use permit. C . Minimum Parcel Size/Frontage A licensed land surveyor or civil engineer shall submit calculations showing lot width, depth and area for any new parcel . 1) The minimum lot size shall be five thousand (5,000) square feet on one-half of the total number of lots and a minimum six thousand (6, 000) square foot lots for the balance. III-12 1340D 2) The minimum lot frontage shall be fifty (50) feet . The minimum required lot frontage for cul-de-sac and knuckle lots shall be forty-five (45) feet; however if one additional off-street parking space is included, the minimum shall be thirty (30) feet . d. Maximum Density/Intensity The maximum density shall not exceed one (1) dwelling unit per lot. Second units are not permitted. e. Maximum Building Height The maximum building height shall be Thirty-five (35) feet and a maximum of two (2) stories . f . Maximum Site Coverage Maximum site coverage shall be fifty (50) percent. The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area, or public utility right-of-way which is a minimum of 100-feet in clear width. g . Setback (Front Yard) The minimum setback from the front property lines for all structures exceeding forty-two (42) inches in height shall be as follows: Dwellings : Fifteen (15) feet. Front entry garages or carports: Twenty (20) feet . Side entry garages : Ten (10) feet. h. Setback (Side Yard) The minimum setback from the side property lines shall be as follows : 1) Interior Side Yard Dwellings, garages and accessory buildings: Minimum of five (5) feet. Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Minimum of ten (10) feet . Side entry garages or carports: Ten (10) feet . Eaves : Eighteen (18) inches. Le III-13 1340D 3) Exception for Zero Lot Line A zero side yard setback or a zero rear yard setback shall be permitted as long as the following requirements are met: o The lot adjacent to the zero setback side or rear yard shall be held under the same ownership at the time of application and the setback for the adjacent lot shall be either zero or a minimum of ten (10) feet. o No portion of the dwelling or any architectural features shall project over the property line, except rooftop eaves no greater than 24-inches . o The zero setback shall not be adjacent to a public or private right-of-way. o Exposure protection between structures shall be provided as specified by the Fire Department and the Building Division. i . Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows: Dwellings: Twenty (20) feet. Garages or accessory buildings : Five (5) feet. j . Building Separation The minimum building separation shall be ten (10) feet. k. Oven Space Open space shall be provided on the lot by the required minimum setback areas. 1 . Parking Parking shall comply with the Huntington Beach Ordinance Code. M. Miscellaneous Requirements Accessory buildings may be permitted on a lot with a permitted main building. The minimum distance between an accessory building and any other building on the same lot shall be six (6) feet. Setback requirements are as previously specified. r III-14 1340D Prior to the approval of a tentative tract map adjacent to the Seacliff Golf Course, preliminary landscape plans and development/open space edge treatments plans should be submitted for City approval . These plans should provide for the review of planting compatibility along the relevant edge of the development. n. Parkway Landscanin4 One (1) 36-inch boa tree per lot. If a parkway is not provided, the required street tree shall be planted within the front setback prior to final inspection. 3 . Low Density Residential 3 (RL-3) a . Purpose The Low Density Residential 3 District is intended to provide for single-family detached or attached dwelling units at low densities in Planning Area II . b. Permitted Uses Single-family detached or attached dwelling units (including zero lot line and patio homes) and their associated accessory buildings, subject to approval of a conditional use permit and tentative tract map. C . Minimum Parcel Size/Frontage 4 A licensed land surveyor or civil engineer shall submit calculations showing lot width, depth and area for any new parcel. 1) The minimum lot size shall be three thousand-three hundred (3,300) square feet. 2) The minimum lot frontage shall be thirty (30) feet; however, the minimum required lot frontage for cul-de-sac and knuckle lots shall be twenty (20) feet. d . Maximum Density/Intensity The maximum density shall not exceed one (1) dwelling unit per lot . Second unit are' not permitted. e. Maximum Building Height The maximum building height shall be thirty-five (35) feet and a maximum of two (2) stories. III-15 1340D f . Maximum Site Coverage Maximum site coverage shall be sixty (60) percent . g . Setback (Front Yard) The minimum setback from the front property lines for all structures exceeding forty-two (42) inches in height shall be as follows : Dwellings: Fifteen (15) feet. Front entry garages or carports : Eighteen (18) feet . Side entry garages : Ten (10) feet. Eaves, fireplaces and balconies : Six (6) feet. h. Setback (Side Yard) The minimum setback from the side property lines shall be as follows: 1) Interior Side Yard Dwellings, garages and accessory buildings : Minimum of three (3) feet. Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Minimum of six (6) feet. Side entry garage or carports: Six (6) feet. Eaves: Eighteen (18) inches. 3) Exception for Zero Lot Line A zero side yard setback or a zero rear yard setback shall be permitted as long as the following requirements are met: o The lot adjacent to the zero setback side or rear yard shall be held under the same ownership at the time of application and the setback for the adjacent lot shall be either zero or a minimum of six (6) feet. o No portion of the dwelling or any architectural features shall project over the property line, except rooftop eaves no greater than 24-inches o The zero setback shall not be adjacent to a public or private right-of-way. i VO III-16 1340D o Exposure protection between structures shall be provided as specified by the Fire Department and the Community Development Department. ,Setback (Rear Yard)_ The minimum setback from the rear property lines shall be as follows : Dwellings: Fifteen (15) feet. Garages or accessory buildings: Five (5) feet . j . Building Separation The minimum building separation shall be six (6) feet. k. Open Space Open space shall be provided on the lot by the required minimum setback areas . 1 . Parking Parking shall comply with the Huntington Beach Ordinance Code. M. Miscellaneous Requirements Accessory buildings may be permitted on a lot with a permitted main building . The minimum distance between an accessory building and any other building on the same lot shall be six (6) feet. Setback requirements are as previously specified. All streets within Planning Unit II-1 shall be privately maintained but permit public access. The site plan shall be designed as an inward-oriented planned community. n. Parkway Landscaping One (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof. If a parkway is not provided, the required street tree shall be planted within the front setback of each lot prior to final inspection. 4 . Medium Density Residential (RM) a. Purpose The Medium Density Residential district is intended to provide for single family attached, condominiums, townhomes and multi-family residential developments at medium densities . �G III-17 1340D b. Permitted Uses Single-family attached condominiums, townhouses, stacked flats and multi-family dwelling units (including apartments) , and customary accessory uses and structures permanently located on a parcel, subject to approval of a conditional use permit and a tentative parcel map or tentative tract map. C. Maximum Density/Intensity The maximum density shall not exceed fifteen (15) units/gross acre. d. Maaimum Building Height Maximum building height shall be: Dwellings: Forty (40) feet and a maximum of three (3) stories . Accessory Buildings: Thirty-five (35) feet. Vertical identification elements for non-habitable common area structures may be twenty-five (25) feet higher than the maximum building height. e. Maaimum Site Coverage Maximum site coverage shall be fifty (50) percent . The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area or public utility right-of-way which is a minimum of 100-feet in clear width. f. Setback (Front Yard) The minimum setback from the front property lines for all structures, except stairways, exceeding forty-two (42) inches in height shall be as follows: Dwellings : fifteen (15) feet. Front entry garages or carports: Twenty (20) foot minimum, or five (5) foot minimum without driveway parking . Side entry garages : Ten (10) feet . Eaves, fireplaces, open space easements and balconies : Five (5) feet . 1 1� III-18 1340D g . Setback (Side Yard) The minimum setback from the side property lines shall be as follows : 1) Interior Side Yard Dwellings, garages and accessory buildings : Fifteen (15) foot minimum building structure separation for one (1) and two (2) story buildings . Twenty (20) foot minimum building structure separation for three (3) story buildings . Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings, garages and accessory buildings: Minimum of ten (10) feet. Side entry garages or carports: Ten (10) feet. Eaves : Eighteen (18) inches. h. Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows : Dwellings and open, unroofed stairways and balconies: Five (5) feet . Garages/accessory buildings : Five (5) feet. i . ORen Space A minimum of 75 square feet per dwelling unit shall be provided in private open space. In addition, the following minimum common open space per dwelling unit shall be provided: 250 square feet (1 bedroom unit) ; 300 square feet (2 bedroom unit) ; 350 square feet (3 bedroom unit) . j . Parking Parking shall comply with the Huntington Beach Ordinance Code. k. Miscellaneous Requirements 1) Building Offset : Structures having dwellings attached side-by-side shall be composed of not more than six (6) dwelling units unless such structures provide an offset on the front of the building a minimum of two (2) feet for every two dwelling units in the structure. 1I III-19 1340D 2) Landscaping: All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch box tree per sixty (60) feet of street frontage or fraction thereof . 3) A transportation corridor in Planning Area II shall be set aside and maintained in accordance with Development Agreement 90-1 and as illustrated in Exhibit 19 . Habitable floor area shall be set back a minimum of ten (10) feet from the southerly five hundred (500) feet on both sides of the corridor. The corridor shall also be landscaped to the extent legal access is available to the developer. 5. Medium-High Density Residential (RMH) a . Purpose The Medium-High Density Residential district is intended to provide for single family attached, condominiums, townhomes and multi-family residential developments at medium-high densities . b. Permitted Uses 1) Single-family attached condominiums, townhouses, stacked flats and multi-family dwelling units (including apartments) , and customary accessory uses and structures. 2) Plan Review: Conditional Use Permit. C. Maximum Density/Intensity The maximum density shall not exceed density twenty-five (25) unit/gross acres . d. Maximum Building Height Maximum building height shall be: Dwellings: Forty-five (45) feet and three (3) stories . Accessory buildings : Thirty-five (35) feet . Vertical identification elements for non-habitable common area structures may be twenty-five (25) feet higher than the maximum building height. 1 V III-20 1340D f 16' i HIKING/BIKING TRAIL 65' PROPERTY PROPERTY LINE LINE EXHIBIT 19 TYPICAL CROSS SECTION CITY OF HUMINGTON BEACH TRANSPORTATION/TRAIL CORRIDOR HOLLY SEACLOFF 1 RE& SPECOFOC PLAN II I I1 l 1 l I I I� 0 5 10 e. Maximum Site Coverage Maximum site coverage shall be fifty (50) percent . The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area or public utility right-of-way which is a minimum of 100-feet in clear width. f. Setback (Front Yard) The minimum setback from the front property lines for all structures, except stairways, exceeding forty-two (42) inches in height shall be as follows: Dwellings : fifteen (15) feet. Front entry garages or carports : Twenty (20) foot minimum, or five (5) foot minimum without driveway parking . Side entry garages:. Ten (10) feet. Eaves, fireplaces, open/unroofed building stairways and balconies : Five (5) feet. Accessory buildings: Ten (10) feet. g . Setback (Side Yard) The minimum setback from the side property lines shall be as follows : 1) Interior Side Yard Dwellings, garages and accessory buildings : Fifteen (15) foot minimum building structure separation for one (1) and two (2) story buildings. Twenty (20) foot minimum building structure separation for three (3) story buildings. Eaves: Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Ten (10) feet . Side entry garages or carports: Ten (10) feet . Eaves: Eighteen (18) inches. h. Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows : Dwellings, open/unroofed building stairways and balconies: Five (5) feet. Garages/accessory buildings: Three (3) feet. III-21 1340D i . Open Space A minimum of 75 square feet per dwelling unit shall be provided in private open space. In addition, the following minimum common open space per dwelling unit shall be provided: 250 square feet (1 bedroom unit) ; 300 square feet (2 bedroom unit) ; 300 square feet (2 bedroom unit) ; 350 square feet (3/ bedroom unit) . j . Parking Parking shall comply with the Huntington Beach Ordinance Code. k. Miscellaneous Requirements 1) Building Offset: Structures having dwellings attached side-by-side shall be composed of not more than six (6) dwelling units unless such structures provide an offset on the front of the building a minimum of two (2) feet for every two dwelling units in the structure. 2) Landscaping: All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch boa tree per forty-five (45) feet of street frontage or fraction thereof . 3) A transportation corridor in Planning Area II shall be set aside and maintained in accordance with Development Agreement 90-1 and as illustrated in Exhibit 19 . Habitable floor area shall be set back a minimum of ten (10) feet from the southerly five hundred (500) feet on both sides of the corridor. The corridor shall also be landscaped to the extent legal access is available to the developer. 6. Mixed Development (MD) DEVELOPMENT STANDARDS FORTHCOMING 7. Commercial (C) a . Purpose The Commercial district is intended to provide retail, commercial and service uses in a neighborhood setting. Permitted uses, development standards, parking, landscaping and procedures will be regulated through the General Commercial District of the Huntington Beach Ordinance Code. III-22 1340D b. Additional Permitted Uses Existing, oil and gas production facilities and consolidation of existing facilities, and drilling of new wells are permitted within commercial areas in accordance with the Huntington Beach Ordinance Code, subject to approval of a conditional use permit. C. Landscaping All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof . 8 . Industrial (I) a . Purpose The Industrial district is intended to allow general industrial uses . Such uses shall be sensitively designed in relation to each other and the surrounding area. Permitted uses, development standards, parking, landscaping and procedures will be regulated through the General Industrial District of the Huntington Beach Ordinance Code. b. Additional Permitted Uses Existing oil and gas production facilities, consolidation of existing facilities and drilling of new wells are permitted within industrial areas in accordance with the Huntington Beach Ordinance Code, subject to approval of a conditional use permit . c) Landscaping All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof . 9 . Open Space (OS) a . Purpose The Open Space district is designated as areas to be provided , as permanent public recreational open space. 1t III-23 1340D b. Permitted Uses Permitted uses and other regulations for this district are in accordance with the Recreational Open Space (ROS) provisions in of the Huntington Beach Ordinance Code. .1 III-24 1340D IV. ADMINISTRATION IV. ADMINISTRATION A. Development Phasing Plan The Holly-Seacliff study area is anticipated to be built out over a period of approximately 10 years, with a target completion date of 2001 . Actual construction starts and occupancy will be dictated by market forces, the removal of oil operations and interim uses, and the requirements of individual property owners and developers . The Development Phasing Plan shown on Table 2 is a program of the relative timing of development within each of the individual planning areas . The Phasing Plan also provides a guideline for the construction of adequate community infrastructure within the Holly-Seacliff Specific Plan area. B. Public Facilities Improvement Responsibilities In order to provide for public facilities improvements necessary to serve all future development within the Holly-Seacliff area, developers will have a fair-share responsibility for either (1) constructing the necessary improvements required as described in the Specific Plan concurrent with project development, or (2) funding such necessary improvements if constructed by other developers . The City will determine and administer the fair-share responsibility for the master public facilities improvements, including sewer, water, drainage, roads, traffic controls, fire and police capital facilities as described in the Specific Plan. If a developer provides the necessary facilities beyond his fair-share responsibility, that developer shall be reimbursed from funds collected from other developers. If a developer is required to pay fees, those fees will be based on the City' s fair-share responsibility determination. This determination will be based on a development ' s proportional use of the master public facilities improvements necessary to serve the development utilizing assessment on a dwelling unit, acreage. building square footage or front footage basis . All development projects to be served by the master public facilities improvements shall be conditioned to construct facilities or pay fees per a Holly-Seacliff Public Facilities Fee Ordinance. Such construction or payment of fees shall be based on a fair-share responsibility program as administered by the City Public Works Department. 1� IV-1 1341D Table 2 Development Phasing Plan CANNING ACRES USE TOTAL EXISTING PHASE I PHASE H PHASE III DWELLING DWELLING AREA UNITS UNITS 1990-1993 1"4-1997 1998-2001 I 48 RESIDENTIAL 160 20 90 50 16 OPEN SPACE 1I 159 RESIDENTIAL 1535 300 985 250 32 INDUSTRIAL 111 179 RESIDENTIAL 1450 150 750 550 7 COMMERCIAL 16 OPEN SPACE IV 33 RESIDENTIAL 700 65 100 300 235 53 MIXED USE 22 INDUSTRIAL 4 CONDAERCIAL TOTAL 560 3845 65 570 2125 1095 * INDICATES TIMING OF NON-RESIDENTIAL USES. I Holly-Seacliff Specific Plan 450/02.000 December 1991 Development Agreement No. 90-1 describes certain public facilities improvements to be constructed by Pacific Coast Homes and Garfield Partners . C. Methods and Procedures The methods and procedures for implementation and administration of the Development Standards, as well as the policies, guidelines and other conditions of this Holly-Seacliff Specific Plan, are prescribed as follows: 1. Implementation The Specific Plan shall be implemented through the processing of site plans in conjunction with conditional use permits, tentative tract maps and tentative parcel maps. The site plans may be prepared concurrently in sufficient detail to determine conformance with the Specific Plan. 2. Tentative Tract Maps For projects requiring a tentative tract or parcel map(s) , the provisions and procedures contained in the Huntington Beach Ordinance Code shall apply. 3 . Vesting Tentative Maps For residential projects entailing a vesting tentative tract map, the provisions and procedures in the Huntington Beach Ordinance Code shall apply. 4 . Conditional Use Permits For projects, uses and operations requiring a conditional use permit pursuant to the provisions of this Specific Plan, the procedures specified in the Huntington Beach Ordinance Code shall apply. 5. Special Permits/Variances For projects or operations requiring a variance or modification to the Development Standards contained herein, deviations up to ten percent (10%) may be approved via a special permit, except for height and parking. Deviations greater than i ten percent (10%) may be approved via a conditional exception. v` IV-2 1341D 6 . Specific Plan Amendments A Specific Plan amendment shall be required for the following : a) Changes to planning unit boundaries which exceed fifteen percent (15%) of the approved acreage on Table 1. b) Changes to the Development Standards in the Specific Plan. c) Substantial variations from infrastructure plans, as determined by the Director of Public Works. Specific Plan Amendments shall be processed in accordance with either the zone change or code amendment procedures, as appropriate, contained in the Huntington Beach Ordinance Code. 7. Coastal Development Permits The south western portion of the Holly-Seacliff Specific Plan Area falls within the coastal zone. All development projects proposed in this area require a Coastal Development Permit. D. Density Transfer Procedure The Land Use Element of the Holly-Seacliff General Plan Amendment allows dwelling units to be transferred from a Planning Unit or Units within the same Planning Area, so long as the maximum number of dwelling units allowed by the General Plan for each Planning Unit is not exceeded, and so long as the total number of dwelling units allocated for that Planning Area is not exceeded. As indicated on Table 1 of the Specific Plan, the "average gross density" of each Planning Unit is less than the General Plan maximum density. Since the General Plan and the Development Standards permit development up to the General Plan maximum density, the following procedures are necessary to allow and monitor density transfers within the Holly-Seacliff Specific Plan Area. 1. Transfers Within A Plannina Unit dwelling units may be transferred within a Planning Unit as long as the total number of units for the Planning Unit as shown on Table 1 remains the same. If a property owner submits an entitlement application for development of a �v IV-3 1341D portion of a Planning Unit for a density which is greater or less than the average gross density for the Planning Unit, then a transfer of density within a Planning Unit is involved, as long as the assigned total of units (as shown on Table 1) remains the same. The subject application must include: 1) a plan showing both the approved and proposed allocations of dwelling units within the Planning Unit, and 2) the written concurrence of all property owners affected by the proposed transfer . Density may not be transferred from a completed project unless the transfer was approved at the time said project was approved. 2. Transfers Between Planning Units Dwelling units may be transferred between Planning Units within the same Planning Area. If a property owner submits an entitlement application for a Planning Unit for a density which is greater or less than the average gross density for the Planning Unit, then a transfer of density between Planning Units will be necessary. The subject application must include: 1) a plan showing both the existing and proposed allocation of dwelling units within all Planning Units affected by the transfer, and 2) the written concurrence of all property owners affected by the proposed transfer. Density may not be transferred from a completed project unless the transfer was approved at the time said project was approved. 3 . Entitlement applications involving a density transfer will require the following: a. An Infrastructure Analysis documenting that the transfer does not exceed proposed infrastructure capacity. If capacity will be exceeded based on the required analysis, recommendations for additional infrastructure improvements must also be submitted. Required infrastructure modifications shall be the responsibility of �3 IV-4 1341D the party requesting the transfer, and shall be placed as conditions of approval on the appropriate development entitlement. b. An Environmental Analysis in the form of the City' s Initial Study documentation that the proposed density transfer of planning units will not affect the conclusions of the environmental analysis contained in the Certified EIR 89-1 for CPA 89-1. C. A policy analysis documenting that the density transfers within a planning unit or between planning unit are consistent with the goals, policies, and programs of the City of Huntington Beach General Plan and this Specific Plan. E. Acreage/BoundaKX Changes Acreage figures shown on the Land Use Table (Table 1) are indicated to the nearest acre based upon planimeter readings . Modifications, not to exceed fifteen percent (15%) of the acreage and boundaries shown, may result from more detailed planning and technical refinements in the tentative tract map or site plan processes, and shall not require an amendment to this Specific Plan. s t Y �� IV-5 1341D OQ V. LEGAL DESCRIPTION HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY BEING PORTIONS OF SECTIONS 34 AND 35, TOWNSHIP 5 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, PARTLY IN THE RANCHO LAS BOLSAS AND PARTLY IN THE RANCHO LA BOLSA CHICA, AS SHOWN ON A MAP RECORDED IN BOOK 51, PAGE 13 OF MISCELLANEOUS MAPS AND PORTIONS OF SECTIONS 2, 3 AND 4, TOWNSHIP 6 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN IN THE RANCHO LAS BOLSAS, AS SHOWN ON A MAP RECORDED IN BOOK 51, PAGE 14 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE INTERSECTION OF MAIN STREET AND YORKTOWN AVENUE(SHOWN AS MANSION AVENUE ON A MAP FILED IN BOOK 95, PAGE 20 OF RECORD OF SURVEYS, RECORDS OF SAID ORANGE COUNTY); THENCE NORTH 89041'42" WEST 1350.19 FEET ALONG THE CENTERLINE OF SAID YORKTOWN AVENUE TO THE CENTERLINE OF GOLDENWEST STREET AS SHOWN ON SAID LAST MENTIONED MAP; THENCE NORTH 41°37'25" EAST 11.92 FEET ALONG THE CENTERLINE OF SAID GOLDENWEST STREET TO AN ANGLE POINT THEREIN; THENCE CONTINUING ALONG THE CENTERLINE OF ' GOLDENWEST STREET, NORTH 00°16'53" EAST 1403.96 FEET TO ITS POINT OF INTERSECTION WITH THE NORTHERLY LINE OF TRACT NO. 7656, AS SHOWN ON THE MAP 'RECORDED IN BOOK 295, PAGES 28 THROUGH 31 OF MISCELLANEOUS MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, SAID POINT BEING THE BEGINNING OF A NON-TANGENT CURVE CONCAVE SOUTHERLY, HAVING A RADIUS OF 800.00 FEET, A RADIAL LINE TO SAID CURVE BEARS NORTH 09038'08" WEST; THENCE WESTERLY 181.28 FEET ALONG SAID CURVE AND SAID NORTHERLY LINE OF TRACT NO. 7656 THROUGH A CENTRAL ANGLE OF 12059'00", TO THE BEGINNING OF A REVERSE CURVE CONCAVE NORTHERLY, HAVING A RADIUS OF 800.00 FEET, A RADIAL LINE TO SAID CURVE BEARS SOUTH 22"37'08" EAST; THENCE CONTINUING WESTERLY 880.58 FEET ALONG SAID CURVE AND SAID NORTHERLY LINE OF TRACT NO. 7656 AND ALONG THE NORTHERLY LINE OF TRACT NO. 7421, AS SHOWN ON THE MAP RECORDED IN BOOK 302, PAGES 20 THROUGH 23 OF MISCELLANEOUS MAPS 1N THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, TO THE BEGINNING OF A REVERSE CURVE CONCAVE SOUTHWESTERLY HAVING A RADIUS OF 800.00 FEET, A RADIAL LINE TO SAID CURVE BEARS NORTH 40°26'54" EAST; THENCE NORTHWESTERLY 249.63 FEET ALONG SAID CURVE AND SAID NORTHERLY LINE OF TRACT NO. 7421 THROUGH A CENTRAL ANGLE OF 17052'42" THENCE VWDEN & LEGAL DESCRIPTION SOCIATES HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY l� CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 0844-773-3 1/30/91 �J 19012 COWAN.SUITE 210 • IRVINE, CA M14 WO.me. Dale 714/66"110 FAX;660-dolt 1 E„ ,. PER CRt. shoot.L Ot�� NORTH 00022'36"EAST 24.68 FEET;THENCE NORTH 44°22'22"WEST 78.12 FEET; THENCE SOUTH 48°52'36" WEST 27.00 FEET; THENCE SOUTH 79'52'36" WEST 248.95 FEET; THENCE SOUTH 00'22'36" WEST 5.90 FEET; THENCE NORTH 89037'24" WEST 72.36 FEET; THENCE SOUTH 80'35'37" WEST 262.07 FEET; THENCE SOUTH 56°52'22" WEST 157.58 FEET; THENCE SOUTH 36°35'30" WEST 109.38 FEET; THENCE SOUTH 43'48'10" WEST 151.41 FEET; THENCE SOUTH 02.06'09" WEST 384.31 FEET; THENCE SOUTH 22°47'17" WEST 236.88 FEET; THENCE SOUTH 11*43'51" EAST. 123.87 FEET; THENCE SOUTH 35°08'20" EAST 258.90 FEET; THENCE SOUTH 27'31'58 EAST 336.22 FEET; THENCE SOUTH 37'12'45" EAST 170.83 FEET; THENCE NORTH 57'19'50" EAST 67.67 FEET; THENCE NORTH 34'15'43" WEST 68.56 FEET; THENCE NORTH 47'12'59" EAST 106.40 FEET; THENCE SOUTH 52'33'36" EAST 202.68 FEET; THENCE SOUTH 56'02'22" EAST 89.12 FEET; THENCE SOUTH 85'36'09" EAST 148.27 FEET; THENCE SOUTH 42033'44" EAST 151.24 FEET; THENCE SOUTH 26°13'49" WEST 112.82 FEET; THENCE SOUTH 47'37'07" WEST 178.23 FEET; THENCE SOUTH 56'31'48" WEST 90.34 FEET; THENCE SOUTH 52°26'55" WEST 109.64 FEET; THENCE SOUTH 53034'35" WEST 199.31 FEET; THENCE SOUTH 53'21'07" WEST 144.84 FEET; THENCE SOUTH 53'34'54" WEST 79.68 FEET; THENCE NORTH 78049'50" WEST 129.11 FEET; THENCE NORTH 82°26'29" WEST 132.50 FEET; THENCE NORTH 87°53'06" WEST 142.58 FEET; THENCE NORTH 88°34'45" WEST 482.97 FEET; THENCE SOUTH 79°09'09" WEST 427.24 FEET; THENCE SOUTH 78'11'24" WEST 320.84 FEET; THENCE NORTH 09°07'55" EAST 186.17 FEET; THENCE NORTH 11'03'24" EAST 248.08 FEET; THENCE NORTH 19*01'22" EAST 142.80 FEET; THENCE NORTH 36°57'38" EAST 41.06 FEET; THENCE NORTH 35'24'38" EAST 689.02 FEET; THENCE NORTH 05°02'22" WEST 61.09 FEET; v THENCE NORTH 85046'51" WEST 28.56 FEET; THENCE SOUTH 53°58'25" WEST 49.15 FEET; THENCE NORTH 78'51'01" WEST 62.70 FEET; THENCE NORTH 59°32'35" WEST 112.08 FEET; THENCE NORTH 70°28'27" WEST 109.58 FEET; THENCE NORTH 27044'02" EAST 108.69 FEET; THENCE NORTH 17°29'33" EAST 232.75 FEET; THENCE NORTH 09°47'41" EAST 224.74 FEET; THENCE NORTH 06'41'28" EAST 218.10 FEET; THENCE NORTH 12°50'02" EAST 125.61 FEET; THENCE NORTH 11012'50" WEST 67.15 FEET; THENCE NORTH 76°16'19" WEST 54.17 FEET; THENCE SOUTH 68°56'58" WEST 44.19 FEET; THENCE SOUTH 13042'05" WEST 241.82 FEET; THENCE SOUTH 32'53'58" WEST 74.39 FEET; THENCE NORTH 83032'50" WEST 85.42 FEET; THENCE NORTH 84°43'58" WEST 68.77 FEET; THENCE NORTH 530 16'51" WEST 49.91 FEET; THENCE NORTH 06004'10" EAST 55.63 FEET; THENCE NORTH 03°04'00" WEST 150.41 FEET; THENCE NORTH 45052'33" EAST 85.70 FEET; THENCE NORTH 15°45'53" EAST 122.97 FEET; THENCE NORTH 44'48'17" WEST 98.42 FEET; THENCE NORTH 35'04'20" WEST 62.07 FEET; THENCE NORTH 49°18'15" WEST 427.57 FEET; THENCE NORTH 70'42'04" WEST 751.89 FEET; TO A POINT ON THE NORTHEASTERLY PROJECTION OF THAT CERTAIN COURSE DESCRIBED AS "NORTH 41'42'13" EAST 164.55 FEET" FOR A PORTION OF THE VWSODEN & LEGAL DESCRIPTIONHOLLY-SEACL97 CIATES SPECIFIC PLAN BOUNDARY CIVIL[NGINEIRS-PLANNERS-LAND SURV[YORS 0844-273-3 1/30/91 11012 COWAN.SUITE 210 • IRVINE CA 92714 W O.No. O:t• E 7141"04110 FAX.660-4418 " r PER Chit. Shoo!_ 0� SOUTHEASTERLY LINE OF SEAPOINT STREET (FORMERLY SEAVIEW AVENUE), 100.00 FEET IN WIDTH, AS SHOWN ON THE MAP FILED IN BOOK 166, PAGES 10 AND 11 OF PARCEL MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY; THENCE SOUTH 41°42'13" WEST 243.13 FEET ALONG SAID NORTHEASTERLY PROJECTION TO THE MOST NORTHERLY CORNER OF PARCEL 1 AS SHOWN ON SAID LAST MENTIONED MAP; THENCE ALONG THE NORTHERLY LINE OF SAID MAP THE FOLLOWING COURSES: NORTH 48°17'47" WEST 100.00 FEET, SOUTH 41-42-13" WEST 164.55 FEET TO THE BEGINNING OF A TANGENT CURVE, CONCAVE NORTHWESTERLY HAVING A RADIUS OF 750.00 FEET AND SOUTHWESTERLY 259.51 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 19049'31" TO THE MOST NORTHEASTERLY LINE OF THE LAND DESCRIBED IN THAT CERTAIN PARTIAL RECONVEYANCE RECORDED AS INSTRUMENT NO. 82-222367 OF OFFICIAL RECORDS OF SAID COUNTY; THENCE LEAVING SAID NORTHERLY LINE OF SAID LAST MENTIONED MAP NORTH 42011'18" WEST 360.45 FEET ALONG SAID NORTHEASTERLY LINE OF THE ABOVE DESCRIBED PARTIAL RECONVEYANCE TO A POINT ON THE NORTHERLY LINE OF THE HUNTINGTON BEACH CITY LIMIT BOUNDARY, AS SHOWN ON THE MAP FILED IN BOOK 92, PAGES 19 THROUGH 28 OF RECORD OF SURVEYS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY; THENCE ALONG SAID BOUNDARY LINE THE FOLLOWING COURSES: SOUTH 89037'14" EAST 91.97 FEET, NORTH 00°15'23" EAST 328.98 FEET, SOUTH 89043'03" FAST 660.16 FEET, NORTH 00-19-15" EAST 328.84 FEET, NORTH 89041'36" WEST 231.59 FEET, NORTH 26°49'24" EAST 1107.66 FEET AND SOUTH 89041'05" EAST 726.01 FEET; THENCE NORTH 00°17'53" EAST 1321.75 FEET ALONG SAID HUNTINGTON BEACH CITY LIMIT BOUNDARY TO THE NORTHWEST CORNER OF PARCEL 1 AS SHOWN ON THE MAP FILED IN BOOK 42, PAGE 25 OF PARCEL MAPS, RECORDS OF ORANGE COUNTY; THENCE NORTH 89032'59" EAST 988.61 FEET ALONG THE NORTHERLY LINE OF SAID PARCEL 1 AND ITS EASTERLY PROJECTION TO A POINT ON THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34, SAID LINE BEING THE CENTERLINE OF EDWARDS STREET; THENCE SOUTH 00'16'06" WEST 2310.30 FEET ALONG SAID CENTERLINE OF EDWARDS STREET TO THE CENTERLINE POINT OF INTERSECTION OF SAID EDWARDS STREET AND GARFIELD AVENUE AS SHOWN ON SAID AFOREMENTIONED MAP FILED IN BOOK 92, PAGES 19 THROUGH 28 OF RECORD OF SURVEYS OF SAID COUNTY SAID POINT ALSO BEING THE SOUTH QUARTER CORNER OF SAID SECTION 34; THENCE SOUTH 89°42'05 EAST 2639.70 FEET ALONG THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SECTION 34 AND SAID CENTERLINE OF GARFIELD AVENUE TO THE CENTERLINE POINT OF INTERSECTION OF SAID GARFIELD AVENUE AND GOLDENWEST STREET, (SHOWN AS WESTMINSTER AVENUE ON THE MAP OF GARFIELD STREET ADDITION TO HUNTINGTON BEACH, FILED IN BOOK 7, PAGES 27 AND 28 OF MISCELLANEOUS MAPS OF SAID COUNTY), SAID POINT ALSO BEING THE SOUTHEAST CORNER OF SAID SECTION 34; THENCE NORTH i VWDEN & LEGAL DESCRIPTIONSOCIATESHOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY CIVIL t:Nar.cER.t—ruNNEu—uwo suavEroRs 0844-273-3 1/30/91 18012 COWAN.SUITE 210 • IRVINE. CA 9V14 wo.No. Date 714/66"110 FAX:6604418 FR.. PER ro— - — Z — S 00'16'18" EAST 2639.61 FEET ALONG THE EAST LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 34 AND THE CENTERLINE OF SAID GOLDENWEST STREET TO THE EAST QUARTER CORNER OF SAID SECTION 34, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION OF GOLDENWEST STREET AND ELLIS AVENUE;THENCE SOUTH 89'43'37"EAST 1982.30 FEET ALONG THE CENTERLINE OF SAID ELLIS AVENUE, SAID CENTERLINE ALSO BEING THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 35 TO THE CENTERLINE INTERSECTION OF GOTHARD STREET; THENCE CONTINUING SOUTH 89'43'37" EAST 33.82, MORE OR LESS, ALONG SAID NORTH LINE OF THE SOUTHWEST QUARTER TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY, HAVING A RADIUS _ OF 1000.00 FEET; THENCE SOUTHEASTERLY 339.26 FEET,MORE OR LESS,ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 19*26'18" TO THE BEGINNING OF A REVERSE CURVE CONCAVE NORTHERLY HAVING A RADIUS OF 1000.00 FEET, A RADIAL LINE TO SAID CURVE BEARS SOUTH 19'42'41" WEST; THENCE EASTERLY 320.08 FEET, ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 18020121"TO AN INTERSECTION WITH A LINE PARALLEL WITH AND EASTERLY 20.00 FEET FROM THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 35; THENCE SOUTH 00018'39" WEST 455.28 FEET, MORE OR LESS, ALONG SAID PARALLEL LINE TO A POINT ON THE WESTERLY PROJECTION OF THE SOUTH LINE OF PARCEL 1 OF THE MAP FILED IN BOOK 132, PAGES 35 AND 36 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE SOUTH 89044'06" EAST 639.65 FEET ALONG SAID WESTERLY PROJECTION AND SAID SOUTH LM OF PARCEL 1 TO THE CENTERLINE OF HUNTINGTON STREET AS SHOWN ON PARCEL MAP NO. 81-575, FILED IN BOOK 172, PAGES 3 AND 4 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE SOUTH 00018'34" WEST 1326.13 FEET, MORE OR LESS, ALONG THE CENTERLINE OF SAID HUNTINGTON STREET TO THE CENTERLINE INTERSECTION OF MAIN STREET AND SAID HUNTINGTON STREET; THENCE CONTINUING ALONG THE CENTERLINE OF SAID HUNTINGTON STREET SOUTH 00'17'42" WEST 744.99 FEET TO THE CENTERLINE INTERSECTION OF GARFIELD AVENUE AND SAID HUNTINGTON STREET, AS SHOWN ON SAID PARCEL MAP NO. 81-575, FILED IN BOOK 172, PAGES 3 AND 4 OF PARCEL MAPS RECORDS OF SAID HUNTINGTON BEACH, THENCE ALONG SAID CENTERLINE OF GARFIELD AVENUE NORTH 89042'04" WEST 659.89 FEET TO THE SOUTH QUARTER CORNER OF SAID SECTION 35; THENCE CONTINUING ALONG SAID CENTERLINE OF GARFIELD AVENUE, NORTH 89'43'21" WEST 82.85 FEET TO THE CENTERLINE INTERSECTION OF MAIN STREET AND SAID GARFIELD AVENUE AS SHOWN ON THE MAP OF TRACT NO. 10511 RECORDED IN BOOK 455, PAGES 13 THROUGH 17 INCLUSIVE OF :MISCELLANEOUS MAPS, RECORDS OF SAID ORANGE COUNTY;THENCE SOUTH 45'17'24"WEST 774.32 FEET, MORE OR LESS, ALONG THE CENTERLINE OF SAID MAIN STREET TO A POINT ON THE NORTHERLY PROJECTION OF THE MOST WESTERLY LINE OF SAID TRACT NO. 10511 ALDEN & LEGAL DESCRIPTION DEN HOLLY-SFACLIFF SPECIFIC PLAN BOUNDARY CIVIL[NGINL[RS—►uNN[RS—uND SURVcroRs 0844-273-3 1/30/91 10012 COWAN.SUM 110 • IRVINE CA"71/ tKO.Me. Date 1114166"110 FAX:660 418 [" r. PER Cht. SAeet=O7 DESCRIBED ABOVE,SAID LINE ALSO BEING THE EAST LINE OF HOLLY STREET, 30.00 FEET IN WIDTH AS SHOWN ON SAID MAP OF TRACT NO. 10511; THENCE SOUTH 00°18'18" WEST 242.23 FEET ALONG SAID LINE TO AN ANGLE POINT TO THE WEST LINE OF SAID TRACT NO. 10511; THENCE ALONG THE WESTERLY LINE OF SAID TRACT THE FOLLOWING COURSES: SOUTH 89°40'56" EAST 280.19 FEET, SOUTH 00°17157" WEST 410.35 FEET, SOUTH 89°42'47"EAST 135.00 FEET AND SOUTH 00017157" WEST 90.00 FEET TO THE NORTHERLY LINE OF CLAY AVENUE, 30.00 FEET IN WIDTH, AS SHOWN ON SAID MAP OF TRACT NO. 10511; THENCE SOUTH 00°17'13" WEST 30.00 FEET TO THE CENTERLINE OF SAID CLAY AVENUE; THENCE NORTH 89°42'47" WEST 813.43 FEET TO THE. CENTERLINE INTERSECTION OF.CLAY AVENUE AND MAIN STREET AS SHOWN ON THE MAP FILED IN BOOK 100, PAGES 46 AND 47 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE ALONG SAID CENTERLINE OF MAIN STREET SOUTH 19'14'02" WEST 829.19 FEET TO AN ANGLE POINT IN SAME; THENCE CONTINUING ALONG SAID CENTERLINE OF MAIN STREET SOUTH 00°18'10" WEST 545.95 FEET TO THE POINT OF BEGINNING. CONTAINING 568.90 ACRES, MORE OR LESS. VWDEN & LEGAL DESCRIPTION SOCIATES HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS ,�.� o.N.: 0844-273-3 D.1i 1/30/91 18012 COWAN.SUITE 210 • IRVINE,CA M1� v1f 7141"0-0110 FAX:6604419 En r. P CAk. SA..t 5 Of 5 i i, VI. MITIGATION MEASURES VI. MITIGATION MEASURES FINAL ENVIRONMENTAL IMPACT REPORT NO. 89-1 These mitigation measures are required of the Holly-Seacliff Specific Plan pursuant to Final Environmental Impact Report 89-1 and should be imposed on future projects in the Specific Plan area. Land Use On-Site Land Uses 1. Prior to issuance of building permits for individual tracts, the applicant should demonstrate that service vehicle access to all remaining operating oil wells on site is monitored through the existing or proposed residential tracts. 2. All potential buyers and renters of on-site residences should be notified of the affects resulting from on-site and off-site oil production activities . The notification should state the frequency and locations of maintenance and service operations . The notification should indicate that noise levels from oil activities may also significantly increase during these times. Air Quality 1. Because it only takes a small amount of material to generate odors, it is important to maintain a very clean operation. Therefore, any oil spilled on the ground should be quickly cleaned up. Well sumps should be pumped out after pulling a well and periodically in the interim. Maintenance of seals and gaskets on pumps and piping should be performed whenever leaks are evident. General clean-up of the site should result in significant improvements in the level of odor found in the area. 2. Appropriately designed, vapor recovery systems which pull the gas off the well casing should be employed, as well as vapor recovery systems for oil transport trucks . A similar system could be employed for any remaining storage facilities on site. VI-1 1342D `�s eic Noise 1. Noise levels generated by the oil operations should be mitigated to levels consistent with the Huntington Beach Noise Ordinance, by locating consolidation area(s) at least 300 feet from the nearest residential or other sensitive land uses (locating consolidation areas within industrial-use areas would be the most desirable from a noise standpoint) . The oil wells could be located closer to sensitive land uses if a perimeter wall with a minimum height of 8 feet was utilized around the consolidation area(s) . The following mitigation measures assume a 100 foot distance to the receptor and the mitigation affects of an 8 foot sound wall. Additional analysis of the consolidation area(s) will be necessary when phasing plans become available. Oil Well Drilling Operations 2. The results show that in order for the drilling operations to satisfy the Huntington Beach Noise Ordinance outdoor standards, electric motors with acoustic blankets must be used. Diesel motors even when shielded by acoustic blankets will not meet the nighttime Noise Ordinance standards at the on-site and off-site residences and will not meet the daytime Noise Ordinance standards at the on-site residences. If there are plans to conduct the drilling operations during the nighttime hours, then according to the Oil Code, the operations must be soundproofed. Acoustic blankets as well as an 8 foot high masonry wall along the site perimeter will likely reduce the noise levels to below the Noise Ordinance standards . Oil Well Pumping 3 . The well pumps used in the consolidation area should be submerged. If other types of well pumps such as ground level electric or diesel pumps may be necessary. Specific mitigation measures should be presented in an additional noise study. Well Pulling, Redrilling and Service Drilling Operations 4 . Well pulling and drilling operations are confined to daytime hours (7:00 a.m. to 10:00 p.m. ) by the Oil Code. Any redrilling performed at night must provide soundproofing to comply with the Noise Ordinance. The Oil Code prohibits the pulling of wells during the nighttime hours (10:00 to 7:00 a.m. ) . Well maintenance activities should also be conducted between the hours VI-2 1342D a3 or 7: 00 a.m. and 10: 00 p.m. only. Although high levels of noise may be generated by routine well maintenance operations, these activities would occur inside the noise barrier surrounding the consolidation area. 5 . Service drilling for this project will be conducted during the daytime hours only. Data on service drilling operations indicate that with a diesel- powered service rig and an 8 foot high noise barrier, the noise level at 100 feet will likely be 55 dBA which corresponds to the City' s daytime Noise Ordinance standard. All servicing of the wells must comply with the noise standards contained in the Huntington Beach code. Truck Operations 6 . Truck operations should be limited to daytime hours only (7 a.m. to 10 p.m. ) Helitcopter Operations 7 . A notice (and statement of acknowledgement) to prospective homeowners is required stating that the property is subject to overflight, sight and sound of helicopters associated with the police facility. Oil Facilities 1. Future Specific Plan(s) should include an area or areas for the consolidation of oil well facilities . 2 . All new development proposals should be accompanied by: o A plan which addresses the requirements for abandoned wells. o The abandonment plans for existing wells. o The operational plans for any remaining wells and facilities. These plans must satisfy the requirements of the City of Huntington Beach and the Division of Oil and Gas. 3 . The criteria for the approval of development plans within oil districts should include: r f VI-3 1342D a� (a) That enough open space has been reserved around the oil operation site to allow existing and future equipment which could reasonably be expected to be used on the site, including any setbacks from new development required by the Fire Chief . (b) That adequate access to all operation sites is provided for portable equipment and emergency vehicles . (c) That reasonable expansion of the existing facilities, if permitted in the oil district, can be accomplished. (d) That any proposed development includes all provisions for sound-proofing and fire protection required by the Fire Chief . (e) That screening of oil facilities from any new development is included in the plan. (Section 9680 .4, Article 968 OIL DISTRICTS, City of Huntington Beach Municipal code. ) 4 . As future development occurs, continued subsidence rate monitoring for the region of the subject site is necessary to determine if subsidence rates are declining with current water injection methods being used at operating oil production facilities . 5. The use of post-tensioned slabs should be considered in the foundation design in order to eliminate distress to structures and slabs from minor regional subsidence. Although this measure will provide for a more rigid slab, it will be no means eliminate distress to foundations resulting from the rapid subsidence of the land from continued oil and gas withdrawal. Cultural Resources Archaeology 1. It is suggested that the research design be prepared by the Principal Investigator selected to perform the work and that it be reviewed by a second consulting archaeologist. This step will help insure the completeness and viability of the research design prior VI-4 1342D �y to its implementation. The involvement of a second professional is viewed as an inexpensive means of insuring that no major elements are overlooked. 2. The archaeological deposits within the Holly-Seacliff study area should be subjected to a program of excavation designed to recover sufficient data to fully describe the sites . The following program is recommended: a. Analysis of the collections made by the Pacific Coast Archaeological Society, Long Beach State University and any community college which has such material . If the collections are properly provenienced and are accompanied by adequate documentation, they should be brought together during this phase and complete analysis performed. Of particular importance during this phase is the recovery of survey date to be used to determine the exact locations of previous excavation efforts . b. Prior to the beginning of any excavation effort, a burial strategy should be developed by the archaeologist retained to accomplish the excavation members of the Native American community and appropriate City Staff. The strategy should address details of the handling and processing of human remains encountered during excavation, as well as the ultimate disposition of such remains . C. Completion of test excavations should be made at each of the archaeological deposits . The information gained from the test excavation will guide the following data recovery excavation. The excavations should have two primary goals: o Definition of site boundaries and depth. o Determination of the significance of the site and its degree of preservation. d. A statistically valid sample of site material should be excavated. The data recovery excavation should be conducted under the provisions of a carefully developed research design. The research questions presented earlier in this report should VI-5 1342D ` 0 be incorporated into the research design, other important research questions should be developed from the test excavation data included, and a statement of methodology to be observed must be included. e. A qualified observer appointed by the Principal Investigator/Archaeologist should monitor grading of the archaeological sites to recover important material which might appear. The monitor will be assigned by the Principal Investigator. This activity may require some minor delay or redirecting of grading while material is being recovered. The observer should be prepared to recover material as rapidly as is consistent with good archaeological practice. Monitoring should be on a full time basis when grading is taking place on or near an archaeological deposit. However, the grading should terminate when the cultural deposit has been entirely removed and clearly sterile deposits exposed. f. All excavation and ground disturbing observation projects should include a Native American Observer. Burials are known to exist at some of the sites, a circumstance which is extremely important to the Native American community. . g. A detailed professional report should be prepared which fully describes the site and its place in pre-history. Reports should receive sufficient distribution which includes the City, the County and the UCLA repository for archeology to insure their availability to future researchers . h. Arrangements should be made for proper curation of the- collections. It is expected that large quantities of materials will be collected during the excavation. Curation should be at an institution which has the proper facilities for storage, display and use by interested scholars and the general public. VI-6 1342D q1 3 . The shell and lithic scatters should be subjected to test excavation to determine if they are or are not in situ archaeological deposits. If any of the scatters prove to be in situ archaeological material, a site record should be prepared and submitted to the Archaeological Survey, University of California, Los Angeles, and the site should be treated as in mitigation number one. If the sites are shown to be not archaeological in nature or not in situ, then no further action should be taken. 4 . Ground disturbing activity within the study area should be monitored by a qualified observer assigned by the Principle Investigator/Archaeologist to determine if significant historic deposits, (e.g. foundations, trash deposits, privy pits and similar features) have been exposed. The monitoring should be on a full-time basis, but can be terminated when clearly undisturbed geologic formations are exposed. If such exposures occur, appropriate collections should be made, followed by analysis and report preparation. Historic material may be encountered anywhere within the Holly-Seacliff property, but the area around the old Holly sugar Refinery is probably more sensitive than the balance of the project area. Historical material recovered at the archaeological sites should be treated with those deposits . 5. The plaque commemorating oil well Huntington A-1 should be preserved. As development in the area continues, it may be desirable to upgrade this feature. Paleontology 6 . A qualified paleontologist should be detained to periodically monitor the site during grading or extensive trenching activities that cut into the San Pedro Sand or the Quaternary marine terrace units . 7. In areas where fossils are abundant, full-time monitoring and salvage effort will be necessary ( 8 hours per day during grading or trenching activities) . In areas where no fossils are being uncovered, the monitoring time can be less than eight hours per day. 8. The paleontologist should be allowed to temporarily divert or direct grading operations to facilitate assessment and salvaging of exposed fossils . VI-7 1342D 9 . Collection and processing of matrix samples through fine screens will be necessary to salvage any microvertebrate remains. If a deposit of microvertebrates is discovered, matrix material can be moved off to one side of the grading area to allow for further screening without delaying the developmental work. 10. All fossils and their contextual stratigraphic data should go to an institution with a research interest in the materials, such as the Orange County Natural History Foundation. Human Health and Safety Surface Oil Contamination 1. Prior to grading and development, a site reconnaissance should be performed including a phased Environmental Site Assessment to evaluate areas where contamination of the surficial soils may have taken place. The environmental assessment should evaluate existing available information pertinent to the site and also undertake a limited investigation of possible on-site contamination. Phase I should include: a. Review of available documents pertinent to the subject site to evaluate current and previous uses. b. Site reconnaissance to evaluate areas where contamination of surficial solid may have taken place. C. Excavation and testing of oil samples to determine presence of near surface contamination of soil. d. Subsurface exploration to determine presence of sumps on-site. Testing of possible drilling fluids for heavy metals. e. Completion of soil gas vapor detection excavations located adjacent to the existing on-site wells. f . Testing of air samples for gas vapor, methane gas and sulfur compounds . VI-8 1342D 2 . The actual site characterization and remedial action plan would be developed as part of a later phase. Upon completion of the Environmental Assessment, a Remedial Action Plan can be developed. This plan should address the following items: a. Treatment of possible crude oil contaminated soils. A possible solution to this condition would be aeration of the contaminated soils to release the volatile gases and then incorporation of the treated solid into the roadway fills (subgrade) . b. Treatment of possible drilling sumps by either on-site disposal of non-contaminated drilling fluids or off-site disposal of contaminated fluids . C. Treatment of the possibility of the accumulation of methane gas. Methane Gas 3 . Prior to development, a thorough site study for the presence of surface and shallow subsurface methane gas should be performed. Any abnormal findings would require a Remedial Action Plan and further studies to assure sufficient mitigation of the hazardous areas prior to building construction. All structures should have a gas and vapor barrier installed underneath the slabs and foundations. Gas collection and ventilation systems should be installed over abandoned wells which are underneath or within ten (10) feet of any structure, and over wells which show evidence of surface emissions of methane gas . Additionally, following construction of structures, an organic vapor analysis should be conducted and the results evaluated to assure that acceptable air quality is maintained within buildings and residences. 4 . The presence of methane gas on-site should be the subject of future studies that include the following tasks: a. Drilling of test wells to monitor for subsurface methane deposits and confirm or deny the presence of biogenic methane bearing strata near the surface in the development area. b. Shallow excavation and sampling in areas either known or assumed to be potential drilling mud sumps; VI-9 1342D c. Vapor monitoring of shallow vapor probes placed at strategic location on the site and collection of soil vapor samples; d. Vapor survey areas adjacent to known abandoned oil wells; e. Laboratory analysis of selected soil samples for metals and soil vapor samples for gases . Other Oil Production Related Hazards 5. Oil wells scheduled for abandonment should be completed in accordance with the standards and specifications of the City of Huntington Beach and the California Division of Oil and Gas. Wells which have previously been abandoned must be reabandoned to the most current requirements of the City of Huntington Beach and the Division of Oil and Gas. 6 . Existing oil production lines are located throughout the site. Treatment of these lines will depend on proposed land use and development . Utility lines should be relocated and or removed with the trench being filled with compacted fill. Hazardous Materials 1. The use, storage and disposal of hazardous materials should be enforced by City of Huntington Beach to provide the greatest possible protection to the public from accidental occurrences. 2. Active wells remaining on-site should be secured and screened as required by the City of Huntington Beach. 3 . Prior to development, a review of available public health records should be performed to evaluate possible public health risk sites in the vicinity of the subject site. 4 . An inventory of all hazardous materials used and stored by industries locating within the project area should be maintained and recorded for use by the City Fire Department. This inventory should include the location at which each hazardous material is used. i VI-10 1342D 1 � A Aesthetics 1. Landscaping of future projects should be designed to minimize visual impacts on adjacent parcels . Special consideration should be given to orientation of the project ' s residences (i .e. windows and deck) so as to respect the privacy of adjacent and nearby homes . 2. Wherever feasible, oil production facilities on-site should be eliminated or consolidated to reduce their total number. Facilities remaining on-site should be painted, camouflaged, or otherwise screened by perimeter walls, plantings or like treatments to reduce their unsightliness to future residents . Land-Use Policies Prior to the issuance of grading permits, the Department of fish and Game should be notified of grading activities on-site that are scheduled to commence in the swales, in order to preclude the possible elimination of wetland areas under the jurisdiction of the Department of Fish and Game, as further specified in the Biological Resources section of this EIR. Biological 1. Following construction of necessary infrastructure in the main drainage swale, i .e. , utility lies, sewers, etc. , this swale should remain as open space. Mitigation for the loss of cattail marsh habitat (0.5 acres) and willow habitat (0.5 acres) which are depicted on Exhibit 28, will take place such that a minimum of 1.0 acre of riparian vegetation is established in this drainage swale. The plants utilized in the revegetated area will enclosed from the recommended plant palette indicated in Appendix H. 2 . Through adoption of future Specific Plans large trees suitable for use by raptors such as the red-shouldered hawk, should preserved or replaced in accordance with the tree species identified in the plant palette contained in Appendix L. 3 . Any grading or filling in the brackish wetlands in the western portion of the project site sill be mitigated by restoration of an equal area of coastal wetland at a nearby location in the open space area. 4 . Effects upon on-site wetlands within the jurisdiction of the California Department of Fish and Game will require mitigation defined by 1603 permits. VI-11 1342D Public Services and Utilities Schools 1 . The General Plan Amendment 89-1 designates a site for a new elementary school to serve students generated by residential development within the project area. 2 . The school district and major landowner should enter into an agreement for acquisition or lease of the site as part of implementation of this General Plan Amendment. 3 . Developers should pay school impact fees to finance construction of necessary school facilities. 4 . The Huntington Beach Union High School District should coordinate its expansion plans with phasing of development within the project area and surrounding areas. VI-12 1342D .J o3 PLANT PALETTE -- APPENDIX L Scientific Name Common Name Trees Alnus rhombifolia White Alder Juglans californica California Walnut Platanus racemosa Sycamore Quercus agrifolia Coast Live Oak S. laevigata Red Willow S. lasiandra Golden Willow S. hindsiana Sandbar Willow Saliz lasiolepis Arroyo Willow Umbellylaria californica California Bay Tall Shrubs Baccharis pilularis var. consanquinea Coyote Brush Heteromeles arbutifolia Toyon R. ovata Sugarbush Rhus laurina Laurel sumac Sambucus mezicana Elderberry Low Shrubs and Vines Diplacus longiflorus Bush Monkeyflower R. viburnifolium Catalina Currant R. aureum Golden Currant Ribes speciosum Fuschia-flowered Gooseberry Rosa californica California Rose Rubus ursinus California Blackberry Tozicodendron diversilobum Poison Oak Vitis californica California Grape Herbaceous Plants and Grasses Artemisia douglasiana Mugwort Elymus condensatus Giant Wild Rye Scirpus spp. Tule Typha spp. Cattail VI-13 1342D 0� ----- c' r L E G E N D rloT I :f = DEV DEVELOPED AREA f I �• - l �� NON-NATIVE WOODLAND www—O `.. ..T�._�� -y .. NNW RAO b �^� DFv - ►uvC C- ��•:!;� RAG RUDERAC ANNUAL GRASSLAND r Q l9T� on /•/T of, a. 'hDy©�Ib r ..,� PRDS PALUSTRINE,SHRUB,DECID000S,SALIX www , RA,►/T b. b7 PALUSTRINE, UNCONSOLIDATED BOTTOM 'Dj RAG u RAG �, � Pe PO PALUSTRINE, EMERGENT, PERSISTENT, DISTICHl15 DRV, , , PePS PALUSTRINE. EMERGENT, PERSISTENT. pIn ;�• C] SALICORNIA _ r p`o ' ,!AG DFV i DFfI. - ocv PePT PALUSTRINE, EMERGENT, PERSISTENT, TYPHA r D!v .»1N':, o!v, RAG � �! Pu PALUSTRINE, UNCONSOLIDATED SHORE � PALUSTRINE, UNCONSOLIDATED SHORE, S ��•, r PuVC VEGETATED.CONYZA •• RAG of VA`.. O•Iwe RAo MO' r ( v�t i r^ t r I' I- N�`f., f �M• RAO ♦ram,V, '��+•r(' 11 ;•h.1 RAG `, � r ��• •�1/t!"` r- }1' •. W h` }' "4 1 / ..t-' ,....r '• '1 r'"�f:l � . 5i1' ';'�' }. ;!�'�,���71:a1 CITY OF EXHIBIT 20 HHoUNT�INNG�T�O�N BBEpACH FF BIOLOGICAL RESOURCES AMENDMENT GENERAL PLAN LSA ASSOCIATES.Nc ,�Q INTENTIONALLY" LEFT BLAND - sz) STATE OF CAUFORNIA County of Orange I am a Citizen of the United States and a resident of the County aforesaid; I am over the age of eighteen years, and not a party to or interested in the below entitled matter. 1 am a. principal clerk of the HUNTINGTON BEACH INDEPENDENT, a newspaper of general circulation, printed and published in the City of PUBLIC-NOTICE Huntington Beach, CountyLEGAL NOTICE of Orange, State of y g OTICE Cafffomia,and that attached Notice is a true and ORDINANCE NO.3128 AN INANCE OF THE complete =py as was printed and published in CITY DRD OFF HUNTINGTON the Huntin gton Beach and Fountain Valle BEACH AMENDING THE Y HUNTINGTON BEACH OR- issues of said newspaperto wit the isme(s) of: T N S 90 CODE SEC- ION61 AND 9300 TO PROVIDE CHANGE OF ZONING FROM VARIOUS ZONING CLASSIFICA- TIONS TO HOLLY- 1 SEACLIFF SPECIFIC PLAN April 30, 1992 ON REAL PROPERTY GEN- ERALLY LOCATED SOUTH OF ELLIS AVENUE, EAST OF EDWARDS BLUFF, NORTH. OF SEACLIFF GOLF COURSE WEST OF GOTHARD AVENUE ZONE CHANGE 90-10 AND CODE AMENDMENT 90-10. SYNOPSIS: Ordinance No. 3128 amends the Huntington Beach Ordinance Code Section 9300 to add Sub- section (g) which adds the Holly-Seacliff Specific Plan. The-Holly-Seacliff Specific Plan changes the zoning on real property generally located south of Ellis Av- enue, east of Edwards Bluff, North of Seacliff Golf Course and west of Goth- and Street. ,THE FULL TEXT OF THE I declare, under penalty of perjury, that the ABDIENANN ETIS AVAIL- 'ABLE foregoing is title and coned. CLERK'S OFFICE ]ADOPTED by the City Council of the City of Hun- tington Beach at an regular Executed on April 30 j 99 2 meeting held Monday,April 20, 1992, by the following roll call vote: at Costa Mesa, Califomia. AYES: Councilmembers: Robitaille, Moulton- Patterson, Silva, Green, MacAllister,Kelly, y NOES: Councilmembers: Winchell S',gnature ABSENT: Councilmembers: None CITY OF HUNTINGTON BEACH, Connie Brock- way,City Clerk. Published Huntington Beach Independent April 30,1992 045-590 PROOF OF PUBLICATION REQUEST FOR CITY COUNCIL ACTION March 16, 1992 Date Submitted to: Honorable Mayor and City Council Members Submitted by: Michael T. Uberuaga, City Administrato -. Prepared by: Michael Adams, Director of Community Developm HOLLY-SEACLIFF SPECIFIC PLAN Subject: /� �R co C) T'Tmrn Consistent with Council Policy? [ Yes [ ] New Policy or Exception ca' N Statement of Issue, Recommendation,Analysis, Funding Source, Alternative Actions, Attachments: STATEMENT OF ISSUE• On February 10, 1992, the City Council approved the Holly-Seacliff Specific Plan by a vote of 5 to 1. The City Council took a number of straw votes concerning the following issues : school facilities, eliminating the landscape median in Gothard Street south of Ernest Avenue, building height, affordable housing, the special permit process, and pulling out the mixed development area and the adjacent eight (8) acre residential parcel for additional review concurrent with another pending application. RECOMMENDATION• Motion to: "Approve revised language for the Holly-Seacliff Specific Plan and adopt Ordinance No. 3128" . ANALYSIS• The following is a summary of the revised language which implements the straw votes on February 10, 1992 for the Holly-Seacliff Specific Plan. School Facilities : On page II-12, staff has added language to the Specific Plan which is verbatim with the language which was read into the record on February 10, 1992 by the Director of Community Development which reads as follows : P10 5/85 A School Facilities Impact Mitigation and Reimbursement Agreement shall be a condition of approval for any subdivision, tentative tract, or parcel map within the Specific Plan, The Agreement shall provide for the adequate mitigation of impacts on the elementary school district by providing adequate funding of school facilites necessary to serve the student population generated by the proposed development. This condition may be waived by the Board of Trustees of the Huntington Beach City School District. Gothard Street Median: On page II-14, staff has added language to precisely identify the landscape median in Gothard Street between Ellis Avenue and Erenst Ave. which reads as follows: Landscaped medians shall be provided along Goldenwest Street, Gothard Street between Ellis Avenue and Ernest Avenue, Main Street, Seapoint Street and Garfield Avenue where approved by the City. Building Height • On page III-1, staff has added language which is consistent with the Planning Commission' s approved building height definition for low density residential which reads as follows : Building height shall be defined as a vertical dimension measured from the top of the highest roof feature. including mechanical equipment screening, to the top of the subfloor/slab directly underneath. In addition, the following standards shall apply: SaZ Datum (100) shall be set at the highest point of the curb along the front property line If no curb exists, datum shall be set at the highest centerline of the street along the front property line. LZ The differential between top of subfloor and datum shall be a maximum of two (2) feet as determined by Public Works In the event that any subfloor, stemwall or footing is proposed greater than two (2) feet above datum, the height in excess shall be deducted from the maximum allowable ridgeline height. LZ Roofs shall have a 5/12 pitch or greater. RCA -2- (2466d) Jdj In the case of proposed development adjacent to existing structures and infill development involving individual lots with a grade differential of three (3) feet or greater between the high point and the low point, determined before rough grading. Use Permit approval shall be required. Use Permit approval shall be based upon a building and grading plan which terraces the building with the grade and which is compatible with adjacent development. Affordable Housing: On page III-9, staff has modified the affordable housing language to require 15 percent, on-site within the Holly-Seacliff Specific Plan area which reads as follows : All developers of residential projects shall be required to submit an affordable housing plan in conjunction with any subdivision in accordance with the City's adopted Housing Element An affordable plan shall provide for on-site affordable housing within the Holly-Seacliff Specific Plan The contents of the plan shall include the following: 1� Fifteen (15) percent of the total units proposed shall be for households earning between 80-120% of the Orange County Median Income. These units shall not be eligible to receive a benefit from the City. A detailed description of the type, size and location of the units being built. 