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Home My WebLink About2741 GATEWAY RD; ; CB072069; Permit09-06-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB072069 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2741 GATEWAY RD CBAD RETAIN 2131210200 Lot# 0 $19,80000 Construction Type NEW BRESSI RANCH FUEL MART-1100 SF KEYSTONE WALL Applicant ALM SERVICES, INC 9926 PROSPECT AVE SUITE 132 SANTEE, CA 92071 (619)562-4740 Status Applied Entered By Plan Approved Issued Plan Check* Inspect Area Owner BRESSI RANCH FUEL MART LLC P O BOX 456 RANCHO SANTA FE CA 92067 ISSUED 08/03/2007 RMA 09/06/2007 09/06/2007 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 Additional Fees TOTAL PERMIT FEES $17669 $000 $11485 $000 $1 98 $000 $000 $000 $000 $293 52 Total Fees $293 52 Total Payments To Date $293 52 Balance Due $000 Inspector FINAL AP Date APPRll iROVAL Clearance NOTICE Please take NOTICE that approval of your project includes the' Imposition" of fees 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 If 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 lees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad ,1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application PlairCheck No. •^$$(3$$ tf -—- l^ftfy *Est. Value Plan Ck. Deposit Date JOB ADDRESS I CT/PROJECt # DESCRIPTION OF WORK . SUITE#/SPACE#/UN'IT# PHASE ## OF UM'iTS I # BEDROOMS TECJANT BUSINESS N IONSTR TYPE FOCC G'ROUP ~ I t+criiott Mt'f iui/'/viF /-exz_^ EXISTING USE PROPOSED USE GARAGE (SF) CONTACT NAME (If Different Fom Applicant) ADDRESS CITY STATE ZIP PHONE 1 FAX ! EMAIL PROPERTY OWNER NAME ( ADDRESS CITY _ STATE ZIP PHONE FAX EMAIL ARCH/DESIGNER NAME «r ADDRESS STATE LIC * C.K/J^£(ri CfJtfVy /?Y2-<? / PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES D # NO D YES D NO D YES D NO D APPLICANT NAME ADDRESS CITY STATE ZIP PHONE FAX EMAIL CONTRACTOR BUS NAME ADDRESS CITY STATE ZIP PHONE FAX vl^ I/ 8~~^2.<so 6C7 S"^/~c^/L/y3 EMAIL STATE LIC # CLASS CITY BUS LIC # » • /) j Sec 703 1 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 flTa ligned statement that he is icensed pursuant to the provisions of the Contractor s License Law {Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom and the basis for the anegefj exemption Any violation of Section 703 1 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {5500}) !§• W::;\ v-; -;,oc.\, ,^.^/ii^ij^S;;- ,, • j ;.'•.' . ^^JSife^iiPiP'iiii-ilf^ ,. . -•••^ . •,,4'P'"" :^fS, ::•: • -foil, i Tmtt 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 JS. I have and will maintain workers' compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insurance Co F*\At'iri}~zAr-f Policy No ft^&S "S/A- 0O'S TtP""C^b Expiration Date 2/ZA^),-?" This section need not be completed if the permit is for one hundred dollars ($100) or less n Certificate of 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 become sublet to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees J&£ CONTRACTOR SIGNATURE DATE ~~) / hereby affirm that I am exempf from Contractors 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 7044 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 sate If however the building or improvement is sold wilhm 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) C1 I as owner of the property am exclusively contracting with licensed contractors to construct the proiect (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of properly who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractors Lice.ise Law) •D 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 G Yes !~1 No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / 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 / 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 / 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 AcP O Yes G No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' Q Yes d No Is the facility to be constructed within 1 000 feel of the outer boundary of a school site7 G Yes Cl No IF ANY OF THE ANSWERS ARE YES,/ EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 309711) Civil Code) Lender s Name Lender s Address I certify that I have read 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 representative of the City 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 OSH A An OSH A permit is required for excavationsafrer 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Building/Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authonzed by such permit is not commenced within 180 days from the date of such permit or if the bujfc/ng or work authonzed by such permit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) » ^APPLICANT'S SIGNATURE DATE '.Inspection List Permit* CB072069 Date Inspection Item 11/14/200719 Final Structural 10/26/200769 Final Masonry 09/17/200761 Footing Type RETAIN Inspector PY MC TP Act AP NR NR BRESSI RANCH FUEL MART-1100 SF KEYSTONE WALL Comments NEED FINAL ENG REPORTS NO INSP , APPROVAL PNDING ENG REPORT Thursday, November 15, 2007 Page 1 of 1 UNSCHEDULED BUILDING INSPECTION nV,DATE M / IH /O I INSPECTOR PERMIT # - o PLAN CHECK # JOB ADDRESS Z""? ^ ( DESCRIPTION t CODE DESCRIPTION ACT COMMENTS EsGil Corporation In Partnership with government for (Buififing Safety DATE August 30, 2007 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 072069 SET II PROJECT ADDRESS 2741 Gateway Road PROJECT NAME Segmental Ret. Walls-Keystone for Bressi Ranch |/\l 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 IXI 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 ) Fax # Mail Telephone Fax In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 8/23/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 *• Fax (858) 560-1576 EsGil Corporation In (Partnership with government for <Bm[ding Safety DATE August 13, 20O7 OAEE1JCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 072069 SET I PROJECT ADDRESS 2741 Gateway Road PROJECT NAME Segmental Ret. Walls -Keystone for Bressi Ranch 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 LAI 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 XI The applicant's copy of the check list has been sent to Bob Aim 9926 Prospect Avenue, # 32, Santee, CA 92071 Esgil Corporation staff did not advise the applicant that the plan check has been completed X3 Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Bob Telephone # (619)318-8200 Date contacted F//^/o7(bW^$) Fax # (619)561-6048 Mail Telephone ^r Fax y\r\ Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 8/7/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 'Carlsbad 072O69 August 13, 20O7 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 072069 JURISDICTION Carlsbad PROJECT ADDRESS 2741 Gateway Road FLOOR AREA STORIES REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 'August 13, 2007 HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 8/7/07 PLAN REVIEWER Bert Domingo 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 access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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 To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 072069 August 13, 2O07 Important Notice Regarding the 2007 CBC If you are an architect, engineer, designer or contractor that performs work within the State of California, please be advised that a new building code will take effect on January 1, 2008 The new building code is based on the 2006 International Building Code (IBC) and it is significantly different than the Uniform Building Code (UBC) All plan review applications submitted after December 31. 2007 will be required to comply with the new code The 2007 CBC is currently available for purchase directly from the International Code Council, at www iccsafe org . PLANS 1 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 calculalions/reports to EsGil Corporation, 9320 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 2 Plans must be signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) Please see the soils report also 3 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions When special inspection is required, the archilect 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 Carlsbad 072069 August 13, 2007 • FOUNDATION REQUIREMENTS 5 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 building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 6 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 soils report are properly incorporated into the construction documents 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 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 Yes Q No a 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 Bert Domingo at Esgil Corporation Thank you '.Carlsbad O72O69 August 13, 2OO7 VALUATION AND PLAN CHECK FEE PLAN CHECK NO 072069 DATE August 13, 2007 JURISDICTION Carlsbad PREPARED BY Bert Domingo BUILDING ADDRESS 2741 Gateway Road BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION retaing wall - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrln Pprmit FPP h\/ Hrrlma AREA (Sq Ft) 1100 cb Valuation Multiplier 17 74 By Ordinance Reg Mod VALUE ($) 19,514 . 19,514 $17669 Plan Check Fee by Ordinance ! "* j Type of Review D Complete Review I I Repetitive Fee Repeats D Other D Hourly Structural Only Hour* Esgil Plan Review Fee $11485 $7516 Comments Sheet 1 of 1 macvalue doc SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2741 Gateway Road, Carlsbad, CA PLAN CHECK NUMBER: 072069 OWNER'S NAME Brcssi Ranch Fuel Mart LLC 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 the special inspector(s) 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 1, 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. __^_ s Seal Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PS1 Prestressed Concrete Structural Masonry *gf"Designer Specified Field We High Strength Bolting Expansion/Epoxy Anchors Spraycd-On Fireproofing Other 2 Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above: A. C.W. La Monte B. C. 3. Duties of the special inspectors for the work listed above: 1 SOIL TYPE, CLASSIFICATION, SIIKAK STRENGTH PARAMETERS, AND COMPACTION FOR SUBGRADE 2 SOIL TYPE, CLASSIFICATION, SHEAR STRENGTH PARAMETERS, AND COMPACTION I'OR BACKFILL 3 EXCAVATION FOR FOUNDATION, SUBGRADE CONDITION PRIOR TO LEVELING PAD PLACEMENT 4 COMPACTION OF BACKFILL TO 9(1% OF MAXIMUM DRV DENSITY 5 SOIL TYPE TO MEET MINIMUM DESIGN REQUIREMENTS 6 PLACEMENT & COMPACTION TO 90% RELATIVE COMPACTION OF LEVELING PAD 7 PLACEMEN! OF BLOCK AND CORRECT GEOGRID TYPE 8 SUBDRAIN PLACEMEN! 9 WALL BATTER (SEF. DRAWING) 1(1 PROVIDE REPORT AT THE COMPLETION OF WALL(S) Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job si(e of CarI sbad BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER BUILDING ADDRESS CB 6 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 modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result inrsasrjgnsjon of permit to build Date DENIAL Please see me^attached report of deficiencies marked withxBjj Make necessary corrections to plans or^'specifications for compliance with applicable codesNand standards Submit corrected plans and/or specifications to this office for review ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT CONTACT PERSON NAME JOANNE JUCHNIEWICZ City of Carlsbad ADDRESS 1635 Faraday Avenue Carlsbad, CA 92008 PHONE (760) 602-2775 H \wnRD\DOflS\nHKI 1635 Faraday Avenue » Carlsbad. CA 92008-7314 » (760) 6O2-2720 • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS Provide a fully dimensioned site plan drawn to scale Show A—North-Arrow D Easements E Retaining Wall (location and height) B Existing & Proposed Structures (dimensioned from street) C Property Lines Show on site plan A Drainage Patterns B Existing & Proposed Slopes C Ex,st,ng Topography Include on title sheet Import/Export Q Q Q Q Q Q A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut (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 5 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Wafy and/or private work adjacent to the public Right-of-Way A separate Right-of-Way issued by the Engineering Department is requffecr for the following Please obtain an application for Right-of-Way permit from the Engineering Department Page 1 \\LASPALMAS\SYS\LIBRARY\ENG\WORD\DOCS\CHKLST\Retaimng Wall Building Plancheck Cklst Form JJ doc Soil and Foundation Engineers J 4350 F VLM A\ EM K, SlilTK 25 August 17, 2007 Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Sante Fe, California 92067 L\ MESA, C VLIFOKMA 91941 Ku (619)462-4859 Job No 07 5398 SUBJECT PLAN REVIEW OF SEGMENTAL BLOCK RETAINING WALLS Proposed Bressi Ranch Fuel Mart Southeast Corner of El Fuerte Street and Gateway Road Bressi Ranch, Carlsbad, California REFERENCES: Segnientnl Retaining Wall Plans for Bressi Ranch Fuel Mart, by Charles Chen Proposed Segnientnl Block Retaining Wall Parameters, Proposed Bressi, Rancli Fuel Mart, Southeast Corner of El Fuerte-Street and Gateway Road, Bressi Rancli, Carlsbad, California, by C W La Monte Company, Inc , dated July 27, 2007 In order to comply with the Plan Review Correction List issued by EsGil Corporation (dated August 13, 2007), we have reviewed the above referenced documents and their relation to our previously issued soils report Based on this review we have determined that the intent of the soils reports recommendations have been incorporated into the above referenced project plans and specifications If you have any questions after reviewing this report, please do not hesitate to contact our office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, C W La Monte Company Inc LaMonte, RCE 25241.GE 0495 Keystone Segmental Retaining Wall Design Calculations For Project' Bressi Ranch Fuel Mart 2741 Gateway Road Carlsbad, California 92008 Prepared for the exclusive use of Hillside Retaining Walls 5256 So Mission Road, #703-002 Bonsall, CA 92003 760-451-8600 760-451-8602 Fax Charles Chen, RE. 8 Paima Lane Ladera Ranch, CA 92694-1206 Phone (949) 916-6269 fax (949)276-9747 charleschcn@cox net Date- July 30, 2007 No 64291 Exp 6-30-2009 Charles Wei Chen RCE 64,291, EXPIRES 6/30/2009 F,ii«incei does not take- any responsibility for construction, or control of the job Engmcci 's responsibility is solely limited to (he tlesi«n of the structural members included herein Any changes to design, structuinl members or configuration shnll void calculations Supei vision may be contracted for assurance of proper construction. Page 1 of 51 PURPOSE: The purpose of these calculations is to provide a basis for design of the Keystone retaining wall to be built at Bressi Ranch Fuel Mart, 2741 Gateway Road, Carlsbad, California 92008 STATIC DESIGN METHOD: The method of analysis presented in reference I is used to determine the static internal and external stability of the reinforced soil retaining wall system The computer program Keywall developed by Keystone Retaining Wall Systems, Inc is used to complete the analysis The program is based on the methods presented m reference 1 The results of the analysis are included as Appendix A Keywall allows the selection of several different design methodologies Keystone recommends use of the Rankinc methodology The Rankme methodology is described in the Keystone manual (reference 1) and in the help file ofKewvall software (reference 2) SEISMIC DESIGN METHOD- The 2001 California Building Code, Chapter 16A (Structural Design Requirements), Section 1611A 6 Retaining Walls, states "Retaining walls higher than 12 feet (3658), as measured from the top of the foundation, shall be designed to resist the additional earth pressure caused by seismic ground shaking " Seismic analysis was performed on wall sections greater than 12 feet The seismic internal stability of the Keystone retaining walls was explored using Keywall The methodology used is described in reference 3, Keystone Retaining Wall Systems, Seismic Design Methodology Reference 3 describes the steps required to apply the Mononobe-Okabe analytical model to mechanically stabilized earth retaining walls An acceleration of 0 36 was used in the seismic analysis ASSUMPTIONS- Site Soils Based on soil properties provided in the Geotechmcal Reports and the Soil Parameter R.F1 (reference 5), we have chosen to use the following minimum strength parameters for design of the Keystone retaining walls which should be verified in field by the project geotechmcal engineer Retained & Reinforced Soils' Foundation Soils • c|) = 30° cj> = 30° C = 0 psf C = 0 psf 7=l25pcf y=125pcf Backfill soils shall be low expansive PI<20 and less than 30% passing the #200 sieve Page 2 of 51 WALL CONFIGURATIONS- Based on the plans provided (reference 6), the Keystone walls will be located as shown on the plans The walls will be constructed with the embedment shown on the profiles and a near vertical batter (front pin alignment) for Wall A and a 4 4° batter (combination of planter units and back pins) as indicated on the Profile Sheets 3-4 Wall A has been designed to support the Fuel Mart footing load and Wall B has been designed to support the Car Wash traffic and footing load The calculations assume 18'' deep Keystone Standard units weighing approximately 105 Ibs each The walls will be reinforced with Synteen SF35. SF55 and SF80 See Sheet 2 for a typical wall section and profile sheets for reinforcement placement and length The design of the retaining wall assumes no build up of hydrostatic pressures within the reinforced fill zone of the wall Therefore construction of an effective sub-drain system behind the reinforced soil /one is critical to the performance of the wall ANALYSIS. The following target factors of safety were used in the analysis of the design STATIC ANALYSIS ''sliding" ' -^ 'hearing" *• " ''overturning" — « ''pull-out" ' ^ Note Seismic safety factors are 75% of static SEISMIC ANA L YSfS 'sliding" ' i rovertvlnllna~' '"uncertainties" ''hearing" ' '"pull-out" ' RECOMMENDATIONS. o The walls shall be constructed per the details (Sheet 2) and profile (Sheets 3 - 4) based on the design calculations provided in this report, typical section shown on Sheet 2 and construction notes shown on Sheet I e The pio|ect geotechmcal engineer shall verify foundation soil conditions and properties of the backfill before construction « The Keystone walls shall be constructed per the manufacturers recommended procedures for installation of Keystone blocks and fiberglass pins o The temporary excavation back-cut, giadmg. ground improvements sub-dram, and surface drainage system for the Keystone walls shall be pei the Project Soils and Civil Engineer's recommendations • The Project Soils Engineer shall review the design parameters used herein for contbrmance with their recommendations Page 3 of 51 REFERENCES: 1 Keystone Retaining Wall Systems, Inc 1995, Design Manual and Keywall Operation Handbook, 4444 West 78lh Street, Minneapolis, Minnesota 55435 2 Keystone Retaining Wall Systems, Inc . Keywall, Version 332 280, 4444 West 78th Street. Minneapolis, Minnesota 55435 3 Keystone Retaining Wall Systems, Inc , May 10. 1995. revised November 30, 2001, Seismic Design Methodology for Keystone RetE Minneapolis, Minnesota 55435 Methodology for Keystone Retaining Wall Systems by Craig Moritz, P E , 4444 West 781'1 Street. 4 ICBO Mo 4599 for Keystone walls. March 1. 2004 and ICC KSR-2113 Report for Keystone Retaining Wall Systems. July 1,2006 5 C W La Monte Company. Segmental Block Retaining Wall Design Parameters. Proposed Bressi Ranch Fuel Mart, Southeast Corner of El Fuerte Street and Gateway Road, Bressi Ranch. Carlsbad, California, Job No 07 5398, July 27. 2007, 4350 Palm Avenue, Suite 25, La Mesa, California, 91941, (619)462-9859 6 Barghauscn Consulting Engineers, Inc , Grading Plans, For Bressi Ranch Fuel Mart, 2741 Gateway Road. Carlsbad, California, CAD fik Washington 92868, (714) 939-1440 Road. Carlsbad, California, CAD file received June 29, 2007, 18215 72nd Avenue South, Kent, CLOSURE We have employed accepted engineering procedures, and our professional opinions and conclusions are made in accordance with generally accepted engineering principles and practices This standard is in lieu of all warranties, either expressed or implied Page 4 of 51 APPENDIX A - KEYWALL OUTPUT WALL A-CASES 1-4 60\80:, 100'& 120' SECTIONS STANDARD CALCULATIONS Page 5 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Brcsxi Ranch Fuel Mart Project No H2720 Case Case I Design Method Rankme-w/Batter (modified soil interface) Date 7/10/2007 Designer JGII Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill 4 30 30 30 Silts & sands Crushed Stone, 1 inch minus 125 125 .125 Minimum Design Factors of Safety sliding 1 50 overturning 2 00 bearing 2 00 pul lout shear bendin<? 50 50 50 uncertainties connection 1 50 1 50 Reinforcing Parameters SF55 SF35 Tult 4200 3055 Synleen Geognds RFcr I 54 1 54 RFd 1 10 1 10 RFid 1 05 I 05 LTDS 2361 1670 FS I 50 1 50 Tal 1574 1113 Ci 080 080 Cclx 0 80 080 Analysts Wall A - 6' Section Unit Type Leveling Pad Wall Ht Level Backfill Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 00 ft Reinforcing (ft & Ibs/tt) Layer Height Length 2 4 00 6 5 1 133 6 5 Reinforcing Quantities (no waste, included) SF55 0 72sv/ft SF35 0725V/// Standard 18" Crushed Stone. 600ft Offset 500 LL Ops/ uniform surcharge Load Width 000ft Overtiirnins 6 84 Remf Type SF35 SF55 Case Case 1 Wall Batter 0 00 deg embedment 2 70 ft DL 1500 pxf uniform surcharge Load Width 200ft Calc Tension 287 1299 Allow Ten Tal 1113 ok 1574 ok Shear 3 17 Pk Conn Tel 1161 ok 1950 ok Bendmt 205 Serv Conn Tsc N/A N/A Piillout FS 2 17 ok 1 75 ok 7/30/2007 I "aye 1 Page 6 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Bressi Ranch Fuel Mart Project No H2720 Case Case 2 Design Method Rankine-\v/Batter (modified soil interface) Design Parameters Soil Parameters Reinforced Fill Retained Zone. Foundation Soil Reinforced Fill Type Unit Fill $ 30 0 30 0 30 0 Silts & sands Crushed Stone. 1 inch minus Minimum Design Factors of Safety sliding 1 50 pullout 1 50 overturning 2 00 shear 1 50 bearing 2 00 bendinii 1 50 Date 7/10/2007 Designer JGH Y...P.CJ: 125 125 125 uncertainties connection 150 1 50 Reinforcing SF55 SF35 Parameters , Tiilt. 4200 3055 Svntcen ( RFcr 1 54 1 54 Cieognds RFd 1 10 1 10 RFid 1 05 1 05 J.TDS 2361 1670 FS 1 50 1 50 Tal 1574 1113 C.i 080 0 SO Cdi 0 SO 080 Analysis Wall A - 8' Section Unit Tvpe Leveling Pad Wall Hi Level Backfill Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 19 ft Reinforcing (ft &. Ibs/ft) Standard 18" Crushed Stone. 8 00 ft Offset 500 LL 0 psf uniform surcharge Load Width ' 0 00ft Case Case 2 Wall Batter 0 00 deg embedment 2 70 ft DL 1500 psf uniform surcharge Load Width 2 00 ft Sliding 2 48 1297 psf Overtuinms 521 Layer Height Length 3 6 00 6 5 2 3 33 6 5 I 133 6 5 Reinforcing Quantities (no waste included) SF55 I 44 xv/ft SF35 072sv/ft Calc Tension 2S7 1118 1299 Remt' Tvpc SF35 SF55 SF55 Rearms 11 40 Allow Ten Tal 1113 ok 1574 ok 1574 ok Shear 3 17 Bending 2 05 Pk Conn Scrv Conn Pullout Td Tsc FS 1161 ok N/A 4 95 ok 1950 ok N/A 2 63 oh 19 50 ok N/A 355o/< Dak- 7/30/2007 Page 7 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Bressi Ranch Fuel Mart Project No II2720 Case Case 3 Design Method Rankine-w/Batter (modified soil interface) Date 7/10/2007 Designer JGH Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill $ c 30 0 30 0 30 0 Silts & sands Crushed Stone, 1 inch minus Y PC 725 125 125 -J-\ 4 Minimum Design Factors of Safety sliding 1 50 pullout overturning 200 shear bearing 2 00 bending Reinforcing Parameters Synteen Geogrids Tijlt RFcr SF55 4200 154 SF35 3055 154 1 50 1 50 1 50 uncertainties connection 1 50 1 50 U-'d 10 10 RFid I 05 1 05 LTDS 2361 1670 FS 1 50 1 50 Tal 1574 1113 Ci 0 SO 0 cW Cds 0 80 0 SO Analysis Wall A - 10'Suction Unit Type Leveling Pad Wall Ht Level Backfill Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 55 ft Reinforcing (ft & Ibs/ft) Standard 18" Crushed Stone 10 00ft O/fiet 500 LL 0 psf uniform surcharge Load Width' 0 00ft Sliding I 77 1978 psf Length 70 70 70 70 Reinforcing Quantities (no waste included) SF55 2 33 sy/ft SF35 0 78 sy/ft Calc Tension 287 1118 1120 1291 Ovei turning 321 Reinf Type SF35 SF55 SF55 SF55 Case Case 3 Wall Batter 0 00 cleg embedment 2 70 ft DL 1500 psf uniform surcharge Load Width 200ft Shear 3 17 Allow Ten Tal /113 ok 1574 ok 1574 ok 1574 ok Pk Conn Tel 1161 ok 1950 ok 1950 ok 1950 ok Serv Conn Tsc N/A N/A N/A N/A Pullout FS 2 S4 ok 2 07 ok 3 48 ok 4 62 ok Dale 7/?0/2007 Pu.-c 1 Page 8 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Rressi Ranch Fuel Mart Project No H2720 Case Case 4 Design Method Raiikine-w/Battcr (modified soil interface) Date 7/10/2007 Designer JGH Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill 30 0 30 0 30 0 Silts & sands Crushed Stone, I inch minus 125 125 125 a_. ^ — — — — ////f/ !