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HomeMy WebLinkAbout22-Facilities Management From: James Sharer, Director e Dept: Facilities Management Date: June 18,2007 CITY OF SAN BERNARDINO - REQUEST FOR COUNCIL ACTION Subject: Resolution authorizing the City Manager to execute an amendment to the contract with URS Corporation, dba URS Corporation Americas, pursuant to Municipal Code Section 3.04.0108.3,to provide seismic hazard assessment services for San Bernardino City Hall. MICC Meeting Date: July 2, 2007 Synopsis of Previous Council Action: None Recommended Motion: Adopt resolution Contact person: James Sharer ~d~ James W. Sh~ Director of Facilities Mana ement Phone: 384-5244 e Supporting data attached: Staff Report, Resolution Ward(s): I FUNDING REQUIREMENTS: Amount: $27,000 Source: : 001-321-5502 Contractual Services Barbara Pachon Director of Finance Council Notes: e Agenda Item No. iJ:.a-_ 7/8--/07 e STAFF REPORT SUBJECT Resolution authorizing the City Manager to execute an Amendment to the Consultant Services Agreement with URS Corporation, dba URS Corporation Americas, pursuant to Municipal Code Section 3.04.0IOB.3, to provide seismic hazard assessment services for San Bernardino City Hall. BACKGROUND e URS Corporation Americas (URS) was retained on May 16, 2207 by the City to perform a seismic hazard assessment of City Hall. URS has reviewed the original building blueprints and soils report documentation from 1968, and finds that they need additional information to complete their study. URS would like to further review the liquefaction of the soil under City Hall by performing Cone Penetration . Tests at the site to a depth of 100 feet. URS will then provide a comprehensive report on the seismic safety of the building and the integrity of the building foundation system. The attached Amendment No. I to the Consultant Services Agreement with URS Corporation Americas is for $12,000. This amendment, when added to the original $15,000 Consultant Services Agreement, brings the total expenditure to $27,000. Staff has reviewed the amendment and recommends approval. FINANCIAL IMPACT Funds for this seismic study will come from the FY06/07 Facilities Management Alterations and Renovations Budget, # 001-321-5706. These funds in the amount of $27,000 will be carried over to the FY 07/08 Facilities Management Contractual Services budget, # 001-321-5502. RECOMMENDATION Adopt resolution. e ,- 1 2 3 4 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF SAN 5 BERNARDINO AUTHORIZING THE CITY MANAGER TO EXECUTE AN 6 AMENDMENT TO THE CONSULTANT SERVICES AGREEMENT WITH URS CORPORATION dba URS CORPORATION AMERICAS, PURSUANT 7 TO MUNICIPAL CODE SECTION 3.04.010B.3, TO PROVIDE SEISMIC 8 HAZARD ASSESSMENT SERVICES FOR SAN BERNARDINO CITY HALL. 9 10 11 12 13 RESOLUTION NO. BE IT RESOLVED BY THE MAYOR AND COMMON COUNCIL OF THE CITY OF SAN BERNARDINO AS FOLLOWS: SECTION 1. The Mayor and Common Council of the City of San Bernardino hereby authorize an amendment to the Consultant Services Agreement 14 with URS Corporation Americas to perform additional seismic hazard assessment 15 16 17 18 19 20 21 22 23 24 25 26 27 28 services outside the original scope of work. The Mayor and Common Council hereby authorize the City Manager to execute said amendment on behalf of the City; a copy of the Amendment No. I to the Consultant Services Agreement is attached hereto as Exhibit A and incorporated herein. The Finance Department is hereby authorized and directed to issue a Purchase Order which references this resolution to said consultant in the amount of $27,000.00. SECTION 2. This purchase is exempt from the formal contract procedures of Section 3.04.010 of the Municipal Code, pursuant to Section 3.04.01OB.3 of said Code, "Purchases approved by the Mayor and Common Council". SECTION 3. Any amendment or modification thereto shall not take effect or become operative until fully signed and executed by the parties and no party shall ~~ r1.-:L 07/tJ.J/07 1 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF SAN 2 BERNARDINO AUTHORIZING THE CITY MANAGER TO EXECUTE AN AMENDMENT TO THE CONSULTANT SERVICES AGREEMENT WITH 3 URS CORPORATION dba URS CORPORATION AMERICAS, PURSUANT 4 TO MUNICIPAL CODE SECTION 3.04.010B.3, TO PROVIDE SEISMIC HAZARD ASSESSMENT SERVICES FOR SAN BERNARDINO CITY 5 HALL. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 be obligated hereunder until the time of such full execution. No oral agreements, amendments, modifications or waivers are intended or authorized and shall not be implied from any act or course of conduct of any party. This resolution is rescinded if the parties to the contract fail to execute it within sixty (60) days of the passage of this resolution. 11111 20 21 22 23 24 25 26 27 28 1 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF SAN 2 BERNARDINO AUTHORIZING THE CITY MANAGER TO EXECUTE AN AMENDMENT TO THE CONSULTANT SERVICES AGREEMENT WITH 3 URS CORPORATION dba URS CORPORATION AMERICAS, PURSUANT 4 TO MUNICIPAL CODE SECTION 3.04.010B.3, TO PROVIDE SEISMIC HAZARD ASSESSMENT SERVICES FOR SAN BERNARDINO CITY 5 HALL. 6 7 8 9 10 11 12 13 I HEREBY CERTIFY that the foregoing resolution was duly adopted by the Mayor and Common Council of the City of San Bernardino at a meeting thereof, held on the day of 2007, by the following vote, to wit: Council Members: AYES NAYS ABSTAIN ABSENT ESTRADA BAXTER BRINKER 14 DERRY 15 16 17 18 19 20 21 22 23 24 KELLEY JOHNSON McCAMMACK Rachel G. Clark, City Clerk The foregoing resolution is hereby approved this 2007. day of Patrick J. Morris, Mayor City of San Bernardino 25 Approved as to form: 26 27 28 V/y.'^ 1<, . P (/JA/i''l,A,,_ es F. Penman, City Attorney 1 2 3 4 5 6 7 8 9 NOW THEREFORE, the parties hereby agree to amend said Services 10 Agreement as follows: 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Exhibit A AMENDMENT NO.1 TO THE CONSULTANT SERVICES AGREEMENT This Amendment No.1 is entered into this _ day of 2007, by and between URS Corporation, dba URS Corporation Americas ("Consultant") and the City of San Bernardino ("City"). WHEREAS, on May 16, 2007, Consultant and City entered into a Consultant Services Agreement for seismic hazard assessment services (copy attached and incorporated herein as Attachment "A"); and WHEREAS, Consultant and City wish to amend said Services Agreement; A. Section I, Scope of Services, is hereby amended to add the following: 1. Consultant shall characterize the subsurface conditions at the project area in order to identify site-specific seismic hazards and to evaluate existing foundation capacities of the City Hall. Consultant shall review existing available geotechnical and geologic data relevant to City Hall, including foundation reports and studies provided. Consultant shall prepare an appropriate subsurface exploration program to gather geotechnical data to support the structural seismic evaluation. Consultant shall evaluate seismic hazards based upon guidelines established by California Geologic Survey in their Special Publication 117 (1997). Consultant shall use test results to conduct engineering analysis evaluating the liquefaction potential at City Hall and the capacities of the existing pile foundation system. Consultant shall finalize the results in a geotechnical engineering report. 2. 3. 4. 5. 6. B. Section 2, Compensation and Expenses, is amended to increase the amount of compensation by $12,000.00 to $27,000.00 for the additional scope of work incorporated herein. C. Section 3, Term and Reports, is amended to extend the term for the additional work and preliminary report by four weeks after issuance of the Notice to Proceed. The final report shall be filed with the City no later than five weeks following the issuance of the Notice to Proceed. D. All other terms and conditions of said Services Agreement remain unchanged. IIIII Exhibit A 1 2 3 4 IN WITNESS THEREOF, the parties hereto have executed this agreement on the day and date set forth below. 5 6 7 8 9 10 11 12 13 AMENDMENT NO.1 TO THE CONSULTANT SERVICES AGREEMENT Dated: ,2007 CONSULTANT By: Print Name/Title: Dated: ,2007 CITY OF SAN BERNARDINO 14 By: Fred Wilson, City Manager 15 16 17 Approved as to Form: 18 19 20 21 22 23 24 25 26 JAMES F. PENMAN City Attorney -;} ..v1 -. ......- e.--A ...,(...." 27 28 1 2 3 4 5 6 7 8 9 RESOLUTION NO. 2007-214 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF SAN BERNARDINO AUTHORIZING THE CITY MANAGER TO EXECUTE AN AMENDMENT TO THE CONSULTANT SERVICES AGREEMENT WITH URS CORPORATION dba URS CORPORATION AMERICAS, PURSUANT TO MUNICIPAL CODE SECTION 3.04.0108.3, TO PROVIDE SEISMIC HAZARD ASSESSMENT SERVICES FOR SAN BERNARDINO CITY HALL. BE IT RESOLVED BY THE MAYOR AND COMMON COUNCIL OF THE CITY OF SAN BERNARDINO AS FOLLOWS: 111 SECTION 1. The Mayor and Common Council of the City of San 13 14 15 16 171 1 Bernazdino hereby authorize an amendment to the Consultant Services Agreement with URS Corporation Americas to perform additional seismic hazazd assessment services outside the original scope of work. The Mayor and Common Council hereby authorize the City Manager to execute said amendment on behalf of the City; a copy of the Amendment No. 1 to the Consultant Services Agreement is attached hereto as Exhibit A and incorporated herein. The Finance Department is hereby authorized and directed to issue a Purchase Order which references this resolution to 21 I said consultant in the amount of $27,000.00. SECTION 2. This purchase is exempt from the formal contract procedures of Section 3.04.010 of the Municipal Code, pursuant to Section 3.04.0108.3 of said Code, "Purchases approved by the Mayor and Common Council". SECTION 3. Any amendment or modification thereto shall not take effect 28I I or become operative until fully signed and executed by the parties and no party shall 1 2 3 6 7 8 9 10 11 12 13 14 15 16 17 18 20 21 22 23 24 25 26 27 28 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF SAN BERNARDINO AUTHORIZING THE CITY MANAGER TO EXECUTE AN AMENDMENT TO THE CONSULTANT SERVICES AGREEMENT WITH URS CORPORATION dba URS CORPORATION AMERICAS, PURSUANT TO MUNICIPAL CODE SECTION 3.04.O1OB.3, TO PROVIDE SEISMIC HAZARD ASSESSMENT SERVICES FOR SAN BERNARDINO CITY HALL. be obligated hereunder until the time of such full execution. No oral agreements, ~ amendments, modifications or waivers are intended or authorized and shall not be implied from any act or course of conduct of any party. This resolution is rescinded if the parties to the contract fail to execute it within sixty (60) days of the passage of I this resolution. I ///// 1 2 3 4 5 71 111 RESOLUTION OF THE MAYOR AND COMMON COUNCIL OF SAN BERNARDINO AUTHORIZING THE CITY MANAGER TO EXECUTE AN AMENDMENT TO THE CONSULTANT SERVICES AGREEMENT WITH URS CORPORATION dba URS CORPORATION AMERICAS, PURSUANT TO MUNICIPAL CODE SECTION 3.04.O1OB.3, TO PROVIDE SEISMIC HAZARD ASSESSMENT SERVICES FOR SAN BERNARDINO CITY HALL. I HEREBY CERTIFY that the foregoing resolution was duly adopted by the Mayor and Common Council of the City of San Bernazdino at a ~ oint regular meeting thereof, held on the 2nd day of July , 2007, by the following vote, to wit: Council Members: AYES NAYS ABSTAIN ABSENT BSTRADA x BAXTER x BRINKER x 14~ DERRY x KELLEY x JOHNSON x McCAMMACK x 211 23 24 25 26 27 28 rR~ac 1 v. Clazk, City Clerk The foregoing resolution is hereby approved this ~" day of `July- _, 2007. Fatr ck . Mon• ayor ' y of San Bemaz mo Approved as to form: J es F. Penman, City Attorney 2 3 6 8 2007-214 Exhibit A AMENDMENT NO. 1 TO THE CONSULTANT SERVICES AGREEMENT This Amendment No. 1 is entered into this ~~' day of /~ 2007, by and between URS Corporation, dba URS Corporation Americas ("Consultant") and the City of San Bernardino ("City"). WHEREAS, on May 16, 2007, Consultant and City entered into a Consultant Services Agreement for seismic hazard assessment services (copy attached and incorporated herein as Attachment "A"); and WHEREAS, Consultant and City wish to amend said Services Agreement; NOW THEREFORE, the parties hereby agree to amend said Services Agreement as follows: 11 1 21 A. Section 1, Scope of Services, is hereby amended to add the following: 1. Consultant shall characterize the subsurface conditions at the project area in order to identify site-specific seismic hazards and to evaluate existing foundation capacities of the City Hall. 2. Consultant shall review existing available geotechnical and geologic data relevant to City Hall, including foundation reports and studies provided. 3. Consultant shall prepare an appropriate subsurface exploration program to gather geotechnical data to support the structural seismic evaluation. 4. Consultant shall evaluate seismic hazards based upon guidelines established by California Geologic Survey in their Special Publication 117 (1997). 5. Consultant shall use test results to conduct engineering analysis evaluating the liquefaction potential at City Hall and the capacities of the existing pile foundation system. 6. Consultant shall finalize the results in a geotechnical engineering report. B. Section 2, Compensation and Expenses, is amended to increase the amount of compensation by $12,000.00 to $27,000.00 for the additional scope of work incorporated herein. C. Section 3, Term and Reports, is amended to extend the term for the additional work and preliminary report by four weeks after issuance of the Notice to Proceed. The final report shall be filed with the City no later than five weeks following the issuance of the Notice to Proceed. D. All other terms and conditions of said Services Agreement remain unchanged. ///// Exhibit A 1 2 3 4 5 6 7 8 9 i] 12 13 14 15 ill I u 21 22 23 24 AMENDMENT NO. 1 TO THE CONSULTANT SERVICES AGREEMENT IN WITNESS THEREOF, the parties hereto have executed this agreement on the day and date set forth below. Dated: /~ , 2007 CONSULTANT Dated: C%~ 2007 Approved as to Form: JAMES F. PENMAN City Attorney By: .~ Print Name/Title: CITY OF SAN B ARDINO By: Fre 1 on, City Manager 251 Attachment A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 CONSULTANT SERVICES AGREEMENT This Consultant Services Agreement is entered into this ((. day of ~ 2007, by and between URS Corporation, a Nevada corporation, dba URS Corporation Americas ~ ("CONSULTANT") and the City of San Bernazdino ("CITY"). I WITNESSETH: WHEREAS, CITY desires to have aConsultantperform the services described herein below concerning the structural analysis of City Hall; and WHEREAS, Consultant represents that it has that degree of specialized expertise contemplated within California Government Code, Section 37103, and holds all the necessary licenses to practice and perform the services herein contemplated; and WHEREAS, the CITY has elected to engage the services of Consultant upon the tetras and ~ conditions as hereinafter set forth: NOW, THEREFORE, the parties hereto agree as follows: 1. SCOPE OF SERVICES. For the remuneration stipulated, CITY hereby engages the services of CONSULTANT to provide those services as set forth in Exhibit "A", attached hereto and incorporated herein by this reference. 