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Home My WebLink About1654 CALLIANDRA RD; ; CB010298; Permit4 r, 05/18/2001 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: .- City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Building Inspection Request Line (760) 602-2725 Permit No:CBOI 0298 1654 CALLIANDRA RD CBAD RETAIN Status: ISSUED 21 59001 700 Lot#: 68 Applied: 0 1 /24/2001 $6,375.00 Construction Type: NEW Entered By: JM Plan Approved: 0511 8/2001 Issued: 05/18/2001 SERENATA Inspect Area: RETAIN WALL 425 SF W/CALCS BREHM HOMES 5770 OBERLIN DR SAN DIEGO CA 92121 PMENT ASSOCIATES L P DIEGQ Ca 921W 858-453-3040 Total Fees: $127.37 I Payments To Dah: Building Permit Add'l Building Permbt: Fee Plan Check Add'l Plan Check Fm Strong Motion Fee Renewal Fee Addl Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES FINAL APPROVAL Inspector: 1- Date: 3?LZf Clearance: NOTICE: Please take NOTICE that approval of your projed includes the 'Impmition' of fees, dedications, reservations, or other exactions hereafter collectively refed to as Yeedexadions.' You have 90 days from the date this permit was issued to protest imposition of these feeslexactions. 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 Callsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal adion to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your tight to protest the spedfied feedexactions DOES NOT APPLY to water and sewer connection fees and capactiv changes, nor planning, zoning, grading or other similar application processing or service fees in connedion With this project NOR DOES IT APPLY to any feeslexactions of whkh you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 \ - I FOR OFFICE USE ONLY EST. VAL. Plan Ck. Deposi Validated By Date I bLYd Addiess (include Bldg/Suite #) Legal Description Lot No. Subdivision Neme/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Business Name (at this address) * 2- 2 Ig - 9OO - I 7913 WNlAlA MAL #of Stories # of Bedrooms t of Bathrooms L qz5 SQ. FT. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for e permit subjects the applicant to a civil penalty of not more than five hundred dollars t55001). Name Address City Sfeteaip Tdephohe # State License t 6/ S67.S- License Class A City Business License I / b 20 7 5- Designer Name Address City Statelzip Telephone State License w Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for whlch this permit is issued. $L I have end 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 worker's compensation insurance carrier and policy number are: insurance Company 6 Oa# &6t Policy No. ddc (p 3 (& // 4flB Expiration Date (THIS SECTION NEED NOT BE CQMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I$1001 OR LESS1 0 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 subject to the Workers' Compensation Laws of California. WARNINQ: Failure to secure workers' compensation coverage b unlawful, and shah subject a employer to crlmkral pennitlea and cM1 Rnw up to one hundred thousand dollars filpP.000). lp addition tgthe coat of compensation, damawes as pmvided for in Section 3706 of the Labor @e, Interest and attorney's fees. ba / m./. 0 Dl5 nt (4 ,92a83 /7L 01 J-79-7m /wm 7iif&m bq /.szo V/JH ~4 9-83 ~7CO1S??-6?77 - f?fiwL&&q MA/& C 2 Z.07 b 44- I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 1, 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 improvemfmts are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 1. 2. 3. 4. number I contractors license number): 5. of work): I em exempt under Section I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES UNO I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number / contractors license number): 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 I address I phone I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone number / type Business and Professions Code for this reeson: PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupent required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 26505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air qualky management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0. YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097li) Civil Code). LENDER'S NAME LENDERS 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 representatives of the Cit). 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 AGNNST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTINQ OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Officlal under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is corn APPLICANT'S SIGNATURE d fi DATE ' of 180 ys (Section 108.4.4 Uniform Building Code). WHITE File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 09/06/200 I Permit## CBO10298 Title: SERENATA Description: RETAIN WALL 425 SF WlCALCS Type: RETAIN Sub Type: Job Address: 1654 CALLIANDRA RD Suite: Lot 68 Location : APPLICANT BREHM HOMES Owner: AVIARA SERENATA LLC Remarks: Total Time: Inspector Assignment: RB Phone: 7609308980 Inspector: Requested By: JOSE Entered By: CHRISTINE CD Description “;4i Retaining Walls Associated PCRs lnsoection History Date Description Act lnsp Comments 08/29/2001 63 Walls CO RB NEED CONTINOUS 8 FINAL APPROVAL BY GEOT. 08/29/2001 69 Final Masonry CO RB - EsGil Corporation In !Partnership with fjovernmcnt for Builifing Safety DATE: 2/1/01 JU RISD ICTlO N: Carlsbad PLAN CHECK NO.: 01-298 PROJECT ADDRESS: 1654 Calliandra Road PROJECT NAME: Retaining Wall w 0 0 0 0 0 w 0 0 SET: I 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: 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 #: REMARKS: Mail Telephone Fax In Person By: DavidYao Enclosures: Esgil Corporation 0 GA [7 MB EJ 0 PC I /29 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-298 2/1/01 VALUATION AND PLAN CHECK FEE JURI SDI CTI 0 N : Carlsbad PLAN CHECK NO.: 01-298 PREPARED BY: David Yao BUILDING ADDRESS: 1654 Calliandra Road B U I LD I NG OCC U PAN CY : DATE: 2/1/01 TYPE OF CONSTRUCTION: Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 6,269 cb By Ordinance Bldg. Permit Fee by Ordinance 1 V Plan Check Fee by Ordinance V Type of Review: a eta Review 0 Structural Only 0 Other 0 Hourly -1 Hour@)* Esgil Plan Review Fee $87.33 I I $45.41 I Comments: Sheet 1 of 1 macvalue.doc - City of Carlsbad BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB R/ / xf$fi VI BUILDING ADDRESS: /#4/ b//,&/R. L a Cl - 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 andlor 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 in suspension of permit to build. DENIAL necessary corrections to plans andlor specifications to this office for review. Date: //%I Date: By: Date: ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON Right-of-way Permit Application NAME: ADDRESS: PHONE: JOANNE JUCHNIEWICZ City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 (760) 602-2775 4CA ;2=8-7314 (760) 602-2720 FAX (760) 602-8562 D @ BUILDING PLANCHECK CHECKLIST RETAINING WALLS 1STJ 2NW 3RDJ P D 0 1. Provide a fully dimensioned site plan drawn to scale. Show: A. NorthArrow D. Easements 43. Existing & Proposed Structures E. Retaining Wall C. Property Lines 0 P P 2. Show on site plan: (dimensioned from street) (location and height) fits (M_h ld-3 -4- ov~lce vd j %{SO, 4 A. Drainage Patterns hDT~ao/b C. Existing Topography A. Site Address l\ca LQ.--*-. B. Existing & Proposed Slopes nd-~mc gpc- 4-3 chhu T;L P P 3. Include on title sheet: '*5ve WO(kk' AT&> 6. Assessor's Parcel Number C. Legal Description D. Grading Quantities Cut Fill I m porVExport (Grading Permit and Haul Route Permit may be required) CI P 0 4. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by: Date: MISCELLANEOUS PERMITS CI 0 P 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way andlor private work adjacent to the public Right-of-way. A separate Right-of-way issued by the Engineering Department is required for the following: Please obtain an application for Right-of-way permit from the Engineering Department. Page 1 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST APN: %~~~~*(? Type of Project & Use: ud Net Project Density: - DU/AC General Plan: CFD (idout) % # Date of participation: - Zoning: Facilities Management Zone: 17 Remaining net dev acres:@ (For non-residential development: Type of land used created by this Circle One permit: 1 Leaend: Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO - TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: " Discretionary Action Required: YES /NO TYPE ~IB~~d yd APPROVAURES . NO. DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: PROJECT NO. &oo- \q 004-6 Coastal Zone AssessmentlCompliance Project site located in Coastal Zone? YES NO- CA Coastal Commission Authority? YES NO___ If California Coastal Commission Authority: Contact them at - 31 11 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Coastal Permit Determination Form already completed? YES NO- FolIow4p Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUMER\BldgPlnchkRevChklst lnclusionary Housing Fee required: YES NO - (Effective date of lnclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES NO- (AIPIDs. Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees. Construct Housing YIN. Enter Fee, UPDATE!) Site Plan: ,’ - I. .., 1. Provide a fully dimensional site plah drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-ofiway width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor’s parcel number. Zoning: 1. Setbacks: Front: Interior Side: ’ Street Side: Rear: Required Shown Required Shown Required Shown Required Shown 6 0 a 2. Accessory structure setbacks: Front: Required Shown 1 nterior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown 0 0 3. Lotcoverage: Required Shown 0 4. Height: Required Shown 6 0 0 5. Parking: Spaces Required Shown Guest Spaces Required Shown &m 0 Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUMER\BtdgPinchkRevChklst 6 eGeotechnics -1 n c o rp o ra t e d Coph 1 924SAdvhy Suite 103 So0 Diego, CA 92126-4442 Data De*wlption 12/12/00 Supplemental Retaining Wall Recommendations Aviara Phmm 111, PA 21 A & D 111 Cmistxd. CalEfmia ~ phone: (619) 536-1000 FAX (619) 5368311 LETTER OF TRANSMTTTAL, TO: Refainlng Walls Co. North DATe: December 13,2000 % ATTENTION: Edwrdo Ruv~Icmba REGARDING: 0-1300 OEOTECHNKS PROJ. NO. 02M905-02 RmaI(LO: pas8 Can if you have any qoestiorw. \ Copy To: Brehrn &sign Center, Ms. Kristin Cwkon - Geotechnics - Incorporated - In& Friction Angle, 4 Cohesion@st) Total Unit Weight @cf) December 12,2000 3P 34. 