/i/// • -•— — •••- — • — ~~ — • 4 3 2 1 Minimum Design Factors of Safety sliding 1 50 overturning 2 00 bearing 2 00 Reinforcing Parameters Tuli SF55 4200 SF35 3055 pullout shear bending 1 50 1 50 1 50 uncertainties connection 150 1 50 Syntecn Geognds ' RFcr RFd 1 54 1 54 1 10 1 10 RFjd 1 05 1 05 LTDS 2361 1670 FS 150 1 50 Tal 1574 1113 Ci 0 SO 080 Cds 0 SO 0 M Analysis Wall A - 12' Section Unit Type Leveling Pad Wall Hi Level Backfill Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 32 ft Reinforcing (ft & Ibs/ft) Standard 18" Crushed Stone 12 00ft Offset 500 LL Opsf uniform surcharge Load Width 0 00ft Case Case 4 Wall Batter 0 00 deg embedment 2 70ft DL 1500 psf uniform surcharge Load Width 200ft Sliding 301 1990 psf Overturning 614 I,ii\cr 5 4 3 0 1 Height 10 00 733 5 33 3 33 1 33 Length 85 8 5 85 85 85 Calc Tension 2S7 1118 1120 1155 1306 Rcmf Type SF35 SF55 SF55 SF55 SF55 Bearing 866 Allow Ten Tal 1113 ok 1574 ok 1574 ok 1574 ok 1574 ok Shear 3 17 Pk Conn Tel 1161 ok 19 50 ok 1950 ok 19 50 ok 19 50 ok Bending 2 05 Serv Conn Tsc NM N/A N/A N/A N/A Pullout JiS 2 75 ok 2 36 ok 3 SI ok 5 54 ok 6 92 ok Reinforcing Quantities (no waste included) SF55 3 7Ssy/ft SF35 0 94 ay/ft Dale 7/30/2007 Page 9 of 51 APPENDIX A - KCYWALL OUTPUT- WALL A-CASE 5 140'SECTION DETAILED CALCULATIONS Page 10 of 51 RETAINING WALL DESIGN Version 3 3 2 280 SFISMIC DESIGN Project Bressi Ranch Fuel Mart Project No H2720 Case Case 5 Design Method Rankme-w/Batter (modified soil interface) Date 7/10/2007 Designer JGH Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation So/f Reinforced Fill Type Unit Fill 30 0 30 0 30 0 Silts & xamlx Crushed Stone, 1 inch minus 125 125 125 - / /I= //], ~ / / , 4i v U= // i , = / i 6 Peak Acceleration = 0 36 g Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 1 50/1 13 pidloiit 1 50/1 13 uncertainties overturning 2 00/1 50 shear 1 50 connection bearing 2 00/150 bending 1 50 1 50/1 13 1 50/1 13 Reinforcing Parameters Synteen Geognds I'lit Rfcr ' RFd RFicl LTDS SF55 4200 154 1 10 1 05 2361 SF35 3055 154 ] 10 1 05 1670 Analvsis Wall A- 14'Section Unit Type Leveling Pad Wall III Level Backfill Sin charge Standard 18" Crushed Stone 14 00ft Offset 500 LL 0 psf uniform surcharge Load Width 000ft Results Slidms Factors of Safety 2 SS/1 61 Calculated Bearing Pressure 2367/3242psf I-ccenlncity at base 0 69 ft/1 85 ft Reinforcing (fl & Ibs/ft) Calc Tension 287/1191 HIS/1446 1120/1570 1155/1727 1143/1837 Overturning 5 61/2 50 1 Height 12 00 933 733 5 33 3 33 I 33 Length 170 100 10 0 100 100 100 1389/2204 Reinforcing Quantities (no waste included) SF55 i 56 ay/ft SF35 1 89 sv/ft 1 50 1 50 1574 1113 0 80 080 Cds 080 0 SO Case Case 5 Wall Batter 0 00 cleg embedment 2 70ft DL 1500 psj uniform surcharge Load Width 200ft Rearing 1 72/4 63 Shear 3 17/298 Rending 2 05 /I 84 Remf Type SF35 SF55 SF55 SF55 SF55 SF55 Allow Ten Tal / 113/1829 ok 1574/2586 ok 1574/2586 ok 1574/2586 ok 1574/2586 ok 157 4/2 586 ok Pk Conn Serv Conn Tel 1161/1548 ok 19 50/2600 ok 19 '50/2600 ok 19 50/2600 ok 19 50/2600 ok 19 50/2600 ok Tsc N/A N/A N/A. N/A N/A N/A Pullout FS 5 87/1 13 ok 2 41/1 49 ok 4 15/2 37 ok 592/3 .17 ok 8 34/4 15 ok 9 19/4 63 ok D:iic 7/30/2007 Page 11 of 51 DETAILED CALCULATIONS Project Bres.ii Ranch Fuel Mart Project No H2720 Case Case 5 Design Method Rankine-w/Batler (modified noil interface) Soil Parameters £ Reinforced Fill 30 Retained Zone 30 Foundation Soil 30 Leveling Pad Crushed Stone Modular Concrete Unit Standard 18" Depth 7 JO ft In-PIacc Wt 120 pcf Geometry Internal Stability (Broken geometrv) Height 1400ft Backstops Angle 00 cleg Height 00o}i Batter 0 OOdeg Surcharge Dead Load 1500 00 psf Live Load 0 00 psf Base width 100 factors of Safety (seismic are 75% of static) sliding 1 50/1 13 piillout overturning 2 00/1 50 shear bearing 2 00/150 bending Earth Pressures Date 7/10/2007 Designer JGH net" 725 725 72.5 External Stability (Hon:onal gcomctiy) Height 1400ft Angle OOODeg Height 000ft Batter 0 OOdeg Dead Load 150000 psf Live Load 000 psf 1 50/1 13 uncertainties 1 50/1 13 150 connection 150/1 13 150 Hinge Height Internal <|> = 30deg a = 90 OOdeg fi= 0 OOdeg' 6= 0 OOdeg II - 14 00 ft ka-0316 Hine Tit- 1 0000 It > = 30dcg a = 90 OOdeg P= 0 OOdeg" 5= 0 OOdeg ka = 0333 Date 7/30/2007 Pane 2 Page 12 of 51 Reinforcing Parameters Synteen Geognds 'lull RFcr. Rf.d RFid LTDS FS SF55 4200 154 1 10 105 2361 150 SF35 3055 154 1 10 I 05 1670 150 Connection Parameters Synteen Geognds Fnctwnal 1 Break Pt SF35 Tel= Ntan(0 00) - 1741 0 SF55 Teh-Ntan(0 00) -2925 0 M 1574 1113 Q. 0 80 0 SO Cds 080 0 80 Fnctwnal 2 Tcl= NtanfO 00) +1741 Tcl= N:an(0 00) +2925 Unit Shear Data Shear = N tan(40 00) Inter-Unit She.arShear = Ntan(17 40) + 1549 96 Calculated Reactions For the "modified" design method, tJie back of the mass assumed to be vertical for calculation of resisting forces effective sliding length = 10 00 ft Reactions arc -qd ql Pa = 0 5H (y H ka - 2c !/h P&I = Pa cos(s) Pa^, = Pa sin(s) 0 Pq = Ptih P^ qHka = Pq cos(6) = Pq sin(6) i H1 tfj! W |W4 N, •2 ,' ^ Pav Pq >- o1 H/2 T Area Wl W2 qd Pa_h Sum V ~- Sum H = Force 2520 00 14875 00 3000 00 4083 33 20395 00 4083 33 Arm-x [0 750] [5 750] [6 500] N/A r Arni-y 7 OOO" 7 000 14 000 [4 667] Sum Mr = Sum Mo •-• Moment 1890 00 X5531 24 19500 00 -1905555 ! 06921 25 -1905555 Calculate Sliding at Base For Sliding. Vertical Force = W-7-W'"2-i W3 \-W4 '• qd The resisting force within the rein mass , Rf_I The ivsistingfoice at the foundation, Rf_2 = N tan(30 00) The di i ring force's Df, arc the sum of the external earth pressures Pa - Pql •*• J'qcl the Factor of Safety for Sliding is Rf 2/Df Calculate Overtui ning Overturning moment Mo ~~ Sinn Mo Rexixling moment Mr - Sum Mr Factor oj Safety oj Overturning Mr/Mo = 20395 -Ntan(30) = 11775 --= 11775 = 4083 •--2SS =19056 --= 106921 - 5 61 7OO/2007 Page 13 of 51 Calculate eccentricity at base with surcharge / without surcharge Sum Moments = 87866/87866 Sum Vertical = 20395/20395 Base Length -• 10 00 e = 0 69/0 69 Calculate Ultimate Bearing based on shear where Nq- 1840 Nc-30 14 Ng = 22 40 (rcf Vesic(1973, 1975) eqns) Qult = 18275 psf Equivalent footing width, B' = L -2e = 8 62 / 8 62 Bearing pressure = sumV/'B' -- 2367 psf/ 3242 psf [bearing is greatest without hveload] Factor of Safety for bearing • Quit/bearing"-- 7 72 Calculate Tensions in Reinforcing The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer. Sv Column [7] is '2c sqrt(ka)' Table of Results ppf [1] Layer 5 4 3 0 1 0 Calculate sli [2] Depth : 200 467 667 867 1067 1267 ichng on tl [3] [4] 7.] hi ka/rho 000 0316/68 333 0180/38 5 67 0 277/46 7 67 0 323/54 9 67 0 333/60 1 1 67 0 329/64 1400 0316/68 he reinforcing [5] Pa 0 125 556 1188 1947 2799 3867 [6] [71 (Pas+Pasd) c (5-h 0 162 848 1336 1732 2024 2344 0 0 0 0 0 0 0 [81 6)ro§U!H 0 287 1404 2524 3679 4822 6211 [9] Ti 287 1118 1120 1155 1143 1389 [10] [11] Tel Tsc 1161 N/A 1950 N/A 1950 N/A 1 950 N/A 1950 N/A 1950 N/A The shear value is the lessor of base-shear 01 inter-unit shear [1] .Layer 6 5 4 3 2 1 [2] Depth zi 200 467 667 867 10 67 1267 [3J N 0 7958 10083 12208 .14333 16458 [4] Li 000 8 50 850 8 50 8 50 8 50 15] Cds 0 80 0 80 0 80 0 80 0 80 0 80 [6] i 1663 1813 1926 2039 2152 2264 [7] RJF 1663 5489 6583 7678 8772 9866 L8J ka 0 333 0 333 0333 0 333 0 333 0 333 m Pa S3 454 926 1565 2370 3343 [10] Pas '.-.P_asd 0 0 0 0 0 0 [11] Dh S3 454 926 1565 2370 3343 [12] JiS 1995 12 10 711 49] 370 295 Dale 7/30/2007 Page 14 of 51 Piiue 4 Calculate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in in that layer The angle of the failure plane is 30 00 degrees from vertical [1] Layer 6 5 4 3 2 1 [2] Depth zi 200 467 667 867 1067 1267 [3J Ls 557 3 11 427 542 658 773 [4] SumY 1822 2915 5032 7397 10325 13821 [5] Ci 0 80 0 SO 0 80 0 80 0 SO 0 80 [6] POi 1683 2693 4648 6833 9538 12767 [7] Ti 287 1118 1120 1155 1143 1389 [81 FS PO 5 87 241 4 15 5 92 8 34 9 19 Check Shear & Bending at each layer Bending on the top layer the FoS of Overturning of the units (Most surcharge loads need to be moved back from the face ) [I] Laver 6 Seismic 5 Seismic 4 Seismic 3 Seismic ^ Seismic 1 Seismic [^] Depth zi 2 00 200 467 467 667 667 867 8 67 10 67 1067 12 67 12 67 [31 Si 200 2 00 2 67 267 200 2 00 200 200 2 00 200 2 00 2 00 1-tJ PM 56 147 381 402 268 280 282 293 279 291 301 312 [5] Pv 360 360 600 600 1020 1020 1380 1380 1740 1740 2100 2100 [6] RM 270 270 780 780 1155 1155 1515 1515 1875 1875 2235 2235 m FS b 486 I 84 205 1 94 431 4 12 538 5 17 671 645 743 7 16 W Shear 1663 1663 1813 1813 1926 1926 2039 2039 2152 2152 2264 2264 m FS Sh 1995 19 95 3 17 2 98 3 59 340 3 62 344 385 366 377 3 59 Dale 7/30/2007 Page 15 of 51 Pane 5 EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am = (l 45 -A) A kh(ext) = Am/2 Inertia Force of the Face Wls Inertia Forces of the soil mass \V2s Pif Pir = 0 36g = 0 OOg = 0 392 = 0 196 = II x Wu x gamma = 2520 00 ppf = H x (112/2 - face depth) * gamma = 1400x550x12500 - 9625 00 ppf = W1 *kh(int) -252000x0 196 = 494 424 - W2s * kh(mt) = 1888 43 Seismic Thrust. Pac D_Kae -"Kae - Ka - 0 470 - 0 333 = 0 137 Pac = 0 5 x gamma x sqr(H2) x D Kae/2 •••• 0 5 .x ]*25 00 x sqr( 14 00) x 0 068 = 837 36 Paeji = Pae x cosfdclta - batter) = 837 36 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces effective sliding length = 10 00 ft Reactions for Seismic Calculations Area IV! W2 qd Pa h Pir Pif Pac_fi/2 Pac y/2 Sum !•' ~" Sum H •••• Force 2520 00 14875 00 3000 00 4083 33 1888 43 494 42 83736 0 00 20395 00 7303 54 Arm-x [0 750] [5 750] [6 500] N/A 3 500 0 750 7 000 [7 0001 Ann-y 7 000 7000 14 000 [4 667] [7 000] [7 000] fS 400] 8 400 Sum Mr = Sum Mo = Moment 1890 00 85531 24 1950000 -1905555 -13218 98 -3460 97 -7033 79 000 106921 25 -4276929 D;llc 7/3(1/2007 Page 16 of 51 IVc f. Sliding Calculations Pa_h Pae_h/2 PIR Resisting Forces, RF Foundation fill FS = 408333ppf = 837 36 ppf = 2382 85 ppf = (Wl + W2) tan(phi) = 20395 00 x tan(30 00) =11775 06 = RF/(Pa_h -I- Pae_h/2 + P_ir) = 1 61 ' Overturning Calculations Overturning moment Mo = Sum Mo Resisting Moments Mr = Sum Mr Factor of Safety of Overturning = Mr/Mo Calculate eccentricity at base Sum Moments Sum Vertical Base Length e = 42769 =106921 = 250 = 64152 = 20395 = 1000 = 1 85 Calculate Ultimate Bearing based on shear where Nq = 1840 Nc = 3014 Ng = 22 40 (ref Vesic(] 973, 1975) eqns) Quit =15019 psf Equivalent footing width, B' = L -2e Bearing pressure = sumV/B1 Factor of Safety for bearing = Quit/bearing INTERNAL STABILITY kh(mt) = (145-A) A = (145-036)036 = 629 = 3242 psf = 463 = 0392 Inertia Forces W1 = 1 50 x 14 00 x 120 00 x khjnt) = 988 85 ppf Wedge = Wedge x kh mt [for failure plane angle of 60 OOdeg ] - 7072 54 x 0 39 " = 2775 26 ppf Total Additional Internal Dynamic Loading 2775 26 -'- 988 85 ' = 3764 11 ppf Tension in Reinforcing Layer 6 5 4 3 2 1 Tension 286 50 111753 111999 115479 114333 138855 Dyn Tension 90440 328 28 450 .11 571 94 693 77 81560 Total Tension) ppf) 1190 90 1445 81 157010 172674 1837 10 2204 16 FoS Pullout 1 13 149 237 3 17 415 463 [);itc 7/30/2007 Page 7 Page 17 of 51 APPENDIX A - KEYWALL OUTPUT WALL B-CASES 6-11 6 0', 8 0', 10 0!. 12 0', 14 O1 & 16 0' SECTIONS STANDARD CALCULATIONS Page 18 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Bi essi Ranch Fuel Mart Project No 772720 Case Case 6 Desigu Method Ranhne-w/Batter (modified soil interface) Date 7/10/2007 Designer JGH Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill S> c 30 0 30 0 30 0 Silts & sands Crushed Stone, 1 inch minus 725 725 725 .Minimum Design Factors of Safety sliding 1 50 pullout 1 50 overturning 2 00 shear 1 50 bearing 2 00 bending 1 50 Reinforcing Parameters Synteen Geognds Tult liFcr RFd SF55 4200 154 1 10 SF35 3055 154 110 uncertainties connection 1 50 1 50 RFul 1 05 105 LTDS 2361 1670 FS 1 50 1 50 Tal 1574 1113 O OSO 080 CV.v 080 0 SO Analysis Wall B - 6' Section Unit Type Leveling Pad Wall fit BackSlope Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 00 ft Reinforcing (ft & Ibs/ft) Standard IS" Crushed Stone 6 00ft IS 40 deg slope, LL 250 psf uniform surcharge Load Width 2000ft Sliding 1 86 109 5 psf Overturning 566 Case Case 6 Wall Batter 4 40 deg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 300ft Shear 3 35 Layer 2 1 Height 400 I 33 Length 770 110 Calc Tension 303 1276 Rcmf Type SF35 SF55 Allow Ten Tal 777 3 ok 1574 ok Pk Conn IcJ 1161 ok 1950 ok Scrv Conn Tsc N/A MA Pullout FS >10ok 9 04 ok Reinforcing Quantities (no waste included) SF55 1 22sy/ft SF35 1 22 sy/ft Duti: 7/30/2007 Page 19 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Brcssi Ranch Fuel Man Project No H2720 Case Case 7 Design Method Rankine-w'Battcr (modified soil interface) Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill <j» c 30 0 30 0 30 0 Silts & sands Crushed Stone. I inch minus Minimum Design Factors of Safely sliding 1 50 pullout 1 50 overturning 2 00 shear 1 50 bcanna 2 00 bcndins 1 50 72.5 725 125 Date 7/10/2007 Designer JGH uncertainties connection 1 50 1 50 Reinforcing Parameters Syiiteeii Gcogrids Till!. RFcr RFd SF55 4200 154 1 10 SF35 3055 154 I 10 RFid 105 1 05 LTDS 2361 1670 FS 1 50 1 50 Tal 1574 1113 Ci 0 80 0 SO Cds OSO 0 SO Analysis Wall B-8' Section Unit Type Leveling Pail Wall Ht BackSlope Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 38 it Reinforcing (ft & Ibs/ft) I, aver Height Length 3 6 00 1 1 0 2 333 110 1 133 110 Standard 18" Crushed Stone 8 00 ft 18 40 cleg slope. LL 250 psf uniform surcharge Load Width 2000ft Sliding Overturning 1 86 4 65 1371 psf Calc Tension Remf Type 304 SF35 1080 SF35 1548 SF55 Case Case 7 Wall Batter 4 40 cleg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 3 00 ft Bearing Shear 149S 317 Allow Ten Tal 1113 ok 1113 ok 1574 ok Reinforcing. Quantities (no waste included) SF55 122sy/fi SF35 2 44 sv/ft Pk Conn Tel 7767 ok 1161 ok 1950 ok Scrv Conn Tsc N./A N/A N/A Pulloiit FS >10ok 9 59 ok S 25 ok Dale 7/3IV2U07 I'ugc 1 Page 20 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 332 280 Project Rressi Ranch Fuel Mart Project No W2720 Case Case 8 Design Method Rankine-\\'/Batter (modified soil interface) Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill 30 0 30 0 30 0 Silts & sands Crushed Stone, 1 inch minus Minimum Design Factors of Safety sliding 1 50 pullout 1 50 overturning 2 00 shear 1 50 bearin« 2 00 bendins 1 50 ocf 125 125 125 Date 7/10/2007 Designer JGH uncertainties connection 1 50 1 50 Reinforcing Parameters Synteen Geognds lull RFcr SF80 5960 155 SF55 4200 1 54 SF35 3055 154 IFd '10 '10 '10 RFid 1 05 1 05 I 05 LTDS 