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HomeMy WebLinkAboutSAIFUL/BOUQUET STRUCTURAL ENGINEERS, INC. - 2004-12-21 S p 7 ity Contracts Submittal to RF, ,1'VE C i LLRK City Clerk's Office CITY OF Nei , auch• 1,J'1F111H;GT0 BEACH, C -" 1004 DEC 22 P 112: 52 To: City Clerk 1. Name of Contractor: Saiful/Bouquet 2. Purpose of Contract: For Example:Audit Services or Water Quality Testing Huntington Lake—Huntington Central Park Structural Engineering Services 3. Amount of Contract: $5,000.00 Copy of contract distributed to: The ORIGINAL insurance certificate/waiver sent to Risk Management Initiating Dept._ City Treasurer_ ORIGINAL bonds sent to Treasurer CITY CLERK'S OFFICE USE ONLY: s � .„,Ft: �%�am ensi " � r i M - ,r r .rrr Ess a t sCity Attorneys Office a rx s iSs a 1. Date: 12/21/04 r'i sls iZ.�ty s.r tst fss l+ 1s xs xs s.,. r�asr rss ss(ssa a �'z s�#istsc'tat s�7 s s x.c`Sa s s' �gi/rv�tysyi�p s a sus�s,� ;t I siU'se?sss" �� c.�1^�cEel b£..iul r tSE js }�' .yl y�,.t 2a3'y5'�"5���'S'1��5 2Fk5�.5 S�ls� '(t ks€Ss •,�' ESR� 5'aF,' YS at',L�'�?s s tS�ssE��s s s Eta a�a�a s s sa�aaa�e!i�����li�l��ti�s �i tit�s�g���"'s�� � ,t�insa��7 F sa r��a�s�sia�✓;�s s ,� t�.,.� •3 t5"sB E W.8,1 � svEils s� E r%EEEEREE t a a¢ s� ssESEa'' as.i rg sl�E` �t r �F E s%E Ikv�e3 i s s ;. tpl%grgvgE%EEz%ys�yvE�y tat EsEv x �. + E -a _ i�:_�',7 �z -r^d iEEiEyE "s t -s`91 P EEiIE`s E a 7 z s ,:•s� 0� g:/Attymisc/forms/city clerk contract transmittal.doc PROFESSIONAL SERVICES CONTRACT.BETWEEN THE CITY OF HUNTINGTON BEACH AND SAIFuL /$Owaujs'r STRuc.7Ua L FNG\Nez9-\N6 ., S"'c FOR STG�uCTuV2A�. E NG tN Eb'`0.\NG� TN L Table of Contents 1 Scope of Services.....................................................................................................1 2 City Staff Assistance................................................................................................2 3 Term; Time of Performance.....................................................................................2 4 Compensation..........................................................................................................2 5 Extra Work...............................................................................................................2 6 Method of Payment..................................................................................................3 7 Disposition of Plans, Estimates and Other Documents ...........................................3 8 Hold Harmless .........................................................................................................3 9 Professional Liability Insurance......................................................................... ....4 10 Certificate of Insurance............................................................................................5 11 Independent Contractor............................................................................................6 12 Termination of Agreement.......................................................................................6 13 Assignment and Delegation......................................................................................6 14 Copyrights/Patents...................................................................................................7 15 City Employees and Officials..................................................................................7 16 Notices... ... ... ... ... ... ......... ... ......... ... ... ......... ... ... ... ... ... ......... ... ........7 17 Consent....................................................................................................................8 18 Modification.............................................................................................................8 19 Section Headings .....................................................................................................8 20 Interpretation of this Agreement..............................................................................8 21 Duplicate Original.....................................................................................................9 22 Immigration...............................................................................................................9 23 Legal Services Subcontracting Prohibited................................................................9 24 Attorney's Fees..........................................................................................................10 25 Survival.....................................................................................................................10 26 Governing Law.........................................................................................................10 27 Entirety......................................................................................................................10 PROFESSIONAL SERVICES CONTRACT BETWEEN THE CITY OF HUNTINGTON BEACH AND SA\FUL 60UWAET S'TRUCTU9Atr FOR S"CrRu1LTuR�AI. 6M6\MEEs(R\"G THIS AGREEMENT ("Agreement") is made and entered into this 21 sr day of 20� by and between the City of Huntington Beach, a municipal corporation of the State of California, hereinafter referred to as "CITY, and Sf k'F*uc. /eouauis T ST#tuc-TUP-4L 1;tVr.\tog &Z a-L CAu N A CO PWoe, Ttoc`1 hereinafter referred to as "CONSULTANT." WHEREAS, CITY desires to engage the services of a consultant to S\QuGTUR�I.. ENS\N�ER1tJ� SX QV\ct,S ; and Pursuant to documentation on file in the office of the City Clerk, the provisions of the Huntington Beach Municipal Code, Chapter 3.03, relating to procurement of professional service contracts have been complied with; and CONSULTANT has been selected to perform these services, NOW, THEREFORE, it is agreed by CITY and CONSULTANT as follows: 1. SCOPE OF SERVICES CONSULTANT shall provide all services as described in Exhibit "A," which is attached hereto and incorporated into this Agreement by this reference. These services shall sometimes hereinafter be referred to as the "PROJECT." CONSULTANT hereby designates SAc ?sc>rA C. lauhtN(. who shall represent it and be its sole contact and agent in all consultations with CITY during the performance of this Agreement. agree/forms/profsery 10/15/0 1-A 1 2. CITY STAFF ASSISTANCE CITY shall assign a staff coordinator to work directly with CONSULTANT in the performance of this Agreement. 3. TERM; TIME OF PERFORMANCE Time is of the essence of this Agreement. The services of CONSULTANT are to commence as soon as practicable after the execution of this Agreement by CITY (the "Commencement Date"). This Agreement shall expire on 4a / 2 unless sooner terminated as provided herein. All tasks specified in Exhibit "A" shall be completed no later than from the Commencement Date of this Agreement. These times may be extended with the written permission of CITY. The time for performance of the tasks identified in Exhibit "A" are generally to be shown in Exhibit "A." This schedule may be amended to benefit the PROJECT if mutually agreed to in writing by CITY and CONSULTANT. 4. COMPENSATION In consideration of the performance of the services described herein, CITY agrees to pay CONSULTANT on a time and materials basis at the rates specified in Exhibit "B," which is attached hereto and incorporated by reference into this Agreement, a fee, including all costs and expenses, not to exceed \�E T�DuSAN� Dollars ($ �' o0o. 5. EXTRA WORK In the event CITY requires additional services not included in Exhibit "A" or changes in the scope of services described in Exhibit "A," CONSULTANT will undertake such work only after receiving written authorization from CITY. Additional agree/forma/prohm10/15/01-A 2 compensation for such extra work.shall be allowed only if the prior written approval of CITY is obtained. 6. METHOD OF PAYMENT CONSULTANT shall be paid pursuant to the terms of Exhibit "B." 7. DISPOSITION OF PLANS,ESTIMATES AND OTHER DOCUMENTS CONSULTANT agrees that title to all materials prepared hereunder, including, without limitation, all original drawings, designs, reports, both field and office notices, calculations, computer code, language, data or programs, maps, memoranda, letters and other documents, shall belong to CITY, and CONSULTANT shall turn these materials over to CITY upon expiration or termination of this Agreement or upon PROJECT completion, whichever shall occur first. These materials may be used by CITY as it sees fit. 8. HOLD HARMLESS CONSULTANT hereby agrees to protect, defend, indemnify and hold harmless CITY, its officers, elected or appointed officials, employees, agents and volunteers from and against any and all claims, damages, losses, expenses, judgments, demands and defense costs (including, without limitation, costs and fees of litigation of every nature or liability of any kind or nature) arising out of or in connection with CONSULTANT's (or CONSULTANT's subcontractors, if any) negligent performance of this Agreement or its failure to comply with any of its obligations contained in this Agreement by CONSULTANT, its officers, agents or employees except such loss or damage which was caused by the sole negligence or willful misconduct of CITY. CONSULTANT will conduct all defense at its sole cost and expense and CITY shall agree/fonns/profsery 10/15/01-A 3 approve selection of CONSULTANT's counsel. This indemnity shall apply to all claims and liability regardless of whether any insurance policies are applicable. The policy limits do not act as limitation upon the amount of indemnification to be provided by CONSULTANT. 9, PROFESSIONAL LIABILITY INSURANCE CONSULTANT shall obtain and furnish to CITY a professional liability insurance policy covering the work performed by it hereunder. This policy shall provide coverage for CONSULTANT's professional liability in an amount not less than One Million Dollars ($1,000,000.00) per occurrence and in the aggregate. The above- mentioned insurance shall not contain a self-insured retention, "deductible" or any other similar form of limitation on the required coverage except with the express written consent of CITY. A claims-made policy shall be acceptable if the policy further provides that: A. The policy retroactive date coincides with or precedes the initiation of the scope of work (including subsequent policies purchased as renewals or replacements). B. CONSULTANT shall notify CITY of circumstances or incidents that might give rise to future claims. CONSULTANT will make every effort to maintain similar insurance during the required extended period of coverage following PROJECT completion. If insurance is terminated for any reason, CONSULTANT agrees to purchase an extended reporting provision of at least two (2) years to report claims arising from work performed in connection with this Agreement. agree/forma/profaerv10/15/01-A 4 10. CERTIFICATE OF INSURANCE Prior to commencing performance of the work hereunder, CONSULTANT shall furnish to CITY a certificate of insurance subject to approval of the City Attorney evidencing the foregoing insurance coverage as required by this Agreement; the certificate shall: A. provide the name and policy number of each carrier and policy; B. shall state that the policy is currently in force; and C. shall promise that such policy shall not be suspended, voided or canceled by either party, reduced in coverage or in limits except after thirty (30) days' prior written notice; however, ten (10) days' prior written notice in the event of cancellation for nonpayment of premium. CONSULTANT shall maintain the foregoing insurance coverage in force until the work under this Agreement is fully completed and accepted by CITY. The requirement for carrying the foregoing insurance coverage shall not derogate from CONSULTANT's defense, hold harmless and indemnification obligations as set forth in this Agreement. CITY or its representative shall at all times have the right to demand the original or a copy of the policy of insurance. CONSULTANT shall pay, in a prompt and timely manner, the premiums on the insurance hereinabove required. 