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Home My WebLink About1024 BEWICKS CT; ; CB971448; PermitBUILDING PERMIT Permit No: (33971448 I 06/16/97 15:35 Project No: A9700678 I Page 1 of 1 Development No: DEV89028 1 Permit Type: RETAINING WALL Job Address: 1024 BEWICKS CT Suite: Parcel No: 215-800-07-00 Lot#: 40 Valuation: 4,455 con55WMAiMR VNE Description: 330 SF RETAIN WALL-W/SPECS Applied: 05/03/97 : ISLA MAR-RICHMOND AMERICAN Apr/Issue: 06/16/97 Occupancy Group: R3 Reference#: CT90-30 StPrnT Issum.# i Entered By: RMA Appl/Ownr : RICHMOND AMERICAN HOMES 71 4-756-7 37 3 17310 REDHILL AV, STE 320 \ Adjus Tota Fee Build Plan Stron X BUS ------ IR Plan Ch Fees Req ---I - - - - -. Fees : tments: .1 Fees: descript --------- ling Permi Check' .g Motion LDING TOT Credits *** .oo 47.00 73.00 Ext fee Data -_-------------- 72.00 47.00 1.00 120.00 , moFCARLsBA0 2075 Lap Palmas Dr., catlsbad, CA 92009 (619) 438-1161 'ERMIT APPLICATION I FOR OFFICE USE ONLY CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1 161 Pian Ck. Deposit . . , :* :. G," q*"-* r-7 . I 1. PROJECT INFORMATION +.+: ,..r-i I. fo2-4 (F(4 /c1v fif hrqml Busitwss Nama (at this addrassl Unit No. e No. Totel X of units cr+vdc30 Address (inhde BldglSuita I1 Legal Dercri tion Assessor's Rarcal X zd f&+C.r wL.27 *posed Use - sou-07 3 34 Description of @ark SO. FT. #of stories X of Badrooms X of Bathrooms issuance, also requires the applicant for such permit to file a aigned statemant that ha is licensed pursuant to the provisions of the Contractor's License Law [Chaptar 9, commanding with Section 7000 of Division 3 of the Business and Professions Code1 or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by eny applicant for a permit subjacta the applicant to I civil penalty of not more than five hundred dollera [$6001). Name ' Address City StateRip Telaphone X State License I License Class City Business Ucanse X Designer Name Address city StateEip Telephone State Licensa t 6. WORKERS' COMPENSATION Workers' Compensation Declaretion: I hereby affirm under penalty of perjury ona of the following decler 0 of t issued, My worker's com ensation i rurance arrier and pdicy numbar are: insurence Company 0 .". I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code. for the performance I have and will maintain workers' compensation, as required by Section 3700 of tho Labor Coda, for tho performance of the work for which this permit is work for which this permit is lssuad. O.?$ &ub<l Pdicy~o. klrt * !q!4 q/q f%Exptra ton Data 7- I 97 d" L I 6~ 6 ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS woo1 OR uis) CERTIFICATE OF EXEMPTION: I certify that in the performance of tho work for which this permit is issued, I than not amploy any person in any manner ao as aws of California. 0 1, as owner of the property or my employees with wages as their sola compansation, will do tho work and the structure is not intended or offered for sale (Ssc. 7044. Business and Professions Coda: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thoon, 8nd who doer such work himself or through his own employees, provided that such improvements are not intended or offered for soia. If, howavar, the building or improvement is so d within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of aalel. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sac. 7044. BuahMIs and Professions Code: The actor's Licensa Law does not apply to an owner of property who builds or improvas tharwn, and contracts for ouch projects with contractorb) licensed I am exampt under Section I personally plan to proviL the major labor and materkls for conatmction of the propoaad properly improvemom. 0 YES ON0 I (have I have not) signed an application for a building permit lor the propos8d work. I have contracted with tho following pomn (firm1 to provide the propoiad conrtruction tinduda Mme I &.u / phoIw number I COntrecton Imsa nmbarl: pursuant to the Contractor's License Lawl. 0 1. 2. 3. Business and Professions Coda for this reason: k ~ 4. number I contractora license numberi: 5. I plan to provide portions of the work, but I have hired tha following person to coordinata, supervise and provide the major work linchh name / addrass / phon0 I will provida some of tho wo Is the applicant or future building occupant required to aubmit a business plan, acutely hazardous matorimla registration form or riak nunagenmnt and prevention program under Sections 25605, 25533 or 26634 of the haslay-Tannar Hazardous Substance Account Act? Is the epplicant or futuro bcllding occupant mqdred to obtain a permit from the air pdlution control district or air quality management distrlct? 