3329 2361 1670 FS 1 50 150 1 50 Tal 2219 1574 1113 Ci 080 080 080 Cds 080 080 080 Analysis Wall B - 10' Section Unit Type Leveling Pad Wall Ht BackSI ope Surcharge Results Factors of Safety Calculated Bearing Pressure Eccentricity at base 0 84 ft Reinforcing (ft & Ibs/ft) Standard 18" Crushed Stone 10 00ft 18 40 cleg slope. LL 250 psf uniform surcharge Load Width 20 00ft Sliding 1 76 I740psf Overturning 377 Case Case 8 Wall Batter 4 40 deg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 3 00ft Bearing Shear 1108 287 Layer 4 3 2 1 Height 8 00 5 33 333 1 33 Length 110 110 no 110 Calc Tension 305 1086 1288 1682 Rcinf Type SF35 SF35 SF55 SF80 Allow Ten Tal 1113 ok 1113 ok 1574 ok 2219 ok Reinforcing Quantities (no waste included) SF80 1 22sv/ft SF55 122sy/ft SF35 244sy/fl Pk Conn TcJ 1161 ok 1161 ok 1950 ok 2163 ok Scrv Conn Tsc N/A N/A N/A N/A Pullout FS >10ok 8 43 ok 8 90 ok S 46 ok Dale 7/30/2007 Pane I Page 21 of 51 STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN Version 3 3 2 280 Project Bressi Ranch Fuel Man Project No H2720 Case Case 9 Design Method Rankme-w/Batter (modified soil interface) Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill m c 30 0 30 0 30 0 Silts & sands Crushed Stone, 1 inch minus Minimum Design Factors of Safety sliding 1 50 pullout 1 50 overturning 2 00 shear 1 50 bearing 2 00 bending 1 50 Date 7/10/2007 Designer JGH 725 725 725 uncertainties connection 150 1 50 Reinforcing Parameters Synteen Geognds Tult RFcr RFd RFid SFSO 5960 SF55 4200 SF35 3055 Analysis I 55 7 70 7 05 / 54 1 10 1 05 1 54 1 10 1 05 LTDS 3329 2361 1670 FS 1 50 1 50 1 50 Wall B- 12' Section Unit Type Standard IS" Leveling Pad Crushed Stone Wall Ht 12 00 ft BackSlope 18 40 deg slope, Surcharge LL 250 psf uniform surcharge Load Width 2000ft Results Factors oj Safety Calculated Bearing Pressure 2199psf Eccentricity ai base 1 32 ft Reinforcing (ft & Ibs/ft) Calc Tension 305 1090 1297 .1448 1780 Reinforcing Quantities (no waste included) SFSO 122sv/J't SF55 2 44 sy/ft SF35 2 44 sy/ft Overturning 305 22/9 7574 777J CL 080 080 080 Cds 080 080 080 Layer 5 4 3 2 1 Height 1000 733 533 333 1 33 Length 110 110 110 110 110 Case Case 9 Wall Batter 4 40 deg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 3 00ft Shear 2 85 Bending 232 Rcmf Type SF35 SF35 SF55 SF55 SFSO Allow Ten Tal 11 13 ok 11 13 ok 1 574 ok 15 74 ok 2219 ok Pk Conn Id 1161 ok 1161 ok 1950 ok 1950 ok 2163 ok Serv Conn Tsc N/A N/A N/A N/A N/A Pullout FS >Wok 7 25 ok 7 79 ok 8 80 ok 8 88 ok Dale 7/30/2007 Page I Page 22 of 51 STONE RETAINING WALL DESIGN Version 332 280 SEISMIC DESIGN Project Brey.fi Ranch Fuel Mart Project No H2720 Case Case 10 Design Method Ranhne-w/Batter (modified soil interface) Date 7/10/2007 Designer JGH Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill 30 0 30 0 30 0 Silts & sands Crushed Stout:. 1 inch minus Vertical Acceleration = 0 00 » I_.Rcf 125 125 125 Peak Acceleration = 0 36 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 ptillout 150/1 13 overturning 2 00/150 shear 1 50 bearing 2 00/150 bending 1 50 uncertainties connection 1 50/1 13 1 50/1 13 Reinforcing Parameters Synteen Geogruls Tu.lt RFcr RFd RFid LTDS FS SF80 5960 SF55 SF35 Analysis Results 4200 3055 1 55 110 1 05 3329 1 54 1 10 1 05 2361 1 54 1 JO 1 05 1670 1 50 1 50 1 50 TaL 2219 1574 1113 Wall B- 14' Section Cat Unit Tvpe Leveling Pad Wall Ht BackSlope Surcharge Factors of Safe tv Standard. 18" Crushed Stone 14 00ft 18 40 deg slope, LL 250 psf uniform surcharge Load Width 2000ft Slidins Overturning 2 06/1 56 4 49/3 00 Wa eint 90i DL LOC: Rearm" 952/65! 0 80 0 SO 080 Cd_s 0 80 OSO 080 Case Case 10 Wall Batter 4 40 deg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 300ft Shear 283/272 Ben (Ii lit; 2 32 /I 87 Calculated Bearing Pressure 2343/2932 psf Eccentricity at base 0 00 ft/1 16 ft Reinforcing (ft & Ibs/ft) Length 115 115 115 115 115 115 Reinforcing Quant/ties (no m/iYe included) SF80 1 28sy/fi SF55 3 83 sy/ft SF35 2 56 sy/ft Lavcr 6 _5 4 .? 2 1 Hcmht 1200 9 33 733 533 3 33 1 33 Calc Tension 305/667 1093 / 1534 1304/1834 1459/2089 1441/2186 1807/2588 Reinf Tvpe SF35 SF35 SF55 SF55 SF55 SFSO Allow Ten Tal 11 13/1 829 ok 11 13/1 829 ok 1574/2586 ok 1574/2586 ok 1574/2586 ok 22 19/3669 ok Pk Conn Serv Conn Tel 11 6 1/1 548 ok 11 61/1 548 ok 1950/2600 ok .1950/2600 ok 1950/2600 ok 2163/2884 ok Tsc N/A N/A N/A. N/A N/A N/A Pullout FS > 10/6 04 ok 6 68/3 81 ok 727/4 14 ok 8 28/4 63 ok > 10/5 5 2 ok > 10/5 7 2 ok Dulc 7/30/20U7 Pago 1 Page 23 of 51 RETAINING WALL DESIGN Version 3 3 2 280 SEISMIC DESIGN Project Brcssi Ranch Fuel Mart Project No H2720 Case Case 11 Design Method Rankine-w/Batter (modified soil interface) Date 7/10/2007 Designer JGH Design Parameters Soil Parameters Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type Unit Fill 30 0 30 0 30 0 Silts & sandi Crushed Stone, 1 inch minus Vertical Acceleration = 0 00 g J. pc.f 125 125 125 Peak Acceleration = 0 36 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 pullout 150/1 13 overturning 2 00/150 shear 1 50 bearing 2 00/150 bending 1 50 uncertainties connection 1 50/1 13 1 50/1 13 Reinforcing Parameters Synteen Geognds Tult RFcr RFd RFid LTDS SF80 SF55 SF35 Analysis Results F 5960 4200 3055 1 55 1 10 1 05 3329 1 54 1 10 1 05 2361 1 54 1 10 1 05 1670 Wall B- 16' Section Unit Type Leveling Pad WallHt BackSlope Surcharge. actors ofSafetv Standard 18" Crushed Stone 1600ft 18 40 deg slope. LL 250 psf uniform surcharge Load Width 20 00ft Sliding Overturning 1 83/1 35 3 64/2 27 FS Tal Ci Cds 150 2219 080 080 150 1574 080 080 150 1113 080 080 Case Case 11 Wall Batter 4 40 deg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 3 00ft Bearing Shear Bending 789/4 11 2 80 /? 70 231/1 89 Calculated Bearing Pressure 2705/4012psf Eccentricity at base 0 35 ft/2 08 ft Reinforcing (ft & Ibs/ft) Calc Tension 306/618 1096/1508 1309/1826 1467/2099 1452/2215 1599/2437 1864/2878 Reinforcing Quantities (no waste included) SF80 2 56\y/ft SF55 3 S3 sy/ft SF35 2 56 sy/ft Remf Type SF35 SF35 SF55 SF55 SF55 SF80 SF80 Allow Ten Tal 11 13/1 829 ok 11 13/1 829 ok 1574/2586 ok 1 574/2586 ok 1574/2586 ok 2219/3669 ok 2219/3669 ok Pk Conn Tel 1 161/1548 ok 1161/1548 ok 1950/2600 ok 1950/2600 ok 1 950/2600 ok 2163/2884 ok 2 163/2 884 ok Serv Conn Tsc N/A N/A N/A N/A N/A N/A N/A Pullout FS > 10/4 89 ok 545/3 17 ok 6 15/3 53 ok 7 18/4 01 ok 9 23/4 84 ok > 10/5 47 ok > 10/5 66 ok Date 7/30/2007 Paue I Page 24 of 51 APPENDIX A - KEYWALL OUTPUT WALL B-CASE 12 18 CT SECTION DETAILED CALCULATIONS Page 25 of 51 STONE RETAINING WALL SYSKMS RETAINING WALL DESIGN Version 332 280 SEISMIC DESIGN Project Bressi Ranch Fuel Mart Project No II2720 Case Case 12 Design Method Raiikine-w/Batter (modified soil interface) Date 7/10/2007 Designer JGII Design Parameters Soil Parameters Reinforced Fill 30 Foundation Soil Reinforced Fill Type Unit Fill Peak Acceleration = 0 36 g 125 30 Silts & sands Crushed Stone, 1 inch minus Vertical Acceleration = 0 00 g Factors of Safety (seismic are 75% of static) sliding 150/1 13 piillout 150/1 13 overturning 2 00/150 shear 1 50 bearing 2 00/1 50 bending 1 50 uncertainties connection 1 50/1 13 1 50/1 13 Reinforcing Parameters Synteen Geognds Tnit RFcr " RFd SFSO 5960 155 1 10 SF55 4200 154 110 SF35 3055 154 1 10 Analysis REid 1 05 1 05 1 05 M'J2S 3329 2361 1670 FS 1 50 1 50 1 50 Ial_ 2219 1574 1113 Q 080 080 080 Qds 080 0 80 080 Wall B-IS'Section Unit Type Standard IS" Leveling Pad Crushed Stone Wall Hi 1800ft BackSlope IS 40 deg slope, Surcharge LL 250 psf uniform surcharge- Load Widlli 2000ft Case Case 12 Wall Batter 4 40 deg embedment 2 70ft 9 00 ft long DL 2000 psf uniform surcharge Load Width 3 00ft Results Sliding Factors of Safety 1 88/1 39 Calculated Bearing Pressure 3017/4577psf Eccentricity at base 0 60 ft/2 55 II Reinforcing (ft & Ibs/ft) Overturning 3 91/2 24 Bearing 7 53/3 77 Shear '77/268 Ken ding 2 31 /I 91 Laver 9 8 7 6 5 4 3 2 1 Height 16 00 13 33 11 33 9 33 733 5 33 333 200 067 Length 130 130 130 130 130 130 130 130 130 Calc Tension 306 /5SS 1098/1447 1313/1742 1473/1993 1460/2086 1607/2284 1331 /2127 1129/2020 1126/2090 Remf Type SF35 SF55 SF55 SF55 SF55 SFSO SFSO SFSO SFSO Allow Ten Tal 111 3/1 829 ok 1574/2586 ok 1574/2586 ok 1574/2586 ok 1574/2586 ok 22 19/3669 ok 22 19/3669 ok 22 19/3669 ok 2219/3669 ok Pk Conn Scrv Conn TcJ 11 61/1 548 ok 1950/2600 ok 1950/2600 ok 1950/2600 ok 1950/2600 ok 2163/2884 ok 2 163/2884 ok 2163/2884 ok 2163/2884 ok Tsc N/A N/A N/A N/A N/A N/A N/A N/A N/A Pullout FS > 10/6 00 ok 6 OS/3 69 ok 6 76/4 OS ok 7 79/4 61 ok 9 92/5 56 ok > 10/6 27 ok >10/Sl7ok > 10/9 71 ok > JO/ > JO ok Ren/forcing Quantities (no waste included) SFSO 5 78 sy/ft SF55 5 78 sy/ft SF35 144 sy/ft Date 7/30/2007 Page 1 Page 26 of 51 DETAILED CALCULATIONS Project Bressi Ranch Fuel Marl Project No H2720 Case Case 12 Design Method Raiikme-w/Batter (modi/led soil interface) Soil Parameters <|> Reinforced Fill 30 Retained Zone 30 Foundation Soil 30 Leveling Pad Crushed Stone y_pc.f 125 125 125 Date 7/10/2007 Designer JGH Modular Concrete Unit Standard 18" Depth / 50 ft Ln-Place Wt. 720 pcf Geometry Internal Stability (Broken geometrv) Height 1800ft Backslape Angle IS 4 deg Height 2 66 ft Batter 4 40deg Surcharge Dead Load 2000 00 psf Live Load 250 00 psf Base width 13 0 Factors of Safety (seismic are 75% of static) sliding 150/1 13 pitllout overturning 2 00/150 shear bearing 2 00/150 bending Earth Pressures External Stability (Broken geometry) Height 2066ft Angle 18 40Deg Height 000ft' Batter 4 40deg Dead Load 200000 psf Live Load 250 00 psf 1 50/1 13 uncertainties 1 50/1 13 150 connection 150/1 13 1 50 an a; Hinge Height Internal <|> = 30deg ex = 94 40deg P- 18 40dcg 6=4 23dcg H = 18 00 ft ka = 0 342 Hinge I It 19 ft Ex tern tit <{) = 30deg a - 94 40dcg P = 18 40deg 6= OOOdeg ka = 0 305 Date 7/30/2007 Page 27 of 51 Reinforcing Parameters Synteen Geognds Tu/t RFcr SF'80 5960 155 SF55 4200 1 54 SF35 3055 154 Connection Parameters Synteen Geognds RFd I 10 1 10 1 10 RFicl 105 1 05 105 LTDS 3329 2361 1670 FS 1 50 1 50 I 50 Tal 2219 1574 1113 O 0 80 080 080 Cds 0 80 080 080 SF35 SF55 SF80 Frictional 1 Tcl= Ntan(Q 00) -i 1741 Tcl= Ntan(0 00) + 2925 Tcl= Nian(0 00) -i 3244 Break Pt Frictional 2 0 Tcl-Nlan(000)+1741 0 Tel---- Ntan(0 00) +2925 0 Tci= NtanfO 00) +3244 Unit Shear Data Shear =--N tan(40 00) filter-Unit ShearShear = Ntan(l7 40)1549 96 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces effective sliding length = 13 00 ft Pa = 05H ?H Pafc = Pa CDS(S) Pay = Pa sin(6) Reactions arc Pq = ql P<3h=P Pqv=P Area Wl W2 W2a W3 W4 ql qd Pa h Pql h Pqd h Sum V = Sum II '• •i ka q COS(6) q sin(s) Force 3240 00 22758 70 1558 15 1330 62 703 56 528 74 6000 00 8128 51 1573 67 000 361/978 9702 19 i i _' r »• wi— MI ..I T -i Arm-x Arm-y // 44 3 J 9 000 [7 943] 9 000 [2 423 6 000 [7 718] 18 887 [11943] 19331 fll 943] 20661 '[12385] 19331 \ Wl4 J ' 1 ".'- *--' i^Vr ... :i l i n f-fff fif^imrni*i™ %?• I • B^f ""zj ' Moment 4673 74 180761 22 3775 94 1027022 8402 26 6314 53 74310 14 i H/2 T h N/A [6887] -5598173 N/A [10331] -1625703 N/A [10331] 000 Sum Mr 288508 06 Sum Mo = -7223876 Calculate Sliding at Base Foi Sliding. Vertical Force = Wl + W2+Wl+W4-qd The resisting force within the. rein mass , Rf_ 1 The. resisting foi ce at the foundation, Rf_2 = N tan(30 00) The driving forces, Df are the sum of the external earth pressures Pa * Pql + Pqd the Factor of Safety for Sliding is Rf 2/Df Calculate Overturning Ova turning moment Mo ••- SimiMo Resisting moment Mr - • Sum Mr Daic 7/30/2007 Factor of Safety of Overturning Mr/Mo =35591 =--Ntan('3(l) =20548 = 20548 - 9702 - 2/2 = 72239 282194 = 3 91 Page 28 of 51 Calculate eccentricity at base with surcharge / without surcharge Sum Moments = 2.16269/209955 Sum Vertical = 36)20/35591 Base Length •- 1300 e = 051/0 60 Calculate Ultimate Bearing based on shear where Nq= 1840 Nc = 30 14 Ng = 22 40 (ref Vesic(1973, 1975) cqns) Quit = 22730 psf Equivalent footing width, B' = I. -2c = 11 98 / 11 SO Bearing pressure = sumV/B' = 3016 psf/ 4577 psf [bearing is greatest without liveload] Factoi of Safety for bearing •••- Qult/beanng= 7 53 Calculate Tensions in Reinforcing The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv Column [7] is '2c sqrt(ka)1 Table of Results ppf [1] [2] Layer Depth 8 200 7 467 6 6 67 5 867 4 1067 3 1267 2 1467 1 16 OC 0 17 33 Calculate sliding on t [3] [4] zi hi ka/rho 0 00 0 342/60 333 0184/34 5 67 0 306/40 7 67 0 342/44 9 67 0 360/48 f 1 1 67 0 365/52 r 1367 0361/54 1533 0356/56 i 16 67 0 350/58 1800 0342/60 he reinforcing [5] Pa 0 128 615 1255 2100 3105 4213 5235 6083 6933 M 1.7] (Pas+Pasd) c (5± 0 0 178 0 789 0 1462 0 2090 0 2545 0 3044 0 3353 0 3634 0 3910 0 [8] 6)cos(d)-7 0 306 1404 2717 4190 5650 7257 8588 9717 10843 m Ti 306 1098 1313 1473 1460 1607 1331 1129 1126 [10] [11] Tel Tsc 1161 N/A 1950 N/A 1950 NVA 1950 N/A 1950 N/A 2163 N/A 2163 NVA 2163 N/A 2163 NVA The shear value is the lessor of base-sheai or inter-unit shear [1] I .aver 9 8 7 6 5 4 3 2 I [2] Depth 7i 2 00 467 667 867 1067 1267 1467 16 00 1733 [3] N 7 14979 17694 20370 23008 25607 28168 29854 31523 [4] I.i 000 11 