11. INDEPENDENT CONTRACTOR CONSULTANT is, and shall be, acting at all times in the performance of this Agreement as an independent contractor herein and not as an employee of CITY. CONSULTANT shall secure at its own cost and expense, and be responsible for any and agree/forms/profsery 10/15/01-A 5 all payment of all taxes, social security, state disability insurance compensation, unemployment compensation and other payroll deductions for CONSULTANT and its officers, agents and employees and all business licenses, if any, in connection with the PROJECT and/or the services to be performed hereunder. 12. . TERMINATION OF AGREEMENT All work required hereunder shall be performed in a good and workmanlike manner. CITY may terminate CONSULTANT's services hereunder at any time with or without cause, and whether or not the PROJECT is fully complete. Any termination of this Agreement by CITY shall be made in writing, notice of which shall be delivered to CONSULTANT as provided herein. In the event of termination, all finished and unfinished documents, exhibits, report, and evidence shall, at the option of CITY, become its property and shall be promptly delivered to it by CONSULTANT. 13. ASSIGNMENT AND DELEGATION This Agreement is a personal service contract and the work hereunder shall not be assigned, delegated or subcontracted by CONSULTANT to any other person or entity without the prior express written consent of CITY. If an assignment, delegation or subcontract is approved, all approved assignees, delegates and subconsultants'must satisfy the insurance requirements as set forth in Sections 9 and 10 hereinabove. 14. COPYRIGHTS/PATENTS CITY shall own all rights to any patent or copyright on any work, item or material produced as a result of this Agreement. agree/forms/profsery 10/15/01-A 6 15. CITY EMPLOYEES AND OFFICIALS CONSULTANT shall employ no CITY official nor any regular CITY employee in the work performed pursuant to this Agreement. No officer or employee of CITY shall have any financial interest in this Agreement in violation of the applicable provisions of the California Government Code. 16. NOTICES Any notices, certificates, or other communications hereunder shall be given either by personal delivery to CONSULTANT's agent (as designated in Section 1 hereinabove) or to CITY as the situation shall warrant, or by enclosing the same in a sealed envelope, postage prepaid, and depositing the same in the United States Postal Service, to the addresses specified below. CITY and CONSULTANT may designate different addresses to which subsequent notices, certificates or other communications will be sent by notifying the other party via personal delivery, a reputable overnight carrier or U. S. certified mail-return receipt requested: TO CITY: TO CONSULTANT: City of Huntington Beach ';\a F u jC2>Ou&\j\ET SrRuc'rw2AL`c N�, NG, ATI'N: (46s C AP N m t^2 2000 Main Street1TTtJ, S�masoN C. 1uANG Huntington Beach, CA 92648 Go1,n0.oOo Sup,E aoo ?fKF DENA, CB SUM 17. CONSENT When CITY's consent/approval is required under this Agreement, its consent/approval for one transaction or event shall not be deemed to be a consent/approval to any subsequent occurrence of the same or any other transaction or event. agree/forms/profsery 10/15/01-A 7 18. MODIFICATION No waiver or modification of any language in this Agreement shall be valid unless in writing and duly executed by both parties. 19. SECTION HEADINGS The titles, captions, section, paragraph and subject headings, and descriptive phrases at the beginning of the various sections in this Agreement are merely descriptive and are included solely for convenience of reference only and are not representative of matters included or excluded from such provisions, and do not interpret, define, limit or describe, or construe the intent of the parties or affect the construction or interpretation of any provision of this Agreement. 20. INTERPRETATION OF THIS AGREEMENT The language of all parts of this Agreement shall in all cases be construed as a whole, according to its fair meaning, and not strictly for or against any of the parties. If any provision of this Agreement is held by an arbitrator or court of competent jurisdiction to be unenforceable, void, illegal or invalid, such holding shall not invalidate or affect the remaining covenants and provisions of this Agreement. No covenant or provision shall be deemed dependent upon any other unless so expressly provided here. As used in this Agreement, the masculine or neuter gender and singular or plural number shall be deemed to include the other whenever the context so indicates or requires. Nothing contained herein shall be construed so as to require the commission of any act contrary to law, and wherever there is any conflict between any provision contained herein and any present or future statute, law, ordinance or regulation contrary to which the parties have no right to contract, then the latter shall prevail, and the provision of this Agreement agree/fortes/profsery 10/15/01-A 8 which.is hereby affected shall be curtailed and limited only to the extent necessary to bring it within the requirements of the law. 21. DUPLICATE ORIGINAL The original of this Agreement and one or more copies hereto have been prepared and signed in counterparts as duplicate originals, each of which so executed shall, irrespective of the date of its execution and delivery, be deemed an original. Each duplicate original shall be deemed an original instrument as against any party who has signed it. 22. IMMIGRATION CONSULTANT shall be responsible for full compliance with, the immigration and naturalization laws of the United States and shall, in particular, comply with the provisions of the United States Code regarding employment verification. 23. LEGAL SERVICES SUBCONTRACTING PROHIBITED CONSULTANT and CITY agree that CITY is not liable for payment of any subcontractor work involving legal services, and that such legal services are expressly outside the scope of services contemplated hereunder. CONSULTANT understands that pursuant to Huntington Beach City Charter Section 309, the City Attorney is the exclusive legal counsel for CITY; and CITY shall not be liable for payment of any legal services expenses incurred by CONSULTANT. 24. ATTORNEY'S FEES In the event suit is brought by either party to construe, interpret and/or enforce the terms and/or provisions of this Agreement or to secure the performance hereof, agree/fonns/prohery 10/15/0 1-A 9 each party shall bear its own attorney's fees, such that the prevailing party shall not be entitled to recover its attorney's fees from the non-prevailing party. 25. SURVIVAL Terms and conditions of this Agreement, which by their sense and context survive the expiration or termination of this Agreement, shall so survive. 26. GOVERNING LAW This Agreement shall be governed and construed in accordance with the laws of the State of California. 27, ENTIRETY The parties acknowledge and agree that they are entering into this Agreement freely and voluntarily following extensive arm's length negotiation, and that each has had the opportunity to consult with legal counsel prior to executing this Agreement. The parties also acknowledge and agree that no representations, inducements, promises, agreements or warranties, oral or otherwise, have been made by that party or anyone acting on that parry's behalf, which are not embodied in this Agreement, and that that party has not executed this Agreement in reliance on any representation, inducement, promise, agreement, warranty, fact or circumstance not expressly set forth in this Agreement. This Agreement, and the attached exhibits, contain the entire agreement between the parties respecting the subject matter of this Agreement, and supercede all prior understandings and agreements whether oral or in writing between the parties respecting the subject matter hereof. agree/farms/profsery 10/15/01-A 10 IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be executed by and through their authorized offices the day, month and year first above written. CONSULTANT, CITY OF HUNTINGTON BEACH, `jE1N ipmu 1601,1OAAr-T 9Ruc. GN6.10a municipal corporation of the State of California ` ' S irectorof SQIL01NC� SHEETl By: (Pursuant To HBMC§3.03.100) Sf�1Fu 1. Zs001 print name ITS: (circle one)Chairmar6Edei icc President A PROVED AS TO FORM: AND [h l 6� City Atto By: T oM REVIEWED A ZAPROVED: print name ITS: (circle one)Secretary/ Eef Financial Officer/ sst. Secretary—Treasurer Ci dministrator (only for contrac $ ,000.00 and over) agree/forms/profsml0/15/01-A I I EXHIBIT "A" SCOPE OF SERVICES Component 1 1. Update cost estimates and work with City of Huntington Beach Building & Safety Department staff concerning the assumptions in the seismic performance evaluation report. 2. Provide yearly maintenance costs for the proposed retrofit systems. 3. Provide plan development and construction phasing with timing. 4. Make minor corrections to the seismic performance evaluation report. 5. Provide four (4) copies of the revised report and a complete copy on CD. 6. Estimate the percentage of damage for the assumed event. 7. Estimate the total Building Replacement value. 8. Estimate the percentage of damage that would result in demolition. 9. Estimate the contents replacement value. 10. Estimate the time needed to demolish, design, construct and occupy a completely new building, assuming that the building was demolished following a seismic event. Component 2 1. Make two (2) presentations to policy makers. 