Loading...
HomeMy WebLinkAbout2560 GATEWAY RD; RW; CB072382; Permit10-17-2007 >• City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB072382 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Area 2560 GATEWAY RD CBAD St RW RETAIN 0000000000 Lot # 53,903 00 Construction Type 0 NEW OCEAN COLLECTION- 220 SF RET WALL AROUND 3 SIDES OF ELECT TRANSFORMER Status Applied Entered By Plan Approved Issued Plan Check* Applicant HOWE, WEILER& ASS STE 202 5927 BALFOUR CT CARLSBAD 92008 760 929 2288 Owner PENDING 09/14/2007 LSM Inspect Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $5835 $000 $3793 $000 $1 00 $000 $000 $000 $000 $9728 Total Fees $97 28 Total Payments To Date $97 28 Balance Due $000 BUILDING PLANS IN STORAGE ATTACHED Inspector FINAL APPROVAL Date Clearance NOTICE Please lake NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLV to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service lees in connection with this project NOR DOES IT APPLY to any leus/exaclions ol which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired CH:y of Carlsbad 1635 Faraday Ave . Carlsbad, CA 92008 ,760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit ication Plan Check No. Est. Value *Tgr Plan Ck. Deposit Date 9 / JOB ADDRESS CT/PROJECT •7zr> DESCRIPTION OF WORK *o OF UMTS '* BEDROOMS *» BATHROOMS TENANT BUSINESS NAME "CONSTR TYPE OCC GROUP AIR CONDITIONING YES D NOJ5 CONTACT NAME (If Different Fom Applicant) ADDRESS .CITY PMONF EMAIL (Sec 70315 Business and Professions Code Any Cny 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 islicensed 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 a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) Workers' Compensation Declaration / herehy affirm under penalty of perjury one of the following declarations O I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued O I have and will maintain workers' compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insuranco Co._ Policy No Expiration Dale This section need nol he completed if the permit is for one hundred dollars (S100) or less n Certificate of Exemption I certify thai 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 WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code, interest and attorney s fees j£!l CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor s License Law for the following reason n I as ov* ,er of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If howevr' the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Conlractor s license Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) kensed pursuant to the Contractor s License Law) I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O Yes 171 No 2 I (have / have not) signed an application for a buiidng permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contrai tors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major wort (include name / address I phone <' contractors license number) 5 I will pro'-'irlc scnin of the worl* hut' have contracted (hired) tho folinwinn persins to prnvido thn wort ndiralort ('nrlndo name / address / phono •' tyoe of work) j£f PROPERTY OWNER SIGNATURE DATE ! Is the applicant or future building occupant required to submit a business plan acutely rta^mlous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act' D Yes (71 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 Cl Yes D No Is the facility to be constructed within 1 000 feel of the outer boundary of a school site9 D Yes D No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lenders 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 4 hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stories in height 180 days from the date of such permit or if the building or wort authorized bysuch permit is suspended or abandoned at any time after the wort is commenced for a penod of 180^ays (Section 106 4 4 Uniform Building Code) >£f APPLICANT'S SIGNATURE J7 *£S& "rs4tis£-, DATE City of Carlsbad Bldg Inspection Request For 04/21/2008 Permit* CB072382 Title OCEAN COLLECTION- 220 SF RET Description WALL AROUND 3 SIDES OF ELECT TRANSFORMER Inspector Assignment TP 2560 GATEWAY RD RW Lot 0 Type RETAIN Sub Type Job Address Suite Location APPLICANT HOWE, WEILER & ASS Owner Remarks OK TO FINAL' OR SEND EXP LETTER? Phone Inspector Total Time Requested By CHRISTINE Entered By CHRISTINE CD Description 69 Final Masonry Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 11/15/2007 66 Grout AP TP TRANS