3, The estimated applicable sales price of the units Fifteen (15) percent of the total units proposed in a residential rental project shall be for households earning less than 80% of the Orange County Median Income. The developer shall identify, if any, which of the following benefits are being requested: Direct financial assistance. b Reduction in fees in exactions. C. Deviations from the development standards of the Holly-Seacliff Specific Plan. RCA -3- (2466d) A detailed description of the type, size and location of the units being built. 3 The estimated applicable rental rate of the units. In-Lieu Fee P rcels of the one (1) acre in size or less may pay a fee established by the City Council in lieu of providing on-site affordable housing units. Mixed Development: Beginning on page III-23, staff has pulled-out the mixed development provisions for futher evaluation and elaboration. The mixed development area in the Specific Plan is owned by a single landowner and staff has already initiated additional review with existing homeowners along Goldenwest Street. The revised mixed development provisions will be reviewed by the Planning Commission prior to City Council review. Also, an 8 acre site has been pulled-out and is currently being evaluated for a land use amendment from Residential to Industrial . Special Permits : On page IV-3, staff has added language which prohibits special permits for height and parking which reads as follows : For projects or operations requiring a variance or modification to the Development Standards contained herein, deviations up to ten percent (10%) may be approved via a special permit, except for height and parking. Deviations greater than ten percent (10%) may be approved via a conditional exception. FUNDING SOURCE: Not applicable. ALTERNATIVE ACTION• The City Council may modify the proposed language as desired. ATTACHMENTS 1. RCA dated February 10, 1992 2 . Holly-Seacliff Specific Plan MTU:MA:RLF: lp RCA -4- (2466d) - 1 - REQUEST FOR CITY COUNCIL ACTION Date February 11), ?1)n2 Submitted to: Honorable Mayor and City Council Members Submitted by: Michael T. Uberuaga, City Administrat t ' 0�/ �/_( �s Prepay !_by Michael Adams , Director of Community Development Subject: ADDENDUM TO FINAL ENVIRONMENTAL IMPACT REPORT NO. 89-1; GENERAL PLAN AMENDMENT NO. 91-2; ZONE CHANGE NO. 90-10 AND CODE AMENDMENT NO. 90-10: HOLLY SEACLIFF SPECIFIC PLAN -,4'- 6 33 y� Consistent with Council Policy? [yes [ J New Policy or Exception g 6AZT Statement of Issue, Recommendation, Analysis, Funding Source, Alternative Actions, Attachments: STATEMENT OF ISSUE: On December 2 , 1991, the City Council continued the proposed Holly-Seacliff Specific Plan to a special meeting on February 10 , 1992 . The City Council directed staff to provide information regarding the school site negotiations between the Huntington Beach City School District and the developer, clarification of the affordable housing language and height definitions , traffic impacts if the cross-gap connector is not built and a review of the fiscal impact report which was prepared for the Holly-Seacliff Master Plan. RECOMMENDATION: Motion to : 1 . "Accept as adequate the Addendum to Final Environmental Impact Report No . 89-1 by adopting Resolution No . 6334 and" 2 . "Approve General Plan Amendment No . 91-2 by adopting Resolution No . 6335 and" 3 . "Approve Zone Change No . 91-10 and Code Amendment No . 90-10 as amended by the staff and based on findings by adopting Ordinance No . 3128 . " GENERAL INFORMATION: On January 8, 1990, the City Council adopted the Holly-Seacliff Master Plan and certified Final Environmental Impact Report No. 89-1 for the Holly-Seacliff area . The Master Plan designates types of land uses and densities while Final Environmental Impact Report No. 89-1 addresses environmental impacts resulting from future development in the area . PIO 5/85 r� p I:Z order for development to occur, staff is recommending that a Specific Plan be adopted for a portion of the Holly-Seacliff Master Plan area in order to fully address the goals and policies in the Master Plan and to implement the mitigation measures in Final Environmental Impact Report No. 89-1 . The report to City Council dated December 2, 1991 (see attachment 1) addresses a number of issues . The report provides staff ' s analysis of public participation, school district concerns, the deletion of a raised median in Gothard Street, building height, affordable housing, the Transportation Corridor, proposed development standards and the appeal submitted by Community Systems Associates on behalf of the School District . ANALYSIS: School Site In regard to the school site negotiations between the Huntington Beach City School District and the developer, staff has been informed that a tentative agreement has been reached and an agreement is being prepared for signature. The developer has indicated that the location is consistent with the City' s General Plan designation. The school district ' s consultant indicated on January 29 , 1992, that an agreement on the site and financing is very close. An update will be provided at the February 10, 1992 City Council meeting . Traffic The City Council directed staff to provide a traffic impact study which analyzes a "no cross-gap connector" scenario . A traffic study has been prepared by LSA (see attachment 2) and has been reviewed by the City' s Traffic Engineer . The Traffic Engineer has determined that the findings in the study are acceptable. The traffic study by LSA indicates that "the redistribution of forecast traffic volumes due to the absence of the cross-gap connector creates no adverse impacts significant enough to warrant changes in the Holly-Seacliff Specific Plan circulation network" . Fiscal Impact Studv In order to provide a thorough analysis of the fiscal impacts of the Holly-Seacliff Project, the firm of Taussig and Associates has been hired to review the Williams-Kuebelbeck fiscal impact report which was prepared for the Holly-Seacliff Masterplan study in 1989 . RCA -2- (2170d) Using a comprehensive approach to analyze projected costs and potential revenues , Taussig has performed a preliminary run of their fiscal impact model and has concluded that there will be a positive .: ratio of revenues to cost during the build-out of the project and beyond . These conclusions validate the Williams-Kuebelbeck fiscal impact report and resolve the concern relating to whether the Holly-Seacliff Project will create a burden for existing residents in the City. A detailed executive summary is forthcoming and should be available for distribution prior to February 10, 1992 . Affordable Housing The City Council directed staff to discuss the affordable housing issue with the Planning Commission in order to clarify the recommendations of the Planning Commission. On January 22 , 1992, the Planning Commission and staff discussed the language contained in the draft Specific Plan. The Planning Commission agreed with the language contained in the Specific Plan which requires 15% of all units in each development project to be affordable and to allow the affordable units to be provided either on-site or off-site. Only affordable housing for households below 80% of the median income will be eligible for financial assistance . The Commission also stated that their intention was to see some affordable housing on site . Staff recommends that the City Council consider amending the language in several ways : a . Percentage of Affordable Housing 20% or 15% : Staff believes that it is appropriate to provide 20% of the units ultimately constructed in Holly-Seacliff for low and moderate income households . The City' s long term economic future is interdependent on creating a diversity of housing stock in the community affordable to families earning $50 , 000 - $65, 000 a year . Further , the rules of the specific plan have been drafted to allow about 25%-30% more units than would be permitted under the City' s existing zoning regulations . These units should be used to balance the housing stock. Staff has consistently recommended 20% affordable housing within Holly-Seacliff in order to work toward meeting its long range housing goals . b. On-site or Off-site Construction: Staff believes that the opportunity exists to master plan the affordable housing units so they can co-exist within the Holly-Seacliff area . If the affordable housing to be constructed outside the Holly-Seacliff area, it will raise concerns within existing neighborhoods because of compatibility, density, and appropriateness . The City has a unique opportunity to plan a large vacant area as opposed to using high density infill projects to m..,at its affordable housing goals . RCA -3- (2170d) C tir o C. In Lieu Fees : Staff believes that residential parcels of 14' " Qo less than one (1) acre in size should have the ability to pay an in lieu fee into 'an affordable housing trust fund instead of providing on-site units . However, this would be contingent upon the staff developing a fee structure which is approved by the City Council . Building Heiaht The proposed Holly-Seacliff Specific Plan contains language which the Planning Commission approved on October 29 , 1991. Staff feels that additional criteria needs to be added to the Specific Plan building height definition. Staff recommends the following language: Building height shall be defined as a vertical dimension measured from the top of the highest roof ridgeline to the top of the slab directly underneath. In addition, the following standards shall apply: a . Datum shall be set at the top-of-curb at the mid-point of the front property line. If no curb exists, datum shall be set at the center line of the street . b. The differential between top of slab and datum shall not exceed two (2) feet . c . Stem walls or footings shall not exceed two (2) feet in height . d. In the event that any slab is proposed greater than two feet above datum, or any stem wall or footing exceeds two (2) feet in height, the height in excess shall be deducted from the maximum allowable ridgeline height . Mixed Development Based on concerns voiced by the City Council and residents, staff recommends that additional language regarding orientation and setbacks be added to the mixed development provisions in order to minimize impacts to existing properties located on the west side of Goldenwest Street . Also, the Specific Plan requires that prior to actual development processing, a Masterplan for the entire mixed use area must be reviewed by the Planning Commission. Review 'of the Masterplan through public hearing will enable impacted residents an opportunity to provide comments on the orientation and design of future development. Coastal Status The approval of the Holly Seacliff Specific Plan will result in an amendment to the City' s certified Local Coastal Program. The Specific Plan is consistent with the Holly-Seacliff General Plan Amendment which was approved by the City Council on January 8, 1990 . a RCA -4- (2170d) n. o o X The General Plan Amendment and Specific Plan are consistent with the } ;! provisions of the California Coastal Act and the City' s goals and policies for development in the Coastal Zone. FUNDING SOURCE: Not applicable. ALTERNATIVE ACTION: 1 . The City Council may modify General Plan Amendment No . 91-2, Code Amendment No . 90-18 and Zone Change No. 90-10 as desired. 2 . Continue the applications to a special meeting or to the February 18, 1992 City Council meeting . ATTACHMENTS: 1 . RCA dated December 2 , 1991 2 . Traffic Study dated January 6, 1992 3 . Resolution No . 6334 (GPA 91-2) 4 . Resolution No . 6335 (EIR 89-1 Addendum) 5 . Ordinance No . 3123 6 . Appeal letter dated November 8, 1991 from CSA 7 . Letter from Cox, Castle & Nichelson dated November 20, 1991 8 . Draft Holly-Seacliff Specific Plan 9 . Draft Addendum to Final Environmental Impact Report 89-1 l 10 . Planning Commission Staff Reports dated October 29 , 1991 9 MTU:MA:RLF: lp i RCA -5- (2170d) t1 v yyo.-5n CITY OF HUNTINGTON BEACH HOLLY - SEACLIFF SPECI FIC PLAN V O L U M E 1 O F 2 M A R C H 1 9 9 2 O R D I N A N C E N 0 3 1 2 8 T A B L E O F C O N T E N T S R Section Description Page I. INTRODUCTION A. Purpose and Intent. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-1 B. Goals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-1 C. Project Area Description. . . . . . . . . . . . . . . . . . . . . . . . . I-2 D. Planning Background. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 II . DEVELOPMENT CONCEPT A. General Development Plan. . . . . . . . . . . . . . . . . . . . . . . . . II-1 B. Land Use Categories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 1 . Residential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-3 2 . Mixed Development . . . . . . . . . . . . . . . . . . . . . . . . . . . II-4 3 . Commercial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-4 4 . Industrial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-4 5 . Open Space. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-4 C. Circulation Plan. . II-5 D. Open Space/Recreation System. . . . . . . . . . . . . . . . . . . . . II-5 . E. Grading Guidelines. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-6 F. Public Facilities. . II-7 G. Community Theme Guidelines . . . . . . . . . . . . . . . . . . . . . . II-13 III. ZONING AND DEVELOPMENT STANDARDS A. Purpose and Intent. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-1 B. Definitions . . . III-1 C. General Provisions . III-1 D. Development Standards . . . . . . . . . . . . . . . . . . . . . . . . . III-10 1. Low Density Residential 1. . . . . . . . . . . . . . . . . . . III-10 2 . Low Density Residential 2 . . . . . . . . . . . . . . . . . . . III-12 3 . Low Density Residential 3 . . . . . . . . . . . . . . . . . . . III-15 4 . Medium Density Residential . . . . . . . . . . . . . . . . . . III-17 5 . Medium High Density Residential . . . . . . . . . . . . . II.I-20 6 . Mixed Development. . . . . . . . . . . . . . . . . . . . . . . . . . . III-22 7 . Commercial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III'-29 8 . Industrial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-30 9 . Open Space. , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-30 Holly-Seacliff Specific Plan 1337D November 1991 i �� Section Description Pace IV. ADMINISTRATION A. Development Phasing Plan. . . . . . . . . . . . . . . . . . . . . . IV-1 B. Public Facilities Improvement Responsibilities . . . IV-1 C. Methods and Procedures. . . . . . . . . . . . . . . . . . . . . . . . . . . IV-3 D. Density Transfer Procedure. . . . . . . . . . . . . . . . . . . . . . . IV-4 E. Acreage/Boundary Changes. . . . . . . . . . . . . . . . . . . . . . . . . IV-6 V. LEGAL DESCRIPTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V-1 VI . MITIGATION MEASURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VI-1 HOLLY-SEACLIFF SPECIFIC PLAN TECHNICAL APPENDIX (Separate Document) Holly-Seacliff Specific Plan 1337D November 1991 ii LIST OF EXHIBITS Exhibit No. Title Following Page 1 Vicinity Map. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 2 Existing Zoning. . . . . . . . . . . . . . . . . . . . . . . . . . . . . I-2 .3 General Development Plan. . . . . . . . . . . . . . . . . . . . I-2 4 Planning Area I Development Plan. . . . . . . . . . . . II-2 5 Planning Area II Development Plan. . . . . . . . . . . II-2 6 Planning Area III Development Plan. . . . . . . . . . II-2 7 Planning Area IV Development Plan. . . . . . . . . . . II-2 8 Circulation Plan. . . . . . . . . . . . . . . . . . . . . . . . . . . . II-5 9 Open Space, Park and Trail Plan. . . . . . . . . . . . . II-5 10 Infrastructure Schematic Plan - Drainage and Sewer Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . II-7 11 Infrastructure Schematic Plan - Water Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-7 12 Community Theme Plan. . . . . . . . . . . . . . . . . . . . . . . . II-13 13 Main Street Streetscape Section. . . . . . . . . . . . . II-15 14 Goldenwest Street Streetscape Section. . . . . . . II-15 15 Gothard Street Streetscape Section. . . . . . . . . . II-15 16 Overlay Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . III-2 17 Recreation/Open Space Corridor Section. . . . . . III-5 18 Commercial/Industrial Separation. . . . . . . . . . . . III-5 19 Transportation/Trail Corridor Section. . . . . . . III-20 20 Biological Resources. . . . . . . . . . . . . . . . . . . . . . . . VI-12 Holly-Seacliff Specific Plan 1337D November 1991 iii �1 LIST OF TABLES Table No. Title Pave 1 Land Use Table. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II-2 2 Development Phasing Plan. . . . . . . . . . . . . . . . . . . . IV-2 Holly-Seacliff Specific Plan 1337D November 1991 iv �s I. INTRODUCTION I . INTRODUCTION A. Purpose and Intent The Holly-Seacliff Specific Plan provides the development standards, design theme and administrative procedures necessary to implement the policies of the City of Huntington Beach General Plan and the Holly-Seacliff Master Plan (General Plan Amendment 89-1) . The Specific Plan also provides for application of mitigation measures contained in Final Environmental Impact Report 89-1 and implements the provisions of Development Agreement No. 90- 1 for the Holly-Seacliff area. B. Goals The purpose of the Specific Plan is to implement the goals of the Holly-Seacliff master plan, including: o Distribution of planned residential uses, definition of permitted housing types, and provision of a diversity of housing types . o Location, character and intensities of planned commercial, industrial and mixed development uses . o Alignments and design of arterial highways and locations of traffic control devices . o Design of community open spaces, parks, trails and recreation facilities . o Grading guidelines . o Design of required public facilities to serve existing and proposed development . o Design and implementation of the community theme elements . This Specific Plan is regulatory in nature and serves as zoning for the Holly-Seacliff area. Subsequent development plans, vesting tentative tract maps, tentative tract maps, parcel maps and other entitlement requests for the project site must be consistent with both this Specific Plan, the City of Huntington Beach General Plan and the Holly-Seacliff General Plan Amendment No. 89-1. Holly-Seacliff Specific Plan 10 1338D '1 November 1991 I-1 C. Project Area Description Location The Specific Plan covers 569 acres located in the central portion of the City of Huntington Beach as depicted in Exhibit 1 (Vicinity Map) . A legal description of properties included in the Specific Plan project area may be found in Section V. Present land uses surrounding the site include Huntington Central Park, Ocean View Mobile Estates and industrial uses to the north; residential and office uses to the east; the Huntington Beach Civic Center, Huntington Beach High School, Seacliff Country Club and residential uses to the south; and the Bolsa Chica lowlands to the west . The Holly-Seacliff Specific Plan excludes properties contained in the previously adopted Ellis-Goldenwest Specific Plan. Exhibit 2 illustrates the existing zoning within the Specific Plan area . Regional access to the project site is provided from the San Diego Freeway (I-405) directly from the Goldenwest interchange. Pacific Coast Highway (State Highway 1) provides access from coastal areas to the north and south. Local access is provided via Edwards, Goldenwest, Gothard and Main Streets and Ellis, Garfield and Yorktown Avenues . D. Planning Background There are a number of previous approvals related to land use regulations affecting the Holly-Seacliff Specific Plan Area. These previous approvals include: 1. The Ellis-Goldenwest Specific Plan, approved by the Huntington Beach City Council through its adoption of Ordinance No. 2998 on June 26, 1989 . (Not a part of the Holly-Seacliff Specific Plan. ) 2 . Final Environmental Impact Report No. 88-2 prepared- for the Ellis- Goldenwest Specific Plan (adopted on May 1, 1989 , by Resolution No. 6022) . 3 . Holly-Seacliff General Plan Amendment No . 89-1 approved by the City Council through its adoption of Resolution No . 6098 on January 8, 1990. 4 . Final Environmental Impact Report No. 89-1 prepared for the Holly- Seacliff General Plan Amendment (adopted on January 8, 1990, by Resolution No. 6097) . 5 . Holly-Seacliff Development Agreement No. 90-1 (adopted on November 5, 1990, by Ordinance No. 3080) . Holly-Seacliff Specific Plan 1338D November 1991 I-2 .�1 W � 9�S COFF 9 ac uj y SLATER AVENUE C7 cc IL 2 � y W �` 3 TALBERT AVENUE 3 CENTRAL W Tq�e W PARK 0 F9T C9 ELLIS AVENUE / GARFIELD AVENUE cc::�:i c`•? YORKiOWN AVENUE HIGH CIVIC SCHOOL CENTER ENTER SEACLIFF ADAMS AVENUE COUNTRY CLUB 10 ru Q W L W J N Q O m l O'9� Q F- N U Y m O cc ti m 6�y qy EXHIBIT 1 '�'CITY OF HUNTINGTON BEACH VICINITY MAP HML IT-SLR°C UFF AREA FORNA (mi.col' MI 1, MI-CD Rl .� MI-0—CD s' ,.2 1 Mrol R 1 � YI R �1:1.: .N, �:, RA-0-CD— F, _u M2-0 ELLIS-GOLDENWEST SPECIFIC PLAN °qp �� ��F. op w. oI WJ.CD MI-01 RA-01-C — = MI-0 w 1 MI-CI op Pop a a- s..R2 l RA 0 �_._� __—__ __—._—_ _—.. __—__— .—_. _.—__ —_ __ OvaWA— �•. CC-CZ_ ° Z I I R2' ` I RA-01-C �nni fl4-0 ,?.r, C�-� r , R RA-0 M12 6 Rz OK +�R2,p MI-AR; -0I "J,.E� owe-a �a2 i R4 MI s_ a RI ROS-O 1 RI t'`.a�k`i F R20-PD *ro.'Y .��'_ RI R20 i. Rl , [ZJ5'V ?'•''.., N•r•�' RI R� RI 1.�D.�" C2 O _..irr,w-' 1, .�R!2 °D't• N20 t v.Di e OP-()CD2 O •!D.CJ '9r• _ C2-0-CD R2.OPDCAI Rl op o o ROS•0 RI �. � L RI R 7 ^ R4-01 i « lRl Rl, i C'•.1 •.�•!+. 9 a CF-E-CD _. ., Rz-o-CDJ O ROJ-0 w o R2 PD [Zf �: 4•i:' ',;� o�..n,�,.a +r:..,- a:l,er °CF-E-CD EXHIBIT 2 CITY OF HUNTINGTON BEACH EXISTING ZONING The Holly-Seacliff Development Agreement establishes the contractual development responsibilities between the City of Huntington Beach, Pacific Coast Homes and Garfield Partners regarding project phasing, open space dedications, infrastructure improvements, reimbursable costs and other obligations for each party. Although the Holly-Seacliff Development Agreement applies only to the portions of the Holly-Seacliff area to be developed by the parties specified in the Agreement, it does provide for the future public infrastructure improvements for all the Holly-Seacliff area. The Specific Plan is an integral component for the implementation of the Development Agreement. The Holly-Seacliff Specific Plan is divided into four Planning Areas (I through IV) and establishes the general provisions and procedures to implement development: of- the Holly-Seacliff area under General Plan Amendment No. 89-1. Holly-Seacliff Specific Plan `\ 1338D November 1991 I-3 1 1 i .W II. DEVELOPMENT CONCEPT II. DEVELOPMENT CONCEPT A. General Development Plan The development concept for the Holly-Seacliff Specific Plan is designed in concert with the site' s cultural and natural features to provide for a variety of compatible land uses : residential, commercial, mixed development, industrial, open space, parks and recreation areas . The Holly-Seacliff area will be a large master-planned community located within the central area of the City of Huntington Beach. Residential areas are planned at a range of densities to provide a variety of housing types, ranging from large detached single-family homes to various types of multi-family dwellings . The lower-density residential areas are located in the western and central portions of the project and the area abutting Seacliff Country Club. The medium density areas are predominately located in the eastern and central portion of the community, along Garfield Avenue, Main Street and Gothard Street . Medium-high density areas are planned along Garfield Avenue, near planned commercial and industrial uses . A total of 475 residential units are also planned as part of a mixed development project as part of the Seacliff Village area . An industrial park area is centrally located within the community, at the intersection of the major arterial roadways for convenient access and exposure. Neighborhood and convenience commercial centers will be located along Garfield Avenue to serve the residents ' shopping and service needs . The Specific Plan also identifies public facilities including three neighborhood parks . The project is divided into four individual Planning Areas (I through IV) , as shown on Exhibit 3 , General Development Plan. A summary of land uses within each Planning Area can be found on Table 1, Land Use Table. The purpose of identifying individual Planning Areas is to allow development of individual distinct identities, focusing on the particular character of land uses within each of the specific areas . Holly-Seacliff Specific Plan 1339D '�� November 1991 II-1 TABLE 1 HOLLY-SEACLIFF SPECIFIC PLAN LAND USE TABLE AVERAGE DEV. PLANNING PLANNING LAND USE GROSS TOTAL MAXIMUM DENSITY STANDS. AREA UNIT CATEGORY ACRES UNITS DENSITY (GROSS) (PAGE) I I-1 RESIDENTIAL-ESTATE 6 15 4 2.5 III-7 I-2 RESIDENTIAL-ESTATE 26 90 4 3.5 III-7 I-3 RESIDENTIAL-ESTATE 16 55 4 3.4 III-7 I-4 OPEN SPACE 16 III-29 SUBTOTAL 64 160 II 11-1 RESIDENTIAL-LOW DENSITY 2 62' 310 7 6.0 III-IS II-2 RESIDENTIAL-MEDIUM DENSITY 40 415 15 10.3 III-16 U-3 RESIDENTIAL-MEDIUM DENSITY 34' 390 15 11.5 III-16 II-4 RESIDENTIAL-MEDIUM-HIGH DENSITY 9 170 25 18.8 III-19 II-5 RESIDENTIAL-MEDIUM-HIGH DENSITY 4 75 25 18.8 III-19 U-6 RESIDENTLAL-MEDIUM-HIGH DENSITY 4 75 25 18.8 III-19 U-7 RESIDENTIAL-MEDIUM-HIGH DENSITY 6 100 25 16.6 III-19 II-8 INDUSTRIAL 32 III-28 SUBTOTAL 191 1,535 III III-1 RESIDENTIAL-MEDIUM DENSITY 19 260 15 23.7 III-16 III-2 RESIDENTIAL-LOW DENSITY 1 109 550 7 5.0 III-10 III-3 RESIDENTIAL-MEDIUM DENSITY 11 140 15 12.7 III-16 III-4 RESIDENTIAL-MEDIUM HIGH DENSITY 10 220 25 22.0 III-19 III-5 RESIDENTIAL-MEDIUM DENSITY 18 240 15 13.3 III-16 III-6 COMMERCIAL 7 III-27 III-7 RESIDENTIAL-LOW DENSITY 1 12' 40 7 3.3 III-10 III-8 OPEN SPACE 16 III-29 SUBTOTAL 202 1,450 IV IV-1 RESIDENTIAL-MEDIUM DENSITY 16 155 15 9.7 III-16 IV-2 RESIDENTIAL-MEDIUM DENSITY 8 70 15 8.8 III-16 IV-4 MIXED DEVELOPMENT 53 475 25 14.4 III-22 IV-5 INDUSTRIAL 22 III-28 IV-6 COMMERCIAL 4 III-27 SUBTOTAL 103 700 TOTAL 1 560 3,845 Includes 4-acre Neighborhood Park. i 3� y LEGEND _8 RL•t LOW DENSITY RESIDENTIAL 7 ' a—A. W R LOW W^cDENS" RESIDENTIAL 7 ¢ Eilb Avenue RESIDENTIAL 7 _ PL•] LOW DENSITY t * �\ •size., rWYWrtWWIMMW. wE'rsw'n.ti RM — \ MEDIUM DENSITY PESIDENTIAL �• -•• ]E ,2AC • _!, �'� RMH MED I DENSITY RL-1 RESIENTIAL.__.. ...... ..._._. \ RL 3 \ M MIXED DEVELOPMENT ip 11 - �p— 1 "" - - �\ ' � �COMMERCIAL RLZ1 ELLIS•GOLDENWEST - .. _._..........._..... SPECIFIC PLAN ] .* I 1 INDUSTRIAL c AREA ---- " \ OS OPEN SPACE i CANNING ARE.�\ II{ Ys• 14 .. I LANNING UNIT OS � j( II; 7-1 v 1-3 ai _ ) I14 Q'S p RL-1 f RMH x +. RMH �I O EIGHBORHOOD PARKS a11.7 1 I c'field A RMe, 1113 III-4 LI-61 � 1� 1y I RM RMH I I _ — os aIm 111-5 Ali r% !' 2 M,1 i RL ma — RL-2 I .: ` �OY`Avenue r �l/�_ S� Clo A • �. IV-4 MD COASTAL ZONE •` ' BOUNOARY % `••� � VOrk Own ve e A� Y �•• EXHIBIT 3 CITY OF HUNTINGTON BEACH GENERAL DEVELOPMENT PLAN E s ; RL-1 Rd. 6 AC ---- i sumAnON 15 D �r s � 3- 1 � E II I 1 � I 1 d p I.2 RL-1 } a I 90 DU 3 � ' W I-4 i OS 16 AC I / i 3 RL-1 16 AC 55DU tl v enue COASTAL ZONE/ 9 30UNDARY— w: NOTE: See Exhibit 10 for Landscape Legend. EXHIBIT 4 PLANNING AREA CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN 00000-SE&C FIF ME& WMFOC 0U0 a N 3 J = 13 = o U ; Ellis Avenue r+fir■i.rrr, r�r.�Kr _ NOUN i RL-3 II-2 d 62 A�CRM U 40 AC o `INCLUDSS 4 AC 415 DU f = i m PARK = I c ?� > II-6 1= RMH I 4 AC 9 -- - — - RM \ �� _ 75 Du 34 AC lJ ,, 390 DU q - i 'INCLUDES 4 AC II-5 PARK �- RMH p 4 AC 75 DU II 11-4 32 A RMH ��ee r 11-7 9 AC s RMH ar: � 170 DU 6 AC Garfield Avenue 01 NOTE: See Exhibit 10 for Landscape Legend. EXHIBIT' 5 PLANNING AREA II CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN �0LLV=0s�aH, == ZI �-517 LFU %a �� js���� f = - e rcxtn�� FEBRUARY 11,1991 l COASTAL ZONE BOUNDARY ♦ 1♦ I11-8 OS LS ll Garfield Avenue ♦ o-: _ _ ♦ 16 AC. _- 7nt' RM 111.3 111-4 IRM IIC 19AC �' RM RMH 260 DU 11 AC 10 AC 18 AC 7 AC 140 DU 220 DU 240 DU OS�Q / III-7 R L-12 AC' �> ` 40 DU =� a _> • `�i ��,....n..". AC PARK / P III2 �� \ �♦ . 109 AC • Ct0Y Ave-nue 550 DU � m= X .� NOTE: See Exhibit 10 for Landscape Legend. EXHIBIT 6 PLANNING AREA III CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN [BOO LLV=8E \C L0FF MM 31FEC OMC G LAM 4iiiuiiiiii i. 9T�-N.4I dIR Garfield Avenue ' IV5 1AAC 22 AC — RM —I I 16 AC t 155 DU � t . era � IV-2 a N.A.P. R M 70 DU lay Avenue I Vzr t, IV-4 N MD .S 475 DU �a 3= 1d 2 ' Yorktown-Ave r � � NOTE: See Exhibit 10 for Landscape Legend. EXHIBIT 7 PLANNING AREA IV CITY OF HUNTINGTON BEACH DEVELOPMENT PLAN �ti M(D LLY-9EkCL�FF LQLLIa 0 F E C IPLi, IM � B. Land Use Categories The following sections describe the development concepts for each land use within the four Planning Areas . 1. Residential Land Uses The Holly-Seacliff Specific Plan provides for a range of residential densities and a variety of housing types, consistent with residential densities permitted throughout the City of Huntington Beach. a . Low Density The Low Density categories are characterized by densities ranging from 4 to 7 dwelling units per acre. Lots located in Planning Area I (RL-1) will be oriented to maximize their relationship to the linear park and provide unobstructed coastal views from blufftop areas . Permitted uses include lot sale subdivisions and detached single-family home subdivisions . Low-density uses (RL-2) in Planning Area III are planned for areas abutting the private Seacliff Golf Course. Low-density (RL-3) uses in Planning Area II are planned as small lot detached single-family homes -oriented in a traditional neighborhood setting . b. Medium Density The Medium Density (RM) category is planned to include densities ranging from 7 to 15 dwelling units per gross acre. Product types include single-family detached, single-family attached, and multi- family residential homes . Medium Density areas are planned within Planning Areas II, III and Iv. The single-family attached products will be two-story townhomes or flats . The multi-family units will be two and three-story condominiums/stacked flats and apartments . C. Medium-High Density The Medium-High Density (RMH) category is characterized by densities ranging from 15-25 dwelling units per gross acre. Product types include multi-family uses such as condominium/stacked flats and apartments . Holly-Seacliff Specific Plan 1339D November 1991 II-3 t�� r Single-family attached units will be permitted, however this category will be primarily multi-family uses . Medium- High density areas are planned within Planning Areas II and III, along Garfield Avenue. 2. Mixed Development The Mixed Development category allows for the creative combination of commercial and residential uses in a compatible manner. Residential products are expected to include townhomes, condominiums, stacked flats and apartments . The location for this use is in Planning Area IV, directly across from the Civic Center. The proposed uses will be clustered around the existing Seacliff Village retail center providing a focal point for the entire project area. 3 . Commercial Land Uses Commercial land uses within the Holly-Seacliff Specific Plan Area are planned along Garfield Avenue within Planning Areas III and IV. The uses for these sites are expected to be those characteristic of a neighborhood commercial center, designed mainly to meet the local community shopping needs and reduce trips outside of the project area. 4 . Industrial The Industrial area, which currently is the center of oil production and oil-related services and storage uses, is intended to be developed as light industrial .The Industrial land uses within Holly-Seacliff are located at the intersection of Garfield Avenue and Goldenwest Street, within Planning Areas II and IV. 5. Open Space Open Space areas are designated within Planning Areas I and III . These areas are planned to be incorporated into the Bolsa Chica Linear Regional Park which will feature trails and passive recreation uses . Holly-Seacliff Specific Plan 1339D November 1991 II-4 C. Circulation Plan The Circulation Plan, Exhibit 8, depicts the general alignments and classifications of arterial highways within the Specific Plan area. The Circulation Plan is in accordance with provisions contained in the Holly- Seacliff Development Agreement 90-1. The Development Agreement provides a phasing plan for street improvements to correspond to the phased development in the Specific Plan area and to comply with and satisfy mitigation measures contained in Final Environmental Impact Report No. 89-1. Additionally, as stated in the Development Agreement, development projects within the Specific Plan area will be conditioned to participate in construction or fair-share funding associated with required infrastructure improvements needed to serve the Holly-Seacliff area. The overall circulation concept relies on a hierarchy of circulation features ranging from major arterials to local residential streets . The system is designed to accommodate City-generated through-traffic while discouraging intrusion into individual neighborhood areas . Orange County Transit District bus stops shall be provided at locations as shown on Exhibit 12 . Additional bus stops may be required at the time of development. A transportation corridor has been designated within Planning Area II . See Development Standards for Residential Medium and Medium High Densities for details . All streets shown on the Circulation Plan are public streets unless otherwise indicated. All public streets shall be developed to local street standards (as a minimum) as shown on the Standard Plans of the Public Works Department. All new traffic signals installed as part of development within the Specific Plan area shall be equipped with "Opticom" control devices . Detailed street plans and operational criteria can be found in the Holly Seacliff Specific Plan Technical Appendix. D. Open Space/Recreation System The Specific Plan designates 44 acres of open space and park uses (see Exhibit 9) . Thirty-two (32) acres within Planning Areas I and III are to be dedicated per Development Agreement 90-1 to the City for the Bolsa Chica Linear Regional Park, which is planned to form a continuous open space corridor along the bluffs between Talbert Avenue and the Pacific Coast Highway for trails and passive recreation use. Three neighborhood park areas with a minimum of four acres each are designated per Development Agreement 90-1 within the residential neighborhoods in Planning Areas II and III . These neighborhood facilities will provide local open space and recreational amenities . Holly-Seacliff Specific Plan / 1339D November 1991 II-5 LEGEND b MAJOR ARTERIAL HIGHWAY a e latw•ONW.d � oomw Arw.w(East of GOMM.eeen GoreWt..M tuna(SWM of QAHMw) MODWtEO MAJOR HIGHWAY flln AYemw eL—•OWMW O.rlbla Awn"(Ent a S•panl. V 1 West a G.16—.I) v' „ Goluwreea Sena(NoHn of Gerltel.l PRIMARY HIGHWAY RL-1 l .lane-DtrWed, — -- - (f EnI.A (West of Getl—d) I.. renu.I M.a Slreel RL-3 j !.TintsNoa V RM rowlo..A...nw YOOIFlEO SECONDARY HIONWAY ELLIS•GOLDENWEST E .l.Mn-DNMb RL-1 SPECIFIC PLAN • GWIWW A—(West of Sespol l) AREA \ stacoNDAarlttmlWAr I — RM At—.Dtra.d _—_ —_ —_ I EA.Wd•Stna EEN Ave—(Enl of Gotm•d) RMH G.Dard street \ NOTE: OS — — — R see T.etadeM AppenaH for rant<t.r,.y MH nP n.n.nn.ne odpttq p.m,All Inca RL-1 RMH M-1.•no.n.mn be PIN."tee• RMH .I dn$rw1id With*Wnlcn may be pate. OS Gaaad AV~ RM i C RM RMH C RM OS ��`/e• � ' RM � N.A.P. RM RL-2 RL-2 A;inu9 Clay A,..- MD COASTAL ZONE BOUNDARY-- Y-I**" AV— EXHIBIT 8 CITY OF HUNTINGTON BEACH CIRCULATION PLAN CENTRALPARK L E G E N D awawrieyey,» » gay � t Rh z � Y � `` •���• CLASS 1 BIKE TRAIL 9i o CLASS II BIKE TRAIL j i F ;:`.+ •i1ir� Lei ' �... �•� '�j�( N Ellb Avenue i.. `':''"' � �� •••••• E911ESTRIAN TRAIL �RECREATION AREA LINEAR PARK a y! I � N 61 �. RL-1 a = (l t ........... . a( ` I e SCENIC CORRIDOR •• : RM ��-I TRANSPORTATION/ i a ....w •.''• L \ i TRAIL CORRIDOR i � t ELLIS-GOLDENWEST I --"--- -"_-" RL-1 SPECIFIC PLAN - s,� -lE \ _ : s PARK SITE AS IDENTIFIED IN N6 AREA O RECREATION ELEMENT \ N61 RM I 1 'I RM................a H I � MH a, 7 RL-1 3 ( ) 1 RMH ...::.: � T'�rwa;','eaa�w»i/iN»NN iaaa�wirarraiea_; •aiaawi?i:a s+ri�iWeN,i"cart.��rwler..P..iw:Y�ea.1�F%YV,,,R,.,I�NriU a�i�r�NYi�iy�/�exilArr:lwr,•. � �Wki�: rlielA Avenue �M RM i C y w C J! s�e » I RM RMH 1 jg » 1 RM p� OSaQoi'/ RM y�------------ 1 trPr — —' — N59 vt RL 2' \,\ N.A.P. RM a. RL-2 nw - 1 Clay Avenue MD It COASTAL ZONE BOUNDARY GOIECOURSE ': --�� c�f�Yor own court EXHIBIT 9 OPEN SPACE, CITY OF HUNTINGTON BEACH PARKS, AND TRAILS PLAN Neighborhoods within the Specific Plan area will be linked to major open space/recreation facilities such as Huntington Central Park and the Bolsa Chica Linear Regional Park by bike lanes on all arterials. Private recreational facilities will typically be provided within the multi-family residential projects for the use of the residents within these developments, adding to the public recreational opportunities available within the Holly- Seacliff project. E. Grading Guidelines Grading will be required to construct streets, infrastructure and other site improvements and to create properly drained development areas . Another grading objective will be to balance cut and fill within the project area . It is intended that borrow sites, stockpiling and normal grading operations and procedures will occur within each of the individual planning areas . The major grading constraint for the area is the elevation of existing public infrastructure facilities as they relate to the existing grades in the area. All reasonable efforts will be taken in the design of improvements and building pads to minimize the amount of grading required to accomplish workable and safe elevations through good engineering practices . All grading within the Specific Plan area will require a grading permit and will be governed by soils, foundation and other geotechnical reports prepared by registered professional civil and geotechnical engineers, building codes , established engineering practices and City ordinances . The maximum slope ratio, horizontal to vertical, will be 2 : 1 unless otherwise recommended by a geotechnical engineering report and approved by the City. Grading will occur in Planning Area I to lower grades near the intersection of Edwards Street and Garfield Avenue to meet safe highway design criteria, to increase useable areas within the linear park and to create and enhance coastal view opportunities . In Planning Area II, grading will be necessary for the construction of arterial and local street improvements and the installation of master-planned drainage and sewer improvements within unimproved ravines. The ravine areas will be incorporated into a neighborhood linear park feature with slopes no greater than 2: 1, in accordance with the schematic cross section on Exhibit 17 . Holly-Seacliff Specific Plan 1339D November 1991 II-6 Within Planning Area III, grading will be required to create and stabilize development areas and to direct runoff to master-planned facilities . Within Planning Area IV, grading will occur primarily in the Mixed Development area, concurrent with the widening of Goldenwest Street and removal of the existing abandoned reservoir. The following guidelines are provided to enhance the visual form and character of manufactured slopes within the community: 1) Grading shall be consistent with City policies and incorporate safe grading techniques to provide for proper engineering practices and ensure adequate site drainage. 2) Blended and variable slopes shall be employed to restore a natural appearance within the framework of grading that is geologically safe. 3) There shall be a smooth transition where graded slopes meet existing grades . A transition at both the top and toe of slopes should also be provided. 4) Graded slopes shall be revegetated or landscaped per City approval. F. Public Facilities 1. Infrastructure Plan The Infrastructure Schematic Plan, Exhibits 10 and 11, identifies existing and proposed storm drain, sewer and water facility improvements to serve development within and surrounding the Specific Plan area. A specific analysis of infrastructure requirements and detailed design, construction and phasing plans can be found in the Holly-Seacliff Specific Plan Technical Appendix. The Technical Appendix also includes detailed arterial street sections, right-of-way requirements, traffic control systems and phasing plan. . Developers within the Specific Plan area will be responsible for the construction of public facilities improvements on a fair-share basis, as described in Section IV, Administration. a. Storm Drains Existing storm drainage facilities are maintained by the City of Huntington Beach, Public Works Department . The majority of the Holly Seacliff project area will drain via improved swales or proposed underground conduits into four primary runoff outlets . The first of these primary outlets consists of drainage collected from the northwest portion of the project draining Holly-Seacliff Specific Plan 1339D November 1991 II-7 ll ' L E G E N D j l I i � �, I pqjyy j • i ` i l .j FOIY A.enw��, • I / s Apyadb la InheelruCtun RL-1 _ J / RL-3 2 RM LI LD=ST --RL-1 L ECIFIC PLAN AREA II / It RM RMH RMH H i I RMH I os i r — - — — — --- RM I C C RM RMH OS. RM I I RM j I•i i J i I N.A.P. j ` RM RL-2 RL-2 CIGY Avenue _ I MD COASTAL 7.ONE BOUNDARY—� _..._—. ...._.... EXHIBIT 10 Drainage and Sewer Systems CITY OF HUN INGTON BEACH INFRASTRUCTURE SCHEMATIC PLAN E GEN D a Boo.M St.%on •. f —-� I' vorAsl[wArEa 3 Pmpo..0 T.miYUl R.b.rva. j } so-7s le..a bc.tlon.M W. E i 00.m*40 E EEI rl atewweo wAr>a I I ' o' B..T.cen,.r App.nm.la b*wnKt- -- jfl a ! e.Mi.. RL-1 I. clil f j �j1: ( RM I€ ELLIS-GOLDENWEST C�, RL-1 I' SPEMIC PLAN EC Z" •�• jl AREA Cjli /r II RM RUN / 1 MH RMH RL-1 i j' :Iii Ii RUN os i til c ,u-b� "- RIM =!I L` v ovoeed RM RUN PYnpsmbn ` RM RM ;1— -------=-- ` iI v l \� { RL_Z �- `\•\ �' Ii N.A.P. jRM \� RL-2-77 Pomp Suibn I� i ! MD A / t COASIAL ZONE I i / \ i EXHIBIT 11 Water Systems CITY OF HUNTINGTON BEACH INFRASTRUCTURE SCHEMATIC PLAN north. This runoff is either collected in a proposed storm drain system from Edwards Street northeasterly to the Ellis Avenue crossing, or drains in an improved swale north to the Ellis Avenue crossing . The second primary runoff area consists of flows collected from the northeast and central portion of the project . The existing swales in Planning Area II will be upgraded and improved to accommodate both sewer and underground storm drain facilities . Storm drain systems will be added in Goldenwest Street from Garfield Avenue to midway between Ellis and Garfield Avenues, and in the realigned Gothard Street from Ernest Avenue to midway between Ellis and Ernest Avenues . The third primary runoff area consists of flows collected in the most westerly and southwesterly portion of the area . All runoff from these areas drains to the south and through a detention basin at the downstream end of the Seacliff golf course. This basin has been designed to accommodate the future flows from development . The fourth drainage area consists of flows leaving the project area through the southeast portion of the site. Flows from this area will be transported off the site via an extended storm drain system in Garfield or through the developed areas of the Pacific Ranch project . Developers shall be responsible for the construction or funding of drainage facilities within their project and/or off-site facilities necessary to serve the development . If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Storm drain system improvement requirements and design criteria may be found in the Holly-Seacliff Specific Plan Technical Appendix. b. Sewer Facilities Existing sewer facilities for the project area are maintained by the City of Huntington Beach, Public Works Department and the Sanitation District of Orange County, District Nos . 3 and 11 . The City' s Master Plan of Sewers indicates that four major trunk lines and one City pump station will be required to ultimately collect and convey sewerage from the project area . Holly-Seacliff Specific Plan 1339D November 1991 II-8 Generally, sewer lines 8-inches in diameter and smaller, required for interior streets and individual developments, will be the` responsibility of developers on a project-by-project basis . Developers shall be responsible. for the construction or funding of sewer facilities within their project and/or off-site facilities necessary to serve the development . If a developer is required to construct or to oversize these facilities beyond their fair-share to serve. other projects, the developer shall enter into a reimbursement agreement with the City. Sewer system improvement requirements and design criteria may be found in the Holly-Seacliff 'Specific Plan Technical Appendix. C. Water Facilities The majority of the project area lies within the Reservoir Hill Assessment District, which operates as part of the City of Huntington Beach Water System. Although development throughout this district is currently minimal, main lines and transmission lines to service this entire area have been installed as part of this District . Because the existing booster station near Clay Avenue and Goldenwest Street is operating at capacity, plans have been made for the construction of a new booster pump station near Huntington Street and Garfield Avenue. To properly service the project site, some additional 12-inch water lines are required within the arterial highways . other smaller water lines will also be necessary in local interior streets within the project to provide water service to internal lots . To mitigate project impacts on the City' s water system, a 9-million gallon reservoir, water well, booster pump and a major water transmission main will be constructed. outside the Holly-Seacliff Specific Plan Area to provide adequate water service and storage capacity for the area . Developers shall be responsible for the construction or funding of water facilities within their project and/or off-site facilities necessary to serve the development . If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Holly-Seacliff Specific Plan 1339D �a November 1991 II-9 J Water system improvement requirements and design criteria may be found in the Holly-Seacliff Specific Plan Technical Appendix. d. Fire and Emeraencv Medical/Police As mitigation of project-related impacts, a Public Safety Facility (Talbert Station) will be constructed, furnished and equipped with fire and medical apparatus . The facility will be constructed on land provided by the City outside of the Specific Plan Area . A police substation will also be constructed, furnished and equipped as part of the Public Safety Facility. The Specific Plan requires participation by developers in a fair-share funding program for these facilities . e. Reclaimed Water The City of Huntington Beach Water Master Plan proposes the use of reclaimed water for irrigation purposes. The City of Huntington Beach Public Works Department, Water Division, is currently coordinating with the Orange County Water District (OCWD) for a supply of reclaimed water to serve portions of the City. It is anticipated that the City will be served via inclusion in OCWD' s proposed Green Acres Reclamation Facilities Project (GAP) . The possible use of reclaimed water for some irrigated areas should decrease the future use of potable water throughout the developed Holly- Seacliff area. Should the City implement and connect to the Green Acres system of reclaimed water, such a system can be used to irrigate major open space features only, such as landscaped medians., parkways and parks, using County-provided water. Developers shall be responsible for the construction or funding of reclaimed water facilities necessary to serve the development . If a developer is required to construct or to oversize these facilities beyond their fair-share to serve other projects, the developer shall enter into a reimbursement agreement with the City. Reclaimed water system improvement requirements and design criteria may be found in the Holly-Seacliff Specific Plan Technical Appendix. Holly-Seacliff Specific Plan November 1991 II-10 f . Parks The proposed linear park areas in Planning Areas I and III will be dedicated; and neighborhood parks in Planning Areas II and III will be improved as provided for in the Holly-Seacliff Development Agreement . Properties not included in the Development Agreement will be subject to the City Park Acquisition and Development Fee Ordinance. g. Library Facilities Public library facilities are provided by the City of Huntington Beach approximately one-half mile north of the Specific Plan Area. All new development is assessed for library services through the payment of a cultural enrichment fee at the issuance of building permits . h. Schools The Specific Plan Area is located within the Huntington Beach City School District (Grades K-8) and the Huntington Beach Union High School District (Grades 9-12) . All development within the Specific Plan Area is subject to the payment of school impact fees at the time of issuance of building permits, in accordance with Government Code Section 53080 . School facility impact mitigation measures per Final Environmental Impact Report No. 89-1 shall be applied to development within the Specific Plan Area (see Section VI) . Schools shall be permitted in any Planning Area within the Specific Plan in order to accommodate elementary students generated by the development of the Specific Plan and surrounding areas . A potential school site within the Specific Plan boundaries may be established by means of a general plan amendment . Any new school facility shall be developed in accordance with the construction and planning standards and requirements of the City of Huntington Beach, the Huntington Beach City School District, the State of California Architects Office and the State of California Department of Education. Holly-Seacliff Specific Plan 1339D November 1991 II-11 In order to comply with mitigation measures identified in Environmental Impact Report No. 89-1, proposed future development within the Specific Plan may be required to dedicate and convey land to the school district, pay additional school impact fees and/or provide other revenues to facilitate the financing of construction and land for new school facilities . In addition, mitigation may be achieved by providing new or existing permanent or temporary classroom facilities . Compliance with the above shall be addressed concurrent with the filing of the first tentative tract map. The developer shall demonstrate to the City' s satisfaction and upon receipt of the School District ' s review that the mitigation measures identified in Final Environmental Impact Report No. 89-1 have been or will be implemented prior to the approval of any tentative tract maps . A School Facilities Impact Mitigation and Reimbursement Agreement shall be a condition of approval for any subdivision. tentative tract. or Parcel map within the Specific Plan, The Agreement shall provide for the adequate mitigation of impacts on the school district by providing adequate funding of school facilites necessary to serve the student Population generated by the proposed development. This condition may be waived by the Board of Trustees of the Huntington Beach School District, 2. Utilities There are several public utility service providers identified by the Holly- Seacliff Specific Plan. Although adequate facilities exist for the current service needs of the Holly-Seacliff area, additional facilities may be required as development occurs . a. Electricity Electrical service to the area is provided by the Southern California Edison Company. Existing transmission and distribution lines are adequate to service current and potential future needs . Developers may be required to relocate or underground existing facilities concurrent with project development . b. Natural Gas Natural gas service in the Specific Plan Area is provided by the Southern California Gas Company. Adequate facilities exist for current and projected future needs . Developers may be required to relocate existing facilities concurrent with project development . Holly-Seacliff Specific Plan 1339D nQ November 1991 II-12 C. Telephone Telephone service in the Specific Plan Area is provided by General Telephone (GTE) . Developers should coordinate with GTE for the relocation of existing facilities and installation of new service. d. Cable Television Cable television service within Huntington Beach is provided by Paragon Cable. Developers should coordinate with Paragon Cable for the installation of new service. e. Solid Waste Disposal Rainbow Disposal Company currently provides solid waste disposal services for the Holly-Seacliff area. Based on service projections and anticipated demand increase, an adequate level of service will be maintained. No solid waste disposal facilities are planned to be located in Specific Plan Area. G. Community Theme Guidelines The Community Theme Guidelines are intended to provide for the development of neighborhoods, open spaces, buildings and streetscapes having a distinctive visual identity to promote individual neighborhood identities and to promote interrelationships between complementary land uses and community open space features. The major elements of the Community Theme Plan include landscaping, walls, signage and monumentation, street furniture and open space/pedestrian linkage features as described below. Exhibit 12 illustrates the general location of required community landscaping and monumentation. All development proposals within the community theme guidelines and incorporation of appropriate community theme elements . Concurrent with the filing of the first tentative tract map in the Specific Plan area, Community Design Guidelines shall be submitted which will address pedestrian linkages between planning areas, design and function of the swales, type of street furniture and greater definition of neighborhoods . 1. Landscaping Landscaping shall be provided as outlined below, subject to the following general criteria: Holly-Seacliff Specific Plan 1339D /► November 1991 II-13 h' I Z b L EG EN D 0 - . c \1 f I (e � MEDIAN PLANTING/ 2 Ellis Ayitfsueo_ COMMUNITY IDENTITY WeshinglonRobueta- F' - - 1 _--- Mexican Fen Palm Tree COPh.-TYGA,EWAYS Canary 1� Island Date Palm,el varying RL-1 heights. 4 Goldenwesl Sheet Community idenldicelion - _ M sign all. RL•3 112 ®MA JORINTERSECTIONS 11 :�� RM M1, Phoenir Canarlenals-Canary Island Date Palm at varying "p heights in Increased corner 1-2 ELLIS-GOLDENWEST �. Gothard Street -mocks Broadleal RL-1 v giteen understury SPECIFIC PLAN planting AREA \ \ STREETSCAPESIST REET 1F3 _ II \ ; IDENTITY TREES RM I .... ..... � toter al plam1ng of one species per street at setbacks mmelor streets. 1 4 _ �\\ 11-6 p Ly NEIGHBORHOOD ENTRIES OS l Accent trees at entry, R ' repeated throughout � , IF8 11 4 =; MH neighborhood aneetscepe I-3 II•S Neighborhood Identification RMH slgntwag. RMH € OS \ . t j1 11 7 BUS STOP sift RM nr3 111,4 u B (y C l� RMH C IV-5 IV.� IV- RM IIhS OS R RM M IV ! . r s - 1 ��. A,•... IV-2 - NAP RM d" RL-2 1117 II I.2 R L-2 Male Street tly Al-- fj III IV-4 MD ' U i TJ — COASTAL ZONE 'y BOUNDARY---� EXHIBIT 12 CITY OF HUNTINGTON BEACH COMMUNITY THEME PLAN G OO �SREA SSG�CE'C� RC PUM �11(���il��� I ►k�, o Plant materials will consist of low-maintenance trees, shrubs and ground covers approved by the City of Huntington Beach. o In graded areas and public open space areas where structures or other improvements are not built, landscaping should consider the use of native or naturalized drought tolerant species which can provide wildlife habitat, with a gradual transition to more ornamental species along the development edge. o The landscaping of development within the plan should be designed to minimize visual impacts of adjacent parcels. Special consideration should be given to orientation of residences (particularly windows and decks) to respect the privacy of adjacent residents to the extent feasible. o All landscaped medians located within arterial streets shall be maintained by the City of Huntington Beach, provided medians are designed and constructed per City standards and approval . All other landscaping improvements shall be maintained by a landscape maintenance district, community association, homeowners association or other method acceptable to the City. a. Arterial Highway Medians o Landscaped medians shall be provided along Goldenwest Street, Gothard Street between Ellis Avenue and Ernest Avenue, Main Street, Seapoint Street and Garfield Avenue where approved by the City. o Washingtonia robusta (Mexican Fan Palm) shall be planted in informal groupings in all medians throughout the specific plan area. o Flowering shrubs and ground cover will accent the palm groupings . Holly-Seacliff Specific Plan 1339D November 1991 II-14 . o Main Street median planting will consist of the existing mix of Washingtonia robusta and Phoenix canariensis (Canary Island Date Palm) . b. Community Gateways o A minimum 25 foot landscape area (measured from curb face) shall be provided at community gateway locations identified on Exhibit 12 for appropriate landscaping and community monumentation. o Phoenix canariensis (Canary Island Date Palm) , Phoenix dactylifera (Date Palm) , Washingtonia robusta (Mexican Fan Palm) in clusters, Erythrina caffra (Coral Tree) , Chamaerops humilis (Mediterranean Fan Palm) or other City-approved tree, at varying heights . o Broadleaf evergreen understory planting. o Community identification monumentation accented with flowering ground cover. C. Major Intersections o A minimum 25 foot landscape area (measured from curb face) shall be provided at major intersections identified on Exhibit 12 for enhanced landscape treatment. o Phoenix canariensis (Canary Island Date Palm) , Phoenix dactylifera (Date Palm) , Washingtonia robusta (Mexican Fan Palm) in clusters, Erythrina caffra (Coral Tree) , Chamaerops humilis (Mediterranean Fan Palm) or other City-approved tree, at varying heights. o Broadleaf evergreen understory planting . d. Streetscape/Street Identity Trees o A minimum 15 foot landscape area shall be provided along all arterial highways within the specific plan area for appropriate parkway landscaping. Along Main Street, the 15 foot landscape area shall consist of 6 feet of public right-of-way and a 9 foot private landscape easement. Typical landscaped street sections are found on Exhibits 13, 14 and 15 . Holly-Seacliff Specific Plan 1339D u November 1991 II-15 EXISTING PALM TREES 0 MEDIAN fiM6 Am I V 12' 41' 7' 7' 41' 12' i 9' 60' 60' R O.W. R.o.W. EXHIBIT 13 MAIN ST REET Looking North, between Huntington and Clay CITY OF HUN11NGTON BEACH 120' R.O.W. STREET SECTION HOLLY LY SEACfLOFF AIREA SPEC UFOC PLA nf`H 1111111 11 1 1 R31t^ 0 5 10 15 o The parkways for each street shall consist of informally- spaced groups of two tree varieties from the list below: Botanical Name Common Name Brachychiton acerifolius Flame Tree Casuarina cunninghamiana River She-Oak Cupaniopsis anacardiodes Carrotwood Eucalyptus ficifolia Red Flowering Gum Eucalyptus sideroxylon rosea Red Iron Bark Gum Ficus rubiginosa Rusty Leaf Fig Koelreuteria bipinnata Chinese Flame Tree Magnolia grandiflora Samuel Sommer "Samuel Sommer" Magnolia Melaleuca quinquenervia Cajeput Tree Pinus canariensis Canary Island Pine Pinus eldarica Mondel Pine Pinus sylvestris Erect Scotch Pine Pistacia atlantica Mt. Atlas Pistache Platanus acerifolia London Plane Tree Podocarpus gracilior Fern Pine Schinus molle California Pepper e. Neighborhood Entries o A minimum 20 foot landscape area (measured from curb face) shall be provided at each neighborhood entry. o The accent trees at each neighborhood entry are to be repeated throughout the neighborhood streetscape. o Neighborhood identification sign/wall . Holly-Seacliff Specific Plan 1339D November 1991 II-16 I i (o' 42' 7' �' 42' 6' i 25' 55' 55' 15' R.O.W. RA.U1. EXHIBIT 14 GOLDENWEST ST REET Looking North, between Ellis and Ernest CITY OF H U N TI N GTON BEACH 110" R.O.W. STREET SECTION HOLLY SEACLOFG`' ARM SPECOPOC PLAN IIIIII 1 11 1 1 KywK o s ,c is cvz 'G y . el If le 15' 42' 42' 15' R.O.W. R.O.W. EXHIBIT 15 GOTHA RD STREET Looking North, between Ellis and Ernest CITY OF HUNTINGTON BEACH 84' R.O.W. STREET SECTION HOLLY SEACL OFF ARE& SPEC�UC�OC� PdAK I I I I I I I I I I I I� 0 5 10 15 r-- o The parkways for each street shall consist of informally- spaced groups of two tree varieties from the list below: Botanical Name Common Name Brachychiton acerifolius Flame Tree Casuarina cunninghamiana River She-Oak Cupaniopsis anacardiodes Carrotwood Eucalyptus ficifolia Red Flowering Gum Eucalyptus siderozylon rosea Red. Iron:. Bark Gum Ficus rubiginosa Rusty Leaf Fig Koelreuteria bipinnata Chinese Flame Tree Magnolia grandiflora Samuel Sommer "Samuel Sommer" Magnolia Melaleuca quinquenervia Cajeput Tree Pinus canariensis Canary Island Pine Pinus eldarica Mondel Pine Pinus sylvestris "Fastigiata" Erect Scotch Pine Pistacia atlantica Mt . Atlas Pistache Platanus acerifolia London Plane Tree Podocarpus gracilior Fern Pine Schinus molle California Pepper e. Neighborhood Entries o A minimum 20 foot landscape area (measured from curb face) shall be provided at each neighborhood entry. o The accent trees at each neighborhood entry are to be repeated throughout the neighborhood streetscape. o Neighborhood identification sign/wall . Holly-Seacliff Specific Plan 1339D 7 November 1991 II-16 o Tree, shrub and ground cover species will be consistent with neighborhood character and architectural theme, and will contrast with the adjacent arterial street tree. 2 . Walls, Signage and Monumentation a . All single-family residential and industrial areas along an arterial highway shall be screened by a minimum six-foot high solid masonry wall . b. The design and materials of residential walls shall be consistent within each planning unit . C. Community walls will vary by neighborhood and reflect neighborhood theme and architecture, while utilizing the same materials in varied combinations of or a consistent community image. These materials may consist of stone, brick, decorative block or tubular steel in different combinations for each of the individual neighborhoods . d. The horizontal form of continuous solid walls shall be softened by the use of. pilasters or landscape materials . e. Multiple-family residential areas may be screened by a combination of solid and open fencing materials . f. The location, design and materials for all walls facing an arterial highway within the Specific Plan area shall be subject to approval of the Director of Community Development. . g . All proposed signs with the Specific Plan shall conform with the Sign Ordinance of the Huntington Beach Ordinance Code. h. A monument sign or other architectural feature shall be constructed within the landscaped setback area of all Community Gateway locations identified on Exhibit 12 . i . Neighborhood entry signs shall be located within the landscaped setback area for each neighborhood entry. Holly-Seacliff Specific Plan 1339D November 1991 II-17 j . Commercial, industrial and mixed-use project identification., signs may be located within the landscaped setback area adjacent to an arterial highway. k. The location, design and materials for all proposed community gateway, neighborhood entry and project identification signs shall be subject to the approval of the Director of Community Development. 