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Home My WebLink About1670 CALLIANDRA RD; ; CB010295; Permit051 Job City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Building Inspection Request Line (760) 602-2725 8/2001 Retaining Wall Permit Permit No:CBOI 0295 ddress: 1670 CALLIANDRA RD CBAD Permit Type: RETAIN Status: ISSUED Parcel No: 2 1 59002 1 00 Lot #: 72 Applied: 01/24/2001 Valuation : $6,000.00 Construction Type: NEW Entered By: JM Reference #: Plan Approved: 01/24/2001 Issued: 05/18/2001 Project Title: SERENATA Inspect Area: RETAIN WALL 400 SF W/CALCS Applicant: BREHM HOMES 5770 OBERLIN DR SAN DIEGO CA 92121 858-453-3040 Total Fees: $1 14.07 Building Permit Add'l Building Permitt Fee Plan Check Add'l Plan Check Fat Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES FINAL APPROVAL Inspector: ,> Date: -1 Clearance: NOTICE: Please take NOTICE that approMl of your project includes the 'Imposition" of fees, dedications, resenrations, or other exactions hereafter collectively refer& to as 'feeslexactions.' You have 90 days from the date this permit was issued to protest imposiljon of these feeslexactions. If you protest them, you must foilow the protest procedures set folth in Govemment Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Catisbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hareby FURTHER NOTIFIED that your right to protest the specified feedexadions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application pming or service fees in connection with this prom NOR DOES IT APPLY to any fees/sxactions of which you have previously been given a NOTICE similar to this, 01 as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE PLAN CHECK NO. EST. VAL. Plan Ck. Deposkit Validated By J; ~,~, Date Business Name (at this address) lb70, CrnUWba# Rh. Address (include BidglSuite #I Legal Description Lot No. Subdivision NamelNumber Unit No. Phase No. Total # of units Assessor's Parcel X Existing Use Proposed Use Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms -rR*C-r 9 2-3 7L SE/rGN Am -w/m 21 b - 900 - 2/00 OhUUi2 oEwAI/Al1; W??L L 4 00 0 (Sec. 7031.6 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 155001). Pm Idlai6 W*UL fo-d /m 7W..c> m-// 0 V/S7H (4 .maB 3 (76 01 n9-sm 1 B? [7bO)C? ?-c 767 tC!K -bL& /0&29 r*/#Qm r;?n + VJW f&p Name Address J. City Sfatelzip Taephoke # State License I 6/4-67.$- License Class A City Business License X /z 0 20 7 s' Designer Name Address City State/Zip Telebhone State License x Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: - C 2 z?-o?b 0 I have and will maintain e certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. $L I have and will maintain workers' compensation, as required by Sectlon 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company 6 0- &6L6 Policy No. &dc 6 8 (p //?@a Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$lo01 OR LESS) 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 sacura workers' campenaatkm coverage is unlawful, and shall aubJea an employer to crlmlnal penaltlea and clvll fines up to one Mred 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 es 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 improvem nts 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 pgving that ha 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 contractorls) licensed pursuant to the Contractor's License Law). 0 1. 2. 3. i am exempt under Section i personally plan to provide the major labor and materials for construction of the proposed property improvement. YES ON0 I (have / have not) signed an application for a building permit for the proposed work I have contrected with the following person [firm) to provide the proposed construction [include name I address I phone number I contractors license number): Business and Professions Code for this reason: 4. number I contractors license number): 5. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone I will provide some of the work, but I have contracted Wed) the following persons to provide the work indicated (include name / address / phone number / type of work): Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25633 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future buildlng occupant required to obtain e permit from the air pollution control district or air quality 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 EMERQENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. k 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 Citv of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is 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 Official 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 (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For. 0910612001 Permit# CB010295 Title: SERENATA Description: RETAIN WALL 400 SF WlCALCS Type: RETAIN Sub Type: Job Address: 1670 CALLIANDRA RD Suite: Lot 72 Location: APPLICANT BREHM HOMES Owner: AVIARA SERENATA LLC Remarks: Inspector Assignment: RB Phone: 7609308980 Inspector: Total Time: Requested By: JOSE CD Description Act Comments Entered By: CHRISTINE /e fc ‘I- tp? r fr I F7*Qhh-(r PCA3@/-+-CCw/a 6659 Retaining Walls Associated PCRs InsDection Historv Date Description 08/29/2001 63 Walls 08/29/2001 69 Final Masonry Act lnsp Comments CO RB NEED CONTINOUS 8 FINAL APPROVAL BY GEOT. CO RB - EsGil - Corporation DATE: 2/1/01 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-295 In Tartncrsfiip witfi Government for buihfing Safety PROJECT ADDRESS: 1670 Calliandra Road PROJECT NAME: Retaining Wall w 0 0 0 0 El w El 0 SET: I W’ a PLANREVIEWER a FILE 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: 1 Fax #: REMARKS: Mail Telephone Fax In Person By: DavidYao Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 1 /29 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-295 2/1/01 Valuation Reg. Multiplier Mod. retaining wall 400 14.75 Air Conditioning Fire Sprinklers TOTAL VALUE VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 01-295 VALUE ($) 4 5,90C 5,90C DATE: 2/1/01 Bldg. Permit Fee by Ordinance V J UR IS DI CTI ON: Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1670 Calliandra Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: Plan Check Fee by Ordinance 'I I $78.581 Type of Review: El Review 0 Structural Only , 0 Rertjtive Fee 0 Other 'I Repeats 0 Hourly 1-1 Hour(s) Esgil Plan Review Fee I $51.07) $40.861 Comments: Sheet1 of I macvalue.doc - City of Carlsbad BUILDING PLANCHECK CHECKLIST RETAINlNG WALL 0- BUILDING PLANCHECK NUMBER: CB fi / 3. f BUILDING ADDRESS: wa -I PROJECT DESCRIPTION: Retaining Wall ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal: therefore, any changes to these items afler 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 suwension of permit to build. ATTACHMENTS Right-of-way Permit Application DENIAL necessary corrections to plans and/or specifications to this office for review. By: Date: ENGINEERING DEPT. CONTACT PERSON NAME: ADDRESS: PHONE: JOANNE JUCHNIEWICZ City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 (760) 602-2775 k8-7314 - (760) 602-2720 FAX (760) 602-8562 @ BUILDING PLANCHECK CHECKLIST RETAINING WALLS 1STJ 2NDJ 3RDJ D CI P 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Easements 8. Existing & Proposed Structures E. Retaining Wall C. Property Lines D D D 2. Show on site plan: (dimensioned from street) (location and height) fits ,\,,, A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography OVY'Q- ~d j ~{JO, 4 CI 0 D 3. Include on title sheet: A. Site Address l.rca he-. B. Assessor's Parcel Number C. Legal Description D. Grading Quantities Cut Fill ImporVExport (Grading Permit and Haul Route Permit may 4e required) P 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 P 0 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or private work adjacent to the public Right-of-way. A separate Right-of-way issued by the Engineering Department is required for the following: Please obtain an application for Right-of-way permit from the Engineering Department. Page 1 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Planner N fpi~ Phone (760) 602- ybZ-3 APN: 53 5- 4QD / Type of Project & Use: fd- I &IN Zoning: ‘3-Gr General Plan: Facilities Management Zone: 19 CFD (inlout) #bk Date of participation: Plan Check No. CB 0 / 7A< Address I6i~ & IhWL a- Net Project Density: \R- DU/AC Remaining net dev acres: 8 - Circle One (For non-residential development: Type of land used created by this permit: ) I a SSS $88 wnd: (XI Item Complete 0 Item I omplete -Nee Environmental Review Required: YES d0 J TYP DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAURESO. NO. DATE PROJECT NO. m-tT, O0-(& OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: YES JNO- TYPE m-++J ysf- Coastal Zone Assessment/Compliance 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 Oiego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Form already completed? YES NO- Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as “Exempt” or ”Coastal Permit Required” (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:V+DMIN\COUNTER\BldgPlnchkRevChklst .." I .. lnclusionary Housing Fee required: YES NO- (Effective date of lndusionary Housing Ordinance - May 21.1993.) Data Entry Completed? YES NO-.