2. COMPENSATION AND EXPENSES. a. For the services delineated above, the CITY, upon presentation of an invoice, shall pay the CONSULTANT the amount of $15,000.00, upon completion of the services set forth in Exhibit "A", as approved by the City Manager. b. No other expenditures made by CONSULTANT shall be reimbursed by CITY. 3. TERM AND REPORTS. The services set forth in Exhibit "A" shall be completed, and a preliminary report filed within three (3) weeks following the issuance of a Notice to Proceed executed by the City Manager. Following review and comments by the CITY, CONSULTANT shall file a final report with the CTI'Y no later than four (4) weeks following the issuance of the Notice to Proceed. /// [F:\CALKP7SWgamrnts\Vrndor Fomt.AgrcemeutModified Versiou.Cousultaut.wpd Page 1 Attachment A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 II 4. INDEMNITY. CTI'Y agrees to indemnify and hold harmless CONSULTANT, its officers, agents and volunteers from any and all claims, actions, or losses, damages and/or liability resulting from CTTY's negligent acts or omissions arising from the CTTY's performance of its obligations under the j Agreement. CONSULTANT agrees to indemnify and hold harmless the CITY, its officers, agents, and ~ volunteers from any and all claims, actions, or losses, damages and/or liability resulting from CONSULTANT'S negligent acts or omissions arising from the CONSULTANT'S performance of its obligations under the Agreement. In the event the CITY and/or the CONSULTANT is found to be compazatively at fault for any claim, action, loss, or damage which results from their respective obligations under the Agreement, the CITY and/or CONSULTANT shall indemnify the other to the extent of its compazadve fault. 5. INSURANCE. While not restricting or limiting the forgoing, during the term of this Agreement, CONSULTANT shall maintain in effect policies of comprehensive public, general and automobile liability insurance, in the amount of $1,000,000.00 combined single limit, and statutory worker's compensation coverage in accordance with the laws of the State of California. CONSULTANT shall maintain professional malpractice insurance forprofessional negligence, including errors, omissions, or other professional acts in the amount of $100,000.00. CONSULTANT shall file Certificate(s) of Insurance with theCTTY'sRiskManagerpriortoundertakinganyworkunderthisAgreement. CTTY shall be set forth as an additional named insured in each Certificate of Insurance provided hereunder. The Certificate(s) of Insurance furnished to [he CITY shall require the insurer to notify CITY of any change or termination in the policy. 6. NON-DISCRIMINATION. In the performance of this Agreement and in the hiring and recruitment of employees, CONSULTANT shall not discriminate on the basis of race, creed, color, religion, sex, physical 28 II handicap, ethnic background or country of origin. [F:\CALKQJSV+greemeuts\Veudor Form.Agreement.Modified Versiou.Consultant.wpd Page 2 Attachment A 1 2 3 4 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 I 25 26 27 28 7. INDEPENDENT CONTRACTOR. CONSULTANT shall perform work tasks provided by this Agreement, but for all intents and purposes CONSULTANT shall be an independent contractor and not an agent or employee of the CITY. CONSULTANT shall secure, at its expense, and be responsible for any and all payment of Income Tax, 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 are required, in connection with the services to be performed hereunder. 8. BUSINESS REGISTRATION CERTIFICATE AND OTHER REQUIREMENTS. CONSULTANT warrants that it possesses or shall obtain, and maintain a business registration certificate pursuant to Chapter 5 of the Municipal Code, and any other licenses, pennits, qualifications, insurance and approval of whatever nature that are legally required of CONSULTANT to practice its business or profession. 9. NOTICES. Any notice to be given pursuant to this Agreement shall be deposited with the United States Postal Service, postage prepaid and addressed as follows: TO THE CITY: TO THE CONSULTANT: 110. ATTORNEYS' FEES City Manager 300 North "D" Street San Bernardino, CA 92418 Telephone: (909)384-5122 URS Corporation 915 Wilshire Boulevard, Suite 700 Los Angeles, California 90017 In the event that litigation is brought by any party in connection with this Agreement, the prevailing party shall be entitled to recover from the opposing party all costs and expenses, including reasonable attorneys' fees, incurred by the prevailing party in the exercise of any of its rights or remedies hereunder or the enforcement of any of the terms, conditions or provisions hereof. The costs, salary and expenses of the City Attorney and members of his office in enforcing this Agreement on behalf of the CTI'Y shall be considered as "attorneys' fees" for the purposes of this [P:\CALKQJSWgeements\Vendor Fortn.Agreement.Modified Versiw.Cousulhntwpd Pam 3 Attachment A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 I 23 24 25 26 27 28 paragraph. 11. ASSIGNMENT. CONSULTANT shall not voluntarily or by operation of law assign, transfer, sublet or encumber all or any part of the CONSULTANT'S interest in this Agreement without CITY'S prior written consent. Any attempted assignment, transfer, subletting or encumbrance shall be void and shall constitute a breach of this Agreement and cause for the termination of this Agreement. Regazdless of CITY'S consent, no subletting or assignment shall release CONSULTANT of CONSULTANT'S obligation to perform all other obligations to be performed by CONSULTANT hereunder for the term of this Agreement. 12. VENUE. The parties hereto agree that all actions or proceedings arising in connection with this Agreement shall be tried and litigated either in the State courts located in the County of San Betnazdino, State of California or the U.S. District Court for the Central District of California, Riverside Division. The aforementioned choice of venue is intended by the parties to be the mandatory and not permissive in nature. 13. GOVERNING LAW. This Agreement shall be governed by the laws of the State of California. 14. SUCCESSORS AND ASSIGNS. This Agreement shall be binding on and inure to the benefit of the parties to this Agreement and their respective heirs, representatives, successors, and assigns. 15. FIEADINGS. The subject headings of the sections of this Agreement are included for the purposes of convenience only and shall not affect the construction or the interpretation of any of its provisions. 16. ENTIRE AGREEMENT; MODIFICATION. This Agreement constitutes the entire agreement and the understanding between the parties, and supersedes any prior agreements and understandings relating to the subject manner of this Agreement. This Agreement may be modified or amended only by a written instrument executed by all parties to this Agreement. [F:\CA1.KP15\Agreetnents\Venda Fnrm .Agrcement.MOdified Version.Consultant.wpd Page 4 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Attachment A IN WITNESS THEREOF, the parties hereto have executed this Agreement on the day and date set forth below. Dated: ~ ~L , 2007 CONSLJI,T~AN~T. Bv: (( Its: OffiCr, Mctnaac¢, ~~ Dated , 2007 CITY OF S ARDINO By: F ison, City Manager Approved as to Form: JAMES F. PENMAN, City Attorney By: ~` J e F. Penman, City Attorney [F:\CALKINSWgreements\Veedor Fms .Agreemee4Madified Versioo.Cousultaut.wpd Page S i~~~ EXHIBIT "A" SCOPE OF SERVICES 1. Seismic Hazard Assessment: Using the site foundation investigation report, as well as published sources, CONSULTANT shall chazacterize the site ground conditions and the seismic hazazds at the City Hall site (strong ground shaking, soil liquefaction and surface fault rupture). The site-specific ground shaking and other hazazds will define the earthquake "input" for the seismic evaluation of the building. 2. Review of Available Design Documeuts: CONSULTANT shall review the Structural and Architectural design drawings to gain an understanding of building design, including the gravity load-carrying system and lateral force resisting system. 3. Site Visusl Survev: CONSULTANT shall visit the site to visually assess existing structural condition and nonstructural conditions, and to observe building occupancy. Critical City functions within the building will be noted, and the state of equipment anchorage and bracing will be examined. 4. Structural Anal~is: CONSULTANT shall analyze the structure using the state-of--the-art seismic evaluation procedures for existing buildings (ASCE 31). These procedures are less restrictive than the requirements for new buildings. The analysis will be performed under the direction of Dr. Mike Mehran, S.E., a leading contributor to the development of the procedures. The analysis will utilize a spectrum for the ground motions with a 475-yeaz recurrence. CONSULTANT shall perform a full "Tier 1"evaluation, with Tier 2 analysis for the potential deficiencies identified in Tier 1. CONSULTANT will examine response for the "life safety" level of performance. Based on the findings, experience and judgment, CONSULTANT shall describe retrofit design concepts, with rough estimates of the range of costs for the construction of each concept. 5. Seismic Risk Assessment: CONSULTANT shall estimate the damage level for the building in its current condition, under the 475-year recurrent hazazds. URS will also estimate the damage level for the building with implementation of each retrofit design concept. Damage levels will be described in terms of the expected performance of the basic components (beams, columns, diaphragms and connections) of the structural system. CONSULTANT shall present the damage factor (repair cost as a fraction of replacement value) and the expected period of vacancy for repair, and will estimate the benefit-to-cost ratio for each retrofit design concept. 6. Report and Presentation: CONSULTANT shall document its findings in a report to the City, describing the current conditions, the seismic hazazds, expected building performance, and the retrofit concepts with order-of-magnitude costs. CONSULTANT shall describe the benefits of retrofit in terms ofthe expected enhancement inlife-safety and reduction in damage. This study will not include preparation of retrofit design documents, detailed calculations or specifications for construction. If requested by the City, CONSULTANT shall make a presentation to the City to discuss the findings, answer questions, and outline the City's options for risk reduction. Report Limited Geotechnical Investigation Evaluation of Liqaefaction Potential and Existing Foundation Capacity Proposed Clty Ball Tower Seismic Retrofit Project 300 North D Street San Bernardino, California Prepares! for The City of San Bernardino 300 North D Street San Bernardino, CA 92418 URS Job No. 29403909.00002 September 12, 2007 uRs 10723 Bell Court Rancho Cucamonga, CA 91730 Tel: (909) 980-4000 Fax: (909) 980-1399 September 12, 2007 City of San Bernardino 300 North D Street San Bernardino, CA 92418 Attention: Mr. Jim Sharer Director, Facilities Manager Re: Limited Geotechnical Investigation Evaluation of Liquefaction Potential and Existing Foundation Capacity Proposed City Hall Tower Seismic Retrofit Project 300 North D Street San Bernardino, California URS Job No. 29403909.00002 Dear Mr. Sharer URS Corporation (URS) is pleased to present this report summarizing the results of our limited geotechnical investigation as part of the proposed seismic retrofit program for the City Hall Tower in the City of San Bernardino, California. Our scope of work included review and research of available geologic and geotechnical reports, field investigation, laboratory testing, evaluation of liquefaction potential and existing foundation capacity, and preparation of this report. Our work does not include a full evaluation of geologic and seismic hazards other than liquefaction susceptibility, nor recommendations for new foundation capacities. Based on our findings and interpretation of the geologic and geotechnical conditions encountered, the project site is located in a seismically active region and the city hall site is potentially liquefiable if groundwater is within 50 feet of the bottom of the existing basement. Liquefaction is anticipated to have a significant adverse impact on the existing foundation capacity. This report presents our findings and preliminary geotechnical recommendations to be considered by the City as part of the proposed seismic retrofit project. URS prepared this report exclusively for the City of San Bernardino and their consultants for use in project planning and design. If you have any questions regarding this report, please contact us at 909-980-4000. Very truly yours, Andrew Lee, P.E., G.E. Geotechnical Task Leader William Graf, P.E. Project Manager URS Corporation 10723 Bell Court Rancho Cucamonga, CA 91730 Tel: 909.980.4000 Fax: 909.980.1399 0 TABLE OF CONTENTS SECTION 1.0 INTRODUCTION PAGE 1 1.1 GENERAL ......................................................................................................................................1 1.2 SITE DESCRIPTION ........................................................................................................................1 1.3 PROJECT' DESCRIP'I70N ..................................................................................................................2 2.0 PURPOSE AND SCOPE OF SERVICES ...................................................................... 3 3.0 RECORD REVIEW .........................................................................................................5 4.0 FIELD INVESTIGATION .............................................................................................. 6 5.0 LABORATORY TESTING .............................................................................................8 6.0 SEISMICITY AND SUBSURFACE CONDI'I'IONS .................................................... 9 6.1 FAULTS AND SEISMIC!'I'Y ..............................................................................................................y 6.2 SEISMIC DESIGN PARAMETERS .....................................................................................................9 6.2.1 Probabilistic Seismic Hazard Analysis ............................................................................:...... 9 6.2.2 Building Code Seismic Design Parameters (2001 California Building Code) ......................10 6.3 SUBSURFACE CONDITIONS ..........................................................................................................11 6.4 GROUNDWATER ..........................................................................................................................11 7.0 LIQUEFACTION ANALYSIS ......................................................................................14 7.1 GENERAL ........................ .......................................................................................................14 7.2 METHODOLOGY ..........................................................................................................................14 7.3 RESULTS ........................................................................:............................................................15 8.0 FOUNDATION EVALUATIONS .................................................................................17 8.1 AXIAL PILE CAPACI'I'Y ................................................................................................................17 8.2 LATERAL PILE CAPACI'I'Y ...........................................................................................................20 8.3 LOAD-DISPI.ACEMEIJTRELATIONSHIP ........................................................................................21 8.4 LATERAL EARTH PRESSURE ...................................:....................................................................21 8.5 SOIL CORROSrvITY .....................................................................................................................22 9.