0, 0 133 133 I Brehm-AvW 111 hveloprnent Associarioa, L.P. c/o Ms. IClistinCbulson EhhmDesigaCCnro 5770 0- Drive San Dicgo. Catifonria 92 12 1 Project No. 0236-005-02 fhGUmCllt NO. & 1300 SUBJECT: SUPPLEMENTAL RETAINING WAU.RECOMMENDAnONS Avtra Phase 111, PA 21 AbD III Cubbtd, C;rbjlarain Refcrance: oeotacbaics Incorpnrazad (2000). Retaining Waff Rccowmedztions. Aviura Yho In PA 21 A&DUX Curlsbd. Calffirniu, Project No. 0230-005-02, Document No. 010765, July 26. As requested, this lcner provides soil paanrctus fbr retaidng wall design rcqucsted by Rnaining Walls Company No* The parameters provided krcin m based on MD previous analysis of thc siw coditions presenred in the rcfknced letter. We undtrstand thc walls are proposed at thc top of the existing 2:1 (horiZ0nral:vextical) fill slopes at rhe rear of lots 85.86, and 88. Our analysis is based on a maximum wall height ofapproximately 6 fctt. The following parameters may be used fbr tht desip of the proposed Cri block walls. PROfl5C-r No. 0230.00s42 DOCUMENT NU. 41300 PAGE 2 An ind m'ciion angle of 38O may bc as5umed for the rakdwced zanc if imponcd crushed aggregate be material is used. An dlowable bearing capacity of I .SO0 psf may bc used for design, based on a minimum depth of embedment of 2.5 feet into dense, compscted fill measured vmically fiom the outside bottom edge of the foundation member b the slopc ace. Footing cxtavOtiorrz should be observed by a repnscmaxivc of WI firm to waluak whether the bovjng materials are as assumed in our mdysis. The inclination of temporaty back-cuts sWd not exceed 1:1 (hohna1:vcrtical). We have assumed that tht soil gmde in fiont of the wall Will be maintained to design grade. Surcharge loads and hybostalic pressures were not included in our analysis. If thtsc arc applicable, we should be confactcd far rcVisionS to the nxummcndatioos provided hsrrin. BMill material should be compacted to at least Wperctnt of the labomtory machumdry ddty in accordance with ASTM D 1557. If import soils are used fir dl backfill, they should be testtd by Geotechnics Incoxponatcd to compare the shear stm@ and Unit Weight Mturs to actual design values. We rccomendthe sails used as backfill be predominantly 6ne draining, granulnr, rice of organic and day materials, wd have a very low expansion potential (Expan&m Index of 20 or la). Adquatc dminagt should be pvidtd to relieve hydrostntk prmures. The recommendations prcscntcdhcreh are consickred generally collsistent wirh mtrhurtr typically used m southan Odifomia, urd have been developed using the dcgm of cam and skill ordinarily exercised, undcr simiiar circumstanccs, by reputable ge~te~hn'ical consohants practicing in this or simih lacsiities. NO 0- wwanty, expressed or implied, is made as to the conclusianS and pfwr;ioa@ opinions included in this letter. We appreciate this oppormnity to be orcontimcd servicc. Please fed kee to call wirh any qdons or comments. GROTECHNICS INCORPOIUTED David Padilfa, P.E. 55974 Project Engineer W. tte' Vsnduhutst, CEG 1 125 Principal Reviewed by: Anthony F. Bctht, PE 40333 PrilKipal A€BWLV/DP Distribution; (1) Addressm (FAX OaY: 858-453-5442) (I) Wng Walb Company North, Attn: Eduardo hvalcaba (FAX ONLY: 858-453-3OS6) Geotechaleo lacwporatcd TOTAL P.84 EARTH RETENTION CALCULATIONS December 28,2000 SHEETlOF 84 PREPARED BY: OWEN ENGINEERING GROUP 1800 "HIBOD0 STkEET SUITE 320 VISTA CA 92083 760-599-6767 PREPARED FOR. RETAINING WALLS COMPANY NORTH 1800 THIBIDO DRIVE SUITE 110 VISTA, CA 92083 (760) 599-2500 PROJECT CONTACT: PREPARED FOR: SITE: SOIL DATA FROM: REPORT DATED: PROJECT NUMBER CHARLIE EATON BREHM COMMUNTTIES 5770 OBERLIN DRIVE SAN DIEGO, CA 92121 CARLSBAD TRACT 92-3 CARLSBAD, CA GEOTECHNICS, INC 9245 ACTIVITY ROAD SAN DIEGO, CA 92701 LETTER DATED 12/12/2000 0230-005-02 i;? ......................................................... IOTE: THESE STRUCTURAL CALCULATIONS ARE ONLY VALID FOR USE BY RETAINING VALLS COMPANY NORTH. IT IS REQUIRED AS A CONDITION OF THESE STRUCTURAL IALCULATIONS, THAT A MEMBER OF THE RETAINTNG WALLS COMPANY NORTH STAFF, IELD INSPECT AND APPROVE THE CONSTRUCTION OF THIS PROJECT. 0WENENGI"G ;ROUP WILL NOT ACCEPT RESPONSIBILITY FOR ANY PROJECT RELEASED WITHOUT IRITTEN FINAL APPROVAL FROM RETAINING WALLS COMPANY NORTH. JOB NO. 99-09-02 CONTENTS PAGE A-16 RETAINING WALL SITE PLAN 3 A-16 RETAINING WALL TYPICAL SECTION A-16 CONCRETE BLOCK DETAIL 4-6 7 GENERAL NOTES AND SPECIFICATIONS 8 GEOGFUD REINFORCEMENT TABLE 9- 11 STABILITY ANALYSIS-Level Backfill Wall A 12 -33 STABILITY ANALYSIS- 2:l Sloped Backfil Walls B & C (no surcharge) 34 - 49 STABILITY ANALYSIS- 2:l Sloped Backfill Walls B (no surcharge) 50 - 63 STABILITY ANALYSIS- 2: 1 Sloped Backfill Wall C (surcharged) 64 - 84 NOTES: THESE CALCULATIONS AREBASED UPON A SOIL WITH INTERNALFRICTION OF 34 DEGREES, FOR THE RETAINED, REINFORCED AND FOUNDATION SOILS. THE SOILS ENGINEER SHALL VERIFY THESE SOIL PARAMETERS DURING CONSTRUCTION THE SOILS ENGINEER SHALL INSPECT AND APPROVE THE TEMPORARY BACKCUT EXCAVATION FOR THE KEYSTONE WALL PRIOR TO CONSTRUCTION. THE SOILS ENGINEER SHALL INSPECT AND APPROVE ALL WALL DRAINS. THE SOILS ENGINEER SHALL INSPECT AND APPROVE THE FOUNDATIONEXCAVATIONPRIOR TO CONSTRUCTION OF THE KEYSTONE WALL. THESE CALCULATIONS ARE BASED ON A FOUNDATION MATERIAL APPROVED BY THE SOILS ENGINEER. THE GRID LENGHTS SHOW ARE MEASURED FROM THE WALL FACE. THE GRID ELEVATIONS . ARE MEASURED FORM THE TOP OF THE LEVELING PAD THE SOILS ENGINEER MUST BE NOTIFY THE DESIGN ENGINEER IN THE EVENT THAT THE SOIL CONDITIONS ENCOUNTERED DO NOT MEET THE PARAMETERS USED HEREIN. HEAVY EQUIPMENT SHOULD BE KEPT 3 FEET BACK FROM THE RETAINING WALL FACE AT ALL TIMES Site Location Plan Fig No. I 1 A46 Wall Carlsbad Tract 92-3 L6”THW X 24” WIDE 3/4” CRUSHED ROCK LNELING PAD SWMERN OFFICE 1531 GRAND AVENUE ,N ~COs~ C** 9’06’ (760) 47 1-2500 *NOTE IF CAPSTONES ARE NO USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS SHALL BE FILLED WITH HAND TAMPED SOIL. RETAINING WALLS CO, N, NORTHERN O~CE 800 E. GRANT LINE RD. TRACY, CA. 95378 (209) 832-2600 A-SERIES SEGMENTAL RETAINING WALL DETAIL W A- 16” RETAINING WALL TYPICAL CROSS-SECTION TH GEOGRID SOIL REINFORCEMENT NO SCALE T B R ECOM M EN DE D BROW DITCH POXY ADHESIVE 3/4" CRUSHED R WITHIN ALL UNITS I-_-- ----- 4" PERFORATED PVC DRAIN IN FILTER SLEEVE WITH SOLID OUTLET PIPES AT MAXIMUM SPACING. LOCATE DRAIN AS POSSIBLE TO AALOW OUTLET PIPE TO *NOTE: IF CAPSTONES ARE NOT TO BE USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS SHALL BE FILLED WITH HAND TAMPED SOIL. A- 16" RETAINING WALL TYPICAL CROSS-SECTION WITH GEOGRID SOIL REINFORCEMENT NO SCALE SOUTHERN OFFICE 1531 GRAND AVENUE AN MARCOS, CA. 92069 (619) 471-2500 RETAINING WALLS CO. N. A-SERIES SEGMENTAL RETAINING WALL DETAIL FABRIC 100' LOW AS DAYLIGHT. NORTHERN OFFICE 800 E. GRANT LINE RD. TRACY, CA. 95378 (209) 832-2800 s b"' .- \ i;;r 0 .. . 18" SOUTHERN OFFICE 1531 GRAND AVENUE hfARCOSi CA. 92069 (619) 471-2500 FACE VIEW RETAINING WALLS c 0 . N ' NORTHERN OFF^ 800 E. GRANT LINE RD. TRACY, CA. 95376 (209) 832-2600 A-SERIES SEGMENTAL RETAINING WALL DETAIL DETAIL NO. A-16 ?I 1" t I= 17" SIDE VIEW TOP VIEW NOTES: '1. .COMPRESSIVE STRENGTH OF CONCRETE f'c = 3250 PSI "A-1 6'"' RETAINING WALL UNIT DIMENSIONS NO SCALE i I i i I f I I i ! I i I I I I I I i i i I i . .! * t GEOGRID REINFORCEMENT TABLES LEVEL BACKFILL WALL A (NO SURCHARGE) WALL EEIGHT GRID ELEVATION GRID LENGTH GRIDTYPE up to 2.67’ no grid required 3.33’ to 4.67’ 2.00 5.0’ SYMPAFORCE 3 5/20-20 5.33 TO 7.33 2.00 8.0 SYMPAFORCE 3 920-20 4.67 . 8.0 SYMPAFORCE 35/20-20 8.00’ TO 9.33’ 1.33 4.00 6.67 9.0 SYMPAFORCE 3 920-20 9.0 SWAFORCE 3 5/20-20 9.0 SYMPAFORCE 3 5/20-20 2:l SLOPED BACKFILL WALL B (NO SURCHARGE) WALLBEIGRT GRID ELEVATION GRIDLENGTH GFUDTYPE up to 2.67’ no grid required 3.33’ to 4.67’ 2.00 5.0’ SYMPAFORCE 3 5DO-20 5.33’ TO 6.00’ 0.67 5 .o SYMPAFORCE 3 920-20 3.33 5.0 SYMPAFORCE 3 5/20-20 6.67 TO 8.00 8.67’ TO 9.33’ 1.33 3.33 5.33 0.67 2.67 4.67 6.67 7.0 . 7.0 7.0 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 8.5 SYMPAFORCE 35/20-20 8.5 SYMPAFORCE 3 5/20-20 8.5 SYMPAFORCE 3 5/20-20 8.5 SYMPAFORCE 3 5/20-20 /P/ 2:l SLOPED BACKFILL WALL C (BOTTOM WALL OF TIERED) WITH SURCARGE BEGINNING AT 6.67 FEET HIGH WALL BEIGE” up to 2.67’ 3.33’ to 4.67’ 5.33’ TO 6.00’ 6.67’ 7.33 TO 8.67 9.33’ GlUD ELEVATION no grid required 2.00 0.67 3.33 0.67 2.67 4.67 0.67 2.67 4.67 6.67 0.67 2.00 3.33 5.33 7.33 GRlD LENGTH 5.0’ 5.0 5.0 6.5 6.5 6.5 9.0 9.0 9.0 9.0 11.0 11.0 11.0 11.0 11.0 GRIDTYPE SYMPAFORCE 35120-20 SYMPAFORCE 3 5DO-20 SYMPAFORCE 3 Y20-20 SYMPAFORCE 35120-20 SYMPAFORCE 35/20-20 SYMPAFORCE 3 Y20-20 SYMPAFORCE 3 5DO-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 35/20-20 SYMPAFORCE 3 5/20-20 SYMPMORCE 35/20-20 SYMPAFORCE 35/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 35/20-20 SYMPAFORCE 3 5/20-20 NOTES: FORTRAC MAY BE USED IN PLACE OF SYMPAFORCE GEOGRID: SYMPAFORCE SF 35 SIMILAR TO FORTRAC 35/20-20 GRID ELEVATIONS ARE MEASURED FROM THE TOP OF THE (LEVELING PAD) ELEVATION. THE UPPER MOST LAYER OF -RID SOIL REINFORCEMENT SHALL BE PLACED A MlMMuM DEPTH OF 2 FEET BELOW FININSHED GRADE. 1 SRWall (ver 1.1 June 1995) Page 1 95050839 Licensed to: RsTAINIm WALLS CmUPAm 1S31 Q5ulrlD A- 9AM -8, CA 92069 (619) 4?1-2500 License Number: 95050839 Project lden t if i ca ti on : Project Name: mTA - Wdl A Section: Data Sheet: Owner: B;wtDd -1TIICS 5770 oEIctIl9 DRXVE, sills bn60, CA 92121 Client: Prepared by: MIm MCCA~L Time: 02:50:30 M Date : wcQ4BsuI 18, 2000 2000 Date file: a: \8twdli\&l~rtr Type of Structure: Structure Criticality: )9on-eri+scrl Design Methodology: ram w.thod Urrvity -tal ReWaiag wall Wall Geometry: Design Wall Height (ft) Embedment Wall Height (ft) Exposed Design Wall Height (ft) Minimum Levelling Pad Thickness (ft) Number of Segmental Wall Units Hinge Height ( ft 1 Base Inclination (degrees) wall Inclinatlon (degrees) 2.67 2.5 0.17 0.5 4 2.67 horiroatrl 7.1 Slopes : Front Slope (degrees) Back Slope (degrees) horisoatal horinontal SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge norm nom Soil Date : Retained Soil Levelling Pad soil Foundation Soil Friction Cohesion Angle Uni t Weigh t Soil Description : (psf 1 (degrees) (pcf) N/A 34.0 133.0 N/A 40.0 125.0 34.0 133.0 0.0 Segmental ani t Name: Dmffrult 8rgrunta.l unit prog.rtir8 Segmental Unit Data: Cap Height (in) nom Unit Height (in) 0.0 Unit Width (in) 16.0 Unit Length (in) 18.0 Setback (in) 1.0 Weight (infilled) (lbs) 167.0 Unit Weight (infilled) (pcf} 125.3 Center of Gravity (in) 8.