- (A@/&, Act~ty Mahtenance. enter CB#, Coolbar. Screens. Housing Fees. Construct Houung YIN. Enter Fee, UPDATE') 'Site Plan: 1. Provide a fully dimensional site planidrawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. 2. 3. 4. 5. Setbacks: Front: . Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required Shown Height: Required Shown Parking: Spaces Required Shown Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUMER\BldgPlnchkRevChklst SGeoteehnics -1 n c o rp o ra t e d 1 phone: (619) 536-I000 FAX (619) 5360311 1 2/12K#) Supplemental Retaining Wall Recommendations Aviara Phase 111, PA 21 A 8 D 111 Carisbad. California LETTER OF TRANSMITTAL TO: Refainlng Walls Co. North DATE: December 13,2000 % ATTENTION: Eduardo Ruvalcaba REGARDING: 0-1 3 00 GEOTECHNlCS PRO4 NO. 0230-00542 We are transmltHng the following atlachrd itmrns by: - fAX x Mail FAX NO. Messengar - - - Expnu Mail Clbnt Pick-Up - Number of Page8 Faxod ; 4 including transmit?al letter copks Data Dtaulption - 1 1 L I - I L \ I I Remarks: ?lease call if you have any questions. Copy To: Brehm Design Center, Ms. Kristin Coulson .-. DEC-13-28BE 13: 52 - 1 Geotechnics - Incorporated - December 12.2(100 Brehrn-Aviara 111 Development Association, L.P. do Ms. Kristin CaulJon Bxdlnk Design Cnto 5770 Obulin Drive San Dirgo. California 92 12 I Rojt~t NO. 0230-005-02 Documcnt No. 0- 1300 SUBJECT: SUPPLEMENTAL RETAINING WALLXECOMMENDATJONS Aviarr Pbut KXI, PA 21 A&D a1 Corlsbid, California Reference: Geotechnics Incorpamd (2000). Rrtaining Wall Rccommmdhlions. Aviura Phprc I4 PA 21 ABrDf'X, Ccu-lsbad, Cul$brniu, Project No. 0230-005-02, Document No. 09765, July 26. Des Ms. Coulson; As requested, this letter provides soil paramt%rs for retaining waU design quested by Reraining wdl3 Company No&. The panamtters provided hin art based on our previous nnalysis of the siu conditions prcsenred in the referenced letter, Wc uadcrstand thc walls we proposed at the top of the existing 2:l (horizonral:venical) fill slopes at the rear of lots 85,86, and 88. Our analysis is based on o maximum wall height of approximately 6 &et. The fdowing parameters may bt used fbr the design of the proposed Cribfock walls. Retained aad Foundation Reirrfod Zone I I 133 I TOM unit Weight (per, 133 J An internal fielion angle of 3aa may bc assumed for the reinforced zone if imp~rrcd crushed aggregate basc m&l is used. An allowable bearing capacity of 1,500 psf may bc used for design, based on a minimum depth of embedment of 2.5 feet into dcnse, compacted 511 measured vmicaily fiom the outside bottom edge of the foundation member to the slopc fhce. Footing excavations should be observed by a repmcntativc of our fim to evdudlc whether the beating materials are as assumed in our analysis. The inclination of temporary bacls-cuts should not exceed l:i (horizonra1:vertical). We have assumed that the soil @e in fiont of the wall Will be maintained to design &rade. Surcharge loads and hpiroscatic presswcs were not included in our analysis. If these arc applicable, we should be contacted for revisions to the recommendations provided herein Backfill mataid should be compacted to ut 1- YO percent of tht laboratory m;wimurn dry density in accordance with ASTM D 1557. If import soils are 1.64 for wall backfill, they should be te%ted by Geofechnics IncoIpbratcd to compare the shear strength and unit weigh values to add design values. We recommend the sails wed as backfill be predominantly he draining, grander, fixe of orBanic and clay materials, and have a very iow expansion potential (Expansion Index of 20 or less). Adequatc droinage should be prided to relieve hydrostatic pssurr~. The recomnrcacintions presented herein are considered generally consistent with mclhvda typically used in southem Cdifornia, and have been developed using the degree of care 8nd skill ordinarily exercised, under Similar drcumstmccs, by reputable geotechnical consultants practicing in this or similar localities. No other warren@, expressed or implied, is made as to the conclusions and professional opinions included in rhis letter. Gcotcthnica Incorporated PROJECT NO. 6230-005-02 DOCUMENT NO. 0.1300 PAGR 3 We appreciate this oppormnity to be ofcontinued servicc. Pleasc feel kee tu call with any qucstions or comments. GEQTECHNICS mCORPOUTED David Padilla, P.E. 55974 Project Engineer W. tee Vanderhwt, C.E.G 1125 Principal Reviewed by: 0- Anthony F. Belfast, P.E. 40333 Principal MBIWLVIDP Distribution: (1) Addressee (FAX ONLY: 858-453-5442) (I) Retaining Walls Company North, Attn: Eduarh RuvaJcaba (FAX ONLY: 85845303056) G@otcehnleo lncorpotatcd TOT& P.04 ~ EARTH RETENTION CALCULATIONS -7 December 28,2000 SHEET 1 OF 84 PREPARED BY: OWEN ENGINEERING GROUP 1800 THIBODO STREET SUITE 320 VISTA CA 92083 760-599-6767 PREPARED FOR RETAINING WALLS COMPANY NORTH PROJECT CONTACT: PREPARED FOR: SITE: SOIL DATA FROM: REPORT DATED: PROJECT NUMBER 1800 THIBIDO DRIVE SUITE 1 10 VISTA, CA 92083 (760) 599-2500 CHARLIE EATON BREHM COMMUNITIES 5770 OBERI,RV 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 , ......................................................... VOTE: THESE STRUCTURAL CALCULATIONS ARE ONLY VALID FOR USE BY RETAINING WALLS COMPANY NORTH, IT IS REQUIRED AS A CONDITION OF THESE STRUCTURAL XLCULATIONS, THAT A MEMBER OF THE RETAINING WALLS COMPANY NORTH STAFF, VELD INSPECT AND APPROVE THE CONSTRUCTION OF THIS PROJECT. OWENENGIIWERING ;ROUP WILL NOT ACCEPT RESPONSIBILITY FOR ANY PROJECT RELEASED WITHOUT VRITTEN 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 GEOGRID REINFORCEMENT TABLE 9- 11 STABILITY ANALYSIS-Level Backfill Wall A 12 -33 STABILITY ANALYSIS- 2:l Sloped Backfill Walls B & C (no surcharge) 34 - 49 STABILITY ANALYSIS- 2:l Sloped Backfill Walls B (no surcharge) 50 - 63 STABILITY ANALYSIS- 2:l Sloped Backfill Wall C (surcharged) 64 - 84 NOTES: THESE CALCULATIONS ARE BASED UPON A SOIL WITH INTERNALFRICTION OF 34 DEGREES, FOR THE RETAINED, REINFORCED AND FOUNDATION SOILS. THE SOILS ENGINEER SHALL VERIFY THESE SOIL PARAMETERS DUIUNG 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 T€€E FOUNDATIONEXCAVATION PRIOR TO CONSTRUCTION OF THE KEYSTONE WALL. THESE CALCULATIONS ARE BASED ON A FOUNDATION MATERIAL APPROVED BY THE SOILS ENGINEER. THE GRlD 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 A-16 Wall Carlsbad Tract 92-3 1 I ' .:_ : .( . .,,.-.. SOUTHERN OFFICE RETAINING WALLS Co , N, 1531 GRAND AVENUE AN MARcOSi CAS g2069 (760) 471-2500 A-SERIES SEGMENTAL RETAINING WALL DETAIL 3/4"CRUSHED ROC WITHIN ALL UNITS --I- WIDTH OF 3/4"CRUSH --I-- 4" PERFORATED PVC DRAIN IN FILTER FABRIC SLEEVE WITH SOLID OUTLET PIPES AT 100' MAXIMUM SPACING. LOCATE DRAIN AS LOW AS POSSIBLE TO AALOW OUTLET PIPE TO DAYLIGHT. 6"THICK X 24" WIDE 3/4" CRUSHED ROCK LEVELING PAD NORTHERN OFFICE 800 E. GRANT LINE RD. TRACY, CA. 95370 (209) 832-2600 *NOTE: IF CAPSTONES ARE NO USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS SHALL BE FILLED WITH HAND TAMPED SOIL. A- 1 6" RETAINING WALL TYPICAL CROSS-SECTION WITH GEOGRID SOIL REINFORCEMENT NO SCALE RECOMMENDED SOUTHERN OFFICE 1531 GRAND AVENUE SECURE FIRST COURSE WITH EPOXY ADHESIVE A-I6 BLOCK 3/4” CRUSHED R WITHIN ALL UNITS --_-- 4” PERFORATED PVC DRAIN IN FILTER FABRIC SLEEVE WITH SOLID OUTLET PIPES AT 100’ MAXIMUM SPACING. LOCATE DRAIN AS LOW AS POSSIBLE TO MLOW OUTLET PIPE TO DAYLIGHT. RETAINING WALLS CO. N. *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 hN cA. ’‘06’ A-SERIES SEGMENTAL RETAINING WALL DETAIL I (619) 471-2500 NORTHERN OFFICE 800 E. GRANT LINE RD. TRACY, CA. 95370 (209) 632-2600 i- \ .. .. I FACE VIEW I i SIDE VIEW SOUTHERN OFFICE 1531 GRAND AVENUE ;AN MARCOS, CA. 92069 (619) 471-2500 TOP VIEW NOTES: -1. .COMPRESSIVE STRENGTH OF CONCRETE f'c = 3250 PSI "A- 16"" RETAINING WALL UNIT DIMENSIONS NO SCALE 1 800 E. GRANT LINE RD. TRACY, CA. 95376 (209) 832-2600 A-SERIES SEGMENTAL RETAINING WALL DETAIL DETAIL NO. A-16 4 9 e 9 t .. a p 92 i.zw n ri .- s 5 I 8 s n .4 a 5 c a f .E B d I 1 .- 5 6 f I ._ f .- lA w a w v) - Y c i :s E I 4 a 0 LL .ti d E a 2 a - .- a .s " 1 m .L -t a n c - .- 1 U IL 4 C o 0 .o_ a b. 'z .- P E a n .Y Y VI < 4 m 9 c 4 c R .