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................ 24 9.1 DISCUSSION ............:....................................................................................... ..................24 9.2 PRELIMINARY RECOMMENDATIONS ............................................................................................24 9.2.1 Groundwater Monitoring ...................................................................................................... 2S 9.2.1 Groundwater Practice ........................................................................................................... 2S 9.2.3 Compaction Grouting ............................................................................................................25 Limited Geotechnica!lnNestlgadon Proposed City Hafi Tower Seismic Retrofet Project San Bernardino, California Page 1 of 30 9.2.4 Micropiling ............................................................................................................................25 10.0 LIMITAT)[ONS ...............................................................................................................27 11.0 REFERENCES ............................................................................................................... 28 Figures Figure 1 Vicinity Map Figure 2 Plot Plan Figure 3A Liquefaction Susceptibility Map of the San Bernardino Valley and Vicinity for an M= 7 Earthquake on the San Jacinto Fault Figure 3B Liquefaction Susceptibility Map of the San Bernardino Valley and Vicinity for an M= 8 Earthquake on the San Andreas Fault Figure4 Groundwater Level Measured in USGS Well 1S4W10B4S (1991 to 2007) Ap~ndices Appendix A Cone Penetration Test Results Appendix B .Laboratory Testing Results Appendix C Liquefaction Analysis Appendix D Pile Design Charts and P-y Curves L~~^J LIMITED GEOTECHNICAL INVESTIGATION EVALUATIONS OF LIQUEFACTION POTENTIAL AND EXISTING FOUNDATION CAPACITY PROPOSED CITY HALL TOWER SEISMIC RETROFIT PROJECT SAN BERNARDINO, CALIFORNIA 1.0 INTRODUCTION 1.1 GENERAL This report presents the results of a limited geotechnical investigation and our preliminary geotechnical recommendations for the San Bernardino City Hall Tower seismic retrofit project. This limited geotechnical investigation was conducted in conjunction with a separate structural seismic strengthening program performed by URS. We performed this limited geotechnical investigation exclusively for the City of San Bernazdino (City) in general accordance with the scope of services as outlined in our proposal dated June 25, 2007. Conclusions and recommendations presented in this report are based on subsurface conditions encountered at our exploration locations, our review of existing documents and published data, and our past experience with similar projects. As subsurface conditions may vary at different locations, these conclusions and recommendations should not be extrapolated to other areas, or used for other buildings without our prior review. 1.2 SITE The City Hall Tower is located in a plaza situated within a commercial area to the west of the T- intersection of North D Street and Third Street in the City of San Bernardino, California. The site's coordinates are 34.104°N and 117.289°W. Location of the project site, relative to general topography, streets, and landmarks, is shown on Figure 1, Vicinity Map. The City Hall plaza is bounded by North E Street to the west, Court Street to the north, North D ' Street to the east. Several multi-story high rise structures bound the southern limit of the plaza. The San Bernardino Convention Center tower across from the Cazousel Mall on North E Street is located at the southwest corner of the plaza. To the south of the Convention Center is a multi- j story parking structure, which connects with the plaza through a pedestrian bridge. To the east of the parking structure fronting North D Street at the southwest corner of the plaza is a multi-story ~ commercial building. A low rise commercial building is located at the northeast comer of the plaza. Exterior hazdscape forms the majority of the plaza. A paved surface parking lot accessible from Court Street occupies the entire northern plaza. The City Ha11 plaza was constructed by grading Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 2 oJ30 into the natural terrain. From North E Street, the plaza descends gently towards the southeast through low slopes and terraces to the building pad and before descending to North D Street. Maximum topographic relief within the project site is estimated to be about 12 feet. The City Hall Tower is asix-story tower structure and the entire building is constructed over one 20-foot deep basement level with a finished basement floor elevation at about 1028.5 feet above mean sea level (MSL). The basement extends southerly outside the building footprint to connect with the adjacent parking structure. The overall Tower footprint measures at approximately 250 feet by 70 feet at the lobby level. Based on the referenced structural plans reviewed, the City Hall Tower is constructed of cast-in- place concrete and is supported by a deep foundation consisting of groups of 18-inch diameter, cast-in-drilled-hole (CIDH) concrete friction piles. The pile schedule included with the plans indicates that the lengths of the CIDH piles range from 24 feet to 40 feet, with a.majority of the piles having a 40-foot length. 1.3 PROJECT DESCRIPTION Our understanding of the project is based on information provided by the City and our discussions with the URS project Structural Engineers. In accordance with the design plans reviewed, the City Hall Tower was constructed in the early 1970's based on the 1967 Edition of the Uniform Building Code (L7BC). The building was determined by our project structural engineers to be structurally deficient and its non-ductile characteristics may lead to a probability of extensive structural damage and life-safety hazard during a major seismic event. We understand that the City is planning to upgrade the seismic resistance of the building to meet the life-safety performance criteria as defined in the current ASCE 41-06. ViW Limited Geotechnicallnv~stigation Proposed City Halt Tower Seismic Ret%~t Project San Berrsardino, California Page 3 of 30 2.0 . PURPOSE AND SCOPE OF SERVICES Our limited geotechnical investigation was to explore the subsurface conditions at the project site in order to evaluate the liquefaction potential and the existing deep foundation capacity during the design levels of ground motion. Our scope of services included the following tasks: 1) Review documents provided by the City relating to the past project site development; 2) Review published geological and geotechnical reports for pertinent information; 3) Conduct a site reconnaissance by a California registered Geotechnical Engineer to observe surface features and access; 4) Notify Underground Service Alert (LJSA) to identify underground utility lines prior to the beginning of our field investigation program; 5) Explore subsurface conditions by performing 3 Cone Penetration Tests (CPTs) to depths of about 50 feet, or refusal; 6) Collect samples at selected depths using adirect-push method adjacent to the CPT locations for laboratory testing and soil classification; 7) Perform laboratory testing on selected soil samples obtained from the CPTs to evaluate property index and corrosion potential of the soils; 8) Perform asite-specific Probabilistic Seismic Hazard Analysis (PSHA), which includes the wo Basic Safety Earthquake levels, BSE-1 and BS1r2, per the requirements of ASCE 41-06; 9) Evaluate liquefaction potential at the project site; 10) Perform engineering analyses to evaluate the existing deep foundation capacity during the two levels of design ground motions; 11) Prepare this report containing our findings and preliminary recommendations, which will include: a) A brief description of the proposed seismic strengthening program; ~ b) A summary of the field and laboratory testing programs; i c) Discussion of the site surface and subsurface geotechnical conditions; d) Presentation of the results of our Probabilistic Seismic Hazard Analysis (PSHA) per i •~ ASCE 41-06; e) Presentation of the results of our liquefaction potential evaluations using the BSE-1 and , BSE-2 levels of ground motions; f) A summary of seismic design parameters per 2001 California Building Code (CBC); f • Limited Geotecknical Investigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 4 of 30 g) Estimation of the axial and lateral capacities of the existing deep foundation; h) Estimation ofload-deformation characteristics of the deep foundation system; i) Recommendations of lateral earth pressures for existing retaining walls; j) Discussion of soil corrosivity and its impact on the existing foundation; and k) Alternatives for mitigating liquefaction hazard relative to construction cost. V iW Limited Geotechnicallnvestigation Proposed Ciry Hal! Tower Seismic Retrof t Project San Bernardino, California Page 5 of 30 3.0 RECORD REVIEW Geologic, and geotechnical documents and plans listed in the reference section of this report were reviewed. Generally, the reports reviewed were not prepared in accordance with the current geotechnical engineering standards and do not contain enough information to meet the requirements of the Special Publication 117 (SP 117) and ASCE 41-06. Seismic design criteria of ASCE 41-06 generally require two levels of design ground motions with respective 2% and 10% probability of exceedance in 50 years. No probabilistic seismic hazard analysis (PSHA) was performed in any of the reports reviewed. Both JBI (1991) and USGS (Matti and Carson, 1991) used a detemministic approach with attenuation relationship recommended by Seed and Idriss (1982). JBI cited an earthquake event of magnitude 7 and Peak Ground Acceleration (PGA) of 0.4 g in their study. We reviewed the log of borings included in all referenced reports. Except for the USGS (Matti and Carson, 1986} borings, no information of hammer type and sampler lining was found for the Standard Penetration Tests (SPTs). USGS used a manual in-hole safety hammer to drive asplit- spoon sampler containing a liner. Furthermore, no fines content, except for the USGS borings, was reported for the samples collected. Although fines content was reported in the USGS report, the tests were not performed with the standard No. 200 sieve with openings. of 0.075 mm, but with opening of 0.0625 mm. The lack of hammer and sampler information as well as fines content will prevent the application of corrections on the SPT data collected in accordance with the general liquefaction analysis procedures. A cursory review of the SPT values contained in the aforementioned log of borings produced conflicting results. Although no SPT was performed by CHJ (1968), their boring information was used by JBI (1991) in their liquefaction analysis. As a result, we are not certain about JBI's methodology and validity of their results. The exceptionally high blow counts recorded by JBI in MW-6 are not consistent with those presented in DSS 08 and DSS 20 performed by USGS (1986). The potential of liquefaction will be very low at the project site based on MW-6, while the sandy stratum between elevation 1004 feet and 989 feet MSL {con esponds to 24.5 feet and 39.5 feet below the basement) will have a high susceptibility to liquefaction based on the USGS borings. 0 Limited Geotechnical Investigation Proposed City Ha11 Tower Seismic Retrofit Project San Bernardino, California Page 6 of 30 4.0 FIELD INVESTIGATION A subsurface investigation was performed on July 24, 2007 under the supervision of an URS representative. Site reconnaissance was performed by a URS engineer prior to the field investigation to identify exploratory locations. Access, personnel safety, and traffic control constrained the available exploratory locations. The exploratory locations for the project were marked in the Geld by URS from existing site features. URS notified Underground Service Alert (USA) so that they could coordinate with various utility companies to locate and clear existing underground lines in the vicinity of the planned exploration. Geotechnical exploration included performing 3 Cone Penetration Test (CPT) soundings (CPT-1 through CPT-3) at the exterior of the City Hall Tower building. CPT-1 was performed in a parking stall on North. E Street to the west of City Hall at a surface elevation of 1045 feet MSL. CPT-2 is located in the parking lot to the north of City Hall at a surface elevation of 1045 feet MSL. CPT-3 is located at the driveway to the east of City Hall at a surface elevation of 1039 feet MSL. The CPT soundings were performed in accordance with ASTM Test Method D 3441 using a 30- ton capacity cone. The cone has a tip area of 15 square centimeters and friction sleeve area of 225 square centimeters, and it is designed with an equal end area friction sleeve and a tip end area ratio of 0.85. During the program, the Tip Resistance (Q~), Sleeve Friction (F,), and Dynamic Pore Pressure (LJ,) were recorded at 5-centimeter depth intervals. All CPTs encountered refusal at depths ranging from 26 feet to 56 feet below the existing ground surface (bgs) before they could be advanced to the planned depths. No groundwater was encountered in any of the CPTs. Soil samples were collected at selected depths for laboratory testing from boreholes advanced adjacent to CPT-1 and CPT-2 by a direct push method. The soil samples were visually classed in accordance with the Unified Soil Classification System (USCS). Our field representative maintained a detailed record of subsurface materials encountered in the exploratory boring to aid in correlation with the soil type interpretations from the CPT soundings. Besides the soundings and sampling, shear wave velocity was measures at every 5-foot intervals at CPT-2 until refusal was encountered. The recorded shear wave velocities were used to characterize subsurface materials to detem~ine if ground motions would be amplified. The CPTs and duect-push sampling were performed by Gregg In-situ Testing of Signal Hill, California. Locations of the CPT soundings are shown on Figure 2, Plot Plan. The approximate L'~1.