2. Provide copies of previous presentation materials and make revisions as needed. Component 3 1. Provide additional estimates or other information as needed to assist in the FEMA grant process. EXHIBIT "B" Payment Schedule 1. Charges for time during travel are normally not reimbursable and will only be paid if such time is actually used in performing services for CITY or as otherwise arranged with CITY. 2. CONSULTANT shall be entitled to progress payments toward the fixed fee set forth herein in accordance with the following progress and payment schedules. 3. Delivery of work product: A copy of every memorandum, letter, report, calculation and other documentation prepared by CONSULTANT shall be submitted to CITY to demonstrate progress toward completion of tasks. In the event CITY rejects or has comments on any such product, CITY shall identify specific requirements for satisfactory completion. 4. CONSULTANT shall submit to CITY an invoice for each progress payment due. Such invoice shall: 1) Reference this Agreement; 2) Describe the services performed; 3) Show the total amount of the payment due; 4) Include a certification by a principal member of CONSULTANT's firm that the work has been performed in accordance with the provisions of this Agreement; and 5) For all payments include an estimate of the percentage of work completed. Upon submission of any such invoice, if CITY is satisfied that CONSULTANT is making satisfactory progress toward completion of tasks in accordance with this Agreement, CITY shall approve the invoice, in which event payment shall be made within thirty (30) days of receipt of the invoice by CITY. Such approval shall not be unreasonably withheld. If CITY does not approve an invoice, CITY shall notify CONSULTANT in writing of the reasons for non-approval and the schedule of performance set forth in Exhibit "A" may at the option of CITY be suspended until the parties agree that past performance by CONSULTANT is in, or has been brought into compliance, or until this Agreement has expired or is terminated as provided herein. 5. Any billings for extra work or additional services authorized in advance and in writing by CITY shall be invoiced separately to CITY. Such invoice shall contain all of the information required above, and in addition shall list the hours expended and hourly rate charged for such time. Such invoices shall be approved by CITY if the work performed is in accordance with the extra work or additional services requested, and if CITY is satisfied that the statement of hours worked and costs incurred is accurate. Such approval shall not be unreasonably withheld. Any dispute between the parties concerning payment of such an invoice shall be treated as separate and apart from the ongoing performance of the remainder of this Agreement. 1 i : 11986 SAIFUBOUQ ACORD.. CERTIFICATE OF LIABILITY INSURANCE „118IMIDDlYY) N 8/04 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Dealey,Renton&Associates ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 199 S Los Robles Ave Ste 540 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR Pasadena,CA 91101 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 626$44-3M INSURERS AFFORDING COVERAGE LNeuum SaffullBouquet INSURER A. United States Fidelity 3 Guaranty Structural Engineers Inc a a glean Automobile Ins.Co. 385 E.Colorado Blvd.,0200 Pasadena,CA 91101 I ommc: ACE American Insurance Compiony os1JRER D: INSURER E: COVERAGES THE.POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. NSR TYPE OF 01SURAM E POLICY NUNIBER POLICY EFFECTNB POLICY EXPIRATION DATE DATE(MMMONYI UNITS; A GENERAL LIABILITY BKO1931079 07131104 07/31/05 EACH OCCURRENCE 51 000 000 X COMMERCIAL GENERAL LIABILITY FIRE DAMAGE am fin) 81 000000 CLAIMS MADE X OCCUR MED EXP(ley—p—) $10 000 PERSONAL S ADV INJURY t1 000 000 GENERAL AGGREGATE $4000,000 OENL AGGREGATE LMRAPPLXESPER: PRODUCTS-COMPWAGG i 000000 POLICY PRO- LOC A mn=@owx uASLRY SK01931079 07/31/04 07/31/05 COMBINED SINGLE LIMIT ANY AUTO IE.aorJdwlL) $1,000,000 ALL OWNED AUTOS - BODILY INJURY = SCHEDULED AUTOS (Pr peon) X How AUTOS BODILY INJURY � X IDILOWNED AUTOS (PR�') PROPERTY DAMAGE $ GARAGE LIABILITY AUTO ONLY-EA ACCIDENT S ANY AUTO EA ACC I) .. OTHER THAN - AUTO ONLY. AGO S EXCESS LIABILITY EACH OCCURRENCE III OCCUR ❑CLAMS MADE AGGREGATE t DEDUCTIBLE : RETENTION s s B wowce+s COMPENSATION AND NfZp80924228 0T/28/04 07/28105 X YYC STATLINLL W ESPLOYERIr LIABILITY E.L.EACH ACCIDENT i1 000 000 E.L.DISEASE-EA EMPLOYEE $1 AN AN E.L.DISEASE-POLICY LWT I 01 000 000 C OTHER Professional EONG21656501001 07/25/04 07/25/05 $2,000,000 per claim llty $2,000,000 annl a99r. �s DESCRIPTION OF OPERATIONSlOCATIONSMF]SCLEVEXCLUSIONS ADDED BY ENDORSEYENTISPECIAL.PROVISIONS City of Huntington Beach,Its officers and employees are named as additional Insured as respects general liability for claims arising from IJNIFER OVED T�. the operations of the named Insured. McGRATH,City�ttome} /Z//c% CERTIFICATE HOLDER ADornaLALI NIURF-D'weuRERLETMR: CANCELLATION SHOULD ANYOF TH E ABOVE D ESCMBED POLICIES BE CANCELLED BEFORE a E7�NATIDN City Of Huntington Beach - DATE THEREOF,THE ISSUING INSURER WILLSIAL30_DAYSWRnTEN Risk Management NOTICETOTHE CERTIFICATE HOLDERNAMEOTOTHELE".e 2000 Main St. Huntington Beach,CA 92648 AUTIIDItlZtA REPRESENTATIVE ACORD 25S(7ro7)1 of 1 08115432IM107304 NLS a ACORD CORPORATION 1988 x Policy Number: BKO1931079 Owners Lessees or Contractors (Form B) ADDITIbNAL INSURED ` Change(s) Effective: 11/18/04 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.This endorsement modifies insurance policy under the following: LIABILITY COVERAGE PART: Schedule Name of Person or Organization: City of Huntington Beach Risk Management 2000 Main St. Huntington Beach, CA 92648 SECTION II -WHO IS AN INSURED is amended to include as an insured the person or organization shown in the Schedule, but only with respect to liability arising out of"your work"for that insured by or for you. City of Huntington Beach, its officers and employees are named as additional insured as respects general liability for claims arising from the operations of the named insured. PROVED AS TO FORA: )E IFE M.GgATH, 1 Z/,ity A ��N i CUBF 22 40 03 95 I s Su` ity PROFESSIONAL SERVICE CONTRACTS o PURCHASING CERTIFICATION 1. Requested by: Ross Cranmer 2. Date: December 15, 2004 3. Name of consultant: Saiful/Bouquet Structural Engineering, Inc. 4. Description of work to be performed: Engineering Services 5. Amount of the contract: $5,000.00 6. Are sufficient funds available to fund this contract?' ® Yes, ❑ No 7. Company number and object code where funds are budgeted: 10055301.69365 8. Is this contract generally described on the list of professional service contracts approved by the City Council'? ® Yes, ❑ No 9. Is this contract within $25,000 or 25% (whichever is less) of the amount stated on the list of professional service contracts approved by the City Council?' ® Yes, ❑ No 10. Were (at least) informal written ;�posals requested of th ee consultants? ❑ Yes, ® No ==i� . /4x U1567 7 � U7Lf Explanation: Update to an.existing report. Z� -).7b 1 Attach list of consultants from whom proposals were requested (including a contact telephone number). 12. Attach proposed scope of work. 13. Attach proposed payment schedule. l A I ARD A'MADRIL, Manage Purchasing/Central Services ' If the answer to any these questions is"No,"the contract will require approval from the City Council. Documend 12/15/2004 11:54 AM ' Seismic Performance Evaluation 1 ' Administration Building 2000 Main Street ' Huntington Beach, California 92648 1 oN ' "UNTICIVIC GINT{P 1 now 0 Oslo !ILM4 o- 1 Prepared For ' City of Huntington Beach w I ' Prepared By SAI FUL/BOUQUET CONSULTING STRUCTURAL ENGINEERS,INC. zz 150 E. Colorado Blvd., Ste 350 Pasadena, California 91105 SBI Job No. 03672 September 2003 ' Huntington Beach City Has Structural Seismic Evaluation City of Huntington Beach TABLE OF CONTENTS ' EXECUTIVE SUMMARY ' 1.0 INTRODUCTION 1.1 Scope Of Work 1.2 Organization of the Report 1.3 Limitations 2.0 EXISTING BUILDING SYSTEMS 2.1 Building Summary— Basic Physical Parameters ' 2.2 Structural Systems 2.2.1 Foundation System 2.2.2 Vertical Load Carrying System 2.2.3 Lateral Load Resisting System 3.0 GEOLOGICAL HAZARDS & SEISMICITY ' 3.1 Geologic Hazards 3.2 Seismic Hazard at the Site 3.3 Seismic Hazard Recommendation Prepared By MACTEC ' 4.0 SEISMIC SYSTEM EVALUATION 4.1 Three-Dimensional Dynamic Analysis Model ' 4.2 Seismic Performance Evaluation 4.3 Recommendation for Seismic Strengthening 5.0 BUDGET COST ESTIMATE ' Appendix A: Photographs 1 SAIFULIBOUQUET• Consulting Structural Engineers, Inc. Page T-I ' SBI Job No. 03672-10 ' Huntington Beach City Hall* Structural Seismic Evaluation City of Huntington Beach ' EXECUTIVE SUMMARY The objective of this report is to present the results of the seismic evaluation study of the Huntington Beach City Hall at 2000 Main St in City of Huntington Beach, California and to recommend a seismic retrofit scheme, if required, to mitigate existing seismic hazards. ' Existing Building Systems ' The Huntington Beach City Hall is a 6-story cast-in-place concrete structure constructed from drawings dated October 8, 1971. The building is supported on a pile foundation for the columns and basement walls. The vertical load carrying system for the building consists of 4-1/2 inch thick cast-in-place reinforced concrete pan-joist system supported by concrete girders and columns. The primary lateral load resisting system of the building is provided by a concrete beam- column moment frame system in both the east-west and north-south directions. The building has a basement level below grade consisting of cast-in-place concrete retaining walls. The building is separated from the neighboring ' buildings by a %" seismic gap. The total floor area (I st to Roof) is approximately 70,800 s.f. The building site is in close proximity to the Newport-Inglewood fault and although the site is not indicated ' to be within the fault hazard zone, it is on the edge of the boundary and therefore, the site is very near- source. ' Seismic Performance Objective The Huntington Beach City Hall Admin Building is an essential facility and therefore, the original goal for ' the seismic retrofit was to ensure immediate occupancy following a major earthquake. However, in the course of preparing this report, it was determined that meeting this seismic performance objective would involve substantial costs, making this performance goal unfeasible. Indeed, the associated costs would be tantamount to constructing a similar new building. This resulted in a decision that the current seismic retrofit performance goal would be life-safety for the BSE-I level earthquake as defined in FEMA- 356. At the very least, the occupants of this essential facility would be given the opportunity to evacuate ' safely prior to any potential collapse of the structure when subjected to a seismic event produced by the Newport-Inglewood fault ' Seismic Performance Evaluation Our opinion regarding the seismic performance of the Huntington Beach City Hall Admin