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HomeMy WebLinkAbout2010 CASSIA RD; ; CB062740; Permit11-20-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB062740 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Area 2010 CASSIA RQCBAD RETAIN 2150202600 Lot # $167,040 00 Construction Type 0 NEW ALL CATS HOSPlTAL-7,280 SF KEY STONERET WALL & 2000 SF MASONRY RET WALL Status Applied Entered By Plan Approved Issued Plan Check# Applicant GEOGRIDINC 1295 DISTRIBUTION WY VISTA CA 92083 76509-0079 Owner FRANZ-YUT ELCAMINO REAL L L C 2710 LOKERAVEW #100 CARLSBAD CA 92010 ISSUED 09/26/2006 RMA 11/20/2006 11/20/2006 Inspect Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee j Additional Fees TOTAL PERMIT FEES $756 00 $000 $491 40 $000 $1670 $000 $000 $000 $000 $1,264 10 Total Fees $1,264 10 Total Payments To Date $1,264 10 Balance Due $000 BUILDING PLANS LN STORAGE ATTACHED Inspector FINAlAP, Date Clearance NOTICE Please take NOTICE thai approval ol your project includes the "Imposition of lees, dedications reservations or other exactions hereafter collectively referred to as 'fees/exactions " You have 90 days from the date this permit was issued to protest imposition of these fees/exactions tf you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been qiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 Plan Ck Deposit Validated B Date Address (include Bldg/Suite f»Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total ff of units Assessor's Parcel #Existing Use Proposed Use ,jy •= ^ # of BedroomsDescription of Work #of Stories tt of Bathrooms %f™ /&$r7?t£#7?6/u flti Name Address ~ ' City 1 QO^gent for O-wnoT I//5/3 O/J State/Zip Telephone #FaxC Name Address City State/Zip Telephone » '^ii,^CO~NTlUxcTOR^Co7i^AT^Y^ t-1^!§Xj?'*hi'V '"^^IM^'••'** ''^lu?'E'*~'*!!2iti^*F5rT«^^^r^^ (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel ot that he is exempt theiefiom, and the basis foi the alleged :emption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500!) UJfla. t>\iOTirti /ML. I2#$ faflMfrlltoJ Itfh Vis ft) PflftePI City State/Zip ty Business Lican.se If Designer Name State License # N / ^ -TVftT*-!-**1" f ~\"'!rj'^5fSU .•4"3:^ ^"1^1 1 TfJ *™^ •^i-^j 'VJ''^ '"%?-• " lfl'"l"ttVL "'•' ^'rriT-n- *n^rf •*% '^•^-Tt^-T'vr''»H-'»^v3'-~tij;-K-T-i^ — - ""tTi n'jiWMt~.f""-*_>»<*i*[ ^Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations i~l I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which, this permit is issued 13— I have and will rfiaintam workers' compensation, as required by Section 3700 of the Labor Code, for the performance lot the work for which this permit isc^^ /issued My worker'sjcompensation insurance carrier and policy number are . _^^ / Insurance Company UjlU^Nl fr ^flfrffpf _ ^Policy No \QN *?H%$2>& Q X Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [91001 OR LESS) f~] CERTIFICAULQFJ EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to becom&'stjbject to th&^Workers' ComparisStion Laws of California WARNING Failure /o-TOWJre workenr^omaensatten coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thouaarld dollais (^CoOu/?), In addmpi to tne cost-pf compensation, damages as provided for in Section/3706 of the Labor code. Interest and attorney's fees SIGNATURE ' ^> _ TNDATE 9f&/fi> ^fSf* ' ^*2 v, :. . rj^i" E, .l^HH^ilf^ ^S^S';c^iS!:^H^^j ^ hereby affirm\tut I am exempt ftarn the ^ontraafor's License Law for the following reason D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 704-4, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law) Q I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES DNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person tfwml to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) __ .._,. PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? CD YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES CD NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIH POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S ADDRESS _ >.~1SCH^ ~ «**»-t*Wi-ift* *^^,*4y-^ LENDER'S NAME irsiii.T™1PJ!?*E~' •ar*3Ti'f T"™"ssasafiauui.r'' "&Sa/-sauc I certify that I have redd the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is requtrecTfof^Bxcavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permiMssued by thebuilding Official/JflderThe provisions of this Code shall expire by limitation and become null and void If the building or work authorized by such permit is; not commefjcTld within 1 JO d^fromJJig_daje of such permit or if the building or work^authonzed by such permit is suspended or abandoned at any lime after the work is commenced fang penoq APPLICANT'S SIGNATURED ^f^V"- (^- yu**v>^—^ ^j DATE LLOW Applicant PINK Finance' City of Carlsbad Bldg Inspection Request For 05/24/2007 Permit* CB062740 Title ALL CATS HOSPITAL-7,280 SF KEY Description STONERET WALL & 2000 SF MASONRY RET WALL Inspector Assignment PC Type RETAIN sub Type Job Address 2010 CASSIA RD Suite Lot Location APPLICANT GEOGRIDINC Owner HARRIS-YUT L L C Remarks ; FIRSTAM PLEASE } Phone 8585831509 Inspector Total Time CD Description 63 Walls Requested By JEFF Entered By JANEAN Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description 02/02/2007 66 Grout 01/26/2007 01/23/2007 01/16/2007 01/16/2007 61 Footing 62 Steel/Bond Beam 61 Footing 98 BMP Inspection Act Insp Comments AP PC WALL B AP PC AP PA PC PC CO PC SILT FENCES NOT INSTALLED redone engineering me September 13, 2006 W 0 #272-020 City Engineer City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 Subject Special Inspector Certification All Cats Hospital (Cassia Professional Offices) City of Carlsbad, California Dear City Engineer Full-time, continuous special inspection is required during the construction of the All Cats Hospital (Cassia Professional Offices) Keystone retaining walls per ICC- ES Legacy Report ER-4599, section 2 5 Southern California Soil & Testing, Inc is currently the Geotechnical Engineer of Record on the project and will be performing the special inspection Please provide written confirmation prior to the start of construction that Southern California Soil & Testing, Inc is certified by the City of Carlsbad to perform the required special inspection Should you have any questions or comments please contact the undersigned at your convenience ^> L Respectfully submitted, ^° Red One Engineering, Inc latthew M RCE #68429 1295 distribution way, vista, California 92081 phone 760 410 1665 facsimile 760 509 0078 •matt@red1 engineering com EsGil Corporation In <PartnersAip -with government for (Bui&fing Safety \ DATE 11/15/06 \ a APPLICANT JURISDICTION City of Carlsbad Tp PLAN-REVIEWER PLAN CHECK NO 062740 SET II PROJECT ADDRESS 2010 Cassia PROJECT NAME Retaining Walls (Cassia Professional Offices) XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by . A j Fax # - - TelephoneMail Fax In X] REMARKS City to approve WJrspecial inspection program By David Yao Esgi! Corporation D GA D MB D EJ D PC 11/8 Enclosures trnsmt! dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 Q APPLICANT "3URIS" CT~PCANREVIEWER Q FILE EsGil Corporation In Partners Rip witA government for Quitting Safety DATE 10/6/06 JURISDICTION City of Carlsbad PLAN CHECK NO 062740 SET I PROJECT ADDRESS 2010 Cassia PROJECT NAME Retaining Walls (Cassia Professional Offices) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X] The applicant's copy of the check list has been sent to Luis Martinez 1295 Distribution Way Vista CA 92081 Esgil Corporation staff did not advise the applicant that the plan check has been completed X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted' Luis martinez Date contacted /on/oG>(by \c^ ) Mail Telephone •/ Fax.X In Person REMARKS By David Yao Esgil Corporation D GA Q MB D EJ D PC Telephone # 760-509-0079 x2 Fax # 760-509-0078 Enclosures 9/28 tmsmtl dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 City of Carlsbad 062740 10/6/06 GENERAL PLAN CORRECTION LIST JURISDICTION City of Carlsbad PROJECT ADDRESS- 2010 Cassia DATE PLAN RECEIVED BY ESGIL CORPORATION. 9/28 REVIEWED BY David Yao PLAN CHECK NO. 06274O DATE REVIEW COMPLETED. 10/6/06 FOREWORD {PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9*320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes a NO City of Carlsbad O62740 10/6/06 1 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building which adopt the 1997 UBC 2 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL MASONRY • DESIGNER-SPECIFIED • OTHER 3 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 4 Provide a copy of the complete proiect soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 ' 5 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 6 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section 106 3 3 7 Investigate the potential for seismically induced soil liquefaction and soil instability in • seismic zones 3 and 4 Section 1804 5 8 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report) 9 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The utility trenches have been properly backfilled and compacted, and b) The foundation excavations comply with the intent of the soils report " City of Carlsbad O6274O 10/6/06 10 The calculation for the retaining walls shows keystone wall and dry stocked masonry wall The wall site plan appears to show the location of the keystone walls only Please clearly identify the location of the dry stocked masonry wall 11. The calculation for the dry stocked masonry wall shows the calculation is for footing design only Where is the calculation for the masonry wall? Please clarify 12 Provide soil report to justify the parameters used in the keystone wall (q=125 pcf f=32) 13 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 14 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q Yes a No 15 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation Thank you City of Carlsbad 062740 10/6/06 City of Carlsbad — if" ^^•^^•W^MWV^^MBMliP*'^^^^^^^^^^^^^^^^^^^^^^^^Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No O62740 Job Address or Legal Description 2010 Cassia Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) City of Carlsbad O6274O 10/6/06 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: &Q \O CA ££»1 f\ PLAN CHECK NUMBER.OWNER'S NAME: I, as the owner, or agenl of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, w/JI be responsible for employing the special inspectors) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed 1. Ust of work requiring special inspection: Q Soils Compliance Prior to Foundation Inspection n Structural Concrete Over 2500 PSI H] Prestressed Concrete l~l Structural Masonry j~l Designer Specified D Field Welding D High Strength Bolting CU Expansion/Epoxy Anchors Sprayed-On Fireproofing ^ Other 2. Name(s) of individuals) orfirm(s) responsible for the special inspections listed above: A. 3. Duties of the special inspectors for the work listed above: A. CC- Special inspectors shall cnack m with the City and present flieir credentials for approval pngrjg beginning work on the job site. LDO'd City of Carlsbad 06274O 10/6/06 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO O62740 PREPARED BY David Yao DATE 10/6/06 BUILDING ADDRESS 201O Cassia BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION retaining walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 9280 cb Valuation Multiplier 1774 By Ordinance Reg Mod VALUE ($) 164,627 164,627 $746 76 Plan Check Fee by Ordinance Type of Review Repetitive Fee Repeats 0 Complete Review D Other .—i Hourly Structural Only Hour* Esgil Plan Review Fee $485.39 $418 19 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore,.