- n f a 4 c =! a W 2 W u d i ai 4 ? N GEOGRID REINFORCEMENT TABLES LEVEL BACKFILL WALL A (NO SURCHARGE) WALL HEIGHT 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 4.67 8.00’ TO 9.33’ 1.33 4.00 6.67 8.0 SYMPAFORCE 35/20-20 8.0 SYMPAFORCE 3 5/20-20 9.0 SYMPAFORCE 35/20-20 9.0 SYMPAFORCE 3 5/20-20 9.0 SYMPAFORCE 3 5/20-20 2:l SLOPED BACKFILL WALL B (NO SURCHARGE) WALL HEIGHT’ GRID ELEVATION GRID LENGTH GRID TYPE up to 2.67’ no grid required 3.33’ to 4.67’ 2.00 5.33’ TO 6.00’ 0.67 3.33 6.67 TO 8.00 1.33 3.33 5.33 8.67’ TO 9.33’ 0.67 2.67 4.67 6.67 5.0’ 5.0 5.0 7.0 7.0 7.0 8.5 8.5 8.5 8.5 SYMPAFORCE 35/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 35/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 35/20-20 2:l SLOPED BACKFILL WALL C (BOTTOM WALL OF TIERED) WITH SURCARGE BEGINNING AT 6.67 FEET HIGH WALL HEIGHT GRID ELEVATION GRID LENGTH GRID TYPE up to 2.67' no grid required 3.33'to 4.67' 2.00 5.33' TO 6.00' 0.67 3.33 6.67' 7.33 TO 8.67 9.33' 0.67 2.67 4.67 0.67 2.67 4.67 6.67 0.67 2.00 3.33 5.33 7.33 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 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 3 5/20-20 SYMPAFORCE 35/20-20 NOTES: FORTRAC MAY BE USED IN PLACE OF SYMPAFORCE GEOGRlD: 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 GEOGRID SOIL REINFORCEMENT SHALL BE PLACED A MINIMUM DEPTH OF 2 FEET BELOW FININSHED GRADE. SRWall (ver 1.1 June 1995) Page 1 Lhf 95050839 Licensed to : RBTAININO WALLS C-ANY 1531 GRAND AVENUE SAM -08, CA 92069 (619) 471-2500 License Number: 950S0839 Project Identification: Project Name: -TA - wall A . Section: Data Sheet: Owner: Client : BRlbzlM mZT-8 5770 DRIVE, SAN bmbo, CA 92121 Prepared by: Mna E4cCALL Time : 02:80:30 ptd Date: DE- la, 2000 2000 Data file: o:\8rw8lll\ribgno Type of Structure: -8VitY svllt&l mtrfIS&llg Wd.1 Structure Criticality: Non-aritiorl Design Methodology: NBdA M.thod Ma 11 Geometry : Design hall Height (ft) 2.67 Embedment Wall Height ( ft) 2.5 Exposed Design Wall Height (ft) 0.17 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height ( ft 1 Base Inclination (degrees) Wall Inclination (degrees) 4 2.67 horitontrl 7.1 Slopes : Front Slope (degrees) Back slope (degrees) SRWall (vex 1.1 June 1995) ~ Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge nono nono Friction Cohesion Angle Unit Weight Soil Data: Soil Description : (psf) (degrees) (pcf) Retained Soil 8d Levelling Fad Soil grrvol Foundation Soil surd N/A 34.0 133.0 N/A 40.0 12s. 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) Dmilault sagmmntal unit: propmrtir8 nom 8.0 16.0 1.0 167.0 125.3 8.0 ie.0 Seqmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lba/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) Q .207 Otientation 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.S OK Cal cula tsd Design Criteria FOS Overturning 4.19 2.0 ox FOS Bearing Capacity 53.05 2.0 ox Base Footing Width (B') (ft) 1.83 N/A Base Eccentricity (e) (ft) 0.17 N/A Note: calculated values MEET ALL design criteria Detailed Pesults 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 (Iba-ft/ft) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 94.6 415.3 261.6 84.2 352.6 15823.3 298.3 Results of Facing Stabilf ty Analyses: SW Heel Geosynthetic FOS Unit Elev Type Over- # (ft) turning > 1.5 4 2.0 nono 56.95 3 1.33 norm 16.01 2 0.67 nom 7.08 1 0.0 noao 4.2 Note: caloulated values MEET ALL design FOS Fos Shear Shear (deforma ti on) m/h ms WA 30.84 W/A 15.72 IR/A 10.02 W/h criteria Detailed Results of Facing Stability Analyses (Mme nt and Shear): SRW Heel GeO Drive Resist Shear mi t Elev TlW Moment Mnaent Load # (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) +out -in 4 2 .o oosu 1.3 1 74.2 8.B 3 1.33 now 10.5 157.7 23.6 2 0.67 Doae 31.4 450. 5 53.1 1 0.0 LIolH 03.8 352.6 s4.3 Shear Shear Capacity Capacity (lbdftl (lbs/ft) (peak) gfonna tfon) 81%. 9 WA 722.7 ./A 834.0 U/A 945.3 WA SRWall (ver 1.1 June 1995) Page 4 LN 95050839 2.5 ft 7.1 degrees 2. ' ft _c Project Iden ti fi ca ti on : Project Name: SERENATA - Wall A 1q P Section: Data Sheet: 92121 Prepared by: MIKE MCCALL Date: DECEMBER 18, 2000 2000 Time: 02:50:30 PM Data file: c:\srwalll\al6grav Orlnhent : BREHM CWMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to : RETAMINO vfAL&s CPdPUSP 1531 AVENUE SAM -8, CA 92060 (619) 471-2500 License Number: 95050839 Pro j ect Iden ti f i ca ti on : Project Name: SERmUWa - Wall A ,. Section : Data Sheet: Owner: BREIIM C-ITXSS 5770 0B;LRtIk DRfvt, BAN DIXQO, CA 92121 Client : Prepared by: CllRW EBWIXSZRINQ OROUP Date : DE- le, 2000 Time : 03:04:17 EM Data file: a: \sr~dll\do~\mat.& Type of Structure: Structure Criticality: Non-oritid Desf gn Methodology: Qmo.yn&tia-Sbiaforood Scgmurtal Ratrlning wall MU4Il blrthod A Mal 1 Geometry: Design tall Height (it) Embedment Wall Height (ft) Exposed Design Wall Height (ft) Minimum Levelling Pad Thickness (ft) Number of Segmental Wall Unit8 Hinge Height (ft) Base Inclination (degrees) Wall Inclination (degrees) 4.67 2.5 2.17 0.5 7 4.67 hO=isontal 7.1 Slopes : Front Slope (degrees) Back Slope (degrees) horiaoatal horizontal SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges : Live Load Surcharge nonm Dead Load Surcharge nono Friction Cohesion Angle Unit Weight soil Data: Soil Description: (psf 1 (degrees) (pcf) Reinforced So11 sand Levelling Pad Soil grrtnl Foundation Soil #and Retained Soil 8- N/A 34.0 N/A 34.0 N/A 40.0 0.0 34.0 133 I 0 133 0 125.0 133 0 Segmental Unit Name: Segmental Unit Data: Cap Height (in) Unit Height (in) Unit Width (in) Unit Length (In) Setback (in) Weight (lnfflled) (lbs) Unit Weight (infilled) (pcf) Center of Gravity (in) nom 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 ( lba / ft 1 770.0 Friction Angle (degrees) 27.0 MaXi~Um (lb8 / f t ) 2000 0 770.0 27.0 2000.0 Geosynthetfc Reinforcement Types and Number: Type! Nuntber Name 1 1 2 0 3 0 Geosyn thet i cs Properties : strength and Polymer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbdft) 2627.0 3731.0 5583.0 Polymer Type pOlp8kr polyester polyrskr SRWall (ver 1.1 June 1995) Page 3 LN 95040839 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 m* 2 Typs 3 LTDS (Ibs/ft) 870.7 1316.8 1946.0 Coefficient of Interaction : me 1 Type 2 Type 3 Peak Load Criterion 0.7 0.7 0.7 Deformation Criterion 0.6 0.6 0.6 we 3 Coefficient of Direct Sliding: Type 1 Type 2 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 ) 500.0 28.0 2000.0 500.0 500.0 3000.0 3000.0 28.0 28 .-0 Deformation Strength Criterion: Minimum (lbdft) 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 Retaininq Wall Unit Znterface Shear Strength: Type 1 Type 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbdft) 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000.0 Deformation Strength Criterion: Minimum (lbs/ft) 500.0 800.0 500.0 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 18.01 2.0 ox FOS Bearing Capacity 38.15 2.5 OR Base Reinforcement Length (L) (ft) 5.0 2.8 OK Base Eccentricity (e) (ft) 0.13 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 (lbdft) 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) 280.0 30S5.1 2060.7 449.4 8499.3 22705. I 645.9 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor ,mS FOS MS MS Layer Unit Type fftl fft) Length Over- Pullout Pullout Sliding Spacing # (ft) stress (peak) (defl > 1.0 > 1.0 > 1.1 #/A 4 1 2.0 5.0 2.51 3.01 2.96 WA 15.15 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stabili ty Analyses: SRW Geosyn Elev Long Tern Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capaci t y # Strength (lbs/ft} (peak) (clef) (lbdf t) (lbs/f tl (lbs/f t) (lbs/f t) (lbdf t) 4 1 2.0 870.7 288. D 853.7 U/A 94.3 1428.6 SRWall (ver 1.2 June 1995) Page 5 LN 95U50839 ~- Results of Facing Stability Analyses: SRW Heel Geosynthetic FoS FOS FOS FOS Fos Unit Elev Tp Over- . Shear Shear Connect ion Connection P (ft) turning (peak) (deforma tion) (peak) (deformation) > 1.5 > 1.5 U/A > 1.6 ./A 7 4.0 nono 56.69 799 #/A 6 3.33 PQD. 15.05 37.16 II/A 5 a.67 me 7.08 17.72 W/A - .. 1 2.0 3, 1.2 7.71 NfA 2.1s #/A 3 1.33 QQnm 1.83 c w/A - - 2 0.67 s.54 - WA - - 1 0.0 nono 4.87 - #/A - - - - - Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel EeO Drive Resist Shear Shear Shear Uni t Elev Type Mmn t Mmen t Load Capacity Capacity i (ft) (lba-f t/f t) (lbs-f t/f t 1 (lbdf t) (lbdf t) (lbs/ft) (peak) (deforma tion) tout -in M/A 7 4.0 nos- 1.3 74.2 1.0 026.7 WA 6 3.30 noam 10.6 lS7.7 23.6 003. I WA 5 2.67 nonm 31.4 am .s 53.1 010.2 WA 4 2.0 1 83.8 SS2.6 B4.3 726.9 WIA 9 1.33 DOM 163.8 05s. 1 -141.5 1013.6 WA a 0.67 noM 283.0 1566. D -76.6 lllO.4 M/A 1 0.0 nono 448 * 4 2188.0 0.0 1167.1 H/A Detailed Results of Facing Stability Analyses (Connections) : SRW Heel -0 Connection Connection Connection Unit Elev Type # fft) Load Capacity Capacity (lbs/ft) (peak) (deforma tion) (lbs/ftl (lbs/f t) U/A 4 2 .e 1 ma. B 736.8 M/A SRWall (ver 1.1 June 1995) A 4 t -0.5 ft 5.0 ft Page 6 LN 95050839 7.1 degrees 4.67 ft 2.5 ft Ir J Tme 1 Prof ec t Iden tifi cation : Project Name: SERENATA - Wall A 1 Section: Data Sheet: 92121 Oibment : BREHM COIMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date : DECEMEBER 18, 2000 Time : 03:04:17 PM Data file: c : \ srwall 1 \calce\aernat& SRWall (ver 1.1 June 1995) Page 1 LN 95050839 ~~ Licensed to: RZTAINZNG PQIlrLS CObdoAM 1531 CiRAND A- SAM -8, CA 92069 (619) 471-2SOO License Number: 95050B39 Project Iden ti f i ca t ion : Project Name: %ICRIMATA - Wd1 A . ': Section: Data Sheet: Owner: ERE= VITJSS 5770 -IN DRItn, BAN DIZOO, CA 92121 Client : Prepared by: oWm IDOOIN~~RINO rauwp Date: DS- 10, 2000 Time : 03:04:17 PW Data file: o:\rrw8lll\aaloa\mor4 Type of Structure: Structure Criticality: Mon-aritiaal Design Methodology: UQQ Mmthod A ~osynthot.ia-Reinfommci 8agnnntal Retaining Wall Wall Geome try : Design Wall Height (ft) 7.33 Exposed Design Wall Height (ft) 1.83 Embedment Wall Height (ft) 2.5 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units Hinge Height ( f t ) Base Inclination (degrees) Wall Inclination (degrees) 11 7.33 hortzontrl 7.1 Slopes: Front Slope (degrees) Back Slope (degrees) horizontal horizontrl SRWall (ver 1.1 June 1995) Page 2 Lh' 95050839 Uniformly Distributed Surcharges : Live Load Surcharge Dead Load Surcharge nono nom Friction Cohesion Angle Unit Weight Soil Data: soil Description: (psf 1 (degrees) (pcf) Reinforced Soil amel Retained Soil Band Levelling Pad Soil gravel Foundation soil muad N/A 34.0 133.0 N/A 34.0 Z33.0 0.0 34.0 133.0 N/A 40.0 125 0 Segmental Unit Name: -Fault .