Building in the event of future major regional earthquakes is based on the.following significant findings regarding the deficiencies in the existing structural system. ' • Flexible Lateral System • Strong Beam - Weak Column • Non-ductile Lateral System ' • Inadequate Shear Capacity of the Beam-Column Joints • Insufficient Seismic Detailing SA►FUL/BOUQUET• Consulting Structural Engineers, Inc. Page i SBI job No.03672-10 ' Huntington Beach City Hal • Structural Seismic Evaluation City of Huntington Beach Recommendation for Seismic Strengthening As noted above, the Huntington Beach City Hall Admin Building has several undesirable structural ' attributes, which will not only increase the building damageability but can also lead to a potential hazardous condition. The recommended seismic retrofit solution is only intended to meet the life-safety goal, since the immediate occupancy goal is considered to be financially unfeasible. It was concluded that ' a high-tech solution involving the addition of viscous dampers would be the ideal choice to increase the energy dissipation capacity of the structural system and meet the life-safety goal. Additionally, the dampers reduce the building relative story displacement demands thereby reducing the inelastic ' demands on the beams, columns and beam-column joints. The retrofit scheme incorporating viscous dampers includes the following: • New structural steel chevron braces connected to horizontally mounted viscous damper devices will be installed at every story between the I st Floor and the 5th Floor. At each story, the braces and dampers will be placed at four locations resulting in the addition of 8 new dampers ' per story. • New structural steel bracing element to provide out-of-plane stability for the new damper-brace frame along gridline M I. • New drag beams to provide diaphragm force-transfer between the existing concrete diaphragm and the new damper-brace frame along gridline M 1. ' • New foundation for the damper-brace frame along gridline M I consisting of a new concrete pile cap and piles. • New composite fiber jacketing of five existing interior concrete columns above the 3rd Floor ' and nine existing concrete columns between the Ist and 3rd Floors over the full-height of each column to improve confine ment/ducti I ity in the plastic hinge regions and to increase the shear strength of the columns. ' • New steel plate connections at four interior beam-column joints above the 3" Floor to provide additional confinement and shear strength to the beam-column joints. • Remove non-bearing concrete walls at exterior stairwell and replace with metal-stud walls to ensure life-safety egress following the design earthquake. During the process of removing the stair walls, the stair must remain operational and must be temporarily supported. ' • Add cross-bracing to the sloping roof of the adjacent Public Works building on the North and South sides of the Admin building in order to provide lateral stability and ensure life-safety egress. Budget Cost Estimate ' The order of magnitude construction cost to implement the above strengthening scheme is approximately $2,895,530. The above costs do not include soft costs such as engineering fees, permit fees, inspection and testing fees nor does it include money that may need to be spent on accessibility. ' We recommend an allowance of approximately $1,374,330 be kept for the soft costs, resulting in a total cost (soft+ hard) of approximately $4.3M. SAIFUL/BOUQUET• Consulting Structural Engineers, Inc. Page ii ' SBI job No. 03672-10 Huntington Beach City Hall Structural Seismic Evaluation ' City of Huntington Beach 1.0 INTRODUCTION ' 1.1 Scope of Work The purpose of this report is to present the results of the seismic evaluation study of the Huntington Beach City Hall at 2000 Main St. in City of Huntington Beach, California. Figure 1.1 shows the vicinity map of the property. This report discusses the existing structural system and anticipated performance during a major seismic disturbance at the site. It describes the major seismic ' deficiencies in the building in its present configuration and presents the recommended seismic hazard mitigation solution. ' The basic tasks covered in this seismic study involved a general evaluation of the structural system. The work consisted of the following major tasks: ' • Review of the available existing construction drawings to determine the overall design concept. ' • Perform one site visit to visually observe the existing structure from the exterior. • Perform preliminary three-dimensional dynamic analysis of the building and limited seismic calculations of the building's lateral load system and identify major seismic deficiencies; Based on the results of the analysis, formulate an opinion about the probable performance of the building in its current configuration during a major seismic disturbance at the site; Conceptually develop a cost-effective structural retrofit scheme to mitigate the identified ' seismic hazards. • Develop and submit to the City of Huntington Beach a report summarizing our findings and ' recommendations. 1.2 Organization of the Report The present study is organized in the following order: ' Existing Building Systems - Description of property and its gravity, lateral, and foundation systems is presented in Section 2.0. Geologic Hazards & Seismicity - The seismic hazards and geological conditions affecting the property are discussed in Section 3.0. Seismic System Evaluation —The probable structural performance of the building in the event of a major seismic disturbance at the site is described in Section 4.0. The major seismic deficiencies of the building along with the recommended seismic hazard mitigation solution are also presented in this section. ' Appendix- Selective building photographs are included in Appendix A. ' SAIFULIBOUQUET• Consulting Structural Engineers, Inc. Page I-I SBI job No. 03672-10 r � � Huntington Beach City Hall Structural Seismic Evaluation rCity of Huntington Beach 1.3 Limitations rSaiful/Bouquet, Inc. (SBI) has prepared this report for the sole and exclusive use of City of the Huntington Beach. ' Services were performed by SBI in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranty, expressed or implied, is made. Further, it is understood that SBI is not liable for the accuracy and/or adequacy of the structural design performed by others. 1 r 1 r r r r r r r r r r r SAIFUL/BOUQUET• Consulting Structural Engineers, Inc. Page 1-2 SBI Job No. 03672-10 Huntington Beach City Hall' Structural Seismic Evaluation City of Huntington Beach r l , l - apt city / Berna dino 29 IAIr _ -DAlha bra Lon LI O ucalnOnga - el ommpt .nt : ees f L a 19 J: °I• (''�' �." Santa Alonica 8al••. I X n,«to D' B .'..D Hephts'..; �':. Nersltle A Amel "�OIQ1f La Will 99Ul Y rOl Lind+ I/ y L. o Z- TorfB ce ''1 } ft.d d Bach t ,Tt3 Os dlc °C7a ss YII P.M {� ! ry - Pal V rd (pnd 1 Slanto - llll En.tes n 6 i R ch r D t CMc Cher CCY Hel ®.. P 1 V d ;Pdd .; 2D00 Meng HWutglon 74 s S ., Sxr Fba B r} Beach CA pry . - _ yA ., P r3" C I'; F I t. t. 0 C E ' A am s ✓,unto. . gal id<.Hill 1 'DLk.Fved ! J o wieomar. Coat. 1 3 d I Ma Lap na Hill, d r ^' z L gun ♦_+puel° `, J TamacuI Ito yC NA14N E1 ISLANDS?- r,4 Ps T H N e' t t. a "SANTA CATALINA ..` D fallDlo M Pdla.- IJ ISLAND 6 t AM- + Oceansl 9 1 L f� i,".?.. ...,... ....._..... .r_.F:.F s..r..w._-Cryrgd!^1•,.IJi'7-IJY�Mfi.!'J:f.:l.,•if�•m.✓flhX p.i�,.,fiir..�1(.Y::l�i.fi.l. .,,. .s��._.-..,.a C Ise,_.a.. , I y" t r Figure 1.1 —Vicinity Map l l SAIFUL/BOUQUET• Consulting Structural Engineers,Inc. Page 1-3 SBI Job No.03672-10 Huntington Beach City Hall Structural Seismic Evaluation City of Huntington Beach ' 2.0 EXISTING BUILDING SYSTEMS 1 2.1 Building Summary— Basic Physical Parameters The Huntington Beach City Hall is a 6-story cast-in-place concrete structure. The building was constructed from drawings prepared by Kurt Meyer & Associates and Honnold, Reibasmen & Rex, Architects and Greve And O'Rourke, Engineer, dated October 8, 1971. These architectural and structural drawings formed the basis of our review. The building has a basement level below grade consisting of cast-in-place concrete retaining walls. The building is separated from the neighboring Council Chamber and Police Department buildings by ' a %" seismic gap. A helipad and mechanical penthouse area is located at the roof of this building. The total floor area (I st to Roof) is approximately 70,800 s.f. Table 2.1 presents the building summary. Table 2.1 - Building Summary ' Architects: Kurt Meyer & Associates Honnold, Reibasmen & Rex ' Structural Engineer. Greve And O'Rourke Date of Drawings: October 8, 1971 ' Building Code: Uniform Building Code 1970 Edition Number of Stories: Basement level below + 5 above grade level + helipad & mechanical penthouse Approximate Area: 70,800 sq. ft. Story Height: Basement ------------------- 14.5' Ground --------------------- 17.0' Second ---------------------- 14.0' Third to Roof(Typical) ---15.0' ' 2.2 Structural Systems 2.2.1 Foundation System: The building is supported on a pile foundation for the columns and ' basement walls. Figure 2.1 shows the existing foundation plan. 2.2.2 Vertical Load Carrying System: The vertical load carrying system for the building consists of 4- 1/2 inch thick cast-in-place reinforced concrete pan-joist system supported'by concrete girders and columns. The typical beam size ranges from 18" to 48" wide x 18" to 48.5" deep and they are of cast-in-place construction. The columns are also cast-in-place construction with exterior columns typically having dimensions of 24"x48" and the interior columns typically having dimensions of 24"x24". Figure 2.2 shows the framing plan of a typical floor of the building. 2.2.3 Lateral Load Resisting System: The primary lateral load resisting system of the building is provided by a concrete beam- column moment frame system in both the east-west and north-south ' SAIFUL/BOUQUET• Consulting Structural Engineers, Inc. Page 2-1 SBI job No. 03 672-10 ' Huntington Beach City Hall• • Structural Seismic Evaluation City of Huntington Beach ' directions. There are 5%2 2-bayframes in the north-south direction, one 4-bay, one 5-bay, and one 6- Y Y bay frame in the east-west direction and one 3-bay frame oriented at 45 degrees over the full height ' of the building. The frame beams and columns are also part of the vertical load carrying system described above. ' Photo documentation of the existing building can be found in Appendix A. i t I . i 1 l i i ' SAIFULIBOUQUET• Consulting Structural Engineers, Inc. Page 2-2 SBI Job No. 03672-10 I d.. : I 03 -----------------------_ -------------- -------- -------------- ---------------- : �. } ----------------------------- ------'�-----`------------ ------------ -----------------------'-- �------ ---------------------i --- - ' - - ------------ is 1---- 3 i I i I I i _-_-_----_-_ --------------- Ov i _ .