ENCL 11/13/2007 61 Footing 11/09/2007 61 Footing AP JM OK TO POUR CA RB @ 900 AM 11/08/2007 11/07/2007 11 Ftg/Foundation/Piers 61 Footing CA TP NR TP N/R 17942 Sky Park Circle, Ste J, Irvine, California 92614 Phone (949) 553-0370 Fax (949) 553-0371 www qannc com 10350 INSPECTION REPORT INSPECTOR CODE AIK.K JOB NUMBER DATE * JOB NAME Collection A-V &r«ASt-e BUILDING / OSHPD PERMIT # / DSA APP# CBOl X3 8 2_ DSA-FILE* ADDRESS ENGINEER GENERAL CONTRACTOR A-V, Inc. s-ton JURISDICTION of REQUIREMENTS: Limit of one job number' one permit number per sheet Identify all work by type and SPECIFIC location Non-compliant work must be specifically identified Communication (RFI, Sketch, etc ) voiding previous non-compliant items must be listed, record conversations and communications with project designers, building and permit granting authority officials HOURS REGULAR 1 5X 2X TIME IN TIME OUT MEAL PERIOD -a. "" | JJ-*;: 3o 2. ' 3 n Mileage.f~1 Expenses. | Reinforcement. I Fireproofmg Concrete Placement [_J Masonry \_\ Prestress Post Ten. Quality Control | | Administration | | Other .[~] Batch Plant. DESCRIPTION OFWORKINSPECtED frt*v^S \ ( M urvvp > ror>crerVe 8 2." F, A r> u <L«HK cA i r\o uels of HH»(\OA-<. per MIX USED DESIGN SLUMP ADMIXTURE DESIGN PSI CUBIC YARDS SPECIMENS V >l m/vx H500 Certification of Compliance I declare under penalty of perjury that all of the above statements are true, and that of my own personal knowledge the work during the period covered by this report has been performed and installed in compliance with the approved plans, specifications | | Additional Page (Page #) CM. (approving authority e g DSA OSHPD City ot LA etc ) and all applicable codes, except as noted below Exception(s) noted in report Yes (Initial at Yes / No as applicable) No . VJ All inspections based on minimum of 4 hours and over 4 hours - 8 hours minimum In addition, any inspection extending past noon will be an 8 hour minimum If inspector is called to a project and no work is performed, a 2 hour minimum charge will be applied £L Inspector's Name.A t -) "^ Approved/Authorized I ft (Project Superintendent) EsGil Corporation In Partnership with government for (Building Safety DATE 9/27/07 Q APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 07-2382 SET I PROJECT ADDRESS 2560 Gateway Road PROJECT NAME Retaining Walls The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI 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 I | The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person XI REMARKS 1 The added clouded note on sheet S1 1 shall be made on City I set (at building department) 2 ^r^(§jfe$ecial inspection program to the building official prior to issuance of the building pernit See attached form By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 9/18 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 City of Carlsbad O7-2382 9/2-7/O7 VALUATION AND PLAN CHECK FEE PLAN CHECK NO O7-2382 DATEE 9/27/07 JURISDICTION City of Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2560 Gateway Road BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION retaining walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrin Pprmit- FPP hu OrHina AREA (Sq Ft) 220 cb nrp ^ Valuation Multiplier 1774 By Ordinance Reg Mod VALUE ($) 3,903 3,903 $58 35 Plan Check Fee by Ordinance Type of Review HI] Repetitive Fee~~| Repeats Comments Complete Review D Other ,—| Hourly Structural Only Hour* Esgil Plan Review Fee $37 93 $3268 Sheet 1 of 1 macvalue doc City of Carlsbad 07-2382 9/27/07 City of Carlsba Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No O7-2382 Job Address or Legal Description 2560 Gateway Road Address ^Q £ . You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection dunng the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department pnor to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the icverse side of this sheet (over) 6926A9SbT<LI 01 WOdd EQ ST A003-0T-1D City of Carlsbad O7-3383 9/27/07 SPECIAL INSPECTION PROGRAM >--. - / >r& \ '- < , P -I '^ "l- &>UsiJtti^ Ofc-ADDRESS OR LEGAL DESCRIPTION, c /Ol^' U-Cfi- 1'-^-1 - P6l. '- ifo-y^U urs '7 '-' ^ PLAN CHECK NUMBER: ffi G"/OWNER'S NAME: - UL&u\.