3 . Street Furniture a. Street lighting may be placed within arterial medians or within adjoining. sidewalk and setback areas . b. Street lighting should be standardized throughout the Specific Plan area. Street lighting along arterials shall be of Marbelite Cobra Head type and 30 feet in height. Street lighting along local streets shall be of Marbelite Cobra Head type and 25 feet in height. Street lighting may have custom decorative features within Planning Areas if approved by the City. C . Bus stops and shelters shall be provided in the locations identified on Exhibit 12. d. The design of any proposed bus shelters shall be reviewed by the Orange County Transit District and approved by the Director of Community Development . 4 . Open Space/Pedestrian Linkages The Specific Plan incorporates and is surrounded by numerous significant open space and recreational features, including Huntington Central Park, the Bolsa Chica Linear Regional Park and neighborhood parks . The following guidelines are intended to maximize the interrelationship of land uses within the Specific Plan area to both internal and external community amenities . a . Bicycle lanes shall be provided on all arterial highways within the Specific Plan area. Holly-Seacliff Specific Plan 1339D November 1991 II-18 b. Bicycle lanes shall be connected to recreational trails within public and private park and open space areas at locations deemed appropriate by the Director of Public Works . C. Sidewalks shall be provided adjacent to all arterial highways within the Specific Plan area. d. Sidewalks shall be connected to pedestrian trails located within public and private park and open space areas where feasible. e. Pedestrian access shall be provided. to all_ neighborhood commercial areas from adjacent residential neighborhoods to discourage unnecessary automobile trips . f . Residential, commercial, industrial and mixed-use projects shall be designed to encourage pedestrian and bicycle access as well as automobile access . g. Where feasible, pedestrian access should be provided between adjoining residential projects . h. Bus stops and shelters shall be provided as indicated on Exhibit 12 to facilitate public transportation within the Specific Plan area . Holly-Seacliff Specific Plan 0 1339D ti November 1991 II-19 i i I l III. ZONING AND DEVELOPMENT STANDARDS III. ZONING AND DEVELOPMENT STANDARDS A. Purpose and Intent The purpose of this section is to provide the specific development and density standards and regulations that will be applied for each type of development permitted within the Holly-Seacliff Specific Plan. Unless otherwise stated, the Specific Plan will be the zoning document for the Planning Areas identified in the Development Plan. This section contains the definitions, general provisions and development standards . The following Zoning and Development Standards apply to all properties within the Specific Plan area. All references to the "Huntington Beach Ordinance Code" mean the current Code, except for properties included in Development Agreement 90-1 which are subject to the Code in effect at the time of adoption of Development Agreement 90-1. B. Definitions The following definitions shall apply to the Holly-Seacliff Specific Plan. Terms not defined herein shall have the same definitions as used in the City of Huntington Beach Ordinance Code in effect at the time of adoption of the Holly-Seacliff Specific Plan. 1. Building Height AgY/fddf/f��f�f��/Y��Y�dt��/���N��Y��Y/���Y� ��Y Building height shall be defined as a vertical dimension measured from the too of the highest roof feature, including mechanical equipment screening, to the top of the subfloor/slab directly underneath. In addition, the following standards shall apply: LqZ Datum (100) shall be set at the highest point of the curb along the front property line. If no curb exists, datum shall be set at the highest centerline of the street along the front property line. JhJ The differential between top of subfloor and datum shall be a maximum of two (2) feet as determined by Public Works. In the event that any subfloor, stemwall or footing is proposed greater than two (2) feet above datum, the height in excess shall be deducted from the maximum allowable ridgeline height. Holly-Seacliff Specific Plan 1340D nQ November 1991 III-1 (cl Roofs shall have a 5/12 pitch or greater. _(I In the case of proposed development adjacent to existing structures and infill development involving individual lots with a grade differential of three (3) feet or greater between the high point and the low point. determined before rough grading. Use Permit approval shall be required. Use Permit approval shall be based upon a building and grading plan which terraces the building with the grade and which is compatible with adjacent development. 2. Planning Areas The four areas depicted on the Development Plan, bounded by major streets as shown, and labeled I, II, III and IV. 3 . Planning Unit A sub-area of a Planning Area numbered and identified on the Development Plan and Land Use Table. C. General Provisions All development activity within the Holly-Seacliff Specific Plan Area will be subject to the following general conditions and requirements, as noted. 1. Permitted Uses a. Permitted Uses within the Specific Plan Area shall be defined in the Development Standards section for each district or subarea. b. All requests for residential density transfers shall comply with the procedures contained in Section IV-D, Density Transfer Procedure. C. In addition to Permitted Uses, Unclassified Uses shall be permitted in accordance with the regulations contained in the Huntington Beach Ordinance Code. d. Nonconforming Uses shall be permitted within the Specific Plan Area in accordance with the regulations contained in the Huntington Beach Ordinance Code. Holly-Seacliff Specific Plan 1340D n1 November 1991 III-2 I e. Oil and gas production shall be permitted within the Specific Plan Area in accordance with the regulations contained in the Development Standards section herein and the Huntington Beach Ordinance Code. The continued operation, redrilling and servicing of existing oil and gas wells shall be permitted throughout the Specific Plan Area, subject to applicable City regulations and compliance with the mitigation measures contained in Final Environmental Impact Report No. 89-1, see Section VI . The drilling of new oil and gas wells and consolidation of existing operations shall be permitted only within Planning Units II-8 and IV-5, subject to the approval of a Conditional Use Permit and compliance with applicable City regulations and mitigation measures contained in Final Environmental Impact Report No. 89-1. 2. Overlay Areas Additional regulations to those stated in the Development Standards section herein are applicable in the following areas: a. Flood Plain Zone Overlay Development within the Flood Plain Zone Overlay, identified in Exhibit 16, shall comply with the regulations contained in the Huntington Beach Ordinance Code. b. Alquist-Priolo Zone Overlay All development projects within the Alquist-Priolo Zone Overlay identified in Exhibit 16 shall be required to submit a geotechnical investigation identifying any active traces of the Newport/Inglewood Fault and establishing any required building setback lines prior to issuance of a building permit. C. Coastal Zone Overlay All development projects located entirely or partially within the Coastal Zone boundary identified on Exhibit 16 shall require approval of a Coastal Development Permit in accordance with the regulations contained in the Huntington Beach Ordinance Code. Holly-Seacliff Specific Plan A _ 1340D V November 1991 III-3 d. Access Plan Overlay Exhibit 16 identifies parcels in Planning Areas II and IV where coordination of access on Garfield Avenue is necessary for safe and efficient traffic movement. All development applications within this overlay area shall require approval of an access plan by the Public Works Department. e. Windrow Trees and Swales Exhibit 16 shows areas in Planning Area II of existing "windrow" trees and swales. Wherever feasible, existing windrows should be preserved within park sites or replaced to maintain the aesthetic benefits they contribute to the community. Further studies should be completed to assess the health of these trees. Where it is not feasible, as determined by the City of Huntington Beach, to preserve healthy, mature trees, trees may be replaced with 36" box trees at a 1: 1 ratio. Landscaping plans specifying the number and type of replacement trees shall be submitted for review and approval by the Huntington Beach Public Works Department prior to the issuance of a building permit. The existing swales should be incorporated into a recreation/open space corridor including landscaping and a recreation trail per the typical cross section shown on Exhibit 17 . 3 . Parking Parking shall be provided for all development projects in accordance with the regulations contained in the Huntington Beach Ordinance Code. 4 . Landscaping a . Landscaping shall be required as defined within the Development Standards in Section III for each district . b. All projects fronting on an arterial highway shall be responsible for installing landscaping consistent with the Community Theme Guidelines outlined in Section II-G. Holly-Seacliff Specific Plan 1340D November 1991 III-4 LEGEND COAMAL ZONE MMDART r • i '�j>,'i�.,; FLOOD PLAIN OgROARY ' ---_-" •� � -� �_.- ALOIR9T4IOOL020NE ACCESS PLAN / -__------�li Ijl �.,` /'/ • ®WWDROW TREES III �'I 11I - `•� � 9WALE AREA r ►-- I III ice- -------•----- �\ - .I % M j �_.._.�.i;� I I j�j � � /•�� is �,- IVCWyAvoWP r �fill JL COASTAL ZONE `• Nr �"—Yw-EUv vvi' 001,) CITY OF HUNTINGTON BEACH OVMLAY EXHIBIT 16 AREAS (oo, MINIMUM I o I MAX I 2:1 SLOPE $ � HIKING/ MIN 10 BIKING TRAIL EXHIBIT 17 RECREATION/OPEN SPACE CORRIDOR CITY OF HUN11NGTON BEACH TYPICAL CROSS SECTION HOLLY SEACLOFF AREA SPECOFUC PLAN II1111Igo 1 p R31lN1 INDUSTRIAL/ COMMERCIAL RESIDENTIAL • , 1000 VARIES 15' VARIES 15' VARIES PER PER DEVELOPMENT DEVELOPMENT STANDARDS STANDARDS EXHIBIT 18 COMME RCIALANDUST RIAL AND RESIDENTIAL CITY OF HUNIINGTON BEACH TYPICAL SEPARATION FOR NEW DEVELOPMENT HOLLY BEAC LOFF AREA S PECOCrOC PL&H Will I I I I I I� 0 5 10 15 C. Residential and industrial/commercial uses shall be adequately separated. Since all such uses in the Specific Plan area are separated by streets, new development and redevelopment shall include a minimum of 15 foot landscape area with a 6 foot high solid masonry wall. Buildings shall be set back as required by the development standards . See Exhibit 18 . d. Developers shall consult with the Public Works Department regarding landscaping conservation measures and shall submit landscape and irrigation plans for approval. e. Wherever feasible, trees suitable for use by raptors should be preserved or replaced in accordance with Final Environmental Impact Report No. 89-1. 5. Walls and Fences A plan showing the proposed location, size and materials of all proposed walls and fences shall be submitted for review and approval by the Community Development Department prior to the issuance of a building permit. 6. Signs and Outdoor Lighting A plan showing the proposed location, size and materials of all proposed signs and outdoor lighting shall be submitted for review and approval by the Community Development Department prior to the issuance of the building permit. All signs shall conform to the regulations contained in the Huntington Beach Ordinance Code. Outdoor lighting shall be designed to provide adequate illumination of on-site areas without intruding upon surrounding properties or sensitive uses . 7. Public Facilities and Infrastructure All development projects shall construct or fund required public facilities and infrastructure per a Holly-Seacliff Public Facilities Development Fee Ordinance in conformance with the Public Facilities Plan (Section II-F) and the Holly-Seacliff Specific Plan Technical Appendix. Developers shall consult with the Orange County Transit District regarding locations for bus stops, turnouts and shelters prior to the approval of a tentative tract map or issuance of a building permit . Holly-Seacliff Specific Plan 1340D November 1991 III-5 �� 8 . Utilities All development projects shall be required to install adequate utility services necessary to serve the development. All utilities shall be placed underground and identified in easements, excluding street lights and electrical transmission lines of 66 kV or greater. Utility systems shall be designed to conserve the use of electrical energy and natural resources. Developers shall coordinate with the gas, electricity, telephone and cable TV companies regarding energy conservation and proper planning, phasing and sizing of lines . 9 . Fire Protection and Emergency Vehicle Access All development projects shall comply with the regulations contained in Chapter 17 . 56 of the Huntington Beach Municipal Code (Fire Code) . A plan showing the location of fire hydrants and emergency vehicle access shall be submitted for review and approval by the Fire Department prior to the issuance of a building permit . All projects involving the closure of public streets shall be reviewed by the Fire Department for adequate emergency apparatus access. 10 . Environmental Requirements Development within the Specific Plan Area shall implement the mitigation measures contained in Final Environmental Impact Report No. 89-1 (see Section VI) . General mitigation measures are identified within the Specific Plan. Other mitigation measures are triggered by specific permits or entitlement requests and must be addressed at that time. In addition, each development project shall include an environmental mitigation monitoring program prior to approval . In compliance with the mitigation measures contained in Final Environmental Impact Report No. 89-1, the following studies or plans may be required as a condition of project approval prior to the issuance of grading and/or building permits, final inspection, or certificate of occupancy as indicated: a. Geotechnical Investigation A geotechnical investigation addressing potential hazards due to seismic activity, erosion, tsunami, liquefaction and subsidence including recommendations for grading and the placement and Holly-Seacliff Specific Plan 1340D ^ November 1991 III-6 design of structures, shall be submitted for review and approval by the Public Works Department prior to the issuance of a building permit. b. Soils Report A soils report containing recommendations regarding the placement of fill, design of slopes, slabs, footings and foundations shall be submitted for review and approval by the Public Works Department prior to the issuance of a grading permit. In areas containing active, idle or abandoned oil and gas wells or storage tanks, a report indicating the location and status of all facilities and any contaminated soils and methane, together with recommended mitigation measures, shall be submitted to the Fire Department prior to the issuance of a building permit. Mitigation from Final Environmental Impact Report 89-1 has been attached (see Section VI) . The methane zone can include areas that do not contain oil wells. A study should be required for all areas within the methane zone. C. Hydrology Report A hydrology report identifying the design of all proposed drainage and flood control facilities required to accommodate projected runoff shall be submitted for review and approval by the Public Works Department prior to the issuance of a grading permit. d. Cultural Resources Report For development projects. in areas identified as archaeological or paleontological sites in Section 4 . 11 of Final Environmental Impact Report No. 89-1, the mitigation measures listed in the Final Environmental Impact Report shall apply. These mitigation measures are included in Section VI of this document. A report containing the results of any test excavations and data/materials recovered and conclusions shall be submitted to the Community Development Department prior to the issuance of a grading permit. Holly-Seacliff Specific Plan 1340D November 1991 III-7 e. Noise Report A noise report will be required for development projects abutting an arterial highway or within a helicopter flight corridor to identify recommended design features prior to issuance of a building permit. 11. Maintenance Mechanisms For development projects which include privately-owned streets, parking, recreation, open space, landscaped areas, or community buildings or facilities, the developer shall submit a legal instrument or instruments setting forth a plan or manner of permanent care and maintenance of such areas and facilities . No such instrument shall be acceptable until approved by the City Attorney as to legal form and effect, and by the Director of Community Development as to suitability for the proposed use of said areas and facilities . If the common areas are to be conveyed to a homeowners ' association, the developer shall file a Declaration of Covenants to be submitted with the application for approval, that will govern the association. These covenants shall include: a. The homeowners ' association shall be established prior to the sale of the last dwelling unit. b. Membership shall be mandatory for each buyer and any successive buyer. C. The open space restrictions shall be permanent . d. Provisions to prohibit parking upon other than approved and developed parking spaces shall be written into the covenants, conditions and restrictions for each project . e. If the development is constructed in increments or phases which require one or more final maps, reciprocal covenants, conditions, or restrictions, reciprocal management and maintenance agreements shall be established which will cause a merging of increments as they are completed, and embody one homeowners ' association with common areas for the total development . Holly-Seacliff Specific Plan 1340D November 1991 III-8 12 . AFFORDABLE HOUSING XZZ/KK�fNZK�K�'g/KP/fKNI�KriYINZ/�YK�'K�YN/gNNZZ/kSK/YKr��ttf�rd/YK g�tYSc�[iCY/Nri/Nf f Kf eTNYSZK/NNNNIrI�/�YNri/f KY/HNHKNNNZ�Y/KNf riYriQ ZNKN/YNN�i/ZZB�/KP/YNK/Ot Nrir�K/¢KHriY�/Me�iCNri/ZrI�KAcSK/,(ESN ��Plri��/YS�/HlN1El�'/NNE/Iri/NY�Nt�NriY�/y61YK/YN�/¢tY�l'N N�N�SY��/HdNNIriaJ/EZNacSKriYI//Xri/tf PPKtKN1SZK/HK�fNIrl�/�SZXri/NNaZY �td�fY�e/fKf/Kri/NIYN/N�iK/Kf/6ff/NIYN/NPPK�'�Nl6ZN/KN�iNIri� y61YHIri/YHN/HNYY�/SN�f�YIPf/S�6K�IPIN/FI�Sril//?KK/NKriYNriYN/Nf YHA/�ZNiI/NHXZZ/I�SYZNKK/YKK/f KZZdjbYrl�Jt Nl FIPYNNr!/(ZS�'/�6Nf��riY/Kf/YNN/YKYNZ/rl�tKt/6P/�IrIYYK �tK�6NNK�/NNNZZ/kSK/PNt/NN�fNr�Kt6Z�N/r�NtrllriaJ/Zr�NN/YHNri ZZB�/Kf/YNr�/OfalriaJN/¢N�IriY�/M��iCari/Zrir�N�l )JI X/��NYrI YIKrt/r6f/YHK/Y �dK/Nri�/NINr�/KP/NriiCY/�Sr�Yri�J/KrfiCZYI �1 ?NN/KNYI�SNYN�/N�6�ZINNKZK/NNZNN/�6tI�K/NY'/tNrlYNZ/ZN�fr€Z Kf/YHK/NriZYNI dl X/aTKYNIZKrd/�IKNKfiC�6Y10ri/Nri�/�tK/fNfaSaS/Kf/fYrSNri�tNZ NNNINYNrir�K/rfeN���/fNY/NritYN/YNfaJNYNN/YK/NN�INNNKZrdN b6zds41 ffO%/Kf/RS6KIAA1Iri@KR%I ON/SIY�/XPfKt�NKZ�/HKNNIrIaJ ZY/IN/YK�/IrIY�rIY/Kf/YHe/S�dNK1Pt@/FZNri/YK/��'K�fI�K/Nri/NIYN Nf PN�'�NkSZK/HKNNIriaJ/�41YNiCrI/HNZZ�/SNN�ZiCf Pl l�l�l H�ktN�H�ZHN/�NYriYxiaJ/YSKY�4Keri/BB/ZZB�/Kf/YNK/OtNriQ� ¢K�trIY�/bir�Nlalri/ZrIr�N�iK/KHKZY/NrIZ�/kSr�/�IK�f�ZaS�S��/a�K/fKf NaZK/NriZYNI//?KKN�/NriiCYN/NKNZZ/rIKY/K�/r�ZIQIkSZK/YN f��NI�fK/N/YSKrIKfIY/ftKa�i/YHK/¢ZY�1 Azfz HK�INKHKINN/KNtrilriaJ/ZNNN/YNNri/BPIF/t6f/YNK/O�`XrirQK/¢KNxiY A�lN�IXr!/ZrfKK�Sr�/NHNZZ/ZaI�riYtf�.�/IP/NrI��/�bKI�K/¢Sf/YHr� PKZZN�61 riaJ/N�`K/kSKI rIQ/tNajd�NY��t Zl HiCYN@Y/fYriNri�I�fZ/NNNiCNYNri@�� Z! KNNN@YIKri/Ir!/fNKN/Irf/K�CNrCYIKxiN� S1 EN�fINYiCKrIN/ftK�i/YK�/KNzf�ZK �S�rIY/KYKrI�INts�K/s6P/YKN HKYZ�/S�NNYIff/S���If1�/PYNriI Holly—Seacliff Specific Plan 1340D �} November 1991 III-9 I Off/StYK/XffdfdKKYK/HKdKYK� H���Yd�KIK/df/fKKYd�KPYKY/�fK���Pg/���/�KKdK�/PK/�YK�fd� Kd�/df/PK�/KffKIdKKYK/dKYYK/KY/KN/KPf/gYP�/Yd�KYYKKI X��YY@KPtKKK/fKY/KfffgYYK/d���YK���KP/KKKYY/KK/KKK�tYP�d �dK�HIIKKPY�/�YPK/K��Yt�KYtdK/�KP�YY�YK/PKl/PK�/�IY�Kf� Kl XYY/dff/KYY�/KKYPK/KKKYY/KK/�KKKPIK�Y�d/�IYKI/Pd/Kf �dK�KIIKKP/�YPK/PNK/�Yt�Kf�/�fK���P/KKd/fYKKY K��fK�KY/Kf/YK�/�IK�K@Y/KKKYY/b�/@KKYYK��NY/KK �K�Y�PYKrt/KKK/fYKKY/K��IK�KY/df/PK�/KffdldKKY�/dKYPKI K! 0Pf/KYY�/KfPKIdXKY�/KKYYK/gHKKYd/KKP/I�KKYP/tK/�K �X�Y/�����KYIKPYdK/Kf/YK�/KKd/�Kd�fKP�/HdKKtKQ/lK/KKK dK�/K���YftK/KKY�KKKYKKKdI �l HKHK�KKYdK/KXIKYK�/Y�KK/YKKK/8��/df/YHA/OIKK�K/2KKKP� M�dYaK/ZN�K�K/gKKYY/Yd�KPYf�I/tf/KKK!/�Kt�K/Kf/YKK fKYYd�tK�/XYK/KKYN�/IK�KKKY�dI ZZ EYI�@Y/fYKKN�Y�Y/KKKYKPKK@�� Zl K�dK�PtKK/YK/f��K/Y�/����YYdKK� Sl BKyYKPtKKK/fIK�S/PKK/dK�KYK� KP/gYXKdKIdK/KP/YHA HKXY�/SKK�YYff/S�K�YPY�/PY�K! dl HKHK�KKYdK/K�IKYK�/KKY�KKK/Bg/YZg /Kf/PK�/Of�K��/¢K�KP M�dYKn/ZK�K��/gKXYY/dKY�/K�/dK�KY���d/KK/fKf/KKY� HKYPKI//THKK�/KKYPK/KK�YY/KKP/K�/KYt�YKY�/PK/l���Y�� K/b�K�ftY/flK�/YK�/QYY�I All developers of residential projects shall be required to submit an affordable housing plan in conjunction with any subdivision in accordance with the City's adopted Housing Element. An affordable plan shall provide for on-site affordable housing within the Holly-Seacliff Specific Plan. The contents of the plan shall include the following: A�, For Sale Units 1 Fifteen (15) percent of the total units proposed shall be for households earning between 80-120% of the Orange County Median Income. These units shall not be eligible to receive a benefit from the City. 1 A detailed description of the type, size and location of the units being built. 3L. The estimated applicabel sales price of the units, Holly-Seacliff Specific Plan 1340D 4f November 1991 III-10 B, Rental Units Fifteen (15) percent of the total units proposed in a residential rental project shall be for households earning less than 80% of the Orange County Median Income. The developer shall identify, if any, which of the following benefits are being requested: AL. Direct financial assistance. k. Reduction in fees in exactions. � Deviations from the development standards of the Holly-Seacliff Specific Plan. A detailed description of the type, size and location of the units being built. The estimated applicable rental rate of the units. In-Lieu Fee Parcels of the one (1) acre in size or less may pay a fee established by the City Council in lieu of Providing on-site affordable housing units. 13 . Parks The final design of neighborhood parks, as well as any requests for private recreation facilities parks credit, shall be reviewed by the Community Services Commission. 14 . Lot Consolidation The City should consider adoption of a redevelopment plan or other strategy to assemble encyclopedia lots and other non-buildable parcels in Planning Areas II and IV. 15 . Air Quality Conservation Measures Development within the specific Plan area should consider the following during project design: bicycle facilities, bus turnout lanes, bus shelters, park and ride areas, energy conserving lighting an traffic signal synchronization, where feasible. Holly-Seacliff Specific Plan 1340D . I, November 1991 16 . Non-Residential Building Materials Non-residential building materials should be compatible with nearby residential structures and should minimize glare. 17. Department of Fish and Game Notification Upon to City approval of any grading or development plans within streambed areas under the jurisdiction of the California Department of Fish and Game, the Developer shall be required to notify and obtain appropriate permits from the Department of Fish and Game. D. Development Standards 1. Low Density Residential (RL-1) a. Purpose The Low Density Residential District is intended to provide for single-family detached dwellings at the lowest density. b. Permitted Uses 1) Lot sale subdivisions, subject to approval of a tentative parcel map or tentative tract map. 2) Single-family home subdivisions, subject to approval of a conditional use permit and a tentative parcel map or tentative tract map. 3) Single-family detached dwelling units and associated accessory buildings, subject to issuance of a building permit. C. Minimum Parcel Size/Frontage A licensed land surveyor or civil engineer shall submit calculations showing lot width, depth and area for any new parcel. 1) The minimum lot size shall be seven thousand (7,000) square feet. 2) The minimum lot frontage shall be sixty (60) feet. The minimum required lot frontage for cul-de-sac and knuckle lots shall be forty-five (45) feet; however, if one additional off-street parking space is included, the minimum shall be thirty (30) feet. Holly-Seacliff Specific Plan 13401) November 1991 III-11 d. Maximum Density/Intensity The maximum density shall not exceed one (1) dwelling unit per lot. Exception: A second unit may be added to an existing single-family residence upon approval of a Conditional Use Permit in accordance with standards contained in the Huntington Beach Ordinance Code. e. Maximum Building Height The maximum building height shall be thirty-five (35) feet and a maximum of two (2) stories. f. Maximum Site Coverage Maximum site coverage shall be fifty (50) percent. The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area or public utility right-of-way which is a minimum of 100-feet in clear width. g. Setback (Front Yard) The minimum setback from the front property lines for all structures exceeding forty-two (42) inches in height shall be as follows : Dwellings : Fifteen (15) feet. Front entry garages or carports: Twenty (20) feet . Side entry garages : Ten (10) feet. h. Setback (Side Yard) The minimum setback from the side property lines shall be as follows: 1) Interior Side Yard Dwellings, garages and accessory buildings : Minimum of five (5) feet. Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Minimum of ten (10) feet. Side entry garages or carports: Ten (10) feet . Eaves : Eighteen (18) inches. i . Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows : Holly-Seacliff Specific Plan 1340D November 1991 III-12 Dwellings: Twenty (20) feet. Garages or accessory buildings : Minimum of five (5) feet . j . Building_ Separation The minimum building separation shall be ten (10) feet. k. Oven Space Open space shall be provided on the lot by the required minimum setback areas. 1. Parking Parking shall comply with the Huntington Beach Ordinance Code. M. Miscellaneous Requirements Accessory buildings may be permitted on a lot with a permitted main building. The minimum distance between an accessory building and any other building on the same lot shall be ten (10) feet. Setback requirements are as previously specified. n. Parkway Landscaping One (1) 36-inch boa tree per lot. If a parkway is not provided, the required street tree shall be planted within the front setback prior to final inspection. 2. Low Density Residential 2 (RL-2) a . Purpose The Low Density Residential 2 district is intended to provide for single-family detached dwelling units at low densities in Planning Area III . b. Permitted Uses 1) Single-family detached dwelling units (including zero lot line and patio homes) and their associated accessory buildings, subject to approval of a conditional use permit and a tentative parcel map or tentative tract map. 2) Golf Course maintenance facility, subject to the approval of a conditional use permit. Holly-Seacliff Specific Plan 1340D November 1991 III-13 C C. Minimum Parcel Size/Frontage A licensed land surveyor or civil engineer shall submit calculations showing lot width, depth and area for any new parcel . 1) The minimum lot size shall be five thousand (5, 000) square feet on one-half of the total number of lots and a minimum six thousand (6,000) square foot lots for the balance. 2) The minimum lot frontage shall be fifty (50) feet. The minimum required lot frontage for cul-de-sac and knuckle lots shall be forty-five (45) feet; however if one additional off-street parking space is included, the minimum shall be thirty (30) feet. d. Maximum Density/Intensity The maximum density shall not exceed one (1) dwelling unit per lot. Second units are not permitted. e. Maximum Building Height The maximum building height shall be Thirty-five (35) feet and a maximum of two (2) stories. f. Maximum Site Coverage Maximum site coverage shall be fifty (50) percent. The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area, or public utility right-of-way which is a minimum of 100-feet in clear width. g. Setback (Front Yard). The minimum setback from the front property lines for all structures exceeding forty-two (42) inches in height shall be as follows: Dwellings : Fifteen (15) feet. Front entry garages or carports: Twenty (20) feet. Side entry garages: Ten (10) feet. h. Setback (Side Yard) The minimum setback from the side property lines shall be as follows : Holly-Seacliff Specific Plan 1340D November 1991 III-14 i 1) Interior Side Yard Dwellings, garages and accessory buildings: Minimum of five (5) feet. Eaves : Eighteen (18) inches . 2) Exterior Side Yard Dwellings and accessory buildings : Minimum of ten (10) feet. Side entry garages or carports : Ten (10) feet. Eaves: Eighteen (18) inches. 3) Exception for Zero Lot Line A zero side yard setback or a zero rear yard setback shall be permitted as long as the following requirements are met: o The lot adjacent to the zero setback side or rear yard shall be held under the same ownership at the time of application and the setback for the adjacent lot shall be either zero or a minimum of ten (10) feet. o No portion of the dwelling or any architectural features shall project over the property line, except rooftop eaves no greater than 24-inches . o The zero setback shall not be adjacent to a public or private right-of-way. o Exposure protection between structures shall be provided as specified by the Fire Department and the Building Division. i . Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows : Dwellings : Twenty (20) feet. Garages or accessory buildings : Five (5) feet. j . Building Separation The minimum building separation shall be ten (10) feet. k. Open Space Open space shall be provided on the lot by the required minimum setback areas. Holly-Seacliff Specific Plan 1340D November 1991 III-15 i 1 . Parking Parking shall comply with the Huntington Beach Ordinance Code. M. Miscellaneous Requirements Accessory buildings may be permitted on a lot with a permitted main building. The minimum distance between an accessory building and any other building on the same lot shall be six (6) feet. Setback requirements are as previously specified. Prior to the approval of a tentative tract map adjacent to the Seacliff Golf Course, preliminary landscape plans and development/open space edge treatments plans should be submitted for City approval. These plans should provide for the review of planting compatibility along the relevant edge of the development. n. Parkway Landscaping One (1) 36-inch box tree per lot. If a parkway is not provided, the required street tree shall be planted within the front setback prior to final inspection. 3. Low Density Residential 3 (RL-3) a. Purpose The Low Density Residential 3 District is intended to provide for single-family detached or attached dwelling units at low densities in Planning Area II . b. Permitted Uses Single-family detached or attached dwelling units (including zero lot line and patio homes) and their associated accessory buildings, subject to approval of a conditional use permit and tentative tract map. C. Minimum Parcel Size/Frontage A licensed land surveyor or civil engineer shall submit calculations showing lot width, depth and area for any new parcel. 1) The minimum lot size shall be three thousand-three hundred (3, 300) square feet. 2) The minimum lot frontage shall be thirty (30) feet; however, the minimum required lot frontage for cul-de-sac and knuckle lots shall be twenty (20) feet. Holly-Seacliff Specific Plan 130D November 1991 III-16 d. Maximum Density/Intensity The maximum density shall not exceed one (1) dwelling unit per lot. Second unit are not permitted. e. Maximum Building Height The maximum building height shall be thirty-five (35) feet and a maximum of two (2) stories . f. Maximum Site Coveraae Maximum site coverage shall be sixty (60) percent. g. Setback (Front Yard) The minimum setback from the front property lines for all structures exceeding forty-two (42) inches in height shall be as follows : Dwellings: Fifteen (15) feet. Front entry garages or carports: Eighteen (18) feet. Side entry garages: Ten (10) feet. Eaves, fireplaces and balconies: Six (6) feet. h. Setback (Side Yard) The minimum setback from the side property lines shall be as follows: 1) Interior Side Yard Dwellings, garages and accessory buildings: Minimum of three (3) feet. Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Minimum of six (6) feet . Side entry garage or carports: Six (6) feet. Eaves : Eighteen (18) inches . 3) Exception for Zero Lot Line A zero side yard setback or a zero rear yard setback shall be permitted as long as the following requirements are met: o The lot adjacent to the zero setback side or rear yard shall be held under the same ownership at the time of application and the setback for the adjacent lot shall be either zero or a minimum of six (6) feet. Holly-Seacliff Specific Plan 1340D �O November 1991 III-17 o No portion of the dwelling or any architectural features shall project over the property line, except rooftop eaves no greater than 24-inches o The zero setback shall not be adjacent to a public or private right-of-way. o Exposure protection between structures shall be provided as specified by the Fire Department and the Community Development Department. i . Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows : Dwellings : Fifteen (15) feet. Garages or accessory buildings : Five (5) feet. j . Building Separation The minimum building separation shall be six (6) feet. k. Open Space Open space shall be provided on the lot by the required minimum setback areas. 1. Parkina Parking shall comply with the Huntington Beach Ordinance Code. M. Miscellaneous Requirements Accessory buildings may be permitted on a lot with a permitted main building. The minimum distance between an accessory building and any other building on the same lot shall be six (6) feet. Setback requirements are as previously specified. All streets within Planning Unit II-1 shall be privately maintained but permit public access. The site plan shall be designed as an inward-oriented planned community. n. Parkway Landscaping One (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof. If a parkway is not provided, the required street tree shall be planted within the front setback of each lot prior to final inspection. Holly-Seacliff Specific Plan 1340D ^` November 1991 III-18 (�11 4. Medium Density Residential (RM) a. Purpose The Medium Density Residential district is intended to provide for single family attached, condominiums, townhomes and multi-family residential developments at medium densities . b. Permitted Uses Single-family attached condominiums, townhouses, stacked flats and multi-family dwelling units (including apartments) , and customary accessory uses and structures permanently located on a parcel, subject to approval of a conditional use permit and a tentative parcel map or tentative tract map. C. Maximum Density/Intensity The maximum density shall not exceed fifteen (15) units/gross acre. d. Maximum Building Height Maximum building height shall be: Dwellings: Forty (40) feet and a maximum of three (3) stories. Accessory Buildings: Thirty-five (35) feet. Vertical identification elements for non-habitable common area structures may be twenty-five (25) feet higher than the maximum building height. e. Maximum Site Coverage Maximum site coverage shall be fifty (50) percent. The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area or public utility right-of-way which is a minimum of 100-feet in clear width. f . Setback (Front Yard) The minimum setback from the front property lines for all structures, except stairways, exceeding forty-two (42) inches in height shall be as follows : Dwellings : fifteen (15) feet. Front entry garages or carports : Twenty (20) foot minimum, or five (5) foot minimum without driveway parking. Side entry garages : Ten (10) feet . Eaves, fireplaces, open space easements and balconies : Five (5) feet. Holly-Seacliff Specific Plan 1340D Gti November 1991 III-19 g. Setback (Side Yard) The minimum setback from the side property lines shall be as follows : 1) Interior Side Yard Dwellings, garages and accessory buildings : Fifteen (15) foot minimum building structure separation for one (1) and two (2) story buildings. Twenty (20) foot minimum building structure separation for three (3) story buildings. Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings, garages and accessory buildings : Minimum of ten (10) feet. Side entry garages or carports : Ten (10) feet. Eaves: Eighteen (18) inches. h. Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows: Dwellings and open, unroofed stairways and balconies : Five (5) feet. Garages/accessory buildings: Five (5) feet. i . Oven Space A minimum of 75 square feet per dwelling unit shall be provided in private open space. In. addition, the following minimum common open space per dwelling unit shall be provided: 250 square feet (1 bedroom unit) ; 300 square feet (2 bedroom unit) ; 350 square feet (3 bedroom unit) . j . Parking Parking shall comply with the Huntington Beach Ordinance Code. k. Miscellaneous Requirements 1) Building Offset : Structures having dwellings attached side-by-side shall be composed of not more than six (6) dwelling units unless such structures provide an offset on the front of the building a minimum of two (2) feet for every two dwelling units in the structure. Holly-Seacliff Specific Plan 1340D November 1991 III-20 G� yJp HIKING/BIKING TRAIL 6$' PROPERTY PROPERTY LINE LINE ' EXHIBIT 19 TYPICAL CROSS SECTION CITY OF HUNTINGTON BEACH TRANSPORTATION/TRAIL CORRIDOR HOLLY SEAC[LOFF AREA SPE C UFOC PILAM 11111111 1 ,1 � 2) Landscaping: All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch boa tree per sixty (60) feet of street frontage or fraction thereof. 3) A transportation corridor in Planning Area II shall be set aside and maintained in accordance with Development Agreement 90-1 and as illustrated in Exhibit 19 . Habitable floor area shall be set back a minimum of ten (10) feet from the southerly five hundred (500) feet on both sides of the corridor. The corridor shall also be ' landscaped to the extent legal access is available to the developer. 5. Medium-High Density Residential (RMH) a. Purpose The Medium-High Density Residential district is intended to provide for single family attached, condominiums, townhomes and multi-family residential developments at medium-high densities . b. Permitted Uses 1) Single-family attached condominiums, townhouses, stacked flats and multi-family dwelling units (including apartments) , and customary accessory uses and structures. 2) Plan Review: Conditional Use Permit. C. Maximum Density/Intensity The maximum density shall not exceed density twenty-five (25) unit/gross acres. d. Maximum Building Height Maximum building height shall be: Dwellings: Forty-five (45) feet and three (3) stories . Accessory buildings : Thirty-five (35) feet. Vertical identification elements for non-habitable common area structures may be twenty-five (25) feet higher than the maximum building height. Holly-Seacliff Specific Plan 1340D November 1991 III-21 .�� e. Maximum Site Coverage Maximum site coverage shall be fifty (50) percent. The maximum site coverage shall be fifty-five (55) percent for all lots abutting a park, recreation area or public utility right-of-way which is a minimum of 100-feet in clear width. f. Setback (Front Yard) The minimum setback from the front property lines for all structures, except stairways, exceeding forty-two (42) inches in height shall be as follows: Dwellings: fifteen (15) feet. Front entry garages or carports: Twenty (20) foot minimum, or five (5) foot minimum without driveway parking. Side entry garages : Ten (10) feet. Eaves, fireplaces, open/unroofed building stairways and balconies: Five (5) feet. Accessory buildings : Ten (10) feet. g. Setback (Side Yard) The minimum setback from the side property lines shall be as follows: 1) Interior Side Yard Dwellings, garages and accessory buildings: Fifteen (15) foot minimum building structure separation for one (1) and two (2) story buildings . Twenty (20) foot minimum building structure separation for three (3) story buildings . Eaves : Eighteen (18) inches. 2) Exterior Side Yard Dwellings and accessory buildings : Ten (10) feet. Side entry garages or carports : Ten (10) feet. Eaves : Eighteen (18) inches. h. Setback (Rear Yard) The minimum setback from the rear property lines shall be as follows : Dwellings, open/unroofed building stairways and balconies : Five (5) feet. Garages/accessory buildings: Three (3) feet . Holly-Seacliff Specific Plan 1340D (V November 1991 III-22 i . Open Space A minimum of 75 square feet per dwelling unit shall be provided in private open space. In addition, the following minimum common open space per dwelling unit shall be provided: 250 square feet (1 bedroom unit) ; 300 square feet (2 bedroom unit) ; 300 square feet (2 bedroom unit) ; 350 square feet (3/ bedroom unit) . j . Parking Parking shall comply with the Huntington Beach Ordinance Code. k. Miscellaneous Requirements 1) Building Offset: Structures having dwellings attached side-by-side shall be composed of not more than six (6) dwelling units unless such structures provide an offset on the front of the building a minimum of two (2) feet for every two dwelling units in the structure. 2) Landscaping: All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof. 3) A transportation corridor in Planning Area II shall be set aside and maintained in accordance with Development Agreement 90-1 and as illustrated in Exhibit 19 . Habitable floor area shall be set back a minimum of ten (10) feet from the southerly five hundred (500) feet on both sides of the corridor. The corridor shall also be landscaped to the extent legal access is available to the developer. 6. Mixed Development (MD) DEVELOPMENT STANDARDS FORTHCOMING 7. Commercial (C) a. Purpose The Commercial district is intended to provide retail, commercial and service uses in a neighborhood setting. Permitted uses, development standards, parking, landscaping and procedures will be regulated through the General Commercial District of the Huntington Beach Ordinance Code. Holly-Seacliff Specific Plan 1340D November 1991 III-23 6i b. Additional Permitted Uses Existing, oil and gas production facilities and consolidation of existing facilities, and drilling of new wells are permitted within commercial areas in accordance with the Huntington Beach Ordinance Code, subject to approval of a conditional use permit. C. Landscaping All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof. 8. Industrial (I) a. Purpose The Industrial district is intended to allow general industrial uses. Such uses shall be sensitively designed in relation to each other and the surrounding area. Permitted uses, development standards, parking, landscaping and procedures will be regulated through the General Industrial District of the Huntington Beach Ordinance Code. b. Additional Permitted Uses Existing oil and gas production facilities, consolidation of existing facilities and drilling of new wells are permitted within industrial areas in accordance with the Huntington Beach Ordinance Code, subject to approval of a conditional use permit. c) Landscaping All setback areas visible from an adjacent public street and all common open space areas shall be landscaped and permanently maintained in an attractive manner with permanent automatic irrigation facilities provided. Trees shall be provided at a rate of one (1) 36-inch box tree per forty-five (45) feet of street frontage or fraction thereof. 9. Open Space (OS) a. Purpose The Open Space district is designated as areas to be provided as permanent public recreational open space. Holly-Seacliff Specific Plan 1340D A November 1991 III-24 b. Permitted Uses Permitted uses and other regulations for this district are in accordance with the Recreational Open Space (ROS) provisions in of the Huntington Beach Ordinance Code. Holly-Seacliff Specific Plan 1340D November 1991 III-25 IV. ADMINISTRATION IV. ADMINISTRATION A. Development Phasing Plan The Holly-Seacliff study area is anticipated to be built out over a period of approximately 10 years, with a target completion date of 2001. Actual construction starts and occupancy will be dictated by market forces, the removal of oil operations and interim uses, and the requirements of individual property owners and developers . The Development Phasing Plan shown on Table 2 is a program of the relative timing of development within each of the individual planning areas . The Phasing Plan also provides a guideline for the construction of adequate community infrastructure within the Holly-Seacliff Specific Plan area . H. Public Facilities Improvement Responsibilities In order to provide for public facilities improvements necessary to serve all future development within the Holly-Seacliff area, developers will have a fair-share responsibility for either (1) constructing the necessary improvements required as described in the Specific Plan concurrent with project development, or (2) funding such necessary improvements if constructed by other developers . The City will determine and administer the fair-share responsibility for the master public facilities improvements, including sewer, water, drainage, roads, traffic controls, fire and police capital facilities as described in the Specific Plan. If a developer provides the necessary facilities beyond his fair-share responsibility, that developer shall be reimbursed from funds collected from other developers . If a developer is required to pay fees, those fees will be based- on the City' s fair-share responsibility determination. This determination will be based on a development ' s proportional use of the master public facilities improvements necessary to serve the development utilizing assessment on a dwelling unit, acreage, building square footage or front footage basis . All development projects to be served by the master public facilities improvements shall be conditioned to construct facilities or pay fees per a Holly-Seacliff Public Facilities Fee Ordinance. Such construction or payment of fees shall be based on a fair-share responsibility program as administered by the City Public Works Department . Holly-Seacliff Specific Plan 1341D •1� November 1991 Iv-1 Table 2 Development Phasing Plan CANNING ACRES USE TOTAL EXISTING PHASE I PHASE II PHASE III DWELLING DWELLING AREA UNITS UNITS 1990-1993 1994-1997 1998-2001 I 48 RESIDENTIAL 160 20 90 50 16 OPEN SPACE II 159 RESIDENTIAL 1535 300 985 250 32 INDUSTRIAL III 179 RESIDENTIAL 1450 150 750 550 7 COMMERCIAL 16 OPEN SPACE IV 33 RESIDENTIAL 700 65 100 300 235 53 MIXED USE 22 INDUSTRIAL 4 COMMERCIAL TOTAL 560 3845 65 570 2125 1095 * INDICATES TIMING OF NON-RESIDENTIAL USES. Holly-Seacliff Specific Plan 450/02.000 k ecember 1991 IV-2 Development Agreement No. 90-1 describes certain public facilities improvements to be constructed by Pacific Coast Homes and Garfield Partners . C. Methods and Procedures The methods and procedures for implementation and administration of the Development Standards, as well as the policies, guidelines and other conditions of this Holly-Seacliff Specific Plan, are prescribed as follows : 1. Implementation The Specific Plan shall be implemented through the processing of site plans in conjunction with conditional use permits, tentative tract maps and tentative parcel maps . The site plans may be prepared concurrently in sufficient detail to determine conformance with the Specific Plan. 2. Tentative Tract Maps For projects requiring a tentative tract or parcel map(s) , the provisions and procedures contained in the Huntington Beach Ordinance Code shall apply. 3 . Vesting Tentative Maps For residential projects entailing a vesting tentative tract map, the provisions and procedures in the Huntington Beach Ordinance Code shall apply. 4 . Conditional Use Permits For projects, uses and operations requiring a conditional use permit pursuant to the provisions of this Specific Plan, the procedures specified in the Huntington Beach Ordinance Code shall apply. 5 . Special Permits/Variances For projects or operations requiring a variance or modification to the Development Standards contained herein, deviations up to ten percent (10%) may be approved via a special permit, except for height and parking. Deviations greater than ten percent (10%) may be approved via- a conditional exception. Holly-Seacliff Specific Plan 1341D IIDI November 1991 IV-3 6 . Specific Plan Amendments A Specific Plan amendment shall be required for the following: a) Changes to planning unit boundaries which exceed fifteen percent (15%) of the approved acreage on Table 1. b) Changes to the Development Standards in the Specific Plan. c) Substantial variations from infrastructure plans, as determined by the Director of Public Works. Specific Plan Amendments shall be processed in accordance with either the zone change or code amendment procedures, as appropriate, contained in the Huntington Beach Ordinance Code. 7. Coastal Development Permits The south western portion of the Holly-Seacliff Specific Plan Area falls within the coastal zone. All development projects proposed in this area require a Coastal Development Permit . D. Density Transfer Procedure The Land Use Element of the Holly-Seacliff General Plan Amendment allows dwelling units to be transferred from a Planning Unit or Units within the same Planning Area, so long as the maximum number of dwelling units allowed by the General Plan for each Planning Unit is not exceeded, and. so long as the total number of dwelling units allocated for that Planning Area is not exceeded. As indicated on Table 1 of the Specific Plan, the • "average gross density" of each Planning Unit is less than the General Plan maximum density. Since the General Plan and the Development Standards permit development up to the General Plan maximum density, the following procedures are necessary to allow and monitor density transfers within the Holly-Seacliff Specific Plan Area. 1. Transfers Within A Planning Unit Dwelling units may be transferred within a Planning Unit as long as the total number of units for the Planning Unit as shown on Table 1 remains the same. If a property owner submits an entitlement application for development of a Holly-Seacliff Specific Plan 1341D November 1991 IV-4 portion of a Planning Unit for a density which is greater or less than the average gross density for the Planning Unit, then a transfer of density within a Planning Unit is involved, as long as the assigned total of units (as shown on Table 1) remains the same. The subject application must include: 1) a plan showing both the approved and proposed allocations of dwelling units within the Planning Unit, and 2) the written concurrence of all property owners affected by the proposed transfer. Density may not be transferred from a completed project unless the transfer was approved at the time said project was approved. 2 . Transfers Between Planning Units Dwelling units may be transferred between Planning Units within the same Planning Area. If a property owner submits an entitlement application for a Planning Unit for a density which is greater or less than the average gross density for the Planning Unit, then a transfer of density between Planning Units will be necessary. The subject application must include: 1) a plan showing both the existing and proposed allocation of dwelling units within all Planning Units affected by the transfer, and 2) the written concurrence of all property owners affected by the proposed transfer . Density may not be transferred from a completed project unless the transfer was approved at the time said project was approved. 3 . Entitlement applications involving a density transfer will require the following: a . An Infrastructure Analysis documenting that the transfer does not exceed proposed infrastructure capacity. If capacity will be exceeded based on the required analysis, recommendations for additional infrastructure improvements must also be submitted. Required infrastructure Holly-Seacliff Specific Plan 1341D rj November 1991 IV-5 � � modifications shall be the responsibility of the party requesting the transfer, and shall be placed as conditions of approval on the appropriate development entitlement. b. An Environmental Analysis in the form of the City's Initial Study documentation that the proposed density transfer of planning units will not affect the conclusions of the environmental analysis contained in the Certified EIR 89-1 for GPA 89-1. C. A policy analysis documenting that the density transfers within a planning unit or between planning unit are consistent with the goals, policies, and programs of the City of Huntington Beach General Plan and this Specific Plan. E. Acreage/Boundary Changes Acreage figures shown on the Land Use Table (Table 1) are indicated to the nearest acre based upon planimeter readings. Modifications, not to exceed fifteen percent (15%) of the acreage and boundaries shown, may result from more detailed planning and technical refinements in the tentative tract map or site plan processes, and shall not require an amendment to this Specific Plan. Holly-Seacliff O� Specific Plan \ 1341D November 1991 IV-6 V. LEGAL DESCRIPTION HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY BEING PORTIONS OF SECTIONS 34 AND 35, TOWNSHIP 5 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, PARTLY IN THE RANCHO LAS BOLSAS AND PARTLY IN THE RANCHO LA BOLSA CHICA, AS SHOWN ON A MAP RECORDED IN BOOK 51, PAGE 13 OF MISCELLANEOUS MAPS AND PORTIONS OF SECTIONS 2, 3 AND 4, TOWNSHIP 6 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN IN THE RANCHO LAS BOLSAS, AS SHOWN ON A MAP RECORDED IN BOOK 51, PAGE 14 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE INTERSECTION OF MAIN STREET AND YORKTOWN AVENUE (SHOWN AS MANSION AVENUE ON A MAP FILED IN BOOK 95, PAGE 20 OF RECORD OF SURVEYS, RECORDS OF SAID ORANGE COUNTY); THENCE NORTH 89041'42" WEST 1350.19 FEET ALONG THE CENTERLINE OF SAID YORKTOWN AVENUE TO THE CENTERLINE OF GOLDENWEST STREET AS SHOWN ON SAID LAST MENTIONED MAP; THENCE NORTH 41°37'25"EAST 11.92 FEET ALONG THE CENTERLINE OF SAID GOLDENWEST STREET TO AN ANGLE POINT THEREIN; THENCE CONTINUING ALONG THE CENTERLINE OF GOLDENWEST STREET, NORTH 00°16'53" EAST 1403.96 FEET TO ITS POINT OF INTERSECTION WITH THE NORTHERLY LINE OF TRACT NO. 7656, AS SHOWN ON THE MAP RECORDED IN BOOK 295, PAGES 28 THROUGH 31 OF MISCELLANEOUS MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, SAID POINT BEING THE BEGINNING OF A NON-TANGENT CURVE CONCAVE SOUTHERLY, HAVING A RADIUS OF 800.00 FEET, A RADIAL LINE TO SAID CURVE BEARS NORTH 09°38'08" WEST; THENCE WESTERLY 181.28 FEET ALONG SAID CURVE AND SAID NORTHERLY LINE OF TRACT NO. 7656 THROUGH A CENTRAL ANGLE OF 12059'00", TO THE BEGINNING OF A REVERSE CURVE CONCAVE NORTHERLY, HAVING A RADIUS OF 800.00 FEET, A RADIAL LINE TO SAID CURVE BEARS SOUTH 22037'08" EAST; THENCE CONTINUING WESTERLY 880.58 FEET ALONG SAID CURVE AND SAID NORTHERLY LINE OF TRACT NO. 7656 AND ALONG THE NORTHERLY LINE OF TRACT NO. 7421, AS SHOWN ON THE MAP RECORDED IN BOOK 302, PAGES 20 THROUGH 23 OF MISCELLANEOUS MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, TO THE BEGINNING OF A REVERSE CURVE CONCAVE SOUTHWESTERLY HAVING A RADIUS OF 800.00 FEET, A RADIAL LINE TO SAID CURVE BEARS NORTH 40026'54" EAST; THENCE NORTHWESTERLY 249.63 FEET ALONG SAID CURVE AND SAID NORTHERLY LINE OF TRACT NO. 7421 THROUGH A CENTRAL ANGLE OF 17052'42" THENCE VWDEN & LEGAL DESCRIPTION SOCIATES HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY \O CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS WO.M0. 0844-273-3 ORt• 1/30/91 13012 COWAN.SUITE 210 • IRVINL CA 9V14 714/660-0110 FAX:6604418 En '. PER CAk. Shoot_L_Ot �_ NORTH 00°22'36"EAST 24.68 FEET;THENCE NORTH 44°22'22"WEST 78.12 FEET; THENCE SOUTH 48052'36" WEST 27.00 FEET; THENCE SOUTH 79°52'36" WEST 248.95 FEET; THENCE SOUTH 00°22'36" WEST 5.90 FEET; THENCE NORTH 89'37'24" WEST 72.36 FEET; THENCE SOUTH 80°35'37" WEST 262.07 FEET; THENCE SOUTH 56052'22" WEST 157.58 FEET; THENCE SOUTH 36°35'30" WEST 109.38 FEET; THENCE SOUTH 43°48'10" WEST 151.41 FEET; THENCE SOUTH 02006'09" WEST 384.31 FEET; THENCE SOUTH 22°47'17" WEST 236.88 FEET; THENCE SOUTH 11.*43'51" EAST. 123.87 FEET; THENCE SOUTH 35008'20" EAST 258.90 FEET; THENCE SOUTH 27031'58 EAST 336.22 FEET; THENCE SOUTH 37012'45" EAST 170.83 FEET; THENCE NORTH 57019'50" EAST 67.67 FEET; THENCE NORTH 34'15'43" WEST 68.56 FEET; THENCE NORTH 47'12'59" EAST 106.40 FEET; THENCE SOUTH 52°33'36" EAST 202.68 FEET; THENCE SOUTH 56002'22" EAST 89.12 FEET; THENCE SOUTH 85°36'09" EAST 148.27 FEET; THENCE SOUTH 42033'44" EAST 151.24 FEET; THENCE SOUTH 26°13'49" WEST 112.82 FEET; THENCE SOUTH 47.37'07" WEST 178.23 FEET; THENCE SOUTH 56'31'48" WEST 90.34 FEET; THENCE SOUTH 52026'5S" WEST 109.64 FEET; THENCE SOUTH 53°34'35" WEST 199.31 FEET; THENCE SOUTH 53021'07" WEST 144.84 FEET; THENCE SOUTH 53034'54" WEST 79.68 FEET; THENCE NORTH 78049'50" WEST 129.11 FEET; THENCE NORTH 82°2629" WEST 132.50 FEET; THENCE NORTH 87"53'06" WEST 142.58 FEET; THENCE NORTH 88034'45" WEST 482.97 FEET; THENCE SOUTH 79009'09" WEST 427.24 FEET; THENCE SOUTH 78011'24" WEST 320.84 FEET; THENCE NORTH 09°07'55" EAST 186.17 FEET; THENCE NORTH 11003'24" EAST 248.08 FEET; THENCE NORTH 19*01'22" EAST 142.80 FEET; THENCE NORTH 36°57'38" EAST 41.06 FEET; THENCE NORTH 35°24'38" EAST 689.02 FEET; THENCE NORTH 05002'22" WEST 61.09 FEET; THENCE NORTH 85'46'51" WEST 28.56 FEET; THENCE SOUTH 53058'25" WEST 49.15 FEET; THENCE NORTH 78051'01" WEST 62.70 FEET; THENCE NORTH 59032'35" WEST 112.08 FEET; THENCE NORTH 70°28'27" WEST 109.58 FEET; THENCE NORTH 27044'02" EAST 108.69 FEET; THENCE NORTH 17029'33" EAST 232.75 FEET; THENCE NORTH 09°47'41" EAST 224.74 FEET; THENCE NORTH 06041'28" EAST 218.10 FEET; THENCE NORTH 12050'02" EAST 125.61 FEET; THENCE NORTH 11°12'50" WEST 67.15 FEET; THENCE NORTH 760 16'19" WEST 54.17 FEET; THENCE SOUTH 68°56'58" WEST 44.19 FEET; THENCE SOUTH 13042'05" WEST 241.82 FEET; THENCE SOUTH 32053'58" WEST 74.39 FEET; THENCE NORTH 83°32'50" WEST 85.42 FEET; THENCE NORTH 84043'58" WEST 68.77 FEET; THENCE NORTH 53°16'51" WEST 49.91 FEET; THENCE NORTH 06004'10" EAST 55.63 FEET; THENCE NORTH 03004'00" WEST 150.41 FEET; THENCE NORTH 45052'33" EAST 85.70 FEET; THENCE NORTH 15045'53" EAST 122.97 FEET; THENCE NORTH 44°48'17" WEST 98.42 FEET; THENCE NORTH 35004'20" WEST 62.07 FEET; THENCE NORTH 490 18'15" WEST 427.57 FEET; THENCE NORTH 70042'04" WEST 751.89 FEET; TO A POINT ON THE NORTHEASTERLY PROJECTION OF THAT CERTAIN COURSE DESCRIBED AS "NORTH 41042'13" EAST 164.55 FEET" FOR A PORTION OF THE kSDEN & LEGAL DESCRIPTIONS HOLLY-SEACL.IFF OCIATES SPECIFIC PLAN BOUNDARY CIVIL ENG1NFIiRS-PLANNERS-LAND SURVIVORS 0844-273-3 1/30/91 19012 COWAN.SUfTE 210 • IRVINL CA 92714 W 0.No. C:t• 7 14/6604 1 10 FAX:66O�IS En r. DER Chk. SRgot-� OL f , SOUTHEASTERLY LINE OF SEAPOINT STREET (FORMERLY SEAVIEW AVENUE), 100.00 FEET IN WIDTH, AS SHOWN ON THE MAP FILED IN BOOK 166, PAGES 10 AND 11 OF PARCEL MAPS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY; THENCE SOUTH 41°42'13" WEST 243.13 FEET ALONG SAID NORTHEASTERLY PROJECTION TO THE MOST NORTHERLY CORNER OF PARCEL 1 AS SHOWN ON SAID LAST MENTIONED MAP; THENCE ALONG THE NORTHERLY LINE OF SAID MAP THE FOLLOWING COURSES: NORTH 48°17'47" WEST 100.00 FEET, SOUTH 41042'1311 WEST 164.55 FEET TO THE BEGINNING OF A TANGENT CURVE, CONCAVE NORTHWESTERLY HAVING A RADIUS OF 750.00 FEET AND SOUTHWESTERLY 259.51 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 19049'31" TO THE MOST NORTHEASTERLY LINE OF THE LAND DESCRIBED IN THAT CERTAIN PARTIAL RECONVEYANCE RECORDED AS INSTRUMENT NO. 82-222367 OF OFFICIAL RECORDS OF SAID COUNTY; THENCE LEAVING SAID NORTHERLY LINE OF SAID LAST MENTIONED MAP NORTH 42°11'18" WEST 360.45 FEET ALONG SAID NORTHEASTERLY LINE OF THE ABOVE DESCRIBED PARTIAL RECONVEYANCE TO A POINT ON THE NORTHERLY LINE OF THE HUNTINGTON BEACH CITY LIMIT BOUNDARY, AS SHOWN ON THE MAP FILED IN BOOK 92, PAGES 19 THROUGH 28 OF RECORD OF SURVEYS IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY; THENCE ALONG SAID BOUNDARY LINE THE FOLLOWING COURSES: SOUTH 89°37'14" EAST 91.97 FEET, NORTH 000 15'23" EAST 328.98 FEET, SOUTH 89043'03" EAST 660.16 FEET, NORTH 000 19'15" EAST 328.84 FEET, NORTH 89°41'36" WEST 231.59 FEET, NORTH 26-49-24" EAST 1107.66 FEET AND SOUTH 89°41'05" EAST 726.01 FEET; THENCE NORTH 00°17'53�" EAST 1321.75 FEET ALONG SAID HUNTINGTON BEACH CITY LIMIT BOUNDARY TO THE NORTHWEST CORNER OF PARCEL I AS SHOWN ON THE MAP FILED IN BOOK 42, PAGE 25 OF PARCEL MAPS, RECORDS OF ORANGE COUNTY; THENCE NORTH 89032'59" EAST 988.61 FEET ALONG THE NORTHERLY LINE OF SAID PARCEL 1 AND ITS EASTERLY PROJECTION TO A POINT ON THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34, SAID LINE BEING THE CENTERLINE OF EDWARDS STREET; THENCE SOUTH 00°16'06" WEST 2310.30 FEET ALONG SAID CENTERLINE OF EDWARDS STREET TO THE CENTERLINE POINT OF INTERSECTION OF SAID EDWARDS STREET AND GARFIELD AVENUE AS SHOWN ON SAID AFOREMENTIONED MAP FILED IN BOOK 92, PAGES 19 THROUGH 28 OF RECORD OF SURVEYS OF SAID COUNTY SAID POINT ALSO BEING THE SOUTH QUARTER CORNER OF SAID SECTION 34; THENCE SOUTH 89°42'05 EAST 2639.70 FEET ALONG THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SECTION 34 AND SAID CENTERLINE OF GARFIELD AVENUE TO THE CENTERLINE POINT OF INTERSECTION OF SAID GARFIELD AVENUE AND GOLDENWEST STREET, (SHOWN AS WESTMINSTER AVENUE ON THE MAP OF GARFIELD STREET ADDITION TO HUNTINGTON BEACH, FILED IN BOOK 7, PAGES 27 AND 28 OF MISCELLANEOUS MAPS OF SAID COUNTY), SAID POINT ALSO BEING THE SOUTHEAST CORNER OF SAID SECTION 34; THENCE NORTH ALDEN & LEGAL DESCRIPTION SSOCIATES HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY \O CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS �O No. p,l•0844-273-3 1/30/91 \ 18012 COWAN.SUITE 210 • IRVINE, CA VV14 714/660-0110 FAX:660-0418 9n , PER Cnt. SA.