50 11 50 11 50 11 50 11 50 11 50 11 50 11 50 [5] Cds 0 80 080 0 80 0 SO 0 80 0 80 0 SO 0 80 0 80 [6] T 1663 1813 1926 2039 2152 2264 2377 2453 2528 [7] RF 1666 8732 10098 11447 12779 14092 1538S 16242 17088 [8] ka 0376 0 305 0 305 0 305 0 305 0 305 0 305 0 305 0 305 [9] Pa 94 1023 .1657 2443 3382 4474 5717 6631 7612 [10] Pas-Pasd 0 558 710 863 1015 1167 1320 1421 1523 [11] DF 94 1576 2360 3296 4385 5625 7016 8029 91 OS [12] 1'S 1772 5 54 4 28 347 291 251 2 19 202 1 88 7/30/20U7 Page 29 of 51 I'age Calculate pullout of each layer The FoS (R*/S*) of pullout is calculated as the individual layer pullout (Rf) divided by the tension (Df) in in that layer The angle of the failure plane is 30 00 degrees from vertical [1J Layer 9 8 7 6 5 4 3 ^ 1 [2] Depth, zi 200 467 667 867 1067 1267 1467 1600 1733 [3] Le 349 4 S3 5 83 6 S3 783 S83 983 1050 11 17 [4] SumY 4772 7227 9610 12427 156S4 193S1 23521 26527 29731 [5] Ci 0 80 080 080 080 080 080 0 80 080 0 80 [6] POi 4408 6676 8S77 11480 14488 17904 21728 24505 27464 [7] Ti 306 1098 1313 1473 1460 1607 1331 1129 1126 [8] FS PO 1441 608 676 779 992 11 14 1633 21 70 24 39 Check Shear & Bending at each layer Bending on the lop layer the FoS of Overturning of the units (Most surcharge loads need to be moved hack from the face ) [1] Layer 9 Seismic 8 Seismic 7 Seismic 6 Seismic 5 Seismic 4 Seismic 3 Seismic ~> Seismic 1 Seismic P-] Depth zi. 200 2 00 467 467 667 667 867 867 1067 1067 1267 1267 1467 1467 16 00 1600 17 33 1733 W Si 200 200 267 267 200 2 00 200 200 200 200 200 200 2 00 200 1 33 1 33 1 33 1 33 f-tj DM 63 156 370 389 313 325 364 375 371 382 379 389 428 439 183 189 174 180 [5] Pv 360 360 600 600 1020 1020 1380 1380 1740 1740 2100 2100 2460 2460 2760 2760 3000 3000 [6] KM 298 298 854 928 1240 1326 1628 1741 2016 2157 2404 2572 2791 2987 2995 3139 3247 3404 m FS b 476 1 91 231 239 396 409 448 465 543 564 635 660 651 680 1639 1664 18 65 1891 [8] Shear 1663 1663 1813 1813 1926 1926 2039 2039 2152 2152 2264 2264 2377 2377 2453 2453 2528 2528 m FS Sh 1771 1771 327 3 08 3 08 294 2 80 270 290 279 299 2 88 2 77 268 447 430 484 465 Dale 7/30/2007 Page 30 of 51 I'ayc 5 EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am = (145- A)A kh(ext) = Am/2 Inertia Force of the Face Wls Inertia Forces ol'the soil mass W2s = 036g = 000g = 0392 - 0 196 - II x \Vu x gamma = 3240 00 ppf W3s W4s Pif Pis Pib = H x (H2/2 - face depth) * gamma = 18 00 x 8 82 x 12500 = 19844 48 ppf = 1/2 x sqr(slope length - 304 mm) x tan(beta) x gamma - 133150 ppf - (Slope length - 1 ft) x tan(beta) x (H2/2 - Slope length) x gamma x kh(mt) - 439 17ppf = Wl * kh(mt) -324000x0196 = 635 688 = W2s*kh(mt) = 1984448x0 196 = 3893 49 = W3s * kh(mt) - 1331 50x0 196 = 261 24 = \V4s * kh(int) = 439 17x0 196 = 86 17 Seismic Thrust. Pac D._Kae Pae Pae h =Kac-Ka = 0441 -0305 = 0 137 = 0 5 x gamma x sqr(H2) x D_Kac/2 - 0 5 x f25 00 x sqr(20 64) x 0 068 = 364138 = Pae x cos(delta - batter) = 1815 32 Calculated Reactions For the "modified" design method, the back of I lie mass assumed to be vertical for calculation of resisting forces effective sliding length = 13 00 ft Reactions for Seismic Calculations Date 7/30/2007 Area Wl 1)2 W2a W3 W4 qd Pa h Pqd h Pir 1' tf P IS P 'ih Pae h/2 Pac v/2 Force 3240 00 22758 70 1558 15 1330 62 703 56 6000 00 8128 51 000 3893 49 635 69 261 24 86 17 1820 69 000 Arm-x 11 443] P 943] [2423] 17718] [11 943] [12 385] N/A N/A 5 165 0 057 7 220 15 831 10 331 1.10331] Arm-y 9 000 9 000 6 000 18 887 19331 19331 [6887] [10 331] [9 000] [9 000] [19 035] [19 33.1] [12 397] 12 397 ' Moment 4673 74 180761 22 3775 94 1027022 8402 26 74310 14 -55981 73 0 00 -35041 39 -5721 19 -4972 60 -1665 64 -22570 64 000 Sum V = 35591 03 Sum Mr •-••• 282193 53 SwnH= 1482578 Sum Mo - -12595319 Page 31 of 51 Sliding Calculations Pa_h Pae_h/2 PIR Resisting Forces. RF Foundation fill FS -=8104 56 ppf = 1815 32 ppf = 4876 58 ppf = (Wl + W2 + W3 - Pav i-Pae v)tan(phi) = 35591 03 x tan(30 00) =20548 49 -• RF/(Pa_h + Pae_h/2 + P ir) 1 39 Overturning Calculations Overturning moment Mo = Sum Mo Resisting Moments Mr - Sum Mr Factor of Safety of Overturning == Mr/Mo Calculate eccentricity at base Sum Moments Sum Vertical Base Length =125953 =282194 = 224 = 142522 =36120 ^1300 = 255 Calculate Ultimate Bearing based on shear where Nq==1840 Nc==30 14 Ng == 22 40 (ref Vesic(1973. 1975) eqns) Quit =17260 psf Equivalent footing width. B' = L -2e Bearing pressure = sumV/B' Factor of Safety for bearing = Quit/bearing INTERNAL STABILITY kh(mt) = (l 45-A)A = (145-036)036 = 789 = 4577 psf - 3 77 = 0 392 Inertia Forces Wl - 1 50 x 18 00 x 120 00 x kh _mt) = 1271 38 ppf Wedge - Wedge x kh_mt [for failure plane angle of 60 OOdeg ] - 11987 02 x 0 39 = 4703 71 ppf Total Additional Internal Dynamic Loading 4703 71 + 1271 38 ' = 5975 08 ppf Tension in Reinforcing Layer 9 Tension 286 12 103020 123833 1403 08 1409 53 1521 13 127744 111257 112449 Dvn Tension 301 92 41724 503 73 590 22 67671 763 20 849 69 907 36 965 02 Total Tcnsionf ppf) 588 04 144744 1742 06 199330 2086 25 2284 33 2127 14 201993 208951 FoS Pullout 600 369 408 461 556 627 8 17 971 1051 Dale 7/30/2007 Pa» Page 32 of 51 APPENDIX A - SOIL PARAMETER LETTER PROVIDED BY C W LA MONTE COMPANY Page 33 of 51 Soil and Foundation Engineers 4350 PALM AVENUE, SUITE 25 Phone (619)462-9861 © LA MESA, CALIFORNIA 91941 Fax (619)462-9859 July 27, 2007 Bressi Ranch Fuel Mart, LLC PO Box 456 Rancho Sante Fe, California 92067 Job No 075398 SUBJECT SEGMENTAL BLOCK RETAINING WALL DESIGN PARAMETERS, Proposed Bressi Ranch Fuel Mart Southeast Corner of El Fuerte Street and Gateway Road Bressi Ranch, Carlsbad, California REFERENCES' Leigh ton and Associates, Inc , Preliminary Geotechmcal Investigation, Bressi, Ranch, Carlsbad, California , project no 4971009- 002, dated July 29,1997 Leighton and Associates, Inc , Geotechmcal Update Evaluation, Proposed Bressi Ranch Fuel Mart, Southeast Corner of El Fuerte Street and Gateway Road, Bressi Ranch, Carlsbad, California , Project no 971009-002, dated March 28, 2007 In accordance with your request and that of Hillside Retaining Walls & Engineering, this report has been prepared to present retaining wall design parameters for the proposed segmental block retaining wall system to be constructed at the subject property The project will consist of the construction of a series of three retaining walls that will be terraced onto the slope face along the south and southeast portions of the property The proposed walls will be approximately 9 feet in maximum height and are being used to expand the level area of the existing building pad Our scope of work included exploratory excavations to determine the physical and laboratory characteristics of the typical on-site soils, research and review of geotcchmcal documents and engineering plans relative to the proposed project, and the preparation of this report Page 34 of 51 job No 07 5398 July 27, 2007 Page No 2 Soil Parameters The typical materials underlying the site consist of tan to light brown, silty sands and clayey sands, which will be suitable for use as retaining wall backfill, reinforced geogrid backfill areas and foundation support The below soil design parameters are piovided for these typical on-site materials Angle of Internal Friction. 30 degrees Soil Cohesion 150 pounds per square foot Wet Soil Weight: 125 pounds per cubic foot Any potential import soil sites should be evaluated and approved by the Geotechmcal Consultant prior to importation At least two working clays notice of a potential import source should be given to the Geotechmcal Consultant so that appropriate testing can be accomplished The proposed import should meet or exceed the above provided soil parameters In order to meet the above specifications, we recommend imported wall backfill consist of approved select material consisting of one or a mix of the following materials e Locally derived silty and/or clayey sand or a silty or clayey sand and gravel mix with an Expansion Index of less than 25 • Decomposed granite sand (DG) o "Manufactured" sand o "Recycled" miscellaneous base (Class III Base) • Crushed Rock or Aggregate Base Foundations All foundation excavations should be observed by the Geotechmcal Consultant prior to placing the wall base course All footing excavations should be excavated neat and level with level steps excavated for sloping terrain All loose or unsuitable material should be removed prior to the placement of the base couise material Based on publications by Keystone Retaining Wall Systems, the minimum embedment of any small wall with a level toe is one block or 6 inches below finished grade elevation Tall walls require an embedment of 10 percent of the wall height Portions of Page 35 of 51 Job No 07 5398 July 27, 2007 Page No 3 the wall founded on sloping terrain shall be embedded in accordance with the below table as suggested by Keystone Retaining Wall Systems RECOMMENDED WALL EMBEDMENT* Tocslopc Ground Condition (Horizontal to Vertical) Level 4H IV 3H IV 2H IV Bench Embedment** 10% of Wall Height (H) 10%ofWalllIeight(H) 1 0% of Wall Height (H) 10% of Wall Height (H) Total Embedment*** 10% of Wall Height (H) 1 ' + 1 0% H 1 33'+10%H 2' + 10%H *Denved from Technical Information Sheets. January 2000, by Keystone Retaining Wall Systems ** Measured from the bottom of first block course to top of wall (including embedment) *** Measured from lowest adjacent surface grade to the bottom of first course of block Backfill All backfill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum dry density as determined by ASTM Laboratory Test D1557-91 guidelines Fills should be placed at or slightly above optimum moisture content, in lifts six to eight inches thick with each lift compacted by mechanical means Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or project geologist All material should be free of rocks or lumps of soil in excess of 8 inches in maximum width Maximum Bedrock Acceleration Based upon a Maximum Magnitude Eaithquake of 7 2 magnitude along the nearest portion of the Rose Canyon Fault Zone, the Maximum Bedrock Acceleration at the site is estimated to be less than 0 36g For structural design purposes, we recommend a damping ratio not greater than 5 percent of critical dampening Limitations The iccommendations presented m this report are contingent upon our review of final plans and specifications Such plans and specifications should be made available to the Gcotechmcal Engineer and Engineering Geologist so that they may review and verify then compliance with this report and the manufacturer's specifications It is recommended that C W La Monte Company Inc be retained to provide continuous soil engineering services during the wall construction operations This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction Page 36 of 51 Job No 07 5398 fuly 27, 2007 Page No 4 The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on a limited evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and is also based on soil testing and laboratory testing performed by others The recommendations in this report are based on the assumption that the soil conditions do not deviate appreciably from those encountered or as described in the previous geotechmcal reports It should be recognised that the performance of the bearing soils may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Geotechmcal Engineer so that he may make modifications if necessary In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by membeis of our profession currently practicing under similar conditions and in the same locality The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information, obtained by us We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings If you have any questions after reviewing this report, please do not hesitate to contact our office Tins opportunity to be of professional service is sincerely appreciated Respectfully submitted, C W La Monte Company Inc CliffordW La Monte, RCE 25241 Page37 of 51 APPENDIX A - ICC LEGACY REPORT KSR-2113 Page 38 of 51 REPORT™ESR-2113 Issued July 1, 2006 This report is subject to re-examination in one year ICC Evaluation Service, Inc. www icc-es orq Business/Regional Office • 5360 Workman Mi.l Read Whiter California 90601 • (562) 693-0543 Regional Office « SOO Montelair Road. Suite A Bmiingham, Alabama 35213 » (205) 599 9300 Regional Office * 4051 West Hossmco- Road Country Glut; Kills Illinois 6O178 » (703) 799 2305 DIVISION 02—SITE CONSTRUCTION Section 02830—Retaining Walls REPORT HOLDER KEYSTONE RETAINING WALL SYSTEMS, INC 4444 WEST 78™ STREET MINNEAPOLIS, MINNESOTA 55435 www kevstonewalls com EVALUATION SUBJECT KEYSTONE RETAINING WALL SYSTEMS ADDITIONAL LISTEES ANGELUS BLOCK COMPANY, INC 1705 NORTH MAIN STREET ORANGE, CALIFORNIA 92865 RCP BLOCK AND BRICK, INC 9631 MAGNOLIA AVENUE SANTEE, CALIFORNIA 92071 1 0 EVALUATION SCOPE Compliance with the following codes H 2003 International Building Codes (IBC) • 2003 Internationa! Residential Code* (IRC) • 1997 Uniform Building Code™ (UBC) Properties evaluated Physical properties 20 USES The Keystone Retaining Wall