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbdft) 500.0 Friction Angle (degrees) 45.0 Maximum (lbs/ft) 2000.0 500.0 46.0 2000.0 Coefficients of Earth Pressure and Failure Plane Orientation?: Retained Soil (Ka) 0.207 orientation of failure plane from horizontal (degrees) 55.63 Retained Soil (Ka horizontal component) 0.199 SRWall (ver 1.1 June 1995) Page 3 LN 95050839 - ~- - ~~ Results of External Stability Analyses: FOS Sliding 2.77 1.5 a Calculated Design Criteria FOS Overturning 4.19 2.0 olt FOS Bearing Capacity b3. OS 2.0 a Base Eccentricity (e) (ft) 0.17 N/A Base Footing Width (B') (ft) 1.89 N/A Note: calculated value8 MEET ALL design criteria Detailed Results of External Stability Analyses: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Resisting Moment (Ibs-ft/ft 1 Bearing Capacity (psf) Maximum Bearing Pressure (psf) Driving Moment (lbs-ft/ ft) Ca 1 cula t ed Values : 94.6 44s.3 261.6 84.2 352.6 lS823.3 298.3 Results of Facinq Stability Analyses: sm Heel Ocosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear # (ft) turning (peak) ;(zfonna tion) > 1.5 > 2.1 4 2.0 - 86.6s >os #/A 3 1.33 aQne 11.0s 30.64 H/A 2 0.67 DQO. 7.08 15.71 U/A 1 0.0 My 4.2 10.02 r/n Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Mtnne nt and Shear): SRJV Heel GeO Dri ve Resist Shear Shear Shear Unit El ev Typs Mnmn t Mment Load Capaci ty Capacity # (f t) (lbs-ft/ft) (lbs-ft/ft) (lbdft) (lbdft) (lbs/ft) (deforma tion) +out -in 4 2.0 aoam 1.3 74.9 5,s 611.3 W/A 2 0.67 3S.4 260.8 53.1 834.0 U/A 1 0.0 IIoD+ 8s.a 358.6 s4.3 945.3 WJL 3 1.33 a- 10.1 117.7 23.6 722.7 ./A SRWall (ver 1.1 June 1995) ‘I IS( Page 4 LN 95050839 2.5 ft I I 7.1 degrees ft - Project Iden ti f i ca ti on : Project Name: SERGNATA - Wall A P Sect ion: Data Sheet: 92121 ow@Ht : BREHM COBMJNITIES 5770 OBERLIN DRIVEI SAN DIEW, CA Prepared by: MIKE WCAU Time: 02:50:30 PM Date: DECEmR 18, 2000 2000 Data file: c:\srwalll\al6grav SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to : (619) 471-2500 License Number: 95050839 Pro i ect Iden t i f i ca ti on : Project Name: SbRIGNA'pA - Urll A Section: Data Sheet: Owner: BREIIM CQ6aR3ITWS 5770 OBLRtIN DRIVS, SAN DIE=, CA 92121 Client : Prepared by: OWEN 1Cbtg- eiRotrp Date : DICEMESER lef 2000 Time : 03:04:17 PM Data file: a:\arwnlll\arla8\rrrata2 Tpe of Structure: Structure Criticality: Non-oritlaal Design Methodoloqy: btcaQI M.thdL A Gmorynthrtia-Roinforord -tal Rotrining Wrll Wa 11 Geometry : Design Wall Height (ft) 4.67 Embedment: Wall Height (ft) 2.5 Exposed Design Wall Height ( ft ) 2.17 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 7 4.67 hoEi r ontal 7.1 s1 opes : Front Slope (degrees) horizontal Back Slope (degrees) horizontal SRWall (ver 1.1 June 19951 Page 2 LN 95050839 -~ ~ ~ Uniform1 y Distributed Surcharges: Live Load Surcharge Dead Load Surcharge noni noai Friction Cohesion Angle Unit Weight soil Data : Soil Description : fpsf) (degrees) (pcf) Reinforced Soil 8md Levelling Pad Soil gravel Foundation Soil maad Retained Soil 8- N/A 34.0 133.0 N/A 34.0 133.0 N/A 40.0 12s. 0 133.0 0.0 34.0 Segmental Unit Name : Dofault 8-M Ut praprrtfOU Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) noru 8.0 16.0 18.0 1.0 167.0 125.3 8.0 _Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 770.0 Friction Angle (degrees) 27.0 27.0 Maximum (lbs / f t ) 2000.0 2000.0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 1 Syapaforor FS 35 2 0 SyIIPaforcI sr 55 3 0 symprirorae ST 80 Geosynthetics Properties: Strength and Polymer Type: we 1 %P=2 Type 3 Index Tensile strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyrrkr plprkr polyrstrr SRWall (ver 1.1 June 1995) Page 3 LN 95050839 ~ ~ Part i a 1 Ma t eri a 1 Safety Fa ct ors : Type 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Tern Design Strength: Type 1 me 2 Type 3 LTDS (lbs/ft) 870.7 1316.0 1946.0 Coefficient of Interaction: Type 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 2 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength: Peak Strength Criterion : Minimum ( lbs / f t ) Friction Angle (degrees) Maximum (lbs/ f t ) Deformation Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbdft) Type 1 Type 2 Type 3 500.0 500 0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 500.0 500.0 500.0 28.0 28.0 20.0 2000.0 3000.0 3000.0 Geosynthetic-Segmental Retaininq Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion : Minimum (lbs/ft) Friction Angle (degrees) Maximum ( lbs / f t ) 500,O 500.0 500.0 27.0 27.0 27.0 2000.0 2000 a 0 2000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 2000.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.207 Orientation of failure plane from horizontal (degrees) 55.63 Retained Soil (Ka) 0.207 Orientation of failure plane from horizontal (degrees) 55.63 Reinforced Soil (Ka horizontal component) 0.199 Retained Soil (Ka horizontal component) 0.199 Results of External Stability Analyses: FOS Sliding 7.13 1.5 OK FOS Overturning 18.91 2.0 OK FOS Bearing Capacity 35.15 2.5 OK Base Reinforcement Length (L) (ft) 5.0 2.8 OK Base Eccentricity (e) (ft) 0.13 N/A Base Reinforcement Ratio (WH) 1.07 0.6 OK Note: calculated values MEET ALL design criteria Calculated Design Criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 288.0 Sliding Resistance (lbs/ft) 2060 7 Total Vertical Force (Ibs/ft) 3055.1 Driving Moment (lbs-ft/ ft ) 449.4 Resisting Moment (lbs-ft/ft) 8499.3 Bearing Capacity (psf) 22705.5 Maximum Bearing Pressure (psf) 645.9 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing # ff tl stress (peak) ldefl (peak) fftl > 1.0 > 1.0 > 1.5 WA > 1.5 < 2.67 4 1 2.0 5.0 2.55 3.01 2.96 U/A 15.15 OR Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Cupaci ty Force Capacity # Strength (lbs/f tl (peak) (defl Ilbs/ft) (lbs/ftl (lbs/f t) (lbs/ft) {lbs/ft) 4 1 2.0 870.7 288.9 853.7 */A 94.3 1428.6 SRWall (ver I. 1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS FOS FOS Shear Shear Connection Connection Unit Elev Type Over- (deforma tion) # (f t) turning (peak) (deformation) (peak) > 1.5 WA > 1.5 > 1.5 N/A 7 4.0 nona 6 3.33 nom 5 2.67 nono 4 2.0 1 3 1.3s nom 2 0.67 noru 1 0.0 nono 56.65 >99 W/A IS. 05 37.16 tS/A 7.08 17.12 N/A 4.2 7.71 n/A 5.83 */A 5.54 WA 4.87 n/A - - - Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel GeO Drive Resist Shear Shear Shear Unit Elev TxPe Moment Moment Load Capacity Capaci ty # (ftl (IbS-ft/ftl (lbs-ft/ft) (lbs/ftJ tlbs/ft) (lbs/ftJ (defona tion) +out -in 7 4.0 none 1.3 74.2 5.9 826.7 N/A 6 3.39 nono 10.5 157 -7 23.6 883.5 RIA 5 2.67 noam 35.4 250.5 53.1 940 - 2 #/A 4 2.0 1 03.0 3S2.6 94.3 726.9 WA 3 1.33 aoxu 163.8 955.1 -141.5 1053.6 UIA 1566.9 -76.6 1110.4 W/A 2 0.67 norm 203.0 1 0.0 nolu 419.4 2188.0 0.0 1167.1 H/A Detailed Results of Facing Stability Analyses (Connections) : SRW Heel GeO Connection Connection Connection Uni t Elev Load Capaci t y Capacity # (f t) (lbs/f t ) (peak) (de f orma ti on) (1 bdf t I #/A (lbs/f t) 4 2.0 1 288.9 736.8 */A SRWal1 (ver 1.1 June 1995) Page 6 LN 95050839 4. t - 7.1 degrees ' ft - 2.5 ft Ir I A -0.5 ft 5.0 ft Project Iden ti fi ca ti on : Project Name: SERENATA - Wall A Section: Data Sheet: 92121 OGment : BREHM COMWNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: DECEMEBER 18, 2000 Time : 03:04:17 PM Data file: c:\srwalll\calcs\sernata2 SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: License Number: RETAINZNG WALLS CCMPANl! 1531 aRAN0 AVENW SAM MARCOS, CA 92069 (619) 471-2500 95050839 Project Iden ti f i ca ti on : Project Name: sZRSNATA - Wall A ' Section : Data Sheet: Owner : BREHM -1TIIS 57'70 ORSRLXN DRIVS, SAN DIEGO, CA 92121 client : Prepared by: owt# IGZO[ilINBERINCI GROUP Date : DE- 10, 2000 Time : 03:04:17 PM Data file: c: \srwalll\cala~\srrata4 Type of Structure: Goosynthetic-R.inford Segnmntal Retaining Wall Structure Criticality: Hon-critical Design Methodoloqy: NChS Mathod A Wa 11 Geometry: Design Wall Height (ft) 7.33 Exposed Design Wall Height (ft) 4.83 Embedment Wall Height (ft) 2.5 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units 11 Hinge Height (ft) 7.33 Base Inclination (degrees} horizontal Wall Inclination (degrees) 7.1 S1 opes : Front Slope (degrees) horizontal. Back Slope (degrees) horizon tal SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge none Dead Load Surcharge none Friction Cohesion Angle Unit Weight Soil Data: Soil Description: (psf) (degrees) (pcf) Reinforced Soil sand Retained Soil sand Levelling Pad Soil gram1 Foundation Soil .and 133.0 N/A 34.0 N/A 34.0 133.0 N/A 40.0 125.0 133.0 0.0 34.0 Segmental Unit Name: Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) Default srgmmt~tal unit propmrtfea none 8.0 16.0 18.0 1.0 167.0 125 6 3 8.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 Friction Angle (degrees) 27.0 Maximum ( lbs / f t ) 2000.0 770.0 27.0 2000.0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 2 Syupaforce BS 35 2 0 Smaforce SF 59 3 0 sympaforca sr 80 Geosyn thet i cs Properties : Strength and Polvmer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyoatru: polyrskr polyr8ter SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Partial Material Safety Factors: Type 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316.8 1946.0 Coefficient of Interaction : Type 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum ( lbs / f t ) $00.