•t 1— Ot �_ 00'16'18" EAST 2639.61 FEET ALONG THE EAST LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 34 AND THE CENTERLINE OF SAID GOLDENWEST STREET TO THE EAST QUARTER CORNER OF SAID SECTION 34, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION OF GOLDENWEST STREET AND ELLIS AVENUE; THENCE SOUTH 89*43'37"EAST 1982.30 FEET ALONG THE CENTERLINE OF SAID ELLIS AVENUE, SAID CENTERLINE ALSO BEING THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 35 TO THE CENTERLINE INTERSECTION OF GOTHARD STREET; THENCE CONTINUING SOUTH 89'43'37" EAST 33.82, MORE OR LESS, ALONG SAID NORTH LINE OF THE SOUTHWEST QUARTER TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHERLY, HAVING A RADIUS . OF 1000.00 FEET; THENCE SOUTHEASTERLY 339.26 FEET, MORE OR LESS,ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 19026'18" TO THE BEGINNING OF A REVERSE CURVE CONCAVE NORTHERLY HAVING A RADIUS OF 1000.00 FEET, A RADIAL LINE. TO SAID CURVE BEARS SOUTH 19'42'41" WEST; THENCE EASTERLY 320.08 FEET, ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 18'20'21" TO AN INTERSECTION WITH A LINE PARALLEL WITH AND EASTERLY 20.00 FEET FROM THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 35; THENCE SOUTH 00018'39" WEST 455.28 FEET, MORE OR LESS, ALONG SAID PARALLEL LINE TO A POINT ON THE WESTERLY PROJECTION OF THE SOUTH LINE OF PARCEL 1 OF THE MAP FILED IN BOOK 132, PAGES 35 AND 36 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE SOUTH 89044'06" EAST 639.65 FEET ALONG SAID WESTERLY PROJECTION AND SAID SOUTH LINE OF PARCEL 1 TO THE CENTERLINE OF HUNTINGTON STREET AS SHOWN ON PARCEL MAP NO. 81-575, FILED IN BOOK 172, PAGES 3 AND 4 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE SOUTH 00018'34" WEST 1326.13 FEET, MORE OR LESS, ALONG THE CENTERLINE OF SAID HUNTINGTON STREET TO THE CENTERLINE INTERSECTION OF MAIN STREET AND SAID HUNTINGTON STREET; THENCE CONTINUING ALONG THE CENTERLINE OF SAID HUNTINGTON STREET SOUTH 00'17'42" WEST 744.99 FEET TO THE CENTERLINE INTERSECTION OF GARFIELD AVENUE AND SAID HUNTINGTON STREET, AS SHOWN ON SAID PARCEL MAP NO. 81-575, FILED IN BOOK 172, PAGES 3 AND 4 OF PARCEL MAPS RECORDS OF SAID HUNTINGTON BEACH, THENCE ALONG SAID CENTERLINE OF GARFIELD AVENUE NORTH 89042'04" WEST 659.89 FEET TO THE SOUTH QUARTER CORNER OF SAID SECTION 35; THENCE CONTINUING ALONG SAID CENTERLINE OF GARFIELD AVENUE, NORTH 89-43'21" WEST 82.85 FEET TO THE CENTERLINE INTERSECTION OF MAIN STREET AND SAID GARFIELD AVENUE AS SHOWN ON THE MAP OF TRACT NO. 10511 RECORDED IN BOOK 455, PAGES 13 THROUGH 17 INCLUSIVE OF MISCELLANEOUS MAPS, RECORDS OF SAID ORANGE COUNTY;THENCE SOUTH 45'17'24"WEST 774.32 FEET, MORE OR LESS, ALONG THE CENTERLINE OF SAID MAIN STREET TO A POINT ON THE NORTHERLY PROJECTION OF THE MOST WESTERLY LINE OF SAID TRACT NO. 10511 VWDENIPTI& LEGAL DESCRON SOCIATES HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY CIVIL ENGINEERS—►I.ANNERS—LAND SURVEYORS 0844-273-3 1/30/91 13012 COWAN.SUITE 210 • IRVINE.CA 02714 WO.Me. Date 7141660.0110 FAX:6604418 En r. PER Cht. Sheet-Of�� DESCRIBED ABOVE, SAID LINE ALSO BEING THE EAST LINE OF HOLLY STREET, 30.00 FEET IN WIDTH AS SHOWN ON SAID MAP OF TRACT NO. 1051I; THENCE SOUTH 000 18'18" WEST 242.23 FEET ALONG SAID LINE TO AN ANGLE POINT TO THE WEST LINE OF SAID TRACT NO. 10511; THENCE ALONG THE WESTERLY LINE OF SAID TRACT THE FOLLOWING COURSES: SOUTH 89°40'56" EAST 280.19 FEET, SOUTH 00°17'57" WEST 410.35 FEET, SOUTH 89°42'47"EAST 135.00 FEET AND SOUTH 00017'57" WEST 90.00 FEET TO THE NORTHERLY LINE OF CLAY AVENUE, 30.00 FEET IN WIDTH, AS SHOWN ON SAID MAP OF TRACT NO. 10511; THENCE SOUTH 00°17'13" WEST 30.00 FEET TO THE CENTERLINE OF SAID CLAY AVENUE; THENCE NORTH 89°42'47" WEST 813.43 FEET TO THE CENTERLINE INTERSECTION OF.CLAY AVENUE AND MAIN STREET AS SHOWN ON THE MAP FILED IN BOOK 100, PAGES 46 AND 47 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE ALONG SAID CENTERLINE OF MAIN STREET SOUTH 19'14'02" WEST 829.19 FEET TO AN ANGLE POINT*IN SAME; THENCE CONTINUING ALONG SAID CENTERLINE OF MAIN STREET SOUTH 000 18'10" WEST 545.95 FEET TO THE POINT OF BEGINNING. CONTAINING 568.90 ACRES, MORE OR LESS. VWDEN & LEGAL DESCRIPTION SOCIATES HOLLY-SEACLIFF SPECIFIC PLAN BOUNDARY ^ , CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS v�0 no. 0844_273-3 Cato 1/30/91 IT 19012 COWAN.SUE 210 • IRVINE.CA 92714 PE 714/660-0110 FAX:6604412 En r. CAk. Soot S of 5 VI. MITIGATION MEASURES VI. MITIGATION MEASURES S FINAL ENVIRONMENTAL IMPACT REPORT NO. 89-1 These mitigation measures are required of the Holly-Seacliff Specific Plan pursuant to Final Environmental Impact Report 89-1 and should be imposed on future projects in the Specific Plan area. Land Use On-Site -Land Uses 1. Prior to issuance of building permits for individual tracts , the applicant should demonstrate that.. service vehicle access to all remaining operating oil wells on site is monitored through the existing or proposed residential tracts . 2 . All potential buyers and renters of on-site residences should be notified of the affects resulting from on-site and off-site oil production activities . The notification should state the frequency and locations of maintenance and service operations . The notification should indicate that noise levels from` oil activities may also significantly increase during these times . Air Ouality 1. Because it only takes a small amount of material to generate odors, it is important to maintain a very clean operation. Therefore, any oil spilled on the ground should be quickly cleaned up. Well sumps should be pumped out after pulling a well and periodically in the interim. Maintenance of seals and gaskets on pumps and piping should be performed whenever leaks are evident . General clean-up of the site should result in significant improvements in the level of odor found in the area . 2 . Appropriately designed, vapor recovery systems which pull the gas off the well casing should be employed, as well as vapor recovery systems for oil transport trucks . A similar system could be employed for any remaining storage facilities on site. Holly-Seacliff Specific Plan 1342D \� November 1991 VI-1 Noise 1 . Noise levels generated by the oil operations should be mitigated to levels consistent with the Huntington Beach Noise Ordinance, by locating consolidation area(s) at least 300 feet from the nearest residential or other sensitive land uses (locating consolidation areas within industrial-use areas would be the most desirable from a noise standpoint) . The oil wells could be located closer to sensitive land uses if a perimeter wall with a minimum height of 8 feet- was utilized around the consolidation area(s) . The following mitigation measures assume a 100 foot distance to the receptor and the mitigation affects of an 8 foot sound wall . Additional analysis of the consolidation area(s) will be necessary when phasing plans become available. Oil Well Drilling Operations 2. The results show that in order for the drilling operations to satisfy the Huntington Beach Noise Ordinance outdoor standards, electric motors with acoustic blankets must be used. Diesel motors even when shielded by acoustic blankets will not meet the nighttime Noise Ordinance standards at the on-site and off-site residences and will not meet the daytime Noise Ordinance standards at the on-site residences . If there are plans to conduct the drilling operations during the nighttime hours, then according to the Oil Code, the operations must be soundproofed. Acoustic blankets as well as an 8 foot high masonry wall along the site perimeter will likely reduce the noise levels to below the Noise Ordinance standards . Oil Well Pumping 3 . The well pumps used in the consolidation area should be submerged. If other types of well pumps such as ground level electric or diesel pumps may be necessary. Specific mitigation measures should be presented in an additional noise study. Well Pulling, Redrilling and Service Drilling Operations 4 . Well pulling and drilling operations are confined to daytime hours (7: 00 a .m. to 10 : 00 p.m. ) by the Oil Code. Any redrilling performed at night must provide soundproofing to comply with the Noise Ordinance. The Oil Code prohibits the pulling of wells during the nighttime hours (10 : 00 to 7 : 00 a .m. ) . Well maintenance activities should also be conducted between the hours Holly-Seacliff Specific Plan 1342D November 1991 VI-2 or 7: 00 a .m. and 10 :00 p.m. only. Although high levels of noise may be generated by routine well maintenance operations, these activities would occur inside the noise barrier surrounding the consolidation area. 5 . Service drilling for this project will be conducted during the daytime hours only. Data on service drilling operations indicate that with a diesel- powered service.. rig. and an 8• foot-high noise barrier, the noise level at 100 feet will likely be 55 dBA which corresponds to the City' s daytime Noise Ordinance I standard. All servicing of the wells must comply with the noise standards contained in the Huntington Beach code. Truck Operations 6 . Truck operations should be limited to daytime hours only (7 a .m. to 10 p.m. ) Helicopter Operations 7 . A notice (and statement of acknowledgement) to prospective homeowners is required stating that the property is subject to overflight, sight and sound of helicopters associated with the police facility. Oil Facilities 1. Future Specific Plan(s) should include an area or areas for the consolidation of oil well facilities . 2 . All new development proposals should be accompanied by: o A plan which addresses the requirements for abandoned wells . o The abandonment plans for existing wells . o The operational plans for any remaining wells and facilities. These plans must satisfy the requirements of the City of Huntington Beach and the Division of Oil and Gas. 3 . The criteria for the approval of development plans within oil districts should include: Holly-Seacliff Specific Plan 1342D tV November 1991 VI-3 ` (a) That enough open space has been reserved around the oil operation site to allow existing and future equipment which could reasonably be expected to be used on the site, including any setbacks from new development required by the Fire Chief . (b)_, That adequate access to all operation sites is provided for portable equipment and emergency vehicles . (c) That reasonable expansion of the existing facilities, if permitted in the oil district, can be accomplished. (d) That any proposed development includes all provisions for sound-proofing and fire protection required by the Fire Chief . (e) That screening of oil facilities from any new development is included in the plan. <Section 9680.4, Article 968 OIL DISTRICTS, City of Huntington Beach Municipal code. ) 4 . As future development occurs, continued subsidence rate monitoring for the region of the subject site is necessary to determine if subsidence rates are declining with current water injection methods being used at operating oil production facilities . 5 . The use of post-tensioned slabs should be considered in the foundation design in order to eliminate distress to structures and slabs from minor regional subsidence. Although this measure will provide for a more rigid slab, it will be no means eliminate distress to foundations resulting from the rapid subsidence of the land from continued oil and gas withdrawal . Cultural Resources Archaeology. 1. It is suggested that the research design be prepared by the Principal Investigator selected to perform the work and that it be reviewed by a second consulting archaeologist. This step will help insure the completeness and viability of the research design prior Holly-Seacliff Specific Plan 1342D November 1991 VI-4 �t to its implementation. The involvement of a second professional is viewed as- an inexpensive means of insuring that no major elements are overlooked. 2 . The archaeological deposits within the Holly-Seacliff study area should be subjected to a program of excavation designed to recover sufficient data to fully describe the sites . The following program is recommended a . Analysis of the collections made by the Pacific Coast Archaeological Society, Long Beach State University and any community college which has such material. If the collections are properly provenienced and are accompanied by adequate documentation, they should be brought together during this phase and complete analysis performed. Of particular importance during this phase is the recovery of survey date to be used to determine the exact locations of previous excavation efforts . b. Prior to the beginning of any excavation effort, a burial strategy should be developed by the archaeologist retained to accomplish the excavation members of the Native American community and appropriate City Staff . The strategy should address details of the handling and processing of human remains encountered during excavation, as well as the ultimate disposition of such remains . C. Completion of test excavations should be made at each of the archaeological deposits . The information gained from the test excavation will guide the following data - recovery excavation. The excavations should have two primary goals : o Definition of site boundaries and depth. o Determination of the significance of the site and its degree of preservation. d. A statistically valid sample of site material should be excavated. The data recovery excavation should be conducted under the provisions of a carefully developed research design. The research questions presented earlier in this report should Holly-Seacliff r� Specific Plan ` 4 1342D �� November 1991 VI-5 be incorporated into the research design, other important research questions should be developed from the test excavation data included, and a statement of methodology to be observed must be included. e. A qualified observer appointed by the Principal Investigator/Archaeologist should monitor grading of the archaeological sites to recover important material which might appear . The monitor will be assigned by the Principal Investigator . This activity may require some minor delay or redirecting of grading while material is being recovered. The observer should be prepared to recover material as rapidly as is consistent with good archaeological practice. Monitoring should be on a full time basis when grading is taking place on or near an archaeological deposit . However, the grading should terminate when the cultural deposit has been entirely removed and clearly sterile deposits exposed. f . All excavation and ground disturbing observation projects should include a Native American observer. Burials are known to exist at some of the sites, a circumstance which is extremely important to the Native American community. g. A detailed professional report should be prepared which fully describes the site and its place in pre-history. Reports should receive sufficient distribution which includes the City, the County and the UCLA repository for archeology to insure their availability to future researchers . h. Arrangements should be made for proper curation of the collections . It is expected that large quantities of materials will be collected during the excavation. Curation should be at an institution which has the proper facilities for storage, display and use by interested scholars and the general public. Holly-Seacliff Specific Plan 1342D November 1991 VI-6 3 . The shell and lithic scatters should be subjected to test excavation to determine if they are or are not in situ archaeological deposits . If any of the scatters prove to be in situ archaeological material, a site record should be prepared and submitted to the Archaeological Survey, University of California, Los Angeles, and the site should be treated as in mitigation number one. If the sites are shown to be not archaeological in nature or not. in situ, then no further action should be taken. 4 . Ground disturbing activity within the study area should be monitored by a qualified observer assigned by the Principle Investigator/Archaeologist to determine if significant historic deposits, (e.g. foundations, trash deposits, privy pits and similar features) have been exposed. The monitoring should be on a full-time basis, but can be terminated when clearly undisturbed geologic formations are exposed. If such exposures occur, appropriate collections should be made, followed by analysis and report preparation. Historic material may be encountered anywhere within the Holly-Seacliff property, but the area around the old Holly sugar Refinery is probably more sensitive than the balance of the project area. Historical material recovered at the archaeological sites should be treated with those deposits . 5 . The plaque commemorating oil well Huntington A-1 should be preserved. As development in the area continues, it may be desirable to upgrade this feature. Paleontology 6 . A qualified paleontologist should be detained to periodically monitor the site during grading or extensive trenching activities that cut into the San Pedro Sand or the Quaternary marine terrace units . 7 . In areas where fossils are abundant, full-time monitoring and salvage effort will be necessary ( 8 hours per day during grading or trenching activities) . In areas where no fossils are being uncovered, the monitoring time can be less than eight hours per day. 8 . The paleontologist should be allowed to temporarily divert or direct grading operations to facilitate assessment and salvaging of exposed fossils . Holly-Seacliff Specific Plan Q 1342D November 1991 VI-7 9 . Collection and processing of matrix samples through fine screens will be necessary to salvage any microvertebrate remains . If a deposit of microvertebrates is discovered, matrix material can be moved off to one side of the grading area to allow for further screening without delaying the developmental work. 10. All fossils and their contextual stratigraphic data should go to an institution with a research interest in the materials, such as the Orange County Natural History Foundation. Human Health and Safety Surface Oil Contamination 1. Prior to grading and development, a site reconnaissance should be performed including a phased Environmental Site Assessment to evaluate areas where contamination of the surficial soils may have taken place. The environmental assessment should evaluate existing available information pertinent to the site and also undertake a limited investigation of possible on-site contamination. Phase I should include: a. Review of available documents pertinent to the subject site to evaluate current and previous uses . b. Site reconnaissance to evaluate areas where contamination of surficial solid may have taken place. C. Excavation and testing of oil samples to determine presence of near surface contamination of soil . d. Subsurface exploration to determine presence of sumps on-site. Testing of possible drilling fluids for heavy metals . e. Completion of soil gas vapor detection excavations located adjacent to the existing on-site wells . f . Testing - of air samples for gas vapor, methane gas and sulfur compounds . Holly-Seacliff Specific Plan 1342D . November 1991 VI-8 2 . The actual site characterization and remedial action plan would be developed as part of a later phase. Upon completion of the Environmental Assessment, a Remedial Action Plan can be developed. This plan should address the following items: a. Treatment of possible crude oil contaminated soils. A possible solution to this condition would be aeration. of the contaminated soils to release the volatile gases and then incorporation of the treated solid into the roadway fills (subgrade) . b. Treatment of possible drilling sumps by either on-site disposal of non-contaminated drilling fluids or off-site disposal of contaminated fluids . C. Treatment of the possibility of the accumulation of methane gas. Methane Gas 3 . Prior to development, a thorough site study for the presence of surface and shallow subsurface methane gas should be performed. Any abnormal findings would require a Remedial Action Plan and further studies to assure sufficient mitigation of the hazardous areas prior to building construction. All structures should have a gas and vapor barrier installed underneath the slabs and foundations . Gas collection and ventilation systems should be installed over abandoned wells which are underneath or within ten (10) feet of any structure, and over wells which show evidence of surface emissions of methane gas . Additionally, following construction of structures, an organic vapor analysis should be conducted and the results evaluated to assure that acceptable air quality is maintained within buildings and residences . 4 . The presence of methane gas on-site should be the subject of future studies that include the following tasks: a. Drilling of test wells to monitor for subsurface methane deposits and confirm or deny the presence of biogenic methane bearing strata near the surface in the development area. b. Shallow excavation and sampling in areas either known or assumed to be potential drilling mud sumps; Holly-Seacliff Specific Plan 1342D \'� November 1991 VI-9 t • C. Vapor monitoring of shallow vapor probes placed at strategic location on the site and collection of soil vapor samples; d. Vapor survey areas adjacent to known abandoned oil wells; e. Laboratory analysis of selected soil samples for metals and soil vapor samples for gases . Other Oil Production Related Hazards 5. Oil wells scheduled for abandonment should be completed in accordance with the standards and specifications of the City of Huntington Beach and the California Division of Oil and Gas . Wells which have previously been abandoned must be reabandoned to the most current requirements of the City of Huntington Beach and the Division of Oil and Gas. 6 . Existing oil production lines are located throughout the site. Treatment of these lines will depend on proposed land use and development. Utility lines should be relocated and or removed with the trench being filled with compacted fill . Hazardous Materials 1. The use, storage and disposal of hazardous materials should be enforced by City of Huntington Beach to provide the greatest possible protection to the public from accidental occurrences . 2 . Active wells remaining on-site should be secured and screened as required by the City of Huntington Beach. 3 . Prior to development, a review of available public health records should be performed to evaluate possible public health risk sites in the vicinity of the subject site. 4 . An inventory of all hazardous materials used and stored by industries locating within the project area should be maintained and recorded for use by the City Fire Department. This inventory should include the location at which each hazardous material is used. Holly-Seacliff Specific Plan T3 1342D November 1991 VI-10 Aesthetics 1. Landscaping of future projects should be designed to minimize visual impacts on adjacent parcels . Special consideration should be given to orientation of the project' s residences (i .e. windows and deck) so as to respect the privacy of adjacent and nearby homes . 2 . Wherever feasible, oil production facilities' on-site should be eliminated or consolidated to reduce their total number. Facilities remaining on-site should be painted, camouflaged, or otherwise screened by perimeter walls, plantings or like treatments to reduce their unsightliness to future residents . Land-Use Policies Prior to the issuance of grading permits, the Department of fish and Game should be notified of grading activities on-site that are scheduled to commence in the swales, in order to preclude the possible elimination of wetland areas under the jurisdiction of the Department of Fish and Game, as further specified in the Biological Resources section of this EIR. Biological 1. Following construction of necessary infrastructure in the main drainage Swale, i .e. , utility lies, sewers, etc. , this Swale should remain as open space. Mitigation for the loss of cattail marsh habitat (0 . 5 acres) and willow habitat (0 . 5 acres) which are depicted on Exhibit 28, will take place such that a minimum of 1.0 acre of riparian vegetation is established in this drainage swale. The plants utilized in the revegetated area will enclosed from the recommended plant palette indicated in Appendix H. 2 . Through adoption of future Specific Plans large trees suitable for use by raptors such as the red-shouldered hawk, should preserved or replaced in accordance with the tree species identified in the plant palette contained in Appendix L. 3 . Any grading or filling in the brackish wetlands in the western portion of the project site sill be mitigated by restoration of an equal area of coastal wetland at a nearby location in the open space area . 4 . Effects upon on-site wetlands within the jurisdiction of the California Department of Fish and Game will require mitigation defined by 1603 permits . Holly-Seacliff Specific Plan J� 1342D '� November 1991 VI-11 • Public Services and Utilities Schools 1. The General Plan Amendment 89-1 designates a site for a new elementary school to serve students generated by residential development within the project area. 2 . The school district and major- landowner-, should-, enter into an agreement for acquisition or lease of the site as part of implementation of this General Plan Amendment. 3 . Developers should pay school impact fees to finance construction of necessary school facilities. 4 . The Huntington Beach Union High School District should coordinate its expansion plans with phasing of development within the project area and surrounding areas . Holly-Seacliff / Specific Plan 5 1342D November 1991 VI-12 ' / { w LEGEND DEV DEVELOPED AREA POT Pb 1 I _ r` S.'•!;y( i NNW NON-NATIVE WOODLAND J RAGNNW� Deb• ►uvC Pb RAG RUDERAL ANNUAL GRASSLAND ' ►cart v.. •, Ds 0 '''r _�"'If PsDS PAIUSTRINE.SHRUB.DECID000S,SAII% Pb I •, .: ?/ RAG E4v - Pp PALUSTRINE, UNCONSOLIDATED BOTTOM 1 NNW = v-p*►T " RAG r 1 I oFv • � 'RA p�� t; PePD PALUSTRINE, EMERGENT, PERSISTENT, DISTICHLIS tnr otv .' PePS PALUSTRINE, EMERGENT, PERSISTENT, *� 1 _ , �q / C� SALICORNIA �RP� '. J RAG ,r piv f(r r .' p j ►" • t� oEv PePT PALUSTRINE, EMERGENT, PERSISTENT, TYPHA / D , jI Pw PALUSTRINE, UNCONSOLIDATED SHORE a .. 1 (� •-1'"• Nw RAGS PALUSTRINE, UNCONSOLIDATED SHORE, VEGETATED,CONYZA i ® NNW '•.; .. JS�'e�',"t ��. ._, �-- RAG ' I,• DE�.; •., 'AA DEV,F'!� QhD3 N'"I W ,.T ,t• t, • PAO r-�-- •wN cF i'..�7t• fj1J DEv. f'r,'r•%r r Orr rD[v ,; ' :r,•'' BAG, � �` ,. �f F :1�•�..;!Y'.f/ ,�' ;r•r�"yl •.J� ;r-+•.�r(y„��,(✓Y•�1 �f_.' l-z :- ,5 1 Jj+ d, Ai" •Its. • ,�.w r19a• • ' 1' �' -s""`-•'_ ��'�„r•i�' "a ���_—._ r��1� t �Er�t f.. E.i.: '+•I'MW. -�1 "��r/" • .• ,r� �•/••�,,,N'1�„!, :� ,:ice`' ',�ti4w� i ��w• ; A' _ if/�R I CITY OF EXHIBIT 20 HUNTINGTON BEACH BIOLOGICAL RESOURCES H UN-SE°����J�,LOFF M a111!11u1I I_ I ram_ U'�Yl V E V O V E V U G E V E D � D LSA ASSOCIATES.NC to J PLANT PALETTE -- APPENDIX L Scientific Name Common Name Trees Alnus rhombifolia White Alder Juglans californica California Walnut Platanus racemosa Sycamore Quercus agrifolia Coast Live Oak S. laevigata Red Willow S. lasiandra Golden Willow S. hindsiana Sandbar Willow Saliz lasiolepis Arroyo Willow Umbellylaria californica California Bay Tall Shrubs Baccharis pilularis var . consanquinea Coyote Brush Heteromeles arbutifolia Toyon R. ovata Sugarbush Rhus laurina Laurel sumac Sambucus meaicana Elderberry Low Shrubs and Vines Diplacus longiflorus Bush Monkeyflower R. viburnifolium Catalina Currant R. aureum Golden Currant Ribes speciosum Fuschia-flowered Gooseberry Rosa californica California Rose Rubus ursinus California Blackberry Tozicodendron diversilobum Poison Oak Vitis californica California Grape Herbaceous Plants and Grasses Artemisia douglasiana Mugwort Elymus condensatus Giant Wild Rye Scirpus spp. Tule Typha spp. Cattail Holly-Seacliff Specific Plan 1342D November 1991 VI-13 1 ' CITY OF • H O LLY - SEAC LI F F SPECI FIC PLAN T E C H N I C A L A P P E N E> I X ' V O L U M E 2 O F 2 M A R C H 1 9 9 2 O R D I N A N C E N 0 3 1 2 �� TABLE OF CONTENTS Section Description Pagre I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 U. FACILITIES AND PHASING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 A. Purpose and Intent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ' B. General Development Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 C. Land Use Table . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 D. Facility Phasing Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 E. Public Facilities Improvement Responsibilities . . . . . . . . . . . . . . . . . . . 7 M. CIRCULATION FACILITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 A. Purpose and Intent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 B. Traffic Systems Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 C. Street Section Plans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 IV. SEWER FACILITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 A. Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 B. Sewer Facilities Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 C. Discharge/Capacity Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 V. DOMESTIC WATER FACILITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 A. Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 B. Domestic Water Facilities Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 C. Demand/Sizing Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36 VI. RECLAIMED WATER FACILITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 A. Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39 B. Reclaimed Water Facilities Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 C. Demand Calculations, Network Analyses and Demand Diagrams . . . . . . . 43 Holly-Seacliff Specific Plan' �LDEN &Technical Appendix ssoclaTEs September, 1991 i TABLE OF CONTENTS (CONTINUED) Section Description Page ' VII. STORM DRAIN FACILITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 A. Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 B. Sully-Miller Lake Study . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 C. Sully-Miller Lake Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71 D. Hydrology Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72 E. Storm Drain Facilities Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73 F. Sully-Miller Lake and Holly-Seacliff Rainfall/Runoff/Sizing Calculations . . . . . . . . . . . . . . . . . . . . . . 74 VIII. PRECISE PLANS OF STREET ALIGNMENTS . . . . . . . . . . . . . . . . . . . . . . . . . 229 A. Plan Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 229 B. Precise Plan Street Exhibits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 230 C. Precise Plan Street Legals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 241 Holly-Seacliff Specific Plan '%X=ALDEN & Technical Appendix W WSSOCIATES September, 1991 ii LIST OF EXI-II M IEXHIBIT NO. EXHIBIT TITLE PAGE 1 GENERAL DEVELOPMENT PLAN . . . . . . . . . . . . . . . . . . . . . . . 4 2 FACILITY PHASING PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 3 TRAFFIC SYSTEMS PLAN . . . : : : : : : : : : : : : : : : : : : : : : : : : : 9 4 STREET SECTION PLAN 1 . . 10 5 STREET SECTION PLAN 2 : : : : : : : : : : : : : : : : : : : : : : : : : : : 11 6 STREET SECTION PLAN 3 12 I 7 SEWER FACILITIES PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 8 DOMESTIC WATER FACILITIES PLAN . . . . . . . . . . . . . . . . . . . 35 9 RECLAIMED WATER FACILITIES PLAN . . . . . . . . . . . . . . . . . . 42 10 SULLY-MILLER LAKE PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . 71 11 HYDROLOGY PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72 12 STORM DRAIN FACILITIES PLAN . . . . . . . . . . . . . . . . . . . . . . 73 13 PRECISE ALIGNMENT INDEX SHEET . . . . . . . . . . . . . . . . . . . . 230 14 PRECISE ALIGNMENT FOR EDWARDS STREET . . . . . . . . . . . . . 231 ' 15 PRECISE ALIGNMENT FOR EDWARDS STREET . . . . . . . . . . . . . 232 16 PRECISE ALIGNMENT FOR GARFIELD AVENUE . . . . . . . . . . . . 233 17 PRECISE ALIGNMENT FOR GARFIELD AVENUE . . . . . . . . . . . . 234 18 PRECISE ALIGNMENT FOR ELLIS AVENUE . . . . . . . . . . . . . . . 235 19 PRECISE ALIGNMENT FOR ELLIS AVENUE . . . . . . . . . . . . . . . 236 20 PRECISE ALIGNMENT FOR GOLDENWEST STREET . . . . . . . . . . 237 21 PRECISE ALIGNMENT FOR GOLDENWEST STREET . . . . . . . . . . 238 22 PRECISE ALIGNMENT FOR MAIN STREET . . . . . . . . . . . . . . . . 239 23 PRECISE ALIGNMENT FOR MAIN STREET . . . . . . . . . . . . . . . . 240 ' LIST OF TABLES TABLE NO. TABLE TITLE PAGE 1 LAND USE TABLE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Holly-Seacliff Specific Plan �LDEN &£S Technical Appendix September, 1991 iii 1 I. INTRODUCTION The following public facilities infrastructure studies for Circulation, Sewer, Domestic Water, Reclaimed Water and Storm Drain Facilities define the necessary public facilities improvements required for the successful development of the Holly- Seacliff Specific Plan area. The Precise Plan of Street Alignments identify the ultimate rights-of-way for the arterial streets. The purpose of this technical n ix i provide detailed information that purp sappendix s to documents the design parameters and assumptions used in the analysis of the project area's public facilities. All calculations made to determine the infrastructure sizes have been included for each facility analyzed. These calculations have been made for each sub-area within the Planning Areas I, II, III and IV, and summarized according to each facility tributary area. Reference is made to the General Development Plan, Exhibit 1 on Page 4, which identifies each of the Planning Area sub-areas, and to the Land Use Table on Page 5, which identifies acreages, dwelling units and densities. Also included in this appendix are separate technical exhibits for each facility which show the size, location and function of the proposed facility. Holly-Seacliff Specific Plan ALDEN & Technical Appendix WnSSOCIATES September, 1991 1 ' II. FACILITIES AND PHASING A. Purpose and Intent The provision for adequate facilities and proper phasing is an important part in the development of the Holly-Seacliff area. It is therefore important to provide a general plan for the phasing of infrastructure development. Exhibit t theGeneral Development T l b t Plan, and Table 1, the Land Use Table, identify the planning areas, their sub-areas and the proposed land uses and densities. The development of these sub-areas shall be contingent upon the installation of infrastructure required to service the development area. Exhibit 2, the Facility and Phasing Plan, provides a master infrastructure phasing plan to ensure that future improvements are constructed concurrent with new development. This is the Phasing Plan approved in the development agreement and shows the stages of proposed construction, with Phase I construction scheduled to start in 1991. This exhibit provides a guideline for four (4) construction phases for the arterial streets and the public facilities within. Additional onsite facilities which connect to these arterial streets may also be required to serve sub-area development. The facilities necessary for the development can be identified by reviewing the enclosed Sewer, Water and Storm Drain Facilities Plans. In an attempt to provide for the timely construction of all the main infrastructure, the City has required that the construction of arterial streets be substantially completed in a reasonable period of time following the Department of Public Works approval of construction plans. The schedule, ' as referred to in the Holly-Seacliff Development Agreement 90-1, addresses the construction of main arterial streets and related infrastructure. The actual timing for the development adjacent to these main arterial streets shall be dependent on the market absorption, interest rates and other factors Holly-Seacliff Specific Plan ALDEN & Technical Appendix VSSOCIATES September, 1991 2 that effect home sales. However, some development areas may be processed and constructed almost concurrently with the main arterial improvement plans, with remaining tracts planned for development at a pace dictated by the Developer. The Public Facilities Improvement Responsibilities, Section II.E., addresses the fair share cost allocation of the infrastructure development. The cost ' sharing methodology used will provide an equitable allocation of the development costs across the entire project. ' Holly-Seacliff Specific Plan �LDEN & Technical Appendix SSOCIATES September, 1991 3 LEGEND FR1-11 LOW DENSITY RESIDEt,TIAL I WAC tf I 6RL,ZLOW DENSITYRESIDEWIAL 2 DENSITY RESIDENTIAL 3 ElIts Avenue DIN ------------- L .1 WRAC 6AC /15 DU MEDIUM DENSITY RE S 1 19 OWAC11)ENTIAL I M EDIUM-HIGH DENSITY .ESIDENTIAL T-'-' R I 6-nDuAC ELLIS GOLDENWEST MIXED OEVELOPMENI SPECIFIC PLAN RL-3 EME I AREA RM COMMERCIAL -2 310 DU-'61 AC r 415 DU- c OTY BOUNDARY 11IR -1 > xI I INDUSTRIAL IXJ 26AC 11-6 RM 5 ou OPEN SPACE 4AC(� 11-3 t/I V�^\\ 390 DU-34AC L=-7 RMH os AC Z� 16 M H' INDICATES PLANNING AREA • — RMH 11-5— RL 1 11-4 75 DU II-7 - ,/ 1-3 11-8 170DU-9AC 4 AC OODU INDICATES PLANNWU SUBAREA 55UPU-IbAL 32 AC 6AC os 16 AC —------ DWELLING UNITS FTU I i Gciffield Avenue LZ RM 11-1 I IH c ACRES 60DU R C RM I%C6 2 I'J Al� L IV 22ODLJ-IOAC 7 IV-5 iv_16 4AC I L[=2 2iAC DU SPECIFIC PLAN BOt RM 155DU-16 MARY -� \ I V 240 DU-18 AC r —111-7 40DU-12AC RM R L 3 ' IV-2 '/<IIIASTAL ZONE RL-2 A: 70 DLIf6�,C BOUNDARY 111-2 Y Avinue •Cloy Avenue 550 DLJ-109 AC MD rV-4 475 DU-53AC ' \ `•• (V' GRAPHIC SCALE rD CITY OF HUNTINGTON BEACH GENERAL DEVELOPMENT PLAN M B. EXHIBIT 1, PAGE 4 REV FEBRUARY, 1992 C. TABLE 1 1 HOLLY-SEACLIFF SPECIFIC PLAN LAND USE TABLE PLANNING PLANNING LAND USE GROSS TOTAL MAXIMUM AVERAGE DEV. AREA UNIT CATEGORY ACRES UNITS DENSITY DENSITY STANDS. (GROSS) (PAGE) I I-1 RESIDENTIAL-ESTATE 6 15 4 2.5 III-7 I-2 RESIDENTIAL-ESTATE 26 90 4 3.5 III-7 I-3 RESIDENTIAL-ESTATE 16 55 4 3.4 III-7 I-4 OPEN SPACE 16 III-29 SUBTOTAL 64 160 ' II II-1 RESIDENTIAL-LOW DENSITY 2 62* 310 7 5.0 III-13 II-2 RESIDENTIAL-MEDIUM DENSITY 40 415 15 10.3 III-16 II-3 RESIDENTIAL-MEDIUM DENSITY 34* 390 15 11.5 III-16 II-4 RESIDENTIAL-MEDIUM-HIGH DENSITY 9 170 25 18.8 III-19 II-5 RESIDENTIAL-MEDIUM-HIGH DENSITY 4 75 25 18.8 III-19 II-6 RESIDENTIAL-MEDIUM-HIGH DENSITY 4 75 25 18.8 III-19 II-7 RESIDENTIAL-MEDIUM-HIGH DENSITY 6 100 25 16.6 III-19 II-8 INDUSTRIAL 32 III-28 SUBTOTAL 191 1535 III III-1 RESIDENTIAL-MEDIUM DENSITY 19 260 15 13.7 III-16 III-2 RESIDENTIAL-LOW DENSITY 1 109 550 7 5.0 III-10 III-3 RESIDENTIAL-MEDIUM DENSITY 11 140 15 12.7 III-16 III-4 RESIDENTIAL-MEDIUM-HIGH DENSITY 10 220 25 22.2 III-19 III-5 RESIDENTIAL-MEDIUM DENSITY 18 240 15 13.3 III-16 III-6 COMMERCIAL 7 III-27 III-7 RESIDENTIAL-LOW DENSITY 1 12* 40 7 3.3 III-10 III-8 OPEN SPACE 16 III-29 SUBTOTAL 202 1450 IV IV-1 RESIDENTIAL-MEDIUM DENSITY 16 155 15 9.7 III-16 IV-2 RESIDENTIAL-MEDIUM DENSITY 8 70 15 8.8 III-16 IV-4 MIXED DEVELOPMENT 53 475 25 14.4 III-22 IV-5 INDUSTRIAL 22 III-28 ' IV-6 COMMERCIAL 4 III-27 SUBTOTAL 103 700 TOTAL 560 3845 * Includes 4-Acre Neighborhood Park. Holly-Seacliff Specific Plan ssocuTES Technical Appendix September, 1991 5 Rev February, 1992 Ix L EGIEND a xI , HIM] ARTERIAL HIGHWAY/LANDSCAPING' A ..r t ART�I?IAL HIGHWAY/LANDSCAPINGI-' co7m" immovilma"Ill INTE2SECTIONSfTRAFFIC SIGNALS m"wvlm"n 1.7 INTERSECTIONS/TRAFFIC SIGNALS' comwmin Immovsk"INTS ELLIS,GOLQENWEST Cl SPECIFIC iPLAN EQUESTRIAN TRAILS DIVIlopff mmovimuns COASTAL ZOKJ BOUNDARY EQUESTRIAN TRAILS COMMUNITY IMMOVEMPITS j I NOTE: V ��I1= L.Arlo"Irnprovenlenh,include wdkx s CRY BOUNDARY on GoldenwestStrast.Gaffteld Avenue, Gothard Street and Main Street. 2.The project requkes City right of way INN acquis ition and reimbursement r PNASII Fl I > PHMI 2 -mem— 14 PHASI 3 Goiflefd A~ PHASI 4 �-4 1 `.7 �—A J us V r NI A& GRAPHIC SCALE DI FM I CITY OF HUNTINGTON BEACH FACILITY PHASING"' PLAN N 0 L LV-3[EkC L� IF IF z%"011 M D. EXHIBIT 2, PAGE 6 E. Public Facilities Improvement Responsibilities In order to provide the public facilities improvements necessary to service all future development within the Holly-Seacliff area, developers will have a fair share responsibility for either (1) constructing the necessary ' improvements required as described in the Specific Plan concurrent with project development, or (2) funding such necessary improvements if constructed by other developers. The City will determine and administer the fair share responsibility for the master public facilities improvements, including sewer, water, drainage, utilities, landscaping, roads, traffic controls, fire and police capital facilities as described in the Specific Plan. If a developer provides the necessary facilities beyond his fair share responsibility, that developer shall be reimbursed from funds collected from other developers. If a developer is required to pay fees, those fees will be based on the City's fair share responsibility determination. This ' determination will be based on a development's fair share use of the master public facilities improvements necessary to serve the development utilizing ' an assessment based on dwelling units, acreage, building square footage, front footage or any other reasonable method. All development projects to be ' serviced by the master public facilities improvements shall be conditioned to construct or pay fees per the Holly-Seacliff public facilities development fee ordinance. Such construction or payment of fees shall be based on a fair share responsibility program as administered by the City's Public Works rDepartment. r r r r Holly-Seacliff Specific Plan �ssocurEs ' Technical Appendix September, 1991 7 ' M. CIRCULATION FACILITIES A. Purpose and Intent The Holly-Seacliff Specific Plan provides a traffic circulation system to ' accommodate project cumulative traffic volumes. The circulation, as proposed, is consistent with the improvements identified in Environmental 1 Impact Report (EIR) 89-1 and in the Holly-Seacliff Development Agreement. Exhibit 3, the Traffic Systems Plan, identifies all existing signals to remain, existing signals to be modified, proposed signals to be installed and proposed ' interconnect conduit. The locations of signals are consistent with the mitigation measures as identified by EIR No. 89-1 and as stated in the ' Development Agreement. ' Exhibits 4, 5 and 6, the Street Section Plans, delineate the required lane widths, median islands, right-of-way widths and landscape easements of ' arterial highways within the project necessary to accommodate anticipated ' uses and traffic volumes. ' The traffic improvements proposed for the Holly-Seacliff Specific Plan area are intended to improve the capacity of the existing circulation system and to increase the overall safety and efficiency of vehicular and pedestrian traffic. The following operational criteria shall apply to the Specific Plan Area: General: ' Left turn access from arterial highways shall be allowed at locations designated with arrows on Exhibits 3 through 6 of the Specific Plan. ' Additional right-in, right-out access to arterials shall be allowed at locations approved by the Public Works Department. ' HollY-Seacliff Specific Plan ALDEN & Technical Appendix SSOCIATES September, 1991 8 Planning Area II: Access to Planning Unit II-1 from Goldenwest Street shall be right-in, right- out only. ' Access to Planning Unit II-4 from Gothard Street shall be right-in, right-out only. ' Access to Planning Units II-5 and II-6 from Main Street may be limited to right-in, right-out if operational problems arise in the future. Access to the transporation corridor in Planning Area II shall be coordinated with development of the local/residential street system. ' Planning Area III: Access to Planning Unit III-1 may include a left-in only turn pocket on ' Garfield Avenue. ' Access to Planning Unit III-2 from Seapoint Street shall be right-in, right-out only. Access to Commerical Planning Unit III-6 shall be right-in, right-out only, ' unless a common left-in access with Planning Unit III-5 is provided. Planning Area IV: Access to Planning Area IV-2 shall be taken from Clay Avenue; Holly Street access to Main Street shall be left-in, right-out. Holly Street should be ' considered for closure north of Main Street. ' Access to Planning Units IV-4 and IV-5 from Goldenwest Street Shall be right-in, right-out only, unless a median modification plan to allow left turn access is approved by the Public Works Department. Clay Avenue shall be permanently closed east of Goldenwest Street. ' Holly-Seacliff Specific Plan A%&=ALDEN a ' Technical Appendix 8a ssoctares September, 1991 The Southwest corner of Gothard Street and Main Street shall have a large radius (65' +/-) for free right turns southbound onto Main Street. 1 ' Holly-Seacliff Specific Plan' �SSOCIATESLDEN & Technical Appendix September, 1991 8b i LEGEND —• INDICATES RIGHT OF WAY \ ELUs AVENUE } -- -- — INDICATES PROJECT BOUNDARY INDICATES INTERCONNECT LINE } I } -- II INDICATES PLANNING AREA r - , INDICATES EXISTING SIGNAL L- --- -- TO REMAIN ELLIS-GOLDENWEST SPECIFIC PLAN I I lil (' INDICATES O BE MODIFIED SIGNAL I I AREA ,� I N W iil INDICATES PROPOSED SIGNAL I TO BE INSTALLED II i G \ o.I INDICATES FUTURE SIGNAL TO CITY BOUNDARY II O BE INSTALLED WHEN WARRANTED �- _- -- _- J W' of ERNESi AVENUE \ =li (CONDUIT INSTALLATION u REQUIRED) / COASTALBOUNDARY ZONE I ' BOUNDARY I o I GARFIELD AVENUE '�' GARFIELD AVENUE �I I c;T TRAFFIC SIGNAL 10 ,/- - -- / BE TENSION INSTALLED WITH E%EF.NSIpJ Of GARFIELD � / AVENUE WEST ' 4 i- L_, I / IV H / i YORKTOWN AVENUE I I \ / / TO MASTER COMPUTER / W CIVIC CENTER (BY OTHERS) \ GRAPHIC SCALE (wFUT) 1 i CITY OF HUNTINGTON BEACH TRAFFIC SYSTEMS PLAN ALDEN & ,,.,,Nt., �FHC PD L A SSOC[ATES 'AND°1"!T0!! IW IRMA 31PEC _FI AH It N\AM.NR!110.T71R.CA M.,hIU!w-ono FAl,!!o-«u 080E-273-1 M.B. EXHIBIT- 3, PAGE 9 1 i I R/. so R/W L-L-L—L SECTION A-A OR 5 S OR N R/. too R/W �15-1 1_1OL-V=11 --•�-...-i i j-- r'- --J ES Ii � SECTION 8_8 ' ( ( • 511 111IS AVENUE SECTIONS FOR APPLICABLE EASEMENTS IN f R/W RI W Ar Ito SS _7' Ir El IS ... ... .... SECTION C-C ....... ........................... Ir B 8 IP . , 8_j C R1 1 R/W IN CL c r _ R." 4RL CITY BOUNDARY--,., 0-0- 25' '8:_7- 10' 1_0' _I to- -I,- ' o ,,- I.Y•—..— �a •.I—_.—'. ter-.�....—' -i S— �i �'( T SECTION E-E S ELLIS AVENUE Id—lds to Golhold N Ili R1W R/W P"4 71 7 1 1�0 7 SECTION F-F I mlc cu9n 1,01. r. . . N GOL �ENWESI STREET • A : R/W 5 IIL ! 11 I� 6 GRFIELD AVENUE JLFI, to Ernest SECTIC�G-G N 10'7 _'T 7. 25- 1 10 C _,7, L S-1A ' . - 'Till F;, I.I�II SECTION Ef-H N R'1W o R/W U f. 15 T O _T?T ILL, 8, JI COWARDS STREET GOLDENWLST STREET E IN Ells to Garfield Ernest to 780' N .1 G.rfie'd R/W Ila R/W 77— 1 67 16--' —11- TW 21- VAP -1 12. .1 18 -w! fl 4 B I 0=1 D L __T t 117-- L 5 j? Ij 14 3 1? 1 x IIII SECTION J-J IN 80 GOLDkNWEST STREET RIW R/W 7 N o! GwId f,, to Go,field 120 IIIA 60._' 1 51 S 8�7'.1Y. ImOr _120 10' .!Q _1_;r ?L" PIT ;7 40 SEC" K-K 411 CI to L f 'SFf) M1.01AN IRAN',ITIO-I 10 4* GAP':[I AVE j��F 14 RA. S-p— 10' 1(, 14' PA'NTCI) I1E(fl­ ONLY !RAW,11ION 10 0' TO 4 1 n c EF NE to '01(j, _st GARICILD AVENUE F G JV I.S... II GAprI.I C; q;!j! U ' .1 V. c RAW" ACkIN(' LAIJI. ��UE LEFT TURN LANE 5 9 13' 13 13 13_*_ F CMEI TRANSITION PER CFF(STANDMIDS SEAPOINT STREET o,th of Gorfield'; I!; ;I GRAPHIC SCALE CITY OF HUNTINGTON BEACH STREET SECTION PLAN 1 /'� CIVILMINKIIIS 4%&Z ALDEN �MNEKSWTVSSOCIATES . . ...SPEIR P11 AIM 10012 co.�.3u:w 210,1XVINE.CA 921104 �i0� LV=3EACMFF ���� Iola w-,.0 ?a• 0805-211-1 M. C. EXHIBIT 4, PAGE 10 1 N ORS $ OR N R/w 100' R/w a SD SO _ I 'I 'L R 4_ 9' 1 J 1 .• T t J' 1 J' 9' a •1 S te. 5' E54I, � I � � � CSMI Y SECTION a-B -o • SEE ELLIS AVE ELLIS AVENUE oNUE SECTIONS FOR APPLICABLE EASEMENTS -—� -- w E � -- R/W' ItO ..- - --R/w I^ m N S �7 . R/w R/w 2511' 11 13T 6' 15' ` 15' 9' 1(5' u Ipp. ° gp. I f:SMI 1___ 1� 'N.--t SECTION C-C B B I Y Ell15 AVENUE // \\ ELLIS AVENUE E / w w OR f \ Colhard to Southern Pacll,c RR R/w ,QR BY' R/w — _ ® _ 12_ 15' 6' T 11' it* tl' 11• 7. 6' 75' h R/w 100'_ S R/w a I 1 R C d� 50' S0' i\ �_ �': � SECTION D-D 15' e' 9' 13 13'{ ♦� ,3' t3' 9' e' 15' I • SEE GOTHARD STREET SECTIONS FOR APPLICABLE DIMENSIONS 9 LMi 1 I I N MEDIAN LOCATION S \ I I R/W 116. R/W ELLIS AVENUE Edrar IS to GOlhord \ I I--' L5' 6'7' I S' 10' 10' 1' 9' '10' 10� 7' 6' tl S A I-T- W E E9Mi R/W tlA• R/w SECTION H-H _ LLI S' 11'7_ I�'._�il'' S N W E ESMt 11 ¢ 1 E4u� R/W 120'_. R/w R R/w GOTHARD STREET 7 6 /w 1 t0' t5' o E11'n to Ernest I LS T. L St 55' S I' M IS'_ 6. 1�' ,1' tt• 13' T 6 15' y ESM1, I �� ` IESMT I-1 GOLDENWEST STREET I I E w Em to neat o m R/W tie' R/w SW — . 10' t 0' 13' 7_' 6' 25' SAT. I I I 7 L / � p•. SECTION J-J ! o o I R/w 120' R/W I I 15 7 13 6I 1 '4- 6010' r,SMT Tr4 M; 18 �• SE K-K of ERNEST__AVENUE u I - ,i�--- F 1 NORS SORN t! R/W-_ 112 R/W a a I R/w 110' R/W 55' _ 57' �w 6' /' I J' 11' 11' 1 i l' 11' i]'-7' B' 15 O 15' 6' 7' 1 J5'0 t V IT- 10' 11' IT- 1 3- 7' e' 15' ESuI �-- -_ ESMT S a ESM1 ESMT GOLDENWEST STREET ,. w f. SECTION L-L Ernest l0 7e0' N. of GaAIeIE R/w _ - ep H/W W OR E E OR W W E Ap —� / R/W 129' R/W R/W VARI(S 112' - Ile' R/w IS' 6' 7' I1' 11' 1 11' II' 7' IS' \` 60' 0' 60' .__. rc`� L F.SMI L_LjESMi I 25' 6' ]• IJ' I ' 1 1' 13' I 13' 7' N' 15' E541 SASii FFFFO COTHARD STREET j ' E u Eroeel to Gortield / / SE M-M COLDENWS7 STREET 7e0'N, of GOAfI.ld to Garliela N R/W 110' S R/W N R/W _ 120' S R, I I I 60I 60' _60' _ 60 y / 15 e' 7' 1i'i 11' I J' i' 1 3' 11' 11' 7' 9' t / I5' tl' 7' 1a 1I'13'tt 4- 3�11' ,.' I i-_i - Jv J URFIELD AVENUE p p GARFIELD AVENUE y 1A' RAISED MEDIAN TRANSITION 10 4' H I Galdeneell to Sle,ort L H I to Main I I 10 TO 14' PAINTED MEDIAN ONLY TRANSITION 70 0' 10 .' RFIELD AVENUE —�� -M I =-I - -- _ L__ L 4 w' --_-_ E GRANS SINGIF LEFT NRN IANEACKIIRG LANE K(� K N OR S D� S OR N R/W, 1 RE CURB TRANSTION PER CITY STANDARDS —60 —¢�.-- • -1 J' 11' 11' 10' 11' I t' 1 3' T e' 15' �� -- - E YT, ESMI, �f rc1a`"' GRAPHIC SC.\LE e '- GtowgriDtoVMNUE of I El olty Alto YomMm _ ��—>✓ — � ( DI/7lT I CITY OF HUNTINGTON BEACH STREET SECTION PLAN 21 i _ _ AREA 6P1RC--:"ffRC IPLAH WA%XWSSOCI TES �SUNMen 10011 cc AN.turn 210•WD'I.CA 111114 In4)W-0110 FAX:W-04111 oeae-nJ-2 M. C. EXHIBIT 5, PAGE I I REV FEBRUARY, 1992 EORw wORF t C��•_'S)�Z�I.L'.r�.l_.fS�:S L,_.`„ Zt��t[SM,_ SECTION D-D N S R/M 1.6. R/W 2. r6. � ll ---.-- S"1'_'1'D.-. V 11 10. f158'(`...13 --6 IS I. .. 1-3 SECTION N-H I fdARF141D A%ENUE S N L y {J Go:tlenwest to SleworT 0I R/W Riw r GnHFIEI 0AVLtIJf I'II _ 60' _ _ 60' _ I ;>rftt� rE� T i r �Sw; 1 SECTION 1-1 'IM N 1.:. r I W c. L L _._ .... 6 ,t Af Nuf. 1 0' SB' OARTIELUYV o \P• •+ TRLII IS' B' 7• IS' 10' Stewo,t to Iloll S: 11., to 10rY town FSui �_. y SECTION J-J IN f o R/w _ 170 R/w vJ — -- - . I, _ • ' •': � s•T Is• ,b•i,o=L B. :,o•—lo• lo• �u i� 7•a IS• p t i 1 1 G0T11ARU STREET y Gar'eltl to IJO'n cV.t. SECTION K—K U f ' N OR S S OR N R/w I10. H/W 60' �SM � -7 IS 11 t 1 ' 11 1 7 8 �IMS T TMr— SECTION 'I L-L W OR f F. OR w R/w R/W I CIA'! A`/CNUE , �' I _ 60 1 __ I 110, 0 120' _--- � _ t•� ;.Z. 1- J1-1 1 7 1.•_..1 •.t.12•-T J.. $ECTI M-M la RIY 0 '$(!)'A,, TRA!!i'III)I. T11 4' I(;' 111 14 PA11111 II 11i II'AN U'I;.1 I WI':II.(II: III 0 10 n' N go_.._ _ VAR•�r• _ 1 y I a I'•' I'lJ ' •• cu"LI IkAIN,IT!Oi1 • 10ACKIN('. -L LANE SINGLE LEFT TURN H. 'l .. .., t: CURB TRANSITION PER CITY STANDARDS o I G(11.DENwf SI SIR!'E' YOr4iOwn Io GOr!illtl I / ' I / II YOR.TOwII AVERUE —— / . GRAP111C SCAIk: / I ( IN F2lT I CITY OF HUNTINGTON BEACH STREET SECTION PLAN 3 ALDEN & miIAMNILIt\ex H0LLV=31EACUF1FARD �L�U OPEMRC 7L,%[N1 ASSOCIATES LAku s11 vertltis 1eo12 Co.A 91gg 210.imm".C• er". -)eeo-on0 rA2 eeo 0' OBOP-175-2 M. C. EXHIBIT 6, PAGE 12 IV. SEWER FACILITIES A. Design Criteria The sewer analysis presented in this Appendix was performed in accordance with the Orange County Sanitation District and the City of Huntington Beach, Public Works Department design standards. All sewer flows calculated in the study were determined by utilizing the"Recommended Unit Flow Generators for Average D Weather Flows" as provided b the Cit 's g t7' P Y Y Public Works Department. A summary of these flow generators have been enclosed with the sewer calculations. The adequacy of existing sewer lines and the sizing of proposed lines were 1 based upon the ability of the sewer line to convey peak flows at a pipeline capacity flowing half full (or d/D = 0.5). Peak flow in each reach of the sewer system is equivalent to the summation of all average flows upstream of the point in question converted to peak flow by the empirical peak-to- average relationships expressed as follows: QpF = 1 .7 04 (E QAVE) •892 = MGD (million gallons per day) ' The pipe sizes were determined by comparing the peak flow rate to the computer calculations for the maximum design discharge flows for 8", 10", 1211, 15" and 24" sewer mains flowing half full, with pipe slope rates of 0.30% and a Mannings value of 0.013. The 0.30% rate was used as a basis for a minimum pipe slope. Variations of this rate during actual design stages may result in revisions to the line sizes as indicated in this study. Final pipe capacity calculations should be made to verify required sizes due to design pipe slope rates prior to construction. The majority of proposed sewer lines within the projec. 'Uoundary as shown on the Sewer Facilities Plan, Exhibit 7, Page 17, which are required to serve IHolly-Seacliff Specific Plan ALDEN & Technical Appendix SSOCIATES September, 1991 13 the Holly-Seacliff area will be city maintained lines. One existing 24" trunk line in Ernest Avenue, in a portion of proposed Gothard Street, and in the east section of Garfield Avenue, is a county maintained sewer trunk line. The attached Sewer Facilities Plan indicates that four tributary areas to three trunk lines and one City pump station will be required at ultimate development to collect and convey sewerage from the project area. These trunk lines will convey the sewerage beyond the project boundary and downstream to three County collection locations; the Slater Avenue Pump Station to the north; the extension of the Coast Trunk Sewer, or a pumping alternative, to the south; and the Newland-Delaware Trunk Sewer to the east. The proposed pipe. sizes and suggested pipe alignments required to accommodate sewerage from the project area for the proposed development are shown on Exhibit 7. The first primary tributary area is to the proposed line in Seapoint Street, or the southwesterly portion of the project. This area will discharge a calculated peak flow of 0.2731 MGD into the proposed 10" Seapoint line. This Seapoint line will ultimately connect to the existing 54" county trunk main in Orange Avenue at Goldenwest Street. A portion of this proposed ' discharge into the Seapoint line, specifically Planning Area I, may be redirected easterly via an alternative sewer lift station to the existing line through the Ellis-Goldenwest Specific Plan area and ultimately directed north to the Slater Avenue pump station. This portion of Planning Area I might be pumped to the existing Ellis-Goldenwest area due to the lower elevations of some proposed pad elevations. The existing sewer system, which would be utilized for this alternative, appears to have adequate capacity to convey the discharge from a portion of Planning Area I. However, prior to a decision on the pumping alternative, a more detailed study should be made to identify the cost benefit ratio between the two possible alternatives. Also, the number of units to be serviced via the um station alternative should be pump verified against the maximum number the existing system to the north could accommodate. Holly-Seacliff LDEN Specific Plan ASSOCIATES ' Technical Appendix September, 1991 14 The second primary tributary area is to the proposed relocated City pump station, or the northwest portion of the project. The proposed pump station is to be located north of Ellis Avenue between Goldenwest and Gothard Streets. The tributary area includes both project tributary flows from the north portion of the project and off-site flows generated from existing development to the north and northeast of the project. The City recently method the existing flow rates from the off-site areas where they enter the Holly-Seacliff project. These method peak flow rates, and the corresponding calculated average flows, have been included with the sewer study calculations. The combined onsite and offsite total peak flow to the proposed City pump station was calculated to be 0.8276 MGD. From this Pump Station, a new force main will convey flows in Ellis Avenue to the existing northerly flowing gravity line in Goldenwest Street. The City has recently studied and sized the Goldenwest line for transporting the flows design to the County Slater Pump Station within District No. 3. The third primary tributary area is to the existing 10" line through the Seacliff Golf Course parking lot. This tributary area consists of the southwest portion of the project, or specifically the southern portion of area III. The calculated peak flow rate of 0.2208 MGD is proposed to travel south in a new 10" line connecting to an existing 10" line in the golf course parking lot and ultimately conveys the flow to the same existing 54" county trunk main at Orange Avenue and Goldenwest Street, which also collects the first tributary area analyzed in this study. The fourth primary tributary area is to the existing 24" county sewer line in Garfield Avenue. This line collects the flows directly to the north and south of Garfield throughout the majority of the project. The calculated peak flow rate of 1.1200 MGD is anticipated to travel east in the 24" county line to the county Newland-Delaware Trunk line located in Delaware Street within District No. 11. Holly-Seacliff Specific Plan '%&:ALDEN & Technical Appendix ssoclATEs September, 1991 15 Reference is made to the Sewer Facilities Plan Exhibit 7, Page 17, which identifies the four primary tributary areas, the areas' ultimate peak flows, and proposed and existing sewer lines. The enclosed sewer calculations, found on Pages 18-25, reference Planning Area sub-areas, acreages, dwelling units and densities per the General Development Plan, Exhibit 1, Page 4, and the Land Use Table, Page 5. All sewer discharge calculations and proposed sewer facilities indicated in this appendix are substantially in conformance with the General Plan Amendment GPA/EIR No. 89-1 adopted by the City. The slight change in peak discharge rates make no significant change to the discussion, exhibit, impacts or mitigation measures in the GPA/EIR. 1 Holly-Seacliff Specific Plan '%jk=ALDEN & Technical Appendix SSOCIATEs September, 1991 16 I I r Ic .�' LEGEND l4�cArA514v -- INDICATES RIGHT OF WAY INDICATES PROJECT BOUNDARY rT c- ram- Ip Y INDICATES PROPOSED SEWER LINE I j' :•� --{8"�— INDICATES EXISTING SEWER LINE SSA np✓ NO AcfEe A 4M0 I' r=►(e .-•—-—I. , I - INDICATES TRIBUTARY BOUNDARY • .. 1 ' IVi /�+ � '/P'fC•E.iE/A,N fR4 fM I� �.fMV/NG Aa<:11 r I '! Exs1� j c,rr � � _ ' INDICATES PLANNING AREA EL -GOL EST � I A I alrac�iro I ERNEST _ AVENUE__ jy ; SIC \ �•� II •ICOASTAE ZONE•, GARFI AVENUE F � -- ;t. I �• 1. „ . �Y ✓. _ IFI __-- r�jIL j!8 ElD AVENUE _1 I'I i y;l 9 I ' 0 Nlint�f �YORKTOWN AVENUE 1 / 0 GRAPHIC SCALE: Ili RIM CITY OF HUNTINGTO" N BEACH IIIIIIIIIIIIIIIIIIIESEWER FACILITIES PLAN, �MIJ"1311113 �SSOCI TES login CIO A".gum t10,Tom.U M14 ( 1Al Me-oleo FAX:Me-pu O60D-Z73-7 10I. B. EXHIBIT 7, PAGE 17 C. Discharge/Capacity Calculations 1. Tributary Area to Future Line in Seapoint Street - Southwesterly: (a) North of Garfieldand West of Edwards: ' Generation Area Density Factor Q„. Tributary Area Acres D.U./Acres Dwelling Units gad/D.U.(Ac.) MGD Offsite Open Space 6.7 - - 100 0.0007 (north of I-1) Offsite Residential 3.4 3.2 11 230 0.0025 (north of I-1) II-1 6 2.5 15 230 0.0035 I-2 26 3.5 90 230 0.0207 I-3 16 3.4 55 230 0.0127 I-Open Space 16 - - 100 0.0016 Q(„ = %,,E Total = 0.0417 Qp�(a) = 1 .7 04 (0 . 0417) •892 = 0 . 1001 MGD 8" O.K. per attached pipe capacity calculations (b) South of Garfieldand East and West of Seapoint: Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling gnd/D.U.(Ac.) MGD III-1 19 13.7 260 230 0.0598 III-2 22 5.0 110 230 0.0253 (northwest portion) �j III-Open Space 16 - - 100 0.O016 ■ Q, = Q,,,,, Total = 0.0867 QPEAK(b) = 1 .704 (0 . 0867 ) 892 = „0 . 1924 MGD 8" O.K. per attached pipe capacity calculations (c) Summation of Tributary Area to Future Line in Seapoint Street: Q(a) + Q(b) = 0 . 1284 MGD QpEAKl = 1 .7 04 (0 . 1284) 892 = 0 . 27 31 MGD 10" O.K. per attached pipe capacity calculations HollY-Seacliff Specific PlanssoctATEs Technical Appendix September, 1991 18 2. Tributary Area to City Pumn Station at Ellis between Goldenwest& GothardStreets: (a) Westerly Line: Generation Area Density Factor Q„b Tributary Area Acres D.U./Acres Dwelling Units gnd/D.U.(Ac.) MGD Ellis-Goldenwest 32 3.0 96 230 0.0221 (west central portion) II-1 39 5.0 195 230 0.0449 (west half) QM = Q„. Total = 0.0670 QPF-4K(a) = 1 .7 04 (0 . 067 0) •892 = 0 . 1528 MGD 8" O.K. per attached pipe capacity calculations (b) Easterly Line. Generation Area Density Factor Q. �. Tributary Area Acres D.U./Acres Dwelling Units gnd/D.U.(Ac.) MGD Existing 10" Line 0.0449 from Ellis E. Existing 15" Line 0.1194 - from Gothard N.II-2 40 10.4 fci:5 j 230 0.0955 _ II-3 34 11.4 390 230 0.0897 II-1 23 5.0 115 230 0.0265 (east half) Q,,, = Q„ro Total = 0.3760 OPEAK(b) = 1 .7 04 (0 . 37 6 0) •892 = 0 .7121 MGD 15" O.K. per attached pipe capacity calculations (c) Northerly Line: • Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling Units gpd/D.U.(Ac.) MGD Existing offsite 0.0020 flow to pump from north of Ellis QM Total = 0.0020 Holly-Seacliff Specific Plan �ssoct�'rgs Technical Appendix September, 1991 19 (d) Determine Total Flow to Pump Station: QW + QW + Q(c) = 0 .4450 MGD QpEAK= = 1 .704 (0 .4450) •892 = 0 , 8276 MGD 14" Force Main O.K. Average flow rate in Ellis Force Main = 0.4450 MGD Peak flow rate in Ellis Force Main = 0.8276 MGD 3. Tributary Area to Existing 10"Line through Seacliff GolfCourse Parkin Lot: Generation Area Density Factor Q,w Tributary Area Acres D.U./Acres Dwelling Units gnd/D.U.(Ac.) MGD III-2 87 5.0 440 230 0.1012 (south portion) Q„w = 0.1012 Qp � = 1 .704 (0 . 1012) .892 = 0 .2208 MGD 10" O.K. per attached pipe capacity calculations 4. Tributary Area to Line in Garfield Easterly: (a) West of Goldenwest: Generation Area Density Factor QA. _Tributary Area Acres D.U./Acres Dwelling Units gud/D.U.(Ac.) MGD III-3 11 12.7 140 230 0.0322 III-4 10 22 220 180 0.0396 III-5 18 13.3 240 230 0.0552 III-6 7 - - 2500 0.0175 III-7 12 3.3 40 230 0.0092 iEllis-Goldenwest 30 3.1 94 230 0.0216 (southeast portion) Q(„ = Q„,,. Total = 0.1753 QpEAK(a) = 1 .704 (0 . 1753) .1192 = 0 . 3605 MGD 12" O.K. per attached pipe capacity calculations Holly-Seacliff Specific Plan �ssoc►ATFS Technical Appendix September, 1991 20 (b) North of Garfield between Goldenwestand Gothard: Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling Units gad/D.U.(Ac.) MGD II-8 32 - - 3000 0.0960 Q(,) = Q. Total = 0.0960 QPEAx(b) = 1 .704 (0 . 0960) •892 = 0 . 2107 MGD Existing 8" O.K. per attached pipe capacity calculations (c) South of Garfieldbetween Goldenwestand Gothard: Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling Units gpd/D.U.(Ac.) MGD IV-4 9 9.0 80 230 0.0184 (northwest portion) IV-3 9 9.4 85 230 0.0196 IV-5 22 - - 3000 0.0660 QM = Q. Total = 0.1040 QP�«) = 1 .704 (0 . 1040) •892 = 0 . 2263 MGD 10" O.K. per attached pipe capacity calculations (d) Check Existing 12" Line in Garfieldbetween Goldenwestand Gothard: Q(a) ' Q(b) + Q(c) = 0. 3753 MGD QPEAK(e) = 1 .7 04 (0 . 37 57) •892 = 0 .7109 MGD Existing 12" O.K. per attached pipe capacity calculations (e) Existing 8" Line in GothardSouth of Garfield: Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling Units gpd/D.U.(Ac.) MGD ' IV-4 44 9.0 395 230 0.0909 (south portion) QM = Q,,,,, Total = 0.0909 QP = 1 .704 (0 . 0909) '892 = 0 . 2006 MGD Existing 8" O.K. per attached pipe l s) capacity calculations Holly-Seacliff LDEN Specific Plan ASSOCIATES Technical Appendix September, 1991 21 \ (f) Check Existing 24" Line in Garfield between Gothardand Holly: Q(a) + Q(b) + Q(c) + Q(e) = 0 .4662 MGD QPF.AK(n = 1 .704 (0 . 4662) .892 = 0 . 8627 MGD Existing 24" O.K. per attached pipe capacity calculations (g) Check Existing 8" Line in Holly: Generation Area Density Factor Q„. Tributary Area Acres D.U./Acres Dwelling Units gvd/D.U.(Ac.) MGD IV-2 8 8.8 70 230 0.0161 IV-1 16 9.7 155 230 0.0357 IV-6 4 - - 2500 0.0100 Q(o) = %. Total = 0.0618 QPFK(D) = 1 .7 04 (0 . 0618) '892 = 0 . 1422 MGD Existing 8" O.K. per attached pipe capacity calculations (h) North of Garfieldbetween Gothardand Main: Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling Units gpd/D.U.(Ac.) MGD II-4 9 18.8 170 230 0.0391 Q(h) Q„w Total = 0.0391 QPFAK(b) = 1 .704 (0 . 0391) .892 = 0 . 0946 MGD 8" O.K. per attached pipe capacity calculations (i) North of Garfieldbetween Main and Huntington: Generation Area Density Factor Q. Tributary Area Acres D.U./Acres Dwelling Units gpd/D.U.(Ac.) MGD II-5 4 18.8 75 230 0.0173 II-6 4 18.8 75 230 0.0173 II-7 6 16.7 100 230 0.0230 Q(I) = Q,,,,� Total = 0.0576 QPEAKM = 1 .704 (0 . 0576) 892 = 0 . 1336 MGD 8" O.K. per attached pipe capacity calculations ' Holly-Seacliff Specific Plan ALDEN & Technical Appendix SSOCIATES September, 1991 22 (j) Summation of all Tributary Areas to Existing 24"in Garfield west of Huntington: Q(a) + Q(b) + 0(0 + Q(e) + Q(g) + Q(h) + QU) = 0 .6247 MGD QPK, = 1 .704 (0 .6247) 892 = 1. 