0 NO Is tho facility to bo conatrwted within 1,000 feat of tho outer boundary of a schod alto? 0 YES 0 YO 0 YES 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A flNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE LENDERS NAME ENDEA'S ADDRES 19. APPUCANT I certify that I hava read th application and state that tho above Infamtlon is cwoct and that tho information on tho plana Is accwata. I agraa to comply with ail City ordinances and Stata laws rdating to building conmuCtion. I koby wthom. fuprmmtatives of th. CW of CU(ab8d to enter upon the above mentioned property for inspectlon purposes. I ALSO AGREE TO SAM, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABIuT1ES. JUDGMENTS. COSTS AND EXENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' dwp and domdition or co~rruction of structures over 3 atodes In heiiht. become null and void if the building or authorized by such permit is suspended APPLICANT'S SIGNATURE DATE 6/2/97 I I EsGil Corporation DATE: June9, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1448 SET: I gE?$9NT 0 PLAN REVIEWER 0 FILE PROJECT ADDRESS: 1024 Bewicks Ct. PROJECT NAME: Retaining Wall 0 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. c] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. c] The applicant's copy of the check list has been sent to: (x1 Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person REMARKS: Page 16 of the package must be signedkealed by the retaining wall: 1. That sheet that special inspection is required for the 3000 psi concrete stem of the wall. is on the wrong face of the key. It should be moved to the opposite face. 3. The rebar in the 2'4" key of the footing By: KurtCulver Enclosures: Esgil Corporation GA CM 0 EJ c] PC 6/5/97 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 97- 1448 June9, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1448 PREPARED BY: Kurt Culver DATE: June 9, 1997 BUILDING ADDRESS: 1024 Bewicks Ct. BUILDING OCCUPANCY: U-1 TYPE OF CONSTRUCTION: Mas. BUILDING AREA 11 VALUATI 0 N I Ret. Wall I330 I I4455 I Air Conditioning Fire Sprinklers I 1 TOTALVALUE 14,455 199 0 199 Type of Review: 0 Complete Review 0 Structural Only 0 Hourly 0 Repetitive Fee Applicable UBC Building Permit Fee UBC Plan Check Fee 0 Bldg. Permit Fee by ordinance: $ 72.00 0 Plan Check Fee by ordinance: $ 46.80 0 Other: Esgil Plan Review Fee: $ 37.44 Comments: Sheet1 of 1 macvalue.doc 51 96 BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB 97 /4# 8 BUILDING ADDRESS: c'7-90 P e rnQr PROJECT DESCRIPTION: Retainina Wall ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. , .._ ATTACHMENTS Right of Way Permit Application DENIAL Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By : Date: By: Date: ' By: Date: ENGINEERING DEPT. CONTACT PERSON NAME: MICHELE MASTERSON City of Carlsbad ADDRESS: 2075 Las Palmas Drive PHONE: 16191 438-1161, Ext. 4315 P:\DOCS\CHKLST\WALL REV 04/18/96 2075 Las Palmas Dr. - Carlsbad, CA 92009-1576 (619) 438-1161 - FAX (619) 438-0894 @ - _- ~ BUILDING PLANCHECK CHECKLIST - RETAINING WALLS SITE PLAN 2nd 3rd 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow C. Property Lines B. Existing & Proposed Structures D. Easements (dimensioned from street) E. Retaining wall (location and height) 0 2. Show on site plan: A. Drainage Patterns B. Existing & Proposed Slopes C, Existing Topography 3. Include on title sheet A. Site address B. Assessor's Parcel Number C. Legal Description D. Grading Quantities Cut Fill Import/Export (Grading Permit and Haul Route Permit may be required) 0 4. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by: Date: MISCELLANEOUS PERMITS 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 permit issued by the Engineering Department is required for the following: Please complete attached Right-of-way application form and return to the Engineering Department together with the requirements on the attached Right-of- Way checklist, at the time of resubmittal. P\DOCS\CHKLSnWAU Page 1 REV 04/18/96 m - d a.. N 0 a e f 6 h 0 do do PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner 6W J< ~3 jCN1 Phone (61 9) 438-1 161 , extension 4 ?! 9 3 - /44 . g Address a, &I!' &I< 5 OTC APN: 215- %Bo - 0 7 CFD fin/out) # n I& Circle One (if propartc/in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Bullding . Department.) Leaend Item complete Item Incomplete - Needs your action Environmental Review Required: DATE OF COMPLETION: YES - NO - /TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval NO TYPE - Discretionary Action Required: YES APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval Coastal Zone Assessment/Compliance I NO YES - - Project site located in Coastal Zone? If NO, proceed with checklist; if YES, proceed below. Determine status (Exempt or Coastal Permit Required): If Exempt, proceed with checklist; if Coastal Permit required, hold building permit until Coastal Permit issued. Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: YES - NO- 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. do 0 dOO dUO -dD NO lnclusionary Housing Fee required: YES - - (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) Site Plan: 1. Provide a fully dimensional site plan drawn 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. Setbacks: Front: Int. Side: Street Side: Rear: Required Shown Required Shown Required Shown Required Shown 2. Lot Coverage: Required Shown 3. Height: Required Shown 4. Parking: Spaces Required Shown Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER TE b-//-4? TO: C 3 1s hK,d ................... .7.. ............................................ ...... 207.5 ........ .L.G. f ..... 13,.l,P..Z. ............ ...... ~.4".!$..b46(... ...... f ......... G.4 .................. ............................................................................................. ATTENTION: .... ?hec\.f..fl.~. .... fi ....... TRANSMITTAL: VIA: OVERNIGHT 0 LETTER OF TRANSMITTAL DATE: . 6-2-97 ................................................. PER YOUR REQUEST 0 FOR YOUR INFORMATION 0 MAIL 0 COURIE+ PLEASE REPL~ OTHER 0 COMMENTS: .......... ............................. .............................................................................................................................................. ... ........ ... ... ..... ........ ........ ..... .... ....... ........ .. ....... ........ ..... ...................................................................................... ..................... ... .......... ...... ..... .... ..... .... ......... ....................... 6% f ........ ..... ..... ........ 4.. COhCW ..., .......................... Ph Yo-,".. .................................................... k& * pr e Few;/$. fim~s f- d ypriib W, phw ch4 e. BY: .............. .... ..................... cc: 17310 REDHILL AVENUE SUITE 320 IRVINE CALIFORNIA 92614 714/756-7373 Fax 714/757-4333 (WHITE - Recipient YELLOW - File Copy) .. APPLICANT: RICHMOND AMERICAN HOMES OF CALIFORNIA. INC. LOT 40 OF CITY OF CARLSBAD TRACT NO. 90-30, AVIARA PLANNING AREA 30 UNIT 2. IN THE CITY OF CARLSBAD COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO, 13370. RECORDED NOVEMBER COUNTY RECORDER OF SAN DIEGO COUNTY. 08, 1996 AS FILE NO. 1996-566545 IN THE OFFICE OF THE CURRENT ADDRESSES: LOT 40 - 1024 BEWICKS COURT PREPARED B Y: SOUTHWEST CIVIL ENGINEERING SHEET 1 OF 2 RCE 54277 - EXP 12/31/99 CURRENT ASSESSOR’S PARCEL NUMBERS: LOT 40 : 215-800-07 OCEANSIK WSTA WCINITY MAP LEGEND: RETAINING WALL PREPARED B .. h e 3 2 z : z1 B C TRACT NO. 90-30 i UNIT 2 c ? LOT 40 < SHEET 2 OF 2 C 3 .. Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst May 9,1997 Richmond American Home 17310 Red Hill Avenue, Suite 320 Irvine, California 92714 Project No. 0282-002-01 Document No. 7-0285 Attention: Mr. Me1 Mercado SUBJECT: RETAINING WALL RECOMMENDATIONS Islamar Lot 40 Aviara PA 30 Carlsbad, California REFERENCES: Geotechnics Incorporated, August 6, 7996, As-Graded Geotechnical Report, Aviara Planning Area 30, Carlsbad, California, Project No. 0073- 006-00, DOC. #6-0496 Dear Mr. Mercado: In response to your request, we have prepared this letter of recommendations for design and construction of a retaining wall in Lot 40 of Islamar. The retaining wall is proposed for the rear or easterly portion of the lot. The wall will be located just below the existing top of slope. Based on a review of the referenced report, the wall will be underlain by compacted fill. The maximum height of the walls will be 5 feet. Recommendations The following recommendations assume that the wall will be founded in compacted fill. A representative of Geotechnics Incorporated should review the foundation excavations to see that the soil conditions are as anticipated. Earth-Retainina Structures For cantilever retaining walls, where the backfill is level or nearly level, an active earth pressure approximated by an equivalent fluid pressure of 35 lbs/ft3 may be used. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 55 Ibs/W should be used, based on at-rest soil conditions with level backfill. The above pressures do not consider any surcharge loads or hydrostatic pressures. If these are applicable, they will increase the lateral pressures on the wall and we should be, contacted for additional recommendations. Walls should contain an adequate subdrain to reduce hydrostatic forces. Typical wall drain detains are given in the Retaining Wall Drain Detail, Figure 1. 9951 Business Park Ave., Ste. B San Diego California 92131 Phone (619) 536-1000 Fax (619) 536-8311 .- Richmond American Mav 9. 1997 Project No. 0283-002-01 Document No. 7-0285 Backfilling retaining walls with expansive soils can increase lateral pressures well beyond normal active or at-rest pressures. We recommend that retaining walls be backfilled with soil having an Expansive Index of 20 or less. The backfill area should include the zone defined by a 1:l sloping plane, back from the base of the wall. Retaining wall backfill should be compacted to at least 90% relative compaction, based on ASTM 01557-91. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. Slope Setback The foundations for the proposed structures should be setback from the slope a minimum horizontal distance of 8 feet. The setback should be measured horizontally from the outside bottom edge of the footing to the slope face. The horizontal setback can be reduced by deepening the foundation in order to achieve the required setback distance projected from the footing bottom to the face of the slope. We trust the information provided in this letter meets your current needs. If you have any questions please call. Very truly yours, GEOTECHNICS INCORPORATED Thomas B. Canady, P.E. 50057 Senior Engineer TBC/46 Distribution: (2) Addressee Attachment: Figure 1, Retaining Wall Drain Details Geotechnics Incorporated DAMP-PROOFING OR WATER-PROOFING AS REQUIRED 12 INCHES OF SOIL COVER ..... CONSTRUCTION SLOPE MINUS 314-INCH CRUSHED ROCK ENVELOPED IN FILTER FABRIC (MIFAFI 140NL, SUPAC 4NP, OR APPROVED SIMILAR) &INCH DIAM. ABS OR PVC PERFORATED PIPE TO AVOID UNDERMINING FOOTING, DRAIN EXCAVATION SHOULD NOT EXTEND BELOW THIS PLANE NOTES 1) 2) 3) Subdrain perforated pipe should have a fall of at least 1.5%. Perforated pipe should outlet to a solid pipe carrying the drainage to a free gravity outfall. Slope of outlet pipe should be at least 1 %. Filter fabric should be overlapped at least 6-inches. Drain installation should be observed by the geotechnical consultant prior to backfilling. RETAINING WALL DRAIN DETAIL Lot 40 of lslamar Aviara PA 30 Geotechnics -1 n c o rp or at e d - Project No . 0282-002-01 Document No. 7-0285 FIGURE 1 May 19, 1997 Richmond-American Homes 17310 Red Hill Avenue, Suite 320 Irvine, California 92714 Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0282-002-01 DOC. #7-0304 Attention: Mr. Me1 Mercado SUBJECT: Reference: Gentlemen: RETAINING WALL FOUNDATION PIAN REVIEW Aviara PA 30, lslamar Lot 40 Carlsbad, California Geotechnics Incorporated, May 9, 1997, Retaining Wall Recommendations, lslamar Lot 40, Aviara PA 30, Carisbad, California, Project No. 0282-002-01, Doc. #7-0285. Geotechnics Incorporated, August 6, 1996, As-Graded Geotechnical Reporf, A viara Planning Area 30, Carisbad, California, Project No. 0073-006-00, Doc. #6-0496 €SI FME Inc. May 19, 1997, Foundation Details, Retaining Wall, Isla Mar Lot 40, J:\FILES\7400\7400DFX This letter confirms that we have reviewed the geotechnical aspects of the drawings for the retaining walls referenced above. The retaining wall drawings reviewed consisted of pages 16 and 19 of the ESVFME structural details which were transmitted to us by facsimile. It is our opinion that these foundation plans adequately incorporate the recommendations provided in the referenced geotechnical reports. We appreciate this opportunity to be of continued service. Please feel free to contact the office with any questions or comments. GEOTECHNICS INCORPORATED 79-D- c-Y Thomas B. Canady, P.E. 50057 Senior Engineer WLV/TBC/wlv Distribution: (4) Addressee 9951 Business Park Ave., Ste. B San Diego California 92131 Phone (619) 536-1000 Fax (619) 536-8311 ESI/FME MAY I 9 1997 Shipped : . I N C. STRUCTURAL ENGINEERS I PROJECT : Structural calculations on " ISLA MAR " site retaining walls to be built in Carlsbad, California for RICHMOND AMERICAN Site Retaining Walls 1994 Uniform Building Code Date : April 23 , 1997 Revisions : Client : R1 CH M ON D AMERICAN Client Job No. Job No. 7400-1 8 1921 EAST CARNEGE AVENE, ST. 3J, SANTA ANA, CALIFORNIA 92705-0055 Ph: (714) 261-1811 F~x (714) 261-8506 .- .. ESI/FME, Inc. STRUCTURAL ENGINEERS SINCE 1974 04/23/97 7400-1 8 ROOF : Wd.Shake Rock Tile FLOOR : Slope 1432 4 3:12 2 4:12 141151 w/o Conc. w/ Conc. Elmm Live Load Roof'g Mt'l Built - Up Sheathin# Roof Ra ers Ceilin Joist Orywt!I Miscellaneous Total 0.L Total LOAD 16.0 psf 20.0 psf -- 4.0 6.0 1.5 1.5 1.5 1.5 1.5 1.5 2.5 2.5 1 .o 1 .o -- - 12.0 psf 14.0 psf 28.0 psf 34.0 psf 16.0 psf 10.0 1.5 1.5 1.5 2.5 1 .o -- 18.0 psf 34.0 psf Live Load 40.0 psf 40.0 psf D.L. of F.F. 5.0 15.0 Sheath in9 1.5 1.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total D.L. 12.0 psf 22.0 psf Total Load 52.0 psf 62.0 psf LOAD CONDITIONS : Elnil STANDARD SPECIFICATIONS FOR STRUCTURAL CALCU IATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. c 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to ESI/FME, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended . -. 