<-i < I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 <v Sined Jam k L l ^jL^y-^ / (J £ftftskJ UJ£ ^TN V I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at thfe site listed above. & Signature Hare Signed 1. List of work requiring special Inspection: 12f Soils Compliance Prior to Foundation Inspection D Hleld Structural Concrete Over 2500 PSI D High Strength Bolting Prestressed Concrete C Expansion/Epoxy.Anchoss Structural Masonry D Sprayed-On Fireproofing Designer Specified Q Other 2. Narne(s) of individual(s) or firm(s) responsible for the special inspections listed abovi A. <&uAJ~rrY AS^U^\AC,E iKs'pecriPNX^ 3. c. 3. Duties of the special inspectors for the work listed above: N =^ J C.<3>7IU/£fffllfrL~ Special inspectors shall check in with the City and present their credentials for approval fi'.^IlS beginning work on the job site 20-SI i003-0T-100 BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS /&(£ Q PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to compjy^with instructions in this report can result in susgftnslon of permit to build DENIAL Please see me^attached report of deficiencies marked with\^\ 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 ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME JOANNE JUCHNIEWICZ City of Carlsbad ADDRESS 1635 Faraday Avenue Carlsbad, CA 92008 ~ PHONE (760) 602-2775 1635 Faraday Avenue « Carlsbad CA 92008-7314 « (7GO) 602-2720 <• FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS *STV oNCV Q Q Q 3RD/ Q 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines 2 Show on s.te plan A Drainage Patterns B Existing & Proposed Slopes C Ex.st.ng Topography Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut D Easements E Retaining Wall and height) n Fill Import/Export (Grading Permit and Haul Route Permit may be required) Q Q 4 Project does not comply with the following Engineering Conditions of approval for Project No __ Conditions were complied with by Date Q MISCELLANEOUS PERMITS Q 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 \\LftSPALMAS\SYS\LIBRARY\ENGWVORD\DOCS\CHKLST\Retaining Wall Building Plancheck Cklst Form JJ doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE \o-oMr-o1 ADDRESS 25bO RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNE DATE /Q- ENGINEER DATE Ocean Collection at Bressi Ranch Lots 17-18 September 12, 2007 MI060018403 V £/EJtp HtdlfcUS I Miyamoto International, Inc Structural and Earthquake Engineers 1901 East Alton Avenue, Suite 160 Santa Ana, CA 92705 t 949 579 1170 f 949 579 1180 www miyamotomternational com © 2007 Miyamoto International, Inc , All rights reserved This report or any part thereof must not be reproduced in any form without the written permission of Miyamoto International, Inc miyamoto.Inh Oican Collection at DKSSI Riincn lots 17-18 lob Number MI0600KS4 03 Calc lir~ _Sheet No Date" 9/7/2067 Retaining Wall Design - 2001 California Building Code 3'-8" Max Retaining Wall vl 0 Wall Parameters Wall Data Height of Wall Segment 3 H3 = 0 00 feet Thickness of Wall Segment 3 L,3 = 7 625 in Weight of Wall Segment 3 yw3 = 84 psf Height of Wall Segment 2 H, = 0 00 feet Thickness of Wall Segment 21^= 7 625 in Weight of Wall Segment 2 yM = 84 psf Height of Wall Segment 1 H, = Thickness of Wall Segment 1 („, = Weight of Wall Segment 1 yw, = Foundation Data Length of Toe L, = Length of Heel Lh = Total Foundation Width= Thickness of Foundation tj = Depth of Key dk = Width of Key I, = Distance to Key U = Effective Soil Cover d, = Backfill Slope = Height of Slope above Wall H, = Soil Properties Unit Weight y = Allowable Bearing Pressure q, = Lateral Active Pressure Coeff K, = Lateral Passive Pressure Coeff Kp = Coef of Friction u = 3 67 feet - 7 625 in 84 psf 1 00 ft 232 ft 4000 ft 18 in 6 in 12 in 1 0 ft 24 00 in 10000 1 000 ft 125 pcf 2500 0 psf 036 200 025 (level backfill) 450 pcf 250 0 pcf Per Soils Report Goal Seek to find K, Per Soils Report - Goal Seek to find K0 Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.lob Oicaii ( ollccnon dl Urcssi Kanch__LoL-- 17-18---—~^- lob Number SheetNo "bate 9/7/2007" Retaining Wall Design - 2001 California Building Code vl 0 3 '-8 " Max Retaining Wall Loads Wind Forces (Wall Segment 3) Basic Wind Speed = Occupancy Category = Exposure = Wind Stagnation Pressure q, = 3/4 Reduction in q, for Fence = Height Exposure and Gust Coeff C, = Pressure Coefficient C, = Wind Importance Factor L, = Wind Pressure P = C.C,q,L = Wall Wind Load P^ = Earthquake Forces (Wall Segment 31 Seismic Zone = Soil Profile Type = Seismic Source Type = Closest Distance to Seismic Source Seismic Importance Factor lp = Seismic Zone Factor Z = Near Source Factor N, = Near Source Factor Nv = Seismic Coefficient C, = Seismic Coefficient C,, = Horizontal Force Factor ap = Horizontal Force Factor Rp = ha/h, = Seismic Pressure 70 mph (Miscellaneous Structure) 126psf 10 0 psf 1 06 12 1 00 12 72 psf 0 00 Ibs/ft 4 Sd B 11 km 1 00 04 1 00 10 0 440 0 640 10 30 00 1232 psf Minimum Force Fp = 0 7C0IPWP Maximum Force Fp = 4C,I0WP Wall Earthquake Load P,* = (Fp/1 4)H3 | EQ Loads Govern Soil Forces Lateral Force 25 87 psf <== governs 14784 psf 0 00 Ibs/ft P«3 = 0 00 Ibs/ft | Passive Force „ = 0 5y!