1200 MGD Existing 24" O.K. per attached pipe capacity calculations i 1 i 1 1 1 1 1 1 Holly-Seacliff Specific Plan '%&:ALDEN & Technical Appendix T SSOCIATES September, 1991 23 EXISTING OFFSITE TRIBUTARY AREA FLOWS PER CITY METERED FLOW TESTS (1) Existing 10" Line from Ellis-East QpEAK = 0 . 107 MGD (per City flow test) 1 QPEAK = 0 .7 0 4 (QAv_,) .1192 r QA QPEAK 1 .704 )1/.892 r _ 0 . 107 )1/.892QA = 0 . 0449 MGD 1 .704 r (2) Existing 15" Line from GothardNorth QPEAK = 0 . 256 MGD (per City flow test) 0 . 256 QAVE = 1 .7 0 4 )1/.892 = 0 . 1194 MGD 1 (3) Existing Offsite Flow from North of Ellis to Proposed Pump Location ' PAVE 20 Ac. Park X 1009pd Ac. = 1985 gpd 0 . 0 0 2 MGD r r r r r Holly-Seacliff Specific Plan' �ssociares Technical Appendix September, 1991 24 SEWER RECOMMENDED UNIT FLOW GENERATORS FOR AVERAGE DRY WEATHER FLOWS LAND USE DESCRIPTION UNIT FLOW FACTOR* R1 Low Density Residential 230 gpd/Dwelling Unit R2 Medium Density Residential 230 gpd/Dwelling Unit R3 High Density Residential 180 gpd/Dwelling Unit R4 Very High Density Residential 180 gpd/Dwelling Unit R5 Office-Professional 2000 gpd/Acre RS Mixed Density Residential 160 gpd/Dwelling Unit ' RS4 Pacifica Community 3000 gpd/Acre C Commercial 2500 gpd/Acre rCFE Schools 1500 gpd/Acre CFS Community Centers (Parks) 800 gpd/Acre CFR Parks 100 gpd/Acre M1 Light Industrial 3000 gpd/Acre ' M2 Industrial 3000 gpd/Acre MH Mobile Homes 120 gpd/Dwelling Unit * All Residential Flows are based on 70 gpcd (gallons per capita per day) Peaking Formula: Qp K = 1 .7 04 (QAvE) •e9s = MGD (million gallons per day) Holly-Seacliff Specific Plan �LDEN & Technical Appendix SSOCIATES September, 1991 25 SEWER LINE MAXIMUM CAPACITY CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W*A•L. D E N & ASSOC IATES . Civil Engineering - Land Surveying . 18012 Cowan Suite 210 Irvine, California 92714 . . .Telephone (714) 660-0110 . • Inside Diameter ( 8.00 in. ) * s * * *AAAAAAAAAAAAAAAAAAAAA*- - - - * Water s * s s ( 4.00 in. ) ( 0.333 ft. ) *- - - - - - - - v- Circular Channel Section ------------------------ Flowrate . . . . . . . . . . . . . . . . . . 0.214 MGD Velocity . . . . . . . . . . . . . . . . . . 1 .896 fps Diameter of Pipe. . . . . . . . . . . 8.000 inches Depth of Flow. . . . . . . . . . . . . . 4.000 inches Depth of Flow. . 0.333 feet Critical Depth . . . . . . . . . . . . 0.267 feet Depth/Diameter (D/d) . . . . . 0.500 Slope of Pipe • . . . . . . 0.300 % X-Sectional Area . . . . . . . . . . 0. 175 sq. ft. Wetted Perimeter. . . . . . . . . . . 1 .047 feet ARA (2/3) 0.053 Mannings 'n . . . . . . . . . . . . . . 0.013 Min. Fric. Slope, 8 in. Pipe Flowing Full . . . . . . . 0.075 % ' 26 ' i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W A L D E N & A S S O C I A T E S Civil Engineering - Land Surveying 18012 Cowan Suite 210 . Irvine, California 92714 Telephone ephone (714) 660-0110. . Inside Diameter ( 10.00 in. ) * * s * ' AAAAAAAAAAAAAAAAAAAAA - - * Water * * * ( 5.00 in. ) ( 0.417 ft. ) *- - - - - - - - v- Circular Channel Section ------------------------ Flowrate . . . . . . . . . . . . . . . . . . 0.388 MGD Velocity . . . . . . . . . . . . . . . . 2.200 fps Diameter of Pipe. . . . . . . . . . . 10.000 inches Depth of Flow. . . . . . . . . . . . . . 5.000 inches Depth of Flow. . . . . . . . . . . . . . 0.417 feet Critical Depth . . . . . . . . . . . . 0.333 feet Depth/Diameter (D/d) . . . . . 0.500 Slope of Pipe . . 0.300 % X-Sectional Area . . . . . . . . . . 0.273 sq. ft. Wetted Perimeter . . . . . . . . . . 1 .309 feet ARA (2/3) 0.096 Mannings 'n' . . . . . . . . . . . . . . 0.013 Min. Fric. Slope, 10 in. Pipe Flowing Full . . . . . . . 0.075 % 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W A L D E.N & A S S 0 C I A T E S 1 Civil Engineering - Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 ' Telephone (714) 660-0110• . . Inside Diameter ( 12.00 in. ) * * * *AAAAAAAAAAAAAAAAAAAAA*- - - - * Water * * ( 6.00 in. ) ' ( 0.500 ft. ) * * *- - - - - - - - v- ' Circular Channel Section ------------------------ Flowrate . . . . . . . . . . . . . . . . . . 0.631 MGD Velocity 2.485 fps Diameter of Pipe. . . . . . . . . . . 12.000 inches Depth of Flow. . . . . . . . . . . . . . 6.000 inches Depth of Flow. . 0.500 feet Critical Depth . . . . . . . . . . . . 0.415 feet Depth/Diameter. . . . . . . . . . . . . 0.500 Slope of Pipe 0.300 % X-Sectional Area . . . . . . . . . . 0.393 sq. ft. Wetted Perimeter. . . . . . . . . . . 1 .571 feet ARA(2/3) 0. 156 Mannings 'n' . . . . . . . . . . . . . 0.013 Min. Fric. Slope, 12 in. Pipe Flowing Full . . . . . . . 0.075 % ' 28 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W*A L D E N• & A S S 0 C I A T E S Civil Engineering - Land Surveying 18012 Cowan Suite 210 . Irvine, California 92714 ' Telephone ephone (714) 660-0110. • . Inside Diameter ( 12.00 in. ) * * * * *AAAAAAAAAAAAAAAAAAAAA*- - - - * Water * * * ( 6.00 in. ) ' ( 0.500 ft. ) * * *- - - - - - - - v- Circular Channel Section ------------------------ Flowrate . . . . . . . . . . . . . . . . . . 0.728 MGD Velocity . . . . . . . . . . . . . . . . . . 2.869 fps Diameter of Pipe. . . . . . . . . . . 12.000 inches Depth of Flow. . . . . . . . . . . . . . 6.000 inches Depth of Flow. . 0.500 feet Critical Depth . . . . . . . . . . . . 0.445 feet ' Depth/Diameter (D/d) . . . . . 0.500 Slope of Pipe . . 0.400 % X-Sectional Area . . . . . . . . . . 0.393 sq. ft. Wetted Perimeter . . . . . . . . . . 1 .571 feet ARA (2/3) 0. 156 Mannings 'n. . . . . . . . . . . . . . . 0.013 Min. Fric. Slope, 12 in. Pipe Flowing Full . . . . . . . 0. 100 % 29 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .W AL D E N g A S S 0 C I A T E S Civil Engineering - Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 ' . . . • . . . . . . .Telephone. (714) 660-0110. . . . . Inside Diameter ( 15.00 in. ) * * *AAAAAAAAAAAAAAAAAAAAA *- - - - * Water * * ( 7.50 in. ) ( 0.625 ft. ) * * * ' *- - - - - - - - v- Circular Channel Section ------------------------ Flowrate . . . . . . . . . . . . . . . . . . 1 . 143 MGD Velocity . . . . . . . . . . . . . . . . . . 2.883 fps Diameter of Pipe. . . . . . . . . . . 15.000 inches ' Depth of Flow. . . . . . . o . . . . . . 7.500 inches Depth of Flow. . 0.625 feet Critical Depth . . . . . . . . . . . . 0.525 feet Depth/Diameter. . . . . . . . . . . . . 0.500 Slope of Pipe 0.300 % X-Sectional Area . . . . . . . . . . 0.614 sq. ft. Wetted Perimeter. . . . . . . . . . . 1 .963 feet ARA(2/3) 0.283 Mannings In, . . . . . . . . . . . . . . 0.013 Min. Fric. Slope, 15 in. ' Pipe Flowing Full . . . . . . . 0.075 % ' 30 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' W A L D E N & A S S O C I A T E S Civil Engineering - Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 ' Telephone (714) 660-0110. • . ' Inside Diameter ( 24.00 in. ) * * A AAAAA/1AAAHAAA/1AAA/1AH A * Water * * ( 12.00 in. ) ' ( 1 .000 ft. ) * * * * *- - - - - - - - v- ' Circular Channel Section ------------------------ Flowrate . . . . . . . . . . . . . . . . . . 4.004 MGD Velocity . . . . . . . . . . . . . . . . . 3.944 fps Diameter of Pipe. . . . . . . . . . . 24.000 inches ' Depth of Flow. . . . . . . . . . . . . . 12.000 inches Depth of Flow. . 1 .000 feet Critical Depth . . . . . . . . . . . . 0.885 feet Depth/Diameter. . . . . . . . . . . . . 0.500 Slope of Pipe 0.300 % X-Sectional Area . . . . . . . . . . 1 .571 sq. ft. Wetted Perimeter . . . . . . . . . . 3. 142 feet ARA (2/3) 0.990 Mannings 'n . . . . . . . . . . . . . . 0.013 Min. Fric. Slope, 24 in. Pipe Flowing Full . . . . . . . 0.075 % ' 31 V. DOMESTIC WATER FACILITIES A. Design Criteria ' The proposed potable water facilities and demands presented in this portion of the Appendix are based upon demands calculated from historical annual demand coefficients adopted by the Orange County Water District (OCWD) and the City of Huntington Beach, Public Works Department, Water Division. These demand coefficients are values developed to estimate the average annual water demand per acre of land for each type of land use, measured in gallons per minute per acre (GPM/ACRE). The annual demand coefficients used in this report, along with the City accepted peaking factors, are provided with the water calculations on page 38. The water calculations in Section V.C. summarize the ultimate average ' annual demand requirements of the developed project site by applying the applicable demand coefficient to each land use category. The grand total average annual demand was determined to be 1300 GPM. The calculated peak week demand was 2,106 GPM. The enclosed water calculations reference Planning Area sub-areas, acreages, dwelling units and densities per the General Development Plan, Exhibit 1, and the Land Use Table. The majority of the Holly-Seacliff project lies within the Reservoir Hill Assessment District. This district and its water system is not an independent system with its own water sources, rather it operates as part of the City's entire water system. Although existing development is currently minimal ' throughout this district,major perimeter lines in arterial highways needed to service this entire area for ultimate development have been installed or are near completion. The Reservoir Hill water system is a closed pressure zone which requires additional pumping to a higher pressure zone in order to provide service Holly-Seacliff Specific Plan "SSE ' Technical Appendix i`SSOCIATES September, 1991 32 equivalent to the rest of the City's water system. This pumping requirement ' is due to the higher elevations within the project than the rest of the City. The pumping is required to meet the peak demands and fire flow requirements necessary to service this area. The City's 1988 Water System Master Plan indicates that the newly constructed distribution and main lines ' in arterial streets throughout the Reservoir Hill area should provide adequate capacity and fire flow throughout the project area for ultimate development. ' Currently, water is pumped from the City's mains stem into the Reservoir P P Y Y Hill Assessment District pressure zone by the temporary booster station located near the intersection of Clay Avenue and Goldenwest Street. The booster station pumps water from the 42 inch transmission main which connects the Peck Reservoir and the Overmyer Reservoir. This temporary ' booster station is operating at capacity and would be deficient in meeting additional demand within this project area. Plans have been made, and the ' design is near completion, for the construction of a new booster pump station near Huntington Street and Garfield Avenue to accommodate the future development needs. This new booster pump station is anticipated to be in operation within 2-3 years. The storage capacity of the City should be ' increased when a proposed 9-million gallon reservoir is constructed in the Sunset Heights. Arrangements are also underway to construct a new water well in the Sunset Heights area to increase the City's source water supply. The increase in storage capacity, booster ability, and a new water well ' supply, which are recommended in the City's Master Plan, should be sufficient to provide adequate water to meet peak demands, pressures and fire flows in this area and in other parts of the City. The annual average flow demand for the Holly-Seacliff area that the City used for their design of the ultimate water system including additional master facilities was calculated to be 1,516 GPM. The flow rate value of 1,300 GPM, as calculated in this Appendix, shows an approximate 14% reduction of water use. With all planned master facilities in place, the ' Holly-Seacliff Specific Plan ALDEN 7ES Technical Appendix September, 1991 33 proposed Holly-Seacliff development should not significantly impact the level of service anticipated for the Reservoir Hill Assessment District vicinity. ' The existing and proposed water lines are shown on the Water Facilities Plan, Exhibit 8, Page 35. This Facilities Plan and the water demand calculations ' are intended to meet the criteria and standards as presented in the City's "Water System Master Plan" prepared by Boyle Engineering Corporation in June of 1988. ' The City of Huntington Beach Water Master Plan also proposes the use of reclaimed water for irrigation purposes. The City of Huntington Beach, ' Public Works Department, Water Division, is currently coordinating with the OCWD for a supply of reclaimed water to portions of the City. It is anticipated that the City will eventually be served via inclusion in the OCWD's proposed Green Acres Reclamation Facilities Project (GAP). ' Reference is made to the following Section VI. RECLAIMED WATER FACILITIES for additional information on the supply of reclaimed water to ' portions of the City and specifically to the Holly-Seacliff Project. ' All water demand calculations and proposed water lines within this Appendix are substantially in conformance with the G.P.A./EIR No. 89-1 adopted by the City. The slight change of peak demands make no significant change to the discussion, exhibit, impacts or mitigation measures addressed in the ' G.P.A./EIR. ' Holly-Seacliff Specific Plan 4%X:ALDEN a ' Technical Appendix W nSSOCIATES September, 1991 34 i I I LEGEND C ' CONN 'ISO I$")LINE 3' ---- INDICATES RIGHT OF WAY Ti k AVENUEINDICATES PROJECT BOUNDARY i _ - r-. _—__ _�. 1 I_ •y 1 \ i �12— INDICATES PROPOSED WATERLINE -- INDICATES EXISTING WATERLINE 1 ` �•. _ CONNECT TO `I•' � 4, 1 12 7 EXI$ 1 INDICATES PLANNING AREA ,. I ELLIS-'GOCDENWEST 1 CF1C PLAN �y -AREA i ,i ( SIZE 8 LOCATION' {/ ( �,1• CONNECT T SUBJECT TO CNANaE p .EXIST 12"LYly .) i1 CONNECT TO NECT rt0 EXIST 16"LINE f Jtj$i 8•LINE CONNECT TO EXIST 8"LINE" \I..... 0 1 �♦. •�� 'I W ERNEST AVENUE-- . COASr'k TAL J;. TO \r / \.;• �_I •� EXIST 8"LNE c 'A CONNECT TO 1 CONNECT YO`•cli. 1 !f, r: EXIST. 12"LINE CgNECT TO I , y/- j/ \ EXIST'N3•LINE'' I� 1CONNECT TO � EXIST 16"LINEI� n EXIST.421NE _- - -- -- — I{ CNtFIELD AVENU6 I �. � GARFIE70 AVENUE-.� -•JI3'Ef CONNECT _- �/ ,,: 1i:.11 \ REL.Ol�4TE0 NEW 12"LME. CONNEC f0 CONNECT i9 I f ' -�'•.-.J EXIST]7 LINE - ` 1 L 2 c. T�• �� ''✓•. E%IST 18 LINE IXIS I "LINE •!� CONNECT TO � r = EXIST 12'LINE CONNECT TO 1 �., .� � `.[. -, f�.._ // EXIST 16"LINE I `RESERVOIR HILL BOOSTER PUMP STATION. \ •sty � 1 I CONNECT TO // \ \' -^r �� �\ i EXIST 12"LINE '. CONNECT 70� 1 ♦ I EXIST 12"LNE / IV \ u I 11 //, 1 \ �♦\ YORk'TOWN AVENUE 1 1 ♦b r✓ l�,l -- I— -- -�� / CONNECT T 7\\ / EXIST 16"LWE eGRAPHIC SCALE I CITY OF HUNTINGTON BEACH DOMESTIC WATER FACILITIES PLAN ALDEN do "�`.wnmlm o E Q 11'1-11I1 1'InI'I I1I(^�r�IIII��� A D A MpE�A�0C p - X3SOCIATES wI4tvtmon N O L LY 3 A I L�U U U IOOIt COtAN.MTt t10 IAINt.CA Kfl�/ LL--JJ � (�1�)No-oil* rAi,uo-au i oeoe-ns-s M.B. EXHIBIT 6, PAGE 35 C. Domestic Deman&Sizing Calculations ' 1. Holly-Seacliff Area Specific Plan: DEMAND AREA LAND USE *AVERAGE AVERAGE ' AREA (ACRE) ANNUAL ANNUAL DEMAND DEMAND COEFFICIENT (GPM) (GPM/ACRE) AREA I ' 1-1 6 RE 1.2 7.2 I-2 26 RE 1.2 31.2 1-3 16 RE 1.2 19.2 1-02en Space 16 OS 1.1 17.6 SUBTOTAL 64 75.2 AREA II II-1 62 RL-2 1.2 74.4 11-2 40 RM 2.2 88.0 11-3 34 RM 2.2 74.8 II-4 9 RMH 2.7 24.3 II-5 4 RMH 2.7 10.8 11-6 4 RMH 2.7 10.8 ' II-7 6 RMH 2.7 16.2 II-8 32 1 3.7 118.4 SUBTOTAL 191 417.7 AREA III III-1 19 RM 2.2 41.8 III-2 109 RL-1 1.2 130.8 ' III-3 11 RM 2.2 24.2 III-4 10 RMH 2.7 27.0 III-5 18 RM 2.2 39.6 ' III-6 7 C 1.3 9.1 III-7 12 RL-1 1.2 14.4 III-Open Space 16 OS 1.1 17.6 SUBTOTAL 202 304.5 AREA IV IV-1 16 RM 2.2 35.2 IV-2 8 RM 2.2 17.6 IV-3 9 RM 2.2 19.8 IV-4 53 MD 2.7 143.1 ' IV-5 22 1 3.7 81.4 IV-6 4 C 1.3 5.2 SUBTOTAL 112 302.3 TOTAL 1099.7 * Average annual Demand Coefficients listed are per Table 3-8 "Existing Demand Coefficients" on Page 3-10 of "The City of Huntington Beach Water System Master ' Plan", Boyle Engineering Corporation, June 1988. Holly-Seaclif f Specific Plan' �ssoct�rEs Technical Appendix September, 1991 36 2. Ellis-GoldenwestSpecific Plan Area: ' DEMAND AREA LAND USE *AVERAGE AVERAGE AREA (ACRE) ANNUAL ANNUAL DEMAND DEMAND COEFFICIENT (GPM) ' (GPM/ACRE) Southwest 56 RE 1.2 67.2 Central 46 RE 1.2 55.2 Southeast 55 RE 1.2 66.0 SUBTOTAL 157 188.4 TOTAL 188.4 3. Offsite Area North of Area 1-1: DEMAND AREA LAND USE *AVERAGE AVERAGE AREA (ACRE) ANNUAL ANNUAL DEMAND DEMAND COEFFICIENT (GPM) (GPM/ACRE) Open Space 6.7 OS 1.1 7.4 Residential 3.4 RE 1.2 4.1 SUBTOTAL 10.1 11.5 TOTAL 11.5 GRAND TOTAL AVERAGE ANNUAL DEMAND 1299.6 GPM * Average annual Demand Coefficients listed are per Table 3-8 "Existing Demand Coefficients" on Page 3-10 of "The City of Huntington Beach Water System Master Plan", Boyle Engineering Corporation, June 1988. 1 Holly-Seacliff Specific Planssocuies Technical Appendix September, 1991 37 DOMESTIC WATER * LAND USE LEGENDAND DEMAND COEFFICIENTS ANNUAL AVERAGE DEMAND ' LAND USE LEGEND COEFFICIENT (GPM/ACRE) RE Estate Residential 1.2 0-4 DU/AC RL-1 Low Density Residential 1 1.2 4-7 DU/AC RL-2 Low Density Residential 2 1.2 4-7 DU/AC I RM Medium Density Residential 2.2 7-15 DU/AC RMH Medium-High Density Residential 2.7 15-25 DU/AC MD Mixed Development 2.7 �. C Commercial 1.3 I Industrial 3.7 OS Open Space 1.1 - Potential School Sites 0.026 GPM/Student ** PEAKING FACTORS PERCENT OF AVERAGE PEAKINGFACTOR DATE(S) ANNUAL DEMAND Maximum Month July 1985 128 Peak Week August 7-13, 1983 162 Maximum Day June 1, 1982 243 1 Peak Hour N/A 400 * Average annual Demand Coefficients listed are per Table 3-8 "Existing Demand Coefficients" on Page 3-10 of "The City of Huntington Beach Water System Master �i Plan", Boyle Engineering Corporation, June 1988. ** Peaking Factors listed are per Table 3-11, "Peaking Factors" on Page 3-14 of 'The City of Huntington Beach Water System Master Plan",Boyle Engineering Corporation, June 1988. Holly-Seacliff Specific Plan A%X=ALDEN a Technical Appendix VnSSOCIATES September, 1991 38 VI. RECLAIMED WATER FACILITIES A. Design Criteria The reclaimed water facilities which are required within the Holly-Seacliff project area are shown on the Reclaimed Water Facilities Plan, Exhibit 9, I Section VI.B. The Holly-Seacliff area is a large potential reclaimed water user for the City 1 of Huntington Beach. The City's single connection into the Orange County Water District's (OCWD) proposed Green Acres Reclamation Facilities Project (GAP)requires a supply line to be installed through the Holly-Seacliff project area. This "supply" line connects to the GAP system near the intersection of Ward Street and Garfield Avenue, travels west in Garfield Avenue, turns north in Goldenwest Street and terminates at a proposed terminal storage reservoir located near Sully-Miller Lake. It is anticipated that reclaimed water will be supplied to the proposed terminal storage reservoir during the day, and at night, the stored water will be pumped from the reservoir into a series of "looped" systems which will serve the demands of all the potential users within portions of Huntington Beach. The location of the Holly-Seacliff project requires a large distribution line feeding portions of the overall "looped" system to be built through the project area. This portion of the distribution "looped" system begins at the proposed reservoir near Sully-Miller Lake, travels south in Goldenwest Street and west in Garfield Avenue to the City limits. The demands, sizes and locations of the "supply" line and the distribution "looped"system, as presented in this Technical Appendix, are per Alternative 4 of the OCWD's report titled"Huntington Beach Reclaimed Water Computer ModeI and Economic Analysis" prepared by Boyle Engineering Corporation, dated August 1990. This report identifies the overall users, demands, pressures, line sizes and facilities required to serve the potential users of the Holly-Seacliff Specific Plan A1SOC Technical Appendix sSOClATES September, 1991 39 City of Huntington Beach with reclaimed water. The enclosed Exhibit 9 includes the line sizes and facilities within the Holly- Seacliff project as referenced in the Boyle report, where applicable, along with additional smaller service lines which are required to serve the onsite project development. The demand calculations and network analyses calculations and diagrams for the Holly-Seacliff Reclaimed Water System are included in Section VI.C. of this appendix. The demand calculations presented for the Holly-Seacliff project are based upon average annual demands calculated from set demand coefficients accepted by the OCWD and the City of Huntington Beach, Public Works Department, Water Division. These accepted average demand coefficients are determined by applying an anticipated percentage for irrigation use to the domestic demand coefficients. The peak demands are then determined by applying both a peaking factor and a duration factor for time of operation. The peaking factor used was 2, the daytime duration factor was 15 hours, and the evening time duration factor was 8 hours. These demand calculations are summarized for each Planning Area and are presented in Section VI.C. Examples for determining the reclaimed water peak demands for both day and night hours are as follows: Assume residential land use (RE) and an area of 6 acres (Area 1-1) :. Peak night demand = 6 AC X (1.2 �) 50% X 2 X a nay: X 2 1 n = 21.6 GPM(night) & Peak day demand = 6 AC X (1.2 ) 50% X 2 X ' X � = 11.5 GPM(day) Network analyses calculations and diagrams for the Holy-Seacliff project have been made for 2 conditions: 1) Using the demands and pipe sizes for ultimate service to ALL of the potential City us-rs as identified in the Boyle report (see diagram 1, Page 59 herein for this `ondition); and 2) Using the demands and pipe sizes required to serve ONLY the Holly-Seacliff area and Holly-Seacliff Specific Plan �ssoctnrt:s Technical Appendix September, 1991 40 32 acres of the linear park (see diagram 2, Page 60 herein for this condition). The two sets of analysis were performed so that a comparison could be made between the reclaimed water facilities required to serve ALL the potential users within this portion of the City and the facilities needed for ONLY the project development. It is anticipated that developers will install the Green Acres Project reclaimed water facilities as suggested by the City of Huntington Beach per the Boyle report. However, developers are eligible for credit or Y P � P g reimbursement for all of the cost incurred for the installation of the 20" supply line within the project boundary and for all of the oversized mains PP Y P l rY which are required to serve ALL other reclaimed water users within the system as identified in this Technical Appendix. Such credit or reimbursement requests must be reviewed and approved by the Director of Public Works. Holly-Seacliff Specific Plan '%X=ALDEN & Technical Appendix SSOC[ATES September, 1991 41 I I TO OTHER POTENTIAL USERS W CITY I PROPOSED BOOSTER STATION LEGEND \,. f sionicE�ETucMrliaA�TloN�es12E SULLY TO BE DETERMINED BY OTHERS) MILL ERI i LAKE 1 ti INDICATES RIGHT F WAY INDICATES PROJECT BOUNDARY I ' EWS —AVENUE I I i .._I. _ —'— I I � ALONO OWAMS __ - _" •6L—__ Bl g, _ ��`•�\ — — s aARFIELD 2' j INDICATES PROPOSED RECLAIMED WATER SUPPLY LINE • rA,­ IA6/1BOR1 I. Obi , � \ � ♦. I .. .• �' 11 __ Poij6�� I I I _�1�i -,,1 .�,. I ,!l,_—1, .1;�; ,. U I I �-- 11 ,I ,. I � III. NOTE: 1 111; ;I RECLAIMED DISTRIBUTION SYSTEM TO BE SUPPLIED BY DOMESTIC WATER UNTIL RECLAIMED WATER IS AVAILABLE. APPROPRIATE BACK FLOW PREVENTORS l• I I �' \ I 'I TO BE INSTALLED. ERNEST AVENUE U OY OTHER,POT IA th 0 I I•I . I ' / LP N,O SUPPLY LINE FROA a A► NEIGNBORIIODD RAWf ALOV�COWARDS °QQP 70 SULLY MILLER LAKE zALONG GOtNARD '�• " HOLLY—SEACLIFF PROJECT "n.'I• �r'Tb� BETWEEN ELLIS B °� ALONGGOL9EyNW BErWEENELLIS B 1 .I .�; RECLAIMED WATER USERS: O.• / 6AItf IELD �` 3 B [N LLIS iV ' ALONG•MAIN BETWEEN.' I 0 6ARFIEID �—_— I • °Acy�a�9� r I D AVENa7DNBCARs �I D PUBLIC OPEN SPACE AREAS JJ GARFlEID AVENUE ADDICBACI ST � GARFIELD AVENUE COMMUNITY PARKS ALONG GARFIELD- ----_- --•' -- p L ❑2 '%. ' ,`•_,III ^' �' RO 3 BETWEEN EDWARDS �,°Y I 1 •!' �• ,^\'.L , V°p B SADDLEBACK Nay 1 y, a 01/a OAR FIELD 03 ARTERIAL STREET PARKWAYS AND �' ,'• ` b ?CT' A ACRES I00°SP,t +l O rmiv WE[N OQOENWE97 t ',�' ALONG MAIN MEDIAN ISLANDS v P (� �� 1�IN(IGNBORNOOD PARK E�a,�OA\`f� B MAIN i , j �, BETW[EM GMFIcIp LJ D'•Y NOTE - - �' o �• � WITHIN THELIMIT F THE H Y—SEAI:LIFF I OK EN ACR P T S O E CLL - •i I SLS1_E_N AT WAIa3J • ��� _� y(�4 -- 4 � CONNECTION AT MAID STREET T PROJECT DEVELOPERS ARE REQUIRED O INSTALL o . —I THE GREEN ACRES RECLAIMED WATER FACILITIES AS SUGGESTED BY 'THE CITY OF HUNTINGTON BEACH PER THE BOYLE REPORT AND AS SHOWN HEREON. HOWEVER,DEVELOPERS ARE L ELIGIBLE FOR CREDIT OR REIMBURSEMENT FOR Y -- '-� ALL OF THE COSTS INCURRED FOR THE INSTALLA- / — - .. ir � it N OF THE IT I 1 0 E 20"SUPPLY LINE WITHIN THE PROJECT BOUNDARY 61 FOR ALL OF THE OVERSIZED - i MAINS WHICH ARE REQUIRED TO SERVE ALL OTHER RECLAIMED WATER USERS WITHIN THE II SYSTEM,OUTSIDE OF THE PROJECT BOUNDARY, III �I 1 'V AS IDENTIFIED IN THE SPECIFIC PLAN TECHNICAL I ' / APPENDIX . I' I L j I / YORKTOWN AVENUE I / VV 1 / TO 9EACLIFF \ GOLF oo 6E\ , t \ GRAPHTC SCALE; c` 1 CITY OF HUNTINGTON BEACH RIMLAIMED WATER FAr`,.'o`3LlTlES PLAN ALDEN cmL oIW.NKM H0LLY-3ENC'LFF AREA OPECO C [PIL'AH dE WWSSOCIATES Um I."COrAK.EIIR9 AI*.R "-cA MT'la plq EAo-ono ra:AAo-"to OWB-273-2 V I . B. EXHIBIT 9, PAGE 42 C. Demand Calculations and Network Analyses Demand Calculations: 1. Holl -Seacliff Area Specific Plan: iPEAK DEMAND DEMAND AREA AREA LAND *AVERAGE AVERAGE NIGHT DAY -_C Q P! USE ANNUAL ANNUAL (GPM) (GPM) DEMAND DEMAND COEFFICIENT (GPM) (GPM/ACRE) AREA I 1-1 6 RE 1.2 X 50% 3.6 11.5 1-2 26 RE 1.2 X 50% 15.6 Mvv �21.6 93.6 49.8 1-3 16 RE 1.2 X 50% 9.6 `57.6 30.7 I-Open Space 16 OS 1.1 X 100% 17.6 105.6 56.2 SUBTOTAL 64 46.4 278.4 148.2 AREA II II-1 62 RL-2 1.2 X 50% 37.2 223.2 118.8 II-2 40 RM 2.2 X 40% 35.2 211.2 112.4 II-3 34 RM 2.2 X 40010 29.9 179.4 95.5 II-4 9 RMH 2.7 X 30% 7.3 43.8 23.3 II-5 4 RMH 2.7 X 30% 3.2 19.2 10.2 II-6 4 RMH 2.7 X 30% 3.2 19.2 10.2 11-7 6 RMH 2.7 X 3001b 4.9 29.4 15.7 11-8 32 1 3.7 X 20% 23.7 142.2 75.7 SUBTOTAL 191 144.6 867.6 461.9 AREA III III-1 19 RM 2.2 X 40% 16.7 !100.2 53.3 1I1-2 109 RL-1 1.2 X 50% 65.4 1392.4 208.9 III-3 11 RM 2.2 X 40% 9.7 i 58.2 31.0 III-4 10 RMH 2.7 X 30% 8.1 � 48.6 25.9 III-5 18 RM 2.2 X 40010 15.8 i v 94.8 50.5 111-6 7 C 1.3 X 20010 1.8 1 10.8 5.75 III-7 12 RL-1 1.2 X 50010 7.2 `,-43.2 23.0 III-Open Space Q OS 1.1 X 100% 17.6 105.6 56.2 SUBTOTAL 202 142.4 854.4 454.9 AREA IV IV-1 16 RM 2.2 X 40010 14.1 84.6 45.0 IV-2 8 RM 2.2 X 40010 7.0 42.0 22.4 IV-3 9 RM 2.2 X 40% 7.9 47.4 25.2 IV-4 53 MD 2.7 X 30% 42.9 257.4 137.0 IV-5 22 I 3.7 X 20% 16.3 97.8 52.1 IV-6 4 C 1.3 X 20% 1.0 6.0 3.2 SUBTOTAL 89.2 535.2 284.9 TOTAL 422.6 2535.6 1350.0 * Average Annual Reclaimed Water Demand Coefficients listed are based on a percentage for anticipated irrigation use applied to the average annual demand coefficients for all domestic use per Table 3-8"Existing Demand Coefficients" on Page 3-10 of "The City of Huntington Beach Water System Master Plan", Boyle Engineering Corporation, June 1988. Boyle Engineering utilized these same percentages for irrigation use in their report for reclaimed water system for O.C.W.D. See page 45 herein. Holly-Seacliff Specific Planssocures Technical Appendix September, 1991 43 2. Ellis-GoldenwestSpecific Plan Area: PEAK DEMAND ' DEMAND AREA AREA LAND *ANNUAL AVERAGE NIGHT DAY (ACRE) USE DEMAND ANNUAL (GPM) (GPM) COEFFICIENT DEMAND (GPM/ACRE) (GPM) Southwest 56 RE 1.2 X 50% 33.6 201.6 107.3 Central 46 RE 1.2 x 50% 27.6 165.6 88.7 Southeast 55 RE 1.2 x 50% 33.0 198.0 105.4 SUBTOTAL 157 94.2 565.2 300.9 TOTAL 94.2 565.2 300.9 3. Offsite Area North of Area I-1: i PEAK DEMAND DEMAND AREA AREA LAND *ANNUAL AVERAGE NIGHT DAY (ACRE) USE DEMAND ANNUAL (GPM) (GPM) COEFFICIENT DEMAND (GPM/ACRE) (GPM) Open Space 6.7 OS 1.1 X 100% 7.4 44.4 23.6 Residential 3.4 RE 1.2 x 50% 3.7 22.2 11.8 SUBTOTAL 10.1 11.1 66.6 35.5 TOTAL 11.1 66.6 35.5 GRAND TOTAL PEAK NIGHT DEMAND = 3170 GPM * Average Annual Reclaimed Water Demand Coefficients listed are based on a percentage for anticipated irrigation use applied to the average annual demand coefficients for all domestic use per Table 3-8"Existing Demand Coefficients" on Page 3-10 of "The City of Huntington Beach Water System Master Plan", Boyle Engineering Corporation, June 1988. Boyle Engineering utilized these same percentages for irrigation use in their report for reclaimed water system for O.C.W.D. See page 45 herein. Holly-Seacliff Specific Plan ASSOCIATES Technical Appendix September, 1991 44 RECLAIMED WATER LAND USE LEGEND AND DEMAND COEFFICIENTS AVERAGE ANNUAL DEMAND LAND USE LEGEND COEFFICIENT (GPM/ACRE) RE Estate Residential 1.2 x 509o' = 0.6 0-4 DU/AC RL-1 Low Density Residential 1 1.2 x 50016 = 0.6 4-7 DU/AC RL-2 Low Density Residential 2 1.2 x 50% = 0.6 4-7 DU/AC RM Medium Density Residential 2.2 x 40% = 0.9 7-15 DU/AC RMH Medium-High Density Residential 2.7 x 30% = 0.8 15-25 DU/AC MD Mixed Development 2.7 x 30% = 0.8 C Commercial 1.3 x 20% = 0.3 I Industrial 3.7 x 20% = 0.7 OS Open Space 1.1 x 100% = 1.1 - Potential School Sites 0.026 GPM/Student Holly-Seacliff Specific Plan Technical Appendix 'V=ALDEN & September, 1991 45 VnSSOCIATES �. Network Analyses: WAL•DEN & A S S 0 C I ATE S Civil Engineering - Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 Telephone (714) 660-0110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . HOLLY-SEACLIFF PROJECT NETWORK ANALYSIS ALL POTENTIAL CITY USERS PER BOYLE REPORT INFORMATION SUPPLY April 2, 1991 Number of pipes: 6 Flow unit of measure: GPM Number of junction nodes: 6 File name: SEAS1 Summary of Input Data --------------------- Pipe Data: ----------------------------------------------------------------------------- - --- -- ------------------ Node Node Dia Length H-W Minor Pump FGN Pipe #1 #2 ( in) (ft) Coeff Fact Type Grade ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 71 0 71 24.0 13250.0 120.0 0.0 _ 168.00 72 71 72 20.0 2750.0 120.0 0.0 73 72 73 20.0 1650.0 120.0 0.0 - - 74 73 74 20.0 950.0 120.0 0.0 75 74 75 16.0 2700.0 120.0 0.0 76 75 76 16.0 950.0 120.0 0.0 - - Junction Node Data: ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Node-#--Demand-(GPM)--Elev-( ft)-----Connecting-Pipes ------------------------- 71 0.00 5.0 71 , 72 72 0.00 65.0 72, 73 73 0.00 72.0 73, 74 74 0.00 72.0 74, 75 75 0.00 60.0 75, 76 76 5200.00 0. 1 76 46 Simulation Results Number of trials : 1 Convergence : 0.0000 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Nodes Dia Length Flow Vel Losses (ft) Pump Hd Loss Pipe (0---> ) ( in) ( ft) (GPM) ( fps ) Head Minor Head /1000 ft ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 71 0 71 24.0 13250.0 5200.00 3.69 28.23 0.00 - 2. 13 72 71 72 20.0 27.50.0_ 5200.00__ 5.31._... 14.24 0.00, _ 5. 18 73 72 7320.0 1650.0 5200.00 5.31 8.54 0.00 5. 18 74 73 74 20.0 950.0 5200.00 5.31 4.92 0.00 - 5. 18 75 74 75 16.0 2700.0 5200.00 8.30 41 .44 0.00 _ 15.35 76 75 76 16.0 950.0 5200.00 8.30 14.58 0.00 15.35 Node # Elev (ft) Demand (GPM) Press (psi ) Head (ft) Hydr Grade (ft) ----------------------------------------------------------------------------- 71 5.00 0.00 58.40 134.77 139.77 72 65.00 0.00 26.23 60.53 125.53 73 72.00 0.00 19.49 44.99 116.99 74 72.00 0.00 17.36 40.07 112.07 75 60.00 0.00 4.60 10.62 70.62 76 0. 10 5200.00 24.24 55.94 56.04 Summary of inflows (+) and outflows (-) : Pipe # Flow (GPM) 71 5200.00+ Net system demand: 5200 GPM Maximum-Minimum Summary:u y: ----------------------------------------------------------------------------- Pipe-#----Vel-(fps)----------Pipe-#---HL/1000-ft----------Node-#--Press-(psi ) 75 8.30 75 15:35 71 58.40 76 8.30 76 15.35 72 26.23 72 5.31 72 5. 18 76 24.24 ----------------- ----------------- ----------------- 73 5.31 73 5. 18 73 19.49 72 5.31 72 5. 18 74 17.36 71 3.69 71 2. 13 75 4.60 NOTE: 'HL/1000 ft' does NOT include Minor Losses; and Pipes with zero flow are not included under Minimum 'Vel (fps) ' . 47 W'A'L*D*E•N* & A S S O C I A T E S Civil Engineering - Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 Telephone (714) 660-0110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . HOLLY-SEACLIFF PROJECT NETWORK ANALYSIS ALL POTENTIAL CITY USERS PER BOYLE REPORT INFORMATION DEMAND April 19, 1991 Number of pipes: 41 Flow unit of measure: GPM Number of junction nodes: 33 File name: SEADMI Summary ofInputData - - - Pipe Data: Node Node Dia Length H-W Minor Pump FGN Pipe #1 #2 (in) (ft) Coeff Fact Type Grade ==2 0=====2 20.0 550.0 - 120.0 0.0 _- 290.00 3 2 3 8.0 700.0 120.0 0.0 - - 4 3 4 6.0 1250.0 120.0 0.0 - _ 5 4 5 6.0 700.0 120.0 0.0 6 5 6 6.0 700.0 120.0 0.0 7 6 7 6.0 800.0 120.0 0.0 - - 8 7 8 6.0 1200.0 120.0 0.0 9 8 9 6.0 700.0 120.0 0.0 10 9 10 6.0 500.0 120.0 0.0 - - 11 10 11 6.0 1550.0 120.0 0.0 12 11 12 8.0 600.0 120.0 0.0 13 11 13 8.0 1230.0 120.0 0.0 - - 14 12 14 20.0 1315.0 120.0 0.0 15 4 15 6.0 2080.0 120.0 0.0 16 3 15 8.0 2000.0 120.0 0.0 - - 17 14 15 8.0 950.0 120.0 0.0 - - 18 13 14 6.0 750.0 120.0 0.0 19 13 16 8.0 1680.0 120.0 0.0 20 16 17 8.0 500.0 120.0 0.0 - - 21 17 18 6.0 750.0 120.0 0.0 22 17 19 8.0 680.0 120.0 0.0 23 19 20 8.0 670.0 120.0 0.0 - - 24 20 21 8.0 2580.0 120.0 0.0 - - 25 21 22 8.0 950.0 120.0 0.0 26 22 2 8.0 1970.0 120.0 0.0 27 2 18 20.0 2640.0 120.0 0.0 - - 48 28 9 12 16.0 1248.0 120.0 0.0 29 14 18 20.0 1340.0 120.0 0.0 30 5 23 6.0 300.0 120.0 0.0 - - 31 9 24 16.0 300.0 120.0 0.0 = _ 32 11 25 8.0 600.0 120.0 0.0 33 21 26 6.0 300.0 120.0 0.0 35 25 28 8.0 2350.0 120.0 0.0 - - 48 0 50 16.0 1300.0 120.0 0.0 _ 290.00 50 50 52 16.0 2100.0 120.0 0.0 52 52 54 12.0 4650.0 120.0 0.0 - - 54 54 56 12.0 7450.0 120.0 0.0 56 56 58 12.0 3200.0 120.0 0.0 58 58 60 12.0 1300.0 120.0 0.0 - - 60 60 62 12.0 9600.0 120.0 0.0 62 62 24 16.0 952.0 120.0 0.0 Junction Node Data: Node # Demand (GPM) Elev (ft) Connecting Pipes 2 0.00 61 .0 2, 3, 26, 27 3 0.00 64.0 3, 4, 16 4 0.00 53.0 4, 5, 15 5 0.00 70.0 5, 6, 30 6 0.00 71 .0 6, 7 7 172.80 58.0 7, 8 6 0.00 59.0 8, 9 9 1258.80 41 .0 9, 10, 28, 31 10 0.00 49.0 10, 11 1 11 0.00 80.0 11 , 12, 13, 32 12 0.00 79.0 12, 14, 28 13 0.00 73.0 13, 18, 19 14 0.00 69.0 14, 17, 18, 29 15 565.20 60.0 15, 16, 17 16 0.00 105.0 19, 20 17 0.00 85.0 20, 21 , 22 18 0.00 70.0 21 , 27, 29 19 535.20 78.0 22, 23 20 0.00 70.0 23, 24 21 0.00 50.0 24, 25, 33 22 0.00 31 .0 25, 26 23 66.60 65.0 30 24 211 .20 15.0 31 , 62 25 748.80 74.0 32, 35 26 867.60 47.0 33 28 558.00 35.0 35 50 1080.00 42.0 48, 50 52 744.00 1 .0 50, 52 54 276.00 12.0 52, 54 56 648.00 5.0 54, 56 58 0.00 32.0 56, 58 60 1680.00 48.0 58, 60 62 186.00 5.0 609 62 49 Simulation-Results Number of trials: 5 Convergence • 0.0019 Nodes Dia Length Flow Vel Losses ( ft) Pump Hd LoS Pipe ---(0--->)--( in)---( ft)----(GPM)---(fps)---Head ----Minor ---Head --/1000-fY 2 0 2 20.0 550.0 6355.96 6.49 4. 13 0.00 - 7.51 3 2 3 8.0 700.0 714.61 4.56 7.96 0.00 _ 11 .37 4 3 4 6.0 1250.0 268.53 3.05 9.42 0.00 7.53 5 4 5 6.0 700.0 252. 15 2.86 4.69 0.00 - 6.71 6 5 6 6.0 700.0 185.55 2. 11 2.66 0.00 _ 3.80 8 7 8 6.0 1200.0 12.75 0.14 0.03 0.00 - 0.03 9 8 9 6.0 700.0 12.75 0. 14 0.02 0.00 - 0.03 10 9 10 6.0 500.0 127.04 1 .44 0.94 0.00 _ 1 .88 11 10 11 6.0 1550.0 127.04 1 .44 2.92 0.00 1 .88 12 12 11 8.0 600.0 905.87 5.78 10.59 0.00 - 17.64 13 13 11 8.0 1230.0 273.89 1 .75 2.37 0.00 _ 1 .93 14 14 12 20.0 1315.0 3861 .91 3.94 3.92 0.00 2.98 15 4 15 6.0 2080.0 16.38 0. 19 0.09 0.00 - 0.04 16 3 15 8.0 2000.0 446.08 2.85 9.50 0.00 - 4.75 17 14 15 8.0 950.0 102.74 0.66 0.30 0.00 _ 0.31 18 14 13 6.0 750.0 405.86 4.61 12. 14 0.00 16. 19 19 13 16 8.0 1680.0 131 .97 0.84 0.84 0.00 - 0.50 20 16 17 8.0 500.0 131 .97 0.84 0.25 0.00 _ 0.50 21 18 17 6.0 750.0 505.83 5.74 18.26 0.00 24.34 22 17 19 8.0 680.0 637.80 4.07 6.26 0.00 - 9.21 23 19 20 8.0 670.0 102.60 0.65 0.21 0.00 _ 0.31 24 20 21 8.0 2580.0 102.60 0.65 0.81 0.00 0.31 25 22 21 8.0 950.0 765.00 4.88 12.26 0.00 - 12.90 26 2 22 8.0 1970.0 765.00 4.88 25.41 0.00 - 12.90 27 2 18 20.0 2640.0 4876.34 4.98 12. 14 0.00 _ 4.60 28 12 9 16.0 1248.0 2956.04 4.72 6.73 0.00 5.39 29 18 14 20.0 1340.0 4370.51 4.46 5.03 0.00 - 3.75 30 5 23 6.0 300.0 66.60 0.76 0. 17 0.00 _ 0.57 31 9 24 16.0 300.0 1582.96 2.53 0.51 0.00 1 .70 32 11 25 8.0 600.0 1306.80 8.34 20.87 0.00 - 34.78 33 21 26 6.0 300.0 867.60 9.84 19.83 0.00 - 66. 11 35 25 28 8.0 2350.0 558.00 3.56 16.90 0.00 - 7. 19 48 0 50 16.0 1300.0 3242.24 5. 17 6.32 0.00 - 6.40 50 50 52 16.0 2100.0 2162.24 3.45 6.35 0.00 - 3.02 52 52 54 12.0 4650.0 1418.24 4.02 26. 12 0.00 5.62 54 54 56 12.0 7450.0 1142.24 3.24 28.03 0.00 3.76 56 56 58 12.0 3200.0 494.24 1 .40 2.55 0.00 - 0.80 58 58 60 12.0 1300.0 494.24 1 .40 1 .04 0.00 _ 0.80 60 62 60 12.0 9600.0 1185.76 3.36 38.71 0.00 4.03 62 24 62 16.0 952.0 1371 .76 2. 19 1 .24 0.00 - 1 .30 50 Node # Elev (ft) Demand (GPM) Press (psi ) Head ( ft) Hydr Grade ( ft) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 2 61 .00 0.00 97.44 224.87 285.87 3 64.00 0.00 92.69 213.91 277.91 4 53.00 0.00 93.38 215.49 268.49 5 70.00 0.00 83.98 193.80 263.80 6 71 .00 0.00 82.39 190. 14 261 . 14 7 58.00 172.80 86.71 200. 10 258. 10 8- 59.00 0.00 86.26 199.07 258.07 9 41 .00 1258.80 94.06 217.05 258.05 10 49.00 0.00 90. 18 208. 12 257. 12 11 80.00 0.00 75.48 174.20 254.20 12 79.00 0.00 80.50 185.78 264.78 13 73.00 0.00 79.54 183.56 256.56 14 69.00 0.00 86.54 199.71 268.71 15 60.00 565.20 90.31 208.41 268.41 16 105.00 0.00 65.32 150.73 255.73 17 8S.00 0.00 73.87 170.48 255.48 18 70.00 0.00 88.28 203.73 273.73 19 78.00 535.20 74. 19 171 .21 249.21 20 70.00 0.00 77.57 179.01 249.01 21 50.00 0.00 85.89 198.20 248.20 22 31 .00 0.00 99.43 229.46 260.46 23 65.00 66.60 86.07 198.63 263.63 24 15.00 211 .20 105. 10 242.54 257.54 25 74.00 748.80 69.04 159.33 233.33 26 47.00 867.60 78.59 181 .37 228.37 28 35.00 558.00 78.62 181 .43 216.43 50 42.00 1080.00 103.86 239.68 281 .68 52 1 .00 744.00 118.88 274.33 275.33 54 12.00 276.00 102.79 237.21 249.21 56 5.00 648.00 93.68 216. 18 221 . 18 58 32.00 0.00 80.87 186.63 218.63 60 48.00 1680.00 73.49 169.59 217.59 62 5.00 186.00 108.90 251 .30 256.30 ' 51 Summary of inflows (+) and outflows (-) : Pipe # Flow (GPM) 2 6355.95+ 48 3242.24+ Net system demand: 9598.2 GPM Maximum-Minimum Summary: Pipe # Vel ( fps) Pipe # HL/1000 ft Node # Press (psi ) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 33 9.84 33 66. 11 52 118.88 32 8.34 32 34.78 62 108.90 2 6.49 21 24.34 24 105. 10 ----------------- ----------------- ----------------- 15 0. 19 15 0.04 60 73.49 9 0. 14 9 0.03 25 69.04 8 0. 14 8 0.03 16 65.32 NOTE: 'HL/1000 ft' does NOT include Minor Losses; and Pipes with zero flow are not included under Minimum 'Vel (fps) ' . 52 WA• L• D• E•N .g. A S S O C I A T E S Civil Engineering Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 Telephone (714) 660-0110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . HOLLY-SEACLIFF PROJECT NETWORK ANALYSIS ONLY THE HOLLY-SEACLIFF AREA AND 32 LINEAR PARK ACRES SUPPLY April 2, 1991 Number of pipes: 6 Flow unit- of measure: GPM Number of ,function nodes: 6 File name: SEASUP Summary of Input Data --------------------- Pipe Data: ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Node Node Dia Length H-W Minor Pump FGN Pipe #1 #2 ( in) (ft) Coeff Fact Type Grade ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 71 0 71 16.0 13250.0 120.0 0.0 - 168.00 72 71 72 12.0 2750.0 120.0 0.0 73 72 73 12.0 1650.0 120.0 0.0 74 73 74 12.0 950.0 120.0 0.0 - - 75 74 75 12.0 2700.0 120.0 0.0 76 75 76 8.0 950.0 120.0 0.0 Junction Node Data: ----------------------------------------------------------------------------- - ----------------------------------------------------------------------------- Node # Demand (GPM) Elev (ft) Connecting Pipes 71 0.00 5.0 71 72 72 0.00 65.0 72, 73 73 0.00 72.0 73, 74 74 0.00 72.0 74, 75 75 0.00 60.0 75, 76 76 1690.00 0. 1 76 53 Simulation Results ------------------ Number of trials: 1 Convergence : 0.0000 Nodes Dia Length Flow -Vel Losses ( ft) Pump Hd Loss Pipe (0---> ) ( in) ( ft ) (GPM) ( fps) Head Minor Head /1000 ft 71 0 71 16.0 13250.0 1690.00 2.70 25.37 0.00 - 1 .91 72 71 72 12. 0 2750. 0 1690. 00 4. 79 21 . 37 0. 00 - 7. 77, 73 72 73 12.0 1650.0 1690.00 4.79 12.82 0.00 _ 7. 77 74 73 74 12.0 950.0 1690.00 4.79 7.38 0.00 7. 77 75 74 75 12.0 2700.0 1690.00 4.79 20.99 0.00 - 7.77 76 75 76 8.0 950.0 1690.00 10.79 53. 19 0.00 - 55.99 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Node # Elev ( ft) Demand (GPM) Press (psi ) Head (ft) Hydr Grade ( ft) 71 5.00 0.00 59.64 137.63 142.63 72 65.00 0.00 24.38 56.26 121 .26 73 72.00 0.00 15.79 36.43 106.43 74 72.00 0.00 12.59 29.05 101 .05 75 60.00 0.00 8.69 20.06 80.06 1 76 0. 10 1690.00 11 .60 26.77 26.87 Summary of inflows (+) and outflows (-) : Pipe # Flow (GPM) ------------------------ ------------------------ 71 1690.00+ Net system demand: 1690 GPM Maximum-Minimum Summary: Pipe # Vel ( fps) Pipe # HL/1000 ft Node # Press (psi ) 76 10.79 76 55.99 71 59.64 72 4.79 73 7.77 72 24.38 73 4. 79 74 7.77 73 15.79 ' 73 4.79 75 --------7.77- -74--------12 59 72 4.79 72 7.77 76 11 .60 71 2.70 71 1 .91 75 8.69 NOTE: 'HL/1000 ft' does NOT include Minor Losses; and Pipes with zero flow are not included under Minimum 'Vel (fps) ' . ! 54 . . . . . . . . . . . . . . . . . . . . . . . . . .W.A. L.D.E.N. .&. A S S O C I A T E S Civil Engineering - Land Surveying 18012 Cowan Suite 210 Irvine, California 92714 Telephone (714) 660-0110 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . HOLLY-SEACLIFF PROJECT NETWORK ANALYSIS ONLY THE HOLLY-SEACLIFF AREA AND 32 LINEAR PARK ACRES DEMAND April 2, 1991 Number of pipes: 32 Flow unit of measure: GPM Number of junction nodes : 25 File name: SEADEM Summary of Input Data --------------------- Pipe Data: ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Node Node Dia Length H-W Minor Pump FGN Pipe #1 #2 ( in)-------(ft)------ Coeff--- Fact Type Grade -------------------------- ------------------------- ----------------------------------------------------------------------------- 2 0 2 12.0 550.0 120.0 0.0 - 290.00 3 2 3 8.0 700.0 120.0 0.0 4 3 4 6.0 1250.0 120.0 0.0 5 4 5 6.0 700.0 120.0 0.0 - - 6 5 6 6.0 700.0 120.0 0.0 7 6 7 6.0 800.0 120.0 0.0 8 7 8 6.0 1200.0 120.0 0.0 - - 9 8 9 6.0 700.0 120.0 0.0 _ ` 10 9 10 6.0 500.0 120.0 0.0 11 10 11 6.0 1550.0 120.0 0.0 - - 12 11 12 8.0 600.0 120.0 0.0 - - 13 11 13 8.0 1230.0 120.0 0.0 14 12 14 8.0 1315.0 120.0 0.0 15 4 15 6.0 2080.0 120.0 0.0 - - 16 3 15 8.0 2000.0 120.0 0.0 - - 17 14 15 8.0 950.0 120.0 0.0 - - 18 13 14 6.0 750.0 120.0 0.0 - - 19 13 16 8.0 1680.0 120.0 0.0 - - 20 16 17 8.0 500.0 120.0 0.0 21 17 18 6.0 750.0 120.0 0.0 22 17 19 8.0 680.0 120.0 0.0 - - 23 19 20 8.0 670.0 120.0 0.0 24 20 21 8.0 2580.0 120.0 0.0 25 21 22 8.0 950.0 120.0 0.0 - - 26 22 2 8.0 1970.0 120.0 0.0 27 2 18 8.0 2640.0 120.0 0.0 28 9 12 6.0 1248.0 120.0 0.0 - - 29 14 18 6.0 1340.0 120.0 0.0 - - 30 5 23 6.0 300.0 120.0 0.0 31 9 24 6.0 300.0 120.0 0.0 32 it 25 8.0 600.0 120.0 0.0 - - 33 21 26 6.0 300.0 120.0 0.0 - - 55 Junction Node Data: ----------------------------------------------------------------- Node ## Demand (GPM) Elev (ft) Connecting Pipes 3 0.00 64.0 3, 4, 16 4 0.00 53.0 4, 5, 15 5 0. 00 70.0 5, 6, 30 6 0.00 71 .0 6, 7 7 172.80 58.0 7, 8 8 0.00 59.0 81 9 9 0.00 41 .0 9, 10, 28, 31 10 0.00 49.0 10, 11 11 0.00 80.0 11 , 12, 13, 32 12 0.00 79.0 12, 14, 28 13 0.00 73.0 13, 18, 19 14 0.00 69.0 14, 17, 18, 29 15 565.20 60.0 15, 16, 17 16 0.00 105.0 19, 20 17 0.00 85.0 20, 21 , 22 18 0.00 70.0 21 , 27, 29 19 535.20 78.0 22, 23 20 0.00 70.0 23, 24 21 0.00 50.0 24, 25, 33 22 0.00 31 .0 25, 26 23 66.60 65.0 30 24 211 .20 15.0 31 25 748.80 74.0 32 26 867.60 47.0 33 56 Simulation Results ------------------ Number of trials : 7 Convergence : 0.0028 Nodes Dia Length Flow Vel Losses ( ft) Pump Hd Loss Pipe (0---> ) ( in) ( ft) (GPM) ( fps) Head Minor Head /1000 ft 2 0 2 12.0 550.0 3167.40 8.98 13.68 0.00 - 24.66 3 2 3 8.0 700.0 1294.30 8.26 23.91 0.00 - 34. 16 4 3 4 6.0 1250.0 459.47 5.21 25.46 0.00 _ 20.37 5 4 5 6.0 700.0 316.63 3.59 7. 16 0.00 10.22 6 5 6 6.0 700.0 250.03 2.84 4.62 0.00 - 6.60 7 6 7 6.0 800.0 250.03 2.84 5.28 0.00 - 6.60 8 7 8 6.0 1200.0 77.23 0.88 0.90 0.00 _ 0.75 9 8 9 6.0 700.0 77.23 0.88 0.52 0.00 0.75 10 10 9 6.0 500.0 13.74 0. 16 0.02 0.00 - 0.03 11 11 10 6.0 1550.0 13.74 0. 16 0.05 0.00 _ 0.03 12 12 11 8.0 600.0 375. 18 2.39 2.07 0.00 3.45 13 13 11 8.0 1230.0 387.36 2.47 4.50 0.00 - 3.66 14 14 12 8.0 1315.0 495.41 3. 16 7.59 0.00 _ 5.77 15 4 15 6.0 2080.0 142.84 1 .62 4.87 0.00 2.34 16 3 15 8.0 2000.0 834.83 5.33 30.33 0.00 - 15. 17 17 15 14 8.0 950.0 412.47 2.63 3.90 0.00 - 4. 11 18 14 13 6.0 750.0 255.58 2.90 5. 16 0.00 6.87 19 16 13 8.0 1680.0 131 .78 0.84 0.83 0.00 0.50 20 17 16 8.0 500.0 131 .78 0.84 0.25 0.00 - 0.50 21 18 17 6.0 750.0 525.27 5.96 19.58 0.00 _ 26. 10 22 17 19 8.0 680.0 393.48 2.51 2.56 0.00 3.77 23 20 19 8.0 670.0 141 .72 0.90 0.38 0.00 - 0.57 24 21 20 8.0 2580.0 141 .72 0.90 1 .47 0.00 _ 0.57 25 22 21 8.0 950.0 1009.32 6.44 20.48 0.00 21 .55 26 2 22 8.0 1970.0 1009.32 6.44 42.46 0.00 - 21 .55 27 2 18 8.0 2640.0 863.78 5.51 42.65 0.00 - 16. 15 1 28 12 9 6.0 1248.0 120.24 1 .36 2. 12 0.00 _ 1 .70 29 18 14 6.0 1340.0 338.52 3.84 15.50 0.00 11 .57 30 5 23 6.0 300.0 66.60 0.76 0. 17 0.00 - 0.57 31 9 24 6.0 300.0 211 .20 2.40 1 .45 0.00 _ 4.83 32 it 25 6.0 600.0 748.80 4.78 7.44 0.00 12.40 33 21 26 6.0 300.0 867.60 9.84 19.83 0.00 - 66. 11 57 Node~# Elev ( ft) Demand (GPM) Press (psi ) Head ( ft) Hydr Grade ( ft) ----------------------------------------------------------------------------- ' 2 61 .00 0.00 93.30 215.32 276.32 3 64.00 0.00 81 .64 188.40 252.40 4 53.00 0.00 75.37 173.94 226.94 5 70.00 0.00 64.91 149.78 219.78 6 71 .00 0.00 62. 47 144. 16 215. 16 7 58.00 172.80 65.82 151 .88 209.88 8 59.00 0.00 64.99 149.98 208.98 9 41 .00 0.00 72.56 167.46 208.46 10 49.00 0.00 69. 10 159.46 208.46 11 80.00 0.00 55.69 128.51 208.51 12 79.00 0.00 57.02 131 .58 210.58 13 73.00 0.00 60.67 140.01 213.01 14 69.00 0.00 64.64 149. 17 218. 17 15 60.00 565.20 70.23 162.07 222.07 16 105.00 0.00 47. 17 108.84 213.84 17 85.00 0.00 55.94 129.09 214.09 18 70.00 0.00 70.92 163.67 233.67 19 78.00 535.20 57.86 133.53 211 .53 20 70.00 0.00 61 .50 141 .91 211 .91 21 50.00 0.00 70.80 163.38 213.38 22 31 .00 0.00 87.90 202.86 233.86 23 65.00 66.60 67.00 154.61 219.61 24 15.00 211 .20 83.20 192.01 207.01 25 74.00 748.80 55.06 127.07 201 .07 26 47.00 867.60 63.50 146.54 193.54 Summary of inflows (+) and outflows (-) : Pipe # Flow (GPM) ------------------------ ------------------------ ' Net system demand: 3167.4 GPM 2 3167.40+ ! Maximum-Minimum Summary: ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Pipe-#----Vel-(fps)----------Pipe-#---HL/1000-ft----------Node-#--Press-(psi ) 33 9.84 33 66. 11 2 93.30 2 8.98 3 34. 16 22 87.90 --3---------8---- ----------------- --4--------83_20- 30 0.76 19 0.50 11 55.69 it 0. 16 it 0.03 25 55.06 10 0. 16 10 0.03 16 47. 17 NOTE: 'HL/1000 ft' does NOT include Minor Losses; and Pipes with zero flow are not included under Minimum 'Vel ( fps) ' . 1 ! 58 WARNER AVENUE 58 56 56 54 54 12„ LEGEND: Q� 12 2© INDICATES NODE NUMBER 00 G �� 'lG�Op�. Lo CORRESPONDING TO CALCULATIONS OGOJ� (;E `v`I` 52 ® INDICATES PIPE NUMBER Gp�S r. 16" CORRESPONDING TO CALCULATIONS 1 E' INDICATES PIPE SIZE `n 1 6" CORRESPONDING TO CALCULATIONS - 167 20" 9598.19 GPM SULLY— '�� O O 66 G 20'' 0 DEMAND MILLER 5200 GPM LAKE 75 SUPPLY 2 4?, Oic 23 " 30 " 5 5 " 4 " 4 3 " 3 2 126 22 � / ELLIS AVENUE S T° p8 ° to _ INJ '9'QFq NiN = N� ° GQ Ln co �'' SUPPLY LINE 21 6" 16 _ �$61 TO OSULLLYY— 6"�o Q om'\\ 62 Q o0 3 N MILLER LAKE 26 15 9 h 8 Mob7- S o 24 r .�0Uo wE5GO N NO SCALE 1258.8 GPM 9 �4�'� 20" 20" 20" 20" 20" 24" 24" ORANGE CO. " LINEAR PARK ,�0 6" 28 12 14 14 29 �' 18 74 74 73 -3 72 72 E71� 71 0 GARFIELD AVENUE _ �., 8" 20" WARD STREET 10 00 '— '- �u �n do CONNECTION a r 8" N p O 8\ TO GAP r " ' N 8"" 13 " 13 8" 17 22 19 S`2;3 20 0 T S 1 G0M 25 8 9 16 8" 41?1 �4$•8 M�NG $" ALDEN 8C CIVIL ENGINEERS PLANNERS S S C CIATE S LAND SURVEYORS 8,. ' 5 G0G 28 18012 COWAN, SUITE 210, IRVINE, CA 92714 (714) 660-0110 FAR: 660-0418 COVR HOLLY--SEACLIFF PROJECT NETWORK ANALYSIS - ALL POTENTIAL CITY USERS PER BOYLE REPORT INFORMATION DIAGRAM I, PAGE 59 Z3ZS LEGEND: SAS_ 2© INDICATES NODE NUMBER Ylo CORRESPONDING TO CALCULATIONS 2 ® INDICATES PIPE NUMBER �---- CORRESPONDING TO CALCULATIONS �-� 1 INDICATES PIPE SIZE CORRESPONDING TO CALCULATIONS i ' 12" �\ 3167.4 GPM SULLY— Ap�66s� 12" 0 DEMAND MILLER �,qNS G'p N 1690 GPM LAKE N�Nc 12" 75 SUPPLY Fq O 23 30 5 5 4 4 " 3 " 3 " 2 n 26 22 ELLIS AVENUE 1pp?6Cp it r = 7 7 6 t5co � w SUPPLY LINE 21 6" Ln FROM GAP g^ g61Q % TO SULLY— OD w r. U-) MILLER LAKE 26 _ r pG' 2 GpM 15 0 24 r 8 565' S 0 _ t0 �w cv NO SCALE 6" 9 12" 12" 12" 12" 12" 16" 16" 6" �.p 28 ^ 12 14 " 14 29 18 74 74 73 73 72 72 1 71 0 10 8" GARFIELD AVME 12 y N � " WARD STREET 8„ N 8„ 8„ 8„ & CONNECTION 7.7 TO GAP 11 8" 13 13 8" 17 22 19 23 20 `�► o TpS3S 8" N A 2 Gp 8 G0M 25 19 16 8" �Eq�'9�Ni 11 14$• N1NG n' �0 AREN 11, CIVIL ENGINEERS ALDEN & i PLANNERS S S 0 C IATE S LAND SURVEYORS 18012 COWAN, SUITE 210, IRVINE, CA 92714 (714) 660-0110 FAX: 660-0416 HOLLY-SEACLIFF PROJECT NETWORK ANALYSIS - ONLY THE HOLLY-SEACLIFF AREA AND 32 LINEAR PARK ACRES DIAGRAM 2, PAGE 60 VII. STORM DRAIN FACILITIES A. Design Criteria The hydrologic analyses presented in this Appendix were performed according to the Orange County Environmental Management Agency (O.C.E.M.A.) 1986 Rational Method procedures. The geology, soils, and land use information were used per the O.C.E.M.A. 1986 Hydrology Manual, and a 25 year frequency storm was analyzed. The study area is comprised of four (4) major tributary areas located in the central portion of the City of Huntington Beach. The proposed land uses within this study area consist of various residential densities with some commercial, industrial and open space uses as shown on the General Development Plan, Exhibit 1, Page 4. The pervious area fraction and effective pervious area loss rates for each land use within the study area are per the O.C.E.M.A. 1986 Hydrology Manual Figure C-4. The soils maps from the O.C.E.M.A. Manual indicate that the study area consists of soils group "D'. This soil type designates the effects of infiltration caused by soil surface characteristics. The 25 year storm event analysis was made for the Holly-Seacliff Specific Plan area.' Natural storm runoff from the study area is very erratic with almost no flow for several months during the dry season. Low flow runoff due to development is considered minimal and therefore was not considered a factor when analyzing the 25 year frequency storm event. As noted earlier above, the Holly-Seacliff study area consisted of four (4) tributary areas. This study area also included other offsite areas ' contributing to the "onsite" storm drain systems. The first major tributary area consists of flows collected from the northwest and central portions of Holly-Seacliff Specific Plan �LDEN & Technical Appendix SSOCIATES September, 1991 61 the project(primarily the west portion of Ellis-Goldenwest Specific Plan area P J P Y and the northeast portion of Planning Area I). The flows from these areas are conveyed primarily in an underground storm drain system, transported north, outletted into an open swale, transported north under Ellis Avenue in a multiple pipe culvert, and then drain northerly in swales beyond the project limits to Huntington Central Park. The total 25 year runoff from this area was calculated to be 138 cfs. The storm drain runoff fora small, far west, ' portion of Planning Area I drains westerly into the Bolsa Chica area. Reference is made to the Hydrology Plan, Exhibit 11, Page 72 for this tributary boundary identification. ' The second primary tributary area consists of flows collected from the northeast portion of the project which ultimately cross under Ellis Avenue to the north and outlet into Sully-Miller Lake (primarily the east portion of the Ellis-Goldenwest Specific Plan area, the majority of Planning Area II, the northeast portion of Planning Area III, a west portion of Planning Area IV and approximately 210 acres of developed offsite property to the northeast of the project). Reference is again made to the Hydrology Plan for this tributary boundary identification. The analysis for this tributary area identified the need for storm drain conduits throughout the area as a means to improve drainage to accommodate project development. The total 25 year runoff from this tributary area ultimately draining into Sully-Miller Lake was ' determined to be 773 cfs. This runoff is slightly larger than the runoff calculated in the G.P.A./EIR No. 89-1 due to two factors. The first is that subsequent to the City's adoption ' of the G.P.A./EIR, the City has revised the recently installed Garfield storm drain system criteria. Originally, a small portion of the Holly Property (Planning Area II) was to drain south into the Garfield line. However, due to the lack of this system's capacity much further down stream, this tributary ' area within the Holly Property is now to be redirected in an underground storm drain system to the north and is to cross under the realigned Gothard ' HollY-Seacliff � k Specific Plan LDEN LDEN TES Technical Appendix September, 1991 62 ' Street along with the flows addressed in the G.P.A./EIR. This slight addition ' of runoff through the Holly Property system makes no significant change in the discussion, exhibits or impacts as addressed in the G.P.A./EIR. Secondly, also following the adoption of the G.P.A./EIR, a viable alternative to the open channel drainage through the Holly Property was analyzed. This current ' alternative assumed underground conduits within the existing swales to transport the collected runoff flows ultimately to Sully-Miller Lake as shown on the enclosed Hydrology Plan Exhibit. The ground above the conduits should be graded in an open swale configuration so as to accommodate local adjacent runoff and to convey the additional flows of the 100 year storm. Although the underground conduit system results in slightly larger runoff ' flows, this current alternative poses no additional significant impacts to the environment from what was demonstrated in the G.P.A./EIR. 1 Sully-Miller Lake is the disposal point for the runoff of this second primary tributary area. This disposal point was analyzed in more detail for both the 100 year storm frequency and the Probable Maximum Precipitation event. rReference is made to Sections VII. B., C. and F. for the Sully-Miller Lake Study. r The third primary tributary area consists of flows collected in the westerly rand southwesterly portion of the site. The westerly draining areas discharge through designated Open Space areas and existing drainage courses to the lower lying Bolsa Chica area. With proper outlet protection from man-made facilities, there does not appear to be any significant drainage impacts from these areas due to the slight increase in discharge from the project development. The southwesterly draining areas all discharge through the Seacliff Golf Course. These discharges all pass through an existing detention ' basin at the downstream end of the golf course which was designed to accommodate flows from this project development. 1 The fourth primary drainage area consists of flows leaving the project area ' HollY-Seacliff Specific Plan '�=ALSOC a� SSOCIATES Technical Appendix September, 1991 63 to the east and southeast portion of the site. The easterly discharges consist primarily of surface flows draining onto Garfield Avenue. The proposed flows onto Garfield Avenue have been included in the City's design of the recently constructed 42" Garfield storm drain line. The remaining flows from this area of the project drain southeasterly onto Main Street, Yorktown Avenue, ' and Clay Avenue. The proposed project areas draining southeasterly have the same (or similar) land uses as those used when the existing downstream storm ' drain systems were designed and constructed and should not adversely impact the downstream conditions. Each of the four (4).major tributary areas discussed above are shown on the ' Hydrology Plan Exhibit and the appropriate Rational Method calculations for the 25 year storm event can be found in Sections VII, D. and F. respectively. Although the runoff from these four (4) major tributary areas, due to development,does not appear to significantly impact the environment,proper ' outlet facilities must be designed and constructed as required to reduce what impacts may occur. Although the runoff rates, as calculated, appear to be within a range to be accommodated by the existing downstream storm drain systems, impacts to these existing systems may occur based upon the adoption of the new 1986 hydrology procedures by the County of Orange. It has been experienced that by using the new hydrology method, flows for a 25 ' year frequency storm(assuming all field characteristics remain the same) are ' increased by 15-40% over what was determined by using the old hydrology method. Further detailed studies should be completed prior to specific development to determine actual capacities of downstream systems. Dependent on the methods utilized to design the existing downstream systems, the increase of design runoff due to development and the new hydrology procedures could be considered to have a significant impact. The recommended storm drain pipe sizes for the HollY-Seacliff area are ' shown on the Storm Drain Facilities Plan, Exhibit 12, Page 73. ' Holly-Seacliff Specific Plan ASSOCIATES LDEN Technical Appendix September, 1991 64 ' B. Sully-Miller Lake Study ' Sully-Miller Lake is the disposal point for the natural runoff of the northeast Y P ' portion of the project site as well as other off-project areas of the City. Its current use is a retention basin for this drainage. The lake is the result of ' the excavation of sand and gravel by Sully-Miller Contractors and has been in existence since the late nineteen fifties. The pit is fed by ground water and runoff, thus forming the lake. Only a portion of the pit is water filled. The side banks are nearly vertical extending 40 to 60 feet above the water's surface and are subject to excessive erosion. The lake's watershed consists of a mushroom farm (directly west of the lake), oil fields (on and off the Holly-Seacliff property), a fire station, an automobile repair facility, the police pistol range, horse stables, portions of the Holly-Seacliff project area, and offsite residential development (to the northeast). ' The water level in the lake fluctuates considerably during the year and is primarily controlled by the ground water table, however, storm runoffs do ' raise the lake's water surface level. Previously this rise would continue until the water level reached the existing overflow outlet system which has an invert in Sully-Miller Lake at elevation 6.6 feet above MSL. The overflow outlet drain is located at the north end of the lake (opposite the culverrt crossing in Ellis Avenue) and runs underground through the landfill area bordered by Goldenwest Street and Talbert Avenue. The terminus point of this overflow outlet drain is Talbert Lake to the north. This drain is presently inoperative due to a collapsed portion of the drain pipe under the landfill area. Consequently, all of the storm runoff must now percolate into the ground, evaporate, or be retained as a lake. ' The purpose of the Sully-Miller Lake Study was to provide a preliminary design for the replacement of the existing inoperative overflow/outlet drain pipe. The analysis was made to first determine a pipe size which could accommodate a 100 year storm runoff, and then second, to analyze the HollY-Seacliff Specific Plan ALDEN & ' Technical Appendix SSOCIATES September, 1991 65 effect of a Probable Maximum Precipitation event through this proposed outlet drain. Predetermined sets of control criteria which were imposed by the City, are referenced within this appendix, and have been used throughout ' the preliminary design analysis of the new outlet drain. Although the City has set the criteria and has required the technical analysis of the ' overflow/outlet drain to be performed as a part of the Specific Plan, this analysis shall in no way bind the developers with the responsibility to construct or pay for this overflow/outlet drain system. The proposed size of the overflow/outlet drain pipe was determined by routing the drainage basin 100 year storm runoff hydrograph into Sully-Miller ' Lake and out through the outlet drain utilizing the criteria established by the City. The criteria are as follows: ' a) The proposed overflow/outlet drain pipe must gravity flow to the Talbert Lake terminus. b) The invert at Talbert Lake must remain as it exists at -1.6 mean sea level (MSL) and the water surface in Talbert Lake is to be set at 0.0 MSL. ' c) Sully-Miller Lake is to be filled to the invert of the proposed outlet pipe at time zero. d) The maximum water surface elevation in Sully-Miller Lake should not ' exceed the soffit elevation of the downstream end of the Ellis Avenue culvert for: a) A 100 year storm event b) Two back to back 100 year storm events which occur 24 hours apart. The soffit elevation at the Ellis culvert has not yet been precisely ' determined, but should be around elevation 15.6 MSL. (In the event of a 100 year storm event, the proposed desilting basin between the Ellis Avenue culvert outlet and Sully-Miller Lake would be allowed to be filled). e) Using the outlet pipe determined for the 100 year event, during a PMP event, Sully-Miller Lake should not fill to an elevation exceeding 42 MSL. An analysis was made to determine the minimum pipe size which could convey the required runoff while meeting the established design criteria. The ' invert of the outlet pipe from Sully-Miller Lake was lowered from the existing elevation of 6.6 to an elevation of 2.5. This lowering allowed for the Holly-Seacliff Specific Plan �ssOCI TES Technical Appendix September, 1991 66 ' full utilization of the outlet pipe while still maintaining a minimum pipe ' slope to the Talbert Lake terminus. The 100 year storm discharge hydrograph was created by utilizing a computer software package which first converted the 25 year storm event Rational Method analysis to a 100 year storm event and then to a 100 year unit hydrograph. The 100 year peak rainfall discharge for a single storm was ' determined from the hydrograph to be approximately 900 cfs with a total runoff volume of 146 acre-feet (AC-FT). Given these design parameters and criteria, the minimum pipe diameter for the overflow/outlet drain pipe was determined to be 48 inches. This pipe size resulted in a maximum water surface (W.S.) elevation for a single 100 year ' storm of 14.4 MSL and for a repeat 100 year storm in 24 hours the W.S. was 15.4 MSL. The 25 year storm routed through the lake created a W.S. of 12.2 ' MSL. All calculations for the 25 year Rational Method, the 100 year and 25 year unit hydrographs and flood hydrograph routings are included in Section ' VII.F. Reference is made to the Sully-Miller Lake Study Plan, Exhibit 10, and the attached calculations. The 48" outlet pipe was analyzed for a Probable Maximum Precipitation ' (PMP) event. This analysis was made to see that the 48" diameter outlet pipe for the lake would accommodate water surface elevation below the City ' defined acceptable level of 42 MSL. Probable Maximum Precipitation is defined as the most severe combination of meteorological occurrences considered reasonably possible in a particular region. PMP is considered the practical upper limit of available precipitable water over an area as estimated by the Hydrometeorological Branch of the National Weather Service. The local storm PMP was calculated for this ' study area using the steps and procedures from Hydrometeorological Report (HMR) No. 49, "Probable Maximum Precipitation Estimates, Colorado River, Holly-Seacliff Specific Plan AjdU ALDEN & ' Technical Appendix SSOCIATES September, 1991 67 and Great Basin Drainages" (September, 1977). Experience has shown that ' the greatest short duration rainfalls occur on smaller areas. Because of the small size of the tributary area to the Sully-Miller Lake, the "local storm" ' type was assumed to be the most applicable for this PMP determination. ' The outlined procedures of HMR No. 49 cover all of California storm durations between 15 minutes and 6 hours and drainage areas between 1 and ' 500 mil. "Local storm" PMP is applicable to the warm season between May and October. Copies of the HMR required steps and the HMR figures and tables used in the analysis have been included as reference with the calculations in Section VII.F. Record storms used as the basis for "local storm" PMP are defined as unusually heavy rains exceeding 3.0 inches in 3 hours or less that are reasonably isolated from surrounding rains. One of the most important ' processes in extreme "local storms" is the strong convecture lifting of moist air. Most storms are thunderstorms, but because thunder is not necessarily ' heard during extreme rainfall, the term "local storm" is used. ' Records indicate that "local storms" in the southwest region of the state usually have lifetimes of 1 to 2 hours, occasionally as long as 3 hours. Some ' isohyetal patterns are the combined result of rains within a 6-hour period ' from two or more storms. HMR No. 49 uses 6-hours as the duration limit for "local storm" PMP estimates, and therefore, the 6-hour duration was used for ' this analysis. ' The development of "local storm" PMP has several steps: First, 1-hour PMP is estimated over the region for 1 mi2. Then, durational and areal variations are determined. Drainage Average Depth Local Storm PMP step-by-step computation over the study area is included in the calculations section. The ' hourly incremental "local storm" PMP (1-hour distribution) for a 6-hour duration storm was used to generate the Probable Maximum Flood (PMF). ' HollY-Seacliff Specific Plan �SSOCI TES Technical Appendix September, 1991 68 The Probable Maximum Flood, as the name implies, is an estimate of the ' upper boundary of flood potential for a drainage area. It is defined as the flood that would result if the PMP for the drainage area were to occur at a time when ground conditions were conducive to maximum runoff. Such a hypothetical flood study was requested by the City of Huntington Beach for the analysis of the Sully-Miller Lake pipe outlet. PMF was estimated for the local 6-hour storm. J.E. Bonadiman Civi1CADD Unit Hydrology and Hydrograph routing programs were used in simulating the PMF and in analyzing attenuation effects for the storage volume of the Sully-Miller Lake Study. The following criteria were used in generating the PMF hydrograph: 1. Sub-basin time of concentration (T.) was estimated using the U.S. Soil Conservation Service (SCS) Formula for small basins (1972): Li.is 56 001.is TC = _ = 0 . 