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 20.0 28.0 Maximum ( lbs / f t ) 2000.0 3000.0 3000.0 Geosynthetic-Segmental Retaininq Wall Unit Interface Shear Strength: Type 2 Type 2 Type 3 Peak Strength Criterion: Minimum ( lbs / f t ) Friction Angle (degrees) Maximum (lbs/ft) 500 .O 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27 .O Maximum (lbs/ f t ) 2000.0 2000.0 2000.0 SRWall (ver 1.1 June 1995) __ ~ Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.207 Reinforced Soil (Ka horizontal component) 0.199 Orientation of failure plane from horizontal (degrees) 55.63 Retained Soil (Ka) 0.207 Orientation of failure plane from horizontal (degrees) 55.63 Retained Soil (Ka horizontal component) 0.199 Results of External Stability Analyses: FOS Sliding 7.31 1.5 OK FOS Overturning 19.72 2.0 OK FOS Bearing Capacity 29.7 2.5 OX Base Reinforcement Length (L) (ft) 8.0 4.4 OK Base Eccentricity (e) (ft) 0.23 N/A Base Reinforcement Ratio (L/H) 1.09 0.6 OK Note: calculated values MEET ALL design criteria Ca 1 cu 1 a t ed Design Cri t eri a Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs-ft/ft) Resisting Moment ( lbs- f t / f t ) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 713.4 7726.9 S211.8 1743.0 34394 4 30402.4 1023.6 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS Fos FOS FOS Layer Unit Type (ft) ff tl Length Over- Pullout Pullout Sliding Spacing # (f tl stress (peak) (def) (peak) (ft) > 1.0 > 1.0 > 1.s #/A > 1-5 < 2.67 8 1 4.67 8.0 4.06 4.1 6.4 %/A 21.23 OK 4 1 2.0 8.0 5-55 1.74 7.42 U/A 9.29 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SKW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type Ift) Design Load Capacity Capacity Force Capacity # Strength (lbs/f t) (peak) (def) tlbs/ft) (lbs/ft) f.lbs/f t) (lbs/ft) (lbs/ft) B 1 4.67 870.7 212.2 1399.3 WA 94.3 2002.8 4 1 2.0 670.7 501.1 3716.9 #/A 377.3 3505.6 SRWall (vex 1.1 June 1995) Page 5 LN 95050839 Results of Facinq Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection # (ft) turning (peak) (deformation) (peak) (deforma tion) > 1.5 > 1.5 #/A > 1.5 N/A 11 10 9 0 7 6 5 4 3 2 1 Note: 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 calcu llano nono nono 1 nono none non. 1 nOM aonm nono ilated values MEET 56.65 15.05 7.08 4.2 5.83 5.54 4.07 4.2 4.23 4.02 3.73 ALL design >99 N/A 37.46 N/A 17.72 N/h 7.71 Nlh - W/h N/h 15.23 N/A 5.78 RIA - #/A u/h - #/A - c criteria Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel GeO Drive Resist Shear Shear Shear Unit Elev Tm Mwlen t Moment Load Capacity Capacity I (ftl (lbs-f t/f t) (lbs-f t/f tJ llbs/f t) (lbs/f t) (lbs/f t) (peak) (deformation) +out -in N/A 11 10 9 0 7 6 5 4 3 2 1 6.67 6.0 5.39 4.67 4 .O 3.33 2.67 2.0 1.33 0.67 0.0 1.3 10.5 38,4 83.8 163.0 203.0 449.4 670.0 955-1 1310.1 1743.8 74.2 157.7 2S0.5 352.6 955.1 156s. 9 2188.0 2818.3 4038.4 5267.8 6506.5 5.s 23.6 53.1 94.3 -64.9 0.0 76.6 16s. 1 -235.0 -123.8 0.0 026.7 083.5 940.2 728.9 1059.6 1110.4 1167.1 953 - 0 1280 # 5 1337.3 1394.0 Detailed Results of Facinq Stability Analyses (Connections) : SRW Heel GeO Connection Connection Connection Unit Elev TnJe Load Capacity Capacity # (it) (lbs/it) (peak) (defonna ti on) (lbs/f t) (lbs/f tl X/A a 4.67 1 212.2 736.8 #/A 4 2.0 1 501.1 973.6 N/A SRWall (ver 1.1 June 1995) Type 1 - 2 7.i Page 6 LN 95050839 -0.5 ft # 8.0 ft Project Identification: Project Name: SERENATA - Wall - Section: Data Sheet: 92121 Prepared by: OWEN ENGINEERING GROUP Date: DECEMEBER 18, 2000 Time : 03:04:17 PM Data file: c:\srwalll\calcs\sernata4 OMent: BREHM COMMUNITIES 5770 OBERLIN DRIW, SAN DIEGO, CA SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RIGTAININO WAfiLS COMPANY 1531 GRAND AVENUE SAM MARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Iden ti f i ca ti on : Project Name: SlGIcIFNATA - Wall A Section : Data Sheet: Owner : BREW CVITIES 5770 OBERLIN DRIVI:, SAN DTEQO, CA 92121 Client : Prepared by: OWEN EHU~~INo GR~UP Date : DECEMGBJGR 18, 2000 Time : 03:04:17 PI4 Data file: a:\8milll\calca\am~ata5 Type of Structure: Structure Criticality: Design Methodology: Wa 11 Geometry: Design Wall Height (ft) 9.33 Embedment Wall Height (ft) 2.5 Exposed Design Wall Height (ft) 6.83 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 14 9.33 hori P ankl 7.1 Slopes : Front Slope (degrees) horizontal Back Slope (degrees) horizontal SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Vni f om1 y Di s t ribu ted Su scharges : Live Load Surcharge Dead Load Surcharge none none Friction Cohesion Angle Unit Weight Soil Data : Soil Description : (psf) (degrees) (pcf) Reinforced Soil 8-d Retained Soil 8and Levelling Pad Soil gravel Foundation Soil 88nd N/A 34.0 133.0 N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 133.0 Segmental Unit Name: Dmfault s-g~mntal unit properties Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) nonrr 8.0 16.0 1.0 167.0 125.3 8.0 18.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbdft) 770.0 Friction Angle (degrees) 27.0 Maximum (lbs/ ft) 2000.0 770.0 27.0 2000.0 Geosynthetic Reinforcement !@pes and Number: Type Number Name 1 3 Syapaforccl TS 35 3 0 Syllpaforam SX' 00 2 0 symplforcm SF 55 Geos yn the t i cs Proper t i es : Strength and Polymer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyostrrr palyrskr polya8kr SRWa11 (ver 1.1 June 1995) Page 3 LN 95050839 Partial Material Safety Factors : Type 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316 ,a 1946.0 Coefficient of Interaction : Type 1 Type 2 me 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connectipn Strength : Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Defonnation Strength Criterion: Minimum (lbs/ft) 900.0 500.0 500 .O Maximum (lbs/ft) 2000.0 3000.0 3000.0 Friction Angle (degrees) 28.0 28.0 20.0 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27 -0 27.0 Maximum (lbs/ft) 2000.0 2000.0 2000.0 Maximum (lbs/ f t ) 2000.0 2000.0 2000.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.207 Orientation of failure plane from horizontal (degrees) 55.63 Retained Soil (Ka) 0.207 Orientation of failure plane from horizontal (degrees) 55.63 Reinforced Soil (Ka horizontal component) 0.199 Retained Soil (Ka horizontal component) 0.199 Results of External stability Analyses: FOS Sliding 6.47 1.5 OK 2.5 OK FOS Bearing Capacity 25.3 Base Reinforcement Length (L) (ft) 9.0 5.6 OK Base Eccentricity (e) (et) 0.25 N/A Base Reinforcement Ratio (L/H) 0.96 0.6 OX Note: calculated values MEET ALL design criteria CaJ cula t ed Design Criteria FOS Overturning 15.64 2.0 OK Detailed Results of External Stability Analyses:L Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment ( lbs- f t/ f t ) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 1155.5 11075.6 7470.5 3595.0 56227.6 32988.0 1303.7 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing # (f t) stress (peak) (defl (peak) lftl > 1.0 > 1.0 > 1.5 WA > 1.6 < 2.67 11 1 6.67 9.0 3.34 4.1 6.22 U/A 23.26 OK I 1 4.0 9.0 5.43 2.31 9.64 10.31 OK Note: calculated values MEET ALL design criteria 3 1 1.33 9.0 6.92 1.54 12.2D WA 6.58 OK Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Tern Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capa ci t y Y Strength (Ibs/f t I (peak) (defl (lbs/ftl (lbs/ft) Ilbs/f t) (lbs/ft) (lbs/ft) 11 1 6.67 870.1 212.2 1319.9 N/A 94.3 2194.2 I 1 4.0 870. I 377.3 3638.0 NfA 371.3 3888.3 3 1 1.33 870.7 566.0 6954.4 1/A 649.0 5582. 5 SRWa11 (ver 2.1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Unit Elev # (f tl 14 8.67 13 8.0 12 7.33 11 6.67 10 6.0 9 5.33 8 4.67 7 4.0 6 3.33 5 2.67 4 2.0 3 1.33 2 0.67 1 0.0 Geosyn the tic TYPe none nom none 1 none none 1 noan nom nOru 1 noao norm nono FOS Over- t urninq > 1.5 56.65 15.05 7.08 4.2 5.83 5.54 4.87 4.2 4.23 4.02 3.73 3.43 3.33 3.18 FOS Shear (peak) > 1.5 >99 37.46 17.72 7.71 - - 15.23 5.78 - - 11.26 4.5s >9P - FOS Shear (deformation) WA FOS Connection (peak) > 1.5 FOS Connection I deforma ti on) */A Note: calculated values MEET ALL design criteria Detailed Results of Facinq Stability Analyses (Moment and Shear): SRW Heel G€?O Drive Resist Shear Unit Elev TYPe Moment Moment Load # (f tl (lbs-f t/f t) (lbs-f t/f t) (lbs/f t) +out -in 14 13 12 11 10 9 8 7 6 5 4 3 2 1 8.67 8 .O 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0 .a 2.3 10.5 35.4 83.8 163.8 283.0 449.4 670.8 955.1 1310.1 1743.8 2263,B 2878.4 3896 .Q 74.2 157.7 290.5 352.6 955.1 1566.9 2168 .O 2818.3 4038.4 5267.8 6506.5 7754. I 9592.1 11439.0 5.9 23.6 94.3 -64.9 0.0 76.6 165.1 -112 .o 0.0 123.8 259.4 -159.2 0.0 5a.i Shear Capa ci t y (lbs/f t) (peak) 826.7 883.5 940.2 726.9 1053.6 1110.4 1167.1 953. 8 12a0,5 1337.3 1394 .O 1180.7 1507.5 1564.2 Shear Capci ty Ilbs/f t I (deforma tion) */A Detailed Results of Facing Stability Analyses (Connections): SRW Heel -0 Connection Connection Connection Unit Elev Load Capacity Capaci t y # (ft) (lbs/f t 1 (peak) (defonnation) (lbs/f t) (lbs/f t) */A 11 6.67 1 212.2 736.8 */A 7 4.0 1 377.3 973.6 WA 3 1.33 1 566.0 1210.4 WA SRWall (ver 1.1 June 1995) -0.5 ft 33( Page 6 * b 9.0 ft LN 95050839 7.1 degrees 9.33 ft Y I - I I Type 3 I Type 1 Project Iden ti fi Cd ti OR : Project Name: SERENATA - Wall A .I Section : Data Sheet: Ohhent : BREHM COEPNNITIES 5770 OBERLIN DRINE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: DECEMEBER 18 , 2000 Time : 03:04:17 PM 92121 Data file: c:\srwalll\calcs\sernata5 SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: IulTAINING WALLS COMPANY 1531 ORAM) AVCNVE SAM -COS, CA 92069 (619) 471-2500 License Number: 95050039 Pro i ect Iden t i f i ca t ion : Project Name: mrenata Wall I3 4 C (W-) Section: Data Sheet: Prepared by: owm Engineering ~rroup Date: Docember 20, 2000 Time : 02:50:30 PM Data file: c:\8mdlll\cldlo8\amrtrla Type of Structure: Gravity -tal Retmining Wall structure,Criticalityr Won-critioil Design Methodoloqy: N6a M.thod Wa 11 Geometry : Design Wall Height (ft) Embedment Wall Height (ft) Exposed Design Wall Height (ft) Minimum Levelling Pad Thickness (ft) Number of Segmental Wall Units Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 2.67 2.5 0.17 0.5 4 2.67 horigontal 7.1 S1 opes : Front Slope (degrees) Back Slope (degrees) horiaontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge none Dead Load Surcharge none Soi 1 Da t a : Retained Soil Levelling Pad Friction Cohesion Angle Unit Weight Soil Description: (psf) (degxees) (pcf) surd Soil gravel N/A 34.0 133.0 N/A 40.0 125.0 Foundation Soil sand 0.0 34.0 133.0 Segmental Unit Name : Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) Default septal unit propertie8 nonm 8.0 16.0 18.0 1.0 167.0 125.3 8.