^J Limited Geotechnical Investigation Proposed City Hall Tower Seismic Retrofil Project San Bernardino, California Page 7 oj30 exploratory locations were mapped by tape measurement from existing surface features. Ground elevation at each exploratory location was estimated based on the project plans. The boreholes were backfilled with a cement/bentonite grout and the surrounding ground surfaces were reinstated to match existing condition following the completion of the exploration. A graphical presentation of the CPT logs (CP'~-1 through CPT-3) and shear wave velocity measured are presented in Appendix A. The lines designating the interface between materials on the logs represent only approximate boundaries. The actual transition between subsurface materials is usually gradual. ~J Limited Geotechnicallnvestigation Proposed Ciry HaU Tower Seismic Retrofit Project San Bernardino, California Page 8 of 30 S.0 LABORATORY TESTING Geotechnical soil samples obtained from the CPTs were carefully sealed and packaged in the field to reduce moisture loss and disturbance. The samples were delivered to our laboratory located in Los Angeles, where they were further examined and classified. Selected representative samples were tested to evaluate moisture content, in-situ dry density, particle size distribution, fines content, and corrosivity. All tests discussed below were performed in accordance with the latest American Society of Testing and Materials (ASTM) or California Test Method (CTM) guidelines. Moisture Content and Density Tests (ASTM D 2216 and D 2937) The in-situ moisture contents and dry densities of soils were tested in accordance with ASTM Test Methods D 221b and 2937, respectively. The results of these tests are used to compute existing soil overburden pressure, and are presented in Table B-1 in Appendix B. Percent Passing No. 200 Sieve -Fines Content (ASTM D 1140) Percent passing No. 200 sieve tests were performed on selected soil samples obtained from the CPT boreholes. These tests were performed to aid in classification of the soils and were performed in accordance with ASTM Test Method D 1140. The results of the tests aze presented in Table B-1 in Appendix A. Atterberg Limits (ASTM D 4318) Atterberg Limits tests were performed to evaluate the plasticity characteristics of fine-grained materials encountered in the borings, and to aid in soil classification. The results were also used in evaluating the liquefaction potential of the fine-grained soils. These tests were performed in accordance with ASTM Test Method D 4318. The results of these tests aze presented in Table B- 1 in Appendix A. A summary plot is presented on Figure B-l in Appendix B. Corrosivity Testing A selected representative soil sample was tested in accordance with respective California Test Methods in order to assess corrosivity parameters including resistivity (CTM 532), pH (CTM 643), chloride content (CTM 422), and sulfate content (CTM 417). The results of the tests aze presented in Table B-1 in Appendix B. ~J Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retrofrt Project San Bernardino, California Page 9 of 30 6.0 SEISMICITY AND SUBSURFACE CONDITIONS 6.1 FAULTS AND SEISMICITY Based on our fmdings, the City Hall is located within a seismically active region that will be subjected to future strong seismic shakings. The most significant regional faults include the San Andreas Fault Zone located about 4.5 miles to the northeast and the San Jacinto Fault Zone located about 1.6 miles to the southwest. The last major earthquake on the southern San Andreas Fault was the 1857 Fort Tejon quake. This is the largest earthquake that has been reported in California. A recurrence interval of 167 years for this section of the fault has been estimated (Working Group 1995). Geologic and geodetic data indicate a Moment Magnitude (MW) earthquake of 7.5 on the segment of the San Andreas Fault in the vicinity and the slip rate is approximately 24 mm/yr (Cao, 2003). The San Jacinto Fault Zone has produced moderate to large historic earthquakes in the Southern California region and is a major tectonic feature both structurally and seismically. Offset across this fault is predominantly right-lateral similar to the San Andreas Fault. Geologic and geodetic data indicate that the slip rate on segments of the San Jacinto in the vicinity is approximately 12 mm/yr, and a Mw earthquake of 6.9 is projected for the fault. (Cao, 2003). 6.2 SEISMIC DESIGN PARAMETERS 6.2.1 Probabilistic Seismic Hazard Analysis A significant geologic hazard at the City Hall site is strong ground shaking due to an earthquake. The site has experienced at least moderate ground motions in the past and will in the future. Seismic design criteria of ASCE 41-06 generally require the implementations of two levels of design ground motions, namely the Basic Safety Earthquake 1 (BSE-1) and Basic Safety Earthquake 2 (BSE-2), based on a probabilistic analysis. The BSE-1 is defined in ASCE 41-06 as a seismic event with a 10% probability of exceedance in 50 years, while the BSE-2 is an earthquake event with 2% probability of exceedance in 50 years. A Probabilistic Seismic Hazard Analysis (PSHA) is generally preferred by the earthquake hazard community and most of the government agencies in evaluating site-specific seismic hazards. PSHA considers the frequency of earthquake occurrence and uncertainties of magnitudes, locations and ruptwe dimensions of all of the presumed possible earthquake sources in the area of a project site in the modeling. It produces a probabilistic description of how likely different levels of ground motion will be exceeded at the site within a given time period. Different soil sites may amplify or de-amplify these values. 0 Limited Geotechnicallnuestigation Proposed City Nall Tower Seismic Retrofit Project San Bernardino, California Page 10 oj30 The PGA was estimated based on the USGS website for the 2002 Data of Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude and Longitude for `soil' sites. According to the USGS online source, the averaged peak ground accelerations (PGA) under the two respective levels of design ground motions are presented in the following table: Table 1 -Peak Ground Accelerations Probability of Average Return Period Peak Ground Acceleration Ground Motion Exceedance (years) {g) BSE-1 10 °k in 50 years 475 0.82 BSE-2 2 96 in 50 years 2,475 1.23 No probabilistic seismic hazard analysis (PSHA) was performed in any of the previous reports reviewed. Both JBI (1991) and USGS (1991) used a deternunistic approach with attenuation relationship recommended by Seed and Idriss (1982). JBI cited an earthquake event of magnitude 7 and a Iow PGA of 0.4 g in their study. 6.2.2 Building Code Seismic Design Parameters (2001 California Building Code) Typical building code seismic design parameters were established based upon guidelines presented in the 2001 California Building Code (CBC). These may be used directly in a code type seismic design approach, or they may form a frame of reference for asite-specific design basis. According to the Known Active Faults Near-Source Zones, Map No. D-32, the site is located less than 3.5 lan (2.2 miles) to the San Jacinto Fault Zone. A seismic source Type B should be used for the site when selecting a near source factor from Tables 16A-S and 16A-T of the 2001 CBC. In summary, based on our review of the available geotechnical and geological data, the seismic parameters for the site corresponding to a site profile type So {see more discussion of subsurface conditions in Section 6.3) in accordance with Table No. 16-J of the 2001 CBC are presented in the following table: 0 Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, Cafifornia Page 11 of 30 Table 2 -Seismic Design Parameters per 2001 CBC Asstmted Site Profile Type So Fault Type B Moment Magnitude 6.7 Distance to Fault 22 miles (3.5 km) Seismic Zone Factor (Z) 0.40 Seismic Coefficient (C,) 0.44 Seismic Coefficient (Cr) 0.64 Near-Source Factor (N,) 1.15 Near-Source Factor (N~) 1.40 6.3 SUBSURFACE CONDITIONS Findings from our field exploration aze generally consistent with the subsurface exploration data presented in the geotechnical reports reviewed. Subsurface condition at the locations explored is consisting of artificial fill over alluvium. The artificial fill is associated with past grading activity to raise the natural ground to the current plaza level and varies in thickness from zero to as much as 20 feet at 1025 feet MSL. Underlying the fill is alluvium consisting of about 10 feet to 30 feet of primarily stiff lean clay with occasional seams of silt. The fine grained stratum appears to thicken towazd the west as deep as 1015 feet MSL. Below the clayey layer to the maximum depths explored is granular soil consisting of medium dense to very dense poorly graded sand and silty sand with occasional seams of sandy silt. 6.4 GROUNDWATER No groundwater was encountered in our current CPT test holes advanced to maximum depth of 56 feet bgs (elevation 989 feet MSL). The City Hall site is located within the Bunker Hill groundwater basin comprised primarily of a valley-fill aquifer. The valley-fill aquifer includes both unconsolidated deposits and sedimentary rocks. Faults in the vicinity are significant groundwater barriers that control groundwater levels in the vicinity of the City Hall site. The southern boundary is the Banning Fault, the east boundary is the Redlands Fault, the San Andreas Fault is roughly the northern boundary, the Glen Helen fault abuts the northwest boundary, and the southwest boundary is the San Jacinto Fault. This is evident on Figures 3A and 3B, which show contour levels of historically highest groundwater from 1973 to 1983 based on existing boring data within the studied region. Both figures illustrate L'l~^J Limited Geotechnica! Investigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 12 of 30 southerly flowing groundwater ponds up against the faults forming a shallow groundwater table about 10 feet deep below natural ground surface at the City Hall site. However, the referenced ground elevation is not known. The USGS monitors groundwater levels with their San Bernardino Valley Optimal Basin Management Program. Groundwater levels fi-om are monitored regularly by the USGS within their National Water Information System in several wells in the vicinity of the City Hall site. The closest well is 1 S4W lOB4S, located approximately 0.4 mile east of the site at approximately the intersection of North Sierra Way and North Third Street. Groundwater levels in the well were measured periodically since October 1991 to the present in Apri12007. The data is presented in Figure 4. We also reviewed the groundwater information included with the referenced reports. Of particular interest in the vicinity of the project site are Borings 1 through 26 with the omission of Boring 4 (CHJ, 1968) drilled in a city block bounded by Court Street to the north, D Street to the east, E street to the west and Second Street to the south, MW-6 (JBI, 1982) to the immediate north of the City Hall, USGS borings DSS 08 (Matti and Carson, 1986) at the northeast corner of the intersection of Third Street and Allen Street, and DSS 20 (Matti and Carson, 1986) at 125 feet east of D Street and 15 feet north of Rialto Avenue. The observed groundwater levels are summarized as the following: a. Of the 25 borings drilled by CHJ to a maximum depth of 45 feet in 1968, groundwater was only encountered in Boring 5 at 28.5 feet below ground surface (estimated at 1042 feet MSL). As a result, groundwater elevation in Boring 5 is estimated to be at 1013.5 feet MSL. b. Groundwater was observed at 32.5 feet below the existing ground surface (estimated at 1042 feet MSL), or elevation 1009.5 feet MSL in MW-6 in 1982. c. Groundwater was encountered at 11 feet below existing ground surface (reported at .1025 feet MSL), or elevation 1014 feet MSL in DSS 08 in 1983. This depth is consistent with the contour level cited in the USGS (1991) report. d. Groundwater was observed at 23.5 feet below existing ground surface (reported at 1020 feet MSL), or elevation 996.5 feet MSL in DSS 20 in 1983. Although groundwater levels will fluctuate in accordance with seasonal precipitation and local water practice, it is evident that groundwater levels vary only within a narrow range from 1014 feet MSL to 996.5 8 MSL between 1968 and 1983 in the vicinity of the project site. The highest level of groundwater at elevation 1014 feet MSL, which corresponds to 14.5 feet below the basement level, was observed in both USGS and CHJ borings. This narrow pattern is observed even in the USGS GREGG IN SITU, INC. GEOTECHNICAL AND ENVIRONMENTAL INVESTIGATION SERVICES Bibliography Lunne, T.; Robertson, P.K. and Powell, J.J.M., "Cone Penetration Testing in Geotechnical Practice" E & FN Spon. ISBN 0 419 23750,1997 Roberston, P.K., "Soil Classification using the Cone Penetration Test", Canadian Geotechnical Joumal, Vol. 27, 1990 pp. 151-158. Mayne, P.W., "NNI (2002) Manual on Subsurface Investigations: Geotechnical Site Characterization°, available through www ce gatech edul~geosyslFacultylMaynelpaperslindex.html, Section 5.3, pp. 107-112. Robertson, P.K., R.G. Campanella, D. Gillespie and A. Rice, "Seismic CPT to Measure InSltu Shear Wave Velocity", Journal of Geotechnical Engineering ASCE, Vo1.112, No. 8,1986 pp.T91-803. Robertson, P.K., Sully, J., Woeller, R.J., Lunne, T., Powell, J.J.M., and Gillespie, D.J., "Guidelines for Estimating Consolidation Parameters in Soils from Piezocone Tests", Canadian Geotechnical Joumal, Vol. 29, No. 4, August 1992, pp. 539-550. Robertson, P.K., T. Lunne and J.J.M. Powell, "Geo-Environmental Application of Penetration Testing", Geotechnical Site Characterization, Robertson 8~ Mayne (editors), 1998 Balkema, Rotterdam, ISBN 90 5410 939 4 pp 35-47. Campanella, R.G. and I. Weemees, "Development and Use of An Electrical Resistivity Cone for Groundwater Contamination Studies", Canadian Geotechnical Joumal, Vol. 27 No. 5,1990 pp. 557-567. DeGroot, D.J. and A.J. Lutenegger, `Reliability of Soil Gas Sampling and Characterization Techniques°, International Site Characterization Conference -Atlanta, 1998. Woeller, D.J., P.K. Robertson, T.J. Boyd and Dave Thomas, "Detection of Polyaromatic Hydrocarbon Contaminants Using the UVIF-CPT", 53ro Canadian Geotechnical Conference Montreal, QC October pp.733-739, 2000. Zemo, D.A., T.A. Delfino, J.D. Gallinatti, V.A. Baker and L.R. Hllpert, "Field Comparison of Analytical Results from Discrete-Depth Groundwater Samplers" BAT EnviroProbe and QED HydroPunch, Sixth national Outdoor Action Conference, Las Vegas, Nevada Proceedings, 1992, pp 299-312. Copies of ASTM Standards are available through www.astm.org 2726 Walnut Ave • Signal Bill, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON • SOU'CH CAROLINA www ¢reeedrilling.com 0 rn m w Pi ~. Q N C ~ Lll C] N H Q V m 5 v c ~ 'o. f!f N N i+ .,. w w .~+ h~ /A ~ V / „~ ~~n (11~ utidaa c O N d O [x d R fT O ~ 'y I a~ m .p ; Uf i M-~ al C!7 ~. ~'+ m c 4 Z m ~ [] '~ 4 0 m m. C7 `~ ~r ~ 7! O Q N d ~ . C .~ ~ C N W D _. 4 ~ °- ~ ~ of m C. H ~ C O N N y / .~ 3 O 3 z r~ ~.. w C~ ~~ N w v ti ttl) u~dap m r c 0 N O a w a FT P Qa 'o F-~ oq ... v r op V~ cN+7 O U7 ~ ~a 0 rn m Z Q ~ o CQ ~ L' ~ ti C ~~ ~ W O. M a U m c ~ '~ C :~ O ~ N r C1'. .y O r.. .. I~ w= (I1) 43dap ri C O N Ol O ~_ GI 4 ~T 4 .ro t d m 'o N r m N ~_ v w pp ~ ~ N o d ~ ^{ LC ~ Q EGG Shear Wave Velocity Calculations S.B. CITY HALL SCPT-02 Geophone Offset: 0.66 Feet Source Offset: 1.67 Feet 7/24/2007 Test Depth (Feet) Geophone Depth (Feet) Waveform Ray Path (Feet) Incremental Distance (Feet) Characteristic Arrival Time (ms) Incremental Time Interval (ms) Interval Velocity (Ft/Sec) Interval Depth (Feet) 10.17 9.51 9.66 9.66 12.4000 15.09 14.43 14.53 4.87 19.5500 7.15 681.4 11.97 20.18 19.52 19.59 5.D6 26.4000 6.8500 738.7 16.97 25.26 24.60 24.66 5.0 32.900 6.5000 780.1 22.06 30.18 29.5 29.57 4.91 38.8500 5.9500 825.5 27.06 35.27 34.61 34.65 5.08 43.6000 4.7500 1069.1 32.07 40.03 39.37 39.4 4.7 48.9000 5.3000 896.7 36.99 45.11 44.45 44.4 5.0 52.6000 3.7000 1373.3 41.91 50.03 49.37 49.40 4.92 56.0000 3.400 1446.5 46.91 O O O r O O O O O O ti N 4 ~ ~ O a `O v C y ~ ~ O d ~ o E N O E ~ L ~ ~ ~ d 7 O O M O O N O O .- ~ ~ ~ ~ ~ ~ N M ~ (;aa~) y;daQ APPENDIX B LABORATORY TEST RESULTS h ~+ a a o~ y d F O Fr O a 0 ~. ^~ ti d ~--i RI F _~ C Q ~ ~ ~ ~ ~ N U ~ a c d 3 ~ Q o ~ ~ ~ a, N C) a m ~ '~ ~ E ~ ~ ~ ~ ~ g c ~ y O ~ ~ ~ x ~ N . ~ ~ ~ C a- 'O ~.+ . 