51HR. 7700HO 7700 X (90 - 14) 0.38 Where L is the length of the catchment along the mainstream ' from the basin outlet to the most distant ridge (ft), and H is the difference in elevation between the basin outlet and the most distant ridge (ft). r2. Sub-basin lag was estimated as 0.6 X T, = 0.6 X 0.5 = 0.3 HR. ' 3. Unit Hydrograph was computed using the SCS Dimensionless Unit Hydrograph method. 4. Base flow was assumed to be zero. 5. Assumed the initial water surface elevation was at the invert elevation of the outlet pipe and was 2.5 MSL. 6. Channel routing was accomplished using the kinematic wave method. In order to create higher runoff peaks, channel and routing losses were assumed to be negligible. The PMF hydrograph peak for the local storm was calculated to be 3,700 cfs. Based upon the routing of the PMF hydrograph through the basin, the 48" Holly-Seacliff Specific Plan ALDEN & Technical Appendix VnSSOCIATES September, 1991 69 diameter outlet pipe, as sized to accommodate the 100 year discharge while ' satisfying the City's criteria, should maintain the PMF water surface at a maximum elevation of approximately 37.9 MSL, which is below the City accepted elevation of 42.0. Holly-Seacliff Specific Plan A%"ALDEN & Technical Appendix lwnSSOCIATES September, 1991 70 :15 YEAR STORM RESULTS MAXIMUM W.S. = 12.2 MSL PEAK INFLOW = 710 CFS E PEAK OUTFLOW = 112 CFS 100 YEAR STORM RESULTS MtAXIMUM W.S. SINGLE STORM) = 14.4 MSL 7A4BERr p1 MAXIMUM W.S. �2 BACK TO BACK STORMS) = 15.4 MSL /-AKE ���t PEAK INFLOW (SINGLE STORM) = 900 CFS (ws•o o poi PEAK OUTFLOW = 122 CFS PROBABLE MAXIMUM PRECIPITATION RESULTS MAXIMUM W.S. = 37.9 MSL PEAK INFLOW = 3,700 CFS PEAK OUTFLOW = 199 CFS Oelr4 ET, �Jtp I -r r i II I a ; \�rsz l I a x J G M/LLER L'I v ( AKE BY07.SS ` / 3VSTEM �t, (WS•-15.8) �. W I #A�a T/Als ELLIS AVEMIE - `� t 7 r .�¢'(-'S��✓ •4DgDDG( oRO E- ✓ERT _ GRAPHIC SCALE CITY OF HUNTINGTON SULLY— MILLERBEACH LAKE PLAN crm mc� ri-n0LLY—SEACLOFIF ARD �L/Z� 3�E MC �LAH ASSOCIATES wm im�rw. 1001e COWAN.nmi uo,mRm a on14 (tu)*so-ouo FAX:m-au 0WE-273-2 ME C. EXHIBIT 10 , PAGE 71 - 1Y.. , LEGEND INDICATES RIGHT OF WAY "-U-E _. ' '� � -- -- - INDICATES PROJECT BOUNDARY 0.32ocec INDICATES TRIBUTARY AREA BOUNDARY JF 3j ;c la-So MIN• INDICATES PLANNING AREA IZ •\ I I y/ ,\ 11 / ti, 7 f" INDICATES SUB-AREA BOUNDARY I 1 132 INDICATES SUB-AREA ACRES AND -- ti IN- FLOW CORRESPONDING G TO I LO 0 A j 9 31. F ® HYDROLOGY CALDULATIONS y -- `l', 21 ) I71 U I .,.'. �—�1 +l` t5 �..! � II /J/MYi',. W s INDICATES NODE NUMBER it i I / I I j! ❑ CORRESPONDING TO HYDROLOGY CALCULATIONS 9 ® 4Q I I �-14= 9.a I ERNEST AVE Nu AA; > RUNOFF FOR 25 YEAR STORM tj f STORM DRAIN CONDUIT (EXIST./PROP) e 20 Am] t, it 13.7 7. ! — IRREGULAR CHANNEL J i� �.o s GJYt/FIELD AVENUE I 1 GARFIA AVE14UE dA A�5� 9 / e •/� L I L IZ 1 9/ 1 1 I ��� I 7.0 -I, L e- 93 6.1 a: 42 r�'Ps i I1177.1 14.91 L-_YORKTOWN 33.E r _ , GRAPHIC SCALE -� CITY OF HUNTINGtON BEACH ' HYDROLOGY PLAN, CmL 10141"Im O LLV=3EACLF1F A'o--'[EA LJ S Ll EU K' IPLAH wnsOCIATES LAM • 10012 COWAN,OUM OIO.UVVM CA W714 (,14)OM-OIIO FAX:•OO-MID 0M-273-2 3M.D. EXHIBIT II , PAGE 72 LEGEND 4- r/AW /. J •., �i � PoSEo ' INDICATES RIGHT Of WAY INDICATES PROJECT BOUNDARY INDICATES STORM DRAIN LINE til ` '. ' ~�~-Y ---- - INDICATES PLANNING AREA + I I XX INDICATES PROPOSED PIPE SIZE I$-GO�DENWEST O INDICATES MANHOLE ( � rye (ie �AECEIC PLAN �e I „ �, AREA >r I O INDICATES CATCH BASIN 4 1 IB y t fL; I (XX) INDICATES EXISTING PIPE SIZE 19 �' �`. .L:✓ \ �� I ERNEST'_ AVENUE 60 * I I t %CmsTA( z r I I /e } As- eV ' tt/ y r• L_ GWFlELD AVENUE - w - __ _-'._..__.�. -. _. l-qq ELD AVENUE r. �•- gyp- �• / � \ \ -_�'- may; i ' ;�.,K `_ ) � I o: /71 _ Yt YOR!!10! AVENUE I �: It , GRAPHIC SCALE CITY OF HUNTINGTON BEACH ' STORM DRAIN FACILITIES PLAN H0LLV=3EA�C'LFF A[In E A VILAH WnSSOCIATES - 1004 OMAN.WM 810.MOM CA WTla (1,14)Al-111e FAX:OM-NI/ 0lOS-773-2 3M.E. EXHIBIT 12 , PAGE 73 F. Sully-Miller Lake and Holly-Seacliff Rainfall/Runoff/Sizing Calculations Page Index ITEM DESCRIPTION PAGES 1. 25 Year Holly-Seacliff Rational Method Hydrology Calculations . . 75-142 2. 25 Year Inflow Runoff Hydrograph Calculations & Plot . . . . . . . 143-146 3. 100 Year Inflow Runoff Hydrograph Calculations & Plot . . . . . . 147-150 4. PMP Computation Form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 151 5. PMP Inflow Runoff Hydrograph Calculations & Plot . . . . . . . . . 152-155 6. Sully-Miller Lake Storage/Volume/Depth Table & Graphs . . . . . . 156-159 7. Lake Volume vs. Lake Depth Table for Q25, Q100 & PMP . . . . . . . . 160 8. 25 Year Routing Hydrograph Calculations & Plot . . . . . . . . . . . 161-176 9. 100 Year Routing Hydrograph Calculations & Plot . . . . . . . . . . 177-191 10. PMP Routing Hydrograph Calculations & Plot . . • . . . . . 201-219 11. Hydrometeoro logical Report No. 49, Reference Copies . . . . . . . 220-228 Holly-Seacliff Specific Plan sSOCIATes Technical Appendix September, 1991 74 Orange County Rational Hydrology Program (Hydrology Manual Date - October 1986) CivilCADD/Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 4/ 3/91 25 YEAR - HYDROLOGY ANALYSIS FOR HOLLY-SEACLIFF AREA SPECIFIC PLAN 0808-273-2 N. .F.T. FILE:HYDREX ------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Decimal fraction of study above 2000 ft. MSL = 0.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea _____________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 84.00 Pervious ratio(Ap) = 1 .0000 Max loss rate(Fm)= 0.200(In/Hr) Initial subarea data: Initial area flow distance = 300.000(Ft. ) Top (of initial area) elevation = 74.300(Ft. ) Bottom (of initial area) elevation = 63.000(Ft. ) Difference in elevation = 11 .300(Ft. ) Slope = 0.03767 s(%)= 3.77 TC = k(0.706)*[ ( length43)/(elevation change)]"0.2 Initial area time of concentration = 13.319 min. Rainfall intensity = 2.770( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.835 Subarea runoff = 8.560(CFS) Total initial stream area = 3.700(Ac. ) Pervious area fraction = 1 .000 Initial area Fm value = 0.200( In/Hr) 75 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21 .000 **** INITIAL AREA EVALUATION **** �j ---------------------------------------------------------------------- ■■ RESIDENTIAL(3 - 4 awl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number-for- soil (AMC- 2) . . = 7.5.00.._____. _. _ Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Initial subarea data: Initial area flow distance = 800.000(Ft. ) Top (of initial area) elevation = 81 .000(Ft. ) Bottom (of initial area) elevation = 75.000(Ft. ) Difference in elevation = 6.000(Ft. ) Slope = 0.00750 s(%)= 0.75 TC = k(0.412)*[ ( lengthA3)/(elevation change) )"0.2 Initial area time of concentration = 15.890 min. Rainfall intensity = 2.507( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area WKCIA) is C = 0.857 Subarea runoff = 18.906(CFS) Total initial stream area = 8.800(Ac. ) Pervious area fraction = 0.600 Initial area Fm value = 0. 120( In/Hr) I I 76 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21 .000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75 000(Ft ) End of street segment elevation = 54.000(Ft. ) Length of street segment = 350.000(Ft. ) Height of curb above gutter flowline _ 8.0( In. ) Width of half street (curb to crown) 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) 0.020 _ Slope from grade break to crown (v/hz) 0.020 Street flow is on [i] side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.251 (CFS) Depth of flow = 0.483(Ft. ) Average velocity - 8.557(Ft/s) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 17.818(Ft. ) Flow velocity = 8.56(Ft/s) Travel time = 0.68 min. TC = 16.57 min. Adding area flow to street Rainfall intensity = 2.448( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Rainfall intensity = 2.448( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.856 Subarea runoff = 17.763(CFS) for 8.700(Ac. ) Total runoff = 36.669(CFS) Total area = 17.50(Ac. ) Area averaged Fm value = 0. 120( In/Hr) Street flow at end of street = 36.669(CFS) Half street flow at end of street = 36.669(CFS) Depth of flow = 0.523(Ft. ) Average velocity = 9.024(Ft/s) Flow width ( from curb towards crown)= 19.841 (Ft. ) 77 ! ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 25.000 **** SUBAREA FLOW ADDITION **** ---------------7------------------------------------------------------ Rainfall intensity = 2.448( In/Hr) for a 25.0 year storm UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 84.00 Pervious ratio(Ap) = 1 .0000 Max loss rate(Fm)= 0.200( In/Hr) Time of concentration = 16.57 min. Rainfall intensity = 2.448( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.849 Subarea runoff = 10.724(CFS) for 5.300(Ac. ) Total runoff = 47.392(CFS) Total area = 22.80(Ac. ) Area averaged Fm value = 0. 139( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** ----ESIDENTIAL( il+--------dwl/acre)--------- ------ R -------------------------------------- Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Initial subarea data: Initial area flow distance = 950.000(Ft. ) Top (of initial area) elevation = 80.000(Ft. ) Bottom (of initial area) elevation = 74.000(Ft. ) Difference in elevation = 6.000(Ft. ) Slope = 0.00632 s(%)= 0.63 TC = h(0.324)* [ ( length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.853 min. Rainfall intensity = 2.709( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 22. 103(CFS) Total initial stream area = 9.200(Ac . ) Pervious area fraction = 0.200 Initial area Fm value = 0.040( In/Hr) 78 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Top of street segment elevation = 74.000(Ft. ) End of street segment elevation = 40.000(Ft. ) Length of street segment = 800.000(Ft. ) Height of curb above gutter flowline _ 8.0( In. ) Width of half street (curb to crown) 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Cutter width = 2.000(Ft. ) Cutter hike from flowline = 2.000( In. ) Manning_'s-N-in .gutter—=-- __0..0130_.. Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 35.798(CFS) Depth of flow = 0.443(Ft. ) Average velocity = 6.812(Ft/s) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 15.814(Ft. ) Flow velocity = 6.81 (Ft/s) Travel time = 1 .96 min. TC = 15.81 min. Adding area flow to street Rainfall intensity = 2.514( In/Hr) for a 25.0 year storm RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Rainfall intensity = 2.514(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.886 Subarea runoff = 23.768(CFS) for 11 .400(Ac. ) Total runoff = 45.872(CFS) Total area = 20.60(Ac. ) Area averaged Fm value = 0.040( In/Hr) Street flow at end of street = 45.872(CFS) Half street flow at end of street = 22.936(CFS) Depth of flow = 0.478(Ft. ) Average velocity = 7. 150(Ft/s) Flow width ( from curb towards crown)= 17.553(Ft. ) 79 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** ---------------------------------------------------------------------- Rainfall intensity = 2.514( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.600(Ac . ) Runoff from this stream = 45.872(CFS) Time of concentration = 15.81 min. Rainfall intensity = 2.514( In/Hr) Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 31 .000 **** INITIAL AREA EVALUATION **** --------------------------------------------------------------------- DecimalRESIDENTIAL(3 - 4 dwl/acre) fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil(AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 12O( In/Hr) Initial subarea data: Initial area flow distance = 9OO.000(Ft. ) Top (of initial area) elevation = 82.O0O(Ft. ) Bottom (of initial area) elevation = 67.00O(Ft. ) Difference in elevation = 15.0O0(Ft. ) Slope = 0.01667 s(%)= 1 .67 TC = k(O.412)*[ ( lengthA3)/(elevation change) ] "0.2 Initial area time of concentration = 14. 198 min. Rainfall intensity = 2.672( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.860 Subarea runoff = 22.968(CFS) Total initial stream area = 10.000(Ac. ) Pervious area fraction = 0.600 Initial area Fm value = 0. 12O( In/Hr) 80 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31 .000 to Point/Station 37.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 67.000(Ft. ) End of street segment elevation = 64.000(Ft. ) Length of street segment = 430.000(Ft. ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.069(CFS) Depth of flow = 0.530(Ft. ) Average velocity = 3. 113(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) Flow velocity = 3. 11 (Ft/s) Travel time = 2.30 min. TC = 16.50 min. Adding area flow to street Rainfall intensity = 2.454( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Rainfall intensity = 2.454( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.856 Subarea runoff = 3.711 (CFS) for 2.700(Ac. ) Total runoff = 26.680(CFS) Total area = 12.70(Ac. ) Area averaged Fm value = 0. 120( In/Hr) Street flow at end of street = 26.680(CFS) Half street flow at end of street = 13.340(CFS) Depth of flow = 0.533(Ft. ) Average velocity = 3. 138(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft. ) ' 81 ++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 34.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** --------------------------------------------------------------- ------- Depth of flow = 0 .615(Ft . ) Average velocity = 7.064(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for_-s ubchannel number -1 Point number 'X ' coordinate •Y' coordinate 1 0.00 10.00 2 100.00 0.00 3 200.00 10.00 Manning's 'N' friction factor = 0.025 Sub-Channel-flow--= 26.680(CFS) flow top width = 12.291 (Ft. ) velocity= 7.064(Ft/s) ' area = 3.777(Sq.Ft) ' ' Froude number = 2.246 Upstream point elevation = 64.000(Ft. ) Downstream point elevation = 40.000(Ft. ) Flow length = 350.000(Ft. ) Travel time = 0.83 min. Time of concentration = 17.33 min. Depth of flow = 0.615(Ft. ) Average velocity = 7.064(Ft/s) Total irregular channel flow = 26.680(CFS) - Irregular channel normal depth above invert elev. - 0.615(Ft. ) Average velocity of channel (s) = 7.064(Ft/s) Sub-Channel No. 1 Critical depth = 0.852(Ft. ) • Critical flow top width = 17.031 (Ft. ) ' Critical flow velocity= 3.679(Ft/s) Critical flow area = 7.252(Sq.Ft) 82 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** ---------7-----7--------------2.387----------------------0------------------ Rainfall intensity = { In/Hr) for a 25. year storm Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.700(Ac . ) Runoff from this stream = 26.680(CFS) Time of concentration = 17.33 min. Rainfall intensity = 2.387( In/Hr) Area averaged loss rate (Fm) = 0. 1200( In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 45.872 15.81 2.514 2 26.680 17.33 2.387 Qmax( 1 ) _ 1 .000 * 1 .000 * 45.872) + 1 .056 * 0.913 * 26.680) + = 71 .581 Omax(2) _ 0.949 * 1 .000 * 45.872) + 1 .000 * 1 .000 * 26.680) + = 70. 198 ' Total of 2 streams to confluence: Flow rates before confluence point: 45.872 26.680 Maximum flow rates at confluence using above data: 71 .581 70. 198 Area of streams before confluence: 20.600 12.700 Effective area values after confluence: 32. 189 33.300 Results of confluence: Total flow rate = 71 .581 (CFS) Time of concentration = 15.810 min. Effective stream area after confluence = 32. 189(Ac. ) Study area average Pervious fraction(Ap) = 0.353 Study area average soil loss rate(Fm) = 0.071 ( In/Hr) Study area total (this main stream) - 33.30(Ac. ) 83 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** -----------7--------------------------- Upstream point/station elevation = 40.00(Ft. ) Downstream point/station elevation = 39.00(Ft. ) Pipe length = 150.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 71 .581 (CFS) Nearest computed pipe diameter 39.00( In. ) Calculated individual pipe flow - 71 .581 (CFS) Normal flow depth in pipe = 34.78( In. ) Flow top width inside pipe = 24 .23(In. ) Critical Depth = 32.21 ( In. ) Pipe flow velocity = 9. 16(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 16.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 35.000 **** SUBAREA FLOW ADDITION **** -------------------_-------------------------------------------------- Rainfall intensity - 2.490( In/Hr) for a 25.0 year storm UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 84.00 Pervious ratio(Ap) = 1 .0000 Max loss rate(Fm)= 0.200( In/Hr) Time of concentration = 16.08 min. Rainfall intensity = 2.490( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.870 Subarea runoff = 50.036(CFS) for 25.000(Ac. ) Total runoff = 121 .616(CFS) Total area = 57. 19(Ac. ) Area averaged Fm value = 0. 127( In/Hr) 84 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41 .000 **** INITIAL AREA EVALUATION **** ------------- ------------------------------------------------------- RESIDENTIAL(5 -- 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 100( In/Hr) Initial subarea data: Initial area flow distance = 800.000(Ft. ) Top (of initial area) elevation = 80.000(Ft. ) Bottom (of initial area) elevation = 75.000(Ft. ) Difference in elevation = 5.000(Ft. ) Slope = 0. 00625 s(%)= 0.63 TC = k(0.38.9) *U length^3)_/(elevation _change) ]A0..2 _ Initial area time of concentration - 15.560 min. Rainfall intensity = 2.537( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.865 Subarea runoff = 15.353(CFS) Total initial stream area = 7.000(Ac. ) Pervious area fraction = 0.500 Initial area Fm value = 0. 100( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41 .000 to Point/Station 43.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity = 2 537( In/Hr) for a 25.0 year storm RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 100( In/Hr) Time of concentration = 15.56 min. Rainfall intensity = 2.537( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.665 Subarea runoff = 43.866(CFS) for 20.000(Ac. ) Total runoff = 59.219(CFS) Total area = 27.00(Ac . ) Area averaged Fm value = 0. 100( In/Hr) 85 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 45.000 **** SUBAREA FLOW ADDITION **** ---------7-----7------------------------------------------------------ Rainfall intensity - 2.537( In/Hr) for a 25.0 year storm UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 64.00 Pervious ratio(Ap) = 1 .0000 Max loss rate(Fm)= 0.200( In/Hr) Time of concentration = 15.56 min. Rainfall intensity = 2.537( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.851 Subarea runoff = 35.756(CFS) for 17.000(Ac. ) Total runoff = 94.976(CFS) Total area = 44.00(Ac. ) Area averaged Fm value = 0. 139( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 53.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 awl/acre)------------------------------------------ Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 100( In/Hr) Initial subarea data: Initial area flow distance = 700.000(Ft. ) Top (of initial area) elevation = 80.000(Ft. ) Bottom (of initial area) elevation = 70.000(Ft. ) Difference in elevation = 10.000(Ft. ) Slope = 0.01429 s(%)= 1 .43 TC = k(0.389)* [ ( length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.503 min. Rainfall intensity = 2.871 ( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.869 Subarea runoff = 24.943(CFS) Total initial stream area = 10.000(Ac. ) Pervious area fraction = 0.500 Initial area Fm value = 0. 100( In/Hr) 86 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 70.000(Ft . ) End of street segment elevation = 35.000(Ft. ) Length of street segment = 1300.000(Ft . ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 63. 105(CFS) Depth of flow = 0.560(Ft. ) Average velocity = 6.578(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) Flow velocity = 6.58(Ft/s) Travel time = 3.29 min. TC = 15.80 min. Adding area flow to street Rainfall intensity = 2.515( In/Hr) for a 25.0 year storm RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 100( In/Hr) Rainfall intensity = 2.515( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.864 Subarea runoff = 63.318(CFS) for 30.600(Ac. ) Total runoff = 88.260(CFS) Total area = 40.60(Ac. ) Area averaged Fm value = 0. 100( In/Hr) Street flow at end of street = 88.260(CFS) Half street flow at end of street = 44. 130(CFS) Depth of flow = 0.617(Ft. ) Average velocity = 7.430(Ft/s) Note: depth of flow exceeds top of street crown. Flow width ( from curb towards crown)= 20.000(Ft. ) 87 1 t ++++++++++++++++++♦++++♦+++++++♦+++ +♦+♦+♦+++++++♦++++++++♦++♦++++++++ Process from Point/Station 60.000 to Point/Station 61 .000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000- Max loss rate(Fm)= 0. 100( In/Hr) Initial subarea data: Initial area flow distance - 900.000(Ft. ) Top (of initial area) elevation = 77.000(Ft. ) Bottom (of initial area) elevation = 65.000(Ft. ) Difference in elevation = 12.000(Ft. ) Slope = 0.01333 s(%)= 1 .33 TC = k(0.389) * H1ength^3)/(elevation change) ]^0.2 Initial area time of concentration = 14.017 min. Rainfall intensity = 2.691 ( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.867 Subarea runoff = 20.058(CFS) Total initial stream area = 8.600(Ac. ) Pervious area fraction = 0.500 Initial area Fm value = 0. 100( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61 .000 to Point/Station 65.000 **** SUBAREA FLOW ADDITION **** ------------------------------------------------------------------- Rainfall intensity = 2.691 ( In/Hr) for a 25.0 year storm RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 100( In/Hr) Time of concentration = 14.02 min. Rainfall intensity = 2.691 ( ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.867 Subarea runoff = 13.061 (CFS) for 5.600(Ac. ) Total runoff = 33. 119(CFS) Total area = 14.20(Ac. ) Area averaged Fm value = 0. 100( In/Hr) 88 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 100( In/Hr) 1 Initial subarea data: Initial area flow distance = 600.000(Ft. ) Top (of initial area) elevation = 80.000(Ft. ) Bottom (of initial area) elevation = 73.000(Ft. ) Difference in elevation = 7.000(Ft. ) Slope = 0.01167 s(%)= 1 . 17 TC = k(0.389)* [ ( lengthA3)/(elevation change) ]^0.2 Initial area time of concentration = 12.241 min. Rainfall intensity = 2.906( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (G=KCIA) is C = 0.869 Subarea runoff = 17.678(CFS) Total initial stream area = 7.000(Ac. ) Pervious area fraction = 0.500 Initial area Fm value = 0. 100( In/Hr) 1 1 89 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 80.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ---------------------------7----------------------------------------- Top of street segment elevation = 73.000(Ft. ) End of street segment elevation = 70.O00(Ft. ) Length of street segment = 800.000(Ft . ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 8.O00(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.O00( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 38.638(CFS) Depth of flow = O.649(Ft. ) Average velocity = 2.942(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20. 000(Ft. ) Flow velocity = 2.94(Ft/s) Travel time = 4.53 min. TC = 16.77 min. Adding area flow to street Rainfall intensity = 2.431 ( In/Hr) for a 25.0 year storm RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 1O0( In/Hr) Rainfall intensity = 2.431 (In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational_ method) (O=KCIA) is C = 0.863 Subarea runoff = 31 .843(CFS) for 16.6O0(Ac. ) Total runoff = 49.521 (CFS) Total area = 23.6O(Ac. ) Area averaged Fm value = O. 1OO( In/Hr) Street flow at end of street = 49.521 (CFS) Half street flow at end of street = 24.760(CFS) Depth of flow = O.719(Ft. ) Average velocity = 3.O82(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.60(Ft . ) Flow width ( from curb towards crown)= 20.000(Ft. ) 90 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 95.000 to Point/Station 96.000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft. ) Top (of initial area) elevation = 100.700(Ft. ) Bottom (of initial area) elevation = 87.000(Ft. ) Difference in elevation = 13.700(Ft. ) Slope = 0.01522 s(%)= 1 .52 TC = k(0.412)*( ( lengthA3)/(elevation change) ]^0.2 Initial area time of concentration = 14.458 min. Rainfall intensity = 2.645( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.859 Subarea runoff = 13.634(CFS) Total initial stream area = 6.000(Ac. ) Pervious area fraction = 0.600 Initial area Fm value = 0. 120(In/Hr) 91 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 208.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Top of street segment elevation = 87.000(Ft. ) End of street segment elevation = 70.000(Ft. ) Length of street segment = 750.000(Ft . ) Height of curb above gutter flowline _ 8.0( In. ) Width of half street (curb to crown) 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) ' Manning's N in gutter = 0.0130 - Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street = 20.450(CFS) Depth of flow = 0.411 (Ft. ) Average velocity = 4.752(Ft/s) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 14.230(Ft. ) Flow velocity = 4.75(Ft/s) Travel time = 2.63 min. TC = 17.09 min. Adding area flow to street Rainfall intensity = 2.406( In/Hr) for a 25.0 year storm RESIDENTIAL(3 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Rainfall intensity = 2.406(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.855 Subarea runoff = 11 .055(CFS) for 6.000(Ac. ) Total runoff = 24.689(CFS) Total area = 12.00(Ac. ) Area averaged Fm value = 0. 120( In/Hr) Street flow at end of street = 24.689(CFS) Half street flow at end of street = 12.344(CFS) Depth of flow = 0.435(Ft. ) Average velocity = 4.921 (Ft/s) Flow width (from curb towards crown)= 15.433(Ft . ) ' 92 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 70.000(Ft. ) End of street segment elevation = 68.000(Ft. ) Length of street segment = 450.000(Ft. ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft . ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 ' Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 42.383(CFS) ' Depth of flow = 0.650(Ft. ) Average velocity = 3.212(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel : ' Halfstreet flow width = 20.000(Ft. ) Flow velocity = 3.21 (Ft/s) Travel time = 2.33 min. TC = 19.42 min. Adding area flow to street Rainfall intensity = 2.238(In/Hr) for a 25.0 year storm RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Rainfall intensity = 2.238( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.871 Subarea runoff = 32.204(CFS) for 17.200(Ac. ) Total runoff = 56.893(CFS) Total area = 29.20(Ac. ) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 56.893(CFS) Half street flow at end of street = 28.447(CFS) Depth of flow = 0.733(Ft. ) Average velocity = 3.402(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.31 (Ft . ) Flow width ( from curb towards crown)= 20.000(Ft. ) 93 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 Process from Point/Station 208.000 to Point/Station 90.000 **** CONFLUENCE OF MAIN STREAMS **** -------------------7--------7---------7------------------------------- The following data inside Main Stream is listed: Rainfall intensity = 2.238( In/Hr) for a 25.0 year storm In Main Stream number. 1 Stream flow area = 29.200(Ac. ) Runoff from this stream = 56 .893(CFS) Time of concentration = 19.42 min. Rainfall intensity = 2.238( In/Hr) Area averaged loss rate (Fm) = 0.0729( In/Hr) Area averaged Pervious ratio (Ap) = 0.3644 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 ' **** INITIAL AREA EVALUATION **** ------------------------------------------------------------------- RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Initial subarea data: ' Initial area flow distance = 600.000(Ft. ) Top (of initial area) elevation = 90.200(Ft. ) Bottom (of initial area) elevation = 75.500(Ft. ) Difference in elevation = 14.700(Ft. ) Slope = 0.02450 s(%)= 2.45 TC = k(0.324)* [ ( length^3)/(elevation change) ]^0.2 Initial area time of concentration = 8.790 min. Rainfall intensity = 3.505( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.890 Subarea runoff = 21 .831 (CFS) Total initial stream area = 7.000(Ac. ) Pervious area fraction = 0.200 Initial area Fm value = 0.040( In/Hr) - i 1 1 ' 94 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 75.500(Ft. ) End of street segment elevation = 68.800(Ft. ) Length of street segment = 820.000(Ft. ) Height of curb above gutter flowline _ 8.0( In. ) Width of half street (curb to crown) 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on (21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) ' Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 43.661 (CFS) Depth of flow = 0.598(Ft. ) Average velocity = 3.934(Ft/s) Note: depth of flow exceeds top of street crown. ' Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) Flow velocity = 3.93(Ft/s) ' Travel time = 3.47 min. TC = 12.26 min. Adding area flow to street Rainfall intensity = 2.903( In/Hr) for a 25.0 year storm RESIDENTIAL( il+ dwl/acre) ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) ' Rainfall intensity = 2.903( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.888 Subarea runoff = 32,280(CFS) for 1-4.000(Ac. ) Total runoff = 54. 111 (CFS) Total area = 21 .00(Ac. ) Area averaged Fm value = 0.040( In/Hr) Street flow at end of street = 54. 111 (CFS) Half street flow at end of street = 27.055(CFS) Depth of flow = 0.638(Ft. ) Average velocity = 4.259(Ft/s) Note: depth of flow exceeds top of street crown. Flow width ( from curb towards crown)= 20.000(Ft. ) ' 95 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 108.000 to Point/Station 90.000 **** CONFLUENCE OF MAIN STREAMS **** --------------------------------------7------------------------------- The following data inside Main Stream is listed: Rainfall intensity = 2.903( In/Hr) for a 25.0 year storm In Main Stream number: 2 Stream flow area = 21 .000(Ac . ) Runoff from this stream = 54. 111 (CFS) Time of concentration = 12.26 min. Rainfall intensity = 2.903( In/Hr) ' Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 56.893 19.42 2.238 2 54. 111 12.26 2.903 ' Omax( 1 ) _ 1 .000 * 1 .000 * 56.893) + 0.768 * 1 .000 * 54. 111 ) + = 98.431 Qmax(2) = 1 .307 * 0.631 * 56.893) + 1 .000 * 1 .000 * 54. 111 ) + = 101 .071 Total of 2 main streams to confluence: Flow rates before confluence point: 56.893 54. 111 ' Maximum flow rates at confluence using above data: 98.431 101 .071 Area of streams before confluence: 29.200 21 .000 Effective area values after confluence: 50.200 39.437 Results of confluence: Total flow rate = 101 .071 (CFS) ' Time of concentration = 12.263 min. Effective stream area after confluence 39.437(Ac. ) Study area average Pervious fraction(Ap) = 0.296 Study area average soil loss rate(Fm) = 0.059( In/Hr) Study area total = 50.20(Ac. ) ' Q6 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 119.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** -----------7---------------------------------------------------------- Upstream point/station elevation = 59.30(Ft. ) Downstream point/station elevation = 49.50(Ft . ) Pipe length = 950.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 101 .071 (CFS) Given pipe size = 54.00( In. ) Calculated individual pipe flow = 101 .071 (CFS) Normal flow depth in pipe = 27. 19( In. ) Flow top width inside pipe = 54 .00( In. ) Critical Depth = 35.48( In. ) Pipe flow velocity = 12.60(Ft/s) ' Travel time through pipe = 1 .26 min. Time of concentration (TC) = 13.52 min. ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 119.000 **** SUBAREA FLOW ADDITION **** R ' -------------------=-------- --- -------------------------------------- ainfall intensity 2 747�In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120(In/Hr) Time of concentration = 13.52 min. ' Rainfall intensity = 2.747( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (G=KCIA) is C = 0.879 ' Subarea runoff = 64.786(CFS) for 29.800(Ac. ) Total runoff = 165.857(CFS) Total area = 69.24(Ac. ) Area averaged Fm value = 0.085( In/Hr) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.00O' to Point/Station 125.000 PIPEFLOW TRAVEL TIME (User specified size) **** --------------------------------------------------------------------- Upstream point/station elevation = 49.50(Ft. ) Downstream point/station elevation = 40.30(Ft. ) Pipe length = 900.00(Ft. ) Manning's N = 0.013 No. of pipes = i Required pipe flow = 165.857(CFS) Given pipe size = 60.00( In. ) - Calculated individual pipe flow 165.857(CFS) Normal flow depth in pipe = 34.55( In. ) Flow top width inside pipe = 59.31 ( In. ) ' Critical Depth = 44.30( In. ) Pipe flow velocity = 14 . 18(Ft/s) Travel time through pipe = 1 .06 min. ' Time of concentration (TC) = 14.58 min. ' 97 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 125.000 **** CONFLUENCE OF MINOR STREAMS **** ---------------------------------------------------------------------- Rainfall intensity - 2.632( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 1 Stream flow area = 69.237(Ac. ) ' Runoff from this stream = 165.857(CFS) Time of concentration = 14.58 min. Rainfall intensity = 2.632( In/Hr) Area averaged loss rate (Fm) = 0.0853( ln/Hr) ' Area averaged Pervious ratio (Ap) = 0.4266 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **** ' ---------------------------------------------------------------------- RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 ' Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Initial subarea data: Initial area flow distance = 850.000(Ft. ) Top (of initial area) elevation = 63.000(Ft. ) Bottom (of initial area) elevation = 57.000(Ft. ) Difference in elevation = 6.000(Ft. ) Slope = 0.00706 s(%)= 0.71 ' TC = k(0.412)* [ ( lengthA3)/(elevation change) ]^0.2 Initial area time of concentration = 16.479 min. Rainfall intensity = 2.456( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.856 ' Subarea runoff = 19. 132(CFS) Total initial stream area = 9. 100(Ac. ) ' Pervious area fraction = 0.600 Initial area Fm value = 0. 120( In/Hr) ' 98 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 125.000 **** CONFLUENCE OF MINOR STREAMS **** ---------7-----7------------------------------------0--------sto---------- Rainfall intensity = 2.456( In/Hr) for a 25. year rm Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9. 100(Ac . ) ' Runoff from this stream = 19. 132(CFS) Time of concentration = 16.48 min. Rainfall intensity = 2.456( In/Hr) Area averaged loss rate (Fm) = 0. 1200( In/Hr) ' Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 165.857 14.58 2.632 2 19. 132 16.48 2.456 Omax( I ) = ' 1 .000 * 1 .000 * 165.857) + 1 .075 * 0.885 * 19. 132) + = 184.060 Omax(2) = ' 0.931 * 1 .000 * 165.857) + 1 .000 * 1 .000 * 19. 132) + = 173.505 ' Total of 2 streams to confluence: Flow rates before confluence point: 165.857 19. 132 Maximum flow rates at confluence using above data: 184.060 173.505 Area of streams before confluence: 69.237.__ .. 9. 100. . ' Effective area values after confluence: 77.287 78.337 Results of confluence: Total flow rate = 184.060(CFS) Time of concentration = 14.578 min. Effective stream area after confluence 77.287(Ac. ) Study area average Pervious fraction(Ap) = 0.447 ' Study area average soil loss rate(Fm) = 0.089( In/Hr) Study area total (this main stream) = 78.34(Ac. ) ' 99 ......++t+++......++t+++++t++tt+++t++............♦......+............+ Process from Point/Station 127.000 to Point/Station 125.000 **** SUBAREA FLOW ADDITION **** ----i-H-7-----7------------------------------------------------------ Rainall intensity = 2.632( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= O. 12O( In/Hr) Time of concentration = 14.58 min. Rainfall intensity = 2.632( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.892 Subarea runoff = 23.35O(CFS) for 13.50O(Ac. ) Total runoff = 207.41O(CFS) Total area = 90.79(Ac. ) Area averaged Fm value = O.O94(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++++++ ' Process from Point/Station 125.000 to Point/Station 130.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow-_---1 .958(Ft.j------------------------------------------ Average velocity = 5.408(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 ' 2 100.00 0.00 3 200.00 10.00 Manning's 'N' friction factor = 0.025 ----------------------------------------------------------------- ' Sub-Channel flow = 207.410(CFS) flow top width = 39. 166(Ft. ) velocity= 5.408(Ft/s) area = 38.35O(Sq.Ft) Froude number = 0.963 Upstream point elevation = 4O.O00(Ft. ) Downstream point elevation = 34.0OO(Ft. ) Flow length = 7O0.O00(Ft. ) Travel time = 2. 16 min. ' Time of concentration = 16.74 min. Depth of flow = 1 .958(Ft. ) Average velocity = 5.408(Ft/s) ' Total irregular channel flow = 207.41O(CFS) - Irregular channel normal depth above invert elev. - 1 .956(Ft . ) Average velocity of channel (s) = 5.406(Ft/s) ' Sub-Channel No. 1 Critical depth = 1 .922(Ft . ) Critical flow top width = 38.438(Ft. ) ' Critical flow velocity= 5.615(Ft/s) ' Critical flow area = 36.936(Sq.Ft ) ' 100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 125.000 to Point/Station 130.000 **** SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Rainfall intensity - 2.435( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Time of concentration = 16.74 min. Rainfall intensity = 2.435( In/Hr) for a 25.0 year storm ' Effective runoff coefficient used for area, (total area with modified rational method) (G=KCIA) is C = 0.884 Subarea runoff - 40.917(CFS) for 27.400(Ac. ) Total runoff = 248.327(CFS) Total area = 118. 19(Ac. ) Area averaged Fm value = 0 . 100( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** --------------------------------------:T---------------------- Upstream point/station elevation = 34.00(Ft Downstream point/station elevation = 28.00(Ft. ) Pipe length = 256.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 248.327(CFS) Given pipe size = 84.00( In. ) Calculated individual pipe flow = 248.327(CFS) Normal flow depth in pipe = 28.88( In. ) Flow top width inside pipe = 79.79( In. ) Critical Depth = 49.55( In. ) Pipe flow velocity = 21 .22(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 16.94 min. ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.00O. to Point/Station 132.000 **** CONFLUENCE OF-MAIN-STREAMS **** The !-o------------ --------------------------------------- The following data inside Main Stream is listed: Rainfall intensity = 2.418( In/Hr) for a 25.0 year storm In Main Stream number: 1 Stream flow area = 118. 187(Ac. ) Runoff from this stream = 248.327(CFS) Time of concentration = 16.94 min. Rainfall intensity = 2.418( In/Hr) Area averaged loss rate (Fm) = 0. 1000( In/Hr) Area averaged Pervious ratio (Ap) = 0.4998 Program is now starting with Main Stream No. 2 101 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 132.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** --------------------------------------- --------------------------- RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = ..0.000__ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Rainfall intensity = 2.996( In/Hr) for a 25.0 year storm User specified values are as follows: TC = 11 .60 min. Rain intensity = 3.00( In/Hr) Total area = 45.80(Ac. ) Total runoff = 131 .70(CFS) 102 ++++t++++++tt+++t++++++++++t++tt+t+t+tt+++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 132.000 **** CONFLUENCE OF MAIN STREAMS **** ---------------------------------------------------------------------- The following data inside Main Stream is listed: Rainfall intensity = 2.996( In/Hr) for a 25.0 year storm In Main Stream number: 2 Stream flow area = 45.800(Ac. ) Runoff from this stream = 131 .700(CFS) Time of concentration = 11 .60 min. Rainfall intensity = 2.996( In/Hr) Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 248.327 16.94 2.418 2 131 .700 11 .60 2.996 Qmax( 1 ) = 1 .000 * 1 .000 * 248.327) + 0.805 * 1 .000 * 131 .700) + = 354.288 Omax(2) = 1 .249 * 0.685 * 248.327) + 1 .000 * 1 .000 * 131 .700) + = 344. 163 Total of 2 main streams to confluence: Flow rates before confluence point: 248.327 131 .700 Maximum flow rates at confluence using above data: 354.288 344. 163 Area of streams before co-nfluence: 118. 187 45.800 Effective area values after confluence: 163.967 126.747 Results of confluence: Total flow rate = 354.288(CFS) Time of concentration = 16,937 min. Effective stream area after confluence = 163.987(Ac. ) Study area average Pervious fraction(Ap) = 0.416 Study area average soil loss rate(Fm) = 0.083( In/Hr) Study area total = 163.99(Ac. ) 103 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** -------- ------------------------------ ----------------------------- Upstream-point/station elevation = 28 00(Ft ) Downstream point/station elevation = 22.70(Ft . ) Pipe length = 450.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 354.288(CFS) Given pipe size = 72.O0( In. ) Calculated individual pipe flow = 354.288(CFS) Normal flow depth in pipe = 47.44( In. ) Flow top width inside pipe = 68 .27( In. ) Critical Depth = 61 . 14( In. ) Pipe flow velocity = 17.94(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 17.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 147.000 to Point/Station 216.000 **** SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Rainfall intensity = 2.385( In/Hr) for a 25.0 year storm RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0. 1OO( In/Hr) Time of concentration = 17.35 min. Rainfall intensity = 2.365( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.886 Subarea runoff = 65.633(CFS) for 39.0O0(Ac. ) Total runoff = 419.921 (CFS) Total area = 202.99(Ac. ) Area averaged Fm value = O.O86( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 135.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** - ---------------------------------------=-- -- ----------------------- Upstream point/station elevation = 22.7-O(F--t. ) Downstream point/station elevation = 13.40(Ft. ) Pipe length = - 680.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 419.921 (CFS) Given pipe size = 72.O0( In. ) Calculated individual pipe flow = 419.921 (CFS) Normal flow depth in pipe = 50.91 ( In. ) Flow top width inside pipe = 65.54( In. ) Critical Depth = 65.08( In. ) Pipe flow velocity = 19.66(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 17 .93 min. 104 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 152.000 to Point/Station 200.000 **** INITIAL AREA EVALUATION **** --�------------------------------------------------------------------- CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.070( In/Hr) Initial subarea data: Initial area flow distance = 410.000(Ft. ) Top (of initial area) elevation = 63.500(Ft. ) Bottom (ofinitial area) elevation = 58.500(Ft. ) Difference-in_ elevation. _ 5.000(Ft.._)___ Slope = 0.01220 s(%)= 1 .22 TC = k(0.360) *[ ( lengthA3)/(elevation change) ]"0.2 Initial area time of concentration = 9.642 min. Rainfall intensity = 3.326( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 17.584(CFS) Total initial stream area = 6.000(Ac. ) Pervious area fraction = 0.350 Initial area Fm value = 0.070( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201 .000 **** SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Rainfall intensity = 3.326( In/Hr) for a 25.0 year storm RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Time of concentration = 9.64 min. Rainfall intensity = 3.326( In/Hr) for a 25.0 year storm I Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.887 Subarea runoff = 48.801 (CFS) for 16.500(Ac. ) Total runoff = 66.385(CFS) Total area = 22.50(Ac. ) Area averaged Fm value = 0.048( In/Hr) -r, 105 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201 .000 **** CONFLUENCE OF MINOR STREAMS **** ---------------------------------------------------------------------- Rainfall intensity - 3.326( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.5O0(Ac . ) Runoff from this stream = 66.385(CFS) Time of concentration = 9.64 min. Rainfall intensity = 3.326( In/Hr) Area averaged loss rate (Fm) = O.O48O( In/Hr) Area averaged Pervious ratio (Ap) = 0.2400 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 217.000 **** INITIAL AREA EVALUATION **** --------------------------------------------------------------------- M CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= O.O7O( In/Hr) Initial subarea data: Initial area flow distance = 8OO.00O(Ft. ) Top (of initial area) elevation = 67.5OO(Ft. ) Bottom (of initial area) elevation = 59.000(Ft. ) Difference in elevation = 8.5OO(Ft. ) Slope = 0.01063 s(%)= 1 .06 TC = k(O.36O) *[ ( length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.950 min. Rainfall intensity = 2.815( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 22.233(CFS) Total initial stream area = 9.00O(Ac. ) Pervious area fraction = 0.350 Initial area Fm value = O.O7O( In/Hr) 106 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 201 .000 **** CONFLUENCE OF MINOR STREAMS **** --7------------------------------------------------------------------- Rainfall intensity = 2.815( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac. ) Runoff from this stream = 22.233(CFS) Time of concentration = 12.95 min. Rainfall intensity = 2.815( In/Hr) Area averaged loss rate (Fm) = 0.0700( In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 66.385 9.64 3.326 2 22.233 12.95 2.815 Omax( i ) _ - 1 .000 * 1 .000 * 66.385) + 1 . 186 * 0.745 * 22.233) + = 86.023 0max(2) - 0.844 * 1 .000 * 66.385) + 1 .000 * 1 .000 * 22.233) + = 78.262 Total of 2 streams to confluence: Flow rates before confluence point: 66.385 22.233 Maximum flow rates at confluence using above data: 86.023 78.262 Area of streams before confluence: 22.500 9.000 Effective area values after confluence: 29.201 31 .500 Results of confluence: Total flow rate = 86.023(CFS) Time of concentration = 9.642 min. Effective stream area after confluence = 29.201 (Ac. ) Study area average Pervious fraction(Ap) = 0.271 Study area average soil loss rate(Fm) = 0.054( In/Hr) Study area total (this main stream) = 31 .50(Ac. ) 107 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201 .000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION **** ---------7-----7------------------------------------------------------ Rainfall intensity = 3.326( In/Hr) for a 25.0 year storm RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D =- 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Time of concentration = 9.64 min. Rainfall intensity = ___3,3.26.(_In/Hr)_ .for. a_. __25,_0-_y-ear storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.893 Subarea runoff = 45.811 (CFS) for 15.500(Ac. ) Total runoff = 131 .834(CFS) Total area = 44.70(Ac. ) Area averaged Fm value = 0.049( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201 .000 to Point/Station 202.000 **** CONFLUENCE OF MINOR STREAMS **** --------------------------- ------------------------------------------ Rainfall intensity = 3 326(In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 1 Stream flow area = 44.701 (Ac. ) Runoff from this stream = 131 .834(CFS) Time of concentration = 9.64 min. Rainfall intensity = 3.326( In/Hr) Area averaged loss rate (Fm) = 0.0493( In/Hr) Area averaged Pervious ratio (Ap) = 0.2467 108 ++++++++++++++++++++++++++++++++++++++++++++++++......++++++++++++++++ Process from Point/Station 140.000 to Point/Station 145.000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0 . 1000 Max loss rate(Fm)= 0.020( In/Hr) Initial subarea data: Initial area flow distance = 950.000(Ft. ) Top (of initial area) elevation = 68.500(Ft. ) Bottom (of initial area) elevation = 65.000(Ft. ) Difference in elevation = 3.500(Ft. ) Slope = 0.00368 s(%)= 0.37 TC = k(0.304)*[ ( lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 14 .478 min. Rainfall intensity = 2.643( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.893 Subarea runoff = 20.536(CFS) Total initial stream area = 8.700(Ac. ) Pervious area fraction = 0. 100 Initial area Fm value = 0.020( In/Hr) 109 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Top of street segment elevation = 65.000(Ft. ) End of street segment elevation = 64.500(Ft. ) Length of street segment = 400.000(Ft . ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Cutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street 29.741 (CFS) Depth of flow = 0.729(Ft. ) Average velocity = 1 .797(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3. 12(Ft. ) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) Flow velocity = 1 .80(Ft/s) Travel time = 3.71 min. TC = 18. 19 min. Adding area flow to street Rainfall intensity = 2.323( In/Hr) for a 25.0 year storm COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0. 1000 Max loss rate(Fm)= 0.020( In/Hr) Rainfall intensity = 2.323( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.892 Subarea runoff = 13.658(CFS) for 7.800(Ac. ) Total runoff = 34. 194(CFS) Total area = 16.50(Ac. ) Area averaged Fm value = 0.020( In/Hr) Street flow at end of street = 34. 194(CFS) Half street flow at end of street = 17.097(CFS) Depth of flow = 0.766(Ft. ) Average velocity = 1 .868(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.95(Ft. ) Flow width (from curb towards crown)= 20.000(Ft. ) 110 +++++++++++++++++++++++++++++++++++++++++++t++++++t+++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME ( Program estimated size) **** ---------------------------------------------------------------------- Upstream point/station elevation = 56.00(Ft . ) Downstream point/station elevation = 16.70(Ft. ) Pipe length = 1000.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34 . 194(CFS) '+ Nearest computed pipe diameter = 24 .00( In. ) Calculated individual pipe flow = 34. 194(CFS) Normal flow depth in pipe = 15.68( In. ) Flow top width inside pipe = 22.84( In. ) Critical depth could not be calculated. Pipe flow velocity = 15.72(Ft/s) Travel time through pipe = 1 .06 min. Time of concentration (TC) = 19.25 min. 1� 111 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 202.000 **** CONFLUENCE OF MINOR STREAMS **** --------------------------------------------------------------------- Rainfall intensity = 2.249( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16 .500(Ac. ) Runoff from this stream = 34. 194(CFS) Time of concentration = 19.25 min. Rainfall intensity = 2.249( In/Hr) Area averaged loss rate (Fm) 0.0200( In./Hr) . ._ Area averaged Pervious ratio (Ap) = 0. 1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 131 .834 9.64 3.326 2 34. 194 19.25 2.249 Omax(1 ) = 1 .000 * 1 .000 * 131 .834) + 1 .483 * 0.501 * 34. 194) + = 157.239 Omax(2) _ 0.671 * 1 .000 * 131 .834) + 1 .000 * 1 .000 * 34. 194) + = 122.700 Total of 2 streams to confluence: Flow rates before confluence point: 131 .834 34. 194 Maximum flow rates at confluence using above data: 157.239 122.700 Area of streams before confluence: 44.701 16.500 Effective area values after confluence: 52.967 61 .201 Results of confluence: Total flow rate = 157.239(CFS) Time of concentration = 9.642 min. ■ Effective stream area after confluence = 52.967(Ac. ) Study area average Pervious fraction(Ap) = 0.207 Study area average soil loss rate(Fm) = 0.041 ( In/Hr) Study area total (this main stream) = 61 .20(Ac. ) 1 112 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ---------------------------------------------------------------------- Upstream point/station elevation = 16.70(Ft. ) Downstream point/station elevation = 14.70(Ft . ) Pipe length = 200.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 157.239(CFS) Nearest computed pipe diameter = 51 .00( In. ) Calculated individual pipe flow = 157.239(CFS) Normal flow depth in pipe = 38.95( In. ) Flow top width inside pipe = 43.32( In. ) Critical Depth = 44. 19( In. ) Pipe flow velocity = 13.52(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 9.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 206.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Rainfall intensity = 3 279( In/Hr) for a 25.0 year storm In Main Stream number: 1 Stream flow area = 52.967(Ac. ) Runoff from this stream = 157.239(CFS) Time of concentration = 9.89 min. Rainfall intensity = 3.279( In/Hr) Area averaged loss rate (Fm) = 0.0414( In/Hr) Area averaged Pervious ratio (Ap) = 0.2071 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 155.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ---- -------------------------------------------------------------- Decimal - APARTMENT subarea type fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Rainfall intensity = 1 .750( In/Hr) for a 25.0 year storm User specified values are as follows: TC = 30.00 min. Rain intensity = 1 .75( In/Hr) Total area = 210.00(Ac. ) Total runoff = 320.00(CFS) 113 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 156.000 **** PIPEFLOW TRAVEL TIME ( Program estimated size) **** -----------7---------------------------------------------------------- Upstream point/station elevation = 16 .00(Ft . ) Downstream point/station elevation = 15.52(Ft. ) Pipe length = 360. 00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 320.000(CFS) Nearest computed pipe diameter 93.00( In. ) Calculated individual pipe flow 320.000(CFS) Normal flow depth in pipe = 80.63( In. ) Flow top width inside pipe = 63. 17( In. ) Critical Depth = 54.86( In. ) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 30.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 156.000 **** CONFLUENCE OF MINOR STREAMS **** Rainfall intensity = 1 723( In/Hr) for a 25.0 year storm Along Main Stream number: 2 in normal stream number 1 Stream flow area = 210.000(Ac. ) Runoff from this stream = 320.000(CFS) Time of concentration = 30.82 min. Rainfall intensity = 1 .723( In/Hr) Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 160.000 **** INITIAL AREA EVALUATION **** -- --------------------------------------------------------------- RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft. ) Top (of initial area) elevation = 64.000(Ft. ) Bottom (of initial area) elevation = 56.000(Ft. ) Difference in elevation = 8.000(Ft. ) Slope = 0.01455 s(%)= 1 .45 TC = k(0.324) * [ ( length^3)/(elevation change) ] ^0.2 Initial area time of concentration = 9.422 min. Rainfall intensity = 3.370( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.889 Subarea runoff = 29.371 (CFS) Total initial stream area = 9.800(Ac . ) Pervious area fraction = 0.200 Initial area Fm value = 0 .040( ln/Hr) ' 114 +.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 156.000 ** **-STREET-FLOW-TRAVEL-TIME +-SUBAREA-FLOW-ADDITION-**** ---- - ------------- Top of street segment elevation = 56.000(Ft. ) End of street segment elevation = 35.000(Ft. ) Length of street segment = 900.000(Ft. ) Height of curb above gutter flowline = 2.0( In. ) Width of half street (curb to crown) = 20.000(Ft . ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 2.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft . ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 76.424(CFS) Depth of flow = 0.565(Ft. ) Average velocity = 6.761 (Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 19.92(Ft. ) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) Flow velocity = 6.76(Ft/s) Travel time = 2.22 min. TC = 11 .64 min. Adding area flow to street Rainfall intensity = 2.990( In/Hr) for a 25.0 year storm RESIDENTIAL( 11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.040( In/Hr) Rainfall intensity = 2.990( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (G=KCIA) is C = 0.888 Subarea runoff = 80.011 (CFS) for 31 .400(Ac. ) Total runoff = 109.382(CFS) Total area = 41 .20(Ac. ) Area averaged Fm value = 0.040(In/Hr) Street flow at end of street = 109.382(CFS) Half street flow at end of street = 54.691 (CFS) Depth of flow = 0.631 (Ft. ) Average velocity = 7.691 (Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 23.24(Ft. ) Flow width ( from curb towards crown)= 20.000(Ft . ) i 115 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 156.000 **** CONFLUENCE OF MINOR STREAMS **** -- i-- -H-7-----7------------------------------------------------------ Rainall intensity = 2.990( In/Hr) for a 25.0 year storm Along Main Stream number: 2 in normal stream number 2 Stream flow area = 41 .200(Ac. ) Runoff from this stream = 109.382(CFS) Time of concentration = 11 .64 min. Rainfall intensity = 2.990( In/Hr) Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 320.000 30.82 1 .723 2 109.382 11 .64 2.990 Omax(1 ) = 1 .000 * 1 .000 * 320.000) + 0.571 * 1 .000 * 109.382) + = 382.416 Qmax(2) _ 1 .752 * 0.378 * 320.000) + 1 .000 * 1 .000 * 109.382) + = 321 .223 Total of 2 streams to confluence: Flow rates before confluence point: 320.000 109.382 Maximum flow rates at confluence using above data: 382.416 321 .223 Area of streams before confluence: 210.000 41 .200 Effective area values after confluence: 251 .200 120.529 Results of confluence: Total flow rate = 382.416(CFS) Time of concentration = 30.815 min. Effective stream area after confluence = 251 .200(Ac. ) Study area average Pervious fraction(Ap) = 0.200 Study area average soil loss rate(Fm) = 0.040( In/Hr) Study area total (this main stream) = 251 .20(Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 156.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ---------------------------------------- ----------------------------- Upstream point/station elevation = 15 50(Ft ) Downstream point/station elevation = 14.70(Ft . ) Pipe length = 800.00(Ft. ) Manning`s N = 0.013 No. of pipes = 1 Required pipe flow = 382.416(CFS) Nearest computed pipe diameter 105.00( ln. ) Calculated individual pipe flow = 382.416(CFS) Normal flow depth in pipe = 90.94( ln. ) Flow top width inside pipe = 71 .52( In . ) Critical Depth = 58.00( In. ) Pipe flow velocity = 6.91 (Ft/s) Travel time through pipe = 1 .93 min. Time of concentration (TC) = 32.74 min. 116 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 156.000 to Point/Station 206.000 **** CONFLUENCE OF MAIN STREAMS **** -----------------------a----=-----------------a----------------------- The following data inside Main Stream is listed: Rainfall intensity = 1 .665( In/Hr) for a 25.0 year storm In Main Stream number. 2 Stream flow area = 251 .200(Ac . ) Runoff from this stream = 382.416(CFS) Time of concentration = 32.74 min. Rainfall intensity = 1 .665( In/Hr) Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 157.239 9.89 3.279 2 382.416 32.74 1 .665 Omax( 1 ) _ 1 .000 * 1 .000 * 157.239) + 1 .993 * 0.302 * 382.416) + = 387.429 Qmax(2) _ 0.501 * 1 .000 * 157.239) + 1 .000 * 1 .000 * 382.416) + = 461 .270 Total of 2 main streams to confluence: Flow rates before confluence point: 157.239 382.416 Maximum flow rates at confluence using above data: 387.429 461 .270 Area of streams before confluence: 52.967 251 .200 Effective area values after confluence: 128.829 304. 167 Results of confluence: Total flow rate = 461 .270(CFS) Time of concentration = 32.745 min. - Effective stream area after confluence 304. 167(Ac. ) Study area average Pervious fraction(Ap) = 0.201 Study area average soil loss rate(Fm) = 0.040( In/Hr) Study area total = 304. 17(Ac. ) 117 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 150.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** -------------------7---------7---------------------------------------- Upstream point/station elevation = 14.70(Ft. ) Downstream point/station elevation = 14 . 10(Ft. ) Pipe length = 470.00(Ft . ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 461 .270(CFS) Nearest computed pipe diameter 108.00( In. ) Calculated individual pipe flow 461 .270(CFS) Normal flow depth in pipe = 92.25(In. ) Flow top width inside pipe = 76.23( In. ) Critical Depth = 63.37( In. ) Pipe flow velocity = 7.97(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 33.73 min. +.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 150.000 **** SUBAREA FLOW ADDITION **** ----------------------------------- Rainfall intensity = - 1 .637( In/Hr) for a 25.0 year storm RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Time of concentration = 33.73 min. Rainfall intensity = 1 .637( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.895 Subarea runoff = 6.095(CFS) for 21 .500(Ac. ) Total runoff = 467.365(CFS) Total area = 325.67(Ac. ) Area averaged Fm value = 0.043( In/Hr) 118 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 135.000 **** PIPEFLOW TRAVEL TIME ( Program estimated size) **** -----------------------------7---------------------------------------- Upstream point/station elevation = 14 . 10(Ft. ) Downstream point/station elevation = 13.40(Ft . ) Pipe length = 560.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 467.365(CFS) Nearest computed pipe diameter 108.00( In. ) Calculated individual pipe flow 467.365(CFS) Normal flow depth in pipe = 95.63( In. ) Flow top width inside pipe = 68.80( In. ) Critical Depth = 63.87( In. ) Pipe flow velocity = 7.84(Ft/s) Travel time through pipe = 1 . 19 min. Time of concentration (TC) = 34.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 135.000 **** CONFLUENCE OF MAIN STREAMS **** -----f--- --- ---- ------ ---- ------ -- ------- The oll-- - - - - - - owing data inside Main Stream is listed:---------------------- Rainfall intensity = 1 .606( In/Hr) for a 25.0 year storm In Main Stream number: i Stream flow area = 325.667(Ac. ) Runoff from this stream = 467.365(CFS) Time of concentration = 34.92 min. Rainfall intensity = 1 .606( In/Hr) Area averaged loss rate (Fm) = 0.0429( In/Hr) Area averaged Pervious ratio (Ap) = 0.2144 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 135.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** --------------------------------------------------------------------- RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Rainfall intensity = 2.341 ( In/Hr) for a 25.0 year storm User specified values are as follows: TC = 17.93 min. Rain intensity = 2.34( In/Hr) Total area = 202.99(Ac. ) Total runoff = 419.92(CFS) 119 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 135.000 **** CONFLUENCE OF MAIN STREAMS **** --------------a----7--------7----------------------------------------- The following data inside Main Stream is listed: Rainfall intensity = 2.341 ( In/Hr) for a 25.0 year storm In Main Stream number: 2 Stream flow area = 202.990(Ac. ) Runoff from this stream = 419.920(CFS) Time of concentration = 17.93 min. Rainfall intensity = 2.341 ( In/Hr) Area averaged loss rate (Fm) = 0. 1200( In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 467.365 34.92 1 .606 2 419.920 17.93 2.341 Qmax( i ) _ 1 .000 * 1 .000 * 467.365) + 0.669 * 1 .000 * 419.920) + = 748. 192 Omax(2) _ 1 .471 * 0.513 * 467.365) + 1 .000 * 1 .000 * 419.920) + = 772.903 Total of 2 main streams to confluence: Flow rates before confluence point: 467.365 419.920 Maximum flow rates at confluence using above data: 748. 