5. Copyright 0 - 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of E S I / F M E, Inc. PROJECT DESCRIPTION: I' ISLA MAR " Site Retaining Walls Carlsbad, California for RICHMOND AMERICAN PROJECT ENGINEER: F.M. CALCS By: D.A. DATE: 04/23/9/ ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/l FOUND. Rev.: DATE: PIAN CHECK: DATE: REVISIONS: @ SHTS: \j tt 3 8 DATE: 4-a3-?7 Init.: @.A @ SHTS: \, 1, \ - %\ DATE: 5-r% 9- Init.: ~3 A . @ SHTS: DATE: Init.: DATE: Init.: DATE: @ SHTS: Init.: DATE: Init.: DATE: 0 SHTS: Init.: E S I / F M E, Inc - Sfmcfurd Engim (This signature is to be a wet signature, not a copy.) APPROVED BY: @ SHTS: 6 SHTS: DATE: .. I SEE SOIL REPORT FOR BACKFILL MATER1 AL. \ 'I c ESIEME mc. STRUCTURAL ENGINEERS & CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA, CA 92705 PH: (714)261-1811 FAX: (714)261-8506 (7 Title : AVAIRA Description.. . . Job# : 7400 Dsgnr: DA Date: APR 11.1997 10'4" REATIN WALL T/U CANTILEVERED RETAINING WALL DESIGN Page 1 of2 - GENERAL I SOILDATA P I I Retained Height - i0.50 n Allow Soil Bearing - - 2.500.0pSf Height of Soil over Toe 6.00 in Active Soil Pressure - Toe Side - - 35.0pcf 200.0pcf Soil Density = 110.00pcf Water table height over heel - Toe Width - - 1.ooft Friction Factor @ Footing C Soil 0.300 Total Footing Width - - Wall height above retained soil Slope Behind Wall 0.00 : 1 Active Soil Pressure - Heel Side - - 35.0psf 0.00 tt Equivalent Fluid Pressure Method - - Passive Pressure 0.OA - FOOTING DATA I SLIDINGDATA Heel Width - - 4.50 ... neglect ht. for passive O.00in Footing Thickness 1 5.50 12.00 in - Lateral Sliding Force = 2.275 .O Ibs less Passive Pressure Force - -- 1.600.01bs - -- 1.981.11bs less Friction Force 0.Olbs - - 1 i KEY DATA - 4.50 ft Added Restraint Force Required - - Distance from Toe - Width - Depth - I FOOTING DESIGN RESULTS I 12.00 in 30.00 in - - f'c Minimum As % Rebar Cover @ Top Rebar Cover Bottom FY = 2.500 psi = 60,OOOp~i = 0.0018 3.00 in 3.00 in - - - - Upward Soil Pr&ure Under Heel Omitted ACI Factored Soil Pressure - - 3,181 88 psf Mu' : From Downward Loads - - 144 11,190 ft4 TOe Heel Mu' : From Upward Loads - - 1,497 4,559 ft# Mu: Used For Design Actual One-way Shear Minimum Footiug Rebar Options...... Heel Side.. .. # 4 @ 13.25 in # 5 @ 20.50 in # 6 @ 29.00 in # 7 @ 39.25 in # 8 @ 48.25 in #9@48.25in # 10 6 18.25 in Toe Side.. .... Not req'd Mu < S*Fr 6'632 *-# Key Reinforcement: - - 1,353 8.04 25.90 psi - - - Not Req'd = Mu<S*Fr Ailowable One-way Shear - - 85.00 85.00 &i DESIGN SUMMARY Total Bearing Load - 6,605 Ibs Summary of Stem Section Designs.. . . si] Pressure Toe = 2,337 = 2,500 psf 2nd: 12 in Mas, #6@ 8.00 in@Edge, From 5.5 ft to 2.0 ft Soil Pressure (3 Heel = 65 = 2.500 Pf 3rd: 12 in Conc. #6@ 8.00 in@Edge, From 2.0 ft to 0.0 ft ACI Factored Press Toe - 3,181 psf Footing Shear @ Toe - - 8.0 e= 85.0 psi Footing Shear @I Heel = 25.9 < = 85.0 psi WALL STABILITY RATIOS I 10.41 in Top: 8 in Mas. #5@16.00 in@Edge, From 10.5 ft to 5.5 ft - ... resultant ecc. 88 psf - - ACI Factored Press (r? Heel 2.40 1.57 - Overturning Stability Ratio - Sliding Ratio Ratio - - RetainPro V4.Oa (c) 1989-Y6 ENERCALC c .ESI/FME ,INC. STRUCTURAL ENGINEERS & CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA , CA 92705 PH: (714)261-1811 FAX: (714)261-8506 t0 Title : AVAIRA Description.. . . Job# : 7400 Dsgnr: DA Date: AF'R 11,1997 10'-6" REATIN WALL TN +--- CANTILEVERED RETAINING WALL DESIGN Page 2 of 2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS 1 ..... OVERTURNING.. . . . . . . . .RESISTING.. . . . Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Ad&d Lateral Load Load @ Stem Above Soil TOTALS Force Distance Moment Ibs ft ft# 2.314.4 3.83 8.871.8 - - Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Used To Resist Overturning 0.T.M = 8,852.1 Force Distance Moment Ibs ft A# 4.042.5 3.75 15.159.4 0.00 55.0 0.50 27.5 1,621.0 183.3 1.83 336.1 825 .O 2.75 2.268.7 375.0 5.00 1,875.0 1,124.0 1 :44 6.604.8 R.M. = 21,287.7 Resisting/Overturning Ratio 2.40 STEM CONSTRUCTION & DESIGN I Top Stem 2nd Stem 3rd Stem Stem OK Stem OK Stem OK Wall Material Above "Ht" Masonry Masonry Concrete Thickness 8.00in 12.00 in 12.00 in Rebar Size #5 #6 #6 Rebar Spacing 16.00in 8.00 in 8.00 in Rebar Placed at Edge Edge Edge Design Data tbfFB + fa/Fa 0.689 0.979 0.431 Total Force @ Section 437.5 Ibs 1,264.4 Ibs 3,272.5 Ibs Moment.. . .Actual 729.2 ft4 3,582.4 A# 11.478.5 e-# Moment.. . . .Allowable 1.058.0ft-# 3,659.9 ft# 26.658.7 ft-# Shear.. . . .Actual 7.81 Ibs 13.57 psi 28.33 psi Shear ..... Allowable 19.36psi 19.36 psi 93.11 psi Bar Embed ABOVE Ht. 30.00in 23.62 in 12.00 in Bar Embed BELOW Ht. 30.00in 12.00 in 6.00 in Wall Weight 78.0psf 124.0 psf 150.0 psf Rebar Depth 'd' 5.25 in 9.00 in 9.63 in f'm 1.500psi 1.500 psi Fs - - 24,OOOpsi 24.000 psi Solid Grouting Yes Yes Modular Ratio 'n' 25.78 25.78 Equiv. Solid Thick. 7.60in 11.60 in f'C 3,000 psi FY 60,OOO psi Design at this height above ftg 5 SO ft 2.00 ft 0.00 ft Masonry Data -. Special Inspection - No No Short Term Factor 1.OOO 1 .Ooo - Concrete Data RetainPro Vl.Oa (c) 1989-96 ENERCAL(' .- ,/- 5iEE 50IL REPORT FOR BACKFILL MATERIAL. ' .ESIFME .MC. STRUCTURAL ENGINEERS & CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA , CA 92705 ,- rc-- PH: (714)261- 181 1 FAX: (714)261-8506 &7 Title : AV[ARA Description.. . . Job# :7400 Dsgnr: DA Date: APR 22.1997 8'-6" RETAINING WALL T/U CANTILEVERED RETAINING WALL DESIGN Page I of 2 GENERAL SOIL DATA Retained Height - 8.50 ft Allow Soil Bearing - - 2.500.0psf Wall height above retained soil I I - 0.00 f? Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1 Active Soil Pressure - Heel Side - - 35.0psf Height of Soil over Toe 6.00 in Active Soil Pressure - Toe Side - - - 200.0pcf Soil Density = 110.00pcf Water table height over heel = Toe Width - - 1.00 ft Friction Factor @ Footing & Soil 0.300 Total Footing Width - 35.0pcf 0.on - Passive Pressure ~ FOOTING DATA SLIDING DATA I 17 1 Heel Width - - 3.00 ... neglect ht. for passive O.OOin Footing Thickness - 1 540.0 Ibs 1 KEY DATA less Friction Force - -- 1.149.7 Ibs 0.Olbs 4.00 12.00 in - Lateral Sliding Force - - - less Passive Pressure Force = - 1,225.01bs I b - 3.00 A Added Restraint Force Required - - Distance from Toe - Width - 12.00 in 24.00 in - - Depth - [ FOOTING DESIGN RESULTS I f'C FY Minimum As %, Rebar Cover @ Top Rebar Cover @ Bottom ACI Factored Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One-way Shear 2,500 psi 60,OOO psi 0.0018 3.00 in 3.00 in TO49 2.958 2,032 224 1,808 21.99 ~ Minimum Footing Rebar Options ...... Heel Side. ... # 4 @ 13.25 in # 5 @ 20.50 in # 6 @ 29.00 in # 7 @ 39.25 in 0 psf #8@48.25in # 9 @ 48.25 in 0 A4 3,845 ft# # 10 @ 48.25 in 31845 ft-# Key Reinforcement: Not Req'd = Mu<S*Fr 29.78 psi Toe Side.. .... Not req'd Mu < S*Fr Heel Allowable One-way Shear - - 85.00 85.00 pSi 1DESIGN SUMMARY Total Bearing Load - 1 3,832 Ibs Summary of Stem Section Designs.. . . - ... resultant ecc. - 10.18 in Top: 8 in Mas, #5@16.00 in@Edge. From 8.5 fl to 3.5 t't Soil pressure ($ Toe = 2,219 < = 2,500 psf 2nd: 12 in Mas. #6@ 8.00 in@Edge. From 3.5 ft to 0.0 ft Soil Pressure @ Heel = 0 <= 2.500psf ACI Factored Press (ij Toe - - 2,958 psf Footing Shear @ Toe = 22.0 < = 85.0 psi Footing Shear @ Heel = 29.8 < = 85.0 psi WALL STABILI?"Y RATIOS - 0 Pf - - ACI Factored Press (ii) Heel 1.89 1.54 - Overturning Stability Ratio - Sliding Ratio Ratio - - Retainpro V4.h (c) 1989-96 ENERCALL' 21 Title : AVLQRA Description.. . . Job# : 7400 Dsgnr: DA Date: APR 32.1997 8'4" RETAINING WALL T/W 'J , -ESI/FME JNC. STRUCTURAL ENGINEERS I& CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA, CA 92705 - ,- PH: (714)261-1811 FAX: (714)261-8506 CANTILEVERED RE3M"G WALL DESIGN Pug.? 2 of 2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Force Distance Moment Force Distance Moment Item Ibs fi A# Ibs A ft# Heel Active Pressure - - 1,579.4 3.17 5,001.4 Soil Over Heel 1.870.0 3.00 5,610.0 Sloped Soil Over Heel a Surcharge Over Heel - Adjacent Footing Load - - - 0.00 - - Axial Dead Load on Stem Toe Active Pressure - - -39.4 0.50 -19.7 Soil Over Toe 55.0 0.50 27.5 Surcharge Over Toe - 1.171.0 Stem Weight@) - - 824.0 1.42 Earth @ Stem Transitions - 183.3 1.83 336.1 Footing Weight - - 600.0 2.00 1,200.0 Key Weight - - 300.0 3 SO 1.050.0 Vert. Component - Added Lateral Load - Load @ Stem Above Soil - - - - - TOTALS = 1,540.0 0.T.M = 4,981.7 3,832.3 R.M. = 9.394.6 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Reskting/OvertUrning Ratio 1.89 Heel Surcharge Not Used To Resist Overturning I STEM CONSTRUCITON & DESIGN 1 I Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg 3.50ft 0.00 A Wall Material Above "Ht" Masonry Masonry Thickness 8.00in 12.00 in Rebar Size #5 #6 Rebar Spacing 16.00in 8.00 in Rebar Placed at Edge Edge Design Data tb/FB + fa/Fa 0.689 0.979 Moment.. . .Actual 729.2ft4 3,581.7 ft-# Moment.. . ..Allowable 1.058.0ft4 3,659.9 ft# Shear ..... Actual 7.81 Ibs 13.53 psi Shear.. . . .Allowable 19.36psi 19.36 psi Bar Embed ABOVE Ht. 30.00in 23.62 in Bar Embed BELOW Ht. 30.00in 6.00 in Wall Weight 78 .O psf 124.0 psf Rebar Depth 'd' 5.25 in 9.00 in f ' m 1,500psi 1,500 psi Fs - - 21.000 psi 24,000 psi Solid Grouting Yes Yes Modular Ratio 'n' 25.78 25.78 Equiv. Solid Thick. 7.60in 11.60 in f'C Total Force @ Section 437.5 Ibs 1.260.0 Ibs Masonry Data - Special Inspection - No NO Short Term Factor 1.OOO 1 .Oo - Concrete Data FY (c) 1989-96 ENERCALC Retainpro V4.oa ESI/FME I N C. STRUCTURAL ENGINEERS I PROJECT : Structural calculations on 'I ISLA MAR " site retaining walls to be built in Carlsbad, California for RICHMOND AMERICAN Site Retaining Walls 1994 Uniform Building Code Date : April 23 , 1997 Revisions : I Shipped : Client : RICHMOND AMERl CAN Client Job No. Job No. 7400-1 8 1921 EAST CARNEGE AVENE, ST. N, SANTA AM, CAUFORNIA 92705-0055 Ph: (714) 261-1811 Fa (714) 261-8506 t- ESI/FME, Inc. STRUCTURAL ENGINEERS SINCE 1974 LOAD CONDITIONS : ROOF : Wd.Shake Rock Tile FLOOR : Slope L 4:12 5 312 L 4:12 14j w/o Conc. (lim131 Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40.0 psf Roof'g Mt'I 4.0 -- 10.0 D.L of F.F. 5.0 Built- Up -- 6.0 -- Sheathing 1.5 1.5 1.5 1.5 Floor Joists 3.0 2.5 - Roof Ra ers 1.5 1.5 1.5 Drywall Ceilin Joist Miscellaneous 1 .O TotaJ D.L 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS : 1.5 1.5 1.5 Total D.L 12.0 psf Sheathink! Dryw 3 1 2.5 2.5 2.5 1 .o 1 .o Total Load 52.0 psf sheet 2 D& 04/23/97 7400-18 I JN. El w/ Conc. 40.0 psf 