-tal unit proportiam Segmental Unit Data: Cap Height (in) noa., Unit Height (in) 8.0 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) 0.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 770 6 0 Friction Angle (degrees) 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 Geosynthetic Reinforcement Types and Number: 1 2 synP.ioram TS 35 2 0 BYnpri[osc# SF JS 3 0 -or- SI 80 Geoaynthetics Properties : Strength end Polymer Type: Type 1 Type 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polpa-r polymmbr polymstrr SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Partial Material Safety Factors: Type 2 Type 2 Type 3 Creep 1 .SB 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 -sign strength: Type 1 we 2 Type 3 LTDS (lbdft) 870.7 1316.0 1946.0 Coefficient of Interaction : Type 1 we 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 0.0 0.75 Connection Strength: Type 1 Type 2 Type3 Peak Strength Criterion: Minimum (Ibs/ft) Friction Angle (degrees) Maximum ( lbs / ft 500 e 0 500.0 500.0 28.0 28.0 28.0 2000.0 3000.0 3000.0 Deforma tion Strength Criterion: Minimum (Ibs/ft) 500.0 800.0 500.0 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 \ Geosynthetic-Segmental Retaininq Wall Unit Interface Sheas Strenqth: Type 1 Type 2 Type 3 Peak Strength Criterion! Minimum (lbs/ft) 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: Friction Angle (degrees) 27.0 27.0 27.0 Minimum (lbs/ft) 500.0 500.0 600.0 Maximum (lbdft) 2000 L 0 2000.0 2000.0 SRWaJl (ver 1.1 June 1995) Page 4 LN 95050839 Coefficients of Earth Pressure and Failure Plane Orientatiohs: 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 * 139 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 7.31 1.5 OK 19.72 2.0 ox 29.7 2.5 OIC 0.0 4.4 OR 0.23 N/A 1.09 0.6 OK Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbdft) 713.4 Total Vertical Force (lbs/ft) 7726.9 Driving Moment (lbs- ft/ ft ) 1743.8 Bearing Capacity (psf) 30402.4 Maximum Bearing Pressure (psf) 1023.6 Sliding Resistance (lbs/ft) 5211.8 Resisting Moment (lbs-ft/ft) 34394.4 Results of Internal Stabflf ty Analyses: SRW Geosyn Elev Length Anchor FOS FOS Fos FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing x (ftl stress (peak) Idef) (peak) (ft) > 1.0 > 1.0 > 1.1 #/A > 1.5 < 2.67 8 1 4.67 8.0 4.06 4.1 6.4 #/A 21.23 4 1 2.0 8.0 5.55 1.74 7.42 WA @.as ox Note: calculated values MEET ALL design criteria Detailed Results of Internal stability Analyses: SRW Geosyn Elev Long Tern Tensile Pullout Pullout Sliding Slfding Unit Type (ft) Design Load Capacf ty Capacity Force Capacity x Strength (lbs/ftl (peak) fdef) (lbs/ft) Ilbdft) (lbs/f t) (lbs/ft) flbs/ft) a 1 4.67 870.7 212.2 1369.3 MIA 94.3 2002.8 4 1 2.0 070.7 501.1 3716.9 U/A 977.3 3506.6 SRWall (vex 1,l June 1995) Page 5 LN 95050839 Results of Facing Stabilf ty Analyses: SRW Heel Geosynthetic FOS FOS FDS Unit Elev Type Over- Shear Shear # (ft) turning (peak) (defomati > 1.5 > 1.5 N/A 11 10 0 8 7 6 I 4 1 2 1 6.67 6.0 5.33 4-69 4.0 3.33 2.87 2.0 1.83 0.67 0.0 Note: calculated values MEET 56.65 15. OS 7.08 4.2 6.83 5.14 4.2 4.a3 4.02 3.73 4.87 ALL design >se 37.46 17.72 7.71 - - 15.23 5.78 - - cr iter la .on) FOS Connection fpeakl > 1.5 FOS Connection (defonna tion) U/A Detailed Results of Facing Stabilf ty Analyses iMoment and Shear) : SRW Heel -0 Dri ve Resist Shear Shear Shear Unit Blev TP Mmen t Moment Load Capaci ty Capacity Y (ft) (lbs-ft/ft) ilbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) (peak) . (deformation) +out -in #/A 11 10 9 8 7 6 5 4 9 2 1 6.67 6.0 5.3s 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 1.3 10.5 35.4 83.8 163.8 283.0 449.4 670.8 9115 * 1 1310.1 1743.8 74.2 187.7 280.5 352.6 955.1 1566. P 2188.0 2818.3 4034.4 9267.8 6606.8 5.9 83.1 94.3 -64. D 0.0 76.6 168.1 -235.8 0.0 13.6 -129. e 826.7 940.4 lOSl. 6 1110.4 1167.1 953 -8 1337.3 1SS4-0 883. I 7a6. D 12eo.5 Detailed Results of Facing Stability Analyses (Connections)r SRW Heel G?O Connection Connection Connection Vni t Elev Type Load Capacity Capacity # (fa (lbo/f t) (peak) (deformation) (lbs/f t ) U/A (1 bs/f t ) \ e . 4-67 1 212.2 736.8 Wh 4 2.0 1 501.1 973.6 W/h SRWall (ver 1.1 June 1995) Page 6 LN 95050839 7.1 degrees I ft - I I -I-' I fi -0.5 ft I 8.0 ft I Proj ect Identifi ca ti on ; Project Name: SERENATA - Wall . - Section: Data Sheet: 92121 OiArhent : BRERM CObMUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: CIWEN ENGINEERING GROUP Date: DECEMEBER 18 2000 Time : 03:04:17 PM Data file: c:\srw9lll\calcs\sernata4 SRWall (vex 1.1 June 1995) Page 1 LN 95050839 Licensed to : (619) 471-2500 License Number: 95650839 Project Identifi ca tion : Project Name: 81cRGNATA - Wal A Section : Data Sheet: owner: BRSIlM -1TIX8 5770 OBtRtXN DRIVB, BAN Dam, CA 92121 Client : Prepared by: OllM IDIQa-0 mRoup Date: DE- 18, 2000 Time : 03:04:17 PM Data file: a:\8rwalll\aja8\8rrnrkS Type of Structure: Structure Criticality: Noa-UritioJ Design Methodology: NQ4l W.th& A t3mosynthotia-Rainferaed Sogmmntrs Retaining Wall Wall Geometry: Design hall 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 14 Base Inclination (degrees) horirontj. Wall Inclination (degrees) 7.1 Hinge Height (ft) 9.33 Slopes: Front Slope (degrees) hori rontd Back Slope (degrees) horizontal SRWall (ver 1.1 June 19951 Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge none WAe Fxi ction Cohesion Angle Unit Weight Soil Data : soil Description: (psU (degrees) (pcf 1 Reinforced Soil sand Retained Soil aand Levelling Pad Soil gravel Foundation Soil 8-d 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: Wault sqpmntiL unit: proprtir. Semen tal Unit Data : Cap Height (in) nom Unit Height (in) 8.0 Unit Width (in) 16.0 Unit Length (in) 18.0 Setback (in) 1.0 Weight (infilled) (lbs) 167.0 Unit Weight (infilled) (pci) 125.3 Center of Gravity (In) 8.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria Minimum (lbs/ft) 770.0 Friction Angle (degrees) 27.0 Maximum (lbslit) 2OQO. 0 770.0 27.0 2000.0 Geosynthstic Reinforcement Types and Number: Type Number Name 1 3 worm F8 35 2 0 syl4Hforom w6 55 3 0 Bypp.iorer 81 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 polpstor polyomkr poly-kc SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Part i a 1 Ma t eri a1 Safety Fact or9 : 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 Material Uncertainty 1.50 1.50 1.50 Creep 1.69 1.59 1.61 Long Tern Design Strength: Type 1 Type 2 Type 3 LTDS (lbs/ft) 870.7 1316.8 1946.0 Coef f i cien t of Interaction : Type 1 me 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 Connection Strength: Type 1 TIP= 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs / f t ) 500.0 500.0 500 .'d 29.0 28.0 28.0 2000.0 3000.0 3000. Q Deformation Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 20.0 28.0 Maximum (lbdft) 2000.0 3000.0 3000 4 0 Geosyn the t i c-Segmen tal Ret ai ning Wall Uni t Interface Shear Strength: Type 1 Tme 2 rype 3 Peak Strength Criterion : Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) so0 . 0 500.0 500.0 27.0 27.0 27 .O 2000.0 2000.0 2000.0 Deforma tion Strength Criterion: Minimum (lbd ft 1 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ft) 2000.0 2000.0 2000.0 SRWa11 (ver 1.1 June 1995) Page 4 LN 95050839 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 Retained Soil (Ka horizontal component) 0.199 Orientation of failure plane from horizontal (degrees) 55.63 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 6.17 1.5 OX 15.64 2.0 ox 25.3 2.5 OK 9.0 5.6 01c 0.25 N/A 0.96 0.6 OIt Note: calculated values MEET ALL design criteria Detailed Results of External Stablli ty Analyses: Calculated Values: Total Horizontal Force (lbdft) Total Vertical Force (lbs/ft) Sliding Resistance (lbs/ft) Driving Moment (lbs-ft/ ft) Resisting Moment (lbB-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 Unit Type (ft) (ft) Length Over- # lft) stress > 1.0 > 2.0 11 1 . 6.67 9.0 3.94 8.1 7 1 4.0 9 .o 5.43 2.31 3 1 1.33 9.0 6.92 1.14 Note: calculated values MEET ALL design criteria Fos FOS Fvs Layer Pullout Pullout Sliding Spacing > 1.5 > 1.5 < 2.67 fgeak) fft) 6.22 U/A 29.26 a 9.64 m/A 10.91 cs 12.29 U/A 6.50 as Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Tern Tensile Pullout Pullout Sliding Sliding Unit Type fft) Design Load Capaci t y Capaci t y Force Capacity x Strength (lbs/ft) (peak) idef) (lbs/f t ) (lbs/f tl (1 bdf t ) (lbs/ft) (lbs/ft) 11 1 6.67 870.7 212.2 1319.9 WA 94.3 2194.2 7 1 4.0 870.7 377.3 3638.0 */A 377.3 3888.3 3 1 1.33 870.7 566.0 69s. 4 io/A 849.0 5582.5 3.y SRWall (ver 2.1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Geosynthetic POS Unit Elev Type Over- x (ft) , turning > 1.5 14 13 12 11 10 9 8 7 6 I 4 3 2 1 0.67 8.0 7.93 6.67 6.0 8.93 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 56.65 15. 