192 772.903 Area of streams before confluence: 325.667 202.990 Effective area values after confluence: 528.657 370.216 Results of confluence: Total flow rate = 772.903(CFS) I Time of concentration = 17.930 min. Effective stream area after confluence 370.216(Ac. ) Study area average Pervious fraction(Ap) = 0.362 Study area average soil loss rate(Fm) = 0.072( In/Hr) Study area total = 528.66(Ac. ) i 120 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 171 .000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120(In/Hr) Initial subarea data: - Initial area flow distance = 1000.000(Ft. ) Top (of initial area) elevation 81 .000(Ft. ) Bottom (of initial area) elevation = 72.500(Ft. ) Difference in elevation = 8.500(Ft. ) Slope = 0.00850 s(%)= 0.85 TC = k(0.412)*[ ( length^3)/(elevation change) )^0.2 Initial area time of concentration = 16.944 min. Rainfall intensity = 2.418( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.855 Subarea runoff = 19.231 (CFS) Total initial stream area = 9.300(Ac. ) Pervious area fraction = 0.600 Initial area Fm value = 0. 120( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 171 .000 to Point/Station 175.000 **** SUBAREA FLOW ADDITION **** ------------------------------------------------------------------- Rainfall intensity = 2.418( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120(In/Hr) Time of concentration = 16.94 min. Rainfall intensity = 2.418(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.855 Subarea runoff = 17.576(CFS) for 8.500(Ac. ) Total runoff = 36.807(CFS) Total area = 17.80(Ac. ) Area averaged Fm value = 0. 120( In/Hr) 121 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 174.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** -----------7---------------------------------------------------------- Upstream point/station elevation = 60.00(Ft. ) Downstream point/station elevation = 47.50(Ft. ) Pipe length = 1350.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.807(CFS) Nearest computed pipe diameter 30.00( In. ) Calculated individual pipe flow 36.807(CFS) Normal flow depth in pipe = 22.95( In. ) Flow top width inside pipe = 25.45( In. ) Critical Depth = 24.66( In. ) Pipe flow velocity = 9. 14(Ft/s) Travel time through pipe = 2.46 min. Time of concentration (TC) = 19.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 174.000 to Point/Station 185.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ' Depthofflow = ------------------------------------- Average velocity = 5.786(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 Point number •X ' coordinate 'Y' coordinate 1 0.00 10.00 2 100.00 0.00 3 200.00 10.00 Manning's 'N.' friction factor = _.0..025 _. ----------------------------------------------------------------- Sub-Channel flow = 36.807(CFS) flow top width = 15.951 (Ft. ) ' velocity= 5.786(Ft/s) • area = 6.361 (Sq.Ft) Froude number = 1 .615 Upstream point elevation = 47.500(Ft. ) Downstream point elevation = 34.500(Ft. ) Flow length = 400.000(Ft. ) Travel time = 1 . 15 min. Time of concentration = 20.56 min. Depth of flow = 0.798(Ft. ) Average velocity = 5.786(Ft/s) Total irregular channel flow = 36.807(CFS) Irregular channel normal depth above invert elev. = 0.798(Ft. ) Average velocity of channel (s) = 5.786(Ft/s) Sub-Channel No. 1 Critical depth = 0.969(Ft. ) ' Critical flow top width = 19.375(Ft . ) ' Critical flow velocity= 3.922(Ft/s) ' Critical flow area = 9.385(Sq.Ft ) 122 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 174.000 to Point/Station 185.000 **** SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Rainfall intensity - 2. 167( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Time of concentration = 20.56 min. Rainfall intensity = 2. 167( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.850 Subarea runoff = 44.619(CFS) for 26.400(Ac. ) Total runoff = 81 .426(CFS) Total area = 44.20(Ac. ) Area averaged Fm value = 0. 120( In/Hr) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 174.000 to Point/Station 185.000 **** CONFLUENCE OF MAIN STREAMS **** -------------------------- ---------------------- ------------------- The following data inside Main Stream is listed: Rainfall intensity = 2 167( In/Hr) for a 25.0 year storm In Main Stream number: 1 Stream flow area = 44.200(Ac. ) Runoff from this stream = 81 .426(CFS) Time of concentration = 20.56 min. Rainfall intensity = 2. 167( In/Hr) Area averaged loss rate (Fm) = 0. 1200( In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 123 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 180.000 to Point/Station 181 .000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- RESIDENTIAL(3 - 4 dwl/acre> Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Initial subarea data: Initial area flow distance = 750.000(Ft. ) Top (of initial area) elevation = 81 .000(Ft. ) Bottom (of initial area) elevation = 70.000(Ft. ) Difference in elevation = 11 .000(Ft. ) Slope = 0.01467 s(%)= 1 .47 TC = k(0.412) *[ ( lengthA3)/(elevation change) ]AO.2 Initial area time of concentration = 13.541 min. Rainfall intensity = 2.745( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.861 Subarea runoff = 23.385(CFS) Total initial stream area = 9.900(Ac. ) Pervious area fraction = 0.600 Initial area Fm value = 0. 120(In/Hr) 124 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 181 .000 to Point/Station 182.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ---------------------------------------------------------------------- Depth of flow = 0.977(Ft. ) Average velocity = 2.450(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X ' coordinate 'Y' coordinate 1 0.00 10.00 2 100.00 0.00 3 200.00 10.00 Manning's 'N' friction factor = 0.025 ----------------------------------------------------------------- Sub-Channel flow = 23.385(CFS) flow top width = 19.541 (Ft. ) velocity= 2.450(Ft/s) area = 9.546(Sq.Ft) ' Froude number = 0.618 Upstream point elevation = 70.000(Ft. ) Downstream point elevation = 68.000(Ft. ) Flow length = 450.000(Ft. ) Travel time = 3.06 min. Time of concentration = 16.60 min. Depth of flow = 0.977(Ft. ) Average velocity = 2.450(Ft/s) Total irregular channel flow = 23.385(CFS) Irregular channel normal depth above invert elev. = 0.977(Ft. ) Average velocity of channel (s) = 2.450(Ft/s) Sub-Channel No. 1 Critical depth = 0.805(Ft. ) Critical flow top width = 16.094(Ft. ) • Critical flow velocity= 3.612(Ft/s) • Critical flow area = 6.475(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 181 .000 to Point/Station 182.000 **** SUBAREA FLOW ADDITION **** - ---------------------------------------------------------------------- Rainfall intensity - 2.446( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Time of concentration = 16.60 min. Rainfall intensity = 2.446( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.656 Subarea runoff = 5.080(CFS) for 3.700(Ac. ) Total runoff = 28.465(CFS) Total area = 13.60(Ac. ) Area averaged Fm value = 0. 120( In/Hr) 125 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 182.000 to Point/Station 185.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** -------------------------------------------------------- Depth-of-flow = 0.782(Ft . ) Average velocity = 4.656(Ft/s ) ******* IrregularChannelData-------- - - - -***********--------------- Information entered for subchannel number 1 : Point number •X ' coordinate 'Y' coordinate ' 1 0.00 10.00 2 100.00 0.00 3 200.00 10.00 Manning's 'N' friction factor = 0.025 ----------------------------------------------------------------- Sub-Channel flow = 28.465(CFS) flow top width = 15.637(Ft. ) • velocity= 4.656(Ft/s) area = 6. 113(Sq.Ft) Froude number = 1 .312 tUpstream point elevation = 68.000(Ft. ) Downstream point elevation = 34.500(Ft. ) Flow length 1550.000(Ft. ) Travel time - 5.55 min. Time of concentration = 22. 15 min. Depth of flow = 0.782(Ft. ) Average velocity = 4.656(Ft/s) Total irregular channel flow = 28.465(CFS) Irregular channel normal depth above invert elev. = 0.782(Ft. ) Average velocity of channel (s) = 4.656(Ft/s) Sub-Channel No. 1 Critical depth = 0.875(Ft. ) Critical flow top width = 17.500(Ft. ) Critical flow velocity= 3.718(Ft/s) • Critical flow area = 7.656(Sq.Ft) 126 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 182.000 to Point/Station 185.000 **** SUBAREA FLOW ADDITION **** -------------------------------- -------------------------------------- Rainfall intensity = 2.077( In/Hr) for a 25.0 year storm RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0. 120( In/Hr) Time of concentration = 22. 15 min. Rainfall intensity = 2.077( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.848 Subarea runoff = 30. 197(CFS) for 19.700(Ac. ) 1 Total runoff = 58.662(CFS) Total area = 33.30(Ac. ) Area averaged Fm value = 0. 120( In/Hr) 127 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 182.000 to Point/Station 185.000 **** CONFLUENCE OF MAIN STREAMS **** -- - -- --------------------------------------_---------------------- Th-e-fo-llo-wing data inside Main Stream is listed. Rainfall intensity = 2.077( In/Hr) for a 25.0 year storm In Main Stream number: 2 Stream flow area = 33.300(Ac. ) Runoff from this stream = 58.662(CFS) Time of concentration = 22. 15 min. ' Rainfall intensity = 2.077( In/Hr) Area averaged loss rate (Fm) = 0. 1200( In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 81 .426 20.56 2. 167 2 58.662 22. 15 2.077 Qmax( 1 ) _ 1 .000 * 1 .000 * 81 .426) + 1 .046 * 0.928 * 58.662) + = 138.365 Qmax(2) _ 0.956 * 1 .000 * 81 .426) + 1 .000 * 1 .000 * 58.662) + = 136.527 Total of 2 main streams to confluence: Flow rates before confluence point: 81 .426 58.662 Maximum flow rates at confluence using above data: 138.365 136.527 Area of streams before confluence: ' 44.200 33.300 Effective area values after confluence: 75. 108 77.500 Results of confluence: Total flow rate = 138.365(CFS) Time of concentration = 20.559 min. - Effective stream area after confluence - 75. 108(Ac. ) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0. 120( In/Hr) Study area total = 77.50(Ac. ) 128 ++.....♦+++++++++++++++++++++++++++++++............♦++.....+.......... Process from Point/Station 185.000 to Point/Station 186.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** -----------7-----------------7---------------------------------------- Upstream point/station elevation = 34.50(Ft. ) Downstream point/station elevation = 33.00(Ft . ) Pipe length = .153.00(Ft . ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 138.365(CFS) ' Nearest computed pipe diameter = 48.00( In. ) Calculated individual pipe flow 138.365(CFS) Normal flow depth in pipe = 38.25( In. ) Flow top width inside pipe = 38.62( In. ) Critical Depth = 41 .96( In. ) Pipe flow velocity = 12.90(Ft/s) Travel time through pipe = 0.20 min. ' Time of concentration (TC) = 20.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 218.000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft. ) Top (of initial area) elevation = 111 .000(Ft. ) ' Bottom (of initial area) elevation = 75.000(Ft. ) Difference in elevation = 36.000(Ft. ) Slope = 0.03600 s(%)= 3.60 ' TC = k(0.374)*( ( lengthA3)/(elevation change) ]^0.2 Initial area time of concentration = 11 .524 min. Rainfall intensity = 3.007(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.876 Subarea runoff = 9.747(CFS) Total initial stream area = 3.700(Ac. ) Pervious area fraction = 0.400 Initial area Fm value = 0.080(In/Hr) 129 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 75.000(Ft. ) End of street segment elevation = 69.000(Ft. ) Length of street segment = 690.000(Ft . ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.674(CFS) Depth of flow = 0.439(Ft. ) ' Average velocity = 3.062(Ft/s) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 15.596(Ft. ) 1 Flow velocity = 3.06(Ft/s) Travel time = 3.76 min. TC = 15.28 min. Adding area flow to street Rainfall intensity = 2.563( In/Hr) for a 25.0 year storm RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 ' Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080(In/Hr) Rainfall intensity = 2.563( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (G=KCIA) is C = 0.872 Subarea runoff = 8.580(CFS) for 4.500(Ac. ) Total runoff = 18.327(CFS) Total area = 8.20(Ac. ) Area averaged Fm value = 0.080(In/Hr) - ' Street flow at end of street = 18.327(CFS) Half street flow at end of street = 9. 163(CFS) Depth of flow = 0.460(Ft. ) Average velocity = 3. 156(Ft/s) Flow width (from curb towards crown)= 16.664(Ft. ) 130 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 69.000(Ft. ) ' End of street segment elevation = 67.500(Ft. ) Length of street segment = 740.000(Ft. ) Height of curb above gutter flowline = 8.0( In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft . ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ' Street flow is on [21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft . ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 30. 172(CFS) Depth of flow = 0.661 (Ft. ) ' Average velocity = 2.213(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) ' Flow velocity = 2.21 (Ft/s) Travel time = 5.57 min. TC = 20.85 min. Adding area flow to street ' Rainfall intensity = 2. 150( In/Hr) for a 25.0 year storm COMMERCIAL subarea type Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0. 1000 Max loss rate(Fm)= 0.020( In/Hr) Rainfall intensity = 2. 150( ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified 1 rational method) (G=KCIA) is C = 0.881 Subarea runoff = 17.262(CFS) for 10.600(Ac. ) Total runoff = 35.589(CFS) Total area = 18.80(Ac. ) Area averaged Fm value = 0.046( In/Hr) Street flow at end of street = 35.589(CFS) Half street flow at end of street = 17.794(CFS) Depth of flow = 0.712(Ft. ) Average velocity = 2.254(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property- = 2.29(Ft . ) ' Flow width ( from curb towards crown)= 20.000(Ft . ) 131 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ---------------------------------------------------------------------- Upstream point/station elevation = 58 .80( Ft . ) Downstream point/station elevation = 53.00(Ft. ) Pipe length = 700.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.589(CFS) Nearest computed pipe diameter = 30.00( In. ) Calculated individual pipe flow 35.589(CFS) Normal flow depth in pipe = 23.44( In. ) Flow top width inside pipe = 24.80( In. ) ' Critical Depth = 24.30( In. ) Pipe flow velocity = 8.66(Ft/s) Travel time through pipe = 1 .35 min. Time of concentration (TC) = 22.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211 .000 **** CONFLUENCE OF MINOR STREAMS **** -------------------------------------------------------------------- ' Rainfall intensity = 2.075( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.800(Ac. ) ' Runoff from this stream = 35.589(CFS) Time of concentration = 22.20 min. Rainfall intensity = 2.075( In/Hr) Area averaged loss rate (Fm) = 0.0462( In/Hr) ' Area averaged Pervious ratio (Ap) = 0.2309 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** -------------------------------------------------- RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 ' Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Initial subarea data: Initial area flow distance = 850.000(Ft. ) Top (of initial area) elevation = 70.000(Ft. ) ' Bottom (of initial area) elevation = 66.500(Ft. ) Difference in elevation = 3.500(Ft. ) Slope = 0.00412 s(%)= 0.41 ' TC = k (0.374) * [ ( lengthA3)/(elevation change) )^0.2 Initial area time of concentration = 16.661 min. Rainfall intensity = 2.441 ( ln/Hr) for a 25.0 year storm ' Effective runoff coefficient used for area (O=KCIA) is C = 0.871 Subarea runoff = 19. 122(CFS) Total initial stream area = 9.000(Ac . ) Pervious area fraction = 0.400 1 Initial area Fm value = 0.080( In/Hr) 132 i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 211 .000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ----------------------------7----------------------------------------- Top of street segment elevation = 66.500(Ft . ) End of street segment elevation = 65.000(Ft . ) Length of street segment = 450.000(Ft. ) Height of curb above gutter flowline = 8.0( In. ) ' Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 8.000(Ft. ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000( In. ) Manning's N in gutter = 0.0130 ' Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.876(CFS) Depth of flow = 0.591 (Ft. ) ' Average velocity = 2.479(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 20.000(Ft. ) Flow velocity = 2.48(Ft/s) Travel time = 3.03 min. TC = 19.69 min. Adding area flow to street ' Rainfall intensity = 2.221 ( In/Hr) for a 25.0 year storm RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Rainfall intensity = 2.221 (In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.868 Subarea runoff - 12.283(CFS) for 7.300(Ac. ) Total runoff = 31 .405(CFS) Total area = 16.30(Ac. ) 1 Area averaged Fm value = 0.060( In/Hr) Street flow at end of street = 31 .405(CFS) Half street flow at end of street = 15.703(CFS) Depth of flow = 0.619(Ft. ) Average velocity = 2.625(Ft/s) Note: depth of flow exceeds top of street crown. Flow width ( from curb towards crown)= 20.000(Ft. ) ' 133 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 211 .000 **** CONFLUENCE OF MINOR STREAMS **** - -------------------------------------------------------------------- R-ainfall intensity = 2.221 ( In/Hr) for a 25.0 year storm ' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.300(Ac. ) Runoff from this stream = 31 .405(CFS) Time of concentration = 19.69 min. Rainfall intensity = 2.221 ( In/Hr) Area averaged loss rate (Fm) = 0.0800( In/Hr) ' Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 35.589 22.20 2.075 2 31 .405 19.69 2.221 0max( 1 ) _ 1 .000 * 1 .000 * 35.589) + ' 0.932 * 1 .000 * 31 .405) + = 64.851 Qmax(2) _ 1 .072 * 0.887 * 35.589) + 1 .000 * 1 .000 * 31 .405) + = 65.235 Total of 2 streams to confluence: ' Flow rates before confluence point: 35.589 31 .405 Maximum flow rates at -confluence using above data: 64.851 65.235 ' Area of streams before confluence: 18.800 16.300 Effective area values after confluence: 35. 100 32.970 ' Results of confluence: Total flow rate = 65.235(CFS) Time of concentration = 19.686 min. - Effective stream area after confluence = 32.970(Ac. ) Study area average Pervious fraction(Ap) 0.309 Study area average soil loss rate(Fm) = 0.062( In/Hr) Study area total (this main stream) = 35. 10(Ac. ) 134 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 211 .000 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ** ** -----------7---------------------------------------------------------- Upstream point/station elevation = 53.00(Ft. ) Downstream point/station elevation = 47.70(Ft. ) Pipe length = 650.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 65.235(CFS) ' Nearest computed pipe diameter 39.00( In. ) Calculated individual pipe flow 65.235(CFS) Normal flow depth in pipe = 28.27( In. ) Flow top width inside pipe = 34.84( In. ) Critical Depth = 30.86( In. ) Pipe flow velocity = 10. 13(Ft/s) Travel time through pipe = 1 .07 min. ' Time of concentration (TC) = 20.76 min. ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211 .000 to Point/Station 213.000 **** CONFLUENCE OF MINOR STREAMS **** R ' -ainf----all------------intensity--=--------2 -155(--------In/Hr)---for---a------25- 0y ear-- -------storm--------- Along Main Stream number: 1 in normal stream number 1 Stream flow area = 32.970(Ac. ) ' Runoff from this stream = 65.235(CFS) Time of concentration = 20.76 min. Rainfall intensity = 2. 155( In/Hr) ' Area averaged loss rate (Fm) = 0.0619( In/Hr) Area averaged Pervious ratio (Ap) = 0.3094 135 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 212.000 to Point/Station 214.000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0. 1000 Max loss rate(Fm)= 0.020( In/Hr) Initial subarea data: Initial area flow distance = 830.000(Ft. ) Top (of initial area) elevation = 69.800(Ft. ) Bottom (of initial area) elevation = 66.200(Ft. ) Difference in elevation = 3.600(Ft. ) Slope = 0.00434 s(%)= 0.43 TC = k(0.304)* [ ( lengthA3)/(elevation change) )"0.2 ' Initial area time of concentration = 13.276 min. Rainfall intensity = 2.776( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (a=KCIA) is C = 0.894 Subarea runoff = 14.880(CFS) Total initial stream area = 6.000(Ac. ) Pervious area fraction = 0. 100 Initial area Fm value = 0.020( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 213.000 **** SUBAREA FLOW ADDITION **** --7------------------------------------------------------------------- Rainfall intensity = 2.776( In/Hr) for a 25.0 year storm COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0. 1000 Max loss rate(Fm)= 0.020( In/Hr) Time of concentration = 13.28 min. Rainfall intensity = 2.776( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (O=KCIA) is C = 0.894 Subarea runoff = 10.416(CFS) for 4.200(Ac. ) Total runoff = 25.296(CFS) Total area = 10.20(Ac. ) Area averaged Fm value = 0.020( In/Hr) ' 136 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214 .000 to Point/Station 213.000 **** CONFLUENCE OF MINOR STREAMS **** ----i----7-----7------------------------------------------------------ Rainall intensity = 2.776( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.200(Ac. ) Runoff from this stream = 25.296(CFS) Time of concentration = 13.28 min. Rainfall intensity = 2.776( In/Hr) Area- averaged loss rate (Fm) = 0.0200( In/Hr) Area averaged Pervious ratio (Ap) = 0. 1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 65.235 20.76 2. 155 2 25.296 13.28 2.776 Omax( 1) _ _ 1 .000 * 1 .000 * 65.235) + 0.775 * 1 .000 * 25.296) + = 84.837 Qmax(2) 1 .296 * 0.640 * 65.235) + 1 .000 * 1 .000 * 25.296) + = 79.385 Total of 2 streams to confluence: Flow rates before confluence point: 65.235 25.296 Maximum flow rates at confluence using above data: 84.837 79.385 Area of streams before confluence: 32.970 10.200 Effective area values after confluence: 43. 170 31 .289 Results of confluence: Total flow rate = 84.837(CFS) ' Time of concentration = 20.755 min. - Effective stream area after confluence = 43. 170(Ac. ) Study area average Pervious fraction(Ap) - 0.260 Study area average soil loss rate(Fm) = 0.052( In/Hr) Study area total (this main stream) = 43. 17(Ac. ) 137 ++++t+tt+++tt++++++t+ttt+tt+tt++t++t++++++++++++++#+++++++++++++t+++++ Process from Point/Station 213.000 to Point/Station 260.000 ****-PIPEFLOW-TRAVEL-TIME Program-estimated-size) -****-----`--------- ` --- Upstream point/station elevation = 65.20(Ft. ) Downstream point/station elevation = 59.50(Ft. ) Pipe length = 650.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 84 .837(CFS) Nearest computed pipe diameter = 42.00( In. ) Calculated individual pipe flow = 84.837(CFS) Normal flow depth in pipe = 31 . 17( In. ) Flow top width inside pipe = 36.74( In. ) Critical Depth = 34.42( In. ) Pipe flow velocity = 11 .08(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 21 .73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 260.000 **** CONFLUENCE OF MINOR STREAMS **** ---------------------------------------------------------------------- Rainfall intensity = 2. 100( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 1 Stream flow area = 43. 170(Ac. ) Runoff from this stream = 84.837(CFS) Time of concentration = 21 .73 min. Rainfall intensity = 2. 100( In/Hr) Area averaged loss rate (Fm) = 0.0520( In/Hr) Area averaged Pervious ratio (Ap) = 0.2599 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 260.000 **** INITIAL AREA EVALUATION **** --------------------------------------------------------------------- RESIDENTIAL(11+ dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.2000 Max loss -rate(Fm)= 0.040( In/Hr) Initial subarea data: Initial area flow distance = 700.000(Ft. ) Top (of initial area) elevation = 64.000(Ft. ) Bottom (of initial area) elevation = 60.000(Ft. ) Difference in elevation = 4.000(Ft. ) Slope = 0.00571 s(%)= 0.57 TC = k(0.324)* [ ( length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.508 min. Rainfall intensity = 2.871 ( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.867 Subarea runoff = 18 .343(CFS) Total initial stream area = 7.200(Ac . ) Pervious area fraction = 0.200 Initial area Fm value = 0.040( In/Hr) 138 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 260.000 **** CONFLUENCE OF MINOR STREAMS **** ---------7------------------------------------------------------------ Rainfall intensity = 2.871 ( In/Hr) for a 25.0 year storm Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.200(Ac . ) Runoff from this stream = 18.343(CFS) Time of concentration = 12.51 min. Rainfall intensity = 2.871 ( In/Hr) Area averaged loss rate (Fm) = 0.0400( In/Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 84.837 21 .73 2. 100 2 18.343 12.51 2.871 Qmax( 1 ) = 1 .000 * 1 .000 * 84.837) + 0.728 * 1 .000 * 18.343) + = 98. 185 Qmax(2) _ 1 .376 * 0.576 * 84.837) + 1 .000 * 1 .000 * 18.343) + = 85.549 Total of 2 streams to confluence: Flow rates before confluence point: 84.837 18.343 Maximum flow rates at confluence using above data: 98. 185 85.549 Area of streams before confluence: 43. 170 7.200 Effective area values after confluence: 50.370 32.046 Results of confluence: Total flow rate = 98. 185(CFS) Time of concentration = 21 .733 min. Effective stream area after confluence = 50.370(Ac. ) Study area average Pervious fraction(Ap) = 0.251 Study area average soil loss rate(Fm) = 0.050( In/Hr) Study area total (this main stream) = 50.37(Ac. ) 139 ++++t++++++++++++++++++++++++++4++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 230.000 **** INITIAL AREA EVALUATION * *** ---------------------------------------------------------------------- RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Initial subarea data: Initial area flow distance = 650.000(Ft. ) Top (of initial area) elevation = 66.000(Ft. ) Bottom (of initial area) elevation = 64.000(Ft. ) Difference in elevation = 2.000(Ft. ) Slope = 0.00308 s(%)= 0.31 TC = k(0.374)*[ ( lengthA3)/(elevation change) ]^0.2 Initial area time of concentration = 15.864 min. Rainfall intensity = 2.509( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.871 Subarea runoff = 18. 147(CFS) Total initial stream area = 8.300(Ac. ) Pervious area fraction = 0.400 Initial area Fm value = 0.080( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 237.000 **** INITIAL AREA EVALUATION **** --- 10 dwl/ ---------------------------acre) ---- ---------------------- ------------- RESIDENTIAL(8 - Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft. ) Top (of initial area) elevation = 120.000(Ft. ) Bottom (of initial area) elevation = 85.000(Ft. ) Difference in elevation = 35.000(Ft. ) Slope = 0.03889 s(%)= 3.89 TC = k(0.374) *[ ( length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.879 min. Rainfall intensity = 3. 107( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.877 Subarea runoff = 26. 150(CFS) Total initial stream area = 9.600(Ac. ) Pervious area fraction = 0.400 Initial area Fm value = 0.080( In/Hr) 140 Process from Point/Station 237.000 to Point/Station 240.000 **** SUBAREA FLOW ADDITION **** ---------------------------------------------------------------------- Rainfall intensity = 3. 107( In/Hr) for a 25.0 year storm RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.080( In/Hr) Time of concentration = 10.88 min. Rainfall intensity = 3. 107( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (0=KCIA) is C = 0.877 Subarea runoff = 19.340(CFS) for 7. 100(Ac. ) Total runoff = 45.490(CFS) Total area = 16.70(Ac. ) Area averaged Fm value = 0.080( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 245.000 to Point/Station 247.000 **** INITIAL AREA EVALUATION **** ---------------------------------------------------------------------- COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0. 1000 Max loss rate(Fm)= 0.020( In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft. ) Top (of initial area) elevation = 120.000(Ft. ) Bottom (of initial area) elevation = 96.500(Ft. ) Difference in elevation = 23.500(Ft. ) Slope = 0.02611 s(%)= 2.61 TC = k(0.304) *[ ( length^3)/(elevation change) ]"0.2 Initial area time of concentration = 9.576 min. Rainfall intensity = 3.339( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.895 Subarea runoff = 27.483(CFS) Total initial stream area = 9.200(Ac. ) Pervious area fraction = 0. 100 Initial area Fm value = 0.020( In/Hr) 141 ♦+tttttt+......ttt+tttt+ttt+ttttt+ttt++......+++++4+.................. Process from Point/Station 247.000 to Point/Station 250.000 **** SUBAREA FLOW ADDITION **** --------------------------- ---------------------- --y---------------- Rainfall intensity = 3 339( In/Hr) for a 25 0 ear storm COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 .000 SCS curve number for soil (AMC 2) = 75.00 Pervious ratio(Ap) = 0. 1000 Max loss rate(Fm)= 0.020( In/Hr) Time of concentration = 9.58 min. Rainfall intensity = 3.339( In/Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q=KCIA) is C = 0.895 Subarea runoff = 49.588(CFS) for 16.600(Ac. ) Total runoff = 77.071 (CFS) Total area = 25.80(Ac. ) Area averaged Fm value = 0.020( In/Hr) End of computations, total study area = 1141 .99 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.424 Area averaged SCS curve number = 75.4 142 U n i t H y d r o g r a p h A n a l y s i s Copyright (0 CivilCadd/CivilDesign, 1990 , Version 2. 1 Study date 6/19/91 ++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++, ----------------------------------------------------------------------- Orange County Synthetic Unit Hydrology Method Manual date - October 1986 --------------------------------------------------------------------- 25 YR. HYDROGRAPH FOR SULLER-MILLER LAKE STUDY FILE: MILLER.UN3 0808-273-2 L.A.B. -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 ++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++..... ******** Area-averaged max loss rate, Fm ******** SCS curve Area Area Soil Fp Ap Fm No. (AMCII ) (Acres) Fraction Group ( In/Hr) (dec. ) MAN 75.0 551 .0 1 .00 D 0.200 0.200 0.040 Area-averaged adjusted loss rate Fm (In/Hr)= 0.040 Area-Averaged low loss rate fraction, Yb ********** Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC2) yield fr 110.20 0.200 75.0 75.0 3.33 0.455 440.80 0.800 98.0 98.0 0.20 0.947 Area-averaged catchment yield fraction, Y = 0.849 Area-averaged low loss fraction, Yb = 0. 151 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ User entry of time of concentration = 0.299 (hours) Watershed area = 551 .00 acres Catchment Lag time = 0.239 hours Unit interval = 20.000 minutes Unit interval percentage of lag time = 139.3534 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.040 ( In/hr) Average low loss rate fraction (Yb) = 0. 151 (decimal ) Valley Developed S-Graph Selected Computed peak 5-minute rainfall = 0.400 inches Computed peak 30-minute rainfall = 0.870 inches Specified peak 1-hour rainfall = 1 . 150 inches Computed peak 3-hour rainfall = 1 .940 inches Specified peak 5-hour rainfall = 2.710 inches Specified peak 24-hour rainfall = 4.490 inches 143 Rainfall depth area reduction factors : Using a total area of 1 .00 acres (Ref : fig. E-4) 5-minute factor = 1 .000 Adjusted rainfall = 0.400 inches 30-minute factor = 1 .000 Adjusted rainfall = 0 .870 inches 1-hour factor = 1 . 000 Adjusted rainfall = 1 . 150 inches 3-hour factor = 1 .000 Adjusted rainfall = 1 .940 inches 6-hour factor = 1 .000 Adjusted rainfall = 2.710 inches 24-hour factor = 1 .000 Adjusted rainfall = 4.490 inches --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++ +++++++ +++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ----------- WFS) ------------------------------- ---------------------- 1 30.908 514.896 2 93.491 1042.585 ------- ------------- --------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number ( inches) (inches) 1 0.40 0.40 2 0.54 0. 14 3 0.64 0. 10 4 0.73 0.09 5 0.80 0.07 6 0.87 0.07 7 0.93 0.06 8 0.98 0.05 9 1 .02 0.05 10 1 .07 0.04 11 1 . 11 0.04 12 1 . 15 0.04 13 1 . 19 0.04 14 1 .24 0.04 15 1 .28 0.04 16 1 .32 0.04 17 1 .36 0.04 18 1 .39 0.04 19 1.43 0,04 20 1 .47 0.04 21 1 .50 0.03 22 1 .53 0.03 23 1.57 0.03 24 1 .60 0.03 25 1 .63 0.03 26 1 .66 0.03 27 1 .69 0.03 28 1 .72 0.03 29 1 .75 0.03 30 1 .78 0.03 31 1 .81 0.03 32 1 .83 0.03 33 1.86 0.03 34 1 .89 0.03 35 1.91 0.03 14L %J %J %J 0000000000 00000 0 0000t- 41t• t• 4• fit t- t- c- WWWW N ' 00W ,%I004's W N1-` 00M ' I004:, WN � O0wW j004s WNW-- 00MvO, NNNNNNNNNNNNNNNNNNNNNNNNNNNNNt7tJNtjN N0jNANOOD0 NOOcoai � NOO ,OD N0 QUiW � W041 ►~� � OOOkc) �jI- LA 0000000000000000000000000000000000000 . . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N A) N t) tJ W W W W Unit 'in it Unit Effective Period Rainfall Soil-Loss Rainfall ' (number ) ( inches ) ( inches) ( inches )- --------- --------- - 1 0. 0740 0. 0112 0.0628 11 0. 0775 0.0117 0.0658 3 0.0816 0.0123 0 .0693 4 0.0864 0 .0131 0.0733 5 0.0921 0.0133 0.0788 6 0.0991 0.0133 0.0858 7 0. 1067 0.0133 0.0933 8 0. 1183 0.0133 0. 1050 9 0. 1347 0.0133 0. 1214 10 0. 1603 0.0133 0.1469 11 0. 1799 0.0133 0. 1666 12 0.3844 0.0133 0.3711 13 0.5856 0.0133 0.5723 14 0. 1545 0.0133 0. 1412 15 0. 1155 0.0133 0. 1022 16 0.0974 0.0133 0.0841 17 0.0852 0.0129 0.0723 18 0.0766 0.0116 0.0651 -------------------------------------------------------------------- --------------------------- ------ --------------------------------- Total soil rain loss = 0.23 ( In. ) Total effective runoff = 2.48 (In. ) ------------------------------_-----{---------- Total soil-loss volume = 10.6850 Acre-Feet) Total storm runoff volume = 113.6900 (Acre-Feet) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------- Hydrograph in 20 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) Volume(AF) O(CFS) 0 200.0 400.0 600.0 800.0 ----------------------------------------------------------------------- 0+20 0.8906 32.33 VO 0+40 3.6272 99.34 V O ; 1+ 0 6.6871 111 .07 ; V O ; 1+20 9.9134 117.12 ; V 0 1+40 13.3444 124.54 ; V 0 2+ 0 17.0435 134.28 ; VG 2+20 21 .0670 146.05 ; O 2+40 25.4927 160.65 3+ 0 30.5089 182.09 ; OV 3+20 36.3932 213.60 ; O V 3+40 43.3387 252. 12 ; ; 0 V 4+ 0 53.8255 380.67 ; VO; ; 4+20 73.0982 699.60 ; ; V ; O 4+40 92.6467 709.61 ; ; ; V 0 ; 5+ 0 99.8614 261 .90 ; ; O ; ; V 5+20 104.4119 165. 18 ; 0 ; ; ; V ; 5+40 108. 1591 136.02 ; O ; V 6+ 0 111 .4111 118.05 O ; ; ; V; 6+20 113.4957 75.67 ; O ; ; ; V; 6+40 113.6900 7.05 0 ; ; ; V; ----------------------------------------------------------------------- 14b U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd/CivilDesign. 1990, Version 2. 1 Study date 6/19/91 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ----------------------------------------------------------------------- Orange County Synthetic Unit Hydrology Method Manual date - October 1986 --------------------------------------------------------------------- 100 YR. HYDROGRAPH FOR SULLY-MILLER LAKE STUDY FILE: LAKE.UN3 0808-273-2 L.A.B. ------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 ++++++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++ **#***** Area-averaged max loss rate, Fm ******** SCS curve Area Area Soil Fp Ap Fm No. (AMCII ) (Acres) Fraction Group ( In/Hr) (dec. ) ( in/hr) 75.0 551 .0 1 .00 D 0.200 0.200 0.040 Area-averaged adjusted loss rate Fm ( In/Hr)= 0.040 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC3) yield fr 110.20 0.200 75.0 91.0 0.99 0.816 440.80 0.800 98.0 98.0 0.20 0.958 Area-averaged catchment yield fraction, Y = 0.929 Area-averaged low loss fraction, Yb = 0.071 ++++++++++++++++++++++++++++++++++++ ++++++............++++++.+++++. User entry of time of concentration = 0.279 (hours) Watershed area = 551 .00 acres Catchment Lag time = 0.223 hours Unit interval = 20.000 minutes Unit interval percentage of lag time = 149.3429 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.040 ( In/hr) Average low loss rate fraction (Yb) = 0.071 (decimal ) Valley Developed S-Graph Selected Computed peak 5-minute rainfall = 0.520 inches Computed peak 30-minute rainfall = 1 .090 inches Specified peak 1-hour rainfall = 1 .450 inches Computed peak 3-hour rainfall = 2.430 inches Specified peak 6-hour rainfall = 3.360 inches Specified peak 24-hour rainfall = 5.630 inches 147 Rainfall depth area reduction factors : Using a total area of 1 .00 acres (Ref: fig. E-4) 5-minute factor = 1 .000 Adjusted rainfall 0. 520 inches 30-minute factor = 1 .000 Adjusted rainfall = 1 .090 inches 1-hour factor = 1 .000 Adjusted rainfall = 1 .450 inches 3-hour factor = 1 .000 Adjusted rainfall = 2.430 inches 6-hour factor = 1 .000 Adjusted rainfall = 3.360 inches 24-hour factor = 1 .000 Adjusted rainfall = 5.630 inches --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S ' Graph Unit Hydrograph Number Mean values -------(CFS) ----------------------------------- ---------------------- 1 34. 182 569.441 2 95. 140 1015.504 3 100.000 80.969 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number ( inches) ( inches) 1 0.52 0.52 2 0.69 0. 17 3 0.82 0. 13 4 0.92 0. 10 5 1 .01 0.09 6 1 .09 0.08 7 1 . 16 0.07 8 1 .23 0.07 9 1 .29 0.06 1 10 1 .35 0.06 it 1 .40 0.05 12 1 .45 0.05 13 1 .51 0.06 14 1 .56 0.05 15 1 .61 0.05 16 1 .66 0.05 17 1 .71 0.05 18 1 .75 0.05 19 1 .80 0.05 20 1 .84 0.04 21 1 .89 0.04 22 1 .93 0.04 23 1 .97 0.04 �i 24 2.01 0.04 25 2.05 0.04 26 2.09 0.04 27 2. 12 0.04 28 2. 16 0.04 29 2.20 0.04 ' 30 2.23 0.04 31 2.27 0.03 32 2.30 0.03 33 2.33 0.03 34 2.37 0.03 35 2.40 0.03 148 v � .� rnrnrnrnrnrnrnrnrnrncncncncncncncncncrcnt� P, 4, r4, $s4, rA�- rWWWW 0r-' 00w -,I00 WN ►-` 000O .j00t- W W *- 000 -JMCnA W " �- 000D �ICn WWW W WWW W WWW WWWW WNNNNNNNNNNNNNNNNt•JtoWtJtN . . . . . . . . . . . . . W W WNNNNN ►� � ►-+ ►� 000O �O �O �O �OODCDCOC 4 �J �4 �JQ1CnQN (ncntni., 1 t- O A N %D -�t N CO O OD Oi W E-` %0 0% L' r+ %D 0% l- �" %D O W + OD Cn W O -I A ►-- CO (n t i �D O W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 N N N N N N N N N N N N N N N N W W W W W W W W W W W W W W W W W W W W W --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) ( inches ) ( inches) ( inches) --------------------------------------------------------------------- I 1 0.0889 0.0063 0.0827 2 0.0933 0.0066 0.0867 3 0.0984 0.0069 0.0915 4 0 . 1044 0.0074 0.0970 5 0. 1115 0.0079 0. 1036 6 0. 1202 0.0085 0.1117 7 0. 1320 0.0093 0. 1227 8 0. 1466 0.0103 0. 1362 9 0. 1672 0.0118 0. 1554 10 0. 1992 0.0133 0. 1859 it 0.2315 0.0133 0.2181 12 0.4667 0.0133 0.4534 13 0.7518 0.0133 0.7384 14 0. 1920 0.0133 0.1787 15 0. 1431 0.0101 0. 1330 16 0. 1181 0.0083 0.1098 17 0.1029 0.0073 0.0956 18 ----0_0923---- -0_0065 0.0857 -------------------------------------------------------------------- Total soil rain loss = 0. 17 ( In. ) Total effectiverunoff-_----3_ -18 (In_)- - ------------------------------- Total soil-loss volume = 7.9795 (Acre-Feet) Total storm runoff volume = 146_ -2245 (Acre-Feet) - --- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T 0 R M ----------R-u n o f f H y d r o g r a p h ----- --------------------------------------------------- Hydrograph in 20 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) Volume(AF) O(CFS) 0 225.0 450.0 675.0 900.0 0+20-------1.2969-----47.08--V-0 -------�---------�---------�--------- 0+40 4.9705 133.35 V O 1+ 0 9.0164 146.87 V O 1+20 13.2902 155. 14 ; V 0 1+40 17.8332 164.91 ; V O 2+ 0 22.7014 176.71 ; VO 2+20 27.9827 191 .71 ; VO 2+40 33.8005 211 . 19 3+ 0 40.3226 236.75 OV 3+20 47.8890 274.66 ; ; QV 3+40 56.8577 325.57 ; ; QV 4+ 0 70.4864 494 .72 ; V;O 4+20 95.2397 898.55 ; ; V ; O; 4+40 119.7126 888.36 ; ; ; ; V O; 5+ 0 128.4455 317.00 ; ; O ; ; V ; 5+20 134.2872 212.05 ; 0; ; ; V ; 5+40 139. 1553 176.71 ; O V ; 6+ 0 143.4210 154.84 ; O ; ; ; V; 6+20 146.0332 94.82 ; O ; ; V; 6+40 146.2245 6.94 0 ; ; ; V; ----------------------------------------------------------------------- 150 Table 6.3A.--Local-storm PMP computation, Colorado River, Great Basin and California drainages. For drainage average depth PMP- Go to table 6.3B if areal variation is required. Drainage SULLY-MILLER LAKE STUDY Area 0.86 mil Latitude 3310411 Longitude 118000' Minimum Elevation 13 ft Steps correspond to those in sec. 6.3A. 1. Average 1-hr 1-mi2 (2.6-km2) PMP for 7.0 in. drainage [fig. 4.5]. 2. a. Reduction for elevation. [No adjustment for elevations up to 5,000 feet (1,524 m): 5% decrease per 1,000 feet (305 m) above 5,000 feet (1,524 m)]. 100 x b. Multiply step 1 by step 2a. 7.0 in. 3. Average 6/1-hr ratio for drainage [fig. 4.71. 1.6 I Duration hr 1 4 1 2 3/4 1 2 3 4 5 6 4. Durational variation for 6/1-hr ratio of step 3. [table 4.4]. 43 70 87 100 124 138 147 154 160 % 5. 1-mi2 (2.6-km2) PMP for indicated durations 4.90 7.00 9.66 10.78 [step 2b X step 4]. 3.01 6.09 8.68 10.29 11.20 in. 6. Areal reduction [fig. 4.9]. 100 100 100 100 100 100 100 100 100 % 7. Areal reduced PEP 4.90 7.00 9.66 10.78 [steps 5 X 6]. 3.01 6.09 8.68 10.29 11.20 in. 8. Incremental PEP (successive subtraction 1.68 0.63 0.42 in step 7). 7.00 0.98 0.49 in. 3.011.891. 19 0.91) 15-min. increments 9. Time sequence of incre- mental PMP according to: hr. 1 2 3 4 5 6 Hourly increments 0.63 7.00 0.42 TOTAL RAINFALL [table 4.71. 0.49 1--U 0.98 in. fWY = 11.20 in. Four largest 15-min. 1.89 0.91 increments [table 4.8]. 3,U 1-,U in. Conversion to Unit Hydrograph Duration (hr) : 1� 1 liz 2 2� 3 311 4 411 5 5� 6 Cummulative % Rainfall: 2% 4% 7% 10% 18% 25% 57% 88% 92% 96% 98% 100% 1 151 U n i t H y d r o g r a p h A n a l y s i s ' Copyright (c) CivilCadd/CivilDesign, 1990, Version 2. 2 Study date 6/19/91 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ --------------------------------------------------------------------- PMP HYDROGRAPH FOR SULLY-MILLER LAKE STUDY FILE: SULLY.UN3 0808-273-2 L.A.B. --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++......+++++++++++++++++++++ Storm Event Year = 1000 Antecedent Moisture Condition = 3 Area averaged rainfall isohyetal data: Sub-Area(Ac. ) Rainfall ( In) 551 .00 11 .20 Rainfall Distribution pattern used in study: User manual entry of rainfall distribution pattern for storm -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ********* Area-Averaged SCS Curve Number and Fm ********* Area Area SCS CN SCS CN Fm Soil (Ac. ) fract (AMC2) (AMC3) (In/Hr) Group 110.20 0.200 75.0 91 .0 0.000 D 440.80 0.800 98.0 98.0 Area-averaged catchment SCS Curve Number AMC(3) = 96.600 Area-averaged Fm value using values listed = 0.000(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Direct entry of lag time by user Watershed area = 551 .00(Ac. ) Catchment Lag time = 0.310 hours Unit interval = 20.000 minutes Unit interval percentage of lag time = 107.5269 Hydrograph baseflow = 0.00(CFS) Minimum watershed loss rate(Fm) = 0.040(In/Hr) Average adjusted SCS Curve Number = 96.600 Rainfall depth area reduction factors : Using a total area of 551 .00(Ac. ) (Ref: SCS Sup A, Sec.4) Pacific Coastal Climate ratio used Areal factor ratio (rainfall reduction) = 1 .000 Adjusted rainfall = 11 .200(In) +++++++++++++++++++++ +++++++++++++ ++++++++++++++++++++++++++++.+... 152 The following unit hydrograph was developed using an S-Graph interpolated by time percentage of lag time vs . percentage of peak flow. The S-Graphs for Valley, Foothill . and Mountain were developed by the U.S. Army Corps of Engineers for use in the respective type of ' basins located in Southern California . (Hydrology San Gabrial River . . . U.S. Engineer Office. Dec 1944, revised Jul 1946) The Desert S-Graph is from Report . . . on . . . Tahquitz Creek, California, same U.S, offfice , Corps of Engineers , June 1963. The Valley Developed S-Graph is used by Orange and San Bernardino counties in California to represent the characteristics of valley areas with a large amount of development. Because of the wide variety in topography in Southern California, these synthetic unit hydrographs were included for use as options in any geographic location. The SCS(Soil Conservation Service Dimensionless S-Graph, SCS handbook, of 1972, applies to a broad cross section of geographic locations and hydrologic regions . The User Defined hydrograph converts the user Q/Qp vs. T/Tp values into an S-Graph based on lag = Tp/0.9. Then, for the lag time used , the S-Graph in interpolated in time % of lag. The following S-Graph or S-Graph combination is used in this study: VALLEY DEVELOPED S-Graph U N I T H Y D R O G R A P H +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Time Ratio Time Discharge Q Mass Curve (t/Lag) (hrs) Ratios (CFS) Ratios WOO (Qa/Q) --- ----------- -------------:--------- ---------------- 1 .08 0.333 0.308 328.031 0.197 2. 15 0.667 1 .000 1063.833 0.835 3.23 1.000 0.235 250. 113 0.985 4.30 1 .333 0.023 24.790 1 .000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ For each time interval of the 6 or 24 hour storm, the total rainfall up to that storm time is calculated. Then the Soil Conservation Service SCS (report 1972, 1975) area averaged Curve Number (CN) is used to determine the amount of direct runoff in (In) using the following equations: (P - Ia) ^2 Q = --------------- P - Ia + S 153 Where: 0 = direct runoff, P = depth of precipitation, Ia = Initial Abstraction and S is the watershed storage in inches . S and Ia are given by the following equations : 1000 S = ------------ - 10 and Ia = 0.2 S CN Note: If Metric (SI ) Units are used, rainfall data is converted by the program internally into inches for these calculations. Note: In the following printout, the revised runoff column is only used when the minimum soil loss rate, fm, exceeds the normal loss rate of delta P(dP) - delta Q(dQ) then the dP-dQ column equals fm = 0.040( In) (for time interval = 0.013( In) ) and the revised runoff is shown in the last column. --------------------------------------------------------------------- Time Total Total SCS Rainfall Runoff Infiltr- Revised Period Rainfall Runoff Amount Amount ation Runoff Min (hours) (In) ( In) (In) (In) (In) Loss Rate P Q dP dQ dP-dQ ---------------------------- ------- 0.33 0.0933 0.0014 0.0933 0.0014 0.0919 -------- 0.67 0.2427 0.0566 0. 1493 0.0552 0.0941 -------- 1 .00 0.3920 0. 1536 0. 1493 0.0969 0.0524 -_______ 1 .33 0.5880 0.3081 0. 1960 0.1545 0.0415 - 1 .67 0.8120 0.5029 0.2240 0.1948 0.0292 -------- 2.00 1.0360 0.7077 0.2240 0.2047 0.0193 --______ 2.33 1 .4933 1 . 1408 0.4573 0.4331 0.0242 -- 2.67 2.0767 1 .7068 0.5833 0.5661 0.0173 ---- 3.00 2.6040 2.2246 0.5273 -------- 0.0133 0.5140 3.33 4.2933 3.8981 -1 .6893 1_6735 0.0159 -------- 3.67 6.6687 6.2641 2.3753 - 0.0133 2.3620 4.00 8.9880 8.5790 2.3193 -------- 0.0133 2.3060 4.33 10.0427 9.6323 1.0547 ________ 0.0133 1 .0413 4.67 10.3413 9.9306 0.2987 0.0133 0.2853 5.00 10.6400 10.2290 0.2987 -------- 0.0133 0.2853 5.33 10.8453 10.4341 0.2053 =------- 0.0133 0. 1920 5.67 10.9947 10.5833 0. 1493 =_______ 0.0133 0. 1360 6.00 11 . 1440 10.7325 0. 1493 0.0133 0. 1360 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.56( In) Total effective runoff = 10.64(In) ------------------------------------------ -- ----------------------- Total soil-loss volume = 25.79(Ac Ft Total storm runoff volume = 488.47(Ac.Ft) --------------------------------------------------------------------- 154 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T 0 R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------------ -------Hydrograph in 20 Minute intervals (CFS) ------------ -------------------------------------------------- Time(h+m) Volume Ac. Ft.O(CFS) 0 950.0 1900.0 2850.0 3800.0 ' 0+20 0.0127 0.460--------- ---------- ---------- ---------- ' 0+40 0.5527 19.60 0 ' 1+ 0 3.0564 90.88 Q ' 1+20 7.6754 167.67 VQ 1+40 14.6708 253.93 VQ 2+ 0 23.3616 315.47 ;V Q 2+20 34.7236 412.44 V Q 2+40 54.0756 702.48 ; V 0 3+ 0 78.4341 884.21 ; V 0; ' 3+20 112.8165 1248.08 ; V; Q 3+40 187. 1334 2697.70 ; V ; 0 ; 4+ 0 289.0759 3700.51 ; ; ; V ; Q ; 4+20 383.4847 3427.04 ; ; ; ;V 0 ; 4+40 434.0829 1836.72 ; ; 0; ; V ; 5+ 0 453.7733 714.76 ; 0 ; ; ; V ; 5+20 466,5477 463.71 ; Q ; ; ; V ; 5+40 475.5644 327.31 ; 0 ; ; ; V 6+ 0 482.2969 244 .39 ; 0 ; ; ; V; 6+20 487.3508 183.46 ;0 ; ; V; 6+40 488.3807 37.39 O ; ; V; 7+ 0 488.4736 3.37 0 ; ; ; V; ----------------------------------------------------------------------- 155 SURFACE AREAS OF SULLY- M J LLEFF, LAKE AT VARIOUS WATER DEPTHS ' Digitized Areas (at 100 scale) 02/10/91 10:54 A Area Description Perimeter Square Feet Acre -------------------------- ---- - --------- SULLY @ 2.5 2,943.08 419,063.86 9.620 SULLY @ 6.6 2,945.86 441 ,766.85 10. 141 SULLY @ 10.0 3, 161 .03 482,839.90 11 .084 SULLY @ 20.0 3,283.30 554,612. 11 12.732 SULLY @ 30.0 3,605.92 606,843.77 13.931 SULLY @ 35.0 3,626. 17 688,785.07 15.812 SULLY @ 42.0 3,967.92 803,901 . 17 18.455 -------------------------------------- Total : 23,533.27 3,997,812.74 91 .777 156 SULLY MILLER LAKE C RO96•SECTJ0l4 N ,AECA CAc) d VO Lu 015 1;�VOLUME 18.E = ELEv_ 4Z 120 522 ' 3 58 2 5 I . = LEV. 35 74 402 _ 27 5 I3.�J _ L U. D 133 32$ 1 ENV. Zo 17 5 12 .7 = I19 (q5 1 ■ 75 11. 1 _ ELX--v 10 ?76 76 4.1 10. 1 _ F-LZv. 40 40 0.0 q.(v 2.5 _ 0 LDEN & WATER DEPTHSI SURFACE AREAS MD SSOCIATES 4 rMORAGE VOwM� wA � co1zR R��101NU TO WATER SU RFAC1= 1=LEVATI OIJS, CIVIL ENGINEERS-PLANNERS-LAND SURVEYORS 18012 COWAN,SUITE 210 • IRVINE, CA 92114 W0.No. Ooeo-'Z Data ell 714/660-0I10 FAX:660-0418 En r. -LD-- Chk. ShaatlgZ Of J-2g 157 ' raDO LL 1Lu ¢00 CIL Q v 300 W J 200 /D 0 0 O 20 3a ¢O DEPTH} d ( )FT. VWDEN & STORAGE VOLUME(Q V� DEPTHSOCIATES FOK SULLY MILLER LAKE. CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 18012 COWAN,SUITE 210 • IRVINE, CA 92714 VKO.No. ��8� " 273-2 Oat• 714/660-0110 FAX:660-0418 En r. Q Chic. ShoetU&Of 124 158 � ¢0 ' V 1 � 30 a. 2 !D 1 /Ax Vx 3HC Of 6 Ht 7Hk 8H( TIME - T ( W-i MIN) VWDEN & WATER DePTH (D) � TIME (T) SOCIATES FOP, SULLY M(LLER LAKE CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS (Ar�- U M'k4 t D ourFL o W) 19012 COWAN,SUITE 210 a IRVINE,CA 92714 wo.No. OW6 -2-73-2 Date Z l ' 7141660-0110 FAX:660-0419 En r. _ 9 Chk. Shaat LOq Of (2q 159 FOR Q25 FOR Q100 FOR PMP ' TIME VOLUME DEPTH VOLUME DEPTH VOLUME DEPTH HR.+MIN. AC.-FT. FT. AC.-FT. FT. AC.-FT. FT. 0 0 0 0 0 0 0 20 0.8 0.1 1.3 0.1 0.0 0 40 3.6 0.4 5.0 0.5 0.6 0.1 1+0 6.7 0.7 9.0 0.9 3.1 0.3 1+20 9.9 1 .0 13.3 1.4 7.7 0.8 1+40 13.3 1.4 17.8 1 .8 14.7 1.5 2+0 17.0 1.7 22.7 2.3 23.4 2.4 ' 2+20 21.1 2.2 28.0 2.9 34.7 3.6 2+40 25.5 2.6 33.8 3.5 54.1 5.4 3+0 30.5 3.1 40.3 4.1 78.4 7.7 3+20 36.4 3.7 47.9 4.8 112.8 10.6 3+40 43.3 4.4 56.9 5.7 187.1 16.8 ' 4+0 53.8 5.4 70.5 7.0 289.1 24.6 4+20 73.1 7.2 95.2 9.1 383.5 31.3 4+40 92.6 8.9 119.7 11.2 434.1 34.4 5+0 99.9 9.5 128.4 11.9 453.8 35.5 5+20 104.4 9.9 134.3 12.4 466.5 36.3 5+40 108.4 10.2 139.2 12.8 475.6 36.8 6+0 111.4 10.5 143.4 13.2 482.3 37.2 6+20 113.5 10.7 146.0 13.4 487.4 37.5 6+40 113.7 10.7 146.2 13.4 488.4 37.5 ' 7+0 - - - - 488.5 37.5 SUMMARY OF CALCULATED OUTFLOW (Q) *LDEN & WITH RESPECT TO CORRESPONDING SSOCIATES VOLUMES AND WATER DEPTHS IN SULLY MILLER LAKE 18012 COWAN, SUITE 210, IRVINE, CA 92714 W.O. No. 0808-273-2 Date 6/19/91 ' (714) 660-0110 FAR: 680-0418 En r. L B• Chk. Sheet-Of 160 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1990 Study date: 6/19/91 --------------------------------------------------------------------- 25 YR. ROUTING ANALYSIS THROUGH SULLY-MILLER LAKE ' STUDY FILE: MILER2.HYD 0808-273-2 L.A.B. ' xxx:xxzxx**xxxxxx**z* HYDROGRAPH INFORMATION ****** **************** From study/file name: MILLER.rte ' xxxxxxxx**xx*xxxxxxzxxxxzxxxHYDROGRAPH DATA*::**xxxx**z**xzzxxzx***,I "KY Number of intervals = 20 Time interval = 20.0 (Min. ) Maximum/Peak flow rate = 709.6 (CFS) Total volume = 113.69 (Ac.Ft) Status of hydrographs being held in storage ' Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 O.00'i Vol (Ac.Ft) 0.000 0.000 0.000 0.000 O.C-00 zxxzzzxz:zzz:zzx:xxzzzzzzzzzxxxz:zzzxzzzxxzzz:zz:zxzzz:zzxzzxzzzzzzxs:� ' 161 ++++++++++++++++++++++++++++++++++t++++++++++t+++++++++++++++++++++++- Process from Point/Station 100.000 to Point/Station 10.00-- ** tt RETARDING BASIN ROUTING **** ---------------------------------------------------------------------- Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0. 10(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 0.077(CFS) Normal flow depth in pipe = 1 .20( In. ) Flow top width inside pipe = 14.99( In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 0.077(CFS) ' Pipe flow velocity = 0.92(Ft/s) Travel time through pipe = 30.94 min. ' Total outflow at this depth = 0.08(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 0.40(Ft. ) ) Pipe length 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) ' Calculated individual pipe flow = 1 .473(CFS) Normal flow depth in pipe = 4.80( In. ) Flow top width inside pipe = 28.80(In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 1 .473(CFS) Pipe flow velocity = 2.25(Ft/s) Travel time through pipe = 12.58 min. Total outflow at this depth = 1.47(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 0.70(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 ' Given pipe size = 48.00(In. ) Calculated individual pipe flow = 4 .707(CFS) Normal flow depth in pipe = 8.40( In. ) ' Flow top width inside pipe = 36.48( In. ) Critical Depth = 7.50( In. ) Calculated flow rate through pipe(s) = 4.707(CFS) Pipe flow velocity = 3.19(Ft/s) Travel time through pipe = 8.89 min. Total outflow at this depth = 4 .71 (CFS) ' 162 CALCULATED OUTFLOW DATA AT DEPTH = 1 .00(Ft . ) ) Pipe length = 1700.00 (Ft . ) Elevation difference = 4 . 10 (Ft . ) Manning's N = 0.013 No . of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 9.663(CFS) ' Normal flow depth in pipe = 12.00( In. ) Flow top width inside pipe = 41 .57( In. ) Critical Depth = 10.84( In. ) ' Calculated flow rate through pipe(s ) = 9.663(CFS) Pipe flow velocity = 3.93(Ft/s) Travel time through pipe = 7.20 min. ' Total outflow at this depth = 9.66(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1 .40(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4 . 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 ' Given pipe size = 48.00( In. ) Calculated individual pipe flow = 18.549(CFS) Normal flow depth in pipe = 16.80( In. ) Flow top width inside pipe = 45.79( In. ) Critical Depth = 15. 19(In. ) Calculated flow rate through pipe(s) = 18.549(CFS) Pipe flow velocity = 4.73(Ft/s) ' Travel time through pipe = 5.99 min. Total outflow at this depth = 18.55(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1 .70(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) ' Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 26.536(CFS) Normal flow depth in pipe = 20.40(In. ) ' Flow top width inside pipe = 47.46( In. ) Critical Depth = 18.26( In. ) ' Calculated flow rate through pipe(s) = 26.536(CFS) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe = 5.43 min. ' Total outflow at this depth = 26.54(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.20(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) ' Calculated individual pipe flow = 41 .318(CFS) Normal flow depth in pipe = 26.40( In. ) Flow top width inside pipe = 47.76( In. ) ' Critical Depth = 23.04( In. ) Calculated flow rate through pipe(s) = 41 .318(CFS) Pipe flow velocity = 5.83(Ft/s) Travel time through pipe = 4.86 min. ' Total outflow at this depth = 41 .32(CFS) ' 163 ' LI�Lt,�Lr1 a _-U'_''r 1...�. W DATA AT DEPTH = -, .60 t : t . / ) Pipe length = 1700 .00(Ft . ) Elevation difference = 4 . 1O(Ft . ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.O0( In. ) Calculated individual pipe flow = 53 . 359(CFS) Normal flow depth in pipe = 31 .20( In. ) ' Flow top width inside pipe = 45.79( In. ) Critical Depth = 26 . 36( In. ) Calculated flow rate through pipe(s ) = 53.359(CFS) ' Pipe flow velocity = 6 . 17(Ft/s ) Travel time through pipe = 4 .59 min. Total outflow at this depth = 53.36(CFS) ' CALCULATED OUTFLOW DATA AT DEPTH = 3. 1O(Ft. ) ) Pipe length = 17O0.O0(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) ' Calculated individual pipe flow = 66.734(CFS) Normal flow depth in pipe = 37.20( In. ) Flow top width inside pipe = 40.O9( In. ) Critical Depth = 29.59(In. ) Calculated flow rate through pipe(s) = 66.734(CFS) Pipe flow velocity = , 6.39(Ft/s) Travel time through pipe = 4.44 min. ' Total outflow at this depth = 66.73(CFS) ' CALCULATED OUTFLOW DATA AT DEPTH = 3.7O(Ft. ) ) Pipe length = 17OO.00(Ft. ) Elevation difference = 4. 1O(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) Calculated individual pipe flow = 75.791 (CFS) Normal flow depth in pipe = 44.4O( In. ) ' Flow top width inside pipe = 25.29( In. ) , Critical Depth = 31 .61 (In. ) Calculated flow rate through pipe(s) = 75.791(CFS) ' Pipe flow velocity = 6.24(Ft/s) Travel time through pipe = 4.54 min. Total outflow at this depth = 75.79(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.4O(Ft. ) ) Pipe length = 17OO.00(Ft. ) Elevation difference = 4. 1O(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) ' NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 8.5OO(Ft. ) Pipe friction loss = 7.2O5(Ft. ) ' Minor friction loss = 1 .29O(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 93.515(CFS) Pipe flow velocity = 7.44(Ft/s) Travel time through pipe = 3.81 min. Total outflow at this depth = 93.51 (CFS) ' 164 CALCULATED OUTFLOW DATA AT DEPTH = 5.40(Ft . ) ? ' Pipe length = 1700 .00(Ft . ) Elevation difference = 4 . 10 ( Ft . ) Manning's N = 0.013 No . of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 9.500(Ft . ) Pipe friction loss = 8.053(Ft. ) Minor friction loss = 1 .442(Ft. ) K-factor = 1 . 50 Calculated flow rate through pipe(s) = 98.863(CFS) Pipe flow velocity = 7.87(Ft/s) Travel time through pipe = 3.60 min. Total outflow at this depth = 98.86(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 7.20(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 11 .300(Ft. ) Pipe friction loss = 9.579(Ft. ) Minor friction loss = 1 .715(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 107.823(CFS) Pipe flow velocity = 8.58(Ft/s) Travel time through pipe = 3.30 min. Total outflow at this depth = 107.82(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 8.90(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 13.000(Ft. ) Pipe friction loss = 11 .020(Ft. ) Minor friction loss - 1 .973(Ft. ) K-factor - 1 .50 Calculated flow rate through pipe(s) "= 115.649(CFS) Pipe flow velocity = 9.20(Ft/s) Travel time through pipe = 3.08 min. Total outflow at this depth = 115.65(CFS) 165 1 CALCULATED OUTFLOW DATA AT DEPTH = 9 . 50(Ft. ) ) Pipe length = 1700 .00(Ft. ) Elevation difference = 4 . 10 (Ft . ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48 . 00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 13.600(Ft . ) Pipe friction loss = 11 .528(Ft. ) Minor friction loss = 2.064(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 118.288(CFS) Pipe flow velocity = 9.41 (Ft/s) Travel time through pipe = 3.01 min. Total outflow at this depth = 118.29(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 9.90(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 14.000(Ft. ) Pipe friction loss = 11 .867(Ft. ) Minor friction loss = 2. 124(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 120.015(CFS) Pipe flow velocity = 9.55(Ft/s) Travel time through pipe = 2.97 min. Total outflow at this depth = 120.01 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 10.20(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 14.300(Ft. ) Pipe friction loss = 12.121(Ft. ) . Minor friction loss = 2.170(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 121.294(CFS) Pipe flow velocity = 9.65(Ft/s) Travel time through pipe = 2.94 min. Total outflow at this depth = 121 .29(CFS) ' 166 CALCULATED OUTFLOW DATA AT DEPTH = 10.50 (Ft . ) ) Pipe length = 1700 .00 (Ft . ) Elevation difference = 4 . 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 14 .600(Ft . ) Pipe friction loss = 12.376(Ft. ) Minor friction loss = 2.216(Ft. ) K-factor = 1 . 50 Calculated flow rate through pipe(s) = 122.560(CFS) Pipe flow velocity = 9.75(Ft/s) Travel time through pipe = 2.91 min. Total outflow at this depth = 122.56(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 10.70(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 14.800(Ft. ) Pipe friction loss = 12.545(Ft. ) Minor friction loss = 2.246(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 123.396(CFS) Pipe flow velocity = 9.82(Ft/s) Travel time through pipe = 2.89 min. Total outflow at this depth = 123.40(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 20 Hydrograph time unit = 20.000 (Min. ) Initial depth in storage basin = 0.00(Ft. ) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft. ) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) -------------------------------------------------------------------_ 1 167 -------------------------------------------------------------------- Depth vs . Storage and Depth vs . Discharge data : Basin Depth Storage Outflow (S-011dt/2) (S+O"dt/2) (Ft. ) (Ac . Ft ) (CFS) (Ac. Ft) (Ac. Ft) ----------- --- -- ----------------------------------------------------- 0 .000 0.000 0.000 0 .000 0.000 0. 100 0.800 0.077 0 . 799 0.801 0. 400 3 .500 1 .473 3 . 580 3.620 0. 700 6.700 4.707 6.635 6. 765 1 .000 9.900 9.663 9.767 10.033 1 .400 13.300 18.549 13. 045 13.555 1 .700 17.000 26.536 16.634 17.366 2.200 21 . 100 41 .318 20. 531 21 .669 2.600 25.500 53.359 24.765 26.235 3. 100 30.500 66.734 29.581 31 .419 3. 700 36.400 75. 791 35.356 37.444 4.400 43.300 93.515 42.012 44.588 5.400 53.800 98.863 52.438 55. 162 7.200 73. 100 107.823 71 .615 74.585 8.900 92.600 115.649 91 .007 94. 193 9.500 99.900 118.288 98.271 101 .529 1 9.900 104.400 120.015 102.747 106.053 10.200 108.400 121 .294 106.729 110.071 10.500 111 .400 122.560 109.712 113.088 10.700 113.500 123.396 111_ ------800115_200- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: ' I ' = unit inflow; 'O' =outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 177.4 354.8 532.2 709.6 (Ft.) 0.333 32.3 0.0 0.445 OI ; ; ; 0.1 0.667 99.3 0.8 2.247 0 I ; ; ; 0.3 1 .000 111 . 1 3.0 5.092 0 I ; ; ; ; 0.5 1 .333 117. 1 6.9 8.099 0 I ; ; 0.8 1 .667 124.5 12.9 11. 155 0 I ; ; ; ; 1.1 1 2.000 134.3 20.6 14.257 0 I ; ; ; ; 1.5 2.333 146. 1 28. 1 17.447 ;0 I ; ; ; ; 1.8 2.667 160.7 40.0 20.733 ;0 I ; ; ; ; 2.2 3.000 182. 1 49.8 24.217 0 I ; ; 2.5 3.333 213.6 60.4 28. 148 ; 0 ; I ; 2.9 3.667 252. 1 70.2 32.763 ; 0 I ; ; ; 3.3 4.000 380.7 83.4 39.363 0 ; ; I ; 4.0 4.333 699.6 97.8 51 .747 ; 0 ; ; ; I ; 5.2 4.667 709.6 105.6 68.355 0 ; I 6.8 5.000 261 .9 110. 1 78.766 0 I ; 7.7 5.333 165.2 111.2 81 .600 ; 0 I ; ; ; ; 7.9 I I 168 N N t•J N N N N N tJ N N N N N r r r r r r r r r r r r r r r r I-- ►.A r r r r F- .P. 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NF+ NrF+ rNt✓ rr ►rNtvNNNtJNtvtuNNNNtvNtJtJIVtJNNIV NC.) NlvtJt� Nt_� hJtJt� t•Jt� 1,� I•� r 000000000000000000000001-• Na+ NNNNNNNNNNNIN NF- Hr- HNI • r- ►rl- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �o �o �o �o �o /o �0 0 �0 �0 �O �D O �0 0 t0 0 �0 0 t0 �0 0 0 0 0 0 G O 0 0 0 0 0 0 0 0 0 0 0 0 r.� 0r- OONNNNNW WWA4s00 000NJ �1C10W0000NHNNW W Al- LnLnat0) IJ0000kLkOUrr- t ) LiI.0 i 4�- 0 W 0 0 M 0 Is M tj 0 " 0 0 W W W -j pH (P r- 0 0 0 0 0 0 0 " ()n " J N OD P O Cn N j t,p tfo ij, " Lj (n t.J rn ul r, OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOGO C101=10r_', 01::1r11.• v w C, P), f`? j5f r3Yjr. f1 , nri r1;CiL71r-, r_ i t1 E5 . . . . . if"r t=1 C r1 fir_. r, t.. 1 ! 1_. 1.: f.. 1.. F- 1-= /-• 1 1 • ► N H 1.: !. !� 1 : ! - !a. !.. ! ! 1... 1-• /.: !-' N 1 - ►.• 1.. 1., f.. !- 1. /--- 1 .. , r- ,- , , 1 1- , , . 1 10 '_ .667 0. 0 0. '_ 0.88 00 ; ; - - ' jtl2.000 0. 0 ! . i 0. 684 O 333 0. 0 G. 1 C,.8ai O 102.667 0.0 0 . 1 0.877 0 103 .000 0.0 3, 1 0.874 0 - 103 . 333 u.0 0. 1 0.871 0 103.667 0.0 0. 1 0.868 0 ; ; L• 1 104 .000 0.0 0. 1 0.865 0 C • 1 104.333 0.0 0. 1 0.862 0 G• 1 I I I I 104 .667 0.0 0. 1 0.859 0 -• 105.000 0.0 0. 1 0.856 0 C. 1 1 1 1 I 105.333 0.0 0. 1 0.853 0 / 105.667 0.0 0. 1 0.851 0 106 .000 0.0 0. 1 0 .848 0 ; ; �• '- 106.333 0.0 0. 1 0.845 0 C• 1 Remaining water in basin = 0.84 (Ac .Ft) xxxx*x*****x*xxx** x****xx*x*HYDROGRAPH Number of intervals = 319 Time interval = 20.0 (Min. ) Maximum/Peak flow rate = 111 .8 (CFS) Total volume = 112.85 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.0 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 O.C.00 -------------------------------------------------------------------- 174 ++ ++ F+ + = r- a- i-=^++~ + +++++++t+t ++++ + +++++ t++++++++++++++++++ +++++ +- - _e�_ �:n a ior. 0). J00 to Po,n:i. a ion 1 - R . x • PRINT CURRENT HYDROGRAFH • " ` ` ------------------------------------------------------------------ --- ++tt+++++++++}++t+++ +++++++t++++++++ t+++++++t+t+a++t++++++ + t+++ + ++++ P R I N T 0 - 3 T 0 R M R u n o - f .. .Y d . o g r a p h -------------------------------------------------------------------- Hvdrograph in 20 Minute intervals (CFS) Time(h+m) -Volume(Ac_Ft) ---0(.CFS) --0-------28_0------55_9----_-83_9-----111.E 0+20 0.0012 0.04 0 ; 0+40 0.0232 0.80 0 ; 1+ 0 0. 1066 3.03 VO ; 1+20 0.2960 6.87 V 0 ' 1+40 0.6525 12.94 V 0 ' 2+ 0 1 .2204 20.62 V O 2+20 1 .9959 28 . 15 V 0 ; 2+40 3.0976 39.99 V 0 ; 3+ 0 4.4708 49.85 ;V ; 0 ; 3+20 6. 1359 60.44 V ;0 ; 3+40 8.0700 70.21 V O ; 4+ 0 10.3676 83.40 V ; 0 ; ; 4+20 13.0623 97.82 ; V ; ; ; 0 4+40 15.9719 105.62 ; V ; 0 ; 5+ 0 19.0049 110. 10 ; V 5+20 22.0692 111 .23 ; V ; ; ; 0; S+40 25. 1454 111 .67 V ; O; 6+ 0 28.2263 111 .84 V ; ; 0 6+20 31 .3026 111 .67 ; V 0; 6+40 34.3577 110.90 ; ; V ; ; O; 7+ 0 37.3802 109.72 ; V ; 0; 7+20 40.3695 108.51 ; ; V ; ; O 7+40 43.3237 107.24 V O ; 8+ 0 46.2404 105.88 ; ; V 8+20 49. 