15.0 1.5 3.0 2.5 22.0 psf 62.0 psf Total LOAD 28.0psf 34.Opsf 34.Opsf [-I 1-1 [I STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. rc- 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non - structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to ESI/FME, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. _- 5. Copyright 0 - 1994 by E S I / F M E, Inc. Structural Engineers. Ail rights reserved. This material may not be reproduced in whole or part without written permission of E S I / F M E, Inc. PROJECT DESCRIPTION: '' lSlA MAR " Site Retaining Walls Carlsbad, California for RICHMOND AMERICAN REVISIONS: SHTS: \> ti 48 DATE: 4-23-97 Init.: @.A Init.: o A Init.: Init.: Init.: SHTS: \I 2, \ - 'L\ DATE: 5-m-q 1 SHTS: DATE: SHTS: DATE: SHTS: DATE: SHTS: DATE: Init.: Init.: @ SHTS: DATE: E S I 1 F M E, Inc - Structural Engineem (This signature is to be a wet signaturn, not a copy.) APPROVED BY: DATE: 5EE SOIL REfORT FOR B ACKF I LL MATER1 A1 - L66F 2E :9S :PF 6F AeW UOW jXOOOPL\OOPL\S3lIJ\ :f' . ~ES~IFME ,wc. STRUCTURAL ENGINEERS & CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA . CA 92705 I PH: (714)261-1811 FAX: (714)261-8506 (7 Title : AVAIRA Job # : 7400.. Dsgnr: DA Date: APR 31.1997 Description.. . . 10'4" REATIN WALL T/U /- CANTILEVERED RETAINING WALL DESIGN Page I of 2 i GENERAL SOIL DATA 1 l Retained Height - - 10.50 t't Allow Soil Bearing - - 2.500.0psf Wall height above retained soil Slope Behind Wall 0.00 : 1 Active Soil Pressure - Heel Side - - 35.0psf 35.0pcf 0.Oft 0.00 ff Equivalent Fluid Pressure Method - Height of Soil over Toe 6.00 in Active Soil Pressure - Toe Side - Soil Density = 110.00pcf Water table height over heel - Toe Width - - 1.00 ft Friction Factor @ Footing & Soil 0.300 Total Footing Width - 200.0pcf - Passive Pressure - - ~ FOOTING DATA I 1 SLIDINGDATA 1 I Heel Width - - 4.50 ... neglect ht. for passive O.00in - 2.275 .O Ibs = 12.00 in Lateral Sliding Force - -- 1.600.01bs Footing Thickness [KEY DATA less Friction Force =- 1,981.41bs O.Olbs 5.50 - less Passive Pressure Force I - 4.50 ft Added Restraint Force Required - - Distance from Toe - 12.00 in Width - Depth = 30.00 in - 1 FOOTING DESIGN RESULTS I rC FY Minimum As ?& Rebar Cover @I Top Rebar Cover 6) Bottom = 2,500 psi = 60,OOOpsi = 0.0018 = 3.00 in = 3.00 in Upward Soil Pr&ure Under Heel Omitted ACI Factored Soil Pressure - 3,181 88 psf Mu' : From Downward Loads - - 144 11,190 ft-# TOe Heel Mu' : From Upward Loads - - 1,497 4.559 ff-# Mu: Used For Design Actual One-way Shear Minimum Footing Rebar Options...... Tae Side...... Heel Side.... Not req'd Mu < S*Fr # 4 @ 13.25 in # 5 @ 20.50 in # 6 @ 29.00 in # 7 @ 39.25 in # 8 @ 48.25 in # 9 @ 48.25 in # 10 @ 48.25 in 67632 *-# Key Reinfowemeat: 1,353 - - 8.04 25.90 psi - - - Not Req'd = Mu<S*Fr Allowable One-way Shear = 85.00 85.00 & 4DESIGN SUMMARY I 6.605 Ibs Summary of Stem Section Designs.. . . - Total Bearing Load - ... resultant ecc. - 10.41 in Top: 8 in Mas. #5@16.00 in@Edge, From 10.5 ff to 5.5 ft soil Pressure Q Toe = 2,337 = 2,500 psf 2nd: 12 in Mas. #6@ 8.00 in@Edge. From 5.5 ft to 2.0 ft Soil Pressure @ Heel = 65 < = 2,500 Pf 3rd: 12 in Conc, #6@ 8.00 in@Edge, From 2.0 ft to 0.0 ft ACI Factored Press @ Toe - 3,181 psf 88 psf ACI Factored Press @ Heel Footing Shear @ Toe - - 8.0 < = 85.0 psi Footing Shear @I Heel = 25.9 < = 85.0 psi WALL STABILITY RATIOS - - - 2.40 1.57 - Overturning Stability Ratio - Sliding Ratio Ratio - - -- RetainPro V4.h (c) 1989-96 ENERCALC ' 'ESIFME ,INC. STRUCTURAL ENGINEERS & CONSULTANTS 1921 E. CARNEGiE AVE. # 3K SANTA ANA , CA 92705 PH: (714)261-1811 FAX: (714)261-8506 F \0 Title :AV- Job# : 7400. Dsgnr: DA Date: APR 11.1997 Dexnption.. . . 10'-6" REA" WALL T/U CANTILEVERED RETAIMNG WALL DESIGN Page 2 o/ 2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS c . . . . .OVERTURNING.. . . . Item Ibs ft ft-# Ibs ft ft -# Heel Active Pressure = 2,314.4 3.83 8.871.8 Soil Over Heel 4.042.5 3.75 15,159.4 . . . . .RESISTING.. . . . Force Distance Moment Force Distance Moment - Sloped Soil Over Heel - Surcharge Over Heel - Adjacent Footing Load - Axial Dead Load on Stem Toe Active Pressure - - -39.4 0.50 -19.7 Soil Over Toe 55.0 0.50 27.5 Stem Weight(s) - - 1,124.0 1.44 1.621.0 Earth @ Stem Transitions - 183.3 1.83 336.1 Footing Weight - - 825.0 2.75 2.28.7 Key Weight - - 375.0 5.00 1.875.0 Vert. Component - Added Lateral Load = Load @ Stem Above Soil - - 0.00 - - Surcharge Over Toe = - - TOTALS = 2.275.0 0.T.M = 8,852.1 6,604.8 R.M. = 21.287.7 Vertical component of active pressure used for soil pressure Heel Surcharge Used To Resist Overturning Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio 2.40 1 SlXM CONSTRUCI'ION & DESIGN I I Top Stem 2nd Stem 3rd Stem Stem OK Stem OK Stem OK Wall Material Above "Ht" Masonry Masonry Concrete Thickness 8.00in 12.00 in 12.00 in Rebar Size #5 #6 #6 Rebar Spacing 16.00in 8.00 in 8.00 in Design at this height above ftg 5.50ft 2.00 fi 0.00 fi Rebar Placed at Edge Edge Edse Design Data tbFB + fa/Fa 0.689 0.979 0.431 Total Force @ Section 437.5Ibs 1.264.4 Ibs 3,272.5 lbs Moment.. ..Actual 729.2fi4 3,582.4 ft-# 11.478.5 ft-# Moment.. ... Allowable 1,058.0fi4 3,659.9 ft-# 26.658.7 ft-# 28.33 psi Shear ..... Actual 7.81 Ibs 13.57 psi Shear ..... Allowable 19.36psi 19.36 psi 93.11 psi Bar Embed ABOVE Ht. 30.00in 23.62 in 12.00 in Bar Embed BELOW HI. 30.00in 12.00 in 6.00 in Rebar Depth 'd' 5.25in 9.00 in 9.63 in f'm 1.500psi 1.500 psi 24,000psi 24,000 psi Fs - Solid Grouting Yes Yes Special Inspection =: No No - Modular Ratio 'n' 25.78 25.78 Wall Weight 78.0psf 124.0 psf 150.0 psf Masonry Data - Short Term Factor 1.0o0 1.OOO Equiv. Solid Thick. 