(H1+H2+Hs+t,)2K,cosO = Depth of Soil to Ignore dnt, = Pp = 0 5y,(ds+t,+dk-dno)2Kp = Miscellaneous Soil Forces (Surchage. EQ. etcl Vertical Surcharge Load Pm = Length of Surcharge on Footing LTO = Miscellaneous Lateral Loads 601 Ibs/ft 12 in 1125 Ibs/ft 0 psf 0 ft Seg 1 2 3 4 5 6 M h(ft) 1 50 1 83 1 83 000 000 000 5 Pb (PSf) 7380 7380 7380 7380 7380 7380 p, (psf) 7380 7380 7380 7380 7380 7380 iscellaneous Lateral Load P,*, = Location from Base yM = P (Ibs/ft) 11070 13530 13530 000 000 000 381 y 075 242 425 517 517 517 Py 8303 32698 57503 000 000 000 985 381 IbS/ft 26 ft Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh Octan ( ollccnon at BTX\SI Ranch lol>.l7-IH TobNumlxr MI"6()OI84 (H~ CjTc B\ AM Sheet No "bate 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 3'-8" Max Retaining Wall Check Sliding Weight of Segments ,2 = 0 5y,H3Lh = W.3 = y,d,L, = Soil Wall «/„, = yw,H, = W^ = y»2H2 = W./J = y,»3H3 = Foundation W, = ycH(L,+t.+Lh) = key Wk = Ycdktk = Pm = 0 5ys(H,+H2+Hs+t,+dk)2K,sinO = 106467 Ibs/ft 003 25000 6250 30800 000 000 89063 7500 007 OOP 2651 IbS/ft Resisting Force = uIW + Pp = Driving Force = P^+P^+P,*, = Factor of Safety Against Sliding = 1788 Ibs /ft 982 IbS /ft 1 83 OK Cneck Overturning about Toe Applied Moment M, = P^f J/S + P.a(tr+H,+H2 +0 5H3) + P^y^, = Applied Moment M, = P,h(H,+H2+t,+Hs)/3 + P»3(tr+H,+H2 +0 5H3) Resisting Moments 2020 ft-lbsyft 2020 ft Ibs/ft not including Eq Soil Wall Found Key Segment WS1 w,2 W.3 w,,, W.,2 W.3 W, w, P=v Pmv Weight (Ibs/ft) 1064 67 003 25000 30800 000 000 000 7500 007 000 1698 Moment about Toe Arm (ft) 280 318 050 1 32 1 32 132 1 98 1 50 396 396 M, = Moment (ft-lbs/ft) 2977 75 011 12500 40585 000 000 000 11250 029 000 3621 Factor of Safety Against Overturning = Check Soil Bearing Beneath Foundation Vertical Load on Footing P = SW = Eccentricity about Toe e = (M,-MS)/P Eccentricity about Foundation Center e = Moment abt Fdtn Center M = Pe = q, = [vW/(L,+t,+U) + 6EM/(L,+tv,+Lh)2) OR [ 3ZW/2e] = qh = [IW/(L,+t,+U - eiM/fU+U+U)2] OR 0 = 1698 Ibs/ft 094 ft 104 ft 1758 ft-lbs/ft 1200 psf/ft 0 psf/ft L/6 =066 ft <\J2 OK Bressi - Retaining and Screen Wall__20070908_17-18 imiyamoto.Ion Oixan ( ollcotioii al Briisi Kanch I ols 17-KS lob Number Ml0600184 03 (\ik Bv AM Sheet No Date 9/7/2007" Retaining Wall Design - 2001 California Building Code vl 0 3'-8" Max Retaining Wall Design of Wall Reinforcement Material Properties Masonry Compressive Strength f m = Steel Yield Stress = Special Inspection ' Earthquake/Wind ' Modular Ratio = Design of Wall Segment 3 - Working Stress Design Try Longitudinal Reinforcement 1500 psi 60 ksi (y/n) 258 bars at inches o c Axial Loads Flexural Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r= 000 ==> F, = Moment M3 = (P,,3H3/2) = Effective Width b = mm(6t s) = Effective Depth d= t/2 = A.= j = 1-k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = Combined Stress Ratio 1JF. + yFb = Tensile Stress in Steel f, = Allowable Tensile Stress in Steel F, = Lap Splice ld = max(0 002dbf. 40db) = Design of Wall Segment 2 Working Stress Design Try Longitudinal Reinforcement 0 0 Ibs /ft 7 625 inches 0 00 psi 2 2 inches < 99 375 0 psi 0 0 ft-lbs /ft 24 in 381 in 0 20 in2 per 000219 0284 0905 00 psi 495 psi 000 < 0 psi 24000 psi 20 0 inches 24 in 1 00 OK Axial Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r= 000 F.