05 7.08 4.2 5.83 5.54 4.87 4.2 4.29 4.02 3.73 3.43 3.33 3.16 FOS Shear (peak) > 1.5 SS 37.46 17.72 7.71 - - 15-26 8.78 - 9 11.26 4.55 >S0 - Note: calculated values MEET ALL design criteria FDS Shear (def onna ti on) #/A FoS Connection (peak) > 1.5 , - - - 3.47 - - 2.88 .. - - 2.14 .. - Fos Connection (de forma ti on) WA Detailed Results of Facing Stability Analyses @$me nt and Shear): SRW Heel -0 Drive Resist Shear Uni t Elev Type Moment Momen t Load x (f t) (lbs-ft/ft) (lbs-ft/ft) (lbdft) +out -in 14 13 12 11 10 S B 7 6 S I 3 2 1 8.67 8.0 7.33 6.67 6.0 5.93 4.87 4.0 3.33 2.67 2 .o 1.93 0.67 0.0 a.3 03.8 10.5 35.4 163.9 283.0 449.4 915.1 1310.1 1743.8 2263.0 2878.4 3506 .O 670.8 74.2 157.7 2SO.5 952.6 955.1 1566.9 2188.0 28W. 3 4038.4 8267.8 6506. I 7754.4 OS92 - 1 11439.0 5.0 23.6 33.1 94.1 -64. S 0.0 76.6 165.1 -114 .o 0.0 123,s 289.4 -159.2 0.0 Shear Capacity (lbs/f t) (peak) 826.7 883. S 940.2 726.9 1083.6 1110.4 1167.1 989. a 12e0.5 1337.3 is94 .o 1160.7 lW7. 5 1564.2 Shear Capaci t y (defonna (lbs/f t ) tion) #/A Detailed kesults of Facing Stability Analyses (Connections) : SRW Heel -0 Connection Connection Connection unit Elav Type Load Capacity Gspaci ty I (ft! Ilbs/ftJ (peak) (defonna tion) (lbdft) (lbs/f t) U/A 11 6.67 1 212.2 736.0 U/A 7 4.0 1 377.3 973.6 M/A 3 1.33 1 566.0 1320.4 ./A SRWall (ver 1.1 June 1995) 2.5 ft J Type 1 Page 6 LN 95050839 -0.5 ft 9. - rl ). 9.0 ft 7.1 degrees P ft - J Type. I Type 1 Pxoject Identification: Project Name: SERENATA - Wall A ' A Section: Data Sheet: 0ihhen.t: : BREHM COhWNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: CrWEN ENGINEERING GROUP Date: DECEMEBER 18, 2000 The : 03:04:17 PM Data file: c:\srwalll\calcs\sernata5 92121 SRWall. (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: (619) 471-2500 License Number: 9S0501339 Pro iect Iden ti fi ca tion : Project Name: aerroltr Wall B + Sect ion : Data Sheet: Owner : Bmlm Cnrammiticli 5770 oberlia Dtivm, Sa Dimgo, Ca 92121 Client : (rJ0 -) Prepared by: OnZN Laginoozing @-up Date: Doer 20, 2000 Time : 02:50:30 Pb4 Data file: a: \srrrrlll\errl~~\unrt.l. Type of Structure: structure cri ti Cali ty : Moa-ari ti& Design Methodoloqy: SQdn mthod Gravity Smgmntml Rmtaining Wall Wall Geometry: Design ball Height ( f t ) 2.67 Exposed Design Wall Height (ft) 6.17 Minimum Levelling Pad Thickneas (ft) 0.5 Embedment Wall Height (ft) 2.5 Number: of Segmental Wall Units 4 Hinge Height ( f t 1 2.67 Base Inclination (degrees) herinonkal Wall Inclination (degrees) 7.1 S1 opes : Front Slope (degrees) Back Slope (degrees) horixontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge nom aona Friction Cohesion Angle Uni t Weight Soil Data : Soil Description: (PSf) (degrees) (pcf) Retained Soil nuad Levelling Pad Soil grrvrl Foundation Soil surcl N/A 34.0 133.0 N/A 40.0 125.0 0.0 34.0 139.0 Segmental Unit Name: Segmental Unit Data: Default arglp.nt.iL unit propartion 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) nom 8.0 16.0 18.0 i.0 167.0 125.3 8.0 Segmental Unit Interface Shear Data: Properties Peak Strength Criteria Deformation Criteria . Minimum (lbs/ft) 500.0 Friction Angle (degrees) 4S.O Maximum (lbs/ft) 2000.0 800.0 18.0 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 FOS Overturning FOS Bearing Capacity Base Footing Width (B') (et) Base Eccentricity (e) (€t) Calculated Design Criteria 1.79 1.5 OK 2.71 2.0 OK 39.27 2.0 OR 1.83 N/A 0.33 N/A Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: 146.2 Total Horizontal Force (lbs/ft) Total Vertical Force (lbs/ft) 445.9 Sliding Resistance (Ibs/ft) 261.6 Driving Moment (lbs-ftf ft) 130.2 Resisting Moment (lbs-ft/ft) 352.6 Bearing Capacity (psf) 14942.4 MaXinIum Beating Pressure (psf 1 380.5 Results of Facing Stability Analyses: SW Heel Geosynthetic FOS EylS POS unit Elev Type over- Shear Shear # (ft) turning (peak) (deformation) > 1.1 > 4.5 I/A 4 2.0 Mtu 36.63 67.01 */A 3 1.33 IIQQ, 9.73 1B.82 11/1 2 0.67 nun 4.6% 10.16 U/A 1 0.0 none 2.72 6.48 WA Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses @&ne nt and Shear): SRW Heel -0 Drf ve Resist Shear Unf t Elev TW Mmen t Nomen t Load x , fft) (lbs-ft/ft) (lbs-ft/ft) (lbr/ft) +out -in 4 4 .O - 1.0 74 .a 9.1 S 1.39 nOD0 16.2 157.7 36.5 z 0.m nono 84.7 250 .I 82.1 1 0.0 PaOI 129.7 388.6 145.9 Shear Capacity (1 bs/f t ) Wok) 61%. 1 722.7 034.0 945.3 Shear Capacf t y (lbdf t) (defoma tion) U/lr 377/ SRWall (ver 1.1 June 1995) Page 4 LN 95050839 7.1 degrees ' - ft fl' ** A -0.5 ft Prof ec,t Iden ti fi ca ti on : Project Name: bemnata Wall B 4 G Section: Data Sheet: OWent : Brehm Cornunities 5770 Oberlin Drive, San Diego, Ca Prepared by: OWEN Engineering Group Date : Decermber 20, 2000 Time : 02:50:30 PM Data file: c:\srwalll\calcs\senatala 92121 SRWall (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RETAINING WALLS CaMPANp 1531 riRAND AVENUE SAM -OS, CA 92069 (619) 471-2500 License Number: 95050839 Project Iden ti f i ea tion : Project N-: mmTh - wdi 13 + c (m -w) Section: Data Sheet: Owner : BRS?M CVITIZS 5770 DRIVE, 8AN DIldQO, CA 92121 Client : Prepared by: OlRN maINaRZ#Q QROUP Date : DE- IS, 2000 Time : 03:04:17 Rd Data file: a: \8rw.lll\da8\8rart&m Type of Structure: Structure Criticality: Nan-aritiaal, Design Methodology: NQMh W.thad A Olosynthetia-~inforamd Sr~nwnfrl Rmtrining WJ1 Wall Geometry: Design Wall Height (ft) 4.67 Exposed Design Wall Height (ft) 2.17 Minimum Levelling Pad Thickness (ft) 0.5 Embedment Wall Height (ft) 2.5 Number of Segmental Wall Units 7 Hinge Height ( f t: 1 4.67 Base Inclination (degrees) horizontal Wall Inclination (degrees) 7.1 S1 opes : Front Slope (degrees) horirontal Back Slope (degrees) 26.6 SRWal1 (vex 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges : Live Load Surcharge Dead Load surcharge nono aono Friction Cohesion Angle Unit Weight Soil Data ; soil Description : (PSf (degrees) (pcf I 133.0 Reinforced Soil 8-d N/A 34.0 Retained Soil 8-d N/A 34.0 133.0 Foundation Soil .and 0.0 94.0 133.0 Levelling Pad Soil grrvrl N/A 40.0 125.0 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) -fault m.gnwntal uhit proporties nonr 19.0 8.0 16.0 1.0 167.0 125.3 8.0 Segmental Vni t Interface sheer Data : Properties Peak Strength criteria Deformation Criteria Minimum (lbs/ft) 770.0 770.0 Friction Angla (degrees) 27.0 27.0 MaxiwUn (lbs/ftl 2000.0 2000 0 1 Geosynthetic Reinforcement Types and Number: Type Number Name 1 1 symp8forco rs 3s 2 0 sympriororr sr SS 3 0 aympaforom sr 80 Geosyn thet ics Properties : Strength and Polymer Type: Type 1 we 2 Type 3 Index Tensile Strength (lbdft) 2627.0 3731.0 5583.0 Polymer Type po1ya.t.r polp.tmr pOlp8t.r SRWall lver 1.1 June 1995) Page 3 LN 95050639 Partial Material Safety Factors: we 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 1.00 1.08 Material Uncertainty 1.50 1.50 1.50 Long Term Design Strength: Type 1 Type 2 me 3 LTDS (lbs/ft) 870.7 1316. a 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.a 0.75 Connection Strength: Type 1 me 2 Type 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 600.0 500.6 20.0 28.0 20 .o 2000.0 3000.0 3000.0 Deformation Strength Criterion : Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbdft) 2000 10 9000.0 3000.0 Geosynthetic-Seqmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 TVpe 3 Peak Strength Criterion: Minimum ( lbs/ f t 1 Friction Angle (degrees) Maximum (lbs/ ft 1 500.0 500.0 500.0 27.0 27.0 27.0 2000.0 2000.0 2000 0 Defonna tion 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) 17.98 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 1.5 OK 2.62 5.2s 2.0 OK 31.65 2.5 OK 2.8 OK 5.0 0.07 N/A 1.07 0.6 OK Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 912.6 Total Vertical Force (lbs/ft) 3643.6 Sliding Resistance (lbslft) 2390.2 Driving Moment (lbs-f t/ f t 1 2029 1 Resisting Moment (lbs-f t/ft ) 10643.2 Bearing Capacity (psf) 23064.9 Maximum Bearing Pressure (psf) 728.9 Results of Internal Stablli ty Analyses: SRW Geosyn Elev Length Anchor FVS FOS EylS FOS Layer Unit Ty~e (ft) (ft) Length Over- Pullout Pullout Sliding Spaclnq I (ftl stress (peak) (def) (peak) :'p"!&, > 1.0 > 1.0 > 1.1 Iih > 1.s 4 1 2.0 5.0 2.11 1.35 2.29 WA 3.70 QA Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Tern Tensile Pullout Pullout Sllding Sliding Unit Type (ft) Design Load Capacl ty Capaci ty Force Capacity x Strength (lbs/ft) (peak) fdef) (lbs/ft) (lbs/ft) (lbs/f t) (lbs/ft) (lbs/ft) 4 1 2.0 870.7 446.8 1021. s R/A 447.4 1692.2 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear Y (f tl turning (peak) (defonnation) > 1.5 > 1.5 #/A 7 4.0 moa4 6 3.33 IIQP. 5 2.67 dolu 1 2.0 1 3 1.33 moao 2 0.67 rmu 1 0.0 moa* 36.83 90.68 W/A 9.73 24.22 U/A 4,58 11.46 U/A 2.72 4.98 %/A 3.77 - MIA 3.58 - #/A 3.15 - U/A Note: calculated values MEET ALL design criteria FOS Connection (peak) > 1.1 FOS Connection [defonna tion) U/A Detailed Results of Facing Stability Analyses (Mmient and Shear): SRW Heel -0 Drive Resf s t Shear Shear Shear Unit @lev Type Moment Moment Load Capacity Capaoi ty # (f t) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ftl (lbs/ft) (deforma tion) +out -in 7 4 -0 Boa8 2.0 74.2 9.1 826.7 U/A 6 3.33 noam 16.2 157.7 36.5 ae3.5 U/A 5 2.67 OOSLI 14.7 980.5 82 -1 940.2 MIA 4 2.0 1 129.7 352.6 145.0 726.9 #/A 1 0 .o Dolu 695.0 2188.0 0.0 1167.1 Y/A 3 1.19 MD. 213.3 955.1 -218.8 1058.6 UIA 2 0.67 DCAI 437.6 1566.0 -118.5 1110.4 #/A Detailed Results of Facing Stability Analyses (Connections) : sm Heel -0 Connection Connection Connection Unit Elev Type Load Capacity Capacl ty r: (f t) (lbs/f t ) (peak) (def om tion) (lbs/f t) (lbs/f t) li/A 4 2 -0 1 446.0 736 .a */A SRWall (ver 1.1 June 1995) Page 6 LN 95050839 I 2.5 ft I Sympaforce FS 35 - T -0.5 ft 5.0 ft Project Identification: Project Name: SERENATA - Wall $$C Section : Data Sheet: Ohhent : BREHM COWUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Date: DECEMEBER 18, 2000 Time : 03:04:17 EM 92121 Data file: c:\srwalll\calcs\senata2a SRWalI (ver 1.1 June 1995) Page 1 LN 95050839 Licensed to: RETAINING WALLS -ANY 1531 QRAWD AVLMIG SAM WCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Iden ti fi ca tion : Project Name: -za - wa.11 .B Section: Data Sheet: Owner: BREW CQdr41NITIE8 5770 OBCRLIN DRIVI:, 8AN DXBOO, CA 92121 Client: Prepared by: Oaw ~Uemtmmta rmoup Date : DECLWGBICR 18, 2000 Time : 03:04:17 PM Data file: e: \8rwrlll\orlas\~mata3a Type of Structure: Structure Criticality: Non-aritioal Design Methodology : Qao8ynthotio-Rminfo~& Sogmntal Rotrriaiag Wall NQ6A mthd A Wall Geometry : Design ball 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 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 nono none Friction Cohesion Angle Unit Weight Soil Data: soil Description: (psf) (degrees) (pcf) Reinforced Soil maad Retained Soil 8-d Levelling Pad Soil gravol 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 Seqmental Unit Name: Segmental Vni t Data: Cap Height (in) mom Unit Height (in) 8.0 Unit Width (in) 16.0 Setback (in) 1.0 Weight (infilled) (lbs) 167.0 Unit Weight (infilled) (pcf 1 126.3 Default .