Systems consist of modular concrete units for the construction of conventional gravity or geognd-reinforced-soil retaining walls 3 0 DESCRIPTION 3 1 Keystone Units Keystone concrete units are available in four configurations Standard, Compac, Compac II, Country Manor See Figure 1 for dimensions and nominal weights Standard, Compac, Compac II units and corresponding cap units have either a straight or three-plane split face Country Manor units have a straight face Cap units are half-height units without pin holes in the top surface The nominal unit weights, noted m Figure 1, are to be used in design Standard, Compac and Compac II units have four holes each for installation of two fiberglass connection pins Country Manor units have six holes for installation of two fiberglass connection pins The Small Country Manor Unit has three holes, for installation of one fiberglass connection pin The underside of each unit has a slot to receive the connection pin See Figure 1 for typical unit configurations All units are made with normal-weight aggregates, and comply with ASTM C 1372, including having a minimum 28- day compressive strength of 3,000 psi (21 MPa) on the net area In areas where repeated freezing and thawing under saturated conditions occur, evidence of compliance with freeze-thaw durability requirements of ASTM C 1372 must be furnished to the code official forapproval pnorto construction 3 2 Fiberglass Pins Pultruded fiberglass pins provide alignment of the units during placement, positive placement of the geognd reinforcement, and niter-unit shear strength The connection pins are 0 5 inch (12 7 mm) in diameter and 5 25 inches (133 mm) long, and have a minimum short beam shear strength of 6.400 psi (44 MPa) 3 3 Unit Core Drainage Fill Unit core drainage fill must be V2 inch to 3/4 inch (13 mm to 19 mm) of clean, crushed-stone material that is placed between and behind the units The unit core fill provides additional weight to the completed wall section for stability, local drainage at the face of the structure, and a filter zone to keep the backfill soils from filtering out through the space face between units 3 4 Geognd The geognd materials listed in Table 2 are proprietary materials used to increase the height of the Keystone Wall System above the height at which the wall is stable under its self-weight as a gravity system Geognds are synthetic materials specifically designed for use as soil reinforcement 4 0 DESIGN AND INSTALLATION 41 Design 411 General Structural calculations must be submitted to the code official for each wall system installation The system must be designed as a gravity or remforced-soil retaining wall that depends on the weight and geometry of the concrete units and soil to resist lateral earth pressures and other lateral forces Lateral earth pressures are determined using either Coulomb or Rankine earth pressure theory The design must include evaluation of both external and internal stability of the structure and include consideration of external loads such as surcharges and seismic forces Minimum safety factors are 1 5 for base sliding and 2 0 for overturning (1 5 for overturning on gravity walls), and 2 0 for bearing capacity Seismic safety factors may be 75 percent of the minimum allowable static safety factors A site-specific soils investigation report in accordance with IBC Section 1802 or UBC Section 1804 is required The soils fcS REPORTS " M? "Of ir> t-t cw;n<°d <r, rt.vrcxmftnx ai.slhcficf. 01 any other tiitrtbutc'; nut i,p^CifiC-:illy od LlitkirMfriCfil ofi/is subject Gflhe. repot ( Of J rci:o!xr:crijiili0!i far j/v -.'Si.' ihz'e is no wwmnlv bvl'.'C l~'v.ihiufii;n finiiarfi r,r o:k<>.r tnntu'i tr. <'/m >?pon nr at !c> a,i\ product covered b\ the report nor ore they !o be ron.s<n.<!V/ fir ni; lr,c £*nrw Of implied a* .','.• onv Copyr.otv. © 2006 Pagel of 9 Page 39 of 51 Page 2 of 9 ESR-2113 investigation report must specify the soil-reinforcement and interaction coefficients, including the coefficient of interaction for pullout and coefficient of direct sliding, and the applicable safety factors for the determination of the ultimate tensile strength, long-term design strength and allowable tensile strength of the geognd The soils investigation report must also specify safety factors for tensile rupture and pullout of the geognd The design of the Keystone wall is based on accepted geotechnical principles for gravity and soil- reinforced structures Specifics of design recommended by the manufacturer are found in the Keystone Design Manual dated March 2001 412 Gravity Retaining Wails The gravity wall system relies on the weight and geometry of the Keystone units to resist lateral earth pressures Gravity wall design is based on standard engineering principles for modular concrete retaining walls The maximum height of retaining walls constructed using Keystone Standard, Compac, Compac II and Country Manor units is shown in Figure 2 for different soil and back slope combinations Typical design heights are 2 5 to 3 times the depth of the unit being used Inter-unit shear capacity equations are provided in Table 1 413 Geognd-remforced Retaining Walls 4131 General The geognd reinforced soil system relies on the weight and geometry of the Keystone units and the reinforced soil mass to act as a coherent gravity mass to resist lateral earth pressures The design of a reinforced soil structure is specific to the Keystone unit selected, soil reinforcement strength and soil interaction, soil strength properties, and structure geometry The maximum practical height above the wall base is approximately 50 feei (15 m) Figure 3 shows typical component details 4132 Structural Analysis Structural analysis must be based on accepted engineering principles, the Keystone Design Manual dated March 2001, and the IBC or UBC, as applicable The analysis must include all items noted in Sections 41321 and 4 1 3 2 2 of this report, and must follow the design methodology of the Keystone Design Manual dated March 2001 All contact surfaces of the units must be maintained in compression 41321 External Stability Analysis 1 The minimum length of the reinforced mass is 0 6 times the height of the wall (as measured from the top of the leveling pad to the top of the wall) or as required to satisfy a safety factor of 1 5 on sliding at the base, whichever is greater 2 The minimum safety factor for overturning the reinforced mass is 2 0, considering the mass as a rigid body rotating about the toe of the wall 3 Global stability analysis must be provided for walls with slopes beiow the toe of the wall, walls on soft foundations, walls that will be designed for submerged conditions, or tiered walls 4 After completion of the internal stability analysis and geognd layout, sliding along each respective geognd layer must be checked, including shearing through the connection at the wall face 41322 Internal Stability Analysis 1 Geognd spacing must be based on local stability of the Keystone units during construction Vertical spacing is typically limited to 2 times the depth of the unit Tension calculations for each respective layer of reinforcing must be provided Tension is based on the earth pressure and surcharge load calculated from 7 Clean the top halfway to the layer below to halfway to the layer above aagregate Page 40 of 51 Calculated tensions must not exceed the allowable geognd strength 3 Connection capacity must be checked for each geogrid- to-Keystone connection (see Table 2) The calculated connection capacity must be equal to or greater than the calculated tension for each layer 4 A calculation check must be made on pullout of the upper layers of geognd from the soil zone beyond the theoretical Coulomb or Rankme failure plane The puliout capacity must be equal to or greater than the calculated tension after applying the applicable geognd interaction and sliding coefficient adjustment factors 4 2 Installation The wall system units are assembled in a running bond pattern except for the Country Manor units, which are assembled in a random bond pattern The wall system units are assembled without mortar or grout, utilizing high-strength fiberglass pins for shear connections, mechanical connections of reinforcing geognd, and unit alignment The system may include horizontal layers of structural geognd reinforcement in the backfill soil mass Requirements for installation of the Keystone Retaining Wall System are as follows 1 Excavate for leveling pad and reinforced fill zone 2 Inspect excavations for adequate bearing capacity of foundation soils and observation of groundwater conditions by a qualified geotechnical engineer 3 Install a 6-inch-thick (152 mm) leveling pad of crushed stone, compacted to 75 percent relative density as determined by ASTM D 4564 (An unreinforced concrete pad in accordance with IBC Section 1909 or UBC Section 1922 may be utilized in place of the crushed stone pad ) 4 Install the first course of Keystone units, ensuring units are level from side to side and front to back Adjacent Keystone units are placed so pin holes are approximately 12 inches (305 mm) on center 5 Install the fiberglass pins in the units to establish the angle of wall inclination (batter) The pin placement and resulting batter for given units are as follows • Standard, Compac and Compac 11 Units Placingthepm in the rear pin holes in every course provides a minimum wall inclination of 7 1 degrees from vertical toward the backfill [1 inch (25 4 mm) minimum setback percourse] Pin placement alternating between the front and rear pin holes on vertically adjacent rows provides a wall inclination of approximately 3 6 degrees from vertical toward the backfill [V2 inch (13 mm) minimum setback per course] The pin placement during assembly in the front pin hole provides a wall inclination of approximately 0 5 degree from vertical toward the backfill [V3 inch (3 mm) minimum setback per course] • Country Manor Units Placing the pin in the rear pin holes in every course provides a wall inclination of approximately 9 5 degrees from vertical toward the backfill [1 inch (25 4 mm) setback per course] Placing the pin in the middle pin hole provides a wall inclination of approximately 0 5 degree from vertical toward the backfill [Vs inch (3 mm) minimum setback per course] 6 Fill the unit cores with unit core drainage fill described in Section 3 3 of this report The unit core drainage fill is required for all installations and must extend back a minimum of 2 feet (610 mm) from the outside or front face of the wall See Figure 3 surface of the units to remove loose Page 3 of 9 ESR-2113 8 At designated elevation per the design, install geognd reinforcing All geognd reinforcement is installed by placing it over the fiberglass pin Check to ensure the proper orientation of the geognd reinforcement is used so the strong direction is perpendicular to the face Adjacent rolls are placed side by side, no overlap is required 9 Pull taut to remove slack from the geognds before placing backfill Pull the entire length taut to remove any folds or wrinkles 10 Place and compact backfill over the geognd reinforcing layer in appropriate lift thickness to ensure compaction 11 Repeat placement of units, core fill, backfill, and geognds, as shown on plans, to finished grade 12 Backfill used in the reinforced fill mass must consist of suitable fine-grained or coarse-grained soil placed in lifts compacted to at least 90 percent of the maximum dry density as determined by ASTM D 1557 (95 percent per ASTM D 698) The backfill soil properties, lift thickness, and degree of compaction must be determined by the soils engineer based on site-specific conditions In cut-wall applications, if the reinforced soil has poor drainage properties, a granulardrainage layer of synthetic drainage composite should be installed to prevent buildup of hydrostatic pressures behind the reinforced soil mass Provisions for adequate subsurface drainage must be determined by the soils engineer 13 Stack and align units using the structural pin connection between vertically adjacent units at the design setback batter The completed wall is built with alignment tolerances of 1 5 inches (40 mm) in 10 feet (3048 mm) in both the horizontal and vertical directions 14 When required by the design, geognd reinforcement is placed at the elevations specified in the design The reinforced backfill must be placed and compacted no lower than the top unit-elevation to which geognd placement is required 4 3 Special Inspection Special inspection must be provided in accordance with IBC Section 1704 5 (IBC and IRC) or UBC Section 1701 5 7 1, as applicable The inspector's responsibilities include verifying the following 1 The modular concrete unit dimensions 2 Keystone unit identification compliance with ASTM C 1372 and UBC Standard 21-4, including compressive strength and water absorption, as described in Section 3 1 of this report 3 Foundation preparation 4 Keystone unit placement, including alignment and inclination 5 Geosynthetic reinforcement type (manufacturer and model number) and