6~ ~ ~ J J C d y N N ~ ~ ~ N - ~ CD ~ ~ aZCn . :.r ~~ ~O ~ ~p U ~ O ~ ~ ~ ~ ~ ~ ~ N O J ctl y N O S S H O O ? W ~ W "" w Q' ~ d D N ~ t~ e}' ~ N C~ d d W 3 N Z N M N et H ~ V ~ •- N z U U r m w o C7 ~ LL r c N r r r Q r n o t1') C7 ~~ J J O Q1 fn ~ UU Q Z O O J ~ J W Ne~q Q U 0 0 ~ZZ C3 ~ W c°-- ? ~ Q ~ w ~N ~ m LL o~ a ~QO ~~ cn W N J Z H V __ W Z ~~ ~ ~ ~ y~0 'd' a U U N LL U G J ~ O 0 ~ ~„~ M ~ ~~ } O N O r COO lQ O~i' cp N O r ~ O ~Id) X3aNl J~1.I~IlS~lld 4 4 L O ~ O O \ \ \ J~ \ '1' ~~ J ij O ~ ~J L ~ J ~ ~ .~ ~ L ~ ~ \ J ~ ~ ~0 m ~ ~ - ~ 0 W Q v .~ Q _ L 1 APPENDIX C LIQUEFACTION ANALYSIS BASEIC SAFETY EARTH UAKE -1 BSE-1 LEVEL Liquefaction Potential Factor of Safety 0.00 0.50 1.00 1.50 1025 --~ ~' 3 ~ ~ ~x ~ ~, ~' - ~ ~ 's ,rho. ~ >s.~ ~ ~ ~': ~~ 1020 ~ ~ ~..~ .~~ 1 ~ ~ ;I t~ r, ~ _~ ~ e_ ry ~. ~~ r ~`: j ~ ~~ ~ '~r~,~~"~' x{ ~satcnc~i9~ r 1015 ~ ._.,~~,y~~ 1 ~- k r a __ # 6 yq ~ y ~ ~ r a ~ ~ ~ `~ ~~w~ t 1010 iyK $ 'r w i stn,Ly~ P 7 ~.~ Y: ~ ~4 }~.r ~ x '3g `~ i k vc~ ,~~.~ J~.1 ; ~ _;~ W y~ .y+. 2 ~ 1 ...d+~.. r C 1005 '-k4~ ~ ~M ; ~ ~ 4 W f4 ~ s .r t t ~-~ ~, 'z~~u tyP „w„ '"t 1000 f i ~ ~~t r ''jtE4 µ F„~ ~. S A ,.~ K ~4 `x ~ i r~ 3 p4`ra~~.~ ~ 3 F Y ~ ~_ ti ~ ~ a'$n-~ t' 1 ` 995 G ~ r s.+" ~ x r ' s ~'~. r 1t ~ , E f --F----------°-__ 1 1~~~~ ~~~ 1~~ 4 ~ _ ~ ~` ~ .~ ; ~ i 990 ~- ? s~4x ~s~r .a "'°`..~^ ,~ MG t { °fE" ~+iJ ,i y fG 'L 'a /. }y 5 ti,~ ,~ 4^ r :. ~ s r AmY'+~~'~ n~ <_ ~~: '~ 985 Seismic-Induced Settlement Settlement (in) 0.0 1.0 2.0 3.0 4.0 1025 - - j1{7 x~ S kY ~ ~ ~ ~ {{{ 1 a ~~ ~ ~ x t ~ .i ~ ~~ 1020 1 ~ x ~~ ` .. . ~ rr~ ~~ ~~ } ~ ;~ ~ 4~ 015 {{tt {t S Y ~~.f ~t ! ~ I ~ 9 t ~i ~-~ k g _ ! ,~F [- ' ~ { ~ 1010 S +5 ~ P '~ ` ; 1 ' f x' ~ ~ F ~ ~ J ~ > ~ > ! f i~ ~ r. # ~ , c ~ f ~~ ~ :/ C a C 1005 j _ ~ ~ a i Y ~ 4 `~ ~ . ' ' ~ ~ ~ W I ,' [€: 6~ r f f ~ , ~ ~~ <~ 1000 ~ ~Jft '. 1 ~~ 1 ~ ~ i` , I 1 ^? ~ I [ 5 r ~ ~ ~ ~ ~ f . i ~ ~ ~ I t ~ ~ i~ t ~~ ~~ ~i ~, 1 f 995 ~ ~ r ~ ~ c, j } ~ r ~a ~ '. pp E i E. # 1 ~~ ` ~ ~ , gar ~ +, 990 ~#,° r_ ~' Z ~ i ` ; i ] ~^ ' L. . ~ Y~ ~~ . 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Ri« R :ry_ ~i~ ~ °-' _ _ _ _ _ __ _ ' > :~ E~ ~ oR : c~ ~a ~ r~~ x ~~ ~ ~ Y.~ g N'~~ n $~ ~$ ~~ ~~ ~~ n~ ~ 5~~ a~8 ~~ E~ ~$R 9_~ «rA HN ~ ~ ~~ N ~ .r ~~ N N p N g~ MN 9A nN ~ N 7l~~ N N N ~ N eo ~ N ~ rl ~' nN C F~~ n N ` N 1: nn "~ NN .L NN ~e rvn ~`~ NNr a8 iN 0 f. ~~7 N .P$ ..n r~ F ~. n ~~~ Nn ~, Mt 9l :~~ n ~~ n ^ . ~ ,~; ~ '_ ~~ ~ ~~ N R N :~ N N 6~ n N ~ N $$~~ g R R m n~ riN ^ N ~:S n n e N ~~ n a~ w~ ~~ ga ao o ~ ~eR €~ °n'~ SSR ~RR He ss ~ ~'; R n R: - ~R 3 ^R_ d dR €, A RR °_ __ _ __ __ __ _ _ _ _ = I. °R° RRR RKR SR p E. ~~-, SB S RF~ R R8 RR 8i ^. 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Si R R - RR R RR - RA R RRR R - RR R r R StR R .9°m n R A Si S~ R St~ R~ ^ R ' R RR R RRR RR~ °A RR RRR r72R R~~ °?l yy .1. _ ' ~~ 'n A R R ~~ R (iR - RR ' ft - RRR R - RR -- R - R RR __ R RRR - K RR o R o R g o RR RR R g R q q RR q R o 0 o RRR - q o q RRR --- o 0 fLR 0 0 RR -- 0 0 0 RRR - 0 o e 2RR o 0 RRR 7ZR ;:'y:? ;i -+ . ~ m na n an o ^no ~- n o . . - , - o r --a ^nm rr« .n non nom no ,= , " ~ ~ °a ~"s $ ~~ ~^ss ""s as~ e . ss ~ ~ ~E g ~fi~ t _ . aa a l ~~ £~ ~ a ~ e ~i ~ l ns~~ ~~s . ss ~~ g~a~ ~~i 3a~ s~ ^'~f~>~ <L ^ 'R g 91 C8 n o RS °' ' R$ 01 ` R x^8 RRn ~ u8 ' ' r 3 ^ 81C II ~QRm 8 166i g A A X $8. RR q 1A g R 3~ ~ o3= ryR ~a- RR~ RII ` R3 o=. m °=a ~x7 °=° x'~~ R8 ~Y t 1 Liquefaction Potential Factor of Safety o.oo 0.50 1.00 1.50 1025 F <t r _ ~ ~ ~ ~~ ~ e _ ' M , ~ . 4 + ;'} ~ 1020 ~ , ~ f ~ t 3 t x a; c, ~ ,~_ ~: ~ y~ S xr i. { `~ Y ~ '~ 5 " ~ 1015 „ , Fi~s ~r,caldy ~ ~ r ~ ~ `^.3~r ~~ i }'~IQ}B8b~ ;fad\A~ ...~ ' ;'c -fir ~.v~Q ~ :' ~! ~~~ ` ~ ~ -t ~ i 010 4 5 : ,F a; q J ( t ~ 4 F ~ t ~`~ ~ ~~,. `,. ~ N ~ R { ~i ~ ~ fi y t ~ s C 1005 jg ..7 ~ ~ '~ ~ O ~ j ~ M "` ~ I " 1' ~ fi ~~ i t ~~ ~ 1 5 L ~4 ~~ ~,..:~ ` t E J W ~ ,~ I Yf7 fj S ~ {~~ ~ ~ f ~ If ~1 3 .~ ) , ~~ ~ 1000 { '` 1 f ~ t { , ~ r ~ is ~ ~ y~ f~ F Yr ~ ~ ( t ~~ ` i t 1 V~, ~' f ~~', ' ~ ~ ~ 995 ~ - ~~ ! ~ ° ~ ~` 't ~ _ i - 3! MM .9JV a t ~~ ~ °.d r '4 -;. e ~ :-''w~ r ~. "~6 ro " ~x 985 g V.Y~ , Y ~v Y ~t ~ } v ~ ^~~ ~._. ____ r ~f~ ~ w San Bernardino City Hall San Bernardino, California CPT No.: CPT-2 a Z a LL ea ~y~ L s ~Fj N 3 ST u M O bs,~ X22"22 ry m~caE ~~~ °~ L' ~E:fr ~~~~ 6 0 O yS F B N ®EE} N IA J ~ ~ J ~~ m~~~ II Y 1 N p I p M ~~~ ~$~~ ~g~ g;5~ ~'~~ ~8~g $~ ~ 3~ fig:'. ~.~~: ~ ~z ~3 ~~ ~£~ ~~~ ~~~ ~~ ~s ~~ ~~~ ~: : 3':j; A''~ a i i 2 2 Z Z Z L S S 2 L 2 Z S S Z 2 Z 2 3 2 Z Y Y ~ Z 2 2 Z 2 ~~1~ hi ~ ~ ` ]~f Z ~ ~ ~ ~ ~ 2 ~ << 2 Z~ Y Z Z~Y ~2 S1 ~ ~ ~1 ~ ~ ~ ~ ~ < < < 2 Z Z a ` Z Z < Z ~~ ~. ~ l.a ~.~~ ~ 2 << i~ Z < 2 Z < Z 3 `` < Z 2 S ff ~ S Z 2~ < Z Z i < < ~ 2 2 `` Z 2 < Z~ < < 2 2 `` Z Z? 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R ~ iR~ A~ ~~ RAA ~~ ^ ~ ~: ~ 'e8 8~ AoA 8g ;3a ;m..0 $ mo Ca om ee o°oe oe $ ;.` hy . ~ hh n.,~ nn o0 0 "~'~K ` ~.b ~ ~~ ~ss ~ al ~ ~ ~~ o0 ~~~ 00 ~~~ 0 ~~ ~~~ ~~~ ~ 0 ~~ 0 3 0 s~ 0 0 ~~ 0 ~x~ a~ ~ : 7 R 74AC ~n$ SBg gBt~ ~R,= x ~ RR ~R «R RY% t^^-' 8 `~ ~ m ai aii ei§ "s~s ~~m iEi a Q O~ "a~ "s4i s^ ~ss x z°,a~ a ~ is ssz cnry i~ i~~ ~~§ '? 3 $i ~~ ~ai e$ ii~ ~ , , « e rr i N n « N n N n N N N N n « N N . ~ f~ V ~ e ~ N 8 p N N N ~~$ N rv "~ N N QQ 5p~ ~ i 3 n m n n ~ n « °_ N n ~ ti « N g e~ N« N m m n N e a~ n i Y r .~ . S ~ J7 . ":. 7fE „35 _ 7. ° rA 99: 9 '- l E 8 $8 8$$ 88$ $8 888 88$ $ 5 86 88 888 88 8$$ 8 N~'::_ ~.. '. 8 8 88 8$8 888 $$ $Qe $$$ Q 8 $6 88 8,88 88 888 8 a:, . ,~t, ~ a as ses cee as 9ss a~~ c e R~ ~a '~e ac sas 8 ~~» ~; - - - - - r L'Y.~ ~. f. ~-. ' Si R StR R RR R528 RR RRR SSR S~ FI R RR RR R£2R RSS RRSt A t~ ! ,'.,~ R R fdR Rld fd l3 RR ftR 0 RRa RRR 0 R R RR RR RkR RR RRR ft ~~;~.'i ,`~•. ;. ~ ~ ii i$$ $"si ~i iis sai i i pg ii iix ~~ iiY i ~<~ B R~ IS RR S 8 o~ ^oSR BR` a m YyO &R effiR dfi AA$ R APPENDIX D PILE DESIGN CHARTS AND P-Y CURVES LATERAL PILE CAPACITY Existing Piles (Free-head Condition) Lateral Deflection (in) L a m 0 1.2 1.4 1.B 1.8 0 0.2 0.4 0.6 0.8 1 I I I I I 1 1 1 I ; I I 1 I 1 I 1 I I I 1 l 1 ; I I I I __-- 1 ---1-------I ------r r------r-- --T ~---- ~----- i- I I 1 1 I 1 I i 1 l I ; I I i 1 1 1 I ~ 1 I 1 I I I I 1 1 I I 1 --- I ~ I f ---r ---- -I---- --r-----'~---r----'-T------~--- ------r ------r------ ~ 1 1 N I I 1 I I ~ I I I i I I I I -- 1 I I I 1 I i I 1 I I 1 1 I 1 I I I I ~ _ _ .~ _ _ _ _ _ _ _ _ _ _ J - _ _ _ _ _ r _ _ _ _ _ r _ _ _ _ T _ _ _ _ _ - l _ _ _ _ _ _ 1 _ _ _ _ _ _ _1_ _ _ _ _ _ _ r _ - _ _ I 1~ I I 1 I 1 I I I I I I I I I I 1 I I I I I 1 1 1 1 1 I I I I 1 I I 1 1 - _ _ _ _ _ _ - _ - _ _ _ _ _ - - - - - - -r _ _ _ _ _ _ _-.T_ __ I__ r_ r______T-____-l______________I_ I 1 I I I 1 1 I 1 I' 1 1 I 1 I I 1 I 1 I 1 1 I I 1 I 1 1 ~ - I ---I 1---_--1 I 1 1 1 I 1 --- -I-------r r------r------T------~------~-------I-------r------ I 1 1 I I 1 1 I I I 1 1 1 I I I I ~ I 1 1 I I 1 I ' 1 I I I I l I 1 I V -- ------- ______ -------I- I r------r------r------~------~--'----r------r------ I 1 1 I I I I I 1 1 I I I I I I I I I I ~ 1 1 I t _ I I I I I 1 I I ~ -------r------r------r'-----r------T------~------~-------r-- '--r------ I I I I I 1 I 1 1 I I 1 1 1 1 I I ~ ~ I 1 I I 1 1 I ~ 1 I I 1 I ~ I 1 ----- -r ------r'-----r------r------T-----i-------1-------I-------r------ I 1 1 I I I I I 1 I I I I 1 I I I I I I 1 I ~ D - - I I I 1 I ~ - I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -------1-------r------r-r----r------T------~---- -~-- 1 1 I I 1 I I 1 I I I I I I 1 I I 1 I I I 1 I ~ V -- I I 1 1 I I 1 I 1 -------r------r------r------r------T------~------~-------1-------r------ I I 1 ~ 1 I I 1 ; 1 1 1 I 1 1 ~ ; I I I I I I I 1 V I 1 I I I 1 1 I ' _- --- ------- -- ------- ------ ------ ------ V -- I 1 ~ ~ T ---- ------ ----- --I-------r r- r 1 I I I I I 1 I I 1 1 I 1 I I I I I I I 1 I I I I I 1 I 1 I 1 I 1 I ~ --~ ------r------r------r--'---r------T------~------~-------I-------r------ I I I I 1 I I 1 I 1 1 I I I I ~ I 1 1 I I 1 1 I I I D V -- I I I I I I I - - ,- - - - - - _ - _ - _ ------r-----'r------r------r------T------~------~---- -r- ~ I I I I I I 1 ~ I 1 I I 1 ~ I I I I I I I I I b V -- i 1 ~ I I I - - - 1 - - - - 1 - - - - I - - - - - ------r------r------r------r------r------T-- -~-- -r- -r- ~ I ~ 1 1 I I 1 I 1 1 I I I I I i I 1 I O - - -- - -- 1 -- -- I ---- I --- 1 --- - I - - - - 1 - - - I -- - - I - -- - -1----- -- -r- -r- -r-- -r- -T- -~-- -~-- -I-- 1 I I I I I 1 1 1 I I I I I I I I I I I I I I V I I 1 I 1 1 I --_--I__--_- I ----- -r- ------ -- ------- - ----- ------ O -- ~ ~ I r T ------1-------r--- ---r- ~ I I I I I I I I 1 I 1 I I 1 I I I I ~ I i Y7 -- 1 I 1 I I I I - - - - - i - - - - - - I - - - - - ------r------r------r------r------T------~------~-- -r- I I I I I I I I I I I I I I 1 I ~ I I I 1 I I I I I 7y - - I I I 1 I 1 I - - - - - -I- - - - - - -I^ - - - - ' - r - - - - - - r - - - - - - T - - - - - - l - - - - - - ~ - - - - - - -I- - - - - - - r - - - - - - ; ~ ~ ; ~ v 0.25 in 1 I I I I I I I 1 I I 1 I I I I ^ p 5 in O q -- , ------r------r------r------r------T------i------~-------r------ I I I I 1 01 in ; ~ ~ I I I I i I I I I o2in ~ I I I I I Fixed Head -Static Condition Unfactored Bending Moment (in-kips) -7000 O r-r N ~- d' (O r F ~ r O fl. N d 0 N N N (O N N O M (O C7 °v -6000 -5000 -4060 -3000 -2000 -1000 0 1000 2000 3000 I I+~~ I1 I °~ I I I I I I I ~ I I I I I I I I I 1 I 1 I ------~-------r------~--~-~~-----~- -----r -- --~-------r--~----~~-------~ 1 I 1 1`~~ I r I I I I 1 1 ~ 1 I I I I 1 ) I 1 I 1 I I I 1 1 I I ~ 1 1 I ------~-------r------~-------r------~---- -- --- ~ -------r------~--- I 1 1 I I { I --- I 1 ~ 1 I I 1 I I 1 1 1 I I 1 I 1 1 1 1 I I ~ I I ------~-------r------~-------r-------I-------r------i '~r_------~------ 1 1 I I I I 1 1 1 I 1 I 1 { 1 I l I 1 ~ 1 1 I I I 1 I -----~-------r------~-------r------~-------r------~- I I 1 1 1 1 1 _ 1 1 I 1 I I I _ 1 I I 1 I I 1 I 1 1 I I 1 -------~-------r------~-------r------~-------r------~- _ I I I I - I I I - I I I I I - I I I I I I -------~-------r------~^------r------~-------r-----'~ _ I I i i 1 I I I I 1 I I I I I 1 I _ I 1 I I 1 I I _-----'~-------r------i-------r-------+------r-'----~ - 1 I 1 I I I - I I I I I I I - I 1 1 I I 1 - 1 1 I 1 I 1 -------~-------r------i-------r------~-------r------ - 1 I I I I 1 - 1 1 I i I 1 - 1 I i 1 I I - 1 I 1 1 I I -------~-------r-----^~-------r------~-------r------ - - 1 1 I 1 I - 1 1 1 1 I - 1 I I 1 1 1 - 1 I I 1 I 1 -------~-------r------~-------r------~-------r----- - - I ; 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----r----r---r--- r----r- -r----r----r-- -r----r----r----r- --r--- - I I 1 I I 1~ I I 1 I - 1 1 I 1 I 1 I I I 1 I - 1 1 I 1 I 1 1 I I I I I 1 - I 1 I I 1 1 1 I 1 I 1 --'--r----r----r - --r ---r- --r----r--- r----r----r----r-- -r----r----r---- - 1 1 I 1 1 I I 1 1 1 - 1 1 I 1 1 I I I I - I I I I I 1 1 I I I I I I I I I 1 I 1 I I I I 1 1 -----r----r----r-- -r -'r-- -r----r----r--- ----r--'-r----r----r----r---- - I I I I I I I 1 1 I I I 1 - 1 I I I I I I 1 1 1 1 - I I I 1 1 1 1 I I 1 1 I - 1 I I I I I I 1 I I I 1 I I _- _ _ _ r _ _ _ _ r _ _ _ _ r _ _ _ _ r _ _ r _ _ _ _ r _ _ _ _ r _ _ _ _ r - _ _ _ r _ - _ _ r _ _ _ _ r _ _ _ _ r _ _ _ _ r _ _ _ _ - I 1 1 I I 1 I 1 1 I 1 I I - I I I I 1 1 I 1 1 I - I 1 1 I 1 I I 1 1 1 I - I I i 1 I 1 1 I 1 I 1 1 I --^--r-- - -r----r----r----r----r----r----r----r----r----r----r----r----. - I I I I I I 1 I I I I - I I I 1 I I I i 1 I I I I - I I I 1 1 1 1 I 1 - I I I I 1 I I 1 1 1 1 I I - ---r-- -r - -r----r----r----r----r----r----r----r----r----r----r----r---- - I 1 I i I 1 I 1 I I I I 1 I 1 I I I I. 1 I 1 1 I - I 1 I 1 I I I 1 I I 1 I 1 I - I 1 1 1 I I 1 I 1 1 1 I I ~. 1 - --r-- -r -r----r----r----r----r----r----r----r----r----r----r----r---- I 1 1 I I 1 I I I I I 1 I I - 1 I I I I 1 I I I I I 1 1 1 1 I I 1 I I I I I 1 1 I 1 I 1 I I 1 I I I I I I 1 I --- -r--- r- r----r-- -r----r----r--'-r----r----r----r ----r----r----r--" - 1 I I I I I I 1 1 1 I 1 1 1 I I 1 I I I I I I I - 1 ~ I I 1 1 1 I 1 I 1 1 1 ~ 1 I 1 I 1 I I I I 1 I I •----r---- - ----r----r----r----r----r----r----r----r----r----r----r---- - i i I I 1 1 1 i 1 I I I I - 1 I ; 1 I 1 1 1 I • I I 1 I 1 1 I I I • I I i I 1 1 1 I 1 1 I 1 I -----r----r--- ----r----r----r----r----r----r----r----r----r----r----r---- - I 1 ~ 1 I 1 I I I 1 I I I 1 I 1 I I I 1 I I I 1 1 1 1 I I I I 1 , I I i 1 I I I I I I -----r----r---- ---r----r----r----r----r----r----r--'-r----r----r----r- -- I I I I I I I I I I I - I I 1 1 1 1 I I I 1 I I - I I I I I I 1 I I I 1 1 I 1 1 I 1 1 1 I I 1 1 I I •----r----r---- ---r----r----r----r----r----r----r----r----r----r----r-- - • i I I 1 1 1 I I I 1 I 1 1 I 1 1 1 I I I ~ I I 1 I 1 I 1 1 I I I I - 1 1 I 1 I I I I I 1 I I '---'r----r---- ---r----r-'--r----r----r----r----r----r----r-- -r----r---- I I I I I i I I 1 1 1 I I I I I 1 1 I I 1 I 1 I I I I I 1 I I I I I I I I I 1 I I 1 I I ----r----r---- ----r----r----r----r----r----r----r----r----r----r----r---- - 1 I I I I I I I 1 I 1 ' I I I I I I I I I I I I I I I I I ~ ~ I I I I I I I I I ----r----r---- ----r----r----r----r----r----r----r----r----r----r----r---- I I I 1 I I I 1 1 I 1 1 I 1 i 1 I I I I I I 1 I I 1 1 1 I I I 1 I I I I I ~----r----r ---- ----r --'-r ----r----r----r----r----r----r----r----r---'r-'-- I I 1 1 1 I I 1 I I f 1 I I I 1 I I I 1 I I 1 1 1 1 I I I I 1 1 I 1 1 I 1 1 I I I ----r----r--- ----r----r----r----r-'--r----r----r----r----r----r----r---- 1 1 I I I I I 1 I 1 I I I I I I I I 1 1 I I I I I I I I I I I I I I 1 I I I 1 - - -r----r--- ----r----r___-r- - -r----r----r----r----r----r----r----r---- ~ ~ ~ ~ ~ ~ ~ ~ ; ~ v 0.25 in 1 I 1 I I 1 I I 1 1 1 I I 1 ~ I I I 1 1 1 I I o 0.5 in ----r----r---- ----r----r----r----r----r----r----r----r----r----r-- 1 I I I I I I I I 1 I I ~ 1 in I I I 1 I I I I 1 1 I I o2in I I 1 1 1 I Fixed Head -Static Condition Lateral Deflection (in) 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 L a m 0 I I 1 I 1 ~I I I I I I I 1 I 1 I I I I 1 I I I I 1 1 I I I 1 N --~-------1 ------r -----r r-- --T------i-"---~-------r------ ----- 1 I I I I I 1 I I I I 1 I I I I I 1 1 1 I I 1 I I I I I I 1 I ~ --~----- -r -'_ --r ------r- ----r------r- ----i------ ------1-------r------ I I 1 I I 1 1 1 I I I I I 1 I I 1 1 I I 1 ~ I I 1 I I I 1 I I 1 I I ;O --~--- -- ------ ------r------r-- --T--'---i------~-------r------r------ I I ~ 1 I I 1 I I I 1 I I I I I I I I 1 i 1 1 I 1 i I I 1 I I 1 1 I I I I I ______1 ~ --~- - -- ~-------- ----r^-----r------r------~------~-------I- r------ I I 1 I 1 I I I I I I 1 1 I 1 1 I I 1 I 1 1 I 1 I I 1 I I I I I 1 I I 1 I --~ --- -r------r------r------r------T------~------~-------r ------r------ r I 1 I 1 1 I 1 I I I 1 I I 1 I 1 I ' I 1 I I 1 1 I I 1 y I I 1 I 1 I I 1 _ _ 1 _ _ - _ _ _ _ _ _I_ _ _ _ _ _1_ _ _ _ _ __ r _ _ _ _ _ _ r _ _ _ _ _ _ T _ _ _ _ _ _ 1 _ _ _ _ _ _ , _ . _ _ _ _ _I_ _ _ _ _I_ _ _ _ _ _ _ r I I I 1 I I I 1 1 1 I I I 1 I 1 1 1 1 I I I 1 I I 1 1 1 I I-------r------r------r------r------~------~------'1-------r------ I 1 I 1 I l I I I I 1 1 I I 1 I 1 I I 1 I I 1 a _-- -1 1_----_ 1 I 1 1 1 I 1 --- I-------r r------r------T------~------~-------I-------r------ r I i I I I 1 i I I 1 I I I I 1 1 I I I I 1 l 1 I ~ I 1 I I 1 1 I I _ I - - -----r-----r-----r----r------T------i--'--'1------`r ------r------ I I I 1 1 I I I 1 1 1 1 I I I I I I 1 I 1 I I I I I I I I I I V -- -------r------r------r------r------T------~------~-------I-------r-- I I I I I 1 I I ~ I I I I I 1 I I I I I I ~ 1 1 1 V 1 --_-- I I I I I I 1 I v --~ ------i- -r------r----'-r------T------~------~-------r------r------ ' 1 I I I 1 I I I I I I 1 I I 1 I 1 I I I 1 I 1 1 1 1 I I I I I 1 1 I y --' ------I-------r - ----r------r------r------~------~-------r------I------- 1 1 I I I 1 I 1 I I I I I 1 I .