` / i✓/ :\i lit \i `-�' \f l .\ l' r / _ _ _ _ _______________ � i ------------------ ----------------- •� \\.. it ii � ' �� � I�;X ------------------------- Figure.2./ : Existing Foundation Plan ' the 2-3 +►e•5�.�.(�„�yTT '•'•, �. 1' _ �•y.r,%� M4 T' L .'A`��.1F.�-N,.r\ :r" �:� �,,... rw x '►.�{ ��.i' , ,e�. �"�`; '�';.`i': •;� Tw � .�Rr��r(,. * a• t�,;'i. r 1t' n'+4; t o-;� �-�•.. � t,.,::_;: } J"• •a1:�';.�=!• ,T.. .t :I'" yr r1 rl�.t :hi`fr� �{y11� r;1. 7)'+':"4J ..�J'r.1 l,`i.�`.. 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( I. _�,L_.'L-JL-)LJ,L_LLJL_Jt___ " lt---I;t;:1 I --- t I r- 11 lil i tl it I lil I'I 1,1 rl_ i , I'I . ! I i II II I � , •1� I .� I ' I I,I i I ► � j (` it l I '� j 1 i f' \����'i I C TT- 111 sr}:sTl11R•1a.w!€e� ' i..T'8 1 I I III .I 'I I. .,. sy. sac udt[•�If. I .• ,. �I I •I I, I I, � I I I ii 1� JII.., 1� 1 '` td' S'� i.• t saa.l},I 111 �I. I ; .. ! f lit1-4 ,.. t. �l 1'I :I', i'7 I •� /... Vt- s 1;1 I;I v. !. I" I MI j ,Y�,', Mgb lag. Ate - q 7:NIPPLAwo: -- m N T 41 ' Huntington Beach City Hall • Structural Seismic Evaluation City of Huntington Beach 3.0 GEOLOGIC HAZARDS AND SEISMICITY 3.1 Geologic Hazards The Huntington Beach City Hall is located at the south-east corner of Main St. and Yorktown St. in Huntington Beach, California. A site-specific geotechnical report was not available for this evaluation. However, a geotechnical consultation was provided by MACTEC Engineering & Consulting and the findings have been reported in a letter dated September 25, 2003. Based on the geotechnical ' consultation, it is believed that the site is underlain by the Lakewood formation (late Pleistocene age), t which is underlain by the San Pedro formation of early Pleistocene age, which is in turn underlain by the Upper Pico formation of late Pliocene age. It is also believed that the soil conditions are relatively ' firm and dense in the upper 30 meters. f The earthquake effects that are most likely to cause damage to the structure include ground shaking intensity and duration, ground fault rupture, liquefaction, lateral spreading, compaction, and landsliding. The ground shaking representation is discussed in Section 3.2 of this report. The effects of other ` geologic hazards on the subject property are discussed below. ' Ground Fault Rupture The subject building is of a size and occupancy class that is included within the types regulated under the Alquist-Priolo Special Studies Zones Act. Based on the geotechnical consultation, Alquist-Priolo Earthquake Fault Zone Maps published by the.California Geological Survey indicate that the site is not within the fault hazard zone. 1 Landslidin� ' The Huntington Beach City Hall is not located on a land designated as having landslide hazard. Liquefaction ' Site specific geotechnical report was not available for this evaluation. Therefore, the liquefaction hazard for the property could not be assessed based on specific site soil conditions. ' 3.2 Seismic Hazard at the Site ' Like most properties in California, the Huntington Beach City Hall is also located in a region of high seismic activity. There are several faults in the region that are capable of having major damaging earthquakes on them that pose a potential damageability threat to the building. Figure 3.1 shows the ' major faults that affect the general Los Angeles area and which are capable of producing moderate to large magnitude earthquakes. The principal faults in closest proximity to the building site are the Newport-Inglewood and the Palos Verdes fault. Based on the geotechnical consultation, the ' Huntington Beach City Hall site is in close proximity to the Newport-Inglewood fault and although the site is not indicated to be within the fault hazard zone, it is on the edge of the boundary and therefore, the site is very near-source. 1 SAIFULIBOUQUET• Consulting Structural Engineers, Inc. Page 3-1 SBI job No. 03672-10 ' Huntington Beach City Hall • • Structural Seismic Evaluation City of Huntington Beach 3.3 Seismic Hazard Recommendation Prepared B MACTEC P Y ' MACTEC Engineering & Consulting provided preliminary ground motion recommendations in the form of design response spectra and spectral-matched time history records. These recommendations were made by MACTEC using spectra and time histories generated for a previous project located at a ' near-source site (2km from the Palos Verde fault) with similar site soil conditions. Design Response Spectra Site-specific horizontal response spectra for the Basic Safety Earthquake I (BSE-1) and the Basic Safety ` Earthquake 2 (BSE-2) were prepared with 5% structural damping per FEMA 356 Sec.1.6.2.12. ' MACTEC recommended that the design response spectra for the preliminary analysis and preliminary design for the City Hall site in Huntington Beach be taken as equal to the design response spectra i shown in Figures 3.2 and 3.3 multiplied by a factor of 0.80. Spectrum Matched Time Histories { ' MACTEC selected three historic time history records for spectral matching with the BSE-1 level earthquake as shown in Table 3.1. For preliminary analysis and preliminary design of the Huntington i Beach City Hall, MACTEC recommends that the amplitudes of the time histories shown in Figure 3.4- ' 3.9 be multiplied by a factor of 0.80. I Table 3.1 — Empirical Time Histories Selected for Spectral Matching ' Records Earthquake Mw Tectonic Site Setting Geology El Centro Array Station 7 1979 Imperial Valley 6.6 SS Alluvium Hollister—South St. & Pine Dr. 1989 Loma Prieta 7.0 SS Alluvium Newhall —Fire Station 1 1994 Northridge 6.7 RO Alluvium Mw-Moment magnitude per the California Institute of Technology Tectonic Setting of Fault:SS=Strike Slip,RO=Reverse Oblique Site Geology at Recording Station 1. ' SAIFULIBOUQUET• Consulting Structural Engineers, Inc. Page 3-2 SBI job No.03672-10 Huntington Beach City Hall Structural Seismic Evaluation City of Huntington Beach Jr Aa SANTA SU'rAS.- !,F,44 P 04-1-.Very pq TI4RUS'r NOR 11ail y 0 r�,W MIAX N 110" ch V- J. houSand Oaks SIER .0 i7u O,%rA. RA 0 Or,11, 103 7-7 �T.p-qa MALIBU COAST.. SJ�NTA 'La P—i- ll JL L' J -. � �O yy e 5 .�A'..��L��B� µ E �*' 6��T.�.t!�fi Floumin nn.. �- F 7,2.1t rlik 7E) El 02 0 CraeO C 0 st-t,r9Nf Cleo I Lf7i 0 Aml cc 'k L.-Foe;t na wm� )ry Ca vf,3 ANTA Figure 3.1 =Major Faults of Southern California SAIFULIBOUQUET e Consulting Structural Engineers, Inc. Page 3-3 SBI job No.03672-10 i - • Huntington Beach City Hall• Structural Seismic Evaluation City of Huntington Beach 1 I ' BSE-1 Response Spectra l ' 1.4 12 - 1.0 I 0.6 0.4 l i I 02 00 0 0.2 04 C.6 0.8 1 12 1.4 1,13 1.8 2 E Period (s) 6s vCa 1 (PRION INVESTIGATION 4953-03.1 O61) f' Figure 3.2—Unscaled BSE-I response spectrum l BSE-2 Response Spectra 2..5 2.0 15 f j O-5 I f - I ---- ----- --- ' 1--- - - '-------= - - 0 U-^ 04 06 0.8 1 1.2 1.4 16 1.8 2 Period(s) v �+ p� (PRIOR MVESCiGATION 9953.03-1081) m Nn ' Figure 3.3 —Unscaled BSE-2 response spectrum ' SAIFULIBOUQUET Consulting Structural Engineers, Inc. Page 3-4 SBI Job No. 03672-10 Huntington Beach City Hall Structural Seismic Evaluation City of Huntington Beach o ------------------ 7 cr) C? 1LJ Cl) LO z ' — L _ 0 < W w I' > ?jr Cc � 0 fr 51 OMAC17EC FIGURE 3.4 Figure 3.4 — Unscaled Imperial Valley N-S time histories SAIFULIBOUQUET e Consulting Structural Engineers, Inc. Page 3-5 SBI job No. 03672-10 w T Imperial Valley.Array 7,S50W,BSE-1 7 Z =O 0 0 > C '-'• 03 a,t0 w N m j S 03 0 ~ I Acc I;me lli 5ftny V<I,finM Hi51nry I 0iep.rl—Hiiwy i rj S as 40 C ! C.oQ W u.� z.n j )'0 • 1 s 0x i" to 0 o 0 QU uu 1 I� C j .o,x �Y �n ao I t <n :u� 1 1 n C 1 10 i 10 I0 1!i RI b C I ' 70 :70 w An► 0nCL I to Qr1 _ f v I ;I I•ra l 1 l5ar) > >M-0.60 Mr'Inl: i i 1.11,446 r1 Vel 1,11—:1 I j MnmGrv117.sn Ilil(D lI N � 1 i Arc,1'Inr IlrSforY' Vet rirne.11islor 11 � l � I y i p aims HlSlnry ^ w f 'UP "4 1 20 20 na. 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Page 3-9 SBI Job No. 03672-10 W n n c T N01111,i(1pe•Newhad.EW.135E 1 n o WO � 3 r w C (° 0 N C Sw m Wn O na,.Iumi,lowry Voi.Time History (lisp,r,ne 47slovy N �• I n„ nt cq� • 7 t9 j ni {I oz t7Q In W oo �fLkr.dir ,�� _...: __� t nn 7� r oU It AID R' - %o vn mp e I •, I 5 I aU do P1 I � y 111 .t1, c et 0 y 3 nt I it,I �Q 11fl in+m luc) I ( _.__—.... ••-•..i.•,'rimm lsecl I I Iimmrsecl i I i ( I f ,---`.f1'•Idirt,l V',I I,V,er,M-A0 MI t —MogJ�e+l lbsp(xl IA Z _ (p acc.line lunury VuL.Timo History Dnp 74ne I,i+lury I < i i U li j i i zU ny i m n, of I m In a nr '07 , oo o ,U %j 02 1 'zit 40 411 .I , .02 1 j i� m I, n, ` nli :u T of ` f I ux _. Cn+n.n.ml � line isecl � � rn+e tuq i Sliiqu��.>t%.c'c k71 fln�y�Ili V+.I IIV:f:C$ -•{ltijiit.41L5V Ixl� I N {/1 C n C C In m m .(PRIOR INVESTIGATION 4953-03-1081) r--i vn M w cn C7 nm m w ' C w a 1 C 0 Huntington Beach City Hall Structural Seismic Evaluation ' City of Huntington Beach 4.0 SEISMIC SYSTEM EVALUATION 4.1 Three Dimensional Dynamic Analysis Model Preliminary three-dimensional dynamic analyses were performed using SAP2000 computer program for the seismic evaluation of the Huntington Beach City Hall. The model included all existing structural elements capable of contributing to the lateral resistance of the building. Figures 4.1 and 4.2 show three-dimensional views of the existing building model. Linear dynamic time-history analysis was performed for this study in-lieu of dynamic response spectrum analysis because of the need to explore energy dissipation systems as a potential retrofit scheme (dynamic response spectrum analysis is not suitable for energy dissipation systems). ' The time histories used in these analyses are the spectral-matched time histories prepared by MACTEC as described in Section 3.3. These analyses generally follow the guidelines provided in FEMA-356, "Prestandard and Commentary for the Seismic Rehabilitation of Buildings." The structural drawings provide the original specified strengths of the concrete and steel reinforcement. The analysis and evaluation of this building is based on expected material strengths calculated by multiplying the specified strengths by appropriate overstrength adjustment factors specified in FEMA-356 Table 6-4. TABLE 4.1 summarizes the specified and expected material strengths. ' Table 4.1 — Material Properties Specified Expected Concrete compressive strength 4000 psi 4000*1.5=6000 psi Steel Reinforcement Strength: #3 bars 40 ksi 40*1.25=50 ksi tAll others 60 ksi 60*1.25=75 ksi i ' The primary lateral system for this building was modeled including the concrete beam-column moment frames and the concrete walls at the Basement and Roof Levels. The floor diaphragms were modeled as ' rigid diaphragms with lumped horizontal and rotational masses at each floor level at the center-of-mass locations. The stiffness of the beams and columns were modeled using the recommended effective stiffness values provided in FEMA-356 Table 6-5 (0.5E1 for beams and 0.7E1 for columns). The ' foundation was modeled as fixed for the analyses. ' 4.2 Seismic Performance Evaluation Our opinion regarding the seismic performance of the Huntington Beach City Hall Admin Building in the ' event of future major regional earthquakes is based on the following significant findings: I. Flexible Lateral System: The building appears to be quite flexible. In the event of major ground shaking, the building is expected to have significant lateral displacement. It should be noted that the building structural damageability is typically correlated to this lateral displacement and more specifically, to the relative displacement between adjoining floors. Figure 4.3 to 4.6 show the ' maximum relative story drift and maximum absolute floor displacement results from the time ' SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page 4-1 SBI job No. 03672-10 Huntington Beach City Hall • Structural Seismic Evaluation City of Huntington Beach ' history analyses of the existing building. These figures show that the maximum story drift ratio demands for the existing building are nearly 2%. Such large story displacement can lead to significant damage in the structure. This, when combined with the fact that the beams, columns, and beam-column joints have non-ductile detailing, suggests that severe damage leading to potentially hazardous condition may result in the event of a major earthquake at faults close to the site. 2. Strong Beam - Weak Column: The existing moment frames in the building typically do not comply with the "strong column-weak beam" requirement. This applies to the interior joints of the ' transverse (N-S) and longitudinal (E-W) moment frames. The "strong column-weak beam" requirement in the current code is intended to promote a more ductile behavior and avoid catastrophic failure that may result in. the event a column fails in a brittle manner thus loosing ' its' capability to support the gravity load. This problem is further exacerbated in this building by the non-ductile detailing of the columns above the third floor (see item 3 below) and thus likely to degrade very rapidly when it"yields" in flexure 3. Non-ductile Lateral System: The columns above the 3rd Floor lack proper transverse reinforcement for confinement in the regions of the plastic hinges and for shear strength of the columns. These columns are typically reinforced with only #4 @ 12" closed ties and these ties are closed with only 90 degree hooks. In addition, the beam-column joint regions of the columns above the 3rd Floor are reinforced with U-shaped ties that do not provide adequate shear resistance and confinement. Non-ductile detailing such as this may potentially result in ' sever damage to the building in the event of a major earthquake. 4. Inadequate Shear Capacity of the Beam-Column Joints: In the event of major ground shaking, the beam-column joint regions in the columns above the 3rd Floor are expected to be subject to extremely high joint shear stress demands during plastic hinging of the tapered girder. These beam-column joints are reinforced with only U-shaped ties and the beams framing into the joints ' in the direction transverse to the tapered girders are relatively shallow and provide little confinement for the joint region. Lack of strength and confinement of the beam-column joints significantly inhibit the energy dissipation capacity of plastic hinges in the beams. Premature brittle failure of these interior joints, in particular, can potentially lead to collapse hazard. 4.3 Recommendation for Seismic Strengthening As noted above, the Huntington Beach City Hall Admin Building has several undesirable structural attributes, which will not only increase the building damageability but can also lead to a potential ' collapse. Although it is essential that this building remain operational following a major earthquake, a structural solution that is designed to meet this goal of immediate occupancy will cost substantially more than a structural solution that is only intended to meet the goal of life-safety protection and therefore, is ' considered to be unfeasible for this project. The magnitude of cost required to meet the immediate occupancy objective will be close to that of constructing a similar new structure. Accordingly, we recommend that some of the more severe seismic concerns be addressed with the intent of achieving a ' life-safety goal. It should be noted that solutions intended to meet this goal can be achieved at a reasonable cost if it is recognized that complete compliance with current codes or the prevention of all structural damage is not possible without a major increase in the cost. Our approach to mitigating the ' major deficiencies in the existing lateral system and achieving the life-safety goal responds to addressing specifically those concerns indicated above. The preliminary design earthquake, designated as BSE-I, used for the design of the seismic strengthening scheme is derived in a probabilistic manner and does ' SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page 4-2 SBI Job No. 03672-10 Huntington Beach City Hall • Structural Seismic Evaluation City of Huntington Beach not correspond to a particular magnitude event on a given earthquake fault, but includes the effects of many probable events on different faults and at different distances. However, the ground motion level from the BSE-I earthquake may be similar to a Richter magnitude 6.5 to 7 earthquake occurring on the ' Newport-Inglewood fault near the building site. Several strengthening schemes were considered for this project including conventional and high-tech retrofit solutions. However, it was concluded that a high-tech solution involving the addition of viscous dampers would be the ideal choice to increase the energy dissipation capacity of the structural system. Additionally, the dampers reduce the building relative story displacement demands thereby reducing the ' inelastic demands on the beams, columns and beam-column joints. The three-dimensional computer model for the existing building was modified to include the proposed ' retrofit scheme. Figures 4.7 and 4.8 show three-dimensional view of the SAP 2000 computer model with proposed braces and fluid viscous dampers. The retrofit scheme incorporating viscous dampers is developed as follows and is shown in Figure 4.9: • New structural steel chevron braces connected to horizontally mounted viscous damper devices will be installed at every story between the I st Floor and the 5th Floor. At each story, the braces and dampers will be placed at four locations as shown in Figure 4.9, resulting in the addition of 8 new dampers per story. Connection of the braces and dampers to the existing structure will be made by the installation of steel plates and epoxy dowels into the existing concrete. The new damper-brace frame along gridline M I requires new structural steel column ' and beams. • New structural steel bracing elements to provide out-of-plane stability for the new damper- brace frame along gridline M I. Connection of the bracing element to the existing concrete structure will be made with steel plates and epoxy dowels. • New drag beams to provide diaphragm force-transfer between the existing concrete diaphragm and the new damper-brace frame along gridline M 1. • New foundation for the damper-brace frame along gridline M I consisting of a new concrete pile cap and piles. ' • New composite fiber jacketing of five existing interior concrete columns (N-15, Q-15, S-15, U-. 15, W-15) above the 3rd Floor over the full-height of each column to improve confinement/ductility in the plastic hinge regions and to increase the shear strength of the columns. • New composite fiber jacketing of nine existing concrete columns (S-14, S-15, Q-13, Q-14, Q-15, ' N-15, N-17, M-16, M-17) between the I" Floor and 3rd Floor over the full-height of each column to improve confinement/ductility in the plastic hinge regions and to increase the shear strength of the columns. ' • New steel plate connections at four interior beam-column joints (Q-15, S-15, U-15, W-15) above the 3" Floor to provide additional confinement and shear strength to the beam-column joints. Connection of the steel plates to the concrete will be made by thru-bolts and/or epoxy dowels. • Remove non-bearing concrete walls at exterior stairwell and replace with metal-stud walls to ensure life-safety egress following the design earthquake. During the process of removing the stair walls, the stair must remain operational and must be temporarily supported. ' SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page 4-3 SBI Job No. 03672-10 Huntington Beach City Hall• • Structural Seismic Evaluation City of Huntington Beach • Add cross-bracing to the sloping roof of the adjacent Public Works building on the North and South sides of the Admin building in order to provide lateral stability and ensure life-safety egress. In order to achieve the goal of life-safety performance for this building, the maximum relative story drift ' during the design earthquake should be approximately I% of the story height or approximately 2 inches, based on the recommendation provided by FEMA-356. Figures 4.10 to 4.13 show the maximum relative story drift and maximum absolute floor displacement results from the time history analyses of the ' retrofit building incorporate the viscous damper elements. These figures show that the maximum story drift ratio demands for the existing building are nearly 2% (see Figures 4.3 to 4.6), whereas for the retrofit condition, the dampers reduce the maximum story drift ratios down to approximately 1%. Figures 4.14 and 4.15 show a comparison of the maximum relative story drift demands on the building in the existing and retrofit condition in both the north-south and east-west direction, respectively. ' The moment demands on the beams and girders were checked against their expected moment capacities by calculating maximum demand-capacity ratios (DCR). A DCR value that is greater than 1.0 indicates that the plastic hinge capacity.of the beams will be exceeded during the design earthquake and ' provides insight into the expected level of inelastic deformation or ductility demands. The FEMA-356. document provides recommendations for the maximum allowable DCR's (referred to as an m-value in FEMA-356) for various components of the building and for flexural hinging of beams/girders the ' recommended maximum allowable DCR varies but is typically 3. It was found that for the existing building condition, the maximum demand-to-capacity ratio (DCR) for the frame beams/girders is 4.12, however, by the addition of the dampers, the DCR reduces to 2.81. Typically, it was found that by the addition of the dampers, the beam flexure DCR's reduced by approximately 40%. ' A strong column-weak beam checked was performed for the retrofit building condition and it was found that for the interior columns, the flexural capacity of the columns is typically between 60% and 70% of the flexural capacity of the beams indicating the presence of a strong beam-weak column condition, thereby prompting the need for additional confinement by composite fiber wrapping. Furthermore, it was found that the beam-column joint shear stresses in the interior joints evaluated based on the expected moment capacity of the beams at the development of plastic hinges range between 9if-7- C ' and 34 f'c , thereby prompting the need to add plate reinforcement to these beam-column joints. It was found that the beam-column joint shear stress demands for the exterior joints are only slightly larger than the capacities recommended in FEMA-356 and therefore, is not considered to be an issue. 