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria . Minimum (Ibs/ft) 500.0 500.0 Friction Angle (degrees) 45.0 45.0 Maximum (lbs/ft) 2000.0 2000.0 Coefficients of Earth Pressure and Failure Plane Orientations: Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 SRWall (ver 1,1 June 1995) Page 3 LN 95050839 Results of External Stability, Analyses: FOS Sliding 1.79 1.5 OK FOS Overturning 2.71 2.0 OK Base Footing Width (B') (ft) 1.83 N/A Base Eccentricity (e) (ft) 0.33 N/A Note: calculated values MEET ALL design criteria Ca2 cul a t ed Design Cri teri a FOS Bearing Capacity 39.27 2.0 0s Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs- ft/ f t ) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf) Maximum Beating Pressure (psf) 146.2 445.3 261.6 130.2 352.6 14942.4 380. S Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS ms Fos Unit Elev Tp Over- Shear Shear Y (ft) turning (peak) (deformation) > 1.5 > 2.5 N/A 4 2.0 aonm 36.63 67.05 N/A 3 1.33 11osu 9.73 19.02 #/A 2 0.67 noma 4.18 10.16 #/A 1 0.0 nolm 2.72 6.4I */A Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel -0 Drive Resist Shear Unit Elev Type Moment Moment Load # (ft) flbs-ft/ft) (lbs-ft/ft) (lbs/ft) +out -in 4 2.0 lloam a.0 74.2 9.1 3 1.33 nonm 16.2 157.7 36.5 1 0 .o nrmm 129.7 352.6 145.9 2 0.67 nono 54.7 250.5 82.1 Shear Capacity (lbs/ft) (peak1 611.3 722.7 031.0 94s. 3 Shear Capacity Ilbs/f t) (defoma tion) N/A SRWall (ver 1.1 June 1995) 371 Page 4 LN 95050839 A -0.5 ft Pro i ec t Iden ti f i ca ti on : Project Name: Serenata Wall B 4 c Section: Data Sheet: 92121 OMent : Brehm Communities 5770 Oberlin Drive, San Diego, Ca Prepared by: OWEN Engineering Group Date: December 20, 2000 Time : 02:50:30 PM Data file: c:\srwalll\calcs\senatala SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RETAINING WALLS CaMPANY 1531 GRAND AVENUE SAM -OS, CA 92069 (619) 471-2500 License Number: 95050839 Project Identification : Project Name : Sect ion : Data Sheet: Owner : client : Prepared by: Date : Time : Data file: BRElE4 CQIWUNITIES 5770 OElERLXN DRIVE, SAN DIEQO, CA 92121 OWZN EN0-G GROUP DEMBER 18, 2000 03:04:17 PM c:\smalll\calcs\senata?r *e of Structure: Structure Criticality: Non-criticrdl. Design Methodology: N6a bhthod A Qlosynthetia-Fbinf or-d Srgmrntal Ftotaining Wall Wall Geometry: Design Wall Height (ft) 4.67 Embedment Wall Height (ft) 2.5 Exposed Design Wall Height (ft) 2.17 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units 7 Hinge Height ( ft) 4.67 Base Inclination (degrees) horizontal Wall Inclination (degrees) 7.1 Slopes : Front Slope (degrees) horizontal Back Slope (degrees) 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge nonm none Friction Cohesion Angle Unit Weight soil Data : Soil Description: (PSf) (degrees) (pcf Reinforced Soil 8-d Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand N/A 34.0 133.0 N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 133.0 Segmental Unit Name : Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs ) Unit Weight (infilled) (pcf) Center of Gravity (in) none 8.0 16.0 18.0 1.0 167.0 125.3 8.0 Segmental Unit Interface Sheer Data: Properties Peak Strength Criteria Deformation Crf teria Minimum (lbs/ft) 770.0 770.0 Friction Angle (degrees) 27.0 27.0 Maximum (lbs/ft) 2000.0 2000 * 0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 1 Sympaforco FS 35 2 0 Sympaforcw SF 55 3 0 Symprforar SP 80 Geosynthetics Properties: Strength and Polymer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyestor polyester SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Partial Material Safety Factors: Type 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316.8 1946.0 Coefficient of Interaction : Type 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs / f t ) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Criterion : Minimum ( lbs / f t ) 500.0 500.0 500.0 Maximum (lbs/ f t ) 2000 * 0 3000.0 3000.0 Friction Angle (degrees) 28.0 28.0 28.0 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deforma tion Strength Cri t erion : Minimum (lbs/ft) 500.0 500.0 500-0 Friction Angle (degrees) 27.0 27 .O 27.0 Maximum ( lbs/ f t ) 2000.0 2000.0 2000.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: FOS Sliding 2.62 1.5 OK FOS Overturning 5.25 2.0 OK FOS Bearing Capacity 31.65 2.5 OK Base Reinforcement Length (L) (ft) 5.0 2.8 OK Base Eccentricity (e) (ft) 0.07 N/A Base Reinforcement Ratio (L/H) 1.07 0.6 OK Note: calculated values MEET ALL design criteria Calculated Design Criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbdft) Driving Moment (lbs-f t/ ft ) Resisting Moment ( lbs - f t / f t 1 Bearing Capacity (psf) Maximum B@aring Pressure (psf) 912.6 3543.6 2390.2 2029 1 10683.2 23064.9 728.9 Results of Internal Stability Analyses: SRN Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit TLpe (ft) (ft I Length Over- Pullout Pullout Sliding Spacing # lft) stress (peak) I def 1 (peak) lftl > 1.0 > 1.0 > 1.5 #/A > 1.5 < 2.67 4 1 2.0 5.0 2.11 1.95 2.29 WA 3.78 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: sRp? Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capaci ty Capacity Force Capacity # Strength (lbs/ft) (peak) (def) Ilbs/f t) (lbs/f t) llbs/f t) Ilbs/ft) (lbs/ft) 4 1 2.0 870.7 446.8 1021.9 WA 147,4 1692.2 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection c (f t) turning (peak) (deforma tion) (peak) (defoma tion) > 1.5 > 1.5 U/& > 1.1 UlA 7 4.0 noam 36.63 99.68 */A 6 3.33 none 9.73 24.22 N/A 5 2.67 nom 4.58 11.46 N/h 4 2.0 1 2.72 4.98 N/A 3 1.33 nom 3.77 - WA 2 0.67 none 3.58 - N/A 1 O.Q none 3.15 M/A Note: calculated values MEET ALL design criteria - Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel GeO Drive Resist Shear Unit Elev TYpe Moment Moment Load # (f t) (1 bs-f t/f tl (1 bs-f t/f t) (lbz/f t) +out -in 7 4.0 nono 2.0 74.2 9.1 6 3.33 nom 16.2 157.7 36.5 5 2.67 IiOM 54.7 250.5 82.1 4 2.0 1 129.7 332.6 145.9 2 0.67 nono 437.6 1566.9 -118.5 1 0 .o nom 695.0 2188. o 0.0 3 1.33 noiU 263.3 955.1 -2113. e Shear Capacity (lbs/ftI (peak) 1326.7 883.5 940.2 726.9 1053.6 1110.4 1167.1 Shear Capacity (1 bs/f t) (defonna ti on) N/A Detailed Results of Facing Stability Analyses (Connections) : SRW Heel OeO Connection Connection Connection Unit Elev ~ype Load Capacity Capacity t (ft) (lbs/ft) (peak) (deformation) (lbs/f t I (lbs/f t) wk 4 2.0 1 446.8 736.8 N/A SRWall (ver 1.1 June 1995) Page 6 LN 95050839 I Pro i ect Identification : Project Name: SERENATA - Wall -@$C Section: Data Sheet: Cldrhent : BREHM COIWUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121 Prepared by: OWEN ENGINEERING GROUP Date: DECEMEBER 18, 2000 Time: 03:04:17 EM Data file: c:\srwalll\calcs\aenata2a SRWall (ver 1.1 June 1995) Page 1 LN 95050839 ~ ~~ Licensed to : RETAINING WALLS COMPANY 1531 GRAND AVENUE SAW biARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Iden ti fi ca tion : Project Name: SERENAm - wall .B fc Section : Data Sheet: Owner: BREHM CCBMUNITIES 5770 OBERLIN DRIM, SAN DIEGO, CA 92121 Client : Prepared by: OWEN ENGINEElUNG GROUP Time : 03:04:17 PM Date : DIGCSWEBLR le, 2000 Data file: o:\srwalll\calas\senata3a Type of Structure: Structure criticality: Non-critical Design Methodology: NCMA Method A ckosynthotic-IClinforced Segnwntal Fbtalning Wall Wall Geometry: Design Wall Height (ft) Embedment Wall Height (ft) Exposed Design Wall Height (ft) Minimum Levelling Pad Thickness (ft) Number of Segmental Wall Units Hinge Height ( ft) Base Inclination (degrees) Wall Inclination (degrees) 6.0 2.5 3.5 0.5 9 6.0 horizontal 7.1 s1 opes : Front Slope (degrees) Back Slope (degrees) horizontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge nonr nonr Soil Da t a : Friction Cohesion Angle Unit Weight Soil Description: (psf 1 (degrees) (pcf) Reinforced Soil 8-d Retained Soil ?saxad Levelling Pad Soil gravol Foundation Soil nand N/A 34.0 133.0 N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 133.0 Seqmental Unit Name: Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) Default a-nCal unit proportiam none 8.0 16.0 18.0 1.0 167.0 125.3 8.0 Segmen t a1 Uni t In t er f a ce Shear Da t a : Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 770 .O Friction Angle (degrees) 27.0 27.0 Maximum ( lbs / f t ) 2000.0 2000.0 Geosyn theti c Rei nf arcemen t Types and Number: Type Number Name 1 2 Sympaforcm FS 35 3 0 glmpaforcc. SB 80 2 0 sympaforem SP 55 Geosynthetics Properties : Strength and Polymer Type: Index Tensile Strength (lbs/ft) Polymer Type Type 1 Type 2 Type 3 2627.0 3731.0 5583.0 polywrrbr polymator polyeatmr SRWa11 (ver 1.1 June 1995) Page 3 LN 95050839 Partial Material Safety Factors: Type 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1-10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Tern Design strength: ' The 1 Type 2 Type 3 LTDS (lbs/ ft) 870.7 1316.8 1946.0 Type 3 Coefficient of Interact ion : Type 1 Type 2 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Conn acti on Strength : me 1 Type 2 Type 3 Peak Strength Criterion : Minimum (lbdft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 20.0 28.0 28.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs / f t ) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 2000.