7.60in 11.60 in f'C 3,000 psi FY 60,OOO psi Concrete Data RetainPro Vl.Oa (c) 1989-96 ENERCALC' I4 5EE SOIL REPORT FOR BACKFILL MATERIAL. 24 Title : AVIARA Job# : 7400.. Dsgnr: DA Date: APR 22.1997 Description.. . . 8'4" RETAINING WALL T/U -. *ESI/FME .MC. STRUCTURAL ENGINEERS & CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA, CA 92705 PH: (714)261-1811 FAX: (714)261-8506 rc. CANTILEVERED RETAINING WALL DESXGN Page I of 2 GENERAL SOIL DATA Retamed Height - 8.50 ft Allow Soil Beanng - - 2.500.0psf I J - Wall height above retained soil Slope Behind Wall 0.00 : 1 Active Soil Pressure - Heel Si& - - 35.0psf Height of Soil over Toe 6.00 in Active Soil Pressure - Toe Side 3 35.0pcf 0.00 ft Equivalent Fluid Pressure Method - - 200.0pcf Passive Pressure 0.OA - Soil Density = 110.00pcf Water table height over heel - ~ FOOTING DATA 1 I SLIDING DATA - 1 Toe Width - - 1.00 R Friction Factor @ Footing & Soil 0.300 Heel Width - - 3.00 ... neglect ht. for passive O.00in Total Foolinn Width =! 4.00 -- Footing Thickness 12.00 in - - Lateral Sliding Force less Passive Pressure Force 1,540.0 Ibs =- 1.225.01bs - - .~ .. 1 KEY DATA less Friction Force -- - 1.149.7 Ibs 0.0 Ibs - Distance from Toe - 3.00 ft Added Restraint Force Required - - 12.00 in - Width - Depth = 24.00 in I FOOTlNG DESIGN RESULTS I f'c Minimum As ?&I Rebar Cover @ Top Rebar Cover 0 Bottom FY 2,500 psi = 60,OOOpsi = 0.0018 3.00 in 3.00 in - - - - - - Minimum Footing Rebar Options...... Heel Side.... Toe Side...... Not req'd #4@ 13.3 in Mu c S*Fr # 5 @ 20.50 in - # 6 @ 29.00 in # 7 @ 39.25 in # 8 @ 48.25 in #9 @ 48.25 in TOe Heel 0 psf 2.958 - ACI Factored Soil Pressure - Mu' : From Upward Loads - - 2.032 0 A4 Mu' : From Downward Loads - 224 3,845 A4 # lO@48.25 in Mu: Used For Design - Actual One-way Shear = 21.99 29.78 psi Allowable One-way Shear - 85.00 85.00 psi 37845 ft4 Key Reinforcement Not Req'd = Mu<S*Fr 1,808 - - IDESIGN SUMMARY I 3,832 Ibs Summary of Stem Section Designs.. . . - Total Bearing Load - ... resultant ecc. - 10.18 in Top: 8 in Mas, #5@16.00 in@Edge. From 8.5 A to 3.5 ft Soil Pressure @ Toe = 2,219 c = 2,500 psf 2nd: 12 in Mas. #6@ 8.00 in@Edge, From 3.5 ft to 0.0 ft Soil Pressure @ Heel = 0 <= 2,500psf ACI Factored Press @ Toe - - 2.958 psf Footing Shear @ Toe = 22.0 c = 85.0 psi Footing Shear @ Heel = 29.8 c = 85.0 psi WALL STABILITY RATIOS 0 psf - - ACI Factored Press (@ Heel 1.89 1.54 - Overturning Stability Ratio - Sliding Ratio Ratio - - - RetainPro V4.Oa (c) 1989-96 ENERCALC' r- .. ESIEME JNC. STRUCTURAL ENGiNEERS & CONSULTANTS 1921 E. CARNEGIE AVE. # 3K SANTA ANA , CA 92705 PH: (714)261-1811 FAX: (714)261-8506 2( Title : AVIARA Job# : 7400' Dsgnr: DA Date: APR 11.1997 Description .... 8'4" RETAINING WALL T/U CANTILEVERED RETAINING WALL DESIGN Page 2 of 2 SUMMARY OF OVERTURNING dk RESISTING FORCES Uz MOMENTS I ..... OVERTURNING ..... .... RESISTING.. . . . c item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS Force Distance Moment Force Distance Moment Ibs A 84 Ib6 ft ft4 1.579.4 3.17 5,001.4 1,870.0 3.00 5,610.0 0.00 -39.4 0.50 -19.7 55.0 0.50 27.5 824.0 1.42 1.171.0 183.3 1.83 336.1 600.0 2.00 1.200.0 1.050.0 300.0 3.50 1,540.0 0.T.M = 4,981.7 3,832.3 Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning Resbtias/overturning Ratio R.M. = 9.394.6 1 .89 ~ .STEM CONSTRUCTION & DESIGN 1 Top Stem 2nd Stem Stem OK Stem OK Design at this height above fig 3 .SO ft 0.00 ft Wall Material Above "Ht" Masonry Masonry Thickness 8.00in 12.00 in Rebar Size #5 #6 Rebat Spacing 16.00in 8.00 in Rebar Piaced at Edge Edge Design Data tbfFB + fa/Fa 0.689 0.979 Moment.. . .Actual 729.2ft4 3,581.7 A4 Moment.. . . .Allowable 1.058.0ft4 3,659.9 ft4 Shear ..... Actual 7.811bs 13.53 psi Shear.. . . .Allowable 19.36psi 19.36 psi Bar Embed ABOVE HI. 30.00in 23.62 in Bar Embed BELOW Ht. 30.00in 6.00 in Wall Weight 78.0psf 124.0 psf Rebar Depth 'd' 5.25in 9.00 in f ' m 1,500psi 1,500 psi Fs - - 24,OOOpsi 24,000 psi Solid Grouting Yes Yes Modular Ratio 'n' 25.78 25.78 Equiv. Solid Thick. 7.60in 11.60 in f'c Total Force @ !Section 437.5 Ibs 1.260.0 Ibs Masonry Data Special Inspection - No NO Short Term Factor 1.ooO 1.ooO - Concrete Data FY (c) 1989-96 ENERCALC RetainPro Vl.0a