-any changes to these items after this date, including field modificationsTtmust be reviewed by this office to insure conJu-Tued cpnformance with applicable codes Please review carefully all comments attached, as failuc^to resulWn su ply withinstructions in this report/ ion^pfpermit to build NIAL the attached report of deficiencies mapRe/i with O^ake necessary corrections to plans or ^specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME KATHLEEN M FARMER Ctty of Carlsbad ADDRESS 1635 Faraday Ave Carlsbad, CA 92008 PHONE (760) 602-2741 H \WORD\DOCS\CHKLSTWelaminQ Wall Building Planchecfc CWiSt Form KF HOC 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 602-272O • FAX (76O) 602-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS Q Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines 2 Show on site plan A Drainage Patterns B Existing & Proposed Slopes C Existing Topography D Easements E Retaining Wall (location and height) Q Q Q Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut _Fill Import/Export (Grading Permit and Haul Route Permit may be required) 4 Project does not comply with the following Engineering Conditions of approval for Project No Conditions were complied with by Date MISCELLANEOUS PERMITS Q Q Q 5 A RIGHT-OF-WAY PERMIT is required to do work tn City Right-of-Way and/or private work adjacent to the public Right-of-Way A separate Right-of-Way issued by the Engineering Department is required for the following Please obtain an application for Right-of-Way permit from the Engineering Department Page 1 H \WOPD\DOCSftHKL.ST\Relairing Wall Building Plancheck Cklist Form DR doc Rev 6/26/98 PLANNING/ENGINEERING APPROVALS 06-2.7*0-DAT! RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CMMNO RIAL CARLSKAP COMPANY STOR19 VILLACB FAIR! coMPun opnci BUILDING OTHER (ln?m<viu\j PLANNER DAT! / &/<//0t t I ENCINEIR DATE ZBINPeiM • CflfiT€R * SOUD€RS October 12, 2006 Mr Matt Merritt Red One Engineering 1295 Distribution Way Vista, CA 92081 Reference: All Cats Hospital - DSM Retaining Walls - Carlsbad, CA Job Number: P-0798-06 f Subject: Response to structural plan review letter by Mr David Yao of Esgil Corporation, dated October 6, 2006 Mr Merritt, The following is intended to respond to the above referenced letter that is attached The list of responses is only for those portions that relate to the DSM retaining walls We have reference who will submit other items of the review letter 1 Please refer to the revised plan The required note has been added 2 The required special inspection notes are included on the plan The notes are listed under the "Special Inspections" section of the project general notes 3 We have completed the special inspection form to be forwarded by the owner 4 To be provided by Owner 5 The near source has been added to the general notes portion of Sheet S1 6 Please refer to the revised plan The required notes have been added 7 This information is included in the geotechnical report prepared by SCS&T to be submitted by the owner. 8 To be provided by owner 9 Please refer to the revised plan The required note has been added 10 Red One Engineering is to clearly note the locations of the DSM and Keystone retaining walls W121 SESunnyside Rd Suite 205, Ciackamas, OR 97015 • P 503 6592205 • F 503 6592433 Bend • Klamath Falls • Portland €NGIIM€€RINGj; 11 Pages 2 and 3 of the original structural calculation pages provide the design of the Vista DSM wall The Enercalc output is used for the foundation design only Please refer to pages 2 and 3 for the design of the Vista DSM 12 Red One Engineering will provide the soils report to the plan checker I trust that all of the above information is adequate for approval of this wall submittal If you have any additional questions or concerns, please contact this office Expires; Dec, 31,2 10121 SESunnyvideRd Suite 205, Clackamas, OR 97015 ' P 5036592205' F 503 659 2433 Bend • Klamath Falls • Portland 2 I \ / City of Carlsbad O6274O 1O/6/06 1. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building which adopt the 1997 UBC. 2. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec, 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL MASONRY • DESIGNER-SPECIFIED • OTHER 3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106.3.5. Please complete the attached form. 4. Provide a copy of the complete project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. In Seismic Zone 4, each site shall be assigned a near-source factor. Identity this value in the soils report and on the plans. Section 1629.4.2 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. s 7. Investigate the potential for seismrcally induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 '8. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). 9. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that; a) The utility trenches have been properly backfilled and compacted, and b) The foundation excavations comply with the intent of the soils report." I.OO/ MO'd City of Carlsbad O6274O 10/6/06 10. The calculation for the retaining walls shows keystone wall and dry stocked masonry wall. The wall s'rte plan appears to show the location of the keystone walls only. Please dearly identify the location of the dry stocked masonry wall. The calculation for the dry stocked masonry wall shows the calculation is for footing design only. Where is the calculation for the masonry wall? Please clarify. 12. Provide soil report to justify the parameters used in the keystone wall. (q=125 pcf f=32) J 13. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. J 14. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Q Yes D No 15 The junsdlction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. too/ „««.* ?<*•,** BZ:£.T; oooz-gz-dss City of Carlsbad 062740 10/6/06 City of Carlsbad " " ' wf ' "•'"'^^•^^••^•••••••^^^•^^^^^^^^^^^^^••i^^^HBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPEQAL INSPECTION Do Not Remove From Plans plan Check No. 062740 Job Address or Legal Description 2010 Cassia Owner Z-W^.- PC Address Z-"/Q lOltGI^ Al£- ILL* cA^&ft-o, CAr &TL& i o You are hereby noticed that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diegos Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) ZQO'd 9AQT 099 898 "dHOO 1IOS3 Q1-Z1 900S-OI-J.OO eoo'd TVIOI City of Carlsbad 062740 10/6/06 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION:A- PLAN CHECK NUMBER: (hCv 7.7 *j QOWNER'S NAME: F%ftA)fc" I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I. or the architect/engineer of record, will be responsible for employing trie special inspectors) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed S, as the engineer/architect of record, certify that 1 have prepared the following special inspection program as required by UBC Section 106.3.5 forthe construction project located at the site listed above. 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PSl Prestressed Concrete D Structural Masonry D Designer Specified Expires-Dec, 31,20 n Field Welding D High Strength BoltingBExpansion/Epoxy Anchors Sprayed-On Fireprooflng U Other Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: 3. Duties of the special inspectors forthe work listed above: A. Special inspectors shall check in wim the City and present their credentials for approval pnylo beginning work on the job site. 9i9T 093 998 '(MOO 3002-OT-J.OO one engineering me Keystone Retaining Wall Structural Calculations for All Cats Hospital (Cassia Professional Offices) City of Carlsbad, California October 30, 2006 WO #272-020 Prepared by Matthew M Merntt, P E Red One Engineering, Inc 1295 Distribution Way Vista, Ca 92081 Prepared for Geogrid Retaining Wall Systems, Inc 1295 Distribution Way Vista, Ca 92081 redone engineering me October 30, 2006 W O #272-020 Geognd Retaining Walls Inc 1295 Distribution Way Vista, CA 92081 Attention Mr Forrest Armentrout Subject Keystone Retaining Wall Structural Calculations All Cats Hospital (Cassia Professional Offices) City of Carlsbad, California Please find enclosed the structural wall calculations for the All Cats Hospital (Cassia Professional Offices) Keystone retaining walls The walls were designed using the KeyDraw design software, version 1 0 2 based on Rankme (modified) methodology, developed by Keystone Retaining Wall Systems, Inc The Keystone retaining wall has been designed for internal and external wall stability only The Geotechnical Engineer of Record shall confirm site global stability The General contractor/developer shall coordinate the installation of all subterranean construction within the reinforced zone Red One Engineering, Inc shall be consulted prior to any excavation within the reinforced zone All efforts shall be made too coordinate the installation of subterranean features during wall construction to limit future disturbance of the geognd reinforcement Keystone Retaining Wall Systems are active systems and may exhibit slight movement or creep over time as the geognd reinforcement elongate to develop full tensile resistance The owner should be aware that structures and pavement placed within the reinforced or retained zones of the wall may undergo movement that can lead to surface cracking It is recommended that the compacted soil in the reinforced and retained zones be allowed to consolidate for a time up to 45 days to allow for the elongation of the geognd reinforcement This will allow for any slight movement or creep to occur before placement of structures or pavement on top of the fill and further mitigate the possibility of surface cracking It is also recommended a maintenance program be implemented by the property owner to monitor and repair any cracking in the finished surface above the Keystone retaining wall to prevent water infiltration and hydrostatic pressures Soil design parameters are based on the Geotechnical Investigation by Geocon, Inc dated December 16, 2004 Request for Soils Parameters by Southern California Soil & Testing, Inc dated September 22, 2006 has been included with this submittal The current Geotechnical Engineer of Record, Southern California 1295 distribution way, vista, California 92081 phone 760 410 1665 facsimile 760 509 0078 matt@red1 engineering com Soil & Testing, Inc , shall be observing the wall installation to satisfy the special inspection requirements as noted on the Title Sheet and Notes of the Keystone Retaining Wall Plans Please contact the undersigned with any questions regarding the Keystone Retaining Wall Structural Calculations or the Keystone Retaining Wall Plans Sincerely, Red One Engineering, Inc Matthew M Merritt RCE #68429 1295 distribution way, vista, California 92081 phone 760 410 1665 facsimile 760 509 0078 matt@red1 engineering com ABBREVIATIONS: f c g Tuit RFcr RFd RFld LTDS FS Tai Tel ' scc NOTE: = soil internal friction angle = soil cohesion value = soil unit weight in pounds per cubic foot = ultimate tensile strength = creep reduction factor = durability reduction factor = installation damage reduction factor = long term design strength = factor of safety = allowable tension = peak connection tension = serviceability connection tension = pullout soil interaction coefficient = direct shear soil interaction coefficient Please reference calculation case number located in bold print on the middle right hand side of the KeyCAD output page with corresponding case number located on the Keystone retaining wall profiles. WALL #1 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method Ranktne-w/Batter (modified soil interface) Date 08/31/2006 Designer* MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration - 0 15 g Vertical Acceleration -OOOg Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties 1 50/1 13 overturning 2 00/1 50 shear 150 connection 150/1 13 bearing 2 00/1 50 bending 1 50 Reinforcing Parameters Strata-Grid Geogrtds Tult RFcr RFd RFtd LTDS FS Tal Ci Cds SG200 3000 161 110 105 1613 150 1076 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 441 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 5 Wall Batter 0 00 deg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results. Sliding Overturning Factors of Safety 1 99/2 72 4 14/6 01 Calculated Bearing Pressure 717/765 psf Eccentricity at base 0 26 ft/0 39 ft Reinforcing (ft & Ibs/ft) Calc Layer Height Length Tension Remf Type 2 267 45 152/245 SG200 1 067 45 257/363 SG200 Reinforcing Quantities (no waste included) SG200 1 00 sy/ft f Bearing 1750/1564 Shear 925/883 Bending 293/1 75 Allow Ten lai 1076/1847 ok 1076/1847 ok Pk Conn Tel 599/799 ok 746/995 ok Serv Conn Tsc N/A N/A Pullout F_s 2 77/7 38 ok 5 51/3 12 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project- ALL CATS HOSPITAL Project No. 272-020 Case WALL#1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer. MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus 7 Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 Reinforcing Parameters1 Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 1 50/1 13 1 50/1 13 Cds 3000 1 61 1 10 1 05 1613 1 50 1076 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 613ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 84/2 18 316/385 Calculated Bearing Pressure 1088/1225 psf Eccentricity at base 0 51 ft/0 74 ft Reinforcing (ft&lbs/ft) Calc Tension Remf Type Case Case 7 Wall Batter 0 00 deg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Bearing 11 52/940 91/144 SG200 200/254 SG200 267/351 SG200 258/360 SG200 Reinforcing Quantities (no waste included) SG200 222sy/ft Allow Ten Tal 1076/1847 ok 1076/1847 ok 107 6/1847 ok 1076/1847 ok Shear 675/655 Pk Conn Icl 578/771 ok 676/902 ok 823/1098 ok 872/1163 ok Bending 3 95 /2 38 Serv Conn Tsc N/A N/A N/A N/A Pullout F_S 2 64/1 33 ok 3 58/2 26 ok 7 05/4 29 ok 9 29/5 32 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method' Rankme-w/Batter (modified soil interface) Date- 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type. Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 Reinforcing Parameters- Strata-Grid Geogrids Tult RFcr RFd RFtd LTDS FS Tal SG200 3000 1 61 1 10 1 05 1613 1 50 1076 1 50/1 13 1 50/1 13 Ql 080 Cds 080 A Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 7 35 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 100 00 ft Case Case 8 Wall Batter OOOdeg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 1 97/2 18 Calculated Bearing Pressure 1290/1447 psf Eccentricity at base 0 57 ft/0 84 ft Reinforc ing (ft & ibs/ft) Calc Tension 82/754 190/271 427/522 502/640 Reinforcing Quantities (no waste included) SG200 2 67 sy/ft Overturning 3 45/3 85 Bearing 11 31/923 Shear 473/464 Bending 3 70 /2 71 Height 600 467 267 067 Remf Type SG200 SG200 SG200 SG200 Allow Ten Tal 1076/1847 ok 1076/1 847 ok 107 6/1 847 ok 1076/1847 ok Pk Conn Icl 570/760 ok 668/891 ok 81 5/1 087 ok 962/1283 ok Serv Conn Tsc N/A N/A N/A N/A Pullout F_S 3 20/1 36 ok 4 04/2 26 ok 4 63/3 03 ok 7 46/4 68 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No. 272-020 Case WALL#1 Design Method. Rankme-w/Batter (modified soil interface) Date. 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus n Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds Tult RFcr RFd RFid SG200 3000 1 61 1 10 1 05 Tal 1076 Qi 080 Qds 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wai! Hi 8 68 ff Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 9 Watt Batter OOOdeg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 1 92/2 00 Calculated Bearing Pressure 1587/1840 psf Eccentricity at base 0 75 ft/1 09 ft Reinforcing (ft & Ibsffi) Overturning 311/324 Bearing 9 40/7 24 Calc Tension Remf Type 82/142 SG200 190/259 SG200 427 / 509 SG200 502 / 626 SG200 492/659 SG200 Reinforcing Quantities (no waste included) SG200 3 61 sy/ft Shear 4 73 /4 64 Bending 370/271 Allow Ten lal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1847 ok Pk Conn l£l 570/760 ok 668/891 ok 81 5/1 087 ok 962/1283 ok 1060/1 41 3 ok Serv Conn Tsc N/A N/A N/A N/A N/A Pullout FS 2 70/7 24 ok 360/211 ok 4 30/2 88 ok 7 05/4 51 ok >10/6 04 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Sot! Reinforced Fill Type Unit Fill ! c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 1 50 Reinforcing Parameters Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 1 50/1 13 1 50/1 13 Cds 3000 1 61 1 10 1 05 1613 1 50 1076 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 1001ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 10 Wall Batter 0 00 deg embedment 100ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 2 00/2 00 Calculaled Bearing Pressure 1811/2099 psf Eccentricity at base 0 84 ft/1 24 ft Reinforcing (ft&lbs/ft) Overturning 3 29/3 24 Bearing 9 29/7 13 Layer 6 5 4 3 2 1 Height 867 733 533 333 733 067 Calc Tension 82/144 190/256 427/499 617/709 512/670 434 / 620 Reinforcing Quantities (no waste included) SG200 500sy/ft Remf Type SG200 SG200 SG200 SG200 SG200 SG200 Shear 3 74 /3 69 Bending 365/271 Allow Ten , J_aJ 1076/1 847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1 847 ok Pk Conn Icl 570/760 ok 668/891 ok 81 5/1 087 ok 962/1283 ok 11 09/1 479 ok 1148/1531 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A Pullout FS 319/1 45 ok 4 02/2 38 ok 4 62/3 16 ok 6 05/4 21 ok >10/7 21 ok > 10/8 94 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project: ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method Ranktne-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus 5 , / Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties 1 50/1 13 overturning 2 00/150 shear 150 connection 1 50/1 13 bearing 2 00/1 50 bending 1 50 Reinforcing Parameters' Strata-Grid Geogrids Tult RFcr RFd RFjd LTDS FS Tal Ci Cds SG200 3000 161 110 105 1613 150 1076 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone Wail Ht 11 35ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 11 Wall Batter 0 00 deg embedment 100ft DL 0 psf uniform surcharge Load Width 10000ft Results. Sliding Overturning Factors of Safety 1 90/1 88 3 05/2 87 Calculated Bearing Pressure 2117/2527 psf Eccentricity at base 1 02 ft/1 50 ft Reinforcing (ft & Ibs/ft) Calc Tension Reinf Type Bearing 8 11/5 90 Layer 6 5 4 3 2 1 Height 1000 867 667 467 267 067 82/149 790/270 427/526 617/748 797/972 795/1035 Reinforcing Quantities (no waste included) SG200 533sy/ft SG200 SG200 SG200 SG200 SG200 SG200 Shear 3 17/3 13 Bending 365/271 Allow Ten lai 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Tel 570/760 ok 668/891 ok 81 5/1 087 ok 962/1 283 ok 11 09/1 479 ok 11 72/1 563 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A Pullout F_s 2 68/1 18 ok 3 59/2 02 ok 4 28/2 79 ok 5 72/3 77 ok 7 25/4 75 ok >10/6 62 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CATS HOSPITAL Project No: 272-020 Case WALLX1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus / Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 Reinforcing Parameters' Strata-Grid Geogrids Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 E$ 1 50 Tal 1076 1 50/1 13 1 50/1 13 Qi Qds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 1248 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 12 Wall Batter 0 00 deg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 92/1 93 3 30/3 00 Calculated Bearing Pressure 2275/2684 psf Eccentrrcity at base 1 08 ft/1 60 ft Reinforcing (ft & Ibs/ft) Calc Tension 66/134 167/244 403/487 599/710 780/925 781/983 709/957 Reinforcing Quantities (no waste included) SG200 700sy/ft Bearing 8 45/6 26 Shear 321/317 Bending 366/351 Layer 7 6 5 4 3 2 1 Height 11 33 1000 800 600 400 200 067 Re inf. Type SG200 SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten Tal 1076/1847 ok 1076/1847 ok 107 6/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn J_c[ 555/747 ok 653/871 ok 800/1067 ok 947/1263 ok 1095/1 459 ok 11 68/1 558 ok 11 92/1 590 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A Pullout EJ> 3 33/1 32 ok 4 21/2 31 ok 4 68/3 10 ok 6 04/4 07 ok 7 56/5 10 ok >1 0/7 10 ok >10/9 12 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CATS HOSPITAL Project No 272-020 Case1 WALL #1 Design Method. Rankme-w/Batter (modified soil interface) Date. 08/31/2006 Designer1 MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type. Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus - T< : // — /-- /: f i 8/ 6 5 4 J O Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50, bending 1 50 Reinforcing Parameters Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 FS 1 50 Tal 1076 1 50/1 13 1 50/1 13 Qi Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 1357ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 13 Wall Batter 0 00 deg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results:Sliding Overturning Factors of Safety 1 86/1 87 3 19/2 83 Calculated Bearing Pressure 2507/3006 psf Eccentricity at base 1 20 ft/1 79 ft Reinforcing (ft & Ibs/ft) Calc Tension Bearing 7 89/5 67 Shear 2 85 /2 82 Bending 3 61 /2 10 Layer 8 7 6 5 4 3 2 1 Height 1200 11 33 933 733 533 333 1 33 067 Reinf Type 73 /143 129/197 380/451 577/671 758/884 931/1090 714/951 586/857 Reinforcing Quantities (no waste included) SG200 8 44 sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten Taj 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Jcl 557/732 ok 636/847 ok 783/1043 ok 930/1 240 ok 1077/1436 ok 11 64/1 552 ok 1200/1600 ok 1212/1616 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 4 45/1 83 ok 4 40/2 30 ok 4 35/2 93 ok 5 70/3 92 ok 7 21/4 95 ok 8 81/6 02 ok >10/9 66 ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No- 272-020 Case- WALL #1 Design Method: Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill. f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus - 7~- // / = /: / = / = / 8 7 6 5 4 3 2 1 Peak Acceleration = 0 15g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters, Strata-Grid Geogrids SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone Wall hit 1503ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case- Case 17 Wall Batter 0 00 deg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 100 00 ft Results Sliding Overturning Factors of Safety 1 93/1 96 3 59/3 09 Calculated Bearing Pressure 2675/3137 psf Eccentricity at base 1 25 ft/1 87 ft Reinforcing (ft & Ibs/ft) Calc Tension 58/746 757/257 392/497 588/779 769/933 942/7747 7770/7349 7055/7359 Reinforcing Quantities (no waste included) SG550 244sy/ft SG200 733sy/ft Bearing 8 62/6 42 Shear 253/251 Bending 366/378 Layer 8 7 6 5 4 3 2. 7 Height 7400 7267 1067 867 667 467 267 067 Reinf Tvoe SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 Allow Ten Tal 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok Pk Conn ServConn Tel 547/729 ok 645/860 ok 792/1056 ok 939/1252 ok ' 1086/1448 ok 11 66/1 555 ok 1549/2066 ok 1607/2143 ok Tsc N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 4 47/7 43 ok 5 17/2 53 ok 5 35/3 38 ok 6 68/4 37 ok 8 20/5 41 ok 9 81/6 48 ok >10/754ok >10/9 86 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project' ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill. f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus = Tf _ /" j°= /= / : / :/ , 9 7 5 4 2 1 Peak Acceleration = 0 15 g Vertical Acceleration - OOOg Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing , 2 00/150 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters' Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis. Results. Unit Type Compact! Leveling Pad Crushed Stone Wall Hi 1696ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Sliding Overturning Case Case 19 Wall Batter OOOdeg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Factors of Safety 1 87/1 89 3 47/2 Calculated Bearing Pressure 3055/3645 psf Eccentricity at base 1 45 ft/2 19 ft Reinforcing (ft & Ibs/ft) Calc Tension 77/777 732/230 385/489 582/773 763/928 935/7737 7104/7346 7274/7567 7788/7547 Reinforcing Quantities (no waste included) SG550 4 00 sy/ft SG200 8 00 sy/ft Bean net 8 00/5 77 Shear 232/230 Bending 338/1 98 Layer , 9 8 7 6 5 4 3 2 7 Height 7533 7467 7267 7067 867 667 467 267 067 Remf Type SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1 847 ok 2438/4187 ok 2438/4187 ok 2438/41 87 ok Pk Conn Tel 590/787 ok 639/853 ok 787/1049 ok 934/1 245 ok 1081/1441 ok 11 65/1 553 ok 1547/2063 ok 1605/2140 ok 1664/2218 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 5 92/2 06 ok 5 67/2 60 ok 5 78/3 26 ok 6 50/4 25 ok 8 03/5 28 ok 9 63/6 34 ok >10/7 40 ok >70/8 42 ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project: ALL CATS HOSPITAL Project No. 272-020 Case WALL#1 Design Method Rankme-w/Batter (modified soil interface) Date: 08/31/2006 Designer MMM Design Parameters Soil Parameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f 31 31 34 Silts & sands Crushed Stone, 1 inch minus n\4= Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing • 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone WallHt 1942ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 21 Wall Batter 0 00 deg embedment 100ft DL 0 psf uniform surcharge Load Width 10000ft Results-Sliding Overturning Factors of Safety 1 92/1 93 3 73/3 00 Calculated Bearing Pressure 3423/4049 psf Eccentricity at base 1 61 ft/2 44 ft Reinforcing (ft&lbs/ft) Calc ength Tension Remf Type Tal 140 62/164 SG200 140 778/227 SG200 140 365/466 SG200 140 563/680 SG200 140 745/888 SG200 140 918/1089 SG200 140 1087/1290 SG550 140 1257/1498 SG550 140 1423/1700 SG550 140 1040/1398 SG550 140 828/1220 SG550 Reinforcing Quantities (no waste included) SG550 778sy/ft SG200 933sy/ft Bearing 8 28/6 04 Shear 216/215 Bending 366/248 Layer 77 70 9 8 7 6 5 4 3 2 1 Height 7800 7733 7533 7333 7733 933 733 533 333 733 067 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/41 87 ok 2438/4187 ok Pk Conn Tel 575/767 ok 624/833 ok 772/1029 ok ,91 9/1 225 ok 1066/1421 ok 1161/1 548 ok 1541/2055 ok 1599/21 33 ok 1658/2210 ok 1716/2288 ok 1733/2311 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 7 81/2 36 ok 6 86/2 92 ok 5 87/3 68 ok 7 14/4 73 ok 8 66/5 82 ok > 10/6 93 ok >70/8 03 ok >10/9 10 ok >10/>10ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Projecl ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method' Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type, Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus 11 9 Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 1 10 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 1 50 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 20 08 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 