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: FOS Sliding FOS Overturning ??OS Bearing Capacity Base Reinforcement Length (L) (ft) Base Eccentricity (e) (ft) Base Reinforcement Ratio (L/H) Note: calculated values MEET ALL design criteria Ca 1 cul a t ed 2.27 1.5 ox 3.85 2.0 OK 22.63 2.5 OK 5.0 3.6 OK 0.24 N/A 0.83 0.15 OK Design Cri t eri a Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs-ft/ft) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf Maximum Bearing Pressure (psf) 1314.0 4416.5 2978.9 3505.4 13480.3 22123.7 977.7 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS FOS Fos FOS Layer Onit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing # lft) stress (peak) (defl (peak) lft) > 1.0 > 1.0 > 1.5 #/A > 1.5 < 2.67 6 1 3.33 5.0 1.08 2.65 1.7 WA 3.78 OK 2 1 0.67 1.0 3.15 2.12 5.87 #/A 2.37 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW aosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (f t) Design Load Capacity Capacity Force Capacity # Strength (lbs/f t) (peak) (def) (lbs/ft) (lbs/ft) (lbs/f t) (lbs/ft) (lbs/ft) 6 1 3.33 870.7 328.2 556.9 WA 447.4 1692.2 2 1 0.67 070.7 410.3 2400 .I n/A 1104.2 2620.0 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS Unit Elev Type Over- # (ft) turning > 1.5 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 110- nonm none 1 nono nonm 1 nono POM 36.63 9.73 4.58 2.72 3.77 3.58 3.15 2.72 2.73 FOS Shear (peak) > 1.5 90.68 24.22 11.46 4.98 - - 9.85 3.74 >9B FOS Shear (defonna tion) U/A Note: calculated values MEET ALL design criteria FOS Connection (peak) > 1.5 FOS Connection (deforma tion) N/A Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel -0 Drive Resist Shear Shear Shear Unit Elev Type Moment Moment Load Capacity Capacity R (ft) (lbs-ft/ft) Ilbs-ft/ftl (lbs/ft) (lbs/ft) (lbs/ft) (peak) (defonna tion) +out -in wA 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 nolle lbOM norm 1 nom nono nonm 1 nanm 2.0 16.2 54.7 129.7 253.3 437.6 695.0 1037.4 1477.0 74.2 157.7 250.5 352.6 955.1 1566.9 2188.0 2828.3 4038.4 9.1 36.5 82.1 145.9 -100.3 0.0 118.5 255.3 0.0 826.7 883.5 940.2 726.9 1053.6 1110.4 1167.1 953.8 1280.5 Detailed Results of Facing Stability Analyses (Connections): SRW Heel GeO Connection Connection Connection Unit Elev Twe Load Capacity Capacity w (ft) (lbs/f tJ (peak) (deforma tionJ (lbs/f t) (lbs/f t) WA e 3.33 1 328.2 736.8 n/A 2 0.67 1 410.3 973.6 #/A SRWall (ver 1.1 June 1995) I Page 6 LN 95050839 2.5 ft I Sympaforce FS 35 Sympaforce FS 35 - T J -0.5 ft Pro j ect Iden tifi ca ti on : Project Name: SERENATA - Wall @, 4 Section: Data Sheet: 92121 Orlment : BREHM COMMUNITIES 5770 OBERLIN DRIVE, !3AN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: DECEMEBER 18, 2000 Time: 03:04:17 PM Data file: c:\srwalll\calcs\senata3a SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RETAINING WALLS COMPANY 1531 GRAND AVENUE SAMMARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Identifi ca ti on : Project Name: SERENATA - WALL B Section : Data Sheet: Owner: Client: BREHM COhMUNITIES 5770 OBERLIN DRIVE, SAN DIEM, CA 92121 Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time : 03:22:09 PM Data file: c: \srwalll\al6sympa Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall Structure Cri tical1 ty: Non-critical Design Methodology: NCMA Method A Wa 11 Geometry : Design Wall Height (ft) 0.0 Exposed Design Wall Height (ft) 5.5 Embedment Wall Height (ft) 2.5 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 12 8.0 horizontal 7.1 S1 opes : Front Slope (degrees) horizontal Back Slope (degrees) 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges : Live Load Surcharge Dead Load Surcharge none none Pri ction Cohesion Angle Unit Weight Soil Data : Soil Description: (PSfJ (degrees) (pcf) Reinforced Soil sand Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand 133.0 N/A 34.0 N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 133.0 Segmental Unit Name: Default segmental unit properties Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) none 8.0 16.0 18.0 1.0 167.0 125.3 8.0 Seamen t a1 Uni t In terf a ce Shear Da t a : Prope r ties Peak Strength Criteria Deformation Criteria Minimum (lbs/ f t ) 770.0 770.0 Friction Angle (degrees) 27.0 27.0 Maximum (lbs / f t ) 2000.0 2000.0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 3 Sympaforce FS 35 2 0 Sympaforce SF 55 3 0 Sympaforce SF 80 SRWall (ver 1.1 June 1995) Page 3 LN 35050839 ~ ~- Geosyn the ti cs Properties : Strength and Polymer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyester polyester Partial Material Safety Factors: Type 1 Type 2 Type 3 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Creep 1.59 1.59 1.61 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strenqth: TYP 1 Type 2 Type 3 LTDS (lbs/ft) 970.7 1316.8 1946.0 Coefficient of Interaction: Type 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Cri terion : Minimum ( lbs / f t ) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs / f t ) 2000 * 0 3000.0 3000.0 SRWall (ver 1.1 June 1995) Page 4 LN 35050839 Geosyn the t i c -Segmen t a 1 Ret ai n i ng Wa 11 Un i t Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deformation Strength Criterion: ’ Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ f t ) 2000.0 2000.0 2000.0 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: FOS Sliding FOS Overturning FOS Bearing Capacity Base Reinforcement Length (L) (ft) Base Eccentricity (e) (ft) Base Reinforcement Ratio (L/H) Note: calculated values MEET ALL design criteria Calculated Design Criteria 2.29 1.5 OK 3.94 2.0 OK 20.48 2.5 OK 7.0 4.8 OK 0.3 N/A 0.88 0.6 OK Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs-ft/ft) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 2514.7 8522.8 5748.7 9280.5 36562.1 27270.7 1331.3 SRWall (ver 1.1 June 1995) Page 5 LN 35050339 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ftJ fft) Length Over- Pullout Pullout Sliding Spacing # (ft! stress (peak) fdefl (peak) fft) > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67 9 1 5.33 7.0 1.53 3.16 3.48 N/A 3.61 OK 6 1 3.33 7.0 3.08 2.21 6.55 N/A 2.78 OK 3 1 1.33 7.0 4.63 1.33 7.09 N/A 2.26 OK Note: calculated values MEET ALL design criberia Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (f t) Design Load Capaci ty Capacity Force Capacity x Strength (lbs/ft) (peak) fdef) (lbs/ft) (lbs/ft) (lbs/f t) flbs/ft) flbs/ft) 9 1 5.33 810.7 215.8 958.5 N/A 675.5 2436.0 6 1 3.33 870.7 382.9 2501.4 N/A 1228.4 3419.5 3 1 1.33 870.7 654.2 4635.8 N/A 1945.5 4403.1 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection # fft) turning (peak) (deformation) {peak) {deforma tion) > 1.5 > 1.5 N/A > 1.5 N/A 12 11 10 9 8 7 6 5 4 3 2 1 Note: 1.33 none 6.67 none 6.0 none 5.33 1 4.67 none 4.0 none 3.33 1 2.61 none 2.0 none 1.33 1 0.67 none 0.0 none calculated values MEET 36.63 9.13 4.58 2.12 3.71 3.58 3.15 3.28 3.13 2.89 2.84 2.71 ALL design 90.68 N/A 24.22 N/A 11.46 N/A 4.98 N/A N/A 21.18 N/A 5.25 N/A N/A 4.22 N/A N/A N/A - - 16.05 N/A - - criteria Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel Geo Drive Resist Shear Shear Shear Unit Elev Type Moment Moment Load Capacity Capacity # fft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) (peak) (deforma ti on) +out -in W/A 12 11 10 9 8 7 6 5 4 3 2 1 7.33 6.67 6.0 5.33 4.61 4.0 3.33 2.61 2.0 1.33 0.67 0.0 none none none 1 none none 1 none none 1 none none 2.0 16.2 54.7 129. I 253.3 437.6 695.0 1037.4 1471.0 2026.1 2696. I 3501.1 74.2 157.7 250.5 352.6 955.1 1566.9 2188.0 3398.8 4618.9 5848.3 7667.4 9495.8 9.1 36.5 82.1 145.9 -41.9 52.4 171.0 -75.2 79.8 253.0 -209.7 0.0 826.1 883.5 940.2 726.9 1053.6 1110.4 897.1 1223.8 1280.5 1067.3 1394.0 1450.7 SRWall (ver 1.1 June 1995) Page 6 LN 35050839 Detailed Results of Facing Stability Analyses (Connections) : SRW Heel Geo Connection Connection Connection Unit El ev Type Load Capaci t y Capacity # (f t) (lbs/f tl (peak) (de forma tion) (lbs/f t) (lbs/ft) N/A 9 5.33 1 275.8 736.0 N/A 6 3.33 1 382.9 914.4 N/A 3 1.33 1 654.2 1092.0 N /A I Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 -0.5 ft 7.0 ft Project Iden ti fi ca ti on : Project Name: SERENATA - WALL B Section: Data Sheet: 92121 Oibment : BREHM COMMUNITIES 5770 OBEFUIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6sympa SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RETAINING WALLS COMPANY 1531 GRAND AVENUE SAM MARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Pro j ect Iden t if i ca ti on : Project Name: SERENATA - WALL B Sect ion : Data Sheet: Owner: BREHM COI-MUNITIES 5770 OBERLIN DRIVE, SAN DIEOO, CA 92121 Client: Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6s~a Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall Structure Criticality: Non-critical Design Methodology: NCMA Method A Ma 1 1 Ge om e t ry : Design Wall Height (ft) Embedment Wall Height (ft) Exposed Design Wall Height (ft) Minimum Levelling Pad Thickness Number of Segmental Wall Units Hinge Height ( f t ) Base Inclination (degrees) Wall Inclination (degrees) 9.33 2.5 6.83 Ift) 0.5 14 9.33 horizontal 7.1 Slopes : Front Slope (degrees) Back Slope (degrees) horizontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 75050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge none none Friction Cohesion Angle Unit Weight Soil Data : Soi 1 Description : (psf) (degrees) (pcf Reinforced Soil sand Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand 133.0 N/A 34.0 133.0 N/A 34.0 N/A 40.0 125.0 133.0 0.0 34.0 Segmental Unit Name: Default segmental unit properties Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) none 8.0 16.0 18.0 1.0 167.0 125.3 8 .O Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 Friction Angle (degrees) 27.0 Maximum (lbs/ft) 2000.0 770.0 27.0 2000.0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 4 Sympaforce FS 35 2 0 Sympaforce SF 55 3 0 Sympaforce SF 80 SRWall (ver 1.1 June 1995) Page 3 LN 35050833 Geosynthetics Properties: Strength and Polymer Type: Type 1 Type 2 Type 3 Index Tensile strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyester polyester Part i a 1 Ma t eri a 1 Safety Factors : Type 1 Type 2 Type 3 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Creep 1.59 1.59 1.61 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 870.7 1316.8 1946.0 LTDS (lbs/ft) Coefficient of Interaction : Type 1 TYPe 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coe f f i ci en t of Di rect S1 i di ng : Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 Friction Angle (degrees) 28.0 28.0 28.