1201 104.53 V ; 0 ; 8+40 51.9631 103.20 ; ; V 9+ 0 54.7701 101 .89 V; O ; 9+20 57.5413 100.60 ; V O ' 9+40 60.2773 99.32 ; ; V ; 0 10+ 0 62.9765 97.98 ; ; ; V ; 0 10+20 65.6380 96.61 ; ; ; V ; O 10+40 68.2624 95.27 ; ; V ; O 11+ 0 70.8503 93.94 ; ; ; V ; O 11+20 73.3069 89. 18 ; ; V ;0 11+40 75.5957 83.08 ; ; V 0; 12+ 0 77.7281 77.40 ; ; ; 0 ; 12+20 79.7546 73.56 ; ; 0 V ; 12+40 81 .6972 70.52 ; ; O V 1 13+ 0 83.5594 67.60 ; ; 0 V ! 13+20 85.3062 63.41 ; ; 0 V 13+40 85.9289 58.90 ; ;O V ; j 175 14+ 0 88.4362 54.72 ; 0; V ; 14+20 89.8349 50. 77 O ;V 14+40 91 . 1319 47.08 ; 0 ; ; V ; 15+ 0 92.3347 43.66 O ; V ; 15+20 93.4433 40.24 O V ; 15+40 94 .4469 36 . 43 O V ; 16+ 0 95.3556 32. 98 ;0 V 16+20 96 . 1783 29.86 O V 16+40 96.9231 27.04 0; ; V ; 17+ 0 97.6196 25.28 Q ; V 17+20 98.2758 23.82 0 V 17+40 98.8941 22.45 O ; ; V ; 18+ 0 99.4768 21 . 15 Q ; V 18+20 100.0257 19.93 0 ; ; V ; 18+40 100.5430 18.78 0 ; ; V ; 19+ 0 101 .0256 17.52 ; 0 ; ; V ; 19+20 101 .4746 16.30 0 V ; 19+40 101 .8925 15. 17 O ; ; ; V ; 20+ 0 102.2813 14 . 11 ; 0 V ; 20+20 102.6431 13. 13 0 ; V ; 20+40 102.9798 12.22 ; 0 V ; 21+ 0 103.2930 11 .37 0 V ; 21+20 103.5845 10.58 0 ; ; V ; 21+40 103.8557 9.85 0 ; V ; 22+ 0 104 . 1136 9.36 0 ; ; ; V ; ' 22+20 104 .3608 8.97 ; 0 ; ; ; V ; 22+40 104.5976 8.60 0 ; ; V ; 23+ 0 104.8245 8.24 ; 0 ; ; ; V ; 23+20 105.0419 7. 89 0 V 23+40 105.2502 7.56 0 V ; 24+ 0 105.4499 7.25 ; 0 ; V ; ---------------------------------------------------------------------- ****** *****ssxssssssss*****HYDROGRAPH DATAssxsssssss*ssxxss*****xsx*** Number of intervals = 319 Time interval = 20.0 (Min. ) Maximum/Peak flow rate = 111 .8 (CFS) Total volume = 112.85 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 x *xz *xxzx*zxxz* zxxs *zxxzxxs***xxxxxxx**x-*xzxxzxx*r*x*z�*z**zxxxz**xxx** -------------------------------------------------------------------- 176 Copl/right (c ) CIIIILCADD/CI: 1 ' D,E 7IGN, law -------------------------- ------------------------------------_- _ _- - - 100 YR. ROUTING ANALYSIS THROUGH SUL .ER-MILLER LAKE STUDY FILE: LAKE2.HYD 0808-273-2 L.A.B. -------------------------------------------------------------------- x*sxzxzx**zzxxxXx*zz* HYDROGRAPH INFORMATION ******xxxxxXxzxzzxxxXx From study/file name : LAKE.rte ***Xxxxx* ***x*X*xx**xx** *** *HYDROGRAPH DATAix*x*xss*xxsx* zx** x **x « is« � Number of intervals = 20 Time interval = 20.0 (Min. ) Maximum/Peak flow rate = 898.5 (CFS) Total volume = 146.22 (Ac.Ft ) Status of hydrograohs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 O.t;CG_I xxx*Y*XXX*XXX*Xx*xx*x**xxxX*XXx*Xx**xxxxxxxx*xxxxxXXxXxXXxxxXXX*x* X }i'« i t 177 1 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.-- Process from Point/Station 100 .000 to Point/Station 10 .0c: ***= RETARDING BASIN ROUTING * *** ------------------------------------------------------------------------ Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0. 10(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 0.077(CFS) Normal flow depth in pipe = 1 .20( In. ) Flow top width inside pipe = 14.99( In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 0.077(CFS) Pipe flow velocity = 0 .92(Ft/s) 1 Travel time through pipe = 30.94 min. Total outflow at this depth = 0.08(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 0.50(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 2.349(CFS) Normal flow depth in pipe = 6.00( In. ) Flow top width inside pipe = 31 .75(In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 2.349(CFS) Pipe flow velocity = 2.59(Ft/s) Travel time through pipe = 10.93 min. Total outflow at this depth = 2.35(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 0.90(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow 7.832(CFS) Normal flow depth in pipe = 10.80( In. ) Flow top width inside pipe = 40.09( In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 7.832(CFS) Pipe flow velocity = 3.70(Ft/s) Travel time through pipe = 7.66 min. Total outflow at this depth = 7.83(CFS) 178 CALCULATED OUTFLOW DATA AT DEPTH = 1 .40(Ft. ) ) Pipe length = 1700.00(Ft . ) Elevation difference = 4 . 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Giver, pipe size = 48.00( In. ) Calculated individual pipe flow = 18.549(CFS) Normal flow depth in pipe = 16.80( In. ) Flow top width inside pipe = 45.79( In. ) Critical Depth = 15. 19( In. ) Calculated flow rate through pipe(s ) = 18.549(CFL) Pipe flow velocity = 4.73(Ft/s) Travel time through pipe = 5.99 min. Total outflow at this depth = 18.55(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1.80(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow 29.383(CFS) Normal flow depth in pipe = 21 .60( ln. ) Flow top width inside pipe = 47.76( In. ) Critical Depth = 19.28( In. ) Calculated flow rate through pipe(s) = 29.383(CFS) Pipe flow velocity = 5.36(Ft/s) ' Travel time through pipe = 5.29 min. Total outflow at this depth = 29.38(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.30(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 44.360(CFS) Normal flow depth in pipe = 27.60( In. ) Flow top width inside pipe = 47.46( In. ) Critical Depth = 23.89( In. ) Calculated flow rate through pipe(s) = 44.360(CFS) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe = 4.78 min. Total outflow at this depth = 44.35(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.90(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 61 .760(CFS) Normal flow depth in pipe = 34 .80( In. ) Flow top width inside pipe = 42.87( In. ) Critical Depth = 28.42( In. ) Calculated flow rate through pipe(s ) = 61 .760(CFS) Pipe flow velocity = 6 .321' (Ft/s) Travel time through pipe = 4.48 min. Total outflow at this depth = 61 .76(CFS) 179 CALCULATED OUTFLOW DATA AT DEPTH = 3 . 50(Ft . ) ) Pipe length = 1700.00 (Ft . ) Elevation difference = 4 . 10(Ft . ) Manning's N = 0.013 No. of pipes = 1 Given pipe s.ze = 48.00( In. ) Calculated individual pipe flow = 74 . 122(CFS) Normal flow depth in pipe = 42.00( In. ) Flow top width inside pipe = 31 .75( In. ) Critical Depth = 31 .24( In. ) Calculated flow rate through pipe(s ) = 74. 122(CFS) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 4.46 min. Total outflow at this depth = 74. 12(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4. 10(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 8.200(Ft. ) Pipe friction loss = 6.951(Ft. ) Minor friction loss = 1.244(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 91.850(CFS) Pipe flow velocity = 7.31 (Ft/s) Travel time through pipe = 3.88 min. Total outflow at this depth = 91 .85(CFS) =CALCULATED OUTFLOW DATA AT DEPTH 4.80(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) ' Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 8.900(Ft. ) Pipe friction loss = 7.544(Ft. ) Minor friction loss = 1 .351 (Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 95.690(CFS) Pipe flow velocity = 7.61(Ft/s) Travel time through pipe = 3.72 min. Total outflow at this depth = 95.69(CFS) I 180 CALCULATED OUTFLOW DATA AT DEPTH = 5 . 70(Ft . ) ) Pipe length = 1700 .00(Ft. ) Elevation difference = 4 . 10(Ft . ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 9.800(Ft. ) Pipe friction loss = 8. 307(Ft. ) Minor friction loss = 1 .487(Ft. ) K-factor = 1 . 50 Calculated flow rate through pipe(s) = 100.412(CFS) Pipe flow velocity = 7.99(Ft/s) Travel time through pipe = 3.55 min. Total outflow at this depth = 100.41 (CFS)- CALCULATED OUTFLOW DATA AT DEPTH = 7.00(Ft. ) ) Pipe length - 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 11 . 100(Ft. ) Pipe friction loss = 9.409(Ft. ) Minor friction loss = 1 .684(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 106.864(CFS) Pipe flow velocity = 8.50(Ft/s) Travel time through pipe = 3.33 min. Total outflow at this depth = 106.86(CFS) ' CALCULATED OUTFLOW DATA AT DEPTH = 9.10(Ft. ) ) Pipe length 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N - 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 13.200(Ft. ) Pipe friction loss = 11. 189(Ft. ) Minor friction loss = 2.003(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 116.535(CFS) Pipe flow velocity = 9.27(Ft/s) Travel time through pipe = 3.06 min. Total outflow at this depth = 116.54(CFS) ' 181 ^ P = . 20iFt . ) ) CAL�.ULATED OUTFLOW DATA AT DEPTH _1 Pipe length = 1700 .00(Ft . ) Elevation differen_:e = 4 . 10( Ft . ) Manning's N = 0. 013 No. of pipes = 1 Given pipe size = 48 .00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 15.300(Ft . ) Pipe friction loss = 12.969(Ft. ) ' Minor friction loss = 2. 322(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 125.463(CFS) Pipe flow velocity = 9.98(Ft/s) Travel time through pipe = 2.84 min. Total outflow at this depth = 125 .46(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 11 .90(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4 . 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 16.000(Ft. ) Pipe friction loss = 13.563(Ft. ) Minor friction loss = 2.428(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 128.301 (CFS) Pipe flow velocity = 10.21 (Ft/s) Travel time through pipe = 2.78 min. Total outflow at this depth = 128.30(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 12.40(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 16.500(Ft. ) Pipe friction loss = 13.986(Ft. ) Minor friction loss = 2.504(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 130.290(CFS) Pipe flow velocity = 10.37(Ft/s) Travel time through pipe = 2.73 min. Total outflow at this depth = 130.29(CFS) 182 r CALCULATED OUTFLOW DATA AT DEPTH = 12.80(Ft. ) ) Pipe length = 1700.00(Ft . ) Elevation difference = 4 . 10(Ft . ) Manning 's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 16 .900(Ft . ) Pipe friction loss = 14 .325(Ft. ) Minor friction loss = 2.565(Ft. ) K-factor = 1 .50 ' Calculated flow rate through pipe(s) = 131 .860(CFS) Pipe flow velocity = 10.49(Ft/s) Travel time through pipe = 2.70 min. Total outflow at this depth = 131 .86(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 13.20(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 17.300(Ft. ) Pipe friction loss = 14.664(Ft. ) Minor friction loss = 2.625(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 133.412(CFS) Pipe flow velocity = 10.62(Ft/s) Travel time through pipe = 2.67 min. Total outflow at this depth = 133.41(CFS) r CALCULATED OUTFLOW DATA AT DEPTH = 13.40(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 17.500(Ft. ) Pipe friction loss = 14.834(Ft. ) Minor friction loss = 2.656(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 134. 181(CFS) Pipe flow velocity = 10.68(Ft/s) Travel time through pipe = 2.65 min. Total outflow at this depth = 134. 18(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 20 Hydrograph time unit = 20.000 (Min. ) Initialdepth- - - --- instoragebasin-in --00(F ) - ------------------------ -------------------------------------------------------------------- ' Initial basin depth = 0.00 (Ft. ) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- i 183 ------ ------------- - ------- --------- Depth vs. Storage and Depth vs . Discharge data: Basin. Depth Storage Outflow (S-O*dt/2) (S+0*dt/2) (Ft . ) (Ac.Ft) (CFS) (Ac.Ft) (Ac .Ft) -------------------------------------------------------------------- - 0.000 0.000 0.000 0.000 0.000 0. 100 1 . 300 0.077 1 . 299 1 .301 0. 500 5 .000 -2 .349 4 .968 5 .032 0.�-00 9.000 7.832 8.892 9. 108 1 .400 13.300 18. 549 13.045 13.555 1 .800 17.800 29.383 17.395 18.205 2. 300 22. 700 44 .360 22.089 23.311 ' 2.900 28.000 61 .760 27. 149 28.851 3.500 33.800 74. 122 32.779 34.821 4. 100 40.300 91 .850 39.035 41 .565 4.800 47.900 95.690 46.582 49.218 5.700 56.900 100.412 55.517 58.283 7.000 70.500 106.864 69.028 71 .972 9. 100 95.200 116.535 93.595 96.805 11 .200 119.700 125.463 117.972 121 .428 11 .900 128.400 128.301 126.633 130. 167 12.400 134.300 130.290 132.505 136.095 12.800 139.200 131 .860 137.384 141 .016 13.200 143.400 133.412 141 .562 145.238 13.400 146.000 134. 181 144. 152 147.848 -------------------------------------------------------------------- ---HydrographDetention Basin Routing ------------- - --------------------------------------- Graph values: ' I '= unit inflow; '0' =outflow at time shown - ---- ----------------------------------------------------- Time Inflow ow 1 Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 224.6 449.3 673.9 898.5 (Ft. ) 0.333 47.1 0.0 0.648 OI ; ; ; ; C.0 0.667 133.4 1 .2 3.116 0 I ; ; ; ; 0.3 1 .000 146.9 4.9 6.891 0 I ; ; ; ; 0.7 1.333 155.1 12.4 10.813 0 I ; ; ; ; 1.1 1 .667 164.9 22.0 14.748 0 I ; ; 1.5 2.000 176.7 32.2 18.707 ;0 I ; ; ; ; 1.C, 2.333 191 .7 44.4 22.727 ;0 I ; ; ; ; 2-3 2.667 211 .2 58.0 26.865 ; 0 I ; ; ; ; 2.8 3.000 236.8 68.8 31.288 0 I 3.Z 3.333 274.7 80.9 36.271 ; 0 ; I ; ; ; 3.7 1 3.667 325.6 92.8 42.147 ; 0 I ; ; ; 4.3 4.000 494.7 97.2 50.829 ; 0 ; ; I ; ; 5.1 4.333 898.5 105.3 67.230 ; 0 ; ; ; I 6.7 4.667 888.4 114.0 88.821 ; 0 ; ; I ; 8.6 5.000 317.0 119. 1 102.213 ; 0 I ; ; ; 9.7 5.333 212. 1 120.5 106.200 ; 0 I ; ; ; ; 1C.0 5.667 176.7 121 .3 108.224 ; 0 I 6.000 154.8 121 .7 109.443 OI ; ttP�� ; 1C 6.333 94.8 121 .8 109.529 ; IO 6.667 6.9 121 .0 107.586 I 0 ; ; 1C.2 ' 7.000 0.0 119.9 104.363 I 0 ; ; 9.9 7.333 0.0 118.7 101 .077 I O M ; 9.o 7.667 0.0 117.5 97.824 I O ; ; O ; �v�°' � ; 9.3 8.000 0.0 116.3 94.604 I 0 ; 9.0 8.333 0.0 115. 1 91 .417 I 0 ;4 t , l� (T����vs 8.6 8.667 0.0 113.8 88.265 I 0 ; j ; W S , 8.5 9.000 0.0 112.6 85. 146 I 0 8.: 9.333 0.0 111 .4 82.061 I 0 ; ^ ; 8.0 9.667 0.0 110.2 79.009 I 0 ; ,G ;N'�,� ; 7.7 184 I NtJNtJNtJtJtJNNNtJNNNto toNtJNNNNNNNtJNrr ►- rrrl-+ rrrrrrrrrrrrr r- rl 1- r r r- ,- 1-- 1--- %D0CDCDODV V V0as0) 000J:- L, AW WWtototo I-+ 0000 0 kDODCriCaV �1 -j00% T (n (n (n ` W W (.) titjtjrrr �� _! 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' �•�.607 :j ,�_l U, ? 1 .443 0 `. 89.000 0.0 0. 2 1 .438 0 89. 333 0.0 0.2 1 .434 0 ' 89.667 0.0 0.2 1 .429 0 ; 90.000 0.0 0.2 1 .425 0 C. 90. 333 0.0 0. 2 1 .421 0 ; ; ; C. 90.667 0.0 0 . 1 1 .417 0 91 .000 0.0 0. 1 1 .413 0 91 .333 0.0 0. 1 1 .409 0 ' 91 .667 0.0 0. 1 1 .405 0 92.000 0.0 0. 1 1 .401 0 92.333 0.0 0. 1 1 .397 0 C. - 92.667 0.0 0.1 1 .393 0 ; ; ; ; C _ 93.000 0.0 0. 1 1 .390 0 C. 93.333 0.0 0. 1 1 .386 0 C. 93.667 0.0 0. 1 1 .383 0 94.000 0.0 0. 1 1 .379 0 ; 'C. � 94.333 0.0 0. 1 1 .376 0 ; ; ; 1. _ 94.667 0.0 0. 1 1 .372 0 95.000 0.0 0. 1 1 .369 0 95.333 0.0 0. 1 1 .366 0 ; C. i 95.667 0.0 0. 1 1 .363 0 °L. _ 96.000 0.0 0. 1 1 .359 0 C. _ 96.333 0.0 0. 1 1 .356 0 ' 96.667 0.0 0. 1 1 .353 0 97.000 0.0 0. 1 1 .350 0 ; C. i 97.333 0.0 0.1 1 .347 0 ; ; ; ; C. 97.667 0.0 0. 1 1 .345 0 98.000 0.0 0. 1 1 .342 0 98.333 0.0 0. 1 1 .339 0 ' 98.667 0.0 0. 1 1 .336 0 ; ; ; ; C. 1 Remaining water in basin = 1 .33 (Ac.Ft) *xzxx:xzxxxxxzxxxxzxxzxxsxxxHYDROGRAPH DATAxxxxxxxxxxzxxxxzzxxxxxzz:z•xx Number of intervals = 296 Time interval - 20.0 (Min. ) Maximum/Peak flow rate = 121 .8 (CFS) Total volume = 144.89 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.01-Y+ Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.0:'0 xxzxxxxxxxxzxxxxxxxxxxxxxxzxxxxxxxxzzxzxxxxxxzzxzzxxzzxzxxxxxxzxzxzaca ' -------------------------------------------------------------------- 189 Process from Point/Station 100 .000 to Point/Station. 10 . E ' * ** * PRINT CURRENT HYDROGRAPH * ` --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. ' P R I N T O F S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 20 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) Volume(Ac. Ft) Q(CFS) 0 30.4 60.9 91 .3 --------- ------------------------------------------------- 0+20 0.0011 0.04 0 ' 0+40 0.0339 1 . 19 0 ' ' 1+ 0 0. 1700 4.94 VQ ' 1+20 0.5103 12.35 V Q 1+40 1 . 1173 22.03 V Q 2+ 0 2.0031 32. 16 V Q ' 2+20 3.2276 44.45 V Q 2+40 4.8263 58.03 V ; Q; 3+ 0 6.7207 68.77 ;V ; ; Q ; 3+20 8.9483 80.86 ; V 0 ; 3+40 11 .5043 92.78 ; V ; ; Q 4+ 0 14.1827 97.23 ; V ; ; ;Q ' 4+20 17.0839 105.31 ; V ; ; Q ; 4+40 20.2254 114.04 ; V ; Q 5+ 0 23.5062 119.09 ; V ; Q; 5+20 26.8270 120.54 V ; ; ; Q; 5+40 30. 1680 121 .28 ; V ; ; ; Q; 6+ 0 33.5214 121 .73 ; V; ; 0; 6+20 36.8755 121 .76 ; V ; Q ' 6+40 40.2102 121 .05 V ; ; Q; 7+ 0 43.5125 119.87 ; ; V ; ; Q; 7+20 46.7819 118.68 ; ; V ; ; Q 7+40 50.0186 117.49 ; ; V ; Q ; 8+ 0 53.2225 116.30 ; V ; Q ; 8+20 56.3920 115.05 ; ; V ; Q 8+40 59.5276 113.82 V ; Q ; 9+ 0 62.6294 112.60 ; V O 9+20 65.6981 111 .39 ; V ; ; Q ; 9+40 68.7338 110.20 ; V ; Q ; 10+ 0 71 .7369 109.01 ; V; ; Q ; 10+20 74.7078 107.84 ; V ; Q 10+40 77.6458 106.65 ; ; V Q ; 11+ 0 80,5456 105.26 ; V 0 ' 11+20 83.4078 103.90 ; ; V ; Q ; ' 190 li+KO tsC . {� 1G: . SS ; V U 'a9 . 85 ; V ; 0 12+40 94 . 4.3 3 i D'5. 42 V O 13+ 0 97. 1554 97.00 V ;O ' 13+20 99. 7394 95.62 ; ; V ;O 13+40 102. 38 70 94 .29 ; ; V 0 ; 14+ 0 104 .9487 92.99 V O 14+20 107, 4580 91 .09 ; ; 0; 14+40 109.7857 84 .49 ; 0 V 15+ 0 111 . 9447 78.37 0 V ; 15+20 113.9558 73.00 ; 0 V 15+40 115. 8521 68.84 0 ; V 16+ 0 117.6403 64 .91 ;0 ; V ; 16+20 119.3186 60.92 0 V ; ' 16+40 120.8517 55.65 O ; V ; 17+ 0 122. 25242 50.84 0 V ; 17+20 123.5314 46.44 ; O ; V 17+40 124 ,7035 42.55 ; 0 V 18+ 0 125.7809 39. 11 0 V 18+20 126.7713 35. 95 ;0 V 18+40 127.6816 33.04 ; O ; ; V ; ' 19+ 0 128.5184 30.37 0; ; V 19+20 129.2958 28.22 ; 0; ; V 19+40 130.0234 26.41 ; 0 ; V ; 20+ 0 130.7042 24. 71 ; 0 ; ; ; V ; 20+20 131 .3413 23. 13 0 ; V ; 20+40 131 .9375 21 .64 0 ; ; V 21+ 0 132.4954 20.25 ; 0 ; ; ; V ; 21+20 133.0176 18.95 0 ; ; ; V ; 21+40 133.5054 17.71 0 ; V 22+ 0 133.9609 16.53 0 ; ; V ; 22+20 134.3861 15.44 0 ; V ; 22+40 134.7831 14.41 ; 0 ; ; ; V 23+ 0 135. 1537 13.45 0 ; ; ; V 1 23+20 135.4998 12.56 ; O ; ; ; V 23+40 135.8229 11 .73 0 ; V ; 24+ 0 136. 1245 10.95 0 ; ; V ; ----------------------------------------------------------------------- :::::::::::::::::::::::::::*HYDROGRAPH DATA:::::::::::::::*:::::::::x:* Number of intervals = 296 Time interval = 20.0 (Min. ) 1 Maximum/Peak flow rate = 121 .8 (CFS) Total volume = 144.89 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.C1,10 x::sxxxss*tttszs::sss�:sus:xss*zxstxxszx:xt:xtxx:sx*x�crssxz�ztz*zx:ssc + -------------------------------------------------------------------- 191 (These pages intentionally left blank) V:ALDE SS k DE N ES ' 192 - 2UU ' FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1990 Study date: 6/19/91 --------------------------------------------------------------------- PMP ROUTING ANALYSIS THROUGH SULLY-MILLER LAKE STUDY FILE: SULLY2.HYD 0808-273-2 L.A.B. -------------------------------------------------------------------- zzzxXx*x#z*zx*xxzxxzz HYDROGRAPH INFORMATION *xxxxzxxxxxx"s"xxxxx From study/file name: SULLY.rte *xzxxz*zxxxx*xxzx*z*x*x**xx*HYDROGRAPH DATA*xzzzxzx*xx*zxxzXxxx*Xxxxczx Number of intervals = 21 Time interval = 20.0 (Min. ) Maximum/Peak flow rate = 3700.5 (CFS) Total volume = 488.47 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.00) Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.0_,0 XXXZZ*XZxZx!#xZXlZxxxxZZ!#ZlxXxxXZxlxX!#Zxxx#Zx#zxlZxxXxZx#ZZlXZXX#xp* x 201 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++�- Process from Point/Station 100.000 to Point/Station 10. 0OCA **** RETARDING BASIN ROUTING **** -------------------------------------------------------------------- Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0. 10(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 0.077(CFS) Normal flow depth in pipe = 1 .20( In. ) Flow top width inside pipe = 14.99( In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 0.077(CFS) Pipe flow velocity = 0.92(Ft/s) Travel time through pipe = 30.94 min. Total outflow at this depth = 0.08(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 0.30(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) Calculated individual pipe flow = 0.803(CFS) Normal flow depth in pipe = 3.60(In. ) Flow top width inside pipe = 25.29( In. ) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 0.803(CFS) Pipe flow velocity = 1.87(Ft/s) Travel time through pipe = 15.12 min. Total t outflow a t is depth = 0.80(CFS) h p CALCULATED OUTFLOW DATA AT DEPTH= 0.80(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) Calculated individual pipe flow = 6. 178(CFS) Normal flow depth in pipe = 9.60( In. ) Flow top width inside pipe = 38.40( In. ) Critical Depth = 8.63( In. ) Calculated flow rate through pipe(s) = 6. 178(CFS) Pipe flow velocity = 3.45(Ft/s) Travel time through pipe = 8.21 min. Total outflow at this depth = 6. 18(CFS) 202 CALCULATED OUTFLOW DATA AT DEPTH = 1 .50(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft . ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) ' Calculated individual pipe flow = 21 . 105(CFS) Normal flow depth in pipe = 18.00( In. ) Flow top width inside pipe = 46.48( In. ) Critical Depth = 16 . 24( In. ) Calculated flow rate through pipe(s) = 21 .105(CFS) Pipe flow velocity = 4.90(Ft/s) Travel time through pipe = 5. 78 min. Total outflow at this depth = 21 . 11 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.40(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. )Calculated individual pipe flow - 47.393(CFS) Normal flow depth in pipe = 28.80( In. ) Flow top width inside pipe = 47.03( In. ) Critical Depth = 24.75(In. ) Calculated flow rate through pipe(s) = 47.393(CFS) Pipe flow velocity = 6.02(Ft/s) Travel time through pipe = 4.71 min. Total outflow at this depth = 47.39(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 3.60(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) Calculated individual pipe flow = 75. 184(CFS) Normal flow depth in pipe = 43.20( In. ) Flow top width inside pipe = 28.80( In. ) Critical Depth = 31 .46(In. ) Calculated flow rate through pipe(s) = 75.184(CFS) Pipe flow velocity = 6.31 (Ft/s) Travel time through pipe = 4.49 min. Total outflow at this depth = 75. 18(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.40(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 9.500(Ft. ) Pipe friction loss = 8.053(Ft. ) Minor friction loss = 1 .442(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 98.863(CFS) Pipe flow velocity = 7.87(Ft/s) Travel time through pipe = 3.60 min. Total outflow at this depth = 98.86(CFS) 203 CALCULATED OUTFLOW DATA AT DEPTH = 7.70(Ft . ) ) Pipe length 1700.00(Ft . ) Elevation difference = 4 . 10(Ft . ) Manning 's N = 0.013 No. of pipes = 1 Given pipe size = 48 .00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 11 .800(Ft. ) Pipe friction loss = 10.002(Ft. ) Minor friction loss = 1 . 791 (Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 110. 182(CFS) Pipe flow velocity = 8.77(Ft/s) Travel time through pipe = 3.23 min. Total outflow at this depth = 110. 18(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 10.60(Ft. ) ) Pipe length = 17O0.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 14.7O0(Ft. ) Pipe friction loss = 12.461(Ft. ) Minor friction loss = 2.231 (Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 122.979(CFS) Pipe flow velocity = 9.79(Ft/s) Travel time through pipe = 2.90 min. Total outflow at this depth = 122.98(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 16.8O(Ft. ) ) Pipe length = 17OO.00(Ft. ) Elevation difference = 4.1O(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.0O( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 20.90O(Ft. ) Pipe friction loss = 17.716(Ft. ) . Minor friction loss = 3.172(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 146.637(CFS) Pipe flow velocity = 11 .67(Ft/s) Travel time through pipe = 2.43 min. Total outflow at this depth = 146.64(CFS) j 204 CALCULATED OUTFLOW DATA AT DEPTH = 24 .60(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4 . 10(Ft . ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48 .00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 28. 70O(Ft . ) Pipe friction loss = 24.328(Ft. ) Minor friction loss = 4.355(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 171 .835(CFS) Pipe flow velocity = 13.67(Ft/s) Travel time through pipe = 2.07 min. Total outflow at this depth = 171 .84(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 31 .30(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4 . 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.O0(In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 35.400(Ft. ) Pipe friction loss = 30.0O7(Ft. ) Minor friction loss = 5.372(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 190.841 (CFS) Pipe flow velocity = 15. 19(Ft/s) Travel time through pipe = 1 .87 min. Total outflow at this depth = 19O.84(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 34.4O(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 1O(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.O0(In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 38.5OO(Ft. ) Pipe friction loss = 32.635(Ft. ) Minor friction loss = 5.842(Ft. ). K-factor = 1 .50 Calculated flow rate through pipe(s) = 199.022(CFS) Pipe flow velocity = 15.84(Ft/s) Travel time through pipe = 1 .79 min. Total outflow at this depth = 199.02(CFS) 205 CALCULATED OUTFLOW DATA AT DEPTH = 35 . 50(Ft . ) ) Pipe length = 1700 .00 (Ft. ) Elevation difference = 4 . 10(Ft . ) Manning' s N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 39.600(Ft. ) Pipe friction loss = 33.567(Ft. ) Minor friction loss = 6.009(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 201 .845(CFS) Pipe flow velocity = 16.06(Ft/s) Travel time through pipe = 1 .76 min. Total outflow at this depth = 201 .85(CFS) 1 CALCULATED OUTFLOW DATA AT DEPTH = 36.30(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 40.400(Ft. ) iPipe friction loss = 34.245(Ft. ) Minor friction loss = 6.131 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s) = 203.874(CFS) Pipe flow velocity = 16.22(Ft/s) Travel time through pipe = 1 .75 min. Total outflow at this depth = 203.87(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 36.80(Ft. ) ) IPipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00(In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 40.900(Ft. ) Pipe friction loss = 34.669(Ft. ) Minor friction loss = 6.207(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 205. 132(CFS) Pipe flow velocity = 16.32(Ft/s) Travel time through pipe = 1 .74 min. Total outflow at this depth = 205. 13(CFS) 206 CALCULATED OUTFLOW DATA AT DEPTH = 37.20(Ft . ) ) Pipe length = 1700.00(Ft . ) Elevation difference = 4 . 10 (Ft . ) Manning 's N = 0.013 No. of pipes = 1 Given pipe size = 48 .00( In. ) NOTE: Assuming free outlet flow. ' NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 41 .300(Ft . ) Pipe friction loss = 35 .008(Ft. ) Minor friction loss = 6 .267(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s ) = 206. 132(CFS) Pipe flow velocity = - 16.40(Ft/s) Travel time through pipe = 1 .73 min. Total outflow at this depth = 206. 13(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 37.50(Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 41 .600(Ft. ) Pipe friction loss = 35.263(Ft. ) Minor friction loss = 6.313(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) = 206.879(CFS) Pipe flow velocity = 16.46(Ft/s) Travel time through pipe = 1 .72 min. Total outflow at this depth = 206.88(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 37.51 (Ft. ) ) Pipe length = 1700.00(Ft. ) Elevation difference = 4. 10(Ft. ) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 48.00( In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 41 .610(Ft. ) Pipe friction loss = 35.271(Ft. ) Minor friction loss = 6.314(Ft. ) K-factor = 1 .50 Calculated flow rate through pipe(s) .= 206.904(CFS) Pipe flow velocity = 16.46(Ft/s) Travel time through pipe = 1 .72 min. Total outflow at this depth = 206.90(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 21 Hydrograph time unit = 20.000 (Min. ) Initial depth in storage basin = 0.00(Ft. ) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft. ) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- 207 --------------- ---------- ----------- Depth vs . Storage and Depth vs . Discharge data: Basin Depth Storage Outflow (S-Otdt/2) (S+Otdt;2) (Ft. ) (Ac. Ft) ---- (CFS) ----- (Ac_Ft) (Ac . Ft) --------------------- --------------------------- 0.000 0.000 0.000 0.000 0.000 0. 100 0.600 0.077 0 . 599 0.601 0.300 3. 100 0.803 3.089 3. 111 0.800 7. 700 6. 178 7.615 7.785 1 .500 14.700 21 . 105 14 .409 14.991 2.400 23.400 47.393 22. 747 24.053 3.600 34.700 75. 184 33.664 35.736 5.400 54. 100 98.863 52.738 55.462 7.700 78.400 110. 182 76.882 79.918 10.600 112.800 122.979 111 . 106 114.494 16.800 187. 100 146.637 185.080 189.120 24.600 289. 100 171 .835 286. 733 291 .467 31 .300 383.500 190.841 380.871 386. 129 34.400 434. 100 199.022 431 .359 436.841 35.500 453.800 201 .845 451 .020 456.580 36.300 466.500 203.874 463.692 469.308 36.800 475.600 205. 132 472.774 478.426 37.200 482.300 206. 132 479.461 485. 139 37.500 487.400 206.879 484.550 490.250 37.510 488.400 206.904 485.550 491 .250 -------------------------------------------------------------------- �. Hydrograph Detention Basin Routing ---------------- ------------------------------------------------ Graph values: ' I '= unit inflow; '0' =outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 925. 1 1850.3 2775.4 3700.5 (Ft. ) 0.333 0.5 0.0 0.006 0 0.0 0.667 19.5 0.0 0.282 0 C.0 1.000 90.9 0.4 1 .798 0 (L2 1.333 167.7 3.4 5.307 OI 0.5 1.667 253.9 13.0 10.889 0 I ; AL 2.000 315.5 31 .4 18. 120 O I 1.9 2.333 412.4 56.1 26.940 0 I .8 2.667 702.5 82.1 40.393 O I 4. 1 3.000 884.2 101 .5 59.720 0 I : S•1; 3.333 1248. 1 113.1 86. 135 0 I 8.4 3.667 2697.7 130.7 137.127 ;0 I ; 1:.6 4.000 3700.5 155.1 221 .319 ;0 I ; 15.4 4.333 3427.0 177.0 314.920 ;0 I 26.4 4.667 1836.7 190.6 382.360 ;0 I ; 31.2 5.000 714.8 195.5 412.186 ;0 I 3 5.333 463.7 197.2 423.009 ;0 I 3 5.667 327.3 198.1 428.459 :01 3:.1 6.000 244.4 198.5 430.871 :01 34.2 6.333 183.5 198.6 431 .295 ;0 34..2 208 = m # m m m m m " m m m m m m m m i = N tJ N N N N N t•J N N N N N N N N N r r r r 1-+ r r r r r r 1-+ r 1-+ r r l-+ r r r 1-+ r 1- r r r r r r r Ln (n fi fi A W W W N N Na 1-► 0 0 0 %0 %0 %0 OD OD OD V V V 0 0 0 (n (n (n fi fi fi W W W N N t) r 1• r 0 0 0 k0 %G tG (D OD CO .1 �I ''1 0, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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' 124.000 0.0 0. 3 1 . 149 0 ; ; C. 124 . 333 0.0 0.2 1 . 142 0 124 .667 0.0 0.2 1 . 136 0 ; ; �• = 125,000 0.0 0.2 1 . 130 0 125.333 0.0 0.2 1 . 123 0 ' 125.667 0.0 0.2 1 . 117 0 126.000 0.0 0.2 1 . 111 0 126.333 0.0 0.2 1 . 105 0 ; ; ; ; C. 1 126.667 0.0 0.2 1 .098 0 ; ; ; C. 1 127.000 0.0 0.2 1 .092 0 ; ; ; ; C. _ 127.333 0.0 0.2 1 .086 0 ; ; C. : 127.667 0.0 0.2 1 .080 0 ; ; ; C.. 1 128.000 0.0 0.2 1 .074 0 ; C. 128.333 0.0 0.2 1 .069 0 128.667 0.0 0.2 1 .063 0 ; ; ; ; C. i 129.000 0.0 0.2 1 .057 0 ; ; ; C.. i 129.333 0.0 0.2 1 .051 0 ; ; ; ; C11. 1 129.667 0.0 0.2 1 .045 0 ; ; ; ; 0.1 130.000 0.0 0.2 1 .040 0 130.333 0.0 0.2 1 .034 0 ; ; ; ; C.. '_ 130.667 0.0 0.2 1 .029 0 ; ; ; C. 1 131 .000 0.0 0.2 1 .023 0 G. 1 131 .333 0.0 0.2 1 .018 0 ; ; ; ; C.1 131 .667 0.0 0.2 1 .012 0 132.000 0.0 0.2 1 .007 0 132.333 0.0 •0.2 1 .001 0 132.667 0.0 0.2 0.996 0 ; C.i 133.000 0.0 0.2 0.991 0 ; ; ; ; 0. 1 133.333 0.0 0.2 0.986 0 ; ; ; ; 0.1 133.667 0.0 0.2 0.981 0 ; ; ; ; 0.1 134.000 0.0 0.2 0.975 0 ; ; ; 0.1 134.333 0.0 0.2 0.970 0 ; ; ; C. : 134.667 0.0 0.2 0.965 0 ; ; 0.1 135.000 0.0 0.2 0.960 0 ; ; ; ; C.1 135.333 0.0 0.2 0.955 0 ; ; ; G.1 135.667 0.0 0.2 0.950 0 ; ; ; 0.1 136.000 0.0 0.2 0.945 0 ; ; ; 0.1 136.333 0.0 0.2 0.941 0 ; ; ; ; C.1 136.667 0.0 0.2 0.936 O ; ; 0.1 137.000 0.0 0.2 0.931 0 ; ; ; ; G. 137.333 0.0 0.2 0.926 0 ; ; ; Q.'_ 137.667 0.0 0.2 0.922 0 ; ; ; ; C.1 138.000 0.0 0.2 0.917 0 ; ; ; ; C.1 138.333 0.0 0.2 0.912 0 ; ; ; ; 0.1 138.667 0.0 0.2 0.908 0 ; ; 0.1 139.000 0.0 0.2 0.903 0 ; ; G.1 139.333 0.0 0.2 0.899 0 ; ; 0. 1 139.667 0.0 0.2 0.894 0 140.000 0.0 0.2 0.890 0 ; ; ; 0.1 140.333 0.0 0.2 0.885 0 ; ; ; ; 0.1 140.667 0.0 0.2 0.881 0 ; ; ; 0. 1 141 .000 0.0 0.2 0.877 0 ; ; ; ; 0.1 215 : . �33 0. 0 u . G . 3- u 141 .667 0.0 0 . 2 0.868 0 ; ; 0. 1 ' i42.000 0.0 0 . 2 0.864, 0 ; ; ; ; 0. 1 142. 333 0.0 0 .2 0 .860 0 ; 0. 1 142.667 0 .0 0 .2 0.855 0 ; ; ; 0. 1 ' 143.000 0.0 0. 1 0 . 851 0 ; ; 0. 1 143. 333 0.0 0. 1 0 .847 0 ; ; 0. 1 143.667 0.0 0 . 1 0 .843 0 ; ; 0. 1 144 .000 0.0 0. 1 0.839 0 ; ; ; 0. 1 144.333 0.0 0. 1 0.835 0 ; ; ; ; 0. 1 144.667 0.0 0. 1 0.831 0 ; ; ; ; 0. 1 145.000 0.0 0. 1 0.827 0 ; ; 0. 1 145.333 0.0 0. 1 0.823 0 ; ; ; ; 0. 1 145.667 0.0 0 . 1 0.819 0 ; ; 0. 1 146.000 0.0 0. 1 0.815 0 ; 0. 1 146.333 0.0 0. 1 0.812 0 ; ; 0. 1 146.667 0.0 0. 1 0.808 0 ; ; 0. 1 147.000 0.0 0. 1 0.804 0 ; ; ; ; 0. 1 147. 333 0.0 0. 1 0.800 0 ; ; ; 0. 1 147.667 0.0 0. 1 0. 797 0 ; ; ; ; 0. 1 148.000 0.0 0. 1 0.793 0 ; ; ; 0.1 148.333 0.0 0. 1 0. 789 0 ; ; ; ; 0.1 148.667 0.0 0.1 0.786 0 ; ; ; 0.1 149.000 0.0 0.1 0.782 0 0.1 149.333 0.0 0.1 0.779 0 ; ; ; ; 0.1 149.667 0.0 0. 1 0.775 0 ; ; ; ; 0. 1 150.000 0.0 0. 1 0.772 0 0.1 150.333 0.0 0. 1 0.768 0 ; ; ; ; 0.1 150.667 0.0 0. 1 0.765 0 ; ; ; 0.1 151 .000 0.0 0. 1 0.761 0 ; ; ; 0. 1 151 .333 0.0 0.1 0.758 0 ; ; ; 0.1 151 .667 0.0 0. 1 0.754 0 ; ; ; ; 0.1 1 152.000 0.0 0. 1 0.751 0 ; ; 0. 1 152.333 0.0 0. 1 0.748 0 ; ; ; ; 0.1 152.667 0.0 0. 1 0.745 0 ; ; 0.1 153.000 0.0 0.1 0.741 0 ; ; ; ; 0.1 ' 153.333 0.0 0. 1 0.738 0 ; ; 0.1 153.667 0.0 0. 1 0.735 0 ; ; ; ; 0. 1 154 .000 0.0 0. 1 0.732 0 ; ; ; 0.1 154.333 0.0 0. 1 0.729 0 ; ; ; ; 0. 1 154.667 0.0 0. 1 0.725 0 0.1 155.000 0.0 0. 1 0.722 0 ; ; ; ; 0.1 155,333 0.0 0.1 0.719 0 ; ; 0.1 155.667 0.0 0. 1 0.716 0 ; ; ; ; 0.1 156.000 0.0 0.1 0.713 0 ; ; ; 0.1 156.333 0.0 0. 1 0.710 0 ; ; ; ; 0.1 156.667 0.0 0.1 0.707 0 ; ; ; ; 0.1 157.000 0.0 0. 1 0.704 0 ; ; ; ; 0.1 157.333 0.0 0.1 0.701 0 0.1 157.667 0.0 0. 1 0.698 0 ; ; ; ; 0. 1 158.000 0.0 0. 1 0.695 0 ; ; ; 0.1 158.333 0.0 0. 1 0.693 0 ; ; ; ; 0. 1 158.667 0.0 0. 1 0.690 0 ; ; ; 0.1 159.000 0.0 0. 1 0.687 0 ; ; ; ; 0.1 159.333 0.0 0.1 0.684 0 ; 0.1 159.667 0.0 0. 1 0.681 0 ; ; ; ; 0.1 ' 160.000 0.0 0. 1 0.679 0 ; 0.1 ' Remaining water in basin = 0.68 (Ac.Ft) 216 x :zti : tx : tr :rtxt : : : s : : acts : ':HYDROGRAPH DATA: xx : x *sY: : c.cx go: cr9c « a90:94• . Number of intervals = 480 Time interval = 20 .0 (Min. ) Maximum/Peak flow rate = 198.6 (CFS) Total volume = 487.80 (Ac .Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 O. Oc' Vol (Ac .Ft) 0.000 0.000 0.000 0.000 C. 0 zzzzzxzzxzz:zxzxxxzzzzsxxxxzzxzxzzzzxzxzzzzxxxzxzzxxzzzxzzzxzzxzxz* : . : -------------------------------------------------------------------- r N 217 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100 .000 to Point/Station 10.000 ' **** PRINT CURRENT HYDROCRAPH * * ** ---------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T O F S T O R M ' --------------- R-u-n o f f H y d r o g r a p h ------------------------------------------------ Hydrograph in 20 Minute intervals (CFS) -------------------------------------------------------------------- Time(h+m) Volume(Ac.Ft) 0(CFS) 0 49.6 99.3 148.9 198.6 -------------------------------------- 0+20 0.0000 0.00 a ' 0+40 0.0010 0.04 0 ' 1+ 0 0.0127 0.42 0 ' ' 1+20 0.1058 3.38 0 ' 1+40 0.4633 12. 98 V 0 2+ 0 1.3294 31 .44 V 0 ; 2+20 2.8749 56. 10 V ;0 ; 2+40 5. 1375 82. 13 V ; 0 3+ 0 7.9331 101 .48 V ; Q ; ' 3+20 11 .0477 113.06 V ; 0 ; 3+40 14.6489 130.72 V ; 0 ; 4+ 0 18.9214 155.09 ;V ; ; ;0 ; 4+20 23.7984 177.03 ;V ; ; ; O 4+40 29.0494 190.61 V ; O 5+ 0 34.4345 195.48 ; V ; ; ; 0; 5+20 39.8678 197.23 ; V ; ; ; O; 5+40 45.3254 198. 11 ; V ; ; 0; 6+ 0 50.7937 198.50 V 0; 6+20 56.2639 198.57 V ; ; ; 0 6+40 61 .7233 198. 18 ; V ; ; ; 0; 7+ 0 67.1610 197.39 ; V ; ; ; 0; 7+20 72.5747 196.52 ; V ; ; ; a; 7+40 77.9643 195.64 ; V ; ; ; 0; 8+ 0 83.3300 194.77 ; V 8+20 88.6718 193.91 ; V 8+40 93.9899 193.05 ; V ' 9+ 0 99.2844 192. 19 ; V 9+20 104.5553 191 .34 V ; ; ; 0 9+40 109.8004 190.40 ; V; ; 0 10+ 0 115.0165 189.34 V; 0 10+20 120.2038 188.30 ; V; 0 10+40 125.3623 187.26 ; V ; O ; 11+ 0 130.4923 186.22 V O ; 11+20 135.5940 185. 19 V ; ; 0 ; 11+40 140.6674 184 . 17 ;V ' 218 12+ 0 145. 7128 183. 15 ; V O 12+20 150.7302 182. 13 V 12+40 155.7200 181 . 13 V 0 13+ 0 160.6821 180. 12 V ; 0 13+20 165.6167 179. 13 V ' 13+40 170.5241 178 . 14 ; V 14+ 0 175.4043 177 . 15 ; V ; 0 14+20 180.2576 176 . 17 V 0 ; 14+40 185,0840 175 . 20 ; V ; 0 ' 15+ 0 189.8836 174. 23 ; V ; 0 15+20 194.6568 173.27 V 15+40 199.4035 172. 31 ; V 0 ' 16+ 0 204. 1210 171 .24 ; ; V ; ; 0 ; 16+20 208.8065 170.08 ; V ; ; 0 16+40 213.4602 168. 93 V 0 ; ' 17+ 0 218.0824 167. 78 ; V 17+20 222.6732 166.65 ; ; V O 17+40 227.2329 165.52 V 18+ 0 231 .7616 164 .39 V; ' 18+20 236.2596 163.28 ; ; V; ; 0 18+40 240.7272 162. 17 ; V; ; 0 ; 19+ 0 245. 1644 161 .07 ; V ; 0 ; ' 19+20 249.5715 159.98 ; V 0 ; 19+40 253.9487 158.89 ; ; V ; 0 ; 20+ 0 258.2963 157.82 ; ; V ;0 ; 20+20 262.6143 156. 75 ; ; ;V ;0 ' 20+40 266.9031 155.68 ; ; ;V ;O ; 21+ 0 271 . 1628 154.63 ; ; V ;0 21+20 275.3936 153.58 ; ; ; V 0 ; 21+40 279.5957 152.54 ; ; ; V 0 ; 22+ 0 283.7693 151 .50 ; ; ; V O ; 22+20 287.9146 150.47 ; ; ; V 0 ; 22+40 292.0317 149.45 ; ; ; V 0 ; 23+ 0 296. 1210 . 148.44 ; ; ; V 0; ; 23+20 300. 1825 147.43 ; ; ; V 0; ; 23+40 304.2149 146.37 ; ; ; V 0; ; 24+ 0308_ ---- 2120145_ -- 10 V- ------------------- ---- ---O--- - ----- -------- 1 z###xzxxxxxxz#xxx#zxxzxxzzxxHYDROGRAPH DATAxxxxxxzzzzzzxxzzzzxzxxzszsz-t ' Number of intervals = 480 Time interval = 20.0 (Min. ) Maximum/Peak flow rate = 198.6 (CFS) Total volume = 481.80 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 #zzxz#xz:zzx#zzxzxx#zx#xzx#z#z#z####x##zx#zxzxzxz#xz###=#zx#:xz####xssa ' -------------------------------------------------------------------- 219 ' U.S. DEPARTMENT OF COMMERCE LS L:EPARTMENT OF THE ARMY NATIONAL OCEANIC AND ATMOSPHERIC ADltLNISTRATION CORPS OF ENGINEERS HYDROMETEOROLOGICAL REPORT NO. 49 Probable Maximum Precipitation Estimates, Colorado River and Great Basin Drainages Prepared by ' E. Marshall Hansen, Francis K. Schwarz, and John T. Riedel Hydrometeorological Branch ' Office of Hydrology National Weather Service ' Silver Spring, Md. September 1977 ' For sok 4r Use SupenntenJent of Doeumentk U.B.Government PrintilK Otfma Washtngtai.D.C.=W212Y Stet No.00"174010162 2 2'n 4. Local-storm PMP for the Southwestern Region and ' California. 103 4.1. Introduction. 103 4.1.1. Region of interest. . . . . . . . . . . . . . . . . . . 103 ' 4.1.2. Definition of local storm . . . . . . . . . . . . . . . 105 4.2. Storm record. 105 4.3. Development of 1-hr PMP . . . . . . . . . . . . . . . . . 108 4.3.1. Introduction. . . . . . . . . . . . . . . . . . . . . . 108 ' 4.3.2. Data adjustments. . . . . . . . . . . : . . . . . . . . 109 4.3.2.1. Application of adjustments to data. ill 4.3.3. Analysis. . . . . . . . . . . . . . . . . . . . . . . . ill ' 4.4. Durational variation. . . . . . . . . . . . . . . . . . . 116 4.4.1. Duration of local-storm PMP 116 4.4.2. Data and analysis for durations from 1 to 6 hours . . . 116 4.4.3. Data and analysis for less than 1-hr duration 119 4.5. Depth-area relation . . . . . . . . . . . . . . . . . . . 120 4.6. Distribution of PMP within a basin. 122 4.7. Time distribution of incremental PMP. . . . . . . . . . . 122 4.8. Seasonal distribution . . . . . . . . . . . . . . . . . . 127 r . 6.3 Steps for Computing Local-Stomp PMP A. Drainage Average Depth Local-Storm PMP. Steps correspond to those in table 6.3A. ' Use steps of section 6.3B if areal distribution within drainage is requiree Step 1. Locate drainage on figure 4.5 and read interpolated average PMP value for 1 hour 1 mi2 (2.6 km2) in inches (mm). ' 2. If the lowest elevation within the drainage is above 5,000 feet (1,524 m), decrease the PMP value from step 1 by 5% for each 1,000 feet (305 m) or proportionate fraction thereof above 5,000 feet (1,524 m). This gives elevation adjusted drainage average 1-hr 1-mi2 (2.6-km2) PMP. 3. Use figure 4.7 to find the 6/1-hr ratio for the drainage location. i I ' 4. Enter table 4.4 with the ratio from step 3 to obtain percentage dur- ational variation. 5. Multiply each of the percentages of step 4 by the 1-hr PMP from step 2 ' to obtain PMP for 1/4 hr to 6 hours. 6. Enter the abscissa of figure 4.9 with the size of the drainage to 2 obtain the areal reduction for each duration in terms of percent of 1-mi (2.6-km2) PMP. ' 7. Multiply the areal reduction percentages from step 6 by the PMP values from step 5 to obtain areally reduced PMP. 8. Determine the incremental PMP values by successive subtraction of ' values in step 7. 9. Arrange the hourly incremental values from step 8 in one of the time ' sequences shown in table 4.7. Use table 4.8 for sequence of 4 highest 15-minute increments. Table 6.4A is an example of local-storm PMP computation for Sycamore Creek, Arizona. B. Areal Distribution of Local-Storm PMP Within Drainage. The following steps are recommended for computing local-storm PMP and its areal distribution. ' Step 1. Overlay a tracing of the drainage outline (adjusted to 1:500,000 scale on figure 4.10. Rotate the outline to obtain the maximum rain volume in the drainage. (For particular problems, other placements may be hydrologically more critical.) 222 •r' r to . 6010 1 1.6 it 3s � Ias `�lo• ,� f NAa�n r 1 I.S 1� 120. 11S EA"ALL CWVE ROM SCALE 3 °7 91111 \ '1 Q 2 . e E 10 13 rea — b � , - 1� 300 300 -h" 110DISTANCE SCALE 0 100 200 3001 160 300 300 400 1K 1 Figure 4.5--Local-storm PMP for 1 mi2 (2.6 Ion 2) 1 hr. Directly applicable for Locations between sea Level and 5000 ft (1524 m). ' Elevation adjustment must be applied for Locations above 5000 ft. 1 ' 223 r, _ LAo , uo T -� ----- --�-�+ L7 I �� U• IA] i LA. UI I.fO GM Ut L2 1 UZ2 1 i � � 1 r 1 ® UO o 10 UO LOS 7 ' � • i U2 � I ]7 ' / I Z I L7 161 LA9 \\� I ,L28 U2� t29 r� z ]s° v 0 t� ! us L2A `^I DISTANCE SCALE 190 v0 t60 Ue ue lL29 _Lt7-- 100 2P0 300 IM8 LSO �1 100 200 300 400 500 IKM1 ]i° 1 • 109° 1 7 12]° 12T• 114• 117° 113° 11]° 1110AVEfLAGE OF C STATIONS • NO DATA Figure 4. 7.--Analysis of 6/1-hr ratios of averaged masimwn station data (pZotted at midpoints of a 2° latitude-Zongitude grid). 2.14 Table 4.4.--Durational variation of 1-mi2 (2.6-km2) local-storm PMP in percent of 1-hr PMP (see figure 4.3) 6/1-hr Duration (hr) ratio 1/4 1/2 3/4 1 2 3 4 5 6 1.1 86 93 97 100 107 109 110 110 110 1.2 74 89 95 100 110 115 118 119 120 1.3 74 89 95 100 114 121 125 128 130 1.4 63 83 93 100 118 126 132 137 140 1.5 63 83 93 100 121 132 140 145 150 1.6 43 70 87 100 124 138 147 154 160 1.8 43 70 87 100 130 149 161 171 180 2.0 43 70 87 100 137 161 175 188 200 2?5 100 DURATION MR51 i/a 1/2 3/4 80 .0.o 2 N 5 6 60 O u+ AO V W d W 20 0 (M12) 0 2 5 10 20 50 100 200 500 10 100 (KM21 1000 AREA Figure 4.9.--4dopted depth-area reZations for ZocaZ-storm PMP. 226 Table 4.7.--Time sequence for hourly incremental PMP in 6-hr storm li?iT. No. 5" EMI110-2-I4112 Increment Sequence Position- Largest hourly amount Third Fourth 2nd largest Fourth Third 3rd largest Second Fifth 4th largest Fifth Second 5th largest First Last least Last First l 1 . S. Weather Bureau 1947. 2U. S. Corps of Engineers 1952. 1 227 Table 4-B.—Time sequence for 15-min incremental PMP within 1 hr. Increment Sequence Position Largest 15-min amount First 2nd largest Second 3rd largest Third least Last 22n VHL PRECISE PLAN OF STREET ALIGNMENT A. Plan Criteria Per the Holly-Seacliff Development Agreement, the Developer shall b-, responsible for dedication and improvement of r I is rights-of-way ill conjunction with the arterial street improvements. The required ultimate rights-of-way for these arterial streets are shown in the following Precise Alignment Plans. The Precise Plan of Street Alignment exhibits and legals for Edwards Street, Garfield Avenue,Ellis Avenue, Goldenwest Street and Main Street, within the Holly-Seacliff project, are presented respectively in the following two sections of this Specific Plan Technical Appendix. The precise Plan of Street Alignment for Gothard Street and Seapoint Street have been adopted by the City Council on April 15, 1991, Ordinance 3102 and August 6, 1991, Ordinance 3045, respectively. Holly-Seacliff Specific Plan �ssocuiEs Technical Appendix ' September, 1991 229 TA ER AV uE-1 SHEET 2 W SHEET INDEX SHEET TITLE r 1 INDEX SHEET 2 EDWARDS STREET - ELLIS AVENUE TO INLET DRIVE - - -- -- - — - 3 EDWARDS STREET - GARFIELD AVENUE TO ELLIS AVENUE 1 4 GARFIELD AVENUE - EDWARDS STREET TO GOLDENWEST STREET ELLIS �' 5 GARFIELD AVENUE - GOLDENWEST STREET TO HUNTINGTON STREET )AVENUE 6 ELLIS AVENUE - EDWARDS STREET TO GOLDENWEST STREET 7 ELLIS AVENUE - GOLDENWEST STREET TO GOTHARD STREET I 8 GOLDENWEST STREET — GARFIELD AVENUE TO ELLIS AVENUE 9 GOLDENWEST STREET — YORKTOWN AVENUE TO GARFIELD AVENUE 10 MAIN STREET — HOLLY STREET TO HUNTINGTON STREET CITY BOUNDARY - SHEET 6 I SHEET 7 11 MAIN STREET - YORKTOWN AVENUE TO HOLLY STREET LA_I LLJ W j I LLJ In o � i I j ---------� �- ..._.. .-- f . - -- -� I� 0 SHEET 3 I SHEET 8 ! \" O SHEET + ��! / 2 GARFIELD AVENUE Ir SHEET 4, — I — -- —I / SHEET 10 Q r _ W I �� 3 � SHEET 9 � I SHEET 11 O I . _GRAPHIC SCALE �. - / AVENUE JOB NUMBER / �ALDEN do AN" PRECISE PUN DB/{-273-5 SSOCIATES 'AN°"n`RiOtl DDRAWN: AW:Oxent OF STREET ALIGNMENT CHECKED: 1�011:CMMI,tlllrl lto.IAvtR v ol�1. CHECKED:r.R (714)Mo-mlo FAX:NO-alo SNER INDEX SHEET t or OAT111)L tuovl ISM Ism DAn NDLLt-SEACL6r AREA 11 VIII.B. EXHIBIT 13 , PAGE 230 W I O(L HUNTINGTON BEACH CITY BOUNDARY T7 V SEC.'3,R 1 1 Li - ,—PROPOSEDEE Ld R 1 WI > 1 1 _ � _ � V)) MATCH LINE 3 EBWARDS PRQP_Q8 11/W _. w' J J W SEE SHEET 6 RAW R/W 8' 7' 10' 1' 10' 10' 10' 7' e' EDWARDS STREET Ellie to Talbert Joe NUYBCR GRAPHIC SCALE o1� M oe�s-2n-s AMEN & r1.NNm PRECISE ALIGNMENT DATE;w/u/Ai SSOCIATES uM°f0R"°" FOR DRAWN:D.C. —T'( �:r.A. 1oo1s COtAR.wm too. CA 11fl14 /D1 rc (71AJ NO-e110 ►�:«o-«u CR EDWARDS STREET 2 _ or BAND L WALM MILS Isar NTR FROM EUJS AVENUE TO INLET DRIVE I I VIII . B. EXHIBIT 14 , PAGE 231 ho \1� Zj PLOCA STREET / LOCAL-SEE E� . _ _ l ' S1/4 COR. a -- . I � �.- H \ Lo REl�r ) W — Er _ _ - - - ^E _ C" - ----- - -- - - _ i Yu MATCH L El, o C, -PRO OSED :R/'W JA . LI N bc' c�ai w Q O - (n / J PROS R7fl�iE` I� L� , �_'_• ,` � I • LOCAL TREET _ \�� 7D \�• -,_ �° (J Al - SEE SHEET 4 SEE SHEET 6 Rnv eo RIM 10' 10' T 8' 4 EOM'AR STREET Ai Garld ld to Elli.Ellis 7 JOB NUMBER GRAPHIC SCAM TWN & MIL Ofou� PRECISE ALIGNMENT 0844-273-5 SOCIATE�' uxa wARror DRAW::/„ r FOR ounJ:O.C. IMIA COWAN.AUIIE?'la, 1lvoa,lA w7ld CRICWm:►A. ( rAw (IN RI) v1a,NO—arts .,, M.1..,,.•R EDWARDS STREET 3 __ ..., or utp L VALS" 'xr, FROM OA MLD AVENUE TO ELLIS AVENUE mlf:illl."°.. alaRlrm VIII. B. EXHIBIT 15 , PAGE 232 l SEE SHEET 3 SEE SHEET 8 4 / LIS i4 C , cu.34 �1� � SEC. 3 PROPOSED R/W �.... ee, '"MATCH �i n -5 __.. (EXISTING R/W - y( CARF " W —�319.83 — Vf RFtEL ��__. ��SiREEi 1319.8j' "-- - • - EX NG R-/WT — - m PROPOSED - _ -- Iz Ld a. R W ZI 11• I 14' 11' 11' 13- 7- 8' -T SEE SHEET 9 a GARFIELD AVENUE Edwords to 473.76'West of Goldenwesl PRECISE ALIGNMENT FOR GARFIELD AVENUE N FROM EDWARDS STREET TO GOLDEWEST STREET WAS PREVIOUSLY ADOPTED BY SEPARATE ORDINANCE. JOB NUMBER GRAPHIC 3CAI E cwm o"n"� 0844-273-5 ALDEN & YIAM7IIY PRECISE ALIGNMENT 1 m rm SSOCIATES IAM EMUOI° DATE"mh4ht DMRN:o.d. FOR CNECI(ED:r.R. 10010 COWAN,/11fII 210.MY=.CA U714 (714)NO-Olw FA::1100-6410 mim GARFIELD AVENUE 4 Or DAtm L OAIDOI RCI 1044R D"06 FROM EDWARDS STREET TO OOLDENWEST STREET I ' VIII. B. EXHIBIT 16, PAGE 233 SEE SHEET 8 (a_ , r _ ... �.• .. r r .. r. � `a'�4!.}-�..\1 r l r 4r g •D r Y 'r r \•r• 1 0 r• 9NUI S. l�i COR rSEC'A TCM L�k E.C •. 1" x CENTERLIN ROPOSED COTHARD •-ROOSED RYW r .. I v0 N : = r —. - � GA FIELD AVENUE W r ¢RN 89.4-`21•W _ 2557.94�M�_EX¢ST - — � — " .— _ —r — 2• IN r859 m 880.28' " �/\ • 669.80' — o50.49' /\ "577.37' i N I r _ r r• EXISTING RJW r _ r f"7Y4J'Y 7" N .,�2.83' W 2111.65.. IyJ Y' CfJ41ERUNE OF EIISTINC \ R POSED ' r n'nLL��rr r NE R }. VI IW „ I ORYSTAL STR[E'T ,' •�r WPER`PRM.q 172Y. .+R/D r.. .'" .. _ r _r r r r O r r r r O1 �C. 0 I SEE SHEET 9 SEE SHEET 10 ,� q� .:ry•ti.�j•` r t � �rr � � �. ..� .I III ,1 ��a.��••� f�J I... -. " '•"'gel' �r 1 !, �U I � .. ` 1 Ilf '�J Y .. ... r , r I - W ,C-T-. r r r r• r � 8 /��• y` / ,; r l +, 'r .�l� I l t.... � r• I... y, W' r •«I S. 1/4r COR SEC, 5` (•'V r /.^� ��_ac:. I q.i l!'it 1 r I:;� v W OSED R[ o GAR i LD AVENUE RMM. m 2'0 IN r„6S9.6 \ Q I--._ — 577.37' \ r— W r 1 IN 82.85' i I ` •. . LLI POPTSED Rr1I F0 R/ i -J r \CE � E .P fP � 727EMS . r!�-• f1J,� ° r RnV 120' RAN •�'"- r \ ..I.t..._, GARRELD AVENUE / ''� •' I I; Coldenwset to Huntington I 4 j } , SITE SHEET 10 Jos mumBn GRAPHIC SCALE a'm cmamm 0844-273-s '��ALDEN & MANOR= PRECISE ALIGNMENT DAn:eS/Hnl wn SSOCIATES "A'nrnnor FOR DRARN:pe. CRiC[ED:ra. 1 to raT) teeu COWAN.KMue,s10a.CAem4 [Nls�T "14)00-0110 FA.4110-061e GARFIELD AVENUE 5 or aam L BALM NM uw 9m FROM GOLDENINEST STREET TO NUNTMIOTON STREET 11 VIII. B. EXHIBIT 17 , PAGE 234 SEE SHEET 2 1 rr CTR. coR., J lJJ sec. J� , y� — t —� _ 416 SEC. 34 � � � � �• '�W MATCH LINE �� ;.'PRO SED R/W .sl'+ -- H.. r ! - g E - - -ELIS _ (/ 1 i „ k, �.- _moo. MATCH LLAJ _ _ -- EXIST, R/W t" in I _ `r Q PROPOSED R/W w o o ) •,y \� W! Lu W z n; fl cn 3 W' w t z �I af w z I g zI Ld o J C7 ITTII III _ SEE SHEET 3 SEE SHEET 8 R/W 100, R/W S' 9' 13, 13' 1 i' 13' 13' 9' B' ELUS AVENUE Ed_rde to G0ld--t 1�L JOB NUM Sit GRAPHIC SCALE '��AMEN■�d�oy cim PL� PRECISE ALIGNMENT oes.-n3-s r • r - - $S0C1t11 G$ IJJIY Nffi}Od DATE:03/L/4, i0R DRAWN: :I ( 1M12 COWAN.TIM 210,OWLKL CA 9014 CBSf.' M p10)MO-0110 ►AL•MO-M10 S1IL�'f DI JQf) EWS AVENUE 6 or WANT L•YORR RCS 19600 MTt rROM EDWARDS STREET TO OOLDENWEST STREET I I VIII. B. EXHIBIT 18 , PAGE 235 LL: `jv 1J I�IIIt "�``b,�.... �� /� 1 'ry`_-'� - •ul {, r r�� �/.r 1 ul �f��.`,.-�-•/� �•.+.� J r � OI v CS�, •I r h MATCH __,. �— .; ,) } t3. - G Ur r S cob �' .1 �� :oc�,Lj..o, ..J�I. .�. " t •��\� -_---- -- rJ, — 4 r el w (n ° — -- —�J� PRO OStHD C r r jr .. u mff _ r• _ rar 'We .30 $---� AVENUE _ _ —.N cn - TN LLJ W ILL) SEE SHEET 8 R/W R/W I tic ELLIS AVENUE Goldenweet to Gothord 11 JOB-273 GRAPHIC SCALE �LSOC dt NUMBER �luNRm DATE-273-s PRECISE AUGNMENT own:o,n.�l SSOCIATF S IAN>, Or FOR DRAWN: Cp[CIRD.D•.rA. Intl 4)COWAN.sso allflt RID.Itr11Ie.f,T rR1E l IN FEET)rTsr) + eeo-olto r.r Eno.-n.re sHZE* _.......__. EWS AVENUE 7 _................ or YIND 1.WAISM ma INet DAM FROM GMENINEST STREET TO OOTNARO STREET ' VIII. B. EXHIBIT 19 , PAGE 236 SEE SHEET 4 SEE SHEET 6 k z 4il i V. 0 p T A N Lie N 0 m K LINEJ I sec. 3 in 360 AD t N ( h� PR R ;�, I, � � y I} � A N ," � �.. PiT__77-7-7� It - - ---- YT I . Ell ST r N WI"4r E 39.61' r- 4; =741 V) 7 4F� w _J LLJ )v V) 'j I R it 4 4 N .7— AJ V N Jj N SEE SHEET 5 SEE SHEET 7 R/W 1101 R/W '71-1 -111 14' ll',il' ,Y —J- GCLDENWEST STREET E-0 to Ellie JOB Numallm SIM m� GRAPHIC SCALE A%&2 ALDEN do PRECISE AUGNMENT 0844-273-5 Wns SOCIATES AM FOR ED:vJt. IN12 effAm.surm BIG.mum CA W714 CPBCK (Wpm) (724)ON-0110 FAL 1188-49111 sow GOLDENWEST STREET a or DA1111 L WASIM IMM SOW Ulm I "01MU)AVENUE TO ELLS AVENUE VIII. B. EXHIBIT 20 , PAGE 237 S SEE SHEET 4 0 C0R R I w + r� `� \1(t _ /Y \.. ! �� Y MATCNLI T ti y 00 , N 4137.E5 E yy..._..yam L. _ _ ___. --'r.� r 7..— t' ! ' .. GOLDENWEST STREET !. -/ _ ,,m _ uj � L 1 0016'Sf ''W�tl1�Y_ 26 .64' i Q �q '. Iti ��— ,t...ROOSED'R/W R 07 N �! 1 \ � E IS N(iLu 1 O AL STREET . .Y W 't �-• 'e O ..1 �11'. e.l, \, (' ( t R 1 ' r C,f° t •t t t r1 r O SEE SHEET 5 R/W 120' R/W 1�8'_7'- 13' 12' 13' 14'_ 13' LJ I GOLDENW ST STREET Yor.ora to Garfield A 7 H JOB NUMBER GRAPHIC SCAI F C'ti'0101"®11 0844-273-5 ALDEN do r1,N,1�. PRECISE ALIGNMENT DATE:wh4h1 ��_� _ •,,, 3$t)CIA1'E$ uMs twns►on FOR DRAWN:OX. 10012 MAN,BUM 210.DlgMi.CA M'••14 CBELEED(0A. (01 rm) (714)M0-0110 VAX:060-0410 GOUDENWEST STREET 9 OF DAB L WA1001 WC1<ISM 1VT1 FROM YORKTOWN AVENUE TO GARFIELD AVENUE V III. B. EXHIBIT 21 , PAGE 238 SEE SHEET 5 .1 I-16o -L.-PROPOSED 14"'wJ I 13 PROF d*SE) R/ LQ'CA( I!V T ...... 2 N 451724 E N 105 39—:—_ REST 242.�3'_ V 05 v N 95'43'2r W 4 Ld j17-16 A ROPOS6 ReW, Z, V) N,ro- LLI 'i, w Ld SEC. 2 V) • T .. C �yJ \I R11W U -r6s, R1-1 W m,�A, 6-IM4 SEE SHEET 5 R/W R/W 1 12 1 12' 7'_13' 1-1'- 13' 7' 1 MAIN STREET Huntington to Holly JOB PlUmBn GRAPHIC SCALEA%&2 ALDEN & CIVIL mGLAM"M ua= PRECISE ALIGNMENT 0844-273-5 PLk" DAM 03/26/2t WnSSOCIATES FOR RAWN:0 Seale COWAN.nms no.nmNz.CA 011714 CRECKED:PA (714)WO-0110 r4Z:61110-04115 SHM MAIN STREET 10 or nine L "brx MCK 10482 DATE FROM HOLLY STREET TO KJNTWGTON STREET I 11 VIII. B. EXHIBIT 22 , PAGE 239 i i RQPOSEd"-J ,.YV.L 'L. 'L '� L -:i �`}.• 'i MAIN \.�ST ' g4595 � 18'5T 311 R— _ REET '. •- ti I � �.1, h 1000.00 N 19.15'4k1 - H 330.92' - 4J3.J$�EXISTING R/W.� ' �' ' 'L •1 'L ;n F-.{5. ` OP ° /w�o u u Ekt TING SEb1 —� h. 'o , a'' .e - '>• N 't! J a = cn LwLI 11 R/W 12012�0' N� • 12 . 1,.Iv 11'.11'. 13' MAIN STREET Holly Yorktown J0B NUMBER GRAPHIC SCALE ALDEN do PRECISE ALIGNMENT o84B4 3-5 SSOCIATES ""'"""�O'° FOR DRAWN:D.C. 10012 COWAN.NUM 210.AMOK,C1 =714 CBEC.4ED:Il. a „1.t 060-0130 .u:000-0614 MAIN STREET 1 1 —_ or DAYM I.WYna 0LE 19M 01.YW FROM YORKTOWN AVENUE TO HOLLY STREET VIII. B. EXHIBIT 23 , PAGE 240 C. PRECISE PLAN STREET LEGALS i (See following pages) i 1 1 t Holly-Seacliff Specific Plan SSOCI TES Technical Appendix September, 1991 241 LEGAL DESCRIPTION FOR EDWARDS STREET FROM 1 GARFIELD AVENUE TO INLET DRIVE TO ESTABLISH THE PRECISE CENTERLINE ALIGNMENT OF EDWARDS STREET BETWEEN GARFIELD AVENUE AND INLET DRIVE, PARTLY IN THE CITY OF HUNTINGTON BEACH AND PARTLY IN THE UNINCORPORATED TERRITORY OF THE COUNTY OF ORANGE, STATE OF CALIFORNIA, THROUGH SECTION 34, TOWNSHIP 5 SOUTH,RANGE 11 WEST,SAN BERNARDINO BASE AND MERIDIAN,AS SHOWN ON THE MAP RECORDED IN BOOK 51, PAGE 13 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE POINT OF INTERSECTION FOR GARFIELD AVENUE AND EDWARDS STREET, AS SHOWN ON THE MAP RECORDED IN BOOK 92, PAGES 19 THROUGH 28 INCLUSIVE OF RECORDS OF SURVEYS, RECORDS OF SAID ORANGE COUNTY, SAID POINT BEING THE SOUTH QUARTER CORNER OF SAID SECTION 34; THENCE NORTH 00016'06" EAST 2639.59 FEET ALONG THE EAST LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 34 TO THE CENTERLINE POINT OF ' INTERSECTION FOR ELLIS AVENUE AND EDWARDS STREET, SAID POINT BEING THE CENTER OF SAID SECTION 34 AS SHOWN ON SAID MAP RECORDED IN BOOK 92, ' PAGES 19 THROUGH 28 INCLUSIVE OF RECORDS OF SURVEYS, RECORDS OF SAID ORANGE COUNTY; THENCE NORTH 00°15'54" EAST 1995.01 FEET ALONG THE EAST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 34 TO THE CENTERLINE POINT OF INTERSECTION FOR INLET DRIVE AND EDWARDS STREET AS SHOWN ON SAID MAP RECORDED IN BOOK 92, PAGES 19 THROUGH 28 INCLUSIVE OF RECORDS OF SURVEYS, RECORDS OF SAID ORANGE COUNTY. VWDEN & LEGAL DESCRIPTION FOR EDWARDS STREEr FROM SOCIATES GARFIELD AVENUE TO INLET DRIVE CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 0844-273 5 3/27/91 18012 COWAN,SUITE 210 • IRVINE,CA 92714 WO.No. Data 66 7141660-0110 FAX: 0-0418 En PER Chk. Shoat 1 Of 1 ' LEGAL DESCRIPTION FOR GARFIELD AVENUE FROM EDWARDS STREET TO HUNTINGTON STREET TO ESTABLISH THE PRECISE CENTERLINE ALIGNMENT OF GARFIELD AVENUE BETWEEN EDWARDS STREET AND HUNTINGTON STREET, IN THE CITY OF HUNTINGTON BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, THROUGH ' SECTIONS 34 AND 35, TOWNSHIP 5 SOUTH, RANGE 11 WEST, AND SECTION 2 AND 3, TOWNSHIP 6 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, ALL AS SHOWN ON THE MAPS RECORDED IN BOOK 51, PAGES 13 AND 14 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE POINT OF INTERSECTION FOR GARFIELD AVENUE AND EDWARDS STREET, AS SHOWN ON THE MAP RECORDED IN BOOK 92, PAGES 19 THROUGH 28 INCLUSIVE OF RECORDS OF SURVEYS, RECORDS OF SAID ORANGE COUNTY, SAID POINT BEING THE SOUTH QUARTER CORNER OF SAID SECTION 34; THENCE SOUTH 89042'05" EAST 2639.70 FEET ALONG THE SOUTH LINE OF THE ' SOUTHEAST QUARTER OF SAID SECTION 34,TO THE SOUTHEAST CORNER THEREOF, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION OF SAID GARFIELD AVENUE AND GOLDENWEST STREET; THENCE SOUTH 89°43121" EAST 2640.79 FEET ALONG THE SOUTH LINE OF SOUTHWEST QUARTER OF SAID SECTION 35 TO THE SOUTH QUARTER CORNER THEREOF, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION OF SAID GARFIELD AVENUE AND THE SOUTHERN PACIFIC RAILROAD RIGHT-OF-WAY AS SHOWN ON PARCEL MAP NO. 81-575, FILED IN BOOK 172, PAGES 3 AND 4 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY; THENCE SOUTH 89042'04" EAST 659.89 FEET ALONG THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 35 TO THE CENTERLINE POINT OF INTERSECTION OF HUNTINGTON STREET AS SHOWN ON SAID AFOREMENTIONED PARCEL MAP NO. 81-575. VWSODEN & LEGAL DESCRIPTION FOR GARFIELD AVENUE FROM CIATES EDWARDS STREET TO HUNTINGTON STREET CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 1K0 No. O�-273-5 Date 4/1/91 18012 COWAN,SUITE 210 • IRVINE,CA 92714 714/660-0110 FAX:660-0418 En r. PER Chk. Short 1 Of 1 LEGAL DESCRIPTION FOR ELLIS AVENUE FROM EDWARDS STREET TO GOTHARD STREET TO ESTABLISH THE PRECISE CENTERLINE ALIGNMENT OF ELLIS AVENUE BETWEEN EDWARDS STREET AND GOTHARD STREET, IN THE CITY OF HUNTINGTON BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, THROUGH SECTIONS 34 AND 35, ' TOWNSHIP 5 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, AS SHOWN ON THE MAP RECORDED IN BOOK 51, PAGE 13 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE POINT OF INTERSECTION FOR ELLIS AVENUE AND EDWARDS STREET, AS SHOWN ON THE MAP RECORDED IN BOOK 92, PAGES 19 THROUGH 28, INCLUSIVE OF RECORDS OF SURVEYS, RECORDS OF SAID ORANGE COUNTY, SAID POINT BEING THE CENTER OF SAID SECTION 34; THENCE SOUTH 89°42'06"EAST 2639.86 FEET ALONG THE NORTH LINE OF THE SOUTHEAST QUARTER iOF SAID SECTION 34, TO THE EAST QUARTER CORNER THEREOF, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION OF SAID ELLIS AVENUE AND ' GOLDENWEST STREET; THENCE SOUTH 89°43'37" EAST 1982.30 FEET ALONG THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 35, TO THE SOUTHEAST CORNER OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER ' OF THE NORTHWEST QUARTER OF SAID SECTION 35, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION OF SAID ELLIS AVENUE AND GOTHARD ' STREET, AS SHOWN ON PARCEL MAP NO. 86-182, FILED IN BOOK 219, PAGES 30 AND 31 OF PARCEL MAPS, RECORDS OF SAID ORANGE COUNTY. ALDEN & LEGAL DESCRIPTION FOR ELLIS AVENUE FROM SSOCIATES EDWARDS STREET TO GOTHARD STREET CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 0844-273-5 4/2/91 18012 COWAN,SUITE 210 • IRVINE,CA 92714 wo.No. Date 714/660-0110 FAX:660-0418 En9r. PER Chk. Sh*ot 1 Ot I 7/ LEGAL DESCRIPTION FOR GOLDENWEST STREET FROM YORKTOWN AVENUE TO ELLIS AVENUE TO ESTABLISH THE PRECISE CENTERLINE ALIGNMENT OF GOLDENWEST STREET BETWEEN YORKTOWN AVENUE (SHOWN AS MANSION AVENUE ON A MAP FILED IN BOOK 40, PAGE 40 OF PARCEL MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA) ' AND ELLIS AVENUE, IN THE CITY OF HUNTINGTON BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, THROUGH SECTIONS 2 AND 3, TOWNSHIP 6 SOUTH, RANGE 11 WEST, AND SECTION 34 AND 35, TOWNSHIP 5 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, ALL AS SHOWN ON THE MAPS RECORDED IN BOOK 51, PAGES 13 AND 14 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE POINT OF INTERSECTION FOR SAID GOLDENWEST STREET AND YORKTOWN AVENUE, SAID POINT BEING THE WESTERLY TERMINUS OF THAT CERTAIN COURSE DESCRIBED AS "NORTH 89040'01" WEST 1350.17 FEET" FOR A PORTION OF SAID YORKTOWN AVENUE(FORMERLY MANSION AVENUE)AS SHOWN ON SAID MAP FILED IN BOOK 40, PAGE 40 OF PARCEL MAPS; THENCE NORTH ' 41037'25" EAST 11.92 FEET ALONG THE CENTERLINE OF SAID GOLDENWEST STREET TO AN ANGLE POINT THEREIN, SAID POINT BEING ON THE EAST LINE OF THE ' NORTHEAST QUARTER OF SAID SECTION 3; THENCE NORTH 00°16'53" EAST 2640.64 FEET ALONG SAID EAST LINE TO THE NORTHEAST CORNER OF SAID SECTION 3, SAID CORNER BEING THE CENTERLINE POINT OF INTERSECTION FOR GARFIELD AVENUE AND SAID GOLDENWEST STREET; THENCE NORTH 00°16'18" EAST 2639.61 ' FEET ALONG THE EAST LINE OF THE SOUTHEAST QUARTER OF SAID SECTION 34 TO THE EAST QUARTER CORNER THEREOF, SAID CORNER BEING THE CENTERLINE iPOINT OF INTERSECTION FOR SAID GOLDENWEST STREET AND ELLIS AVENUE. VWDEN & LEGAL DESCRIPTION FORGOLDENWEST STREET FROM SOCIATES YORKTOWN AVENUE TO ELLIS AVENUE CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 0844-273-5 3/28/91 19012 COWAN,SUITE 210 • IRVINE, CA 92714 wo.No. Dot* 714/660-0I10 FAX:660fi119 En r. PER Chic. Shoot 1 Of ��_ ' LEGAL DESCRIPTION FOR MAIN STREET FROM YORKTOWN AVENUE TO GARFIELD AVENUE TO ESTABLISH THE PRECISE CENTERLINE ALIGNMENT OF MAIN STREET BETWEEN YORKTOWN AVENUE (SHOWN AS MANSION AVENUE ON A MAP RECORDED IN BOOK 95, PAGE 20 OF RECORDS OF SURVEYS, RECORDS OF ORANGE COUNTY, ' CALIFORNIA) AND GARFIELD AVENUE, IN THE CITY OF HUNTINGTON BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, THROUGH SECTION 2, TOWNSHIP 6 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, ALL AS SHOWN ON THE MAP RECORDED IN BOOK 51, PAGE 14 OF MISCELLANEOUS MAPS, RECORDS iOF ORANGE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE POINT OF INTERSECTION FOR SAID MAIN STREET ' AND YORKTOWN AVENUE (FORMERLY MANSION AVENUE) AS SHOWN ON SAID MAP RECORDED IN BOOK 95, PAGE 20 OF RECORDS OF SURVEYS; THENCE NORTH 000 18'10" EAST 378.96 FEET ALONG THE CENTERLINE OF SAID MAIN STREET AS SHOWN ON SAID LAST MENTIONED MAP, TO THE BEGINNING OF A TANGENT CURVE iCONCAVE SOUTHEASTERLY, HAVING A RADIUS OF 1000.00 FEET; THENCE NORTHERLY AND NORTHEASTERLY 330.92 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 18057'38" TO A POINT ON THE CENTERLINE OF SAID MAIN STREET AS SHOWN ON SAID AFOREMENTIONED MAP RECORDED IN BOOK 95, PAGE 20 OF RECORDS OF SURVEYS; THENCE NORTH 190 15'48" EAST 952.36 FEET ALONG THE CENTERLINE OF SAID MAIN STREET AS SHOWN ON SAID LAST MENTIONED MAP AND ON THE MAP OF TRACT NO. 10511 RECORDED IN BOOK 455, PAGES 13 THROUGH 17 INCLUSIVE OF MISCELLANEOUS MAPS,RECORDS OF ORANGE COUNTY, TO THE BEGINNING OF A TANGENT CURVE, CONCAVE SOUTHEASTERLY, HAVING A RADIUS OF 1358.64 FEET; THENCE NORTHEASTERLY 617.16 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 26001'36"TO A POINT ON THE CENTERLINE VWDEN & LEGAL DESCRIPTION FOR MAIN STREET FROM SOCIATES YORKTOWN AVENUE TO GARFIELD AVENUE CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS 0844-273-5 4/3/91 19012 COWAN,SUITE 210 • IRVINE.CA 92714 WO.No. Data 714/660-0110 FAX:660-0418 1En r. PER Chic. Shoat 1 Of Z OF SAID MAIN STREET AS SHOWN ON THE MAP OF SAID TRACT NO. 10511; THENCE NORTH 45017'24" EAST 745.36 FEET TO THE CENTERLINE POINT OF INTERSECTION OF SAID MAIN STREET AND GARFIELD AVENUE AS SHOWN ON THE MAP OF SAID TRACT NO. 10511, SAID POINT BEARS NORTH 89°43'21"WEST 82.85 FEET ALONG THE NORTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 2 AS MEASURED FROM THE NORTH QUARTER CORNER THEREOF. VWDEN & LEGAL DESCRIPTION FOR SOCIATES MAIN STET FROM YORKTOWN AVENUE TO GARFIELD AVENUE CIVIL ENGINEERS—PLANNERS—LAND SURVEYORS WO.No. 0844-273-5 Date 4/3/91 19012 COWAN,SUITE 210 a IRVINE,CA 92714 714/660-0110 FAX:660-0419 En r. PER Chk. Sheet-2- Of--2! ' LEGAL DESCRIPTION FOR MAIN STREET FROM GARFIELD AVENUE TO HUNTINGTON STREET TO ESTABLISH THE PRECISE CENTERLINE ALIGNMENT OF MAIN STREET BETWEEN ' GARFIELD AVENUE AND HUNTINGTON STREET, IN THE CITY OF HUNTINGTON BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, THROUGH SECTION 35, TOWNSHIP 5 SOUTH, RANGE 11 WEST, SAN BERNARDINO BASE AND MERIDIAN, ALL AS SHOWN ON THE MAP RECORDED IN BOOK 51, PAGE 13 OF MISCELLANEOUS MAPS, RECORDS OF ORANGE COUNTY, CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTERLINE POINT OF INTERSECTION FOR SAID MAIN STREET AND GARFIELD AVENUE, SAID POINT BEARS NORTH 89°43'21" WEST 84.85 FEET ALONG THE NORTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 2 AS MEASURED FROM THE NORTH QUARTER CORNER THEREOF; THENCE NORTH 45.17'11" EAST 1053.38 FEET ALONG THE CENTERLINE OF MAIN STREET TO THE CENTERLINE POINT OF INTERSECTION OF SAID MAIN STREET AND HUNTINGTON STREET AS SHOWN ON PARCEL MAP NO. 81-575 FILED IN BOOK 172, PAGES 3 AND ' 4 OF PARCEL MAPS, RECORDS OF ORANGE COUNTY. VKDEN & LEGAL DESCRIPTION FOR MAIN STREET FROM SOCIATES GARFIELD AVENUE TO HUNTINGTON STREET CIVIL ENGINEERS-PLANNERS-LAND SURVEYORS ' -271-5 4/4/91 19012 COWAN,SUITE 210 • IRVINE,CA 92714 WO.No. D�to 7141660-0110 FAX:660-0419 En r. PER Chk. Sh*st 1 Ot 1 1IQ Connie Brockway,City Clerk .. �� Y �GTO\ c City of Huntington Beach ��•3.-E. -r3 N N �� y.r. = U.S.POF (�N Office of the City Clerk P R�1 O R s 0 !3 �= AN3? s2 !-�? t�",+r' P.O. Box 190 � _ �'l�ST CLASS � /992 -�Z-:, Huntington Beach,CA 92648 m r. 7 : R.' r l/ � rt ° � • t "°fA 1' Mpye d�R �tlp1 Lj 10-36 S GAR Fi' INDUSTRIAL INC P 0 BOX 1597 �MING HUNTINGTON BEACH CA 92648 = p w G 4� "Al LEGAL NOTICE - PUBLIC HEARING K. �•�rwww+.. ,.+ -;r ---,..�.. _'"W+.w'�' + .,-weir. -1 Connie Brockway,City Clerk .. Pt,A. C �� City of Huntington Beach r P M ,� �_y , , Office of the City Clerk PRESORT z ��N _ _, ,c•� P.O. Box 190 ��) FIRS T C L Q S S MA s zo F A a z4 -- _ Huntington Beach,CA 92648 $ 99 w t ...�+� CAL 1 F• — f f Q 0,15?2 . .. NO ca Zit?"knQl .i�x INGTpy .Cft92640 �O `NGOR�Oq��FO �/A o - - CF �ouNTY ca LEGAL NOTICE - PUBLIC HEARING