22 Wail Batter OOOdeg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results Layer 11 10 9 8 7 6 5 4 3 2 1 Height 1867 1800 1600 1400 1200 1000 800 600 400 200 067 Length 145 145 145 145 145 145 145 145 145 145 145 Remf Type Sliding Overturning Factors of Safety 1 92/1 93 3 77/3 01 Calculated Bearing Pressure 3526/4167 psf Eccentricity at base 1 66 ft/2 52 ft Reinforcing (ft & Ibs/ft) Calc Tension 61/172 130/255 364/476 562 / 692 744/901 917/1105 1086/1308 1256/1517 1422/1721 1311/1671 1131/1539 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 SG550 SG550 Bearing 8 30/6 07 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok Shear 217/215 Pk Conn Id 575/766 ok 624/831 ok 771/1028 ok 918/1224 ok 1065/1420 ok 1161/1548 ok 1541/2055 ok 1599/2132 ok 1657/2210 ok 1715/2287 ok 1733/2311 ok Bending 3 66 /2 52 Serv Conn Tsc N/A N/A N/A ' N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 8 19/2 33 ok 6 44/2 62 ok 6 04/3 69 ok 7 31/4 75 ok 8 82/5 83 ok > 10/6 93 ok >10/8 03 ok >10/9 09 ok >10/>10ok >10/>10ok >10/>10ok Reinforcing Quantities (no waste included) SG550 806sy/ft SG200 967sy/ft STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CATS HOSPITAL Project No 272-020 Case: WALL #1 Design Method Ranktne-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type. Unit Fill- f c 31 0 ' 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus '• T~\ - /; /; / = /• I\ /•i /• .: /:f 13 11 109 S7 6 5 4j Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geogrids SG550 SG200 Tult 6800 3000 - RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysts- Unit Type Compact Leveling Pad Crushed Stone Wail Hi 21 90ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 100 00 ft Case. Case 24 Wall Batter 0 00 deg embedment 1 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results, Sliding Factors of Safety 1 89/1 90 Calculated Bearing Pressure 3872/4625 psf Eccentricity at base 1 84 ft/2 80 ft Reinforcing (ft & Ibs/ft) Overturning 3 69/2 89 Bearing 7 94/5 68 Layer 13 12 11 10 9 8 7 6 5 4 3 2 1 Height 2067 2000 1800 1600 1400 1200 1000 800 600 400 267 1 33 067 Length 155 155 155 155 155 ' 155 155 155 155 155 155 155 155 Calc Tension Reinf Type 50/145 120/229 346/442 546/653 729/858 902/1057 1071/1256 1241/1460 1408/1660 1299/1608 1122/1476 889/1290 930/1343 Reinforcing Quantities (no waste included) SG550 1033sy/ft " SG200 1206sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 SG550 SG550 SG550 Allow Ten !§! 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok Shear 218/216 Pk Conn 562/749 ok 611/814 ok 758/1010 ok 905/1206 ok 1052/1403 ok 1158/1544 ok 1194/1592 ok 1594/2125 ok 1652/2203 ok 1710/2280 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok Bending 366/312 Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 8 47/2 32 ok 6 10/2 57 ok 5 89/3 69 ok 7 13/4 77 ok 8 64/5 87 ok >10/7 00 ok >10/8 12 ok >10/9 20 ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok 'STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soi) Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus t-i- (—Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout " 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geogrids SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Ta/ 2438 1076 Cf 080 080 Cds 080 080 Analysis' Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 27 90 ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case; Case 25 Wall Batter 0 00 deg embedment 699ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 94/1 92 3 97/2 97 Calculated Bearing Pressure 4813/5720 psf Eccentricity at base 2 27 ft/3 50 ft Reinforcing (ft & Ibs/ft) Calc Beannq 12 28/9 34 Layer 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Height 2667 2600 2400 2200 2000 1800 1600 1400 1200 1000 867 733 600 4,67 333 200 067 Length 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 Tension 49/169 120/251 346/461 545 / 668 728/869 902/1064 1071 / 1259 7241 / 1460 1407/1656 1299/1600 1121/1466 1194/1561 1267/1656 1340/1750 1412/1845 1485/1940 1557/2035 Reinf Type SG200 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 SG550 SG550 SG550 SG550 SG550 SG550 SG550 Allow Ten T_al 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok Shear 218/216 Pk Conn J_cj 561/748 ok 610/814 ok 757/1010 ok 904/1206 ok 1051/1402 ok 1158/1544 ok 1194/1592 ok 1594/2125 ok 1652/2203 ok 1710/2280 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok Bending 366/315 Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout El >10/276ok 8 22/3 14 ok 7 40/4 44 ok 8 58/5 60 ok > 10/6 77 ok >10/7 94 ok >10/911 ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No. 272-020 Case WALL#1 Design Method: Rankine-w/Batter (modified soil interface) Date. 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f e 31 0 31 0 34 0 Silts & sends Crushed Stone, 1 inch minus 126 126 113 lb 12 il1Uy 8 Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pultout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 105 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 25 82 ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 26 Wall Batter 0 00 deg embedment 6 24 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 93/1 92 3 91/2 96 Calculated Bearing Pressure 4480/5324 psf Eccentricity at base 2 12 ft/3 25 ft Reinforcing (ft & Ibs/ft) Bearing 12 02/9 13 Layer 16 15 14 13 12 11 10 9 8 7 6' 5 4 3 2 1 , Height 2467 2400 2200 2000 1800 1600 1400 1200 1000 , soo 667 533 400 267 133 067 Length 185 185 185 185 185 185 185 185 185 185 185 185 185 185 185 ' 185 Calc Tension 45/152 116/235 339/442 539 / 649 722/849 896/1044 1065/1239 1235/1439 1401 / 1635 1294 / 1580 1117/1446 1190/1541 1263/1635 1336/1730 1049/1488 1090/1540 Re inf. Type SG200 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 SG550 SG550 SG550 SG550 SG550 SG550 Alfow Ten Ia| 1076/1847ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok Shear 219/217 Pk Conn Jcl 556/741 ok 605/807 ok 752/1003 ok 899/1199 ok 1046/1395 ok 1157/1542 ok 1192/1590 ok 1592/2122 ok 1650/2200 ok 1708/2277 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok Bending 365/347 Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS >10/2 61 ok 7 47/2 95 ok 6 91/4 23 ok 8 10/5 38 ok 9 61/6 53 ok >10/7 70 ok > 10/8 86 ok >10/997ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Rankine-w/Batter (modified soil interface) Date. 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type- Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus X 11 10 9 8 7 '6 5 Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing , 2 00/1 50 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters1 Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone WallHt 2241ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case: Case 28 Wall Batter 0 00 deg embedment 5 35 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 91/1 91 3 77/2 94 Calculated Bearing Pressure 3934/4679 psf Eccentricity at base 1 86 ft/2 84 ft Reinforcing (ft & Ibs/ft) Calc Tension Bearing 11 76/8 92 Layer '13 12 11 10 9 . 8 7 < 6 -.5* 4 3 2 1 Height • 21 33 2067 1867 1667 '1467 1267 1067 867 667 467 333 200 067 Length 160 160 160 160 160 160 160, 160 160 160 160 160 160 40/142 112/227 330/438 531/650 715/855 889/1055 1058/1255 1228/1461 1395/1662 1288/1613 1113/1484 1186/1582 1259/1680 Reinforcing Quantities (no waste included) SG550 1067sy/ft SG200 1244sy/ft Remf Type SG200 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 SG550 SG550 SG550 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok Shear 219/218 PkConn Icl 550/734 ok 599/799 ok 746/995 ok 893/1191 ok 1040/1387 ok 1155/1540 ok 1191/1588ok 1589/2119 ok 1648/2197 ok 1706/2274 ok 1733/2311 ok 1733/2311 ok 1733/2311 ok Bending 365/378 Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 9 53/2 15 ok 6 26/2 46 ok 6 09/3 68 ok 7 29/4 77 ok 8 80/5 88 ok >10/7 01 ok >10/8 13 ok >10/9 21 ok >10/>10ok >1Q/>1Qok >10/>10ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Ranktne-w/Batter (modified soil interface) Date 08/31/2006 Designer. MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone ' Foundation Soil Reinforced Fill Type: Unit Fill f Q 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus : , , jr : / : / 1 /• / \ / • / J. 9 8 I I 3 2i Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 ' 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling 'Pad Crushed Stone Wall Ht 1903 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 30 Wall Batter 0 00 deg embedment 4 91 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 1 88/1 90 Calculated Bearing Pressure 3394/4047 psf Eccentricity at base 1 61 ft/2 44 ft Reinforcing (ft & Ibs/ft) Overturning 3 59/2 90 Bearing 11 83/898 Layer 11 10 9 ^ 8 7 6 5 4 3 2 1 Height 7800 1733 1533 1333 11 33 933 733 533 333 1 33 067 Length 735 735 735 735 135 135 135 135 135 135 135 Calc Tension Reinf Type 38/724 709/270 327/472 527/637 777/845 885/1048 1054/1250 1224/1459 1391/1662 1019/1372 812/1200 Reinforcing Quantities (no waste included) SG550 QOOsy/ft SG200 1050sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 SG550 SG550 Allow Ten la! 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok 2438/4187 ok Shear 220/218 Pk Conn Tel 547/729 ok 596/795 ok 743/991 ok 890/1187 ok 1037/1383 ok 1154/1539 ok 1190/1587 ok 1588/2118 ok 1646/2195 ok 1704/2273 ok 1724/2299 ok Bending 365/378 Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 7 70/1 87 ok 507/211 ok 5 34/3 33 ok 6 49/4 30 ok 7 99/5 38 ok 9 59/6 48 ok >10/7 57 ok >10/8 63 ok >10/9 72 ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 015g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geogrids SG550 • SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ct 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone WailHt 1767ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case- Case 31 Wall Batter 0 00 deg embedment 4 57 ft DL 0 psf uniform surcharge Load Width 10000ft Results.Bearing 11 72/888 Sliding Overturning Factors of Safety 1 88/1 89 3 51/2 89 Calculated Bearing Pressure 3175/3789 psf Eccentricity at base 1 51 ft/2 28 ft Reinforcing (ft & Ibs/ft) Calc Allow Ten Tension Reinf Type Tal 36/779 SG200 1076/1847 okt 108 / 206 SG200 1076/1847 ok 318/411 SG200 1076/1847 ok 525 / 638 SG200 1076/184 7 ok 708/850 SG200 1076/1847 ok 883/1056 SG200 1076/1847 ok 1052/1261 SG200 1076/1847 ok 1222/1473 SG550 2438/4187 ok 1146/1458 SG550 2438/4187 ok 999/1360 SG550 2438/4187 ok Reinforcing Quantities (no waste included) SG550 417sy/ft SG200 972sy/ft Layer 10 9 8 7 6 5 4 3 2 1 Height 7667' 1600 1400 1200 1000 800 600 400 200 067 Length 725 72'5 725 725 725 725 - 725 725 725 725 Shear 2 38 /2 36 PkConn Jc] 545/727 ok 594/792 ok 741/988 ok 888/1184 ok 1035/1380 ok 1154/1539 ok 1190/1586 ok 1587/2116 ok 1645/2194 ok 1684/2246 ok Bending 365/378 Serv Conn Tsc - N/A N/A ' N/A N/A N/A N/A N/A N/A -N/A N/A Pullout FS 6 98/1 69 ok 4 60/1 93 ok 5 01/3 10 ok 6 17/4 06 ok 767/511 ok 9 26/6 19 ok >10/7 27 ok >10/8 31 ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method* Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer: MMM Design Parameters Soil Parameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f £ 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus 2 1 - Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters. Strata-Grid Geogrids SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone WallHt 1562ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 33 Wall Batter 0 00 deg embedment 3 50 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 87/1 88 3 36/2 86 Calculated Bearing Pressure 2841/3396 psf Eccentricity at base 1 35 ft/2 03 ft Reinforcing (ft & Ibs/ft) Calc Tension Remf Type Bearing 1087/817 Shear 263/261 Bending 3 41 /2 00 Layer 8 7 6 5 4 3 2 1 Height 1400 1200 1000 800 600 400 200 067 138/228 313/401 515/623 700/839 878/1056 1047/1265 1003/1285 886/1218 Reinforcing Quantities (no waste included) SG550 2 44 sy/ft SG200 7 33 sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 2438/41 87 ok 2438/4187 ok Pk Conn Tel 590/787 ok 737/983 ok 884/1 179 ok 1031/1375 ok 11 53/1 537 ok 11 89/1 585 ok 1586/21 14 ok 1625/21 66 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A * N/A Pullout FS 2 95/1 43 ok 4 50/2 80 ok 5 74/3 79 ok 7 22/4 82 ok 8 77/5 83 ok >10/6 89 ok >10/911 ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method Rankme-w/Batter (modified soil interface) , Date- 08/31/2006 Designer MMM Design Parameters Soil Parameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus = - - - - - - T / // i / / / 1 6 5 4 3 2 Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters: Strata-Grid Geogrids Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 FS 1 50 Tal 1076 Qi 080 Cds 080 Analysis' Unit Type Compact! Leveling Pad Crushed Stone Wall Hi 1358ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 34 Wall Batter 0 00 deg embedment 3 50 ft DL 0 psf uniform surcharge Load Width 10000ft Results, Sliding Overturning Factors of Safety 1 86/1 87 3 19/2 83 Calculated Bearing Pressure 2508/3008 psf Eccentricity at base 1 20 ft/1 79 ft Reinforcing (ft & Ibs/ft) Calc. Tension Remf Type Bearing 11 20/843 Shear 298/294 Bending 3 60 /2 09 Layer 7 6 5 4 3 2 1 Height 1200 1000 800 600 400 200 067 134/211 309/389 511/613 696/831 874/1050 858/1096 772/1061 Reinforcing Quantities (no waste included) SG200 739sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten !§! 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok Pk Conn Tel 587/782 ok 734/978 ok 881/1 175 ok 1028/1371 ok 11 52/1 536 ok 11 88/1 584 ok 1212/1616 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A Pullout FS 2 44/1 24 ok 3 99/2 53 ok 5 25/3 50 ok 6 73/4 51 ok 8 27/5 51 ok >10/7 54 ok > 10/9 57 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No. 272-020 Case WALL#1 Design Method Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type. Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration -QQQg Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 Reinforcing Parameters: Strata-Grid Geognds Tult RFcr RFd RFid LTDS FS Tal SG200 3000 1 61 1 10 1 05 1613 1 50 1076 1 50/1 13 1 50/1 13 Qi 080 Cds 080 7A Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 11 28ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 38 Wall Batter OOOdeg embedment 4 47 ft DL 0 psf uniform surcharge Load Width 10000ft Results. Sliding Factors of Safety 1 91/1 90 Calculated Bearing Pressure 2097/2496psf Eccentricity at base 1 01 ft/1 48ft Reinforcing (ft & Ibs/ft) Overturning 3 08/2 90 Bearing 13 71/10 63 Shear 3 54 /3 49 Bending 365/294 Layer 6 5 4 3 2 1 Height 1000 800 600 400 200 067 Calc Tension Remf Type 105/189 278/352 484 / 575 670/794 696/877 642/870 Reinforcing Quantities (no waste included) SG200 5 39 sy/ft SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten lal 1076/1847 ok 1076/1 847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Jcl 565/754 ok 712/950 ok 859/1 146 ok 1006/1342 ok 1147/1 529 ok 1171/1561 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A Pullout El 2 72/1 21 ok 3 53/2 24 ok 4 76/3 21 ok 6 23/4 21 ok 9 49/6 02 ok >1 0/7 83 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CA TS HOSPITAL Project No 272-020 Case WALL#1 Design Method Rankine-w/Batter (modified soil interface) Date- 08/31/2006 Designer MMM Design Parameters Soil Parameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type". Unit Fill. f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 Reinforcing Parameters Strata-Grid Geogrids Tuft RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 105 1613 1 50 Tal 1076 1 50/1 13 1 50/1 13 Ci Cds 080 080 zz Analysis Unit Type Compact! Leveling Pad Crushed Stone Wall Hi 1256ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 40 Wall Batter 0 00 deg embedment 5 94 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 91/1 92 3 26/2 97 Calculated Bearing Pressure 2297/2718 psf Eccentricity at base 1 09 ft/1 62 ft Reinforcing (ft & Ibs/ft) Calc Tension Bearing 1549/1218 Shear 305/301 Bending 365/317 Layer 7 6 - 5 4 3 2 1 Height 11 33 933 733 533 333 1 33 067 Reinf Type 100/184 272/344 479/567 665/773 844/985 657/873 542/790 Reinforcing Quantities (no waste included) SG200 706sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten !§! 1076/1847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 107 6/1 847 ok 1076/1847 ok 1076/1847 ok Pk Conn l£l 561/748 ok 708/944 ok 855/1 140 ok 1002/1 336 ok 1146/1 528 ok 11 82/1 576 ok 11 94/1 592 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A Pullout FS 310/1 35 ok 3 90/2 47 ok 5 09/3 48 ok 6 55/4 51 ok 8 09/5 55 ok >10/9 02 ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill' f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus L Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters1 Strata-Grid Geogrtds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 105 LTDS 3657 1613 FS 1 50 1 50 Ta! 2438 1076 Ci 080 080 . Cds 080 080 Analysis- Type Leveling Pad Wall Hi Level Backfill Surcharge Compact! Crushed Stone 1385ft Offset 300 , LL 250 psf uniform surcharge Load Width 10000ft Case1 Case 41 Wai! Batter 0 00 deg embedment 5 05 ft DL 0 psf uniform surcharge Load Width 10000ft Results. Sliding Factors of Safety 1 91/1 93 Calculated Bearing Pressure 2501/2950 psf Eccentricity at base 1 18 ft/1 76ft Reinforcing (ft & Ibs/ft) Overturning 3 42/3 01 Bearing 1381/1080 Shear 270/268 Bending 365/335 Layer 7 6 5 4 3 2 1 Height 7267 7067 867 667 467 267 067 Calc Tension Reinf Type 96/179 268/366 475/588 662/806 840/1025 1011/1236 973/1265 Reinforcing Quantities (no waste included) SG550 1 11 sy/ft SG200 6 67 sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG550 Allow Ten Tal 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok PkConn IcJ 558/744 ok 705/940 ok 852/1 136 ok 999/1332 ok 1145/1 527 ok . 11 81/1 575 ok 1573/2097 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A Pullout FS 273/7 17 ok 4 27/2 50 ok 5 41/3 50 ok 6 87/4 51 ok 8 42/5 52 ok >1 0/6 57 ok >10/8 71 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project1 ALL CATS HOSPITAL Project No- 272-020 Case< WALL #1 Design Method Rankine-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters: Reinforced Fill Retained Zone " Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pulfout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters. Strata-Grid Geogrids SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 1513ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case- Case 42 Walt Batter 0 00 deg embedment 4 49 ft DL 0 psf uniform surcharge Load Width 10000ft Results:Sliding Overturning Factors of Safety 1 92/1 95 3 55/3 05 Calculated Bearing Pressure 2702/3179 psf Eccentricity at base 1 27 ft/1 90 ft Reinforcing {ft & Ibs/ft) Calc. La Bearing 12 79/9 95 Shear 2 71 /2 68 Bending 365/361 lyer 8 7 6 5 4 3 2 1 Height 1400 1200 1000 800 600 400 200 067 Lenath Tension 110 11 0 11 0 11 0 110 11 0 11 0 11 0 91/176 257/347 470/575 657/787 836/1001 1006/1207 969/1231 859/1168 Reinf Type SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 2438/41 87 ok - 2438/4187 ok PkConn JcJ 554/739 ok 701/935 ok 848/1 131 ok 995/1327 ok 11 42/1 523 ok 11 80/1 573 ok 1572/2095 ok 1610/2147 ok Serv Conn Tsc- N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 3 1 1/1 29 ok 4 74/2 80 ok 5 74/3 76 ok 7 20/4 80 ok 8 74/5 84 ok >10/6 91 ok >10/917ok >10/>10ok Reinforcing Quantities (no waste included) SG550 244sy/ft SG200 733sy/ft STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CATS HOSPITAL Project No- 272-020 Case WALL#1 Design Method Rankine-w/Batter (modified soil interface) Date. 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Sot! Reinforced Fill Type Unit Fill- f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 putlout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 ! RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone WallHt 1641ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 43 Wall Batter 0 00 deg embedment 392ft DL 0 psf uniform surcharge Load Width 10000ft Results, - Sliding Overturning Factors of Safety 1 86/1 88 3 38/2 83 Calcuia-ed Bearing Pressure 2983/3577 psf Eccentricity at base 1 43 ft/2 14 ft Reinforcing (ft & Ibs/ft) Calc Tension Bearing 1 1 10/8 33 Allow Ten Remf Type Tal 117/205 SG200 1076/1847 ok 229/315 SG200 1076/1847 ok 465/558 SG200 1076/1847 ok 652/770 SG200 1076/1847 ok 831 / 982 SG200 1076/1847 ok 1002/1188 SG200 1076/1847 ok 965/1212 SG550 2438/4187 ok 856/1149 SG550 2438/4187 ok 930/1251 SG550 2438/4187 ok Reinforcing Quantities (no waste included) SG550 383sy/ft SG200 767sy/ft Layer 9 8 7 6 5 4 3 2 1 , Height 7467 7333 7733 933 733 533 333 200 067 Length 775 11 5 11 5 11 5 11 5 11 5 11 5 11 5 11 5 Shear 2 72 /2 69 Pk Conn Tel 599/799 ok 697/929 ok 844/1 126 ok 991/1322 ok 11 38/1 518 ok 1179/1572 ok 1570/2093 ok 1609/21 45 ok 1648/2197 ok Bending 2 94 /1 76 Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS 3 97/1 81 ok 4 82/2 80 ok 5 40/3 60 ok 6 86/4 65 ok 8 40/5 69 ok >10/676ok >10/9 01 ok >10/>10ok >10/>10ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method Rankine-w/Bdtter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill. f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus =r r- //~ / = / = / = /: / -/ ; 6 5 4 3 21 Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geogrids SG550 SG200 Tult 6800 3000 RFcr 1 61 1 61 RFd 1 10 1 10 RFid 1 05 1 05 LTDS 3657 1613 FS 1 50 1 50 Tal 2438 1076 Ci 080 080 Cds 080 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone WallHt 1502ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 45 Wall Batter 0 00 deg embedment 329ft DL 0 psf uniform surcharge Load Width 10000ft Results.. Layer 8 7 6 5 4 3 2 1 Height 7333 7200 1000 800 600 400 200 067 Remf Type Sliding Overturning Factors of Safety 1 93/1 96 3 60/3 09 Calculated Bearing Pressure 2673/3133 psf Eccentricity at base 1 25 ft/1 87 ft Reinforcing (ft & Ibs/ft) Calc Tension 112/209 224/321 460/563 •647/774 827/986 997/1192 961/1216 853/1154 Bearing 11 48/887 Shear 273/270 Bending 313/1 86 SG200 SG200 SG200 SG200 SG200 SG200 SG550 SG550 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 2438/4187 ok 2438/41 87 ok Pk Conn JcJ 595/794 ok 693/924 ok 840/11 20 ok 987/1 316 ok 11 34/1 51 2 ok 1178/1571 ok 1568/2091 ok 1607/21 43 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A ' N/A N/A Pullout FS 4 49/1 92 ok 5 25/2 93 ok 5 74/3 75 ok 7 19/4 81 ok 8 73/5 85 ok >10/6 93 ok >10/9 20 ok >10/>10ok Reinforcing Quantities (no waste included) SG550 244sy/ft SG200 733$y/ft STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CATS HOSPITAL Project No 272-020 Case. WALL #1 Design Method Rankine-w/Batter (modified soil interface) Date. 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: ' Unit Fill. I c 31 0 31 - 0 34 0 Silts & sands Crushed Stone, 1 inch minus f 7" //"" /i / = / = / - / 7 6 5 4 2 1 Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of-static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 Reinforcing Parameters Strata-Grid Geogrtds Tult RFcr RFd RFid SG200 LTDS 1 50/1 13 1 50/1 13 Cds 3000 1 61 1 10 1 05 1613 1 50 1076 080 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone Wail Hi 1298ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 46 Wall Batter OOOdeg embedment 2 73 ft DL 0 psf uniform surcharge Load Width 10000ft Results, Sliding Overturn met Factors of Safety 1 94/1 96 3 44/3 09 Calculated Bearing Pressure 2335/2736 psf Eccentricity at base 1 09 ft/1 63 ft Reinforcing (ft & Ibs/ft) Calc Tension Reinf Type Bearing 11 16/862 Shear 310/306 Bending 3 31 h 95 Layer 7 6 5 4 3 2 1 . Height 11 33 1000 800 600 400 200 067 108/194 215/299 456/551 643/764 823/978 816/1027 737/994 Reinforcing Quantities (no waste included) SG200 739sy/ft SG200 SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Tel 592/789 ok 690/920 ok 837/1 116 ok 984/1312 ok 11 31/1 508 ok 1177/1 570 ok 1201/1602 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A Pullout F.S 3 86/1 72 ok 4 76/2 74 ok 5 26/3 48 ok 6 71/4 52 ok 8 24/5 55 ok >10/7 63 ok > 10/9 7 5 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case WALL#1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type. Unit Fill 1 c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus / Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear L 7 50 connection bearing 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 E$ 1 50 Tal 1076 Qi 080 Cds 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 11 59ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 48 Wall Batter 0 00 deg embedment 228ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 96/1 96 3 33/3 11 Calculated Bearing Pressure 2101/2458 psf Eccentricity at base 0 99 ft/1 46 ft Reinforcing (ft & Ibs/ft) Calc Tension Reinf Type Bearing 10 82/8 35 Layer 6 5 4 3 2 1 Height 7000 867 667 467 267 067 703/788 277/298 457/554 639/773 878/992 872/7047 Reinforcing Quantities (no waste included) SG200 567sy/ft SG200 SG200 SG200 SG200 SG200 SG200 Shear 311/307 Bending 353/206 Allow Ten J_al 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok PkConn lei 588/784 ok 686/914 ok 833/1 111 ok 980/1307 ok 1127/1503 ok 11 76/1 568 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A Pullout FS 3 46/1 51 ok 4 36/2 47 ok 4 93/3 21 ok 6 38/4 22 ok 7 92/5 22 ok >10/7 20 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case- WALL #1 Design Method Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation So// Reinforced Fill Type Unit Fill