placement 6 Backfill placement and compaction 7 Drainage provisions 50 CONDITIONS OF USE The Keystone Retaining Wall Systems described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1 0 of this report, subject to the following conditions 5 1 The systems are designed and installed in accordance with this report, the Keystone Design Manual, dated March 2001, the manufacturer's published installation instructions, and accepted engineering principles If there is a conflict between this report and the manufacturer's published installation instructions, this report governs 5 2 The Keystone Design Manual, dated March 2001, is submitted to the code official upon request 5 3 The wall design calculations are submitted to, and approved by, the code official The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed 54 A site-specific soils investigation in accordance with IBC Section 1802 or UBC Section 1804, as noted in Section 4 1 1 of this report, must be provided for each project site 5 5 In areas where repeated freezing and thawing under saturated c onditions occur, evidence of compliance with freeze-thaw durability requirements of ASTM C 1372 must be furnished to the code official for approval prior to construction 5 6 Special inspection must be provided for backfill placement and compaction, geognd placement (when applicable.i, and block installation, in accordance with Section 4 A of this report 5 7 Details in this report are limited to areas outside of groundwater For applications where free-flowing groundwafer is encountered, or where wall systems are submerged, the installation and design of systems must comply witn the recommendations of the soils engineer and the appropriate sections of the NCMA Design Manual for Segmental Retaining Walls, and must be approved by the code official 5 8 Project specifications for soil and water conditions that have sulfete concentrations identified in IBC Table 19043 as severe or very severe, must include mix designs foi the concrete masonry that comply with the intent of IBC Table 19043 59 This report evaluates only the connection strength of the geognd material when attached to the concrete units Physical properties of the geognd material or its interaction with the soil have not been evaluated 60 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Segmenta! Retaining Walls (AC276), dated October 2004 70 IDENTIFICATION Each pallet of concrete units is identified with the manufacturer's name (Angelus Block Company or RCP Block and Brick) and address, the name of the product, the unit type, and the evaluation report number (ESR-2113) Fiberglass pins are provided with each shipment of blocks, with a letter of certification by Keystone Page 41 of 51 Page 4 of 9 ESR-2113 TABLE 1—INTER-UNIT SERVICE-STATE SHEAR RESISTANCE1 UNIT Standard Compac Compac II Country Manor SHEAR STRENGTH F= 1548 + 031 N F = 769 + 0 51 N F= 1253 + 0 12 N F=92 + 081 N For SI 1 Ib/lmearfoot = 14 6 N/m 'The mter-un;t service-state shear resistance, F [Ib/lmear foot (N/m)], of the Ksystone units at any depth is a function of the pin strength and superimposed normal (applied) load, N [Ib/lmear foot (N/m)] TABLE 2—GEOGRID-TO-BLOCK PULLOUT RESISTANCE EQUATIONS1 GEOGRID PEAK CONNECTION STRENGTH (pounds/linear foot) Equation | Maximum SERVICEABILITY CONNECTION STRENGTH (pounds/linear foot) Equation { Maximum KEYSTONE STANDARD UNIT Strata Systems Stratagnd SG 200 Stratagnd SG 300 Stratagnd SG 500 Stratagnd SG 600 TC Mirafi Geognd Miragrid 3XT Miragrid 5XT Miragrid 7XT Miragrid 8XT Miragrid 10XT Huesker Geognd Fort rac 20/1 3-20 Fortrac 35/20 20 Fortrac 55/30-20 Fortrac 80/30-20 Fortrac 11 0/30-20 Tensar Geognd UX1400SB UX1500SB UX1600SB P = 835 + 0 73 N P = 650 + 0 45 N P= 1591 +052N P = 1417 + 062N 1568 2000 2759 3409 P = 795 + 0 23 N P = 500 + 0 27 N P = 994 - 0 21 N P = 878 + 018N 1013 1100 1702 1791 P= 1595 + 000 N P = 600 + 0 29 N P = 1137 + 036N P = 958 + 0 47 N P = 1226 + 053 N 1595 1644 2284 1897 2896 P = 822 + 014N p = 484 + 0 14 N P = 781 + 0 27 N P = 334 + 0 51 N P = 1000 + 021 N 1302 915 1720 1398 1766 P - 500 + 0 75 N P = 700 + 0 75 N P = 950 + 0 87 N P = 1200 + 1 ON P = 2000 - 0 78 N 750 1050 2300 2800 4145 P = 400 + 0 60 N P = 500 + 0 60 N P = 650 + 0 72 N P = 900 + 0 72 N P= 1342 + 0 42 N 700 900 2000 2100 2846 P = 700 + 0 89 N P = 1000 + 089N P= 1100 + 089 N 2500 4400 4500 P = 400 + 0 70 N P = 700 + 0 89 N P = 800 + 0 60 N 2100 2750 3000 KEYSTONE COMPAC UNIT Strata Systems Stratagnd SG 150 Stratagnd SG 200 Stratagnd SG 300 Siratagrid SG 500 Stratagnd SG 600 P = 444 + 0 50 N P = 889 + 0 31 N P = 550 + 0 25 N P = 802 + 0 51 N P = 850 + 0 25 N 1259 1624 2000 2174 2800 P = 358 + 0 38 N P = 5i9 + 014N P = 400 + 0 16 N P = 446 + 0 29 N P = 500 + 016N 878 767 1100 1000 1800 (Continued) Page 42 of 51 Page 5 of 9 ESR-2113 TABLE 2—GEOGRID-TO-BLOCK PULLOUT RESISTANCE EQUATIONS1 (Continued) GEOGRID PEAK CONNECTION STRENGTH (pounds/linear foot) Equation Maximum SERVICEABILITY CONNECTION STRENGTH (pounds/linear foot) Equation [ Maximum KEYSTONE COMPAC UNIT (Continued) TC Mirafi Miragnd 2XT Miragrid 3XT Miragnd 5XT Miragnd TXT Miragnd 8XT Miragnd 10XT Huesker Fortrac 20/1 3-20 Fortrac 35/20-20 Fortrac 55/30-20 Fortrac 80/30-20 Tensar UX1400SB UX1500SB UXK14002 UXK15002 UXK16002 P = 213 + 055N P = 695 + 0 21 N P = 763 + 0 23 N p = 443 + Q 67 N P = 635 + 0 38 N P = 752 + 0 65 N 1314 1128 1459 1571 1780 1988 P = 302 + 0 23 N P = 469 + 019N P = 564 + 0 27 N P = 289 + 0 55 N p = 444 + 0 34 N P = 518 + 062N 680 882 1293 1182 1465 1760 P - 372 + 0 23 N P = 809 + 0 31 N P = 983 + 0 51 N P = 1000-i-047N 716 1557 2453 2979 P = 338 + 0 16 N P = 809 + 0 12 N P = 919 + 032N P = 1 000 + 0 36 N 684 1115 1957 2525 P = 600 + 0 80 N P = 800+1 10 N P = 85 + 1 80 N P = 100 + 2 14 N P = 421 ^225N 2600 3300 2945 5000 5000 P = 400 + 0 70 N1 P = 700 + 0 8S N P = 351 + 1 23 N P= 100 + 2 14N P = 652 + 1 48 N 2100 2750 1500 2500 2350 KEYSTONE COMPAC II UNIT Strata Systems Stratagnd SG 150 Stratagnd SG 200 Stratagnd SG 300 Stratagnd SG 500 TC Miraf! Miragnd 2XT Miragnd 3XT Miragnd 5XT Miragnd 7XT Miragnd 8XT Huesker Fortrac 35/20-20 Fortrac 55/30-20 Fortrac 80/30-20 P = 798 + 0 34 N P = 707 + 0 93 N P = 980 + 0 62 N P = 626+ 1 15 N 1576 1754 1913 2000 P = 593 + 0 27 N P = 928 + 0 10 N P = 980 + 019N P = 770 - 0 42 N 1184 1250 1490 1705 P = 800 + 0 29 N P = 811 + 036N P = 1200 + 038N P = 1173 + 040 N P = 950 + 0 84 N 1452 1617 2050 2222 2490 P = 800 -r 0 29 N P = 571 +045N P = 691 + 0 55 N P = 622 + 0 47 N P = 691 + C 73 N 1452 1593 1941 1948 2280 P = 916 + 057N P= 1166 + 070 N P = 819 + 031 N 1576 2518 2663 P = 743 + 016N P = 1 096 + 0 23 N P= 1032 + 031 N 1040 1808 1957 KEYSTONE COUNTRY MANOR UNIT Strata Systems Stratagnd SG 150 Stratagnd SG 200 Huesker Fortrac 20/1 3-20 Tensar BX1200 P = 377 + 0 47 N P = 550 + 0 43 N 950 1238 P = 327 + 0 48 N P = 31 1 + 0 38 N 932 903 P = 427 + 0 18 N 702 P = 310 + 023N 675 p = 474 + 042N 1142 P = 494 + 0 36 N 1045 For SI 1 Ib/linear ft =146 N/m 1 Where N = superimposed normal (applied) load (Ib/hnearfoot) 2 Compac units with grooves, as shown in Figure 1, must be used with Tensar UXK geognds Page 43 of 51 Page 6 of 9 ESR-2113 \ J 1*J~ <<1VO nr>m) to 2-i (C1O mm) \^_'. Standard Unit 110lb (50kg) Compac Unit 85 ib (40kg) Compac II Unit 82 Ib (37 kg) Note Compac units may require shallow groove when used v/itli Tensar UXK ends Compac Unit w/Tensar IJ.XK_Grooye 92 ib (42kg) Country Manor Unit 25-60 Ibs (12-27 kg) FIGURE 1—KEYSTONE WALL UNITS Page 44 of 51 Page 7 of 9 ESR-2113 CapJJnit 45 Ib (20 kg) Universal Cap Unit 51 Ib (23 kg) (?67 mm) Country Manor Cap Unit 24lbs (11 kg)i- 3"/ <76 mm) FIGURE 1—KEYSTONE WALL UNITS (Continued) Page 45 of 51 Page 8 of 9 ESR-2113 Total Height Retained Soil Type NEAR VERTICAL WALL (Minimum setback per unit) Total Height Retained Soil Type ONE INCH SETBACK WALL (1" mm setback per unit) STANDARD UNITS STANDARD UNITS MAX HGT Soil Type Sand/Gravel Silty Sand Silt/Lean Clay Backslope Level 52' 47' 44° 4H1V 47' 43' 39' 3H1V 46' 41' 37' 2H1V 41' 36' 29' MAX HGT Soil Type Sand/Gravel Silty Sand Silt/Lean Clay Backslope Level 68' 6 V 531 4H1V 62' 55' 45' 3H 1V 59' 52' 41' 2H1V 53' 44' 32' COMPAC/COMPAC II UNITS COMPAC/COMPAC II UNITS MAX HGT Soil Type Sand/Gravel Sitty Sand Silt/Lean Clay Backslope Level 29' 26' 24' 4H1V 26' 24' 21' 3H1V 25' 23' 20' 2H1V 23' 20' 1 7' MAX HGT Soil Type Sand/Gravel Silty Sand Silt/Lean Clay Backslope Level 38' 34' 30' 4H 1V 34' 30' 27' 3H 1V 33' 29' 25' 2H1V 29' 24' 21' COUNTRY MANOR UNITS COUNTRY MANOR UNITS MAX HGT Soil Type Sand/Gravel Silty Sand SiltfLean Clay Backslope Level 20' 1 5' 1 5' 3H 1V 15' 1 5' 1 0' MAX HGT Soil Type Sand/Gravel Silty Sand Silt/Lean Clay Backslope Level 30' 25' 20' 3H1V 25' 20' 1 5' Notes Calculations assume a moist unit weight of 120 Ibs/cf for all soil types Assumed^ angles for earth pressure calculations are Sand/Gravel=34 , Silty Sand=30', and Sandy Silt/Lean C!ay=26' Non critical structures with SF>1 5 No surcharge loadings are included Surcharges or special loading conditions will reduce maximum wall heights Sliding calculations assume a 6 crushed stone levelling pad as compacted foundation material For SI 1 inch = 25 4 mm FIGURE 2—GRAVITY WALL CHARTS Page 46 of 51 Page 9 of 9 ESR-2113 Keystone Units —v Finished Grade Backstops or Surcharge — Low Permeability Soil Total Wall Height / (Retained Soil Zone) Unit Core Fill/Drainage Fill Limit of Excavation (Rough cut} Drainage Collection Pipe (i! required) Leveling Pad Keystone Gravity Wall Keystone Units -Finished Grade •Backstops or Surcharge memforced Soil Zone) I / / /Total Wall Height Lirmt of Excavation (Rough cut) Leveling Pad- -Unit Core Fill/Oramago Fill - Drainage Collection Pipe (if requi.'sd) Keystone Wall with Soil Reinforcement FIGURE 3-TYPICAL WALL SECTIONS Page 47 of 51 APPENDIX A - GFOGRID SPECIFICATIONS SYNTEEN SF35. SF55 & SF80 Page 48 of 51 SF35 SOIL REINFORCEMENT GEOGRID Uniaxial Geognd The Strength is in the length direction SF 35 is composed of high molecular weight, high tenacity multifilament polyester yarns that are woven into a stable network placed under tension The high strength polyester yarns are coated with a PVC material SF SERIES Geognds are inert to biological degradation and are resistant to naturally encountered chemicals, alkalis and acids SF SERIES Geognds are typically used for soil reinforcement applications such as retaining walls, steepened slopes, embankments, sub- grade stabilization, and embankments over soft soils and waste containment applications TENSILE PROPERTIES Ultimate Strength Creep Limited Strength T;1) = Long Term Design Strength Aperture Size (ins ) TEST METHOD ASTM D 6637 ASTM D 5262 NCMA 97 -:= Measured MARV VALUES (LBS/ET) 3055 1797 1513 0 75 x 0 75 Or site specific as required Reduction Factor for creep 1 54, reduction factor for durability 1 10 reduction factor for installation damage (type 3 soil) 1 05 FHWA/AASHTO Redution factor for creep 1 55, reduction factor for durability 115, Reduction Factor for installation damage (type 3 soil) 1 08 GRI GG4b Reduction factor for Creep 1 70, reduction factor for durability 1 08 reduction factor for installation damage (type 3 soil) 1 05 Page 49 of 51 SF55 SOIL REINFORCEMENT GEOGRID Uniaxial Geogrid The Strength is in the length direction SF 55 is composed of high molecular weight, high tenacity multifilamcnt polyester yarns that are woven into a stable network placed under tension The high strength polyester yarns are coated with a PVC material SF SERIES Geognds are inert to biological degradation and are resistant to naturally encountered chemicals, alkalis and acids SF SERIES Geognds are typically used for soil reinforcement applications such as retaining walls, steepened slopes, embankments, sub- grade stabilization, and embankments over soft soils and waste containment applications TENSILE PROPERTIES Ultimate Strength Creep Limited Strength Tai = Long Term Design Strength Aperture Size (ins ) TEST METHOD ASTM D 6637 ASTM D 5262 NCMA 97 •* Measured MARV VALUES (LBS/FT) 4200 2727 2361 0 75 x 0 75 Or site specific as required Reduction Factor for creep 1 54, reduction factor for durability 1 10 reduction factor for installation damage (type 3 soil) 1 05 FHWA/AASHTO Redution factor for creep 1 54, reduction factor for durability 115, Reduction Factor for installation damage (type 3 soil) 110 GRI GG4b Reduction factor for Creep 1 70, reduction factor for durability 110 reduction factor for installation damage (type 3 soil) 1 05 Page 50 of 51 SF80 SOIL REINFORCEMENT GEOGRID Umaxial Geognd The Strength is in the length direction SF 80 is composed of high molecular weight, high tenacity multifilament polyester yarns that are woven into a stable network placed under tension The high strength polyester yarns aie coated with a PVC material SF SERIES Geognds are inert lo biological degradation and are resistant to naturally encountered chemicals, alkalis and acids SF SERIES Geognds are typically used for soil reinforcement applications such as retaining walls, steepened slopes, embankments, sub- grade stabilization, and embankments