-tal unit propmrtirs Unit Length (in) ie.0 Center of Gravity (in) 8.0 Segmental Uni t 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/ft) 2000.0 2000.0 I Geosynthetic Reinforcement Types and Number: rype Number Name Geos yn the t i cs Proper ties : Strenqth and Polymer Type: Type 1 me 2 Type 3 Index Tensile Strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type pOlp8-r polyoator palywkr SRWa31 (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 Lonq Term Design Strength: ' The 1 Type 2 Type 3 LTDS (lbdft) 870.7 2316.8 1946.0 Type 3 Type 2 Coefficient of Interaction : Type 1 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: me 1 Type 2 rYPe 3 Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ft) 500.0 500.0 500 .'O 219.0 28.0 28 io 2000.0 3000.0 3000.0 DefQrAttatiOn Strength Criterion: Minimum (lbs/ft) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 20.0 28.0 Maximum (lbdft) 2000.0 3000 4 0 3000.0 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strenqth: Type1 Type 2 mP 3 Peak 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 Deformation Strength Criterion: Minimum (lbs / f t ) 500.4 500.0 500.0 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 2.27 1.5 OK FOS Overturning 3.85 2.0 ox FOS Bearing Capacity 22.63 2.5 OK Calculated Design Cri teria Base Reinforcement Length {L) (ft) 5.0 3.6 QK Base Eccentricity (e) (ft) 0.24 N/A Base Reinforcement Ratio (L/H) 0.83 0.6 ox Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated VaZues: Total Horizontal Force (lbs/ft) 1314.0 Total Vertical. Force (lbs/ft) 4416.5 Sliding Resistance (lbs/ft) 2978.9 Driving Moment (lbs-ft/ft) 3505.4 Resisting Moment (lbs-ft/ft) 13480.3 Bearing Capacity (psf) 22123.7 Maximum Bearing Pressure (psf) 977.7 Results of Internal Stabili ty Analyses: SRW eosyn Elev Length Anchor FoS Fos FOS Fos Layer Unit Ty~e (ft) (ft) Length Over- Pullout Pullout Sliding Spacing J (ft) stress (peak) fdef 1 %k) if:! 67 > 1.0 > 1.0 > 1.5 w/A 6 1 3.33 5.0 1.08 2.65 1.7 li/A 3.78 011 2 1 0.67 l.0 3.11 2.12 5.87 N/A 2.37 OR Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRh’ Gsosyn Elev Long Tern Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacf ty Force Capaci ty Strength (lbs/ft) (peak) fdef) (lbs/ft) (lbdft) (lbs/f t) (lbs/ft) (lbs/ft) # 6 1 3.13 870.7 328.2 556.9 m/A 447.4 iasa -2 2 1 0.67 870.7 410.3 2408.4 1104.2 2620.8 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS Unit Elev Type Over- Y (ft) turning > 1.5 e 5.33 8 4.67 7 4.0 6 3.33 S 2.67 4 2.0 3 1.33 2 0.67 1 0.0 36.63 9.73 4.68 2.72 3.77 3.15 2.72 2.73 3.58 FoS Shear (peak) > 1.5 90.68 24.2Z 11.46 4.m - - 9.85 3-74 7ss Note: calculated values MEET ALL design criteria Fos Shear (de forma tion) U/A FOS Connection (peak) > 1.5 Fos Connection (de forma t ion) U/A Detailed Results of FdCinq Stability Analyses CMOme nt and Shear) : sm Heel -0 Drive Resi s t Shear Unit Elev Type mmnt &€men t Load I fft) (lbs-f t/f t) (lbs-f t/f t) (lbs/f t) +out -in 5.33 4.67 4.0 3.33 2.67 2.0 1.33 0.67 0.0 2.0 16.2 84.7 129.7 453.3 437.6 695.0 1037.4 1477- 0 74.2 157.7 250. 5 352.6 S55.1 1566.9 21es.o 2828.3 4038. 4 9.1 96.5 83.1 146.9 -100.3 0.0 118.5 P55.3 0.0 Shear Shear Capacity Capacity (lbs/ft) (lbs/ftl (defonna tion) n/A 926.7 883 - 5 S40.2 726.9 1053.6 1110.4 1167.1 95s. 8 1280.5 Detailed Results of Fddng Stability Analyses (Connections): SRW Heel GeO Connection Connection Connection Vni t Elev Type .Load Capacity Capacity # (ft) (lbs/f t) (peak) (defonna tion) (Ibs/f t l (lbs/f t) #/A 6 3.33 1 328.2 736.8 U/A 2 10.67 1 410.3 913.6 11/A SRWall (ver 1.1 June 1995) Page 6 I LN 95050839 7.1 degrees Sympaforce FS 35 Sqrmpaforce FS 35 -0.5 ft 5.0 ft 1 Pro j ec t Iden ti fi ca ti on : Project Name: SERENATA - Wall f& a( E Section : Data Sheet: 92121 Ohhent: BREHM COWUNITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA Prepared by: OWEN ENGINEERING GROUP Time: 03:04:17 PM Date: DECEMEBER 18, 2000 Data file: c:\srwalll\calce\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 Iden ti f i ca ti on : Project Name: SERENATA - WALL B Section : Data Sheet: Owner: Client: Prepared by: Date: Time : Data file: BREHM COWIUNITIES 5770 OBERLIN DRIVE, SAN DIEOO, CA 92121 OWEN ENGINEERING GROUP Decembrr 18 2000 03:22:09 PM Type of Structure: Goosynthetic-Fteinforced Segmsntal Retaining Wall Structure Criticality: Non-critical De sign Me th odol oqy : NCMA hhthod A Wall Geometry: Design Wall Height (ft) 8.0 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 12 Hinge Height (ft) 8.0 Base Inclination (degrees) horizontal Wall Inclination (degrees) 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 none none Friction Cohesion Angle Unit Weight Soil Data: Soil Description: (psf) (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 Seamental 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 unit properties none 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 / f t ) Friction Angle (degrees) 27.0 770.0 Maximum (lbs/ft) 2000.0 770.0 27.0 2000.0 Geosyn thetic 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 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 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 Type 3 Type 2 Coefficient of Interaction: Type 1 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: Peak Strength Criterion: Minimum (lbs/ft) Friction Angle (degrees) Maximum (lbs/ f t ) 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/ f t ) 500.0 500.0 500.0 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 SRWall (ver 1.1 June 1995) Page 4 LN 95050839 Geosyn the ti c- Segmen t a 1 Ret a ini ng Wa 11 Uni t 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 Maximum (lbs/ft) 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: Calculated Design Criteria 1.5 OK FOS Sliding 2.29 FOS Overturning 3.94 2.0 OK 2.5 OK FOS Bearing Capacity 20.48 Base Eccentricity (e)(ft) 0.3 N/A Base Reinforcement Ratio (L/H) 0.88 0.6 OK Note: calculated values MEET ALL design criteria Base Reinforcement Length (L) (ft) 7.0 4.8 OK Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 2514.7 Total Vertical Force (lbs/ft) 8522.8 Sliding Resistance (lbs/ft) 5748.7 Driving Moment (lbs-ft/f t ) 9280.5 Resisting Moment 36562.1 Bearing Capacity (psf) 27270.7 Maximum Bearing Pressure (psf) 1331.3 ( lbs- f t / f t ) 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) fftl Length Over- Pullout Pullout Sliding Spacing t fft) stress (peak) fdef) (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 2.27 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 crikeria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type fft) Design Load Capacity Capacity Force Capacity # Strength (lbs/ft) (peak) (def 1 (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) 9 1 5.33 870.7 275.8 958.5 N/A 675.5 2436.0 6 1 3.33 870.7 382.9 2507.4 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 # (ft) > 1.5 N/A > 1.5 > 1.5 N/A turning (peak) (deformation) (peak) (deforma tion) 12 11 10 9 8 7 6 5 4 3 2 1 7.33 6.67 6.0 5.33 4.67 4 .O 3.33 2.67 2.0 1.33 0.67 0.0 none none nonr nonr none 1 nonr none 1 nonr none Note: calculated values MEET 36.63 9.73 4.58 2.72 3.77 3.58 3.15 3.28 3.13 2.89 2.84 2.71 90.68 24.22 11.46 4.98 21.18 5.25 16.05 4.22 - - - ALL design 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 # (ft) (lbs-ft/ft) flbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) (peak) (def orma ti on) tout -in N/A 12 11 10 9 8 7 6 5 4 3 2 1 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 nonr 1 none none 1 none none 1 nonr nonr 2.0 16.2 54.7 129.7 253.3 437.6 695.0 1037.4 1477 .O 2026.1 2696.7 3501.1 74.2 151.7 250.5 352.6 955.1 1566.9 2188.0 3398.8 4618.9 5648.3 7667.4 9495.8 9.1 36.5 82.1 145.9 -47.9 52.4 171.0 -75.2 79.8 253.0 -209.7 0.0 826.7 883.5 940.2 726.9 1053.6 1110.4 897.1 1223.8 1280.5 1067.3 1394 .O 1450.7 SRWall (ver 1.1 June 1995) Page 6 LN 95050839 Detailed Results of Facing Stability Analyses (Connections): SRW Heel GeO Connection Connection Connection Unit El ev