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deformation Strength Criterion: ’ Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 2000.0 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.300 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: Calculated Design Criteria FOS Sliding 2.32 1.5 OK FOS Bearing Capacity 19.97 2.5 OK Base Reinforcement Length (L) (ft) 8.5 5.6 OK Base Eccentricity (e) (ft) 0.32 N/A Base Reinforcement Ratio (L/H) 0.91 0.6 OK Note: calculated values MEET ALL design criteria FOS Overturning 4.07 2.0 OK Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment ( lbs- f t / f t ) Resisting Moment (lbs-f t / ft ) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 3577.0 12300.7 8296.9 15749.9 64089.1 31251.0 1565.0 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS Unit Type (ft) (ft) Length Over- # fft) stress > 1.0 > 1.0 11 1 6.67 8.5 1.99 3.16 8 1 4.67 8.5 3.54 2.27 5 1 2.67 8.5 5.1 1.59 2 1 0.67 8.5 6.65 J.5 Note: calculated values MEET ALL design criteria FOS PUl lou t (peak) > 1.5 5.11 8.27 10.07 14.51 FOS Sliding (peak) > 1.5 3.53 2.87 2.41 2.07 Layer Spacing (ft) < 2.67 OK OK OK OK Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (ftl De si gn Load Capacity Capacity Force Capacity x Strength (lbs/ft) (peak) (def) (lbs/ft) Ilbdft) (lbs/f t) (lbs/ft) (lbs/ft) 11 1 6.67 870.7 275.8 1409.2 N/A 877.3 3094.5 8 1 4.67 870.7 382.9 3168.7 N/A 1496.0 4293.3 5 1 2.67 870.7 547.0 5507.7 N/A 2278.8 5492.2 2 1 0.67 870.7 581.2 8433.4 N/A 3225.7 6691.0 Results of Facinq Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shea r Connection Connection # (ft) turning (peak) (deformation) (peak) (deforma tion) > 1.5 > 1.5 N/A > 1.5 N/A 14 13 12 11 10 9 8 7 6 5 4 3 2 1 8.67 8.0 7.33 6.67 6.0 5.33 4.67 4 .o 3.33 2.67 2 .o 1.33 0.67 0.0 none none none 1 none none 1 none none 1 nonm nonm 1 none 36.63 9.73 4.58 2.72 3.77 3.58 3.15 3.28 3.13 2.89 2.84 2.71 2.55 2.48 90.68 24.22 11.46 4.98 21.18 5.25 16.05 4.22 13.54 3.69 - - - - Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel Geo Drive Resist Shear Shear Unit Elev TYPe Moment Moment Load Capa ci t y I (ft) (lbs-f t/f t I (lbs-f t/f t) (lbs/f t) (lbs/f t) (peak) tout -in 14 13 12 11 10 9 E 7 6 5 4 3 2 1 8.67 8.0 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 none none none 1 none none 1 none none 1 none none 1 none 2.0 16.2 54.7 129.7 253.3 437.6 695.0 1037.4 1477.0 2026.1 2696.7 3501.1 4451.4 5559.6 74.2 157.7 250.5 352.6 955.1 1566.9 2188.0 3398.8 4618.9 5848.3 7667.4 9495.8 11333.5 13760.9 9.1 36.5 82.1 145.9 -47.9 52.4 171.0 -75.2 79.8 253.0 -102.6 107.1 335.1 0.0 826.7 883.5 940.2 726.9 1053.6 1110.4 897.1 1223.8 1280.5 1067.3 1394.0 1450. I 1237.5 1564.2 Shear Capacity (lbs/ft) (deforma tion) N/A SRWall (ver 2.1 June 1995) Page 6 LN 95050839 Detailed Results of Facing Stability Analyses (Connections) : SRW Heel Geo Connection Connection Connection Wni t Elev TYFe Load Capacity Capacity # (ft) flbs/ft) (peak) (deforma tion) flbs/f t) flbs/f t) N/A 11 6.67 1 275. 8 736.8 WA 8 4.61 1 382.9 914.4 N/A 5 2.67 1 541.0 1092 .O N/A 2 0.67 1 581.2 1269.6 WA SRWall (ver 1.1 June 1995) %3/ Page 7 LN 95050839 7 Sympaforce FS 35 Sympaforce FS 35 ? ft - Sympaforce FS 35 Sympaforce FS 35 -0.5 ft - 8.5 ft Project Identification : Project Name: SERENATA - WALL B Section: Data Sheet: Oamertt : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time: 03:22:09 PM 92121 Data file: c:\srwalll\al6sympa SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RETAINING WALLS COMPANY 1531 GRAND AVENUE SAM MARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Ident ifi cd ti on : Project Name: SERENATA - WALL#b Section: Data Sheet: Owner: BREW C-ITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121 Client: Prepared by: OWEN ENGINEERING GROUP Date : December 18 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6sympa Type of Structure: beosynthetic-Reinforced Segmental Retaining Wall Structure Criticality: Non-critical Design Methodology: NCMA Method A Wa 11 Geome try : Design Wall Height ( f t) 6.67 Embedment Wall Height (ft) 2.5 Exposed Design Wall Height (ft) 4.17 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height ( ft) Base Inclination (degrees) Wall Inclination (degrees) 10 6.67 horizontal 7.1 Slopes : Front Slope (degrees) Back Slope (degrees) horizontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 ~~~ ~~ ~ Uniformly Distributed Surcharges: Live Load Surcharge none Dead Load Surcharge (psf) 280 Friction Cohesion Angle Unit Weight Soil Data: Soil Description : fpsf) (degrees) (pcf) Reinforced Soil sand Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand 133.0 N/A 34.0 N/A 34.0 133.0 N/A 40.0 125-0 133.0 0.0 34.0 Segmental Unit Name: Default segmental unit properties Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) none 8.0 16.0 1.0 167.0 125.3 8.0 18.0 Seqmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 Friction Angle (degrees) 27.0 Maximum (lbs/ft) 2000.0 770.0 27.0 2000.0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 3 Sympaforce FS 35 2 0 Sympaforce SF 55 3 0 Sympaforce SF 80 SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Geosynthetics Properties: Strength and Polymer Type: Type 1 TYPe 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyester polyester Partial Material Safety Factors: TYP 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316.8 1946.0 Coefficient of Interaction : Type 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct S1 iding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength : Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ f t ) Type 1 Type 2 Type 3 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Criterion : Minimum (lbs/ft) 500.0 500.0 500.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 Friction Angle (degrees) 28.0 28.0 28.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Geos yn the t i c-Segmen t a 1 Ret a inin g Wa 11 Un i t Interface Shear Strength: Type 1 Peak strength Criterion: Minimum (lbs/ f t ) Friction Angle (degrees) Maximum (lbs/ft) 500.0 27.0 2000.0 Deformation Strength Criterion: ' Minimum (lbs/ft) 500.0 Friction Angle (degrees) 27.0 Maximum (lbs/ft) 2000.0 500.0 27.0 2000.0 500.0 27.0 2000.0 Type 3 500.0 27.0 2000.0 500.0 27.0 2000.0 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: FOS Sliding FOS overturning FOS Bearing Capacity Base Reinforcement Length (L) (ft) Base Eccentricity (e)(ft) Base Reinforcement Ratio (L/H) Ca 1 cu 1 a t ed 2.09 1.5 OK 3.51 2.0 OK 18.58 2.5 OK 6.5 4.0 OK Design Cri t eri a 0.3 N/A 0.97 0.6 OK Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 2658.3 Total Vertical Force (lbs/ft) 8226.2 Sliding Resistance (lbs/ft) 5548.6 Driving Moment (lbs-ft/ ft) 9683.8 Bearing Capacity (psf) 25904.4 Maximum Bearing Pressure (psf) 1393.9 Resisting Moment (lbs-ft/ft) 33957.9 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing I (ftl stress (peak) Idefl (peak) lft) > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67 8 1 4.67 6.5 1.54 1.96 2.72 N/A 3.13 OK 5 1 2.67 6.5 3.1 1.74 5.98 N/A 2.4 OK 2 1 0.67 6.5 4.65 1.6 9.82 WA 1.96 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pull ou t Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capacity I Strength (lbs/ft) (peak) (clef) (lbs/ft) (lbs/ft) Ilbs/ft) llbs/ftl (lbs/ft) 8 1 4.67 870.7 443.8 1207.2 N/A 888.5 2717.9 5 1 2.67 870.7 501.0 2998.3 WA 1537.6 3689.7 4601.5 2 1 0.67 870.7 542.8 5330.1 N/A 2350.8 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear i# (ft) turning (peak) (deformation) > 1.5 > 1.5 N/A 10 9 8 7 6 5 4 3 2 1 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 nonr none nonr none 1 none none 1 none 3.5 1.7 1.1* 1.84 1.87 1.72 1.89 1.88 1.79 1.82 12.39 5.83 2.63 14.61 3.65 12.31 3.24 - - - Note: * value does NOT MEET design criterion (1 occurrences) FOS Connect ion (peak) > 1.5 FOS Connect ion (defonna tion) N/A Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel Geo Drive Resist Shear Shear Shear Unit El ev Type Moment Moment Load Capacity Capacity # fft) flbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ftJ (lbs/ft) (pea k) (de forma tion) +out -in N/A 10 9 8 7 6 5 4 3 2 1 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 none none 1 none none 1 none none L none 21.2 93.0 227.5 436.8 733.1 1128.6 1635.5 2265.8 3031.8 3945.6 74.2 157.7 250.5 804.3 1367.3 1939.7 3091.4 4252.4 5422.7 7182.8 66.7 151.6 254. 8 -67.5 72.1 230.0 -94.9 99.5 312.0 0.0 826.7 883.5 670.2 996.9 1053.6 840.4 1167.1 1223.8 1010.5 1337.3 SRWall (ver 1.1 June 1995) Page 6 LN 95050839 Detailed Results of Facing Stability Analyses (Connections) : SRW Heel GeO Connection Connection Connection Unit Elev Type Load Capacity Capacity # (f ti (1 bs/f t) (peak 1 (de f orma ti on ) (1 bs/f t) (lbs/ft) NfA 8 4.67 1 443.8 677.6 WA 5 2.67 1 501.0 855.2 N/A 2 0.67 1 542.8 1032.8 N/A SRWall (ver 1.1 June 1995) Page 7 LN 95050839 6.5 ft Project Identification : Project Name: SERENATA - WALLSG Section: 92121 Data Sheet: Oibment : BREW COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6sympa SRWall (ver 1.1 June 1995) Page 1 LN 95050e39 Licensed to : RETAINING WALLS COMPANY 1531 GRAND AVENUE SAMMARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Iden ti f i ca tion : Project Name: SERENATA - WALL# Section : Data Sheet: Owner: Client : BREHM C-ITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121 Prepared by: OWEN ENGINEERING GROUP Date : December 18 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6sympa Type of Structure: St ru c t ure Cri ti ca 1 i t y : Design Methodology: Geosynthetic-Reinforced Segmental Retaining Wall Non-critical NCMA Method A Wa 11 Geometry : Design Wall Height (ft) 8.67 Embedment Wall Height (ft) 2.5 Exposed Design Wall Height (ft) 6.17 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 13 8.67 horizontal 7.1 s1 opes : Front Slope (degrees) Back Slope (degrees) horizontal 26.6 I SRWall (ver 1.1 June 1995) Page 2 LN 75050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge (psf) none 280 Fri ct ion Cohesion Angle Unit Weight Soil Data: Soil Description: (psf I (degrees) (pcf) Reinforced Soil sand Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand 133.0 N/A 34.0 N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 133.0 Segmental Unit Name: Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (inf illed) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) Default segmental unit properties none 8.0 16.0 18.0 1.0 167.0 125.3 8.0 Segment a1 Uni t Interface Shear Da ta : Proper ties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 770.0 Friction Angle (degrees) 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 Geosyntheti c Reinforcement Types and Number: Type Number Name 1 4 Sympaforce FS 35 2 0 Sympaforce SF 55 3 0 Sympaforce SF 80 SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Ge os yn t h e ti cs Proper t i es : Strength and Polymer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyester polyester Partial Material Safety Factors: Type 1 Type 2 Type 3 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1-10 1-10 Creep 1.59 1.59 1.61 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316.8 1946.0 Coefficient of Interaction: Type I Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connection Strength: Type 1 Type 2 Type 3 Peak Strength Criterion : Minimum (lbs/ f t ) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Criterion : Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ f t) 2000.0 3000.0 3000.0 Minimum (lbs/ft) 500.0 500.0 500.