° I I 1 I I I I 1 I V --~ ------I-------r------r------r------T------~-------1-------r---`--r------ 1 I 1 I 1 I I I I I 1 t I I 1 I 1 I I 1 I I I 1 1 I 1 1 I I I 1 1 V -- ------r------r------r------r------T------T------~-------I-------r------ 1 1 1 I I I 1 I I 1 I 1 1 1 I 1 I I 1 I I I 1 1 I 1 I I I I 1 I I 1 1 I I I I I I 1 I I r 1 1 I 1 V I 1 I 1 I I 1 1 i p --~ `----'1-------r------r------r------T-------1------~-'-----r ------r------ 1 I I 1 1 I 1 1 I" I I I 1 1 I I 1 I 1 I I I I y I 1 I 1 1 - 1 - - - - I - - - ' I - - - - 1 - - - - - i/ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ r _ _ _ _ _ _ 7 _ _ _ _ _ l _ _ .T _ _ _1_ _ .. I_ _ I I i I I 1 1 1 I I I 1 I I 1 1 1 I I I I I 1 I ° 1 I I 1 I I 1 1 I _ _ _ _ _ _ _ _ I _ _ _ _ _ _ I_ _ _ _ - _ _ 1_ _ _ _ _ _ _ r .. _ _ _ _ _ T _ _ _ _ _ , _ . _ _ _ _ 1 _ _ _ _ _ _ _1 _ _ _ - _ . _ I_ _ _ _ _ _ _ o0.25in I 1 I I I 1 1 q -- I - --r ------r- r------T------~------~-------1------- q I 1 1 I 1 I I I ~ I in ~. I 1 1 I I I 1 1 ' o2in I I 1 I 1 I Fixed Head -Seismic Condition Unfactored Bending Moment (in-kips) ~_ a m D lUL1U -OWU 'JWV ~fUVU -JVVU 'GUW -IVVV v rvvv avvv 7 I 1 1 I I I I 1 1 I I I ~ I 1 I I I I 1 I I I I I 1 I I V ------~-------r---- --~--- --r------~- -- ---r -- --i---- ---r------~------- 1 I 1 1 1 I I I I I I 1 I i 1 I I I I~ ; 1 I I 1 1 1 1 1 I I t ------~-------r-- - __ --~' -`-- - r------~--- -- ---- 5e ---- ---r - -^--i------- I 1 1 1 I I I I I I 1 I I I 1 I 1 I I I i I 1 1 D ------~-------r-------1-------r------~-------r------~ ~------~------- I I I I I 1 I ~ I I I I I I I I I 1 1 1 I I 1 1 1 I I 1 I I I 1 I I I ------ ---- ----- - --- ----- ------- ~ ------~- r------~-------r------~--- r- ~- 1 I I I I I I 1 I 1 1 I I ~ 1 I I ~ I 1 ~ I I t I I 1 I I 1 1 ------~----'--r------~-------r------~-------r.------~- - --- ------~ ------ t I I I 1 I I 1 1 I I I I 1 I 1 1 I I 1 1 I V I I 1 I I I I I 1 ------~-------r------~-------r------~-------r------~ -- -r--- --~------- 1 1 I I 1 1 1 1 I 1 1 1 1 I 1 1 1 I 1 1 I 1 I 1 I 1 I I 1 I I I 1 ----~--~-------r'-----~-------r - ----~-------r------~ -- r------~------- 1 I I I I I I I 1 I I I I I I 1 I I I I I . 1 /D 1 I I 1 I I I I ------~-'-----r------'1- -----r------~-------r------ '---r------~------- r I I I I 1 I I I I 1 I I I I I I I I 1 I 1 I I I 1 I I 1 I ------~-------r------~-------r------~-------r------ -------r------~------- r I I I I I i 1 1 1 1 1 I I I I 1 I I 1 1 1 I 1 I v ------~-------r------~----.---r------~-------r----- -------r------~------- I I 1 I I I I ~ I ~ ~ I I I ~ ~ I I 1 u I I I I I 1 ~ I I ------~-------r------~-------r-------1-------r----- -------r------~------- V I I I I 1 I 1 I 1 I I I 1 1 1 1 I I I 1 I 1 1 I I I I I 1 I 1 -- 7 -____ ---- -------r------'1----- V ------~-------r------~-------r- ~-------r- I 1 1 I 1 I 1 I 1 I I I 1 I I I I I I I D 1 1 I I I I 1 I V -------1-------r------~'------r------~-------r------ -------r------~------- 1 1 1 I I I I 1 I 1 I 1 I I 1 1 I I I 1 I I 1 I 1 1 I ' - I -- ------~-----'-r------~-------r ------~-------r------ -------r---- -~----- V I 1 l I I I I I I I I I I I I r I 1 1 1 1 I I I r~ ------~-------r--- --~-------r------~-------r---`-- -------r-------I------- I I I I I I I I 1 I 1 I I I 1 I I I 1 I 1 u I I I I 1 I 1 I i~ -'----~-------r------~--'----r'-----~------`r------~ ------r-----`~------- I I I 1 I 1 I 1 1 I I 1 I 1 I I 1 1 I I I 1 I I I ------~---'---r------~-------r------~-------r--____ ------r------~------- 1 I I I I I I 1 1 I I 1 1 1 I 1 1 I D I 1 1 I I I 1 1 ------~-------r------~-------r-------1-------r------ ------r------i------- v0.25in I 1 1 1 I I I 1 ~ I I 1 1 I I I 1 0 0.5 in ,ry ------~-------r------~-------r------~ r`----- ------r------~ 1 I I I I I ' ~~ in 1 I I I i ~ I I ,., I 1 ~ ~ ~ I _ ~ i 0 2 I~ Fixed Head -Seismic Condition Shear Force (kips) -30 -20 -10 0 10 20 0 N CO O r N r .~-~ y ~ v rL.. N Q Q7 Q N N N N 00 N M N Crl fD w 30 40 50 60 70 80 90 100 110 120 I I 1 I I I I I I I 1 I I 1 I I i 1 I I 1 I I I I I I 1 I 1 1 1 1 I --'r----r----r----r--- r----r' -r----r----r-- -r----r----r----r- --r---- I I I I I I I I 1 1 I 1 I I I 1 I 1 1 1 1 1 I 1. I 1 I I 1 I 1 I I I 1 1 I 1 I 1 I I I I I I I 1 1 I ---r----r----r----r ---r --r----r--- r----r----r----r-- -r----r----r-" - I 1 1 I I I I 1 I I 1 1 1 1 I I r I I I 1 I 1 I I 1 1 1 I 1 1 I I I I I 1 I I I I 1 1 1 ---r----r----r'- -r --r-- r----r----r--- ----r----r----r----r----r---- 1 I 1 I 1 I 1 I I I I I I I I 1 1 1 I I I I I I I 1 I I I I I 1 1 1 I I I I 1 I I I I I 1 I 1 I I 1 I I ---r----r----r - --r-- r----r----r----r----r----r----r----r----r---- 1 1 I 1 1 I 1 1 I 1 ~ 1 I I 1 I I I 1 1 I 1 1 I 1 1 I 1 I 1 1 I I 1 I 1 1 I I 1 I I I I 1 1 I 1 ---r-- - -r----r----r----r----r ---r----r----r----r----r----r----r---- I I I I 1 I I I I I I 1 1 I I I I I 1 I 1 I 1 I 1 I 1 Q I I I I I I I 1 1 I I 1 1 I > 1 I I 1 I I 1 I 1 I I I I 1 '-'-r-- r - -r ---r'---r---'r----r--'-r----r----r---'r----r----r----r-'-- I 1 1 I I i 1 1 1 I I I 1 I ~ I 1 1 1 1 1 I 1 ( I 1 1 I I I I I I 1 I I 1 I 1 1 1 1 1 1 I I I I 1 1 I 1 1 1 I --r-- r -r----r----r----r----r'---r----r----r----r----r----r----r---- I I I I 1 1 1 I I 1 1 I 1 I I 1 I 1 1 I 1 I I I I- I I I 1 I I 1 1 I I 1 I I 1 I I I I 1 1 1 I 1 I 1 I I I - -r---~- r----r----r---`r----r----r----r----r^---r----r----r----r---- 1 I I I 1 1 I I I I I 1 I I I 1 I I I I I I i I 1 1 ~~ I t I I I I I I 1 1 _ I I I 1 1 1 1 1 1 1 I I --.-r---- ~- ----r----r ----r----r----r----r----r----r----r----r----r---- I 1 1 I I I 1 1 I I 1 I 1 1 I 1 1 I 1 1 I 1 I I I 1 11 1 I I I I I I I 1 1 I I I I 1 1 I I I 1 I ---r----r---- ----r----r----r-'--r----r----r---`r ---r----r----r--'-r-'-- 1 I I I I 1 1 I I 1 I 1 I I I 1 1 1 t I 1 1 1 1 I I 1 1 1 I I 1 1 I 1 I 1 I 1 I 1 I I 1 1 I I ---r----r---- ---r----r----r'---r----r----r----r----r----r----r----r---- I 1 I I 1 I I I I 1 I I 1 I 1 I 1 I I I I I I 1 I I 1 I 1 I 1 I 1 I I 1 I I I I I 1 I 1 I ---r----r---- ---r----r---'r----r----r----r----r----r----r----r ----r---- 1 I 1 I 1 I I I 1 I 1 1 I I I I 1 1 I I 1 I I I I 1 I I I 1 1 I 1 1 I I 1 I I I I I I I I I 1 ~-'r----r---- ---r'---r---'r----r-'-'r'---r----r----r----r----r----r---- I I I I 1 I I 1 1 I I I I I I I I I 1 1 1 I I I I I I I 1 1 1 ~ I 1 I I 1 I 1 I I I I I ---r----r-'-- ----r----r- " -r----r----r----r----r----r----r----r ----r---- I 1 I I 1 1 I 1 ; 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I 1 ~ 1 1 ~ ~ ~ ^05in -- I ----,-------I----- ------r- - ---r------r------r------s------~-- -- ' I I I I I ~ 1 in I I I I I ~ 1 I I I I I ~ 02 in I I I Free Head -Seismic Condition -200 O rT N CO O r N st r ~' t O d N m 0 C V Unfactored Bending Moment (in-kips) n inn ann Fnn 800 1000 1200 1400 1600 1800 2000 • I I 1 1 1 I 1 I 1 I 1 ' 1 I I 1 I _ _ _ _ I _ _ _ I _ _ _ 1 _ ._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r _ -1_ _ _ T _ _ _I_ _ r _ _ _ 1 _ _ _ _ _ _ r _ 1 I 1 I 1 1 I I 1 I I I I 1 1 1 1 1 I 1 1 1 1 1 I 1 1 I 1 1 I I 1 11 ----' ----1------r------1------r ----r-- -------1------r- --~---- -r- 1------r- 1 I 1 1 1 1 I 1 1 I I • ; I 1 I I I 1 I I 1 1 1 1 I 1 I I 1 1 I • I I 1 I 1 1 1 1 1 1 ! ---- ______,______r_ __,____ r_ 1______r__ ___1_. r_ 1__ 1 I 1 I I I I I I I I 1 I 1 1 I 1 1 - 1 I - 1 1 I 1 I 1 1 I I I I 1 1 I I 1 I 1 1 I I ______~______r ____~_ ___r_____~__ ~~,y._r______1______r____ ______ _______ 1 1 - 1 i I 1 ~ 1 1 1 1 1 1 - I 1 1(~ I 1 1 ! 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Small and Tony Frossard When Tue Jan 11 10am - 11am Pacific Time Where San Bernardino City Hall (map) Calendar frossard_to@sbcity.org Who Yes: 1 No: 0 Maybe: 0 Waiting:2 Optional: 0 Robert Siler -organizer .~ frossard_to@sbcity.org bsmall@lutron.com kgriffin@senergysi.com Limited Geotechnical Investigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 13 of 30 Well 1 S4W 10B4S prior to the year 2000. But later data recorded in the well from 2000 to present has indicated that the groundwater level is in a steady decline to the current elevation of 960 feet MSL, which corresponds to a depth of 68 feet below the basement level at elevation 1028.5 feet MSL. Limited Geotechnica! Jnrrstigation Proposed City Nal! Tower Seismic Retrofrt Project San Bernardino, California Page 14 of 30 7.0 LIQUEFACTION ANALYSIS 7.1 GENERAL Liquefaction is a phenomenon where saturated coarse-grained soils (less than 50% passing the No 200 sieve) lose their strength and acquire some mobility from strong ground motion. A rapid increase in groundwater pressures (excess porewater pressures) causes a loss of shear strength. The primary secondary effects of liquefaction include sand boils, settlement, and settlement- related downdrag, lateral spreading and flow slides in areas with sloping ground. Liquefaction typically occurs in soils such as sands, silty sands, and to lesser extent clayey sands, which are loose and located below groundwater. When liquefaction occurs, the site can experience damage induced by permanent ground movements resulting in differential settlement and flotation of structures, tanks and pipelines. However, liquefaction usually does not manifest at the surface when it occurs at depths greater than 50 feet due to the larger overburden pressures. While not related to liquefaction, some fine-grained soils (more than 50% passing the No 200 sieve) are vulnerable to similaz liquefaction-type behavior or strength loss. Consequently, liquefaction assessments typically include a "screening evaluation" to identify the presence of such soils. The moisture content, plasticity index and liquid limit, and clay content (particle size less than 0.002mm) can be used to evaluate each fine-grained soil unit for susceptibility. USGS (Matti and Carson, 1986) has designated certain azeas within San Bernardino Valley as potential liquefaction hazard zones. These are areas considered at greater risk of liquefaction- related ground failure during a seismic event, based upon mapped surficial deposits and the presence of a relatively shallow groundwater table. In their study, USGS has identified that the project area is within a potential liquefaction hazard zone. To verify this conclusion, asite- specific liquefaction analysis was conducted for the project. 7.2 METHODOLOGY A screening evaluation was first performed by comparing the laboratory test data to evaluation criteria that relate potential liquefaction behavior to index properties. The "Chinese Criteria," as interpreted by Kramer (1996); a revision of the Chinese Criteria proposed by Andrews and Martin (2000); and the "interim" criteria proposed by Seed et al., (2003) were considered in the evaluation. Seed et al., (2003) summarized the three methods of screening evaluation. Analyses to evaluate the potential for liquefaction were performed on the sandy soil in CPT-1 and CPT-2 only, as CPT-3 was terminated about 3 feet below the historically highest groundwater level due to refusal. Our calculations are in general accordance with the guidelines presented in the California Geologic Survey (CGS, formerly Division of Mines and Geology) Special l~~ Limited Geoiechnical Investigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 1 S of 30 Publication 117 (SP 117, 1997) and the recommendations provided in the proceedings of the National Center for Earthquake Engineering Research (NCEER) workshops (1996 & 1998) on Evaluation of Liquefaction Resistance of Soils (Youd et. al., 2001). The liquefaction analysis evaluated the potential for liquefaction to occur under the seismic shaking associated with the design earthquake levels discussed in Section 6.1, Faults and Seismicity, and the historically highest groundwater level as required by SP 117. The basic input parameters were: • Moment of Magnitude, Mw: 7.5 • Peak Ground Acceleration (PGA): 0.82 g(BSE-1) 1.23 g(BSE-2) • Historically Highest Groundwater Level: 1014 feet MSL "The empirical method proposed by Tokimatsu and Seed (1987) was used to calculate liquefaction-induced settlements. This method correlates the volumetric strain in liquefied soils to SPT data and Cyclic Stress Ratio. The method was developed using observations of settlement from previous liquefaction events at sites underlain by relatively clean sands. The range of settlement reported for design purposes represents our engineering judgment, which considers such factors as the accuracy of the method and its specific application to the soils observed at the site. For example, Seed et al., (2003) reported that the settlements calculated using this method are typically within a factor oft 2 relative to those actually observed and O'Rouke et al. (1991) reported that the method overestimates settlement by nearly 100% for soils with more than 15% fines content. 7.3 RESULTS The potential for liquefaction was assessed at the CPT locations in terms of a factor of safety against liquefaction, FSi;y. The factor of safety is defined as the Cyclic Resistance Ratio required to resist liquefaction (CRR) divided by the Cyclic Stress Ratio (CSR} generated by the design ground motion. As the CPTs were performed at elevations above the basement level, the CPT results were corrected for overburden stress in calculating the CRR. The analyses were further supplemented with soil sampling for visual classification and laboratory testing. Our analyses give similar results for both BSE-1 and BSE-2 levels of ground motions. Table 3 present the approximate elevation and thickness of the subsurface layers where liquefaction may occur during the design ground motions when the calculated factor of safety against liquefaction is less than 1.3, and the associated seismically induced settlement at each layer. L~J Limited Geotechnicallnvesdgation Proposed City Nall Tower Seismic Retrofit Project San Bernardino, California Page 1 tS of 30 Table 3 -Summary of Potentially Liquefiable Layers under Both SSE-1 and BSE-2 Depth Below Bottom of Elevation at Top Thickness of Factor of Liquefaction Total Seismically CPT Number Existing Pile of Liquefiable Liquefiable Safety Induced Induced Cap Layer Layer {Threshold Settlement (in) Settlement {tt) (ft INSL) (ft) <1.3) {in} 8.9 1014.1 0.3 0.35 0.085 10.2 1012.8 0.3 0.25 0.103 12.1 1010.9 0.3 0.39 0.079 17.1 1005.9 0.3 0.56 0.062 20 0 1003.0 0.3 0.34 0.079 . 02 2 CPT-1 . 21.0 1002.0 0.3 0.45 0.059 22.0 1001.0 1 0.43 - 0.63 0.149 24.6 998.4 4.3 0.14 - 0.25 1.056 31.8 990.8 0.6 0.17 - 0.18 0.188 33.5 989.5 0.3 0.42 0.054 CPT-2 11.5 1011.5 3.6 0.22 - 0.54 0.736 0.74 It is evident that the identified potentially liquefiable layers are primarily isolated thin layers less than 1 foot thick. Most of the seismically induced settlement is within a 4 feet thick layer (at elevation 998 feet MSL), which appears to deepen toward the west. As the settlement is higher than'/z inch, the adverse impact of downdrag on the existing pile foundation must be considered. Local differential settlement from liquefaction is often assessed to be approximately one-half (Martin and Lew, 1999) to two-thirds (CDMG, 1997) of the estimated total settlement. We estimate based on the CPT data analyses that differential settlement at the ground surface could range from 1 inch over a horiwntal distance of about 280 feet to 350 feet (a distortion of about 1: 3500). Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retroj:t Project San Bernaniino, Calijornia Page !7 oj30 8.0 FOUNDATION EVALUATIONS 8.1 AXIAL PILE CAPACITY Based on the reviewed foundation and structural plans, the existing pile lengths range from 25 feet to mostly 40 feet long and are 18-inch diameter cast-in-drilled-hole {CIDI~ friction piles. The piles were installed as either isolated piles or are arranged into pile groups of 1x2, 2x2, 3x4, 3-pile triangular, staggering 4-3-4 and staggering 3-4-4-3 patterns. Top of pile caps were mostly constructed about 1 foot below the finished basement floor at elevation 1028.5 feet MSL. Axial pile capacities of individual piles under static and seismic loading condition were calculated using the methods described in Federal Highway Administration (FHWA) Publications, FHWA-IF-99-025. The FHWA procedures use 'a separate total and effective stress approach for CIDH piles embedded in cohesive soils and cohesionless soils, respectively. The total stress analysis, known as the a-method, correlates the adhesion between the CIDH pile and cohesive soils through an adhesion factor (a) to the soils' undrained shear strength. The procedure also assumes that the upper 5 feet and the bottom one-pile diameter length of the drilled pile are non-contributing to side resistance, if that segment of pile is embedded in clay. The effective stress analysis, called the ~-method, relates the shaft resistance in cohesionless sands with the effective vertical stress through a deptlydependent load transfer coefficient ((3). For piles arranged in a group, the axial capacities are generally governed either by the sum of the capacity of each individual pile, or the resistance as a block equivalent in size to the piles and enclosed soil mass, whichever is smaller. Considering that the piles are founded primarily into cohesionless coarse-grained materials, block failure will not be a design issue. Consequently, no group reduction was adopted in our axial pile capacity calculations. Based on the liquefaction profile at the historically highest groundwater level, the seismic compressive capacity of the existing piles is controlled by downdrag due to seismically induced settlement in post-liquefaction condition. Settlement is the result of the dissipation of earthquake induced excess porewater pressure. By principle, settlement; and thus downdrag does not occur under the undrained condition during liquefaction. A full load transfer of downdrag (under fully plastic deformation condition) due to seismically induced settlement is interpreted to develop from the pile cutoff level to the depth where the relative downward displacement between the pile and its surrounding soils (summed upward from the pile tip) is estimated to be about %Z inch (the depth of the neutral plane). The shaft resistance used to evaluate compressive capacity at pile tip elevation assumes no contribution from the level of the neutral plane up to the pile cut-off level, nor from any potentially liquefiable layers below Limited Geotecknicallnvestigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 18 of 30 the neutral plane. As the ultimate pile capacity is governed by downdrag and the same soil layers liquefy under both BSE-1 and BSE-2 condition, seismic axial pile capacities will be the same under both levels of ground motion. If the existing piles were adequately designed and properly constructed, the estimated ultimate axial capacities based on findings of this investigation are summarized in Table 4. The estimated capacities are based on the strength of the soils, and the actual pile capacities may be limited to lesser values by the structural capacities of the piles. These given capacities are nei ultimate values, and the weight of the concrete foundation may be neglected in computing dead loads. For an "allowable stress" design approach, the ultimate capacities should be used with a factor of safety of at least 2. Table 4 -Pile Data Table for E~sting Piles Top of Ultimate Plle Capacity (kips) idli G Pile C pile Cap No. of Pde Diameter Pile Cap Pile Len th Static Seismic ~ ne r ap Type Thickness Piles (in) Elevation (ft MSL) g eft) Comp Uplift d g Comp2 Uplift Various 25 126 104 26 109 89 Locations PG1 3 0" 1 18 1027 5 30 164 133 149 114 94 Refer to ( - . 34 189 155 155 127 107 Plan) 38 270 216 155 209 168 Various 30 164 133 149 114 94 feoto PC-2 3'-6" 1x2 18 1027.5 34 189 155 155 127 107 R ply) 40 311 247 155 249 199 E-7 PC-3 4'-0" 3 18 1027.5 40 311 247 155 249 199 E-7.2 E-8.4 F-7.2 PG-4 4'-0" 2x2 18 1027 5 40 311 247 155 249 199 F-8.4 . G-7.2 G-8.4 C-14 1026.5 C-15 PC-6 5'-0" 4-3-4 18 40 311 247 155 249 199 D-14 1027.5 D-15 lam. Limited Geofechnicallnvestigation Proposed City Hal! Tower Seismic Retrofit Project San Bernardino, California Page 19 oj30 Table 4 -Pile Data Table for Existing Piles (continued) To of l P Ultimate Pile Capacity (kips) Gridline Pile Cap Pile Cap No, of Plie Diameter Pile Cap e t Length Static Seismic ~ TYpe Thickness Piles din) Elevation (ft MSL) eft) Comp Uplift Down- drag Comps Uplift G7 1027.5 G12 1026.5 C-13 P 7 5' 0" 4 3 18 40 311 247 155 249 199 D-7 G - x D-12 1027.5 D-13 GS C-9 PC-8 5'-0" 3-4-4-3 18 1027.5 40 311 247 155 249 199 C-10 C-11 D-8 D-9 PC-8 5'-0" 3-4-4-3 18 1027.5 40 311 247 155 249 199 D-10 D-11 Notes: 1. Seismic Capacities ushg Nstoricaay highest groundwater level at 1014 teat MSL with a neutral plane of 1010.2 A MSL for pile length of 25 feet, 995.4 ft MSL for pUe length of 30 ft, and 994.5 ft MSL for pile length of 34 to 40 fL 2 Post-IiquefacGon downward capacity with no downdrag after piles settled with surrounding ground. 3. Physkal elements of the piles such as lengths and diameters are excerpted from the pile schedule shown on the referenced plans and general notes reviewed, and they were not field verified try dus office. The results of our static analyses agree well with the recommended pile design capacity included in CHJ's report for friction piles. Of particular interest to this limited geotechnical investigation is the seismic pile capacity analysis. Our results indicate that the existing piles may lose their compressive toad-carrying capacity momentarily when the calculated downdrag induced by seismic settlement exceeds the skin friction provided by the pile length below the neutral plane in apost-liquefaction state. The existing piles are expected to behave as a `floating' pile and settle with the surrounding ground. Once the pile settles to less than % inch with the surrounding soils, downdrag is eliminated because of the absence of relative movement at the pile-soil interface. The project structural engineer should use the seismic downward pile capacity summarized in the above table together with the seismic settlement in evaluating the structural integrity of the City Hall Tower. No Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page ZO of 30 comparison can be made to the results of our seismic analysis, as none of the previous reports reviewed has included a detailed liquefaction analysis and seismic pile capacity study. 8.2 LATERAL PILE CAPACITY Lateral capacity evaluations were performed using the computer program LPILEPIUS S.0 for the existing 18-inch diameter CIDH piles. The lateral capacities are applicable to the cases where lateral loads are applied at the pile cap and are based upon the noted deflection at the pile cap for both free-head and fixed-head conditions at the pile head. Afree-head condition denotes freedom of both translation and rotation, while afixed-head condition denotes freedom of translation but fixed against rotation. The project structural engineers should verify the reinforcements and connection to determine the suitable pile cap condition. As the upper 15 feet of pile length is founded into non- liquefiable soils, and liquefiable soils at depths have no impact on lateral pile capacity, there will be no significant difference in static and seismic lateral capacities. Considering the possibility of concrete cracking, only half of the nominal moment of inertia of the CIDH piles is used in the analyses. The lateral capacity of pile groups in soils is normally less than the sum of individual piles in the group, unless the piles aze spaced in excess of 8 pile diameters on-center in the direction parallel to the loading. The group efficiency was considered in our analyses by scaling the soil resistance-displacement curves (P-y curves) through an average "p- multiplier" method based on the results of field load tests (Cattrans, 2003). As the existing piles are arranged in a group with a typical spacing of 4'/z feet, or 3 times pile diameter, group effects were incorporated in the analyses using an average `p-multiplier' of 0.55. A summary of the estimated lateral pile capacities with respected to the range of deflections at the pile cap is presented in the following table. Table 5 -Lateral Capacity of Existing 18-inch Diameter Piles Lateral Deflection of Lateral Load per Pile (kips) Pile Cap (in) Free-head Fixed-head ~/ 10 24 Yx 19 44 1 33 n 2 48 116 The lateral pile capacities at each deflection considered along with the associated bending moment and shear with depth aze presented graphically in Appendix D. Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page ll of 30 83 LOAD-DISPLACEMENT RELATIONSHIP Pile load test results indicate that soil resistances under lateral loads are mobilized at different rate of displacement. Instrumented full-scale field tests perfon~ned on piles had indicated that soil resistance is non-linear with respected to pile displacement and depths. This non-linearity increases even more substantially under cyclic loading during an earthquake event. Consequently, a linear analysis may drastically underestimate the pile displacements and levels of stresses in seismic events. The concept of application is to replace soils as a continuum with a series of discrete soil spring mechanisms in which their behavior can be described with a set ofload-displacement curves. The curves will depend on pile geometry, soil properties, and methods of loading. These curves are often obtained from correlating theoretical methods with full-scale field experiments so as to derive the necessary empirical factors. The relationship between lateral resistance and pile cap deflection is characterized by the development of p-y curves. The p-y curves are generated along the pile length at specified intervals near the top and bottom of each soil type in our idealized geologic profile by the pile analysis software LPILErcus 5.0. For intermediate depths, linear interpolation between given p-y curves are permitted. The p-y curves are presented in Appendix D. 8.4 LATERAL EARTH PRESSURE Lateral earth pressure against basement walls with granular backfill is presented in Table 6. Equivalent fluid weights are based on a bulk soil unit weight of 120 pounds-per-cubic-foot (pcf). Table 6 -Lateral Earth Pressures Backfill Incilnation Lateral Earth Pressure Condition Equivalent Fluid Weight (pci) L l At-rest 55 eve Passive 400 {ultimate) The at-rest lateral earth pressure is suitable for subterranean walls which are restrained from rotation. Lateral resistance can be provided by passive resistance against the basement wall, as the basement is above groundwater and thus, the upper soil is non-liquefiable. A factor of safety has not been applied to the estimated passive resistance above. For design under service loading conditions, the allowable resistance can be obtained by applying a factor of safety of at least 1.5 to the ultimate value. The allowable resistances may be increased by one-third for momentary f.~~i^J Limited Geotechnicallnvestigatton Proposed Ciry Hal! Tower Seismic Ret%fit Project San Bernardino, California Page 22 oj30 wind or seismic loads. The contribution of passive pressure should be based on the passive pressure mobilization curve suggested by Figure 46 of ASCE 41-06, which presents the spring stiffness of basement wall. Friction between the bottom of basement and the underlying soil should be neglected because of the potential seismically induced settlement. Consideration of seismic lateral earth pressure is deemed not necessary for the basement wall, as the difference in exterior grade on opposite sides of the basement is less than 6 feet. Furthermore, considering the existing basement of being just one level, the embedded surrounding soil and the basement is likely to move in phase. The recommended lateral earth pressures shown in Table 6 do not include hydrostatic forces (e.g., standing water in the backfill material) and other surcharge loads resulting from adjacent foundations, structures and traffic. Subterranean walls should have a drainage system to remove water and relief hydrostatic pressure. This drainage system is not field verified by URS. Thirty-five (35) percent and forty-five (45) percent of any uniform, areal surcharge placed within the influence zone, defined by an imaginary line projected at a 1:1 (horizontal to vertical) upward from the bottom of wall, should be added as a horizontal pressure over the entire height of an unrestrained and restrained wall, respectively. 8.5 SOIL CORROSIVITY Selected tests were conducted on two representative soil samples to evaluate if special precautions or considerations should be made with respect to materials in contact with soils. Specifically, the soil samples were tested to assess corrosivity parameters, which include pH, resistivity, sulfate and chloride content. The test results are summarized in the following table: Table 7 - Corrosivity Test Results Minimum Sulfate Chloride Semple Location Material pH Resistivity Content Content (Ohm~n) (ppm) (ppm) CPT-2 ML 8.5 - 18 180 CPT-2 SM 4.8 1,500 91 120 Based on result of the pH test, the soil environment can be acidic for concrete and metal in duect contact with the on-site soil. Generally, soil or water with a pH of 5.5 or less can react with the lime in concrete to form soluble reaction product that can leach out of concrete to form a more porous, weaker concrete. L ~, Limited Geotechnical Investigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 23 of 30 A commonly accepted correlation between electrical resistivity and corrosivity potential for ferrous metals is as the following: Below 1,000 ohm-cm 1,000 to 2,000 ohm-cm 2,000 to 10,000 ohm-cm Over 10,000 ohm-cm - Severely corrosive - Corrosive - Moderately corrosive - Mildly corrosive Our minimum resistivity test result indicates that the on-site soil maybe corrosive. High concentration of sulfate ions is deleterious to concrete when the ions react with lime in the concrete to form expansive products that cause the concrete to soften and crack. Based on Table 19 A-4 of the 2001 CBC, the sulfate concentration detected is at a negligible level. Excessive chloride ion from water or soil can lead to corrosion of steel reinforcement in concrete and steel structures by breaking down the oxide protective layer on the steel surface. The chloride test indicates that the chloride content present at the on-site soil is at a negligible concentration. Based on our corrosivity testing, the on-site soil may be corrosive for the existing deep foundation. We recommended that a corrosion engineer to be retained in order to determine the corrosive rate for the project site. Limited Geotechnical Investigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, California Page 24 of 30 9.0 CONCLUSIONS AND RECOMMENDATIONS 9.1 DISCUSSION Based on the findings of this site-specific limited geotechnical investigation, the project site is underlain by substantial thickness of loose to medium dense.alluvium. Our analysis following the implementation procedures recommended by the State of California through Special Publication ll7 to use the historically highest groundwater level at 1014 feet MSL indicates that these subsurface materials are potentially liquefiable. If these materials indeed liquefy under the design levels of ground motions, the existing pile foundations will momentarily lose its downward load- carrying capacity due to excessive downdrag and the piles are likely to. settle up to about 2 inches with the surrounding soils in the post-liquefaction stage. Although the downwazd pile capacity may be regained after the settlement is completed, the seismically-induced settlement can be in an uncontrolled matter. In addition, the settlement may introduce additional stresses to the superstructure and must be evaluated by the project structural engineers. However, groundwater is apre-requisite for the occurrence of liquefaction. The groundwater data summarized in Section 6.4 of this report show that groundwater level in the vicinity of the City Hall Tower is in a steady decline since 2000 and the current level is at 960.21 feet MSL, which corresponds to about 68 feet below the basement level. Case history indicates that liquefaction usually does not have significant impact or does not occur at depths greater than 50 feet. As a result, it is our opinion that the City Hall Tower should have no immediate danger of liquefaction-induced damages, provided that the groundwater level can be maintained at the current level, or lower. Seismic retrofit of existing buildings is usually on some prescribed performance criteria. The Structural Engineers Association of California and the Federal Emergency Management Agency (FEMA) have published performance based design procedures. 'These procedures implicitly imply various degrees of balancing decreasing initial construction cost but increasing risk of greater cost in repair after the event of a major earthquake. It is a matter of risk management for the City of San Bernardino to adopt its own seismic retrofit strategy, though upgrading to meet the life-safety performance criteria as defined in the current ASCE 41-06 is a common practice. 9.2 PRELIlI~VARY The following are our preliminary geotechnical recommendations for preventive or mitigation measures in the order of increasing construction cost. Limited Geotechnicallnvestigation Proposed City Nall Tower Seismic Retrofrt Project San Bernardino, California Page l5 of 30 9.2.1 Groundwater Monitoring Periodic groundwater level monitoring should be incorporated into the City's maintenance program before other alternatives are sought. This low-cost passive measure does not mitigate the seismic hazard of liquefaction. However, through close monitoring, the City can gain valuable lead time in incorporating more active measures, particularly when the project site is in no immediate danger of liquefaction. Because of its close proximity, the USGS well 1 S4W l OB4S can be used for monitoring purpose and its data is available online through the USGS website. Considering the low probability of occurrence of the design ground motions, we recommend a threshold of 50 feet below the basement level, or elevation 978.5 feet MSL to be used in the monitoring. If this threshold is approach or crossed, other active measures listed in the following subsections should be considered. 9.2.2 Groundwater Practice If groundwater monitoring indicates that the water level is rising steadily from the current level, the water level can be regulated through local water practice. By maintaining a low groundwater level, this cost-effective active measure eliminates the pre-requisite for liquefaction. A threshold level of 60 feet below the basement level, or elevation 968.5 feet MSL can be used for reference in lowering the groundwater through active pumping. This water level can even be mandated for the local water district through legislative action, which is not unprecedented. We do not anticipate any potential problem of settlement associated with the active pumping, as the current water level is already below the recommended threshold. 9.2.3 Compaction Grouting If lowering the water level by active pumping proves to be ineffective, or the City wants a maintenance-free program to meet SP 117 requirements, compaction grouting can be a feasible alternative. Compaction grouting is a ground improvement method consisting of injecting fluid- like grout into ground under pressure at pre-defined grouting points. The pressurized grout improves the potentially liquefiable soils through densification and cementation. Based on our findings, the depth of grouting should be at least 30 feet below the basement level. The minimum improvement area should be 15 feet beyond the building footprints per Special Publication 117. The improved soils should be post-construction tested to verify the consistency of the end- pmduct. We estimate that the cost of compaction grouting for the project can be on the order of $1 million to $2 million. The estimates are for conceptual planning purpose only, as they are not based on any detailed cost analysis. If compaction grouting is selected as an alternate scheme, we can provide appropriate design parameters upon request. 9.2.4 Micropiling If the project structural engineers determine that the project requires additional foundation elements, a micropile system may be a feasible pile type alternative. While it is more desirable to 1, Limited Geotechnicallnvestigation Proposed City Hall Tower Seismic Retrofit Project San Bernardino, Cafifarnia Page 26 of 30 use a deep foundation system similar to the existing CIDH piles, it is possible that such a pile foundation system may not be feasible because of access of pile installation equipment. Micropiles are small diameter, drilled and grouted piles with high vertical capacity, which are ideal for a situation where high vertical capacity are needed in areas with restricted vertical clearance, or difficult access. Micropiles are drilled in elements typically ranging from 6 to 12 inches in diameter, which typically consist of steel casing, steel reinforcement and cement grout. Micropiles derive capacity in the ground from side friction and perform very well in both compression and tension. However, because of its small diameter, micropiles' lateral capacity is nevertheless limited as compared to CIDH piles. Considering the deep liquefaction profile at the project site, micropiles should be used in combination with any aforementioned mitigation measures to avoid excessive pile length. If micropiles are selected as an alternate scheme for mitigation, we can provide additional design parameters upon request. 0 Limited Geoteclnrical Grnestigation Proposed Cin• Hall Tower Seismic Retrofit P~nject San Bernardino. California Page 27 of 30 10.0 LIMITATIONS URS warrants that our services are performed within the limits prescribed by our clients, with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended in this report. 000 - [t has been a pleasure to assist you with this project. We look forward to being of further assistance as construction begins. Should you have any questions regarding this report, please contact us. Very truly yours, ~- Andrew Lee, P.E., Geotechnical Task Reviewed by: t`3o. 2616 ~, !0l30/08 Ho. 508 William J. O'Braitis, P.G., C.E Senior Engineering Geologist Garry Lay, P.E., G.E. Principal Engineer Manager of L.A. Geo L'Zi^~ Limited Geotechnicallnvestigation Proposed City Hal! Tower Seismic Retrofit Projecl San Bernardino, California Page 28 of 30 11.0 REFERENCES 1) Armstrong-Ulmer and Gruen Associates, Inc., a Joint Venture, Structural Plans, City Hall Building and Exhibit Hall, dated July 8, 1970. 2) ASTM (American Society for Testing and Materials}, Annual Book of ASTM Standards ", Section 4 -Construction, Volume 4.08 -Soil and Rock (I): D 420 - D 4914, West Conshohocken, PA, 1999. 3) Bartlett, S. F. and Youd, T. L, Revised MLR Equations for Predicting Lateral Spread Displacement, Proceedings of the 7'~ US-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures against Soil Liquefaction., 1999. 4) John R Byerly, Inc. (JBI}, Review of Liquefaction Potential, City Hall, 300 N. D Street, San Bernardino, California, dated January 14, 1991. 5) JBI, Ground Water Monitoring Wells, Various Locations within San Bernardino, California, dated March 12, 1982. 6) California Geological Survey, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, 1997. 7) California Building Code, Volume 2 (2001-CBC). 8) Caltrans, Lateral Load Tests of Pile Groups Lead to Improved Design Recommendations, The GeoResearch Group Research Notes, GRG Vol. 1, No. 6, May 2003. 9) Cao T, Bryant W.A., Rowshandel B, Branum, D. and Wills, C., The Revised 2002 California Probabalistic Seismic Hazard Maps, June 2003, available on California Geologial Survey website. 10) CHJ Materials Laboratory, Inc. (CHJ), Foundation Investigation, Civic-cultural Center Development, San Bernardino Central City Project, San Bernardino, California, dated December 17, 1968. l 1) Fang, H.Y. et al, Foundation Engineering Handbook, Second Edition, Van Nostrand Reinhold, 1991. ~J Limited Geotechnical Investigation Proposed Ciry Hall Tower Seismic Retrofit Project San Bernardino, California Page 30 of 30 24) Tokimatsu, K. and Seed, H.B., Evaluation of Settlements in sand due to Earthquake Shaking, Journal of Geotechnical Engineering, ASCE, Volume 113, No. 8, 1987. 2S) Youd, T. L. and Idriss, I. M., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquejat:tion Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 127, No. 4, Apri12001. FIGURES Project Site (1983) x gym..:.,. crs. e.urAra~ r.~a, ~, .P.p,~...mx~ b.~. VICINITY ME1P San Bernardino City Hall Seismic Retrofit 300 North D Street San Bernardino, California Figure 1 Q ui rn rn rn c 0 ca U v c to m a~ Q m m rn rn 0 ca U v c to m m Q Tanaj eas anoge ~aa,} az ~Tana~ ~a~eM 3o apn~T~jy ~:. m ( ~ ~ ~ ~ ~ ~~I~~ ~ _ m i ~~~i ~ ~ N i 1 c ~ I ~ . ~ ~ ~ Q I ~ ~ i ~ { ~ ~: C Q ~ ~ ~ N H ` i I ~ I I ~ ~ 4 ~ ~ ~ ~ ~ { ~ ~ ~ '~--~^~ m N ~ I ~ ~ ~ r ~ ~ n ° J ~ ~ ~ ~ m o ~ ( ~ ~ ~ ~ ~ I T ~ ~ t , I ~ i !~ ~ ' I ~ r I I ! ~ I ` I ~ ~ ~ 0 r c0 i ~ ~ ~ "~ _ ~...._. ~ -~-~ ; ---------- ~ ti ~ .<~ ~ c ~ ~ ~ ~ ' { ~ ~ I ~ I ~ ~ ~ { f j ~ ! ~ F N N ~ ~ Q Q ~ ~ m. e~p~,InS puei hoTaq ~aa,~ ur ~Tana~ ~a~eM.puno~g D ~~ ~N d~ i a •v C a O Ln C7 a~ ~n w Pore Pressure Dissipation Tests (PPDT) Pore Pressure Dissipation Tests (PPDT's) conducted at various intervals measured hydrostatic water pressures and determined the approximate depth of the ground water table. A PPDT is conducted when the cone is halted at specific intervals determined by the field representative. The variation of the penetration pore pressure (u) with time is measured behind the tip of the cone and recorded by a computer system.. Pore pressure dissipation data can be interpreted to provide estimates of: Equilibrium piezometric pressure • Phreatic Surface • In situ horizontal coefficient of consolidation (ch) • In situ horizontal coefficient of permeability (ka,) In order to correctly interpret the equilibrium piezometric pressure and/or the phreatic surface, the pore pressure must be monitored until such time as there is no variation in pore pressure with time, Figure PPDT. This time is commonly referred to as t1pQ, the point at which 100% of the excess pore pressure has dissipated. A complete reference on pore pressure dissipation tests is presented by Robertson et al. 1992. A summary of the pore pressure dissipation tests is summarized in Table 1. Pore pressure dissipation data is presented in graphical form in Appendix PPDT. w_~..~..~.. tip. w-~~~ °~°ai.w.i~r~ym~ ~1' u w _.~._ 4 -ems.. ~ n~• 0 tlms water = ~ cone - H water where Hwater = Ue (depth units) Useful conversion Factors: 1 psi = 0.704m = 2.31 feet (ureter) 1 taf = 0.958 bar = 13.9 psi 1 m = 3.28 feet Figure PPDT APPENDIX A CONE PENETRATION TEST RESULTS GREGG IN SITU, INC. ~ ~ ~ GEOTECHNICAL AND ENVIRONMENTAL INVESTIGATION SERVICES Juty 25, 2007 URS Attn: Andrew Lee 915 Wilshire Blvd., Suite 700 Los Angeles, California 90017 Subject: CPT Site investigation San Bernardino City Hall San Bernardino, California GREGG Project Number: 07-118SH Dear Mr. Lee: The following report presents the results of GREGG Drilling & Testing's Cone Penetration Test investigation for the above referenced site. The following testing services were performed: 1 Cone Penetration Tests (CPTU) 2 Pore Pressure Dissipation Tests (PPD) 3 Seismic Cone Penetration Tests (SCPTU) 4 Resistivity Cone Penetration Tests (RCPTU) ^ 5 WIF Cone Penetration Tests N~~~) ^ 6 Groundwater Sampling (GWS) ^ 7 Soil Sampling (SS) 8 Vapor Sampling (VS) ^ 9 Vane Shear Testing Nom) ^ 10 SPT Energy Calibration (SPTE) ^ A list of reference papers providing additional background on the specific tests conducted is provided in the bibliography following the text of the report. If you would like a copy of any of these publications or should you have any questions or comments regarding the contents of this report, please do not hesitate to contact our office at (562) 427-6899. Sincerely, GREGG Drilling & Testing, Inc. Peter Robertson Technical Operations 2726 Walnut Ave • Signal HIII, California 90755 • (562) 427-6899 • FAX (562) 427-3314 OTHER OFFICES: SAN FRANCISCO • HOUSTON • SOUTH CAROLINA w~vw eretiedrillinrt.wm zU FBI C7 m O F W 0 a ca a _V ~U F O w W f6 p1 C .0 C O a~i H c 0 a c a~ a QC V .~ a~ ~ ~ m ~ ~ " a` P1 ~ a`~ off o ~ a c ~n 0 `$ :~ t Q_ a~ ~p a~ Q ~ N ~ ~ ~ M O O M f7 ~ ~ ~ ~ O v O N L N ~ ~„~ Q O ~~+ 16 ~ 3 ~ c w o " C7 _ o ~ a~ a Q. O ~7 '' a ~ v LA Lfl .-~ Lf'1 ~D N ~ .~ `" ~ 0 0 ~ ~ N N N n n n ~ c C ~ C ~ ~ ~ s o N ° o in ~~ ~ U ~ ., M M r N e e e • a e~ n~ N .-. vii OF • ~ ~x ~. 0 a U~ x a~ 0 ~° o • W Q' tF~ ~ O a a e n N EGG Cone Penetration Test Data & Interpretation ~~^^~ Soil behavior type and stratigraphic interpretation is based on relationships between cone bearing (q~), sleeve friction U), and pore water pressure (uz). The friction ratio (R~ is a calculated parameter defined by 100f~1q~ and is used to infer soil behavior type. Generally: Cohesive soils (clays) • High friction ratio (RJ) due to small cane bearing (q~) • Generate large excess pore water pressures (uz) Cohesionless soils (sands) Low friction ratio (Rf) due to large cane bearing (q~) Generate very little excess pore water pressures (uz) A complete set of baseline readings are taken prior to and at the completion of each sounding to determine temperature shifts and any zero load offsets. Corrections for temperature shifts and zero load offsets can be extremely important, especially when the recorded loads are relatively small. In sandy soils, however, these corrections are generally negligible. The cone penetration test data collected from your site is presented in graphical form in Appendix CPT. The data includes CPT logs of measured soil parameters, computer calculations of interpreted soil behavior types (SBT), and additional geotechnical parameters. A summary of locations and depths is available in Table 1. Note that all penetration depths referenced in the data are with respect to the existing ground surface. Soil interpretation for this project was conducted using recent correlations developed by Robertson, 1990, Figure SBT. Note that it is not always possible to clearly identify a soil type based solely on q~, f, and uz. In these situations, experience, judgment, and an assessment of the pore pressure dissipation data should be used to infer the soil behavior type. a c m ZONE Qt/N SBT 1 2 Sensitive, fine grained 2 1 Organic materials 3 1 Clay 4 ...r....__... 5 1.5 __ _-- 2 Silty clay to clay Clayey silt to sll cla 6 2,5 `"' ` Sand silt to cla a silt 7 3 Silty sand to sandy silt 8 4 Sand to silty sand 9 5 Sand _ __ 10 6 Gravel sand to sand 11 1 Very stiff Flne grained* 12 2 Sand to clayey sand* *over consolidated or cemented Figure SBT Frldion Ratlo (96), Rf