Type Load Capacity Capacity I (ft) (Ibs/ftl (peak) (defoma tion) (lbs/f t) (lbdf t) N/A 9 5.33 1 275.8 736.8 N/A 6 3.33 1 382.9 914.4 N/A N/A 1092.0 3 1.33 1 654.2 \ SRWall (ver 1.1 June 1995) %/ Page 7 LN 95050839 8. - ft - ; Sympaforce ES 35 I - I T I 1 -0.5 ft Project Identification ; Project Name: SERENATA - WALL B Section: 92121 Data Sheet: Ohment : 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) Page 1 LN 95050839 Licensed to : RETAINING WALLS COMPANY 1531 GRAND AVENUE SAMMARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Iden ti fi ca t ion : Project Name: SERENATA - WALL B Section: Data Sheet: Owner: BREW C-ITIES 5770 OBERLIN DRIVE, SAN DIEW, CA 92121 Client: Prepared by: OWEN ENGINEERING GROUP Date: December 10 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6sympa Type of Structure: Gmosynthetic-Reinforced Segmental Retaining Wall Structure Criticality: Non-critical Design Methodoloqy: NCMA Method A Wa 11 Geome try : 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 S1 opes : Front Slope (degrees) Back Slope (deqrees) horizontal 26.6 SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Vni f orml y Di s t ribu t ed Surcharges : Live Load Surcharge Dead Load Surcharge none none Friction Cohesion Angle Unit Weight Soil Data: Soil Description : (psf) (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 .o 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 aegmental unit properties none 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 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 95050839 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 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 Coef fi cien t 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 28.0 2000.0 500.0 28.0 3000.0 500.0 28.0 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 .O 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) Ca 1 cu 1 d t ed Des i gn Cri t e ri a 2.32 1.5 OK 4.07 2.0 OK 19.97 2.5 OK 0.5 5.6 OK 0.91 0.6 OK 0.32 N/A Note: calculated values MEET ALL design criteria Detailed Results of External Stabilitv Analvses: 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) 3577.8 12300.7 8296.9 15749.9 64009.1 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) (ftl Length Over- # (ft) 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 Note: calculated values MEET ALL design criteria 2 1 0.67 8.5 6.65 ,1 .5 FOS Pullout (peak) > 1.5 5.11 8.27 10.07 14.51 FOS Sliding (pea k I > 1.5 3.53 2.07 2.41 2.07 Layer Spacing (ftl < 2.67 OK OK OK OK Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pullout Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capaci ty Force Capa ci t y # Strength (lbs/ft) (peak) (def) (lbs/ft) (lbs/ft) (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 #/A 2278.8 5492.2 2 1 0.67 870.7 581.2 8433.4 N/A 3225.7 6691.0 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS FOS FOS Unit Elev Type Over- Shear Shear Connection Connection # (f t) turning (peak) (defbrmation) (peak) (def orma ti on) > 1.5 > 1.5 N/A > 1.5 WA 14 8.67 nonm 13 8.0 none 12 7.33 none 11 6.67 1 10 6.0 none 9 5.33 nonm 8 4.67 1 7 4.0 none 6 3.33 none 5 2.67 1 4 2.0 none 3 1.33 none 2 0.67: 1 1 0.0 none Note: calculated values MEET 36.63 90.68 9.73 24.22 4.58 11.46 2.72 4.98 3.77 - 3.58 21.18 3.15 5.25 3.13 16.05 2.89 4.22 2.84 - 2.71 13.54 2.55 3.69 2.48 - ALL design criteria 3.28 - Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel GeO Drive Resist Shear Unit Elev Type Moment Moment Load # (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) +out -in 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 2.0 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 Shear Capacity (lbs/f t) (peak) 826.7 883.5 940.2 726.9 1053.6 1110.4 897.1 1223.8 1280.5 1067.3 1394.0 1450.7 1237.5 1564.2 Shear Capacity (lbs/ft) (deforma tion) N/A N/A N/A N/A N/A N/A N/A N/A N/A WA N/A N/A WA N/A N/A SRWall (ver 1.1 June 1995) Page 6 LN 95050839 Detailed Results of Facing Stability Analyses (Connections): SRW Heel Geo Connection Connection Connection Unit El ev TYP Load Capaci t y Capacity # fft) (lbs/f t) (peak) (defonna tion) (lbs/ft) (lbs/f t) N/A 11 6.61 1 215.8 736.8 N/A 8 4.67 1 382.9 914.4 N/A 5 2.67 1 547.0 1092.0 N/A 2 0.67 1 581.2 * 1269.6 N/A SRWall (ver 1.1 June 1995) Page 7 LN 95050839 I H ; Sympaforce FS 35 I Sympaforce FS 35 Sympaforce ES 35 Sympaforce FS 35 I -0.5 ft 8.5 ft Project Iden ti fi ca ti on : Project Name: SERENATA - WALL B Sect ion: Data Sheet: O&ment : 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 92121 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: 95050039 Project Identification : Project Name: SERENATA - WALL P/t Section : Data Sheet: Owner: BREHM C-ITIES 5770 OBERzlIN 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: Structure cri tical i t y : Design Methodology: mosynthetic-Reinforced Segmental Retaining Wall Non-critical NCMA Method A Wa 11 Geometry : Design Wall Height (ft) 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 SloDe fdearees) horizontal 26.6 , SRWall (ver 1.1 June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharqes: Live Load Surcharge none Dead Load Surcharge (psf) 280 Friction Cohesion Angle Unit Weight Soil Data : Soil Description: (PSf) (degrees) (pcf) 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: Default segmental unit properties Segmental Unit Data: Cap Height (in) none Unit Height (in) 8.0 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' ( lbs / f t ) 770.0 770.0 Friction Angle (degrees) ' 27.0 27.0 Maximum (lbs/ft) 2000.0 2000,o Geosynthetic Reinforcement Types and Number: Type Number Name 1 3 Sympaforce FS 35 2 0 Sympaforce SF 55 3 0 Sympaforce SF 80 , I, SRWall (ver 1.1 June 1995) Page 3 LN 95050839 Geosyn the t i 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 Creep 1.59 1.59 1.61 Biological Degradation 1 .oo 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 coef f i cien t 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 Connectkon Strength: Type 2 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 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 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/ 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 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 Orientation of failure plane from horizontal (degrees) 47.98 Retained Soil (Ka horizontal component) 0.308 Results of External Stability Analyses: Calculated Design Criteria FOS Sliding 2.09 1.5 OK 2.0 OK FOS Overturning 3.51 FOS Bearing Capacity 18.58 2.5 OK Base Reinforcement Length (L) (ft) 6.5 4.0 OK Base Reinforcement Ratio (L/H) 0.97 0.6 OK Note: chlculated values MEET ALL design criteria Base Eccentricity (e) (ft) 0.3 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-ft/ft) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 2658.3 8226.2 5548.6 9683.8 33957.9 25904.4 1393.9 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- Pull out Pullout S1 iding Spacing Y (ft) stress (peak) (def) ;?ai) if:! 67 > 1.0 > 1.0 > 1.5 N/A 8 1 4.67 6.5 1.54 1.96 2.72 N/A 3.13 ox 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 N/A 1.96 OK Note: calculated values MEET ALL design critkria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Pull out Pullout Sliding Sliding Unit Type (ft) Design Load Capacity Capacity Force Capacity Y Strength (lbs/ft) (peak) (def) (lbs/ftl (lbs/ft) (lbs/ft). (lbs/ftJ (lbs/ft) E 1 4.67 870.7 443. 8 1207.2 N/A 888.5 2777.9 5 1 2.67 870.7 501.0 2998.3 N/A 1537.6 3689.7 2 1 0.67 870.7 542. 8 5330.1 N/A 2350.8 4601.5 Result3 of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear Y (ft) turning (peak) (deforma Cion) > 1.5 > 1.5 N/A 10 9 8 7 6 5 4 3 2 1 Note: 6.0 none 5.33 none 4.67 1 4.0 none 3.33 none 2.67 1 2.0 nonr 1.33 none 0.67 1 0.0 nonr * value does 3.5 1.7 1.1* 1.84 1.87 1.72 1.89 1.88 1.79 1.82 NOT MEET design 12.39 N/A 5.83 N/A 2.63 N/A N/A 3.65 N/A N/A 12.31 N/A 3.24 N/A N/A - 14.61 N/A - - criterion (1 occurrences) FOS Connection (peak) > 1.5 FOS Connection (de forma ti on) N/A Detailed kesults of Facing Stability Analyses (Moment and Shear): SRW Heel GeO Drive Resist Shear Shear Shear Unit Elev Type Moment Mornen t Load Capaci ty Capacity Y (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) (peak) (deforma 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 nonr L none none L none none 1 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 Capa ci t y Capacity iy /ftJ (lbs/ft) (peak) (de forma ti on) (lbs/ft) (lbs/f t) N/A a 4.67 1 443.8 677.6 N/A 5 2.67 1 501.0 855.2 N/A 2 0.67 1 542.8 1032. a N/A SRWall (ver 1.1 June 1995) 1 Page 7 LN 95050839 6.67 ft c Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 I -0.5 ft 6.5 ft I- Proi ect Iden ti f i ca ti on : Project Name: SERENATA - WALLAft Section: Data Sheet: 92121 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 95050839 Licensed to: RETAINING nsLs COMPANP 1531 GFSiND AVENUE SAMMARCOS, CA 92069 (619) 471-2500 License Number: 95050839 Project Identification : Project Name: SERENATA - WALL,d Section: Data Sheet: Owner : BREW C-ITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121 client: Prepared by: OWEN ENGINEERING GROUP Date : Decembrr 18 2000 Time : 03:22:09 PM Data file: c:\srwalll\al6sympa Type of Structure: Structure Cri tical i ty: Non-cri tical De sign Methodology : Geosynthettc-Reinforced Segmmntal Retaining Wall NCMA Method A Wall 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 13 Hinge Height (ft) 8.67 Base Inclination (degrees) horizontal Wall Inclination (degrees) 7.1 Slopes : Front Slope (degrees) _. .,- -7 ___. 