over soft soils and waste containment applications TENSILE PROPERTIES Ultimate Strength Creep Limited Strength Tai = Long Term Design Strength Aperture Size (ins ) TEST METHOD ASTM D 6637 ASTM D 5262 NCMA 97 * Measuied MARV VALUES (LBS/FT) 7400 4774 4133 0 75 x 0 75 Or site specific as required Reduction Factor for creep 1 55, reduction factor for durability 1 10 reduction factor for installation damage (type 3 soil) 1 05 FHWA/AASHTO Redution factor for creep 1 55, reduction factor for durability 115, Reduction Factor for installation damage (type 3 soil) 1 04 GRI GG4b Reduction factor for Creep 1 75, reduction factor for durability 110 reduction factor for installation damage (type 3 soil) 1 05 Page 51 of 51 REPORT OF CONSTRUCTION OBSERVATIONS AND FIELD DENSITY KEYSTONE RETAING WALL PROJECT FUTURE BRESSI RANCH FUEL MART RETAINING WALLS EL FUERTE STREET AND GATEWAY ROAD CARLSBAD, CA JOB NO 07-5398-FC-W September 28, 2007 (Revised November 5, 2007) Prepared for Bressi Ranch Fuel Mart, LLC 2741 Gateway Road Carlsbad, Ca. 92009 Prepared By. C.W LA MONTE CO., INC 4350 Palm Avenue, Suite 25 La Mesa, CA. 91941 (619) 462-9861, Fax (619) 462-9859 '<>, ^FO* mm< &mwMm& ^/M^lpfttEf Soil and Foundation Engineers 4350 PALM A VENUE, SUITE 25 • LA ME&4, CALIFORNIA 91941 Phone: (619) 462-9861 * Fox. (fcJ9; 462-9859 September 28, 2007 JOB NO 07-5398-FC-W (Revised and Reissued November 5, 2007) TO: City of Carlsbad Department of Planning and Land Use Building Inspection Department 1635 Faraday Avenue Carlsbad, Ca 92008 SUBJECT REPORT OF CONSTRUCTION OBSERVATIONS AND FIELD DENSITY TESTING, KEYSTONE RETAINING WALL PROJECT FUTURE BRESSI RANCH FUEL MART RETAINING WALLS, EL FUERTE STREET AND GATEWAY ROAD, CARLSBAD, CA REFERENCE Geotei-hniuil Update Evaluation, Proposed Fuel Mart, Planning Area PA-14 Southeast of B Faerie street and Gateway Road, Bressi Rani,/}, Carlsbad, California, dated December 22, 2005. Re/,- Manb 28, 2007 by Leigh ton and Associates, Inc Segmental B/oik Retaining Walt Design Parameters, Proposed V>ressi Rtuub fuel Mart, Southeast Corner of El Vuerle Street and Gateway Road, Bresn Ram/j, Carlsbad. California, by C W La Monte Company, Inc ,dated July 27, 2007 Segmental Bhik Retaining Wall Plans Eressi Ranch Fuel Mart, by Charles Chen P E In accordance with your request C W La Monte Company Inc has prepared this report to summarize our observations of the Keystone retaining wall construction at the above subject site and to present the results of density tests performed in the fills that were placed during the operations The observation and testing services addressed by this report were provided during the period of September 19 to September 26, 2007 CWL 07 5398 WB November 5, 2007 Page 2 INTRODUCTION AND PROJECT DESCRIPTION SITE DESCRIPTION The project site consists of an irregular shaped parcel of land which was previously graded and certified The lot is located on the southeast of El Fuerte Street and Gateway Road, in the Bressi Ranch portion of the city of Carlsbad in the county of San Diego PROPOSED CONSTRUCTION The project will consist of the c onstruction of two retaining Keystone walls that will be terraced onto the slope face along the south and southeast portions of the property The proposed walls will be approximately 18 feet in maximum height and are being used to expand the level area of the existing building pad The walls are identified as Wall A and Wall 13 on the plans SCOPE OF SERVICE Services provided by C W La Monte Company, Tnc during the course of the earthwork consisted of the following • Verify the foundation for the proposed wall is founded in suitable bearing material with suitable embedment for site conditions a crushed rock leveling pad • Verify proper integration of the retaining wall blocks and placement of geogrid reinforcement • Verify installation of the wall subdrain • Continuous to as needed observation of the construction of the "Keystone" retaining wall and performing field density testing of the placed backfill, • Performance of laboratory maximum density and optimum moisture determinations on the soils encountered in the earthwork, and, • Preparation of this report SITE PREPARATION AND GRADING CONTRACTOR The subject "Keystone" reinforced earth retaining walls were constructed by Hillside Retaining Walls & Engineering of Bonsall, California Equipment used in the compaction of the backfill included a Bobcat, whacker (hand) and rubber tire loader CWL 07 5398 WI3 November 5, 2007 Page 3 SITE PREPARATION Prior to the commencement of construction operations, the wall- construction area was cleared of existing vegetation Vegetation was deposited in dumpsters and exported from the site Prior to the wall construction addressed by this report, proper footings and backcut were excavated into competent, documented compacted fill materials SOIL CONDITIONS The site exists as a graded filled ground lot liefer to Reference 1 for documentation concerning the initial fill placement Materials used to backfill the walls consist primarily of on-site excavated materials and imported soils and consist primarily of silty sand materials These materials meet or exceed the wall design specifications referred to in the approved plans and soils report "KEYSTONE" WALL CONSTRUCTION Keystone reinforced earth retaining walls were constructed on the on the slope face along the southeastern portion of the lot The walls obtained a maximum height above ground height of approximately 18 feet The walls were constructed under periodic to full-time observations by our representative Backfill for the walls consisted of select granular soils imported to die site, along with on-site select material The backfill was compacted with reciprocating "Whackers" in the zone immediately behind the wall units, and by wheel rolling with a front end loader in the area between the wall and the backcut The foundation excavation, crushed rock leveling pad, the block integration, sub drains, reinforcing grids, and backfills were constructed generally as shown on the approved plans The walls were embedded at least 5 feet to "daylight" for the slope face conditions The leveling course consisted of 3/4 inch crushed rock and was at least 6 inches thick The wall was constructed using both standard and compact blocks with a cap Geognd reinforcement specified and used in the wall construction consisted of SF80, SF 55 and SF 35 The walls were constructed with a 4 4° batter The walls were backed with filter fabric and a subdram was installed at the base of the walls The subdram consisted of 3A inch perforated pipe with a filter sock and incased in 3A inch crushed rock FIELD AND LABORATORY TESTING FIELD TESTS Field tests to measure the relative compaction of the fills were conducted in accordance with ASTM Test Designation D-1556, "Density of Soil in Place by the Sand Cone Method" as a guideline The locations of the field tests were selected by our technician in areas discerned to exhibit relative compaction that was generally representative of that attained in the fill The approximate locations and results of the field tests are shown on the attached Figure Nos 1 & 2 CWL 07 5398 WB November 5, 2007 Page 4 LABORATORY TESTS The maximum dry density and optimum moisture content of the predominate soils encountered in the earthwork were performed in our laboratory by ASTM Test Designation D 1557-91, "Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort" as a guideline The tests were conducted in accordance with the methodology prescribed for the grain-size distribution of the soils tested The results of these tests are presented on the attached Figure No 2 CONCLUSIONS GENERAL It is the opinion of C W La Monte Company Tnc that the Keystone Retaining Wall System addressed by this report has been constructed substantially in accordance with the recommendations presented in the referenced geotechmcal reports and the construction plans for the project This opinion is based upon our observations of the wall construction and earthwork operations, the results of the density tests taken in the field, and the maximum density tests performed in our laboratory The foundation excavation, crushed rock leveling pad, the block integration, sub drains, reinforcing grids, and backfills were constructed generally as shown on the approved plans "KEYSTONE" WALL MAINTENANCE CONSIDERATIONS No future excavations should penetrate or damage the Geognd fabric used in the construction the Keystone Retaining walls without approval by the design engineer Compacted backfill is an integral component ol the Keystone wall construction and should not be disturbed by landscaping or other improvements Areas adjacent to the tops of the walls should be properly drained and planted with vegetation that requires minimal irrigation LIMITATIONS The descriptions, conclusions and opinions presented in this report pertain only to the work performed on the subject site during the period from September 19 to September 26, 2007 As limited by the scope of the services which we agreed to perform, the conclusions and opinions presented herein are based upon our observations of the work and the results of our laboratory and field tests Our sen-ices were performed in accordance with the currently accepted standard of practice in the region m which the earthwork was performed, and in such a manner as to provide a CWL 07 5398 WB November 5, 2007 Page 5 reasonable measure of the compliance of the described work with applicable codes and specifications With the submittal of this report, no warrant)*, express or implied, is given or intended with respect to the services performed by our firm, and our performance of those sen-ices should not be construed to relieve the grading contractor of his responsibility to perform his work to the standards required by the applicable building codes and project specifications The firm of C W LA MONTE COMPANY INCORPORATED shall not be held responsible for fill soils place at any future time, existing un-compacted fills or subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage and/or water erosion altering the strength of the compacted fill soil C W La Monte Company Inc sincerely appreciates the opportunity to provide professional service on this project If you should have any questions after reviewing this report, please do not hesitate to contact our firm Respectfully submitted, C] W La Monte Company Inc CliffojtKXV La Monte, RCE*<25241,GE 0495 cr> nO ^"*• ^:<—1 r^a t-Hg.£2gs Oa ^^a» fnr+. LUS- ns oPStfq ^8'fe^ <i^Sn 1 \\\ %o o oo M. I Ir>n- nsu fi rt) (B £>l o B> 3«> B) ff tn > § 3o H 1 >-d1 ? s >r Z cr> Ho <^S: £§ Mg>*lR ^§ ^a* ^a5- na o£!1-|r^> <S K5sn Zo o tn &> 2 > n 3S2. 8 JHg 3 O rt Mtns (B ra a) O H JM o B) SUMMARY OF FIELD DENSITY TESTS Project Bressi Ranch Fuel Mart El Fuerte St & Gateway Road Carlsbad, CA 92009 Wall A '?" «Phn'::"- KEEATIVE COMPACTION TESTS&;™,.. ASTM Di55<S9gr • • : -'M- • Test No 1 o 3 4 5 6 7 8 Date 9/19/2007 9/20/2007 9/21/2007 9/25/2007 9/25/2007 9/26/2007 9/27/2007 9/27/2007 Location 10+35 10+60 10+15 10+45 10+27 10+88 10+53 10+04 Elev (feet) or Fill Thickness 392 0 3940 396 0 398 0 400 0 402 0 402 0 400 0 Soil Type 1 1 1 1 1 1 1 1 Moisture (%) 11 5 113 11 4 1112 11 1 110 l~ 11 1 L_ 112 Dry- Density (pcf)' 1182 1181 118 1 1197 1196 1196 1192 1193 Max Den sit)- (pcf)' 1250 1250 1250 1250 1250 1250 1250 1250 % Relative Compaction 946 945 945 958 957 957 954 954 WallB citlfc ' ™ "" ''Vm-: RELATIVE. COMPACTiONrTESTS A&TM D1556-91 t'S"- ' • ••. ' - .b «&.. . " Test. No 1 2 3 4 5 6 / 8 9 10 11 12 13 14 15 16 Date 9/19/2007 9/19/2007 9/19/2007 9/20/2007 9/20/2007 9/21/2007 9/21/2007 9/21/2007 9/24/2007 9/24/2007 9/24/2007 9/25/2007 9/25/2007 9/26/2007 9/26/2007 9/26/2007 Location 10+77 10+90 10+60 10+70 10+97 10+40 10+57 11+20 10+80 101-26 11-143 10+45 11 + 10 10+10 10+75 11+60 Elev (feet) or Fill Thickness 386 0 3880 3880 390 0 392 0 392 0 394 0 394 0 396 0 396 0 398 0 398 0 400 0 400 0 402 0 404 0 Soil Type 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 Moisture (%) 11 5 11 4 117 11 1 11 0 112 11 1 113 11 1 11 2 no 11 1 11 2 11 0 111 112 Dry Density (pcf)' 1177 1198 1200 1158 1183 1205 1201 1177 1217 121 6 1170 1199 1201 1205 121 5 1187 Max Density (pcf)' 125 0 1250 1250 1250 1250 1250 1250 1 25 0 1250 1 25 0 1250 125 0 125 0 1250 1 25 0 1250 % Relative Compaction 942 958 960 926 946 964 96 1 942 974 97 3 936 95 9 961 964 972 95 0 TABLE 2 MAXIMUM DRY DENSITY and OPTIMUM MOISTURE CONTENT ASTMil557-91 iiir Soil Type 1 Description Light Brown Clayey Sand uses Cl:is'. SC Optimum Moisture (%) 11 0 Maximum Dry Density (pcf) 1250 Job No 07-5398 Figure No. 2 MAXIMUM DENSITY CURVE 145 140 135 130 u r 125•aI CD 115 110 105 100 .25 29 28":L Soil Type "I L- i 45 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Soil Moisture (%) Soil Type 1 Description Light Brown Clayey Sand Optimum Moisture (%) 11.0 Maximum Density (Pcf) 125.0 C.W. LA MONTE COMPANY INC. Soil and Foundation Engineers Bressi Ranch Fuel Mart Project: El Fuerte St 8s Gateway Road Carlsbad, CA 92009 Job No. O7 -5398 Figure No. 3