1 ' SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page 4-4 SBI Job No. 03672-10 i E � o, 1 -° wl � 4i ( ���, ddl iil Y 7 LTil 1 �t ® �I 'i tbl rr't a1 y i y'f` s i ax5 W° ��` �. . i3 .v i' � ntk'r iq� � vp� s � J S1HOL-A -Grid M-17 SIIV-A --&-Grid M-17 S1NHL-A �-Gdd M-17 NS-Direction -Grid Y-17 NS-Direction -♦--Grid Y-17 NS-Direction -♦-Grid Y-17 6 -VE Grid Y-13 6 -W Grid Y-13 6 -w Grid Y-13 5 ---------- ------ ---- ---------- 5 ---------- ---- -------- ------ 5 ---- - -- ------- .----- -------- 4 --------- ---------- -- .............. 4 -------- -- . ------. ---- 4 ---------- -- - -------- --------- m m m 3 -------- -- 3 ------------------ J 3 ------- 0 0 `0 a° 2 --------- 2 --------- --- 2 1 ------ 1 ........... .......... 1 --------- ---------- 0 0 0 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) S1HOL-B --0-Grid M-17 S1N-B -*--Grid M-17 S1NHL-A (Grid M-17 NS-Direction --0 Grid Y-17 NS-Direction - 0 Grid Y-17 NS-Direction 0 Grid Y-17 6 -CIE-Grid Y-13 6Y-13 6 -W Grid Y-13 5 -------- ------- 5 - 5 > 4 ----------= 4 °' 4 m m 3 LL2 --------- ---------- ---------- 2 ---------------- - 2 -------- --- 1 -------- --------- 1 .......... 1 ........... 0 0 0 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) • As-Built Model 1 S1HOL-A -f-Grid M-17 S11V-A -f-Grid M-17 S1NHL-A --IF-Grid M-17 EW-Direction -- Grid Y-17 EW-Direction EW-Direction --0 Grid Y-17 6 -W Grid Y-13 6 -�-Grid Y-17 6 �IFGn Y-13 -Grid Y-13 5 - ------- --- 5 5 �, 4 ;.... .... --- . 4 ----- -------- - 4 ---------- - ._...- --- --... ..... . -- w v 3 ------------ - J 3 - J 3 ------------ 0 00 0 _ a LL2 -__-- ._-__- _____________ LL 2 ____. LL 2 ____._.__.__ _ __......._.___ ___ _ .__.___._.__ 1 : -------------- 0 0 0 . 0.00 0.50 1.00 1.50 2.00 0.00 0.50 1.00 1.50 2.00 0.00 0.50 1.00 1.50 2.00 Relative Drift Relative Drift(%) Relative Drift(%) S1HOL-B Grid M-17 S1N-B -f-Grid M-17 S1NHL-B --■•-Grid M-17 EW-Direction 0 Grid Y-17 EW-Direction ♦-Grid Y-17 EW-Direction 1- 0 Grid Y-17 6 W Grid Y-13 6 W Grid Y-13 6 -�tF-Grid Y-13 5 - - 5 - ....... 5 ---- -- --------- - ----------- d4 ------------ ---- •------- ---- - d 4 --------------'-------- -------- ------------ ar ---------- ---------------------------------- 3 4 m 01 J ------------- r 3 ` ` 3 °o o 0 _ o o LL2 _._-.---_._ __-__. __ LL 2 ___________ ___________ .............. M 2 ;_____ ____.__ __ 1 1 ............... 1 -------------- o 0 0 0.00 0.50 1.00 1.50 2.00 0.00 0.50 1.00 1.50 2.00 0.00 0.50 1.00 1.50 2.00 Relative Drift(%) Relative Drift(%) Relative Drift(°�6) Re - As-Built Model Q IFIc-)OBE A!;-WIVT M690, E-NI VIFI-AflVe PF-W-f SMOL-A S1IV-A S1NHL-A NS-Direction NS-Direction NS-Direction 6 - 6 6 5 - ------------------ ------------------ ............. 5 - --------------------------- -------------------------- 5 ------------------ -- - ----------------------------- 4 - ----- ------ -- -- --- -----------:------------------- 4 - ------------------ ----------------:------------------- 4 ---------------------------- ----- --------------------- > --- -- ------ -- > -- ----- 43 3 ---- J 3 .......... ...... ................. ------------------ 3 - ------------ -------------------------------------- 0 0 0 0 0 0 ................ Grid M-1 7 ---- -------------- --I*__Grid M-17 F Wi:—_G�WMA 7----- FL 2 - ------ ------ 2 --- ------ 2 ---- ------ -- ............ 0 Grid Y-I 7 GridY-17 -- ---------- ----- ------------- NE GridY-13 - --------- .............. W Grid Y-13 on 0 0 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 Absolute Displacments(in) Absolute Displacments.(in) Absolute Displacments(in) SlHOL-B S1IV-B SINHL-A NS-Direction NS-Direction NS-Direction PIP 5 ----- ---------- 5 -------------- ---- 4 ----------------- -- ------I ------------------ ---- ---------- ----------------- 4 - --------------- -- ------ ---------------------- 4 - ------------------ -- -------------------------------- _j _j .......... --- ----- --- - ---------------------- -------- ------------------------------- - ------------ --- ----------------- ---------------- o 3 3 0 0 0 ---- -- --- -------------I Grid M-1 71---- --------------- ---- --- - ------- ----------- 2 2 - ----- ----- 2 - ----- -- --- ---- --W,—GridM-17[_ LL_ G W LL. 0 Grid Y-�17 -Grid Y-1 7 CIE--Grid Y-1313] G id I lo_ .......... -----_--------- --------- ME Grid Y-13 ----- 1 1 ------------- --- ---------------- ------------- IN Grid Y-1 3 ---- . ............. 0 0 OR 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 • Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) As-Built Model r_Lzr-,,lg— D15 LA cZ p4 OJT_( U�% S 1 HOL-A S11V-A S1 NHL-A EW-Direction NS-Direction EW-Direction 6 6 6 5 ------------------ ------- ----------------- 5 ---------------- ------------------- : ------------ 5 - ------------------ ----- ---- -------------- 4 - -------- --------= . -------- -------- ---------- � q ------------------ ..... . --------------- � 4 ----- -------- ------- -------------- m m m ` g -------------- J 3 ------------------ -- ------------=----------------- J 3 -- -------- --- - -------------- i �-Grid M-17 O O --- ' ti 2 -•-------------- -�GridM-17 - 2 ------- -------a---------- —�GridM-17 0 Grid Y-17 —Grid Y-17 0 Grid Y-17 1 -- . . ........ t ------ -CIE—Grid Y-13 ... 1 ME Grid 1 CIE—GridY-13 0 0 0 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) S7 HOL-B S11V-B S7 NHL-A EW-Direction EW-Direction EW-Direction 6 6 6 5 -I----- 5 --- --- -------- ------ --- 5 ------------ -- ----- ai 4 4 4 ' d d d 3 ------------- ---- -- - ----- ---- -------------- 3 -------------- -' ..--------- 3 0 0 0 LL2 --------- ........... —�GridM-17 2 f-GridM17 2 - ------- ---------------- -Grid M-17 -Grid Y-17 —♦—Grid Y-17 —Grid Y-17 1 - 1 - —R-Grid Y-13 1 -CIE--Gnd Y-13 CIE—Grid Y-13 0 0 0 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) As-Built Model o c •�IG��E �.�o � f!s-8�u�-� MoD� � u) A�s ac,�TE � 2 ISP�f� 1;.M+eW7s t Q9 k 40 ,k �r ; ii 1 f ( Yr � ma's (i y 4 r.#; r, I it I t tti'� ��hi� `3�(�'�� r.. � �kn•� _ l` 414 _ I, cc tilt � fr. ��� !' �i �. 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SiIWLACI 1,11r, ?fUd ._......... .... h ..,_._._.__...--,^-_ -'i'_._•-__.._.__...r._....._ MQ { /_•.[.`.L I�, , III�f.'.l_I:i ,t i`_ L if'1 I 1 ♦♦^^ 4' -.C.L V •` II ji -,C'.L_..--- .._.__. 1J 1 I I \��/III�ji M +' cn cn p I V ; r7 , . ... ...,.... .... ... ..: . . 1 ,. . �'.?.VTc?�1�•.�'�;1 ,(,. r •7� �;Iivd '� iv:ii,i':l_ V� ~ O rca � ( I � tiln i w CL LL C e I 10 7'0 cnCD { Q cn cn CL `o CD II A it •X > cn I / C. W o o I E I'�'' 'I o �- { aa) Q ? +I ;. (� EAV .. I L t� 1. I 1 LUt ac- r- ter• .1 cn s I :tic.I , 1'iY•� 1'.� ,,.� O .. __-...-.._... ' I. i ? I I I I �•I +ter O C d• 'r � �■■�. c>3 ( I I CO LL ca. , N Z iblZ / ! LL !t ow it .'I.� - � _ � / � ♦• y '� �' / __—.—_._-_._ ,t�• .; • , r I�• 1 G� 'c i 1 1 9 'b S1HOL-A fGrid M-17 SIIV-A --*-Grid M-17 S1NHL-A -Grid M-17 NS-Direction --Grid Y-17 NS-Direction - -Grid Y-17 NS-Direction 0 Grid Y-17 6 -CIF-Grid Y-13 6 Grid Y-13 6 -CIE-Grid Y-13 5 ---- 5 5 --------- 4 ----- --------- ------ 4 --------- 4 - --- - ------- - --------- d m d 3 - ------- ----- :.. '� 3 3 0 0 0 2 ----------- ----- ---------- ------- ------ 2 ------ I---------- -------- ------- r° 2 -------- --- ----- . ---- ------- IH 0 0 0 ; 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) S1HOL-B fGrid M-17 51N-B --*-Grid M-17 S1NHL-A -Grid M-17 NS-Direction -0 Grid Y-17 NS-Direction -Grid Y-17 NS-Direction 0 Grid Y-17 B ME Grid Y-13 6 --llE-Grid Y-13 6 -i1F-Grid Y-13 • 0 0 0 a2 ---------------- ------------ ...................... t-°° 2 ---- -------- r° 2 0 0 0 0.00 0.50 1.00 1.50 2.00 2-50 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) DAMPER MODEL: K=600000'; ,C=900 a=0.3 10 . WaoFrr M6DE , ►J-S i2"(vC p�21F� tit -(L S1HOL-A -f-Grid M-17 S1N_q S1NHL-A -Grid M-17 EW-Direction +Grid Y-17 EW-Direction Grid M-17 jEGrid Y-17 EW-Direction f-Grid Y-17 6 CIE--Grid Y-13 6 6 -11E-Grid Y-13 _. _ __ Grid_Y-13 - 5 ......... ......... ---------:.. ----- 5 ---_. -- --- ------- ---- - 5 - 4 ...... --------- ------ ------ - 4 d m d 3 :.. J 3 ------- ------ 3 ---------------- -- v J O O O O O O - LLZ ______________________________________ ...... LL. Z _________._______..:_...........__...__.____ ....... LL 2 ------------------- ______ -------------------- 1 I 1 _____ __________________ 0 0 : 0 0.00 0.20 0.40 0.60 0.80 1.00 1.20 0.00 0.20 0.40 0.60 0.80 1.00 1.20 0.00 0.50 1.00 1.50 Relative Drift(%) Relative Drift Relative Drift(%) S1HOL-B -i-Grid M-17 SIN-B - Grid M-17 S1NHL-B - Grid M-17 EW-Direction 0 Grid Y-17 EW-Direction S Grid Y-17 EW-Direction -♦-Grid Y-17 6 -ICE-Grid Y-13 6 NE Grid Y-13 6 -W Grid Y-13 5 ............... ............ 5 ------ 5 -------- ----- ----- ai4 -------------- -- ------------------ m 4 ---------_------------------- . ------ 6 4 ------ ------- -------- - -------- > > d ; J N 0 0 0 0 o 0 0 ._ LL.Z ...__. LL Z _________________ ___ ----- _ LL 2 _________________ ____________ __._._. _.._._ _ _...._ _ _._..___ _ _______ _ .__ 1 --- 1 1 ____-- 0 0 0 0.00 0.50 1.00 1.50 0.00 0.20 0.40 0.60 0.80 1.00 1.20 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Relative Drift(%) Relative Drift(%) Relative Drift{°�) DAMPER MODEL: K=600000 C=900 a=0.3 n t�- i LJ ROLATIJE VP FT s SlHOL-A S 1 IV-A S1NHL-A INS-Direction NS-Direction NS-Direction 6 6 6 5 - ------------------ ---- ------------------------------ 5 - ----------------- --- -------------------------------- 5 - ------------------ --- ----------------- --------- W 4 - ------------------ ------------ -------------------- 4 - ----------------- --- --------------------------------- 4 - ----------------- ........................ ............ ------------------------------- ---------------- ------ -- ---------- m at at 3 ---------------------------------------- 3 - ----------- .... --------------------------------- ---- 3 - ----------- ... --------------------I------------------ 0 0 0 -:-:Mi-:-Grid M-17 .2 2 ---- --------- -------- ---1IF-Grid M-17 ... .2 ....... F-:-4W:-:G r i d 1-71----- E: 2 - ----- .....................j .... ------------ U- u- 2 . ..... ........ . 0 GfidY-17 0 GfidY-17 [7 -Gnd Y-1 1 ---------------------- ------- -- ...... ........ ...Z----- - I / ---------------- ------------- ME Grid Y-1 3 ---- 1 -------- -------- ------ 9 GfidY-13 _Gnd Y-1�3 0 - 0 0 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 • Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) SlHOL-B S1IV-B SINHL-A NIS-Direction NS-Direction NS-Direction 6 - 6 - 6 5 - ------------------ ----------------------------- 5 - ------------------ --- -------------------------------- 5 - ------------------ ------------...................... 4 ----------- ------------------ ------------------- w 4 - ----------------- -----------------4------------------- 4 - -------------- ------------------ ------------------- > > --------------- w > 3 - ---------- ---- ------------------ ------------------ 3 -------------------------------------- 3 - --------- ------ -------------------:------------------ 0 0 0 0 --*-Grid M-1 71 0 -- Grid--Grid M-1 7 .. ---W-Grid� ....... 2 - --- -------- --------------r��M-17 ------ 2 ---------- 2 . ..... .......... ............. U- S Grid Y-1 7 0 GridY-17 1 0 GridY-171 ----------------- ------- ----------------- ------------- -----------I-*-Grid Y-1 3 NE Grid Y-1 3 NE Grid Y-1 3 --- --- -----/ 0 0 1 0 ------- 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) DAMPER MODEL: K=600000A, C=900 a=0.3 N-C, F-1009— T)(S"CC A(-_WTI SIHOL-A S1IV-A SINHL-A EW-Direction NS-Direction EW-Direction 6 a 6 6 5 - ------------------ -- -------------------------------- 5 5 - ------------------ --------------- ------------------- - ------------ ---------- ----- ------- ------------------- Z4 - ----------------- --------------------------------------- 4 - ------------------ ------------------------------------- Z 4 - ----- -------------------------------------- CD ----------- ...... ----------- ------------- -- -------------- ------------------- 3 3 - ------------ --------------------------------------- 3 . ..... .... ...... 0 0 0 0 W--Grid M-1 7 0 W- 2 - ---------- ....... ----- ---- U- 2 - ------ ------------------------- --:o---G&,,d M-1-71... ------------ --4IF—Grid M-17------ F u- 2 - ---- ----------- 0 GridY-17 I--*—Gdd -- Y-1 7 0 GridY-Grid - - GrdY-13 - M Y-13 ... ...... IK GridY-13 ON 0 1, 0 0 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) SIHOL-B S1rv-B SINHL-A EW-Direction EW-Direction EW-Direcfion 6 a 6 6 5 - ------------ ------------------ 5 - ------------------ --- -------------------------------- 5 - ------------------ --- --------------------------- ------ ----- 0 4 - -------------------- ----------------------------------- 0 4 - ------------------ ---------------- ------------------- 4) 4 - ------------------ ---------------- ------------------ --------------- --- -------------- - -------- ------------------ ------- ------------- ------------ -------------- W 4) 3 - ------------- ------------------ ------------------- 3 - ------------ --------------------- —j 3 - ------------ --- ------------------------------------- 0 0 0 0 2 0 Grid M-1 7 ----- ---- ------------ G 0�dM-17 ... — 2 . ...... ----------- ------ 2 - ----- ------- ........... --IIF—Grid M-17 ------ LL —Grid Y-17 I---*---Grid Y-1 710 Grid Y-I 7 --------------------------------I--*—Grid Y-1 3 ---- -------------------------------- ME GridY-13 --- 1 -------------- ----------- ME Grid Y-13 ------ n 0 0 a 0,00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 0.00 5.00 10.00 15.00 Absolute Displacments(in) Absolute Displacments(in) Absolute Displacments(in) • V DAMPER MODEL: K=600OOff/,)- C=900 a=0.3 (TI S1HOL-A 8 Retrofit S1IWA -- S1NHL-A —� Retrofit EW-Direction EW-Direction —0 Retrofit EW-Direction 6 -f-As-Built 6 -f-/�Buih 6 -f--As-Built 5 ------------------ ------- -------- ...... 5 ----------- 5 ----- 4 4 - ........... ; q . . . .... .... 3 ------------- 3 ---- -- ---- 3 -------------------I-------- . - 0 0 0 i ....... 2 ------------- -- ______________ 1 -------- 1 0 0 0 • 0.00 0.50 1.00 1.50 0.00 0.50 1.00 1.50 2.00 0.00 0.50 1.00 1.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) Grid Y-17 Grid Y47 Grid Y-17 S1HOL-B 0 Retrofit SIN-B - _Retrofit SINHL-B 0 Retrofit EW-Direction EW-Direction EW-Direction 6 --W—As-Built 6 f-As-Built 6 —W-As-Built 5 ------ 5 -------------- d4 ----------- --- - ----- m 4 w 4 --------------------- a a>i v t -j 3 ._.. : 3 ---- --------- 3 - °o t 0 : uo 2 LL2 --------------------------- ._..__ __. LL Z .............. .._...____- _ ___- 1 --------- 1 ; -------- I -------- 0 0 0 0.00 0.50 1.00 1.50 2.00 0.00 0.50 1.00 1.50 0.00 0.50 1.00 1.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) • Grid Y-17 Grid Y-17 Grid Y-17 U Ee q-. ��- eo����. ► � -�I A FT m CP 51HOL-A --0 Retrofit S11V-A -6 Retrofit S1NHL-A -0 Retrofit NS-Direction NS-Direction NS-Direction 6 --�As-Built 6 f-AsBuiR 6 fAs-BuiR 5 ----------= = ------ ----- 5 --------- ------. 5 ------ - ----- -------- -------- -- ------ 4 ---------- ------ a� ---- ------ --------- a► -------.---.......... ----- --------- ----- - 3 --------- -------- ---- - L L 3 ---------- 3 --------- 0 0 2 0 o :-----.._..- - 2 ----- - 2 ------ - --- ----- -------- -------- - a 1 1 ------ ------- 1 0 0 0 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 Relative Drift(%) Relative Drift(%) Relative Drift(%) Grid Y-17 Grid Y-17 Grid Y-17 S1HOL-B ---F-As-Built SIN-B ---;-GridY-17 S1NHL-A --*-As-Built NS-Direction NS-Direction NS-Direction 6 -0 Retrofit 6 --9-Grid Y-17 6 --0 Retrofit 5 ---------- - 5 ----------- 5 m4 ---------- ------ ------ d 4 ------------------ ------- ------ - 4 -------- - . --------- ----- -- 3 ------ ------ ;' 3 --------- -------- --------- d 0 0 J 3 L 0 u- 2 ri 2 ri 2 O 1 - 1 - --------- --------- 01 0 p • 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.50 1.00 1.50 2.00 2.50 Relative Drift(%) Relative Drift(%) Relative Drift Grid Y-17 Grid Y-17 Grid Y-17 F-iou m--, 4, 1 S - cow rAr-iQc*-t o r- c-IT _P ' Huntington Beach City Hall ` Structural Seismic Evaluation City of Huntington Beach ' 5.0 BUDGET COST ESTIMATE The order of magnitude construction cost to implement the above strengthening scheme is approximately $2,895,530. The detailed breakdown of these costs is provided in Table 5.1. The above costs do not include soft costs such as engineering fees, permit fees, inspection and testing fees nor does it include money that may need to be spent on accessibility (typically a % of total construction cost ' needs to be spent if the building does not totally comply with the current code requirements). We recommend an allowance of approximately $1,374,330 be kept for the soft costs, resulting in a total cost (soft + hard) of approximately $4.3M. The detailed breakdown on the total costs of the proposed 1 retrofit are provided in Table 5.2. 1 r ' SAIFULIBOUQUET• Consulting Structural Engineers, Inc Page 5-1 SBI Job No. 03672-10 ' Huntington Beach City Hal• i Structural Seismic Evaluation City of Huntington Beach ' TABLE S.I: PRELIMINARY BREAKDOWN OF CONSTRUCTION (HARD COST) ITEMS Item Description of Work Quantity Unit Amount I Foundation Work- includes installation of I LS $375,000 removal of existing slab-on-grade, concrete stairs at the entrance, new pile caps and installation of micro piles. ' 2 Viscous Dampers- 375 Kips 3-inch stroke 42 (40+ 2 test $13,000 $546,000 (includes sales tax&freight to site) Dampers) 3 Structural Steel Braces, new steel beams, I LS $300,000 Gusset Plates 4 Install Viscous Dampers incl. Connections& 40 $4,000 $160,000 anchoring to concrete 5 New concrete column pilasters, drag beams I LS $350,000 ' and concrete beams at brace locations 6 Strengthening of beam-column joints at 16 $7,000 $1 12,000 interior columns above 3rd flr. ' 7 Fiber-wrap of 5 interior columns above 3'd I LS $200,000 floor and 9 tall unbraced columns between ' I"and 3rd flr. 8. Removal of Concrete Panels at the exterior I LS $175,000 stairs and replacing it with metal stud construction, support stair landings 9 Misc. architectural & MEP Impact I LS $125,000 10. Misc. Allowance I LS $50,000 Sub-Total $2,393,000 General Condition 10% $239,300 Sub-Total $2,632,000 Overhead&Profit 10% $263,230 Total $2,895,530 SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page 5-2 SBI Job No. 03672-10 ' Huntington Beach City Halo • Structural Seismic Evaluation City of Huntington Beach TABLE 5.2: PRELIMINARY BREAKDOWN OF COSTS FOR PROPOSED RETROFIT Item Description Approximate Comment Budget Cost ' I. Construction (Hard) Cost $2,895,530 Includes some money for after-hour and weekend work(25 to 30%). ' 2. Design Contingency (15%) $434,330 The design is extremely preliminary at this stage. Any cost estimate developed based on this very preliminary information must carry a reasonable design contingency. 3. Design A/E Fee to include site $435,000 The design fee will be higher than typically specific seismic hazard study. seismic retrofit solution because of hi-tech -Typ. Retrofit: (approx. 10 - solution. Hi-tech solution requires significantly 12%) more engineering effort than conventional retrofit solution. ' - Add'I Analysis for Hi-tech (approx. $85,000 4. Peer Review Fee $40,000 By code, any hi-tech solution will require peer ' review. S. Plan Check/Permit Fee $40,000 ' 6. Testing/Inspection Fee $100,000 7. Testing/Inspection fee for $25,000 Will require site visit to Damper Dampers Manufacturers. Will require an independent damper testing inspector. 8. Architectural Rendering $20,000 9. Construction Management $180,000 This assumes that one person will be available for up to 75% of the time for a construction duration estimated at 9-to 12 month. 10. Relocation Allowance $100,000 _.. Total Cost Soft +Hard 860 $4,26.. SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page 5-3 SBI Job No. 03672-10 Huntington Beach City Hall Structural Seismic Evaluation City of Huntington Beach APPENDIX A - PHOTOGRAPHS S ti J' 1 i Photo A. Y 4 wF �R fi s yg x `ti A w. t Photo A.2 ' SAIFULIBOUQUET• Consulting Structural Engineers, Inc Page A-I SBI Job No. 03672-10 Huntington Beach City Hall Structural Seismic Evaluation ' City of Huntington Beach MR w v4r� ik � L � ; y z x�s C A tY- Photo A.3 DIM— t J k L � '� 4 E•, -MW e:,a ---- 1 1 s I Photo AA I ' SAIFULIBOUQUET• Consulting Structural Engineers, Inc Page A-2 SBI job No. 03672-10 Huntington Beach City Hall Structural Seismic Evaluation City of Huntington Beach IM ,R r �r n Photo A.5 � {r r Photo A.6 SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page A-3 SBI Job No. 03672-10 Huntington Beach City Hall Structural Seismic Evaluation ' City of Huntington Beach fi x �k® 4 sr "• t t:. � 3Wt1frf�'L1trF -4�%p:l Photo A.7 L j{ . L ti {{z 1- wv Sir Photo A.8 1 SAIFULIBOUQUET• Consulting Structural Engineers, Inc Page A-4 SBI Job No. 03672-10 i • i Huntington Beach City Hall Structural Seismic Evaluation ' City of Huntington Beach jg C w i 3 ? �s*3js„•'P"-a + R` 4 sAi t ra,a ' Photo A.9 . " ` k tz ' .�9 q i ' Photo A.10 SAIFUL/BOUQUET• Consulting Structural Engineers, Inc Page A-5 SBI job No. 03672-10