1 . horizontal -- - SRWall (ver 1 .l June 1995) Page 2 LN 95050839 Uniformly Distributed Surcharges : Live Load Surcharge Dead Load Surcharge (psf) none 280 Friction Cohesion Angle Unit Weight Soil Data: Sol 1 Description : (psf) (degrees) (pcf) 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 unit properties none 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/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 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 ia 1 Ma t eri a1 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 Type 2 Type 3 Long Term Design strength: Type I 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 I Connection Strength : 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 Friction Angle (degrees) 28.0 28.0 28.0 Maximum (lbs/ft) 2000.0 3000.0 3000.0 SRWall (ver 1.1 June 2995) Page 4 LN 95050839 Geosynthetic-Segmental Retaining Wall Vni 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: Friction Angle (degrees) 27.0 27.0 27.0 Minimum (lbs/ft) 500.0 500.0 500.0 Maximum ( 1 bs / 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: Ca 1 cu 1 a t ed De si gn Cri t eri a FOS Sliding 2.22 1.5 OK FOS Overturning 3.86 2.0 OK FOS Bearing Capacity 18.51 2.5 OK Base Reinforcement Length (L) (ft) 9.0 5.2 OK Base Eccentricity (e) (ft) 0.32 N/A Base Reinforcement Ratio (L/H) 1.04 0.6 OK Note: chlculated 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/f t) Resisting Moment (lbs-ft/ft) Bearing Capacity (psf) Maximum Bearing Pressure (psf) 4470.0 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 Elev Length Anchor FOS FOS FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Pullout Sliding Spacing # fft) stress (peak) (defl (peak) (ft) > 1.0 > 1.0 > 1.5 N/A > 1.5 < 2.67 11 1 6.67 10.0 3.49 1.96 7.4 N/A 3.19 OK 8 1 4.67 9.0 4.04 1.74 8.85 N/A 2.63 OK 5 1 2.67 9.0 5.6 1.31 10.79 W/A 2.24 OK 2 1 0.67 9.0 7.15 1.28 15.3 N/A 1.96 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Unit Type (ft) Design Load x Strength (lbs/f t) (1 bs/f t I 11 1 6.67 870.7 443.8 8 1 4.67 870.7 501.0 5 1 2.67 870.7 665.1 2 1 0.67 870.7 679.6 Pull out Capacity (peak) (lbs/ft) 3284.2 4m,3 7176.5 10400.7 Pullout Sliding Sliding Capacity Force Capa ci t y fdef) (lbs/ft) (lbs/ft) (lbs/f t) N/A 1303.7 4158.7 N/A 2062.4 5429.3 N/A 2985.2 6700.0 N/A 4072.0 7970.6 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS MIS FOS Unit Elev Type Over- Shear Shear Connection Connection # (ft) turning (peak) (deformation) (peak) (def orma t ion) > 1.5 > 1.5 N/A > 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 none 1 none none 1 nonr nonr 1 none nona 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: 4 value does NOT MEET design criterion I1 occurrences) Detailed Results of Facing Stability Analyses (Moment and Shear) : SRW Heel Geo Dri ve Resist Shear Unit El ev Twe Moment Moment Load # (ft) (lbS-ft/ft) flbs-ft/ft) (lbS/ft) +out -in 13 12 11 10 9 8 7 6 5 4 3 2 1 8 .O 7.33 6.67 6.0 5.33 4.67 4.0 3.33 2.67 2 .o 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/f t) (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/f t) (defoma tion) N/A SRWall (ver 1,l June 1995) Page 6 LN 95050839 Detailed Results of Facing Stability Analyses (Connections) : SRW Heel Geo Connection Connection Connection Unit El ev Type Load Capacity Capacity I fft) (lbdft) fpea k ) ldef orma ti on) (lbs/f t I (lbs/f t) N/A 11 6.67 1 443.8 677.6 WA 0 4.67 1 501.0 855.2 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 95050839 I Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 T I -0.5 ft 9.0 ft \ Proi ect Iden ti fi ca ti on : Project Name: SERENATA - WALL JifC Section: Data Sheet: 92121 Okment : 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 95050839 Licensed to : RETAINING WALLS COMPANY 1531 GRAND AVENUE SAM MARCOS, CA 92069 (619) 471-2500 License Number: 95050839 ~~~ Project Identif i ca tion : Project Name : Section: Data Sheet: Owner : Client : Prepared by: Date : Time : Data file: SERXNATA - WALL#& BREHM C-ITIES 5770 OBERLIN DRIVE, SAN DIEGO, CA 92121 OWEN ENGINEERING GROUP December 18 2000 03:22:09 PM Type of Structure: brosynthetic--inforced Segmental Rataining Wall Structure Criticality: Non-critical Design Methodology: NCWA Method A \ 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) 9.33 2.5 6.83 0.5 14 9.33 horizontal 7.1 S1 opes : Front Slope (degrees) Back Slone fdeareesl horizontal 26 6 SRWall (ver 1.1 June 1995) Page 2 LN 75050839 Uni f orml v Distributed Surcharaes : Live Load Surcharge Dead Load Surcharge (psf) none 280 Friction Cohesion Angle Unit Weight (degrees) (pcf) Soil Data: Soil Description: (psf) Reinforced Soil sand Retained Soil sand Levelling Pad Soil gravel Foundation Soil sand N/A 34.0 133.0 133.0 N/A 34.0 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 unit properties none 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 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 5 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 2 Type 3 Index Tensile strength (lbs/ft) 2627.0 3731.0 5583.0 Polymer Type polyester polyester polyester b Type 2 Type 3 Partial Material Safety Factors: Type 1 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 51 idinq: 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 28.0 2000.0 500.0 28.0 3000.0 500.0 28.0 3000.0 Deformation Strength Criterion : Minimum (lbs/ft) 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 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) 500.0 500.0 500.0 Friction Angle (degrees) 27.0 27.0 27.0 Maximum (lbs/ft) 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: 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 Eccentricity (e) (ft) 0.21 N/A Base Reinforcement Ratio (L/H) 1.18 0.6 OK Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 5594.1 Total Vertical Force (lbs/ft) 19018.7 Sliding Resistance (lbs/ft) . 13367.9 Driving Moment (lbs-ft/ft) 30160.3 Resisting Moment (lbs-ft/ft) 135070.7 Bearing Capacity (psf) 38698.8 Maximum Bearing Pressure (psf) 1872.0 SRWall (ver 1.1 June 1995) Page 5 LN 95050839 Results of Internal Stability Analyses: SRW Geosyn Elev Length Anchor FOS Unit Type lft) If t) Length Over- if fft) stress > 1.0 > 1.0 12 1 7.33 11.0 3.98 1.96 9 1 5.33 11.0 5.53 1.74 6 1 3.33 11.0 7 .OB 1.6 4 1 2.0 11.0 8.11 1.69 2 1 0.67 11.0 9.15 1.48 Note: calculated values MEET ALL design criteria FOS Pullout (peak) > 1.5 8.85 12.96 11.15 23.35 24.8 FOS Pullout fdefl N/A FOS Layer Sliding Spacing (peak) (ftl > 1.5 < 2.67 3.22 OK 2.76 OK 2.41 OK 2.22 OK 2.06 OK Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Long Term Tensile Unit Type (ft) Design Load I Strength (1 bs/f t ) flbdft) 12 1 7.33 870.7 443. 8 9 1 5.33 870.7 501.0 6 1 3.33 810. 7 542.8 4 1 2.0 870. I 516.3 2 1 0.67 870.7 589.3 Pullout Capacity (peak) llbs/f t) 3927.7 6493.1 9638.0 12056.5 14612.2 Pull out Capacity fdefl (1 bs/f t) Sliding Force (lbs/f t) 1688.6 2534.9 3545.3 4310.1 5147.9 Sliding Capaci ty flbs/f t ) 5435.9 6993.6 8551.3 9589.7 10628.2 Results of Facing Stability Analyses: SRW Heel Geosynthetic FOS FOS FOS Unit Elev Type Over- Shear Shear I (ftl turning (peak) (deforma tion) > 1.5 > 1.5 N/A 14 13 12 11 10 9 8 7 6 5 4 3 2 1 Note: 8.67 none 8.0 none 7.33 1 6.67 none 6.0 none 5.33 1 4.67 none 4.0 none 3.33 1 2.67 none 2.0" 1 1.33 nonr 0.67 1 0.0 none * value does 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 NOT MEET design 12.39 N/A 5.83 N/A 2.63 N/A N/A 14.61 N/A 3.65 N/A N/A 3.24 N/A - N/A . 4.51 N/A N/A 4.33 N/A - N/A 12.31 N/A - criterion I1 occurrences) FOS Connection (peak) > 1.5 - - 1.53 - - 1.71 - - 1.9 2.23 2.15 .. - - FOS Connection (deforma tion) N/A Page 6 SRWall (ver 1,1 June 1995) LN 95050839 Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel Geo Dri ve Resist Shear Unit Elev Type Moment Moment Load I (It) (Ibs-f t/f t) (1 bs-f t/f t) (1 bs/f t ) +out -in 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 none 1 none nons 1 none none 1 nons 1 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 9321.8 74.2 157.7 250.5 ' 804.3 1367.3 1939.7 3091.4 4252.4 5422.7 7182.8 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 0.0 285.5 0.0 Shear Shear Capacity Capacity (1 bs/f t) (lbs/f t) (peak ) (de forma t ion) N/A 826.7 N/A 883.5 N/A 670.2 N/A 996.9 N/A 1053.6 N/A 840.4 N/A 1167.1 N/A 1223.8 N/A 1010.5 N/A 1337.3 N/A 1124.0 N/A 1450.7 N/A 1237.5 N/A 1564.2 N/A Detailed Rem1 ts of Facing Stability Analyses (Connections) : SRW Heel GeO Connection Connection Connection Unit Elev Type Load Capa ci t y Capacity d (ft) (lbdf t) (peak) (defonnation) (lbs/ft) (lbs/ft) N/A 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 N/A 4 2.0 1 516.3 1151.2 N/A 2 0.67 1 589.3 1269.6 N/A SRWall (ver 1.1 June 1995) Page 7 LN 95050a3jrs( 7.1 degrees Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 Sympaforce FS 35 -0.5 ft 11.0 ft \ Project Iden t i f i ca ti on : Project Name: SERENATA - WALLP(G Section: Data Sheet: 92121 04rment: 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