= bars at 0 0 Ibs /ft 7 625 inches 0 00 psi 2 20 inches < 99 375 0 psi 16 inches o c Flexural Loads Pnh2 = 05 yH22K0cose = Miscellaneous Lateral Loads 0 Ibs Seg 4 5 6 h(ft) 000 000 000 0 Pb (PSf) 7380 7380 7380 Pi (PSf) 7380 7380 7380 P (Ibs/ft) 000 000 000 0 y 000 000 000 Py 000 000 000 0 Miscellaneous Lateral Load PM2 = Location from Segment 1 y^2 = M2 = P»3(H2+H3/2) +'/3PBh?H2+Prtl2yrt,2 = Effective Width b = mm(6t s) = Effective Depth d = A, = P = k = J = 1-W3 = Compressive Stress in Masonry fb = Allowable Comp Stress m Masonry Fb = Combined Stress Ratio VF. + VFb= Tensile Stress in Steel f, = Allowable Tensile Stress in Steel F, = Lap Splice ld = max(0 002dbf. 40db) = 0 Ibs/ft Oft 0 0 ft-lbs /ft 16 in 381 in 0 31 m2 per 15 m 0 00503 0396 0868 00 psi 495 psi 000 < 0 psi 24000 psi 25 0 inches 100 OK Bressi - Retaining and Screen Wall_20070908_17-18 imiyamoto.loh OLUII ( ollcction al 1 lob Number M10600184 03 i_Kanch_l_ol>, 17-IX Gil "|}\ " Sheet No "Date" 9/7/2007" Retaining Wall Design - 2001 California Building Code vl 0 3 '-8" Max Retaining Wall Design of Wall Reinforcement Design of Wall Segment 1 • Working Stress Design Try Longitudinal Reinforcement »5 Axial Loads Flexural Loads Miscellaneous Lateral Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h /r = 39 98 ==> F,= 302 5 Ibs bars at 308 0 Ibs /ft 7 625 inches 3 37 psi 2 20 inches < 99 344 4 psi inches o c Seg 1 2 3 4 5 6 h(ft) 1 50 1 83 1 83 000 000 000 5 P» (psf) 7380 7380 7380 7380 7380 7380 p, (psf) 7380 7380 7380 7380 7380 7380 P (Ibs/ft) 000 13530 13530 000 000 000 271 y 075 242 425 517 517 517 Py 000 32698 57503 000 000 000 902 Miscellaneous Lateral Load P^, = Location from Wall Base y^, = M, = P*3(H3/2+H2+H,) +1/3P,t,,H,+Prt,,yrt,, = Effective Width b = mm(6t s) = Effective Depth d = A5 = P =k = j= 1-k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fh = Combined Stress Ratio VF. + VFb = Tensile Stress in Steel f, = Allowable Tensile Stress in Steel F, = Lap Splice la = max(0 002d,,fs 40db) = 271 Ibs/ft 33 ft 1271 7 ft Ibs/ft 8 in 38125 in 031 m2 per 8 in 0 01006 0506 0831 4159 psi 495 psi 085 < 10463 psi 24000 psi 25 0 inches 1 00 OX Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh OtCjTi ( ollcclion at BKSSI Ranch I oli 17-18 Tob Number MI0600IS40.1 C.ik Bv AM Sheet No^ _ Date 9/7/2607" Retaining Wall Design - 2001 California Building Code vl 0 3 '-8 " Max Retaining Wall Design of Foundation Concrete Compressive Strength fc = Steel Yield Stress = Thickness of Foundation t, = Effective Depth of Reinforcement d = Soil Pressure at Toe q, = Soil Pressure at Heel qn = Soil Pressure below Wall Center q,, = Forces from Toe Shear Qa = Arm xs, = Factored Shear Vu = 1 7 Qs, = Shear Capacity ^.Vn = 0 85(2f ° 5bd) = Factored Moment Mu = 1 7 Q!txs, = AS reqd ~ Try bars at A, = 3000 psi 60 ksi 18 in 14 75 in 085 OSS 1200 psf 0 psf 800 psf 1318 Ibs/ft 070 ft 2240 Ibsrtt 16481 IbS/ft 1574 ft IbS/ft 0 03 inz/ft 0 03 mz/ft 24 inches o c 0 10 m2/ft o"r 2 84 m2/ft OK 0 59 m2/ft Forces from Heel w., w!2 PTO Pav Q.h Weight (Ibs/ft) 106467 003 000 007 105657 8 Arm (ft) 148 1 87 264 264 044 Moment (ft-lbs/ft) 157482 006 000 019 -464 08 1111 Factored Shear Vu = Shear Capacity «Vn = 0 85(2f c° 5bd) = Factored Moment Mu = Try #4 bars at A, 14 Ibs/ft 16481 IbS/ft 1889 ft IbS/ft 0 03 m2/ft 0 04 m2/ft 24 inches o c 0 10 m2/ft #K 2 84 m2/ft ov 0 59 m2/ft Bressi - Retaining and Screen Wall_20070908_l7-18 miyamoto.loh OLLan (ollevlioii jl Bre-,si Ranch l(Hsl7-lX I.ih Number MlOf>()0184 03 dik B\ AM SheetNp Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 S'-O" Max Retaining Wall wall Parameters Wall Data Height of Wall Segment 3 H3 = 0 00 feet Thickness of Wall Segment 31^,= 7 625 in Weight of Wall Segment 3 yw3 = 84 psf Height of Wall Segment 2 H2 = Thickness of Wall Segment 2 t^ = Weight of Wall Segment 2 •/„., = Height of Wall Segment 1 H, = Thickness of Wall Segment 1 L,, = Weight of Wall Segment 1 yw, = Foundation Data Length of Toe L, = Length of Heel L,, = Total Foundation Width= Thickness of Foundation t, = Depth of Key dk = Width of Key tk = Distance to Key Lk = Effective Soil Cover ds = Backfill Slope = Height of Slope above Wall H, = Soil Properties Unit Weight y = Allowable Bearing Pressure q, = Lateral Active Pressure Coeff K, = Lateral Passive Pressure Coeff Kp = Coef of Friction u = 2 33 feet • 7 625 in 84 psf 267 feet* 11 625 in 133 psf 1 00 ft 299 ft 5000 ft 18 in 12 in 12 in 1 00 ft 24 in 10000 1 000ft 125 pcf 2500 0 psf 036 200 025 (level backfill) 45 0 pcf 250 0 pcf Per Soils Report - Goal Seek to find K, Per Soils Report - Goal Seek to find Kp Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh OLCIITI ( ullcxlinn al Bixssi Ranch Tob"NumK.7"~MlV)60f)|84~03 AM Shect_No "Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 S'-O" Max Retaining Wall Loads Wind Forces (Wall Segment 3) Basic Wind Speed = Occupancy Category = Exposure = Wind Stagnation Pressure q, = 3/4 Reduction in q, for Fence = Height Exposure and Gust Coeff Ce = Pressure Coefficient Cq = Wind Importance Factor L, = Wind Pressure P = CeCQq,,L, = Wall Wind Load P« = Earthquake Forces (Wall Segment 31 Seismic Zone = Soil Profile Type = Seismic Source Type = Closest Distance to Seismic Source Seismic Importance Factor lp = Seismic Zone Factor Z = Near Source Factor N, = Near Source Factor Ntf = Seismic Coefficient C, = Seismic Coefficient Cv = Horizontal Force Factor ap = Horizontal Force Factor R,, = MI,= Seismic Pressure Minimum Force Fp = 0 7CalpWp Maximum Force Fp = 4CalpWp Wall Earthquake Load P^ = (Fp/1 4)H3 70 5 C 126 psf 10 0 psf 106 1 2 100 12 72 psf 0 00 Ibs/ft 4 Scl B 11 km 1 00 04 1 00 1 0 0440 0640 1 0 30 00 12 32 psf 25 87 psf 14784 psf 0 00 Ibs/ft mph (Miscellaneous Structure) = governs EQ Loads Govern 0 00 Ibs/ft Lateral Force Passive Force h = 0 5y,(H,+H2+Hs+tf)2Kacosfl = Depth of Soil to Ignore dnp = Pp = 0 5r!(d,+t,+dk-dnp)2Kp = Miscellaneous Soil Forces (Surchage. EQ. etc) Vertical Surcharge Load Pm = Length of Surcharge on Footing L,,,, = Miscellaneous Lateral Loads 951 Ibs/ft 12 in 1531 Ibs/ft 0 psf Oft Seg 1 2 3 4 5 6 M h(ft) 150 I 33 1 33 078 078 078 7 Pe (PSf) 7380 7380 7380 7380 7380 7380 Pi (PSf) 7380 7380 7380 7380 7380 7380 iscellaneous Lateral Load PM - Location from Base y^, = P (Ibs/ft) 11070 9840 9840 5740 5740 5740 480 y 075 217 350 456 533 6 11 Py 8303 21320 34440 261 49 30613 35078 1559 480 Ibs/ft 33 ft Bressi - Retaining and Screen Wall_20070908_17 18 miyamoto.^loh dean ( ollcclion Jl BTI.SSI R.incli 1 ols 17-1 lob Number MIOfJOfTToTo?CaU B\ AM Sheet No "Date "9/7/2007" Retaining Wall Design - 2001 California Building Code vl 0 5'-0" Max Retaining Wall Check Sliding Weight of Segments WS1 = y.(H1+H2)L4, = WI2 = 0 5y,H3Lh = W«3 = ysdsL, = W,,, = y Soil Wall Foundation W, = ycH(L,+t,,+Ln) = key Wk = ycdktk = ?„ = 0 5ys(H,+H2+Hs+t,+dk):?KasinO = Pmv = SW=" Resisting Force = jiSW + Pp = Driving Force = P.h+Pwj+Pnj, = Factor of Safety Against Sliding = 186849 Ibs/ft 006 25000 12500 35467 19600 000 111563 15000 013 OOP 4060 Ibs /ft —— 2546 Ibs /ft 1430 Ibs/ft/ 1 79 OK I Check Overturning about Toe Applied Moment M, = PA(H1+H2+t,+H.)/3 + P»3(t,+H,+H2 +0 5H3) + P^y^ = Applied Moment M. = P,h(H,+H2+t,+Hs)/3 + P^ftt+H^Hj +0 5H3) + P^y^, = Resisting Moments 3619 ft-lbs/ft 3619 ft-lbs/ft not including Eq Soil Wall Found Key Segment ws, WS2 W53 w», w»2 w,,3 W, wkp» Pfflv Weight (Ibs/ft) 186849 006 25000 35467 19600 000 000 15000 013 000 2819 Moment about Toe Arm (ft) 346 396 050 1 48 1 32 1 32 248 1 50 496 496 M,= Moment (ft Ibs/ft) 6471 59 022 12500 52646 25827 000 000 22500 063 000 7607 Factor of Safety Against Overturning = Check Soil Bearing Beneath Foundation Vertical Load on Footing P = SW = Eccentricity about Toe e = (M, MS)/P Eccentricity about Foundation Center e = Moment abt Fdtn Center M = Pe = q, = [SW/(L,+t»+Ln) + eiM/fU+U+L,,)2] OR [ 3EW/2e] = qh = [SW/(L,+t+Lh) - 6VM/(L,+t»+Lh)2] OR 0 = 210 OK . 2819 Ibs/ft 1 41 ft 1 06 ft > 3001 ft-lbs/ft 1329 psf/ft CW_ 0 psf/ft 083 ft Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.lob On.an (.ollcctifni .11 Bressi Ranch I (Us I 7-IS lob Number MI%OOIK-10?B\ AM Sheet No_ __ "Date" 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 5 '-0 " Max Retaining Wall Design of Wall Reinforcement Material Properties Masonry Compressive Strength fm = Steel Yield Stress = Special Inspection ' Earthquake/Wind ' Modular Ratio = 1500 psi 60 ksi y (y'n) n (y/n) 258 Design of Wall Segment 3 Working Stress Design Axial Loads Fiexural Loads Try Longitudinal Reinforcement Axial Load = Equivalent Solid Thickness t = Axial Comptessive Stress f, = Radius of Gyration r = h'/r = 0 00 F. = Moment M3 = (PMHJ2) = Effective Width b = mm(6t s) = Effective Depth d= t/2 = A. = bars at 24 inches o c j = 1-k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = Combined Stress Ratio tJF, + tjfb = Tensile Stress in Steel f5 = Allowable Tensile Stress in Steel F, = Lap Splice L, = max(0 002dbf, 40db) = Design of Wall Segment 2 - Working Stress Design Try Longitudinal Reinforcement 0 0 Ibs /ft 7 625 inches 0 00 psi 2 2 inches < 99 375 0 psi 0 0 ft-lbs /ft 24 in 381 in 0 20 m2 per 0 00219 0284 0905 0 0 psi 495 psi 000 < 0 psi 24000 psi 20 0 inches 24 in 1 00 OK OK Axial Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f. = Radius of Gyration r = h/r= 2544 ==> F.= bars at 1960 Ibs/ft 7 625 inches 2 14 psi 2 20 inches < 99 362 6 psi inches o c Fiexural Loads P^2 = 0 5 yH22K,cos6 = Miscellaneous Lateral Loads 1225 Ibs Seg 4 5 6 h(ft) 078 078 078 23333 Pb (PSf) 7380 7380 7380 Pi (PSf) 7380 7380 7380 P (Ibs/ft) 000 5740 5740 115 y 039 1 17 1 94 Py 000 6697 111 61 17857778 Miscellaneous Lateral Load Location from Segment 1 115 Ibs/ft 2ft M2 = Effective Width b = mm(6t s) = Effective Depth d = P = k = j = 1 k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = Combined Stress Ratio 1JF, + ft/Fb = 273 9 ft-lbs ffl 8 in 381 in 031 m2 per 8m 0 01006 0506 0831 896 psi 495 psi 019 <1 00 OK Tensile Stress in Steel f, = 2253 16737 psi Allowable Tensile Stress in Steel F. = 24000 psi OK Lap Splice I0 = max(0 002dbf. 40db) = 25 0 inches Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.Job ()n-an Collection Jl BU-.SI Ranch I ots i7-]_8 TobNmnhu- Mlf)(>OOIS40:< CjlcB\ AM Sheet No Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 S'-O" Max Retaining Wall Design of Wall Reinforcement Design of Wall Segment 1 • Working Stress Design Try Longitudinal Reinforcement ~5 bars at inches o c Axial Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r = 3576 ==> F,= 550 7 Ibs /ft 11 625 inches 3 95 psi 3 36 inches < 99 350 5 psi Flexural Loads Pah, = 05 y(H,+H2)2KacosO = Miscellaneous Lateral Loads 562 5 Ibs Seg 1 2 3 4 5 6 h(fl) 1 50 1 33 1 33 070 078 078 7 Pb (PSf) 7380 7380 7380 7380 7380 7380 Pt (PSf) 7380 7380 7380 7380 7380 7380 P (Ibs/ft) 000 9840 9840 5740 5740 5740 369 y 075 217 350 456 533 611 Py 000 21320 34440 261 49 30613 35078 1476 Miscellaneous Lateral Load P^ = 369 Ibs/ft Location from Wall Base ym1 = 4 0 ft M, = P»3(H3/2+H2+H,) +1/3P.h)H1+Prt,iymh, = 2413 5 ft Ibs /ft Effective Width b = mm(6t s) = 8m Effective Depth d = 8 63 in A, = 031 m2 per p = 0 00445 k = 0 378 j = 1-k/3= 0874 Compressive Stress in Masonry fb= 196 5 psi Allowable Comp Stress in Masonry Fb = 495 psi Combined Stress Ratio IJF, + IJF* = 0 41 < Tensile Stress in Steel f, = 8348 psi Allowable Tensile Stress in Steel F, = 24000 psi Lap Splice ld = max(0 002dbfs 40dD) = 25 0 inches 8 in 1 00 OK Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh O^eanC nllcaion_.il_[}av,]_Rjiich_l ins 17-IS 1 oh N'Unib~ vfl0600 FiiTa?CA B\ -\,M Sheet No "Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 S'-O" Max Retaining Wall Design of Foundation Concrete Compressive Strength ft = Steel Yield Stress = Thickness of Foundation t,= Effective Depth of Reinforcement d = Soil Pressure at Toe q,= Soil Pressure at Heel q, = Soil Pressure below Wall Center q», = Forces from Toe Shear Qa = Arm x.,, = Factored Shear Vu = 1 7 Q,, = Shear Capacity 4,Vn = 0 85(2f ° 5bd) = Factored Moment Mu = 1 7 Qax,, = Ajreqd = Try bars at A.= A™ = 3000 psi 60 ksi 18 in 14 75 in 085 0 85 1329 psf 0 psf 931 psf 1677 Ibs/ft 079 ft 2851 Ibs/ft 16481 Ibs/ft 2240 ft Ibs/ft 0 04 m2/ft 0 05 m2/ft 18 inches oc 0 13 m2/ft O(^ 2 84 m2/ft Ojt 0 59 in2/ft Forces from Heel ws, WS2 Pmv Pav Q* Weight (Ibs/ft) 186849 006 000 013 -161701 252 Arm (ft) 1 98 248 347 347 049 Moment (ft-lbs/ft) 3698 05 014 000 044 80008 2899 Factored Shear Vu = Shear Capacity $Vn = 0 85(2f t° 5bd) = Factored Moment Mu = Try bars at A. 428 Ibs/ft 16481 Ibs/ft 4928 ft-lbs/ft 0 08 m2/ft 011 m2/ft 18 inches o c 0 13 m2/ft 2 84 m2/ft 0 59 m2/ft OK Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.I oh Oicari ( olectmiijit IJressi K<mdi I pis 17-IH"'Sheet No lob Numlxr Date 9/7/2007 Retaining Wall Design - 2001 California Building Code 6'-0" Max Retaining Wall vl 0 Wall Parameters Wall Data Height of Wall Segment 3 H3= 0 00 feet Thickness of Wall Segment 3 t^, = 7 625 in Weight of Wall Segment 3 yM = 84 psf Height of Wall Segment 2 H, = Thickness of Wall Segment 2 t^ = Weight of Wall Segment 2 -/^ = Height of Wall Segment 1 H, = Thickness of Wall Segment 1 t,, = Weight of Wall Segment 1 y«, = Foundation Data Length of Toe L, = Length of Heel L,, = Total Foundation Width= Thickness of Foundation t, = Depth of Key dk = Width of Key tk = Distance to Key Lk = Effective Soil Cover d, = Backfill Slope = Height of Slope above Wall Hs = Soil Properties Unit Weight y = Allowable Bearing Pressure q, = Lateral Active Pressure Coeff K, = Lateral Passive Pressure Coeff Kp = Coef of Friction n = 3 33 feet- 7 625 in 84 psf 2 67 feet . 11 625 in 133 psf 1 00 ft 299 ft 5 000 ft < 18 in 16 in 12 in 1 00 ft 24 in 10000 1 000 ft 125 pcf 2500 0 psf 036 200 025 (level backfill) 450 pcf 250 0 pcf Per Soils Report - Goal Seek to find Ka Per Soils Report Goal Seek to find KB Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.I oh (\e..m ( olkuion al I}7essi_R.iT_K.h I_otfc__|7-l8 lob'Number " iVI 1060018403 Calc B\ AM Sheet No Date "9/7/200?" Retaining Wall Design - 2001 California Building Code vl 0 6 '-0" Max Retaining Wall Loads Wind Forces (Wall Segment 31 Basic Wind Speed = Occupancy Category = Exposure = Wind Stagnation Pressure qs = 3/4 Reduction in qs for Fence = Height Exposure and Gust Coeff C, = Pressure Coefficient C, = Wind Importance Factor !„ = Wind Pressure P = CeC<,q,l» = Wall Wind Load P,»3 = Earthquake Forces (Wall Segment 31 Seismic Zone = Soil Profile Type = Seismic Source Type = Closest Distance to Seismic Source Seismic Importance Factor lp = Seismic Zone Factor Z = Near Source Factor N, = Near Source Factor Nv = Seismic Coefficient C, = Seismic Coefficient Cv = Horizontal Force Factor aB = Horizontal Force Factor Rp = tyh, = Seismic Pressure Minimum Force Fp = 0 7C,IPWP Maximum Force Fp = 4C,IPWP Wall Earthquake Load P^ = (Fp/1 4)H3 70 5 C mph (Miscellaneous Structure) 126psf 10 0 psf 1 06 12 1 00 12 72 psf 0 00 Ibs/ft 4 Sd B 1 1 km 1 00 04 1 00 10 0 440 0 640 10 30 00 25 87 ps/ 147 84 psf 0 00 Ibs/ft = governs EQ Loads Govern 0 00 Ibs/ft P,h = 0 5Ys(H,+H2+Hs+t,)2K0cosO = 1266 Ibs/ft Passive Force Depth of Soil to Ignore dnp = 12 in Pp = 0 5ys(ds+t,+dk dno)2KB = 1837 Ibs/ft Miscellaneous Soil Forces (Surchage. EQ. etc! Vertical Surcharge Load Pm- 0 psf Length of Surcharge on Footing Lm = 0 ft Miscellaneous Lateral Loads Seg 1 2 3 4 5 6 W h(ft) 1 50 1 33 1 33 1 11 1 11 1 11 8 Pi, (PSf) 7380 7380 7380 7380 7380 7380 p, (psf) 7380 7380 7380 7380 7380 7380 iscellaneous Lateral Load P^ = Location from Base yrt = P (Ibs/ft) 11070 9840 9840 8200 8200 8200 554 y 075 217 350 472 583 694 Py 8303 21320 34440 38722 47833 56944 2076 554 IbS/ft 38 ft Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.n.lob (Xum ( i Bn_->si Ranch I < lob Numbu MHx.00184 (H Sheet No Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 6'-0" Max Retaining Wall Check Sliding Weight of Segments W,, = ys(H,+H2)Ln = \N,2 = 0 5y,H3Ln = Ws3 = ysdsL, = Wri = yAU = W,,, = y»,H, = Soil Wall Foundation key Pav = 0 5ys(H,+H2+Hs+t,+dk)2Kasine = Prrw = EW=~ = Resisting Force = n£W + Pp = Driving Force = P^+P^+P^, = Factor of Safety Against Sliding = W, = vc WK = vcdktk = 224219 Ibs/ft 006 25000 16667 35467 28000 000 111563 20000 018 OOP 4609 Ibs /ft 2989 Ibs /ft 1819 IbS/ft 1 65 OK Check Overturning about Toe Applied Moment M, = Pa,(H,+H2+i,+H,)/3 + Prf(t,+H,+H2 +0 5H3) + Applied Moment M, = P^HVHj+VHU/S + P»3(t,+H,+Hj +0 5H3) + Resisting Moments Soil Wall Found Key Segment ws, w,2 WS3 w«, w»,2 W.3 W, Wi p» pm Weight (Ibs/ft) 2242 19 006 25000 35467 28000 000 000 20000 018 000 3327 Moment about Toe Arm (ft) 346 396 050 1 48 1 32 1 32 248 1 50 496 496 M,= Moment (ft Ibs/ft) 7765 91 022 12500 52646 36896 000 000 30000 087 000 9087 Factor of Safety Against Overturning = Check Soil Bearing Beneath Foundation Vertical Load on Footing P = SW = Eccentricity about Toe e = (M,-M5)/P Eccentricity about Foundation Center e = Moment abt Fdtn Center M = Pe = q, = [S qh = [ZW/(L,H,+U) ] OR [ 3SW/2e) = L,,)2] OR 0 = 1 73 OK 3327 Ibs/ft 1 16 ft 1 32 ft 4401 ft-lbs/ft 1918 psf/ft OK i 0 psf/ft 5240 ft Ibs/ft 5240 ft Ibs/ft not including Eq U6 =083 ft <U2 OK Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.lob Number MI060<>18-10? i Uarn.li Jot-. 1J-1S _ ("\ik- IK Avf _Shce_t No Date~'~9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 6 '-0 " Max Retaining Wall Design of Wall Reinforcement Material Properties Masonry Compressive Strength f m = Steel Yield Stress = Special Inspection ' Earthquake/Wind ' Modular Ratio = Design of Wall Segment 3 • Working Stress Design 1500 psi GO ksi < (y/n) i (y/n) 258 Axial Loads Flexural Loads Try Longitudinal Reinforcement Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r = 000 ==> F.= Moment M3 = (P^H^/2) = Effective Width b = mm(6t s) = Effective Depth d= t/2 = A.= P = bars at inches oc j = 1 k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = Combined Stress Ratio 1JF, + f,,/Fb = Tensile Stress in Steel f, = Allowable Tensile Stress in Steel F, = Lap Splice ld = max(0 002dbfs 40db) = Design of Wall Segment 2 Working Stress Design Try Longitudinal Reinforcement 0 0 Ibs /ft 7 625 inches 0 00 psi 2 2 inches < 99 375 0 psi 0 0 ft Ibs /ft 24 in 381 in 0 20 m2 per 000219 0284 0905 00 psi 495 psi 000 < 0 psi 24000 psi 20 0 inches 24 in 1 00 OK Axial Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r= 3634 ==> F.= bars at 280 0 Ibs /ft 7 625 inches 3 06 psi 2 20 inches < 99 349 7 psi inches oc Flexural Loads Pahj