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Geosyn the ti c- Segmen t a 1 Ret a ining Wa 11 Un i t Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 2000.0 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: FOS Sliding FOS Overturning FOS Bearing Capacity Base Reinforcement Length (L) (ft) Base Eccentricity (e) (ft) Base Reinforcement Ratio (L/H) Calculated Design Criteria 2.22 1.5 OK 3.86 2.0 OK 18.51 2.5 OK 9.0 5.2 OK 0.32 N/A 1.04 0.6 OK Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs-ft/ft) Resisting Moment (lbs-f t/ft) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 4470.8 14710.1 9922.1 21446.5 82889.5 32600.7 1760.9 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 ~ ~~ Results of Internal Stability Analyses: SRW Geosyn Unit Type # 11 1 8 1 5 1 2 1 El ev Length Anchor (ft) (ft) Length (f t) > 1.0 6.67 10.0 3.49 4.67 9.0 4.04 2.67 9.0 5.6 0.67 9.0 7.15 FOS Over- stress > 1.0 1.96 1.74 1.31 1.28 Note: calculated values MEET ALL design criteria FOS Pullout (peak) > 1.5 7.4 8.85 10.79 15.3 FOS S1 iding (peak) > 1.5 3.19 2.63 2.24 1.96 Layer Spacing (f t) < 2.67 OK OK OK OK Detailed Results of Internal Stability Analyses: Pullout Sliding Sliding Unit Type if t., Design Load Capacity Capacity Force Capacity # Strength (lbs/ft) (peak) (defl (lbs/ft) (lbs/ft) SRW Geosyn Elev Long Term Tensile Pull out (lbs/f t) (lbs/ft) (lbs/ft) 11 1 6.67 870.7 443.8 3284.2 N/A 1303.7 4158.7 8 1 4.67 870.7 501.0 4431.3 N/A 2062.4 5429.3 6700.0 5 1 2.67 870.7 665.1 7176.5 2 1 0.67 870.7 679.6 10400.7 N/A 4072.0 7970.6 N/A 2985.2 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear x (ft) turning (peak) (deformation) > 1.5 > 1.5 N/A 13 12 11 10 9 8 7 6 5 4 3 2 1 8.0 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 nonr nonr 1 none none 1 none none 1 none none 1 none 3.5 1.7 1.1' 1.84 1.87 1.72 1.89 1.88 1.79 1.82 1.78 1.71 1.7 12.39 5.83 2.63 14.61 3.65 12.31 3.24 10.99 3.0 - - - - Note: * value does NOT MEET design criterion (1 occurrences) FOS Connection > 1.5 (peak) FOS Connection (deforma tion) N/A Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel Geo Drive Resist Shear Unit El ev Type Moment Moment Load # lf t) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) +out -in 13 12 11 10 9 8 7 6 5 4 3 2 1 8.0 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 none none 1 none none 1 none none 1 none none 1 none 21.2 93.0 227.5 436.8 733.1 1128.6 1635.5 2265.8 3031.8 3945.6 5019.3 6265.1 7695.3 74.2 157.7 250.5 804.3 1367.3 1939.7 3091.4 4252.4 5422.7 7182.8 8952.1 10730.7 13099.0 66.7 151.6 254.8 -67.5 72.1 230.0 -94.9 99.5 312.0 -122.2 126.8 394.1 0.0 Shear Capacity (lbs/ft) (peak) 826.7 883.5 670.2 996.9 1053.6 840.4 1167.1 1223.8 1010.5 1337.3 1394.0 1180.7 1507.5 Shear Capacity (lbs/ft) (de forma tion) N/A SRWall (ver 1,l June 1995) Page 6 LN 95050839 Detailed Results of Facing Stability Analyses (Connections): SRW Heel Geo Connection Connect ion Connection Unit Elev Type Load Capacity Capacity x (ft) (lbs/f t) (peak) (de forma ti on) (lbs/f t) (lbs/f t) WA 11 6.67 1 443.8 677.6 N/A 8 4.67 1 501.0 055.2 N/A 5 2.67 1 665.1 1032.8 N/A 2 0.67 1 679.6 ' 1210.4 N/A SRWall (ver 1.1 June 1995) Page 7 LN 950508$9 I Sympaforce FS 35 Sympaforce FS 35 7 ft - Sympaforce FS 35 Sympaforce FS 35 T I J -0.5 ft t- - 9.0 ft Proi ect Identification : Project Name: SERENATA - WALL,#& Section: Data Sheet: 92121 OiLment : BREHM COMMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time: 03:22:09 PM Data file: c:\srwalll\al6sympa SRWall (ver 1.1 June 1995) ?Jl Page 1 LN 95050839 Licensed to: RETAINING WALLS COMPANY 1531 GRAND AVENUE SAMMARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Identification : Project Name: SERENATA - WALL#& Section: Data Sheet: Owner: BREW CO&MUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121 Client: Prepared by: OWEN ENGINEERING GROUP Date : December 18 2000 Time : 03:22:09 PM Data file: c: \srwalll\al6sympa Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall Structure Criticality: Non-critical Design Methodology: NCMA Method A Wa 11 Geometry : Design Wall Height (ft) Embedment Wall Height (ft) Exposed Design Wall Height (ft) Minimum Levelling Pad Thickness (ft) Number of Segmental Wall Units Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 9.33 2.5 6.83 0.5 14 9.33 horizontal 7.1 Slopes: Front Slope (degrees) Back Slope (degrees) horizontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge (psf) none 280 Soil Data: Friction Cohesion Angle Unit Weight soil Description : (psf) (degrees) lpcf) Reinforced Soil sand Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand N/A 34.0 133.0 N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 133.0 Segmental Unit Name: Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (in) Setback (in) Weight (infilled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) Default segmental none 8.0 16.0 18.0 1.0 167.0 125.3 8.0 unit properties Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 770.0 ' Friction Angle (degrees) 27.0 27.0 Maximum (lbs/ f t 2000.0 2000.0 Geosynthetic Reinforcement Types and Number: Type Number Name 1 5 Sympaforce FS 35 2 0 Sympaforce SF 55 3 0 Sympaforce SF 80 SRWall (ver 1.1 June 1995) Page 3 LN 95050839 ~~~~~ Geosvnthetics ProDerties: Strenqth and Polymer Type: Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyester polyester t Partial Material Safety Factors: Type 1 Type 2 Type 3 Creep 1.59 1.59 1.61 Biological Degradation 1.00 1.00 1.00 Chemical Degradation 1.10 1.10 1.10 Construction Site Damage 1.15 1.08 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316.8 1946.0 Coefficient of Interaction : Type 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 Coefficient of Direct Slidinq: Type 1 Type 2 Type 3 Peak Load Criterion 0.8 0.8 0.75 Connect ion Strength : Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) Type 3 500.0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deformation Strength Cri terion : Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs / f t ) 2000.0 3000.0 3000.0 SRWall (ver 1.1 June 1995) Page 4 LN 35050639 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deforma tion Strength Criterion : Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 2000.0 2000.0 Maximum (lbs/ft) 2000.0 , Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) 0.32 Reinforced Soil (Ka horizontal component) 0.308 Orientation of: failure plane from horizontal (degrees) 47.98 Retained Soil (Ka) 0.32 Retained Soil (Ka horizontal component) 0.308 Orientation of failure plane from horizontal (degrees) 47.98 Results of External Stability Analyses: Calculated Design Criteria FOS Sliding 2.39 1.5 OK FOS Overturning 4.48 2.0 OK FOS Bearing Capacity 20.67 2.5 OK Base Reinforcement Length (L) (ft) 11.0 5.6 OK Base Reinforcement Ratio (L/H) 1.18 0.6 OK Note: calculated values MEET ALL design criteria Base Eccentricity (e)(ft) 0.21 N/A Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs-f t/ f t ) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf 1 Maximum Bearing Pressure (psf) 5594.1 19818.7 13367.9 30160.3 135070.7 38698.8 1872.0 I, SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) (f t) Length Over- Pull out Pullout Sliding Spacing t fftl stress (peak) (def) (peak) (ft) > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.61 12 1 1.33 11.0 3.98 1.96 8.85 N/A 3.22 OK 9 1 5.33 11.0 5.53 1.14 12.96 N/A 2.16 OK 6 1 3.33 11.0 7.08 1.6 17.15 N/A 2.41 OK 4 1 2.0 11.0 6.11 1.69 23.35 N/A 2.22 OK 2 1 0.61 11.0 9.15 1.48 24.8 N/A 2.06 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pull ou t Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capa ci t y x Strength (lbs/ft) (peak) (def I (lbs/ft) Ilbs/ft) (lbs/ft) flbs/f t ) Ilbs/f t) 12 1 1.33 870. I 443.8 3927. I N/A 1688.6 5435.9 4 1 2.0 870.7 516.3 12056.5 N/A 4310.1 9589.7 9 1 5.33 870.7 501 .O 6493.1 N/A 2534.9 6993.6 6 1 3.33 870. I 542,8 9638.0 N/A 3545.3 8551.3 2 1 0.61 870. I 589.3 14612.2 N/A 5147.9 10628.2 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS Unit Elev Type Over- # IftJ turning > 1.5 14 8.67 13 8.0 12 7.33 11 6.67 10 6.0 9 5.33 8 4.67 7 4.0 6 3.33 5 2.61 4 2.0 3 1.33 2 0.61 1 0.0 none nona 1 none none 1 none none 1 none 1 none 1 none 3.5 1.7 1.1* 1.84 1.87 1.72 1.89 1.88 1.79 1.82 1.78 1.81 1.78 1.78 FOS Shear (peak) > 1.5 12.39 5.83 2.63 14.61 3.65 12.31 3.24 4.51 4.33 - - - - - FOS Shear (de forma ti on) N/A FOS Connection (peak) > 1.5 - 1.53 - - 1.71 - - 1.9 2.23 2.15 - - - FOS Connection (defonna tion) W/A Note: * value does NOT MEET design criterion (1 occurrences) SRWall (ver 1.1 June 1995) Page 6 LN 35050839 Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel GeO Drive Resist Shear Shear Shear Uni t El ev Twe Moment Moment Load Capacity Capacity # (ft) Ilbs-ft/ft) (lbs-ft/ft) flbs/ft) (lbs/ft) (lbs/ft) (peak) (de fonna ti on) +out -in N/A 14 13 12 11 10 9 8 7 6 5 4 3 2 1 8.67 8.0 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 none nono 1 none nono 1 none none 1 none 1 none 1. none 21.2 93.0 227.5 436.8 733.1 1635.5 3031.8 3945.6 5019.3 6265.1 7695.3 9321.8 1128.6 2265. a 74.2 157.7 250.5 ’ 804.3 1367.3 1939.7 3091.4 4252.4 5422.7 7102.8 8952.1 11311.1 13679.5 16637.6 66.7 151.6 254.8 -67.5 72.1 230.0 -94.9 99.5 312.0 0.0 249.1 0.0 0.0 2135.5 826.7 883.5 670.2 996.9 1053.6 840.4 1167.1 1223.8 1010.5 1337.3 1124.0 1450.7 1237.5 1564.2 Detailed Results of Facing Stability Analyses (Connections) : SRW Heel Geo Connection Connection Connection Unit Elev Type Load Capa ci t y Capa ci t y # (ft) (1 bs/f t ) (peak) (defonna tion) (lbs/f t) (lbs/ft) WA 12 7.33 1 443.8 677.6 N/A 9 5.33 1 501.0 855.2 N/A 6 3.33 1 542.8 1032.8 WA 4 2.0 1 516.3 1151.2 WA 2 0.67 1 589.3 1269.6 W/A SRWall (ver 1.1 June 1995) 7.1 degrees ,I svl' Page 7 LN 95050,934 ; Sympaforce FS 35 Sympaforce FS 35 2.5 ft Sympaforce E'S 35 Sympaforce E'S 35 -0.5 ft 11.0 ft Project Identification: Project Name: SERENATA - WALLHc Section: 92121 Data Sheet: Ofhment : BREHM COMMUNrTIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: December 18 2000 Time: 03:22:09 PM Data file: c:\srwalll\al6syrnpa