r f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters' Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 FS 1 50 1076 Ci 080 Cds 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Hi 1021 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 49 Wall Batter OOOdeg embedment 206ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Bearing Factors of Safety 1 97/1 96 3 19/3 12 10 79/8 35 Calculated Bearing Pressure 1867/2183 psf Eccentricity at base 0 88 ft/1 30 ft Reinforcing (ft & Ibs/ft) Calc Tension Reinf Type Tal 98/785 SG200 207 / 303 SG200 446/568 SG200 634 / 795 SG200 966/1158 SG200 Reinforcing Quantities (no waste included) SG200 4 17 sy/ft Shear 367/362 Bending 365/216 Allow Ten Tal 1076/1 847 ok 1076/1 847 ok 1076/1 847 ok 1076/1847 ok 1076/1847 ok Pk Conn lei 584/779 ok 682/910 ok 829/11 06 ok 976/1302 ok 11 23/1498 ok Serv Conn Tsc N/A N/A N/A N/A N/A Pullout FS 3 03/1 29 ok 3 96/2 16 ok 4 61/2 90 ok 6 06/3 87 ok 6 39/4 27 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No. 272-020 Case WALL#1 Design Method* Rankme-w/Batter (modified soil interface) Date 08/31/2006 Designer MMM Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters' Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 3000 761 770 105 1613 150 1076 Qi 080 Cds 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 9 34 ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 51 Wall Batter 0 00 deg embedment 200ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 1 96/2 00 Calculated Bearing Pressure 1699/1969 psf Eccentricity at base 0 80 ft/1 17 ft Reinforcing (ft & Ibs/ft) Calc Tension 82/752 790/272 427/525 677/745 652/839 Reinforcing Quantities (no waste included) SG200 389sy/ft Overturning 3 21/3 24 Bearing 11 30/888 Shear 3 74 /3 69 Bendinct 365/272 Remf Tvoe SG200 SG200 SG200 SG200 SG200 Allow Ten Tal 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1 847 ok Pk Conn Icl 570/760 ok 668/890 ok 81 5/1 087 ok 962/1283 ok 11 09/1 479 ok ServConn Tsc N/A N/A N/A N/A N/A Pullout FS 2 94/1 26 ok 3 81/2 13 ok 4 46/2 90 ok 5 89/3 90 ok 9 07/5 63 ok WALL #2 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No. 272-020 Case. WALL #2 Design Method Rankme-w/Batter (modified soil interface) Date: 09/05/2006 Designer MMM Design Parameters , Soil Paiameters Reinforced Fiti Retained Zone Foundation Soi! Reinforced Fill Type: Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters1 Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 150 1076 Qi 080 Cds 080 Analysis' Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 667ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 3 Wall Batter OOOdeg embedment 200ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 92/2 20 3 36/3 93 Calculated Bearing Pressure 1172/1312 psf Eccentricity at base 0 53 ft/0 77 ft Reinforcing (ft & Ibs/ft) Calc, Tension Remf Type 110/168 SG200 284/345 SG200 306 / 405 SG200 285/405 SG200 Reinforcing Quantities (no waste included) SG200 244sy/ft Bearing 14 48/12 09 Shear 5 95 /5 79 Bending 383/274 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Ic[ 569/759 ok 716/955 ok 863/1151 ok 912/1216 ok ServConn Tsc N/A N/A N/A N/A Pullout FS 2 18/1 14 ok 3 72/2 45 ok 7 93/4 78 ok >10/5 92 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No: 272-020 Case WALL #2 Design Method Rankme-w/Batter (modified soil interface) Date: 09/05/2006 Designer* MMM Design Parameters Soil Parameters Reinforced Fill , Retained Zone Foundation Soil Reinforced Fill Type - Unit Fill f c g pcf 31 0 126 31 0 126 34 0 113 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geogrids Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 E$ 1 50 Tal 1076 Ci 080 Cds 080 Analysis. Unit Type Compactl Leveling Pad Crushed Stone Wall Ht 9 44 ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case- Case 8 Walt Batter OOOdeg embedment 4 80 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 2 09/2 12 Calculated Bearing Pressure 1657/1876 psf Eccentricity at base 0 74 ft/1 09 ft Reinforcing (ft & Ibs/ft) Overturning 3 63/3 65 Bearing 18 08/15 10 Calc Tension Reinf Type 120/200 SG200 295/376 SG200 499 / 594 SG200 558/697 SG200 537/716 SG200 Reinforcing Quantities (no waste included) SG200 417sy/ft Allow Ten lal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Shear 429/422 PkConn J_cj 577/769 ok 724/965 ok 871/1161 ok 1018/1357 ok 1116/1488 ok Bending 3 68 /2 43 Serv Conn Tsc N/A N/A N/A N/A N/A Pullout FS 2 87/1 38 ok 4 39/2 75 ok 5 60/3 76 ok 8 67/5 55 ok >10/7 27 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case- WALL #2 Design Method Rankine-w/Batter (modified soil interface) Date. 09/05/2006 Designer MMM Design Parameters Soil Parameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type. Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration - 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geogrids Tuft RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 105 1613 1 50 Tal 1076 Qi 080 Cds 080 Analysis, Unit Type Compaclt Leveling Pad Crushed Stone Wall Hi 1141ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case Case 9 Wall Batter 0 00 deg embedment 645ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 1 99/1 99 Calculated Bearing Pressure 2049/2381 psf Eccentricity at base 0 95 ft/1 41 ft Reinforcing (ft & Ibs/ft) Overturning 3 42/3 21 Bearing 1793/1454 Shear 350/345 Bending 365/253 Layer 6 5 4 3 2 1 Height 1000 800 600 400 200 067 Calc Tension Remf Type 117/195 291/374 496/594 681/809 704/887 649/876 Reinforcing Quantities (no waste included) SG200 567sy/ft SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok 1076/1 847 ok PkConn Tel 574/766 ok 721/962 ok 868/1 158 ok 1015/1354 ok 1149/1 532 ok 11 73/1 564 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A Pullout FS 2 69/1 29 ok 4 21/2 62 ok 5 42/3 62 ok 6 90/4 65 ok >10/6 54 ok >10/8 46 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No; 272-020 Case WALL #2 Design Method, Rankme-w/Batter (modified soil interface) Date: 09/05/2006 Designer- MMM Design Parameters Soil Parameters: 1 Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration -015g Vertical Acceleration -OOOg Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 150 1 50/1 13 1 50/1 13 Reinforcing Parameters; Strata-Grid Geognds • Tuft RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 105 1613 FS 1 50 1076 Ci 080 Cds 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 798ft '' Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case. Case 13 Wall Batter OOOdeg embedment 2 00 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 2 03/2 18 3 56/3 83 Calculated Bearing Pressure 1397/1569 psf Eccentricity at base 0 61 ft/0 90 ft Reinforcing {ft & Ibs/ft) Calc Tension 108/188 282/373 487/597 549/708 Bearing 1352/11 19 Shear 436/428 Bending 368/282 Remf Type SG200 SG200 SG200 SG200 Reinforcing Quantities (no waste included) SG200 289sy/ft Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Tel 568/757 ok 715/953 ok 862/1 149 ok 1009/1345 ok Serv Conn Tsc N/A N/A N/A N/A Pullout FS 255/7 17 ok 4 07/2 46 ok 5 27/3 45 ok 8 27/5 13 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case- WALL #2 Design Method' Rankme-w/Batter (modified soil interface) Date. 09/05/2006 Designer. MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type ' Unit Fill f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters- Strata-Grid Geognds Tult RFcr RFd RFid SG200 LTDS 3000 1 61 1 10 1 05 1613 ES 1 50 IM 1076 Ci 080 Cds 080 Analysis Unit Type Compacll Leveling Pad Crushed Stone Wall Ht 10 48 ft Level Backfill Offset 3 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case- Case 16 Wall Batter OOOdeg embedment 4 80 ft DL 0 psf uniform surcharge Load Width 10000ft Results. Sliding Overturning Factors of Safety 2 05/2 04 3 48/3 36 Calculated Bearing Pressure 1868/2148 psf Eccentricity at base 085 ft/1 26ft- Reinforcing (ft&lbs/ft) Calc Tension Reinf Type Bearing 1636/1334 Shear 3 58 /3 53 Bending 365/351 Layer 6 5 4 3 2 1 Height 933 733 533 333 1 33 067 93/159 259/327 472/552 659/761 539/709 455 / 652 Reinforcing Quantities (no waste included) SG200 533sy/ft SG200 SG200 SG200 SG200 SG200 SG200 Allow Ten !§! 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok PkConn Icl 556/74 1 ok 703/937 ok 850/1 133 ok 997/1329 ok 11 44/1 525 ok 11 56/1 542 ok Serv Conn Tsc N/A N/A N/A N/A N/A , N/A Pullout ES 2 57/1 21 ok 4 20/2 66 ok 5 26/3 60 ok 6 72/4 66 ok >1 0/7 81 ok >10/9 66 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No 272-020 Case- WALL #2 Design Method Rankme-w/Batter (modified soil interface) Date. 09/05/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil , Reinforced Fill Type Unit Fill I c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus T7 Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pullout 1 50/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 Reinforcing Parameters Strata-Grid Geognds Tult RFcr RFd RFtd LTDS FS Tat SG200 3000 1 61 1 10 1 05 1613 1 50 1076 1 50/1 13 1 50/1 13 Ci 080 Cds 080 Analysis' Unit Type CompacH Leveling Pad Crushed Stone Wall Hi '847ft Level Backfill Offset 300 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case" Case 17 Wall Batter OOOdeg embedment 3 80 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Factors of Safety 2 10/2 21 Calculated Bearing Pressure 1466/1638 psf Eccentricity at base 0 63 ft/0 93 ft Reinforcing (ft & Ibs/ft) Calc Tension 92/757 257/322 470/543 418/544 367/517 Reinforcing Quantities (no waste included) SG200 389sy/ft Overturning 3 76/3 95 Bearing 17 71/15 00 Shear 446/438 Bending 3 69 /3 59 Re inf. Tvpe SG200 SG200 SG200 SG200 SG200 Allow Ten !§! 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok 1076/1 847 ok PkConn J_cl 554/739 ok 701/935 ok 848/1131 ok 995/1327 ok 1044/1 393 ok Serv Conn Tsc N/A N/A N/A N/A N/A Pullout FJ> 2 77/7 30 ok 4 40/2 81 ok 5 44/3 77 ok > 10/6 67 ok >10/8 22 ok STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project. ALL CA TS HOSPITAL Project No 272-020 Case WALL #2 Design Method. Rankine-w/Batter (modified soil interface) Date- 09/05/2006 Designer MMM Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type- Unit Fill. f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/150 bending 150 Reinforcing Parameters Strata-Grid Geognds 1 50/1 13 1 50/1 13 SG200 Analysis Tult 3000 Unit Type Leveling Pad Wall Ht Level Backfill Surcharge KFcr RFd RFid LTDS FS 1 61 1 10 1 05 1613 1 50 Compacll Crushed Stone 778ft Offset 300 LL 250 psf uniform surcharge Load Width 10000ft Tal Ci Cds 1076 080 080 Case: Case 18 Wall Batter OOOdeg embedment 2 95 ft DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 90/2 06 3 15/3 43 Calculated Bearing Pressure 1408/1614 psf Eccentricity at base 0 66 ft/0 96 ft Reinforcing (ft & ibs/ft) Calc Length Tension 60 121/201 SG200 60 232/317 SG200 60 469 / 572 SG200 60 534 / 690 SG200 Bearing 1468/11 95 Shear 447/438 Bending 2 81 /1 69 Remf Type Tal 232/377 469 / 572 534/690 Reinforcing Quantities (no waste included) SG200 2 67 sy/ft Allow Ten Tal 1076/1 847 ok 1076/1847 ok 1076/1847 ok 1076/1847 ok Pk Conn Tel 602/803 ok 700/933 ok 847/1 129 ok 994/1326 ok Serv Conn Tsc N/A N/A N/A N/A Pullout FS 2 87/1 38 ok 3 84/2 25 ok 4 61/3 03 ok 7 46/4 62 ok WALL #3 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project ALL CATS HOSPITAL Project No.'272-020 Case- WALL #3 Design Method1 Rankme-w/Batter (modified soil interface) Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type' Unit Fill- f c 31 0 31 0 34 0 Silts & sands Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical AcceJeration = 000g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 Reinforcing Parameters: Strata-Grid Geognds 1 50/1 13 1 50/1 13 SG200 Analysis. Tuit 3000 Unit Type Leveling Pad WaKHt BackSlope Surcharge RFcr RFd RFid LTDS FS 1 61 1 10 1 05 1613 1 50 Compact/ Crushed Stone 599ft 26 57 deg slope, LL 250 psf uniform surcharge Load Width 10000ft Tal Ci Cds 1076 080 080 Case. Case 5 Wall Batter 0 00 deg embedment 1 33 ft 1000 fttong DL 0 psf uniform surcharge Load Width 10000ft Results Sliding Overturning Factors of Safety 1 57/1 46 2 69/2 49 Calculated Bearing Pressure 1309/1604 psf Eccentricity at base 0 64 ft/0 97 ft Reinforcing (ft & Ibs/ft) Calc. Length Tension 50 50 50 Bearing 9 96/7 19 Shear 467/463 Bending 299/202 Layer 3 2 1 Height 467 267 067 154/242 378/524 499/713 Reinforcing Quantities (no waste included) SG200 1 67 sy/ft Reinf Tvoe SG200 SG200 SG200 Allow Ten I§J 1076/1847 ok 1076/1847 ok 107 6/1 847 ok Pk Conn Icl 568/757 ok 715/953 ok 862/11 49 ok Serv Conn Tsc N/A N/A N/A Pullout FS 319/1 62 ok 3 75/2 17 ok 5 64/3 16 ok WALL #4 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version Version 1 0 2 Build 116 SEISMIC DESIGN Project: ALL CA T$ HOSPITAL Project No 272-020 Case- WALL #4 Design Method. Rankme-w/Batter (modified soil interface) Date 09/06/2006 Designer MMM Design Parameters Soil Paiameters' Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill f £ 31 0 31 0 34 0 Silts & sands _ Crushed Stone, 1 inch minus Peak Acceleration = 0 15 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 uncertainties overturning 2 00/150 shear 150 connection bearing 2 00/1 50 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Strata-Grid Geognds Tult RFcr RFd RFtd SG200 LTDS 3000 1 61 1 10 1 05 1613 1 50 Tat 1076 Qi 080 Cds 080 Analysis. Unit Type Compacll Leveling Pad Crushed Stone WallHt 641ft Level Backfill Offset 1 00 Surcharge LL 250 psf uniform surcharge Load Width 10000ft Case- Case 1 Wall Batter OOOdeg embedment 3 50 ft DL 0 psf uniform surcharge Load Width 10000ft Results • - Sliding Overturning Factors of Safety 2 33/2 71 4 99/5 94 Calculated Bearing Pressure 1155/1226 psf Eccentricity at base 0 40 ft/0 56 ft Reinforcing {ft & Ibs/ft) Calc Length Tension 65 65 65 Bearing 21 55/1966 Shear 455/446 Bending 0 90 /O 74« Layer Height 3<090 467 2 267 1 067 371/256 462/447 508/561 Reinforcing Quantities (no waste included) SG200 217sy/ft Reinf Tvpe SG200 SG200 SG200 Allow Ten Tal 1076/1847 ok 1076/1847 ok 1076/1 847 ok PkConn J_cl 599/799 ok 746/995 ok 893/1191 ok Serv Conn Tsc N/A N/A N/A Pullout £S 1 63/1 89 ok 3 92/3 24 ok 7 01/5 08 ok Geotechnical Design Parameters Request for Soil Parameters Date: Project! Prepared byt Client: 9-22-06 Job No.: AH Cats Hospital Testing Services 0611115 Southern California Soil & Testing, Inc. Lynn Yut C/O AH Cats Hospital We have been contracted to design-build a Keystone/geogrid reinforced soil retaining wall for the above referenced project. Please see that attached cross section indicating the reinforced, retained and foundation areas and provide the following soil parameters: Reinforced Retained Foundation 31 31 450 450 350 126 126 113 Water should be prevented from infiltrating into the reinforced zone behind the wall. Our standard design includes a 4'* burrito drain at base of wall. Any other drainage requirements (e.g. drain board, rock column, etc)? Gravel zone behind wall should be wrapped in filter fabric Embedment requirements (distance to daylight)?7' to daylight* Seismic design considerations?Per latest CBC Global design considerations?No Other design considerations?Wall to be compacted fill on compacted formational soils"1 Temporary backcut constraints?1:1 (horizontal to vertical) *due to steepness of slope adjacent to wall In some areas, buried wall depth may be significant. Company: Southern Callforate SolL& Testing. Inc. Engineer: Date: Seal of Registered Engineer Z6IND€N»CflRT€R'SOUD6RS Red One engineering, Inc. nil Cats Hospital Retaining UUall Design (Dry Stacked Masonry) Carlsbad, California The calculations contained herewith are for the design and detailing of the Dry Stacked Masonry retaining walls at the project site listed. The design is provided for the wall along the edge of the storm water V detention facility per the original civil plans. The soil design parameters ^- are from the geotechnical investigation report by SCS&T \ Rll other components on this project are by others. Rll other systems are the responsibility of the owner and/or contractor PR6PflR6D BY I^P lyver, P€. S6 September 22, 2006 JOB NO P-0798-06 10121 SESunnyvde Rd Suite 205, Clackamai, OR 97O15 • P 503 6592205 • f 505 6592433 Bend • Klamath Falls • Portland ZBIND6N • CnRT€R • SOUD€RS 1 01 21 SE Sunnyside Road, Suite 1 30 • Clackamas, OR 9701 5 Phone 503 659 2205 • Fax 503 659 2433 CLIENT _ PROJECT '{ BY JOB NO DATE SHEET 1 a a 73 X -k ' l *>l iV^J y 7- LofiJt 67000 t s DSM Wall Loading 2 1 Downslope behind wall with 100% Water Load (consv desiani EFP 64Pcf —- I>cAJ£>f ry 0r rh_0 - S ^lO pC Fence V 0 Ib/post Fence M 0 ft-lb/post Per Cell (9" on cntr) Cell at 27" on cntr Height (ft) M (fl/lb/ft) V (Ib/ft) Mu Vu Mu Vu Mu Vu * 4 00 682 67 512 00 1160 53 870 40 870 40 652 80 2611 20 1958 40 6 00 2304 00 1152 00 3916 80 1958 40 2937 60 1468 80 8812 80 4406 40 8 00 5461 33 2048 00 9284 27 3481 60 6963 20 2611 20 20889 60 7833 60 10 00 10666 67 3200 00 18133 33 5440 00 13600 00 4080 00 40800 00 12240 00 ZBINDCN-CHRTCn Zbmden-Carter Engineering, Inc 10121 SE Sunnyside Road Suite #130 Clackamas, Oregon 97015 (503)659-2205 FAX (503)659-2433 Title All Cats Hospital Job # P-0798-06 Dsgnr TDL Date 1252PM, 22 SEP 06 Description DSM Retaining Walls Scope Design foundation and retaining wall CodeRef ACI 318-02, 1997 UBC, 2003 IBC 2003 NFPA 5000 Rev 580014 User KW 0606532 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 P0798 RETWALLS FTG ECW Calculations Description Case 1 - 4'-0" Wall Soil Data Retained Height - 400ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 8 00 in Soil Density = 11000pcf Wind on Stem = 0 0 psf Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,627 Ibs 866 in 2,052 psf OK 0 psf OK 3,000 pSf Soil Pressure Less Than Allowable ACE Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding Allow Soil Bearing = 3,000 0 psf Equivalent Fluid Pressure Method Footing Strengths & Dimensions psi Fy = Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footmg||Soil Friction Soil height to ignore for passive pressure 40 0 psf/ft 0 0 psf/ft 300 0 psf/ft 40ft = 0300 = 12 00 in fc = 3.000 Mm As% Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width = Key Depth Key Distance from Toe = Cover @ Top = 3 00 in 60,000 psi 00014 1 00ft 1 50 1200m 900m 1600m 000ft Btm = 3 00 in Stem Construction Top Stem 2,408 psf 0 psf 5 4 psi OK 10 5 psi OK 93 1 psi 1 52 OK1 53 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force= less 67 % Friction Force = Added Force Req'd = for 1 5 1 Stability = 996 4 Ibs 1,200 0 Ibs 327 1 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,408 951 156 794 536 9311 None Spec'd None Spec'd # 5 a 24 75 in Heel 0 psf Oft-# 569 ft-# 569 ft-# 1047 psi 93 11 psi ^^MnomMHMfl stern OKDesign height ft= 000 WaltxMatenal Above "HI" = Concrete Thickness = 9 00 Rebar Sxze = #5 Rebar Spacing = 3 00 Rebar Placed at = Edge Design Data \ fb/FB + fa/Fa Total Force (£ Moment Ac Moment Al Shear Acti. Shear Allo< \ \ Section tual\ owab\e al \ vable \ \BOVE H\ ; BELOW \ 'd' = lbs = ft-# = = psi = psi = . m = \ in = \ = Vi = psN= psi\ 0040 1,0840 1 ,445 4 36,023 9 126 1202 1655 600 1088 7 19 -/^rll. Wall Weight Rebar Depth 'd' Masonry Data Fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type = Normal WeightConcrete Data — — fc psi = 5,00\ Fy psi = 60,00 Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr Zbmden-Carter Engineering, Inc 10121 SE Sunnyside Road Suite #130 Clackamas, Oregon 97015 (503)659-2205 FAX (503)659-2433 Title All Cats Hospital Dsgnr TDL Job # P-0798-06 Date 1252PM, 22 SEP 06 Description DSM Retaining Walls Scope Design foundation and retaining wall ,, Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580014 User KW 0606532 Ver 5 8 0 1-Dec 2003(c)19a3-20Q3 ENERCALC EngineemTgSoflware Cantilevered Retaining Wail Design Page 2 P0796 RETWALLS FTG ECW Calculations Description Case 1 - 4'-0" Wall | Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 996 4 1 67 1 ,660 6 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 9964 OTM = 1,6606 Resisting/Overturning Ratio = 1 52 Vertical Loads used for Soil Pressure = 1,627 2 Ibs Vertical component of active pressure used for soil pressure RESISTINGForce Distance Ibs ft Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = 3300 733 4350 3750 1500 2638 1,6272 Ibs 213 000 050 1 38 1 25 038 250 RH = Moment ft-# 701 2 367 5981 4687 562 6596 25206 ZBIND€N-CflftT€ft Zbmden-Carter Engineering, Inc 10121 SE Sunnyside Road Suite #130 Clackamas, Oregon 97015 (503)659-2205 FAX {503)659-2433 Title All Cats Hospital Job # P-0798-06 Dsgnr TDL Date 1252PM, 22 SEP 06 Description DSM Retaining Walls , Scope Design foundation and retaining wall ' Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA SO'OO Rev 580014 User KW 0606532 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 P0798 RETWALLS FTG ECW Calculations Description Case 2 - 6'-0" Wall Criteria Soil Data Footing Strengths & Dimensions Retained Height ~ 6 00 ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 8 00 in Soil Density - llOOOpcf Wind on Stem = 0 0 psf Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 3,204 Ibs 1049 in 2,440 psf OK 0 psf OK 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding Allow Soil Bearing = 3,000 0 psf Equivalent Fluid Pressure Method psi Fy = Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Fnction Soil height to ignore for passive pressure 40 0 psf/ft 0 0 psf/ft 300 0 psf/ft 60ft = 0300 = 1200m 2,864 psf 0 psf 6 8 psi OK 28 1 psi OK 93 1 psi 1 62 OK 1 59 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force= less 67 % Friction Force = Added Force Req'd = for 1 5 1 Stability 1,952 9 Ibs 2,454 2 Ibs 644 0 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results Factored Pressure Mu1 Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,864 1,250 156 1,094 684 93 11 None Spec'd #5 @ 26 25m # 5 @ 24 75 m Heel 0 psf Oft-# 3,275 ft-# 3,275 ft-# 28 07 psi 93 11 psi fc = 3,000 Mm As % " = Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in 60,000 psi OOOU 1 00ft 250 ~ 3"50~ 1200m 900m 3000m 200ft Btm = 3 00 m Construction '{ Top stem spesign height /all Material Above "Ht" Thickness Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa' Total Force Moment / Moment . Shear Ac Shear All Stem OKft* o 00 = Concrete = 9 00 = #5 = 3 00 = Edge irEection tbs = tua\ ft-#^ lowaoJe lal \ wable \ ABOVE Ht\ ( BELOW Ht •d' 0 135 2,439 1 4,878 2 = 36,023 9 psf = psi = m~ \j n = \~ psi= ^ psi = 283 1202 1655 600 1088 719 \ ~s(\ /Xv- ^ Wall Weight Rebar Depth Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Normal Weight Concrete Data —- f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd Mu < S * Fr Key Not req'd, Mu < S * Fr 5,000 0 60,000 0 ; ZBINI>€N-Cnni€R Zbinden-Carter Engineering, Inc 10121 SE Sunnyside Road Suite #130 Clackamas, Oregon 97015 (503)659-2205 FAX (503)659-2433 Title All Cats Hospital Job # P-0798-Q6 Dsgnr TDL Date 1252PM, 22 SEP 06 Description DSM Retaining Walls / Scope Design foundation and retaining wall £ / J Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA5000 ReJ 580014 User KW 0606532 Ver 5 8 0 1 Dec 2003 (c) 1983 2003 ENE-RCAIC Engineering Software Cantilevered Retaining Wall Design Page 2 P0798 RETWALLS FTG ECW Calculalions Description Case 2 - 6'-0" Wall |Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# RESISTING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 1,952 9 233 4,556 7 Total = 1,9529 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O T M = 4,556 7 1 62 3,2042 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weight = Key Weight Vert Component = Total = 1,1550 733 6525 5250 281 2 517 1 263 000 3,031 9 050 1 38 1 75 238 350 - 367 8972 9187 6680 1 ,809 8 3,204 2 Ibs R M =7,362 3 ZBINDCN-CnnTCR 6NGIN6GRING, Zbinden-CarterEngmeenng, Inc 10121 SE Sunnyside Road Suite #130 Ctackamas, Oregon 97015 (503)659-2205 FAX (503)659-2433 Title All Cats Hospital Job # P-0798-06 Dsgnr TDL Date 1252PM, 22 SEP 06 Description DSM Retaining Walls Scope Design foundation and retaining wall CodeRef ACI 318-02. 1997 UBC, 2003 IBC, 2003 NFPA 5000 pev 580014 User KW 0606532 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Cantilevered Retaining Walt Design Page 1 P0798 RETWALLS FTG ECW Calculations Description Case 3 - 8-0" Wall Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = 800ft 000ft 000 1 800m HOOOpcf Soil Data Wind on Stem 0 0 psf Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel AllowableSoil Pressure Less Than Allowable ACI Factored @ Toe 'ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding Allow Soil Bearing = 3,000 0 psf Equivalent Fluid Pressure Method | Footing Strengths & Dimensions Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing 11 Soil Friction Soil height to ignore for passive pressure 40 0 psf/ft 0 0 psf/ft 300 0 psf/ft 80 ft = 0300 = 1200m 5,141 Ibs 14 72 in 2,984 psf OK 0 psf OK 3,000 psf 3,483 psf 0 psf 21 5 psi OK 49 6 psi OK 93 1 psi 1 61 OK 1 51 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Forcer less 67 % Friction Force = Added Force Req'd = for 1 5 1 Stability 3,228 2 Ibs 3,854 2 Ibs 1,033 3 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3,483 3,350 352 2,998 21 50 9311 = #5 @ 26 25 in = #5 @ 13 00 in = #5 @ 37 00 in Heel 0 psf Oft-# 8,139ft-# 8,139ft-# 49 59 psi 93 1 1 psi fc = 3,000 psi Fy = Mm As % = Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in 60,000 psi 00014 1 50ft 325 4T5~ 1200m 900m 42 00 in 070ft Btm = 3 00 in Construction Stem OK ft* 000 = Concrete 900 # 5 = 300 = Edge height Matenal Above "Ht" Thickness RebaKSize Rebar spacing Rebar Placed at Design fb/FB + fa/F Total Force @^ection Moment Actua Moment Allowa Shear Actual Shear Allowable 0321 4,336 2 11,563 1 36,023 9 503 1202 1655 600 1088 719 5,000 0 60,000 0 psi psi = Bar Develop ABOVE Ht\ m Bar Lap/Hook BELOW Ht Wall Weight Rebar Depth 'd' m *• Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv Solid Thick = Masonry Block Type = Normal Weight Concrete Datare Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr ZBINDCN-CflflTCft Zbmden-Carter Engineering, Inc 10121 SE Sunnyside Road Suite #130 Clackamas, Oregon 97015 (503)659-2205 FAX (503)659-2433 Title All Cats Hospital Job # P-0798-06 Dsgnr TDL Date 1252PM, 22 SEP Description DSM Retaining Walls Scope Design foundation and retaining wall Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA(5000 Re\' 580014 User KW 0606532 Ver 560 1 Dec 2003{c)1983 2003 ENERC^LC Engineering Software Cantilevered Retaining Wall Design Page 2 P0798 RETWALLS FIG ECW Calculations Description Case 3 - 8'-0" Wall Summary of Overturning & Resisting Forces & Moments | OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 3.228 2 3 00 9,684 7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 3,228 2 O T M = 9,684 7 Resisting/Overturning Ratio = 1 61 Vertical Loads used for Soi! Pressure - 5,141 0 Ibs Vertical component of active pressure used for soil pressure RESISTINGForce Distance Ibs ft Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = - Footing Weight = Key Weight Vert Component = Total = 2,200 0 1100 8700 7125 3937 8548 5,141 0 Ibs 350 000 075 1 88 238 1 08 475 RM = Momentn-# 7,7000 825 1,631 3 1 ,692 2 4233 4,060 2 15.589 5 ZBINDCN-CAItTCn ENGINEERING- Zbinden-Carter Engineering, Inc 10121 SE Sunnyside Road Suite #130 Clackamas, Oregon 97015 (503)659-2205 FAX (503)659-2433 Title All Cats Hospital Job # P-0798-06 Dsgnr TDL Date 1252PM, 22 SEP 06 Description DSM Retaining Walls .- Scope Design foundation and retaining wall ' ^ Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NF?PA 5000 Rev 580014 USi r KW 0606532 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Cantilevered Retaining Wail Design Page 1 P0798 RETWALLS FTG ECW Calculations Description Case4-10'-0"Wall Retained Height - 1000ft Wall height above soil = 0 00 ft Slope Behind Wall • - 0 00 1 Height of Soil over Toe = 8 00 in Soil Density = 11000pcf Wind on Stem = 0 0 psf Allow Soil Bearing = 3,000 0 psf Equivalent Fluid Pressure Method Heef Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing11Soil Friction Soil height to ignore for passive pressure [Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 7,674 Ibs 1541 in 2,981 psf OK 0 psf OK 3,000 psf 40 0 psf/ft 0 0 psf/ft 300 0 psf/ft 100ft = 0300 = 1200m Footing Strengths & fc = 3,000 psi Fy Win As% Toe Width = Heel Width Total Footing Width = Footing Thickness = Dimensions = 60,000 psi 00014 200ft 400 1200m Key Width Key Depth = Key Distance from Toe = Cover® Top = 3 00in 1200m 55 00 in 258ft Btm = 3 00 in | Stem Construction | Top stem Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,479 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 34 6 psi OK Footing Shear @ Heel = 77 0 psi OK Allowable = 931 psi Wall Stability Ratios Overturning = 1 74 OK Sliding = 1 50 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force= less 67 % Friction Force = Added Force Req'd = for 1 5 1 Stability = 4,822 4 Ibs 5,709 4 Ibs 1,542 4 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results Toe Factored Pressure MU' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 3,479 6,057 625 5,431 3457 9311 #5® 1950m # 5 @ 8 50 in # 5 © 24 75 in Heel 0 psf Oft-# 16,297 ft-# 16,297 ft-# 77 04 psi 93 11 psi Stem OKft= 0 00 = Concrete = 9 00 = #5 = 3 00 = Edge jign height Material Above "Ht" Thidkness Size RebarSpacmg Rebar Placed at Design [ fb/FB + Ta/\a Total Force Moment Ac Moment Shear Shear Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Special inspection Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type = Normal WeiJ Concrete Data [ 3> Section :tuaf NoVable jal\ iwable. ABOVfeHt = lbs = ft-# = = psi = psi = m = k BELOW Ht m = \ 'd' \. — __ = V in = 0627 6,775 3 22,584 2 36,023 9 786 1202 1655 600 1088 719 f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr 5,OC 60.00C ZBBNDCN-CflftTCA Zbinden-Carter Engineering, Inc 10121 SE Sunnyside Road Title All Cats Hospital Job # P-0798-06 Dsgnr TDL Date 1252PM, 22 SEP 06, Description DSM Retaining Wallsouiieffuu Clackamas, Oregon 97Q15 {503)659-2205 FAX (503)659-2433 Scope Design foundation and retaining wall Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 Rev 560014user KW 0606532 versso i-Dec2oo3 Cantilevered Retamina Wall Df*«tianCc)l9e3-2003ENERCALCEfi3rneenfigSoflware V**1I HUB VCI CU r\e tail III iy VVdll LJtt^lLjfi 111 SFfASOOO Page 2 I P0798 RETWALLS^FTG ECW Calculations | Description Case 4 - 10'-0" Wall ( Summary of Overturning & Resisting Forces & Moments 1 OVERTURNINGForce Distance Moment Item . Ibs ft ft-# Heel Active Pressure = 4,822 4 3 67 17,682 1 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 4,8224 OTM = 17,6821 Resisting/Overturning Ratio = 1 74 Vertical Loads used for Soil Pressure = 7,673 6 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soi! Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = SoiJ Over Toe - Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = . RESISTING Force Distance Ibs ft 3,575 0 4 38 000 146 7 1 00 1 ,087 5 2 38 900 0 3 00 687 5 3 08 1,2769 600 7 673 6 Ibs R M = Moment ft-# 15,6406 1467 2,582 8 2,700 0 2,1198 7,661 4 30,851 3 / / / 133HS 33S, PHONE (619) 280-4321 TOLL FREE (877) 215-4321 FA X (619) 280-4717 San Diego Office PO Box 600627 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 ' www scst com Indio Office PHONE , {760} 775-5983 TOLL FREE ,(877)215-4321 FAX (760) 775-8362 83-740 Citrus Avenue Suite G IndiO, CA 92201-3438 www scst com September 8, 2006 MS. Lynn Yut AH Cats Hospital 7O40 Loker Avenue West, Suite 100 Carlsbad, California 92008 SCS&TN0.0611115 Report No. 2 Subject- Reference Dear Ms Yut. PRELIMINARY RETAINING WALL DESIGN RECOMMENDATIONS, ALL CATS HOSPITAL TESTING SERVICES EL CAMINO REAL & CASSIA ROAD , CARLSBAD, CALIFORNIA • "Geotechmcal Investigation, Cassia Road Project"; prepared by Geocon Incorporated, dated December 16, 2004, (Project No. 07431-22-01) , In accordance with a request from Mr Tom Guinn, Southern California Soil and Testing, Inc. has prepared this report to provide preliminary retaining wall design recommendations for the masonry retaining walls for the subject project FOUNDATIONS Conventional shallow foundations may be utilized for the support of,the proposed retaining walls The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade ,and a minimum width of 12 inches. A bearing capacity of 3000 pounds per square foot (psf) may be assumed for said footings. The beanng capacity may be increased byJ300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum of 5000 psf The beanng capacity may be increased by one-third when considering wind and/or seismic forces. Footings located adjacent or within slopes should be extended to a depth such that a minimum horizontal distance of 10 fc^f gyistg hPfwnpn the outer footing edge and the face of the slope. EARTH RETAINING WALLS Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 300 psf per foot of depth This pressure may be increased by 1/3 for seismic loading. The coefficient of friction between concrete and the underlying material may be assumed to be 0 30 When combining frictional and passive resistance, friction should be reduced by_VS. The upper 12 inches of soil should not be considered when calculating passive pressures for exterior wa//s , ' • ' GEOGRID SEP 08 2006 RECEIVED Ms Lyi\n Yut f All Cat's Hospital •E/ Camino Real and Cassia St, Carlsbad, CA September 8,2006 SCS&TNo 0611115-2 Page 2 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent,to the pressure of a fluid weighing 40 pounds per 1 cubic foot (pcf) This pressure does not consider any surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect A typical wall subdrain detail is provided on Plate No. 1. Waterproofing and Subdrain Observation The geotechnical engineer should be requested to ve'nfy that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, we will not venfy proper application of the waterproofing. Backfill All backfill soils should be compacted to at least aojaercent relative compaction Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the grout has reached an adequate strength. Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience Very truly yours, SOUTi NIA SOIL & TESTING, INC. DBA kv * (2) Addressee (2) O'Day Consultants; Inc. - (1) Geognd Retaining Wall Systems, Inc. Attn Forrest Armentrout (fax also) ATTACHMENT \ Plate No 1 GEOGR1D SEP 08 2006 RECEIVED 18" mm CompactodFill V/Jc r ti"s tied !h& Vf^'-ro'ck/-''l>r- lftj.2/3"'"-'"^- Typical Retaining Wall Sub drain Detail Not to Scale Miradrain 6000 or equivalent, 2/3 wall height (J) Floor Slab @ Filter Fabric between rock and soil CD Backcut 2) Waterproof back of wall following architect's specifications (§) 4" minimum perforated pipe, SDR35 or equivalent, holes down, 1% fall to outlet, top of pipe below top of slab, encased in 3/4" crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirafi 140N or equivalent), with 6" minimum overlap. Provide solid outlet pipe at suitable location CJ. SOUTHERN CALIFORNIA i$tiff SOIL & TESTING, INC. ALL CAT'S HOSPITAL BY JOB NUMBER DBA 0611115-2 DATE PLATE NO 9/8/2006 1 VINdOdHVO dVSSIHVOSTIVM ONINlV13d 1AISQIVJ-ldSOH S1VO TIVONIb33NION33NOQ3H 7/7 6192804717 accounting 031101pm 11-02-2006 2/3 4 SOIL * rUTINa, INC i 28D-4321 TOI.L. FREE(87?)21S-4321 FAX(619) 280-4717 San Diego Office PO Box 600627 San Diego, CA 92160-0627 6280 River-dale Street Son Diego, CA 92L20 WWW scsl com PHONE(760) 775-5983 TOLL FREE (877)215-4321 FAX (760) 775-8362 Indlo Office / 63-710 Citrus Avenue Suite G IndlO, CA 92201-3438 www scst com SCS&T No. 0611114 Report No. 4 November 2,2006 Mr PatO'Day O'Day Consultants 2710 Loker Avenue West Carlsbad, California 92008 Subject- REVIEW OF KEYSTONE RETAINING WALL PLANS O'DAY MEDICAL OFFICE BUILDING 2020 CASSIA ROAD CARLSBAD, CALIFORNIA Reference "Report for Soil Parameters, O'Day Medical Office Building", prepared by Southern California Soil and Testing, Inc., dated September 22, 2006 Dear Mr O'Day In accordance with a request from Mr Thomas Guinn, this letter has been prepared to verify that we have reviewed the subject plans prepared by Red One Engineering, Inc for the subject project, dated October 30, 2006 The plans were found to be in accordance with the recommendations provided in the referenced report It is recommended that filter fabric such as Mirafi 140 be placed between soil backfill and gravel «one behind wall This opportunity to be of professional service is sincerely appreciated SOIL & TESTING, INC. Danie Vice DBAkv (2) Addressee (1) Pacific Building Group, Attn, Eric Nelson Received Nov-02-2006 03 Z3pm From-6192804717 To-O'DAY CONSULTANTS Page 002 6192804717 accounting 5 SOIL & tmiNu, INC. X I ST PHONE(619) 280-4321 TOLL FREE(877)215-4331 FAX(619) 280-4717 San Diego Office PO Sox 600627 San Diego, CA 92160-0627 6280 Riverdaie Street San Diego, CA 92120 www scst com 0311 01 pm 11-02-2006 2/3 PHONG(760)775-5983 TOLL FREE (877)215-0321 FAX(760) 775-8362 India Office / 63-740 Citrus Avenue Suite G Inblo, CA 92201-3438 www scst corn SCS&T No. 0611114 Report No. 4 November 2, 2006 Mr PatO'Day O'Day Consultants 2710 Loker Avenue West Carlsbad, California 92008 Subject- REVIEW OF KEYSTONE RETAINING WALL PLANS O'DAY MEDICAL OFFICE BUILDING 2020 CASSIA ROAD CARLSBAD, CALIFORNIA Reference "Report for Soil Parameters, O'Day Medical Office Building", prepared by Southern California Soil and Testing, Inc , dated September 22, 2006 Dear Mr O'Day In accordance with a request from Mr Thomas Gumn, this letter has been prepared to verify that we have reviewed the subject plans prepared by Red One Engineering, Inc for the subject project, dated October 30, 2006 The plans were found to be in accordance with the recommendations provided in the referenced report It is recommended that filter fabric such as Mirafi 140 be placed between soil backfill and gravel zone behind wall This opportunity to be of professional service is sincerely appreciated SOIL & TESTING, INC. Dante Vice DBAkv (2) Addressee (1) Pacific Building Group, Attn Eric Nelson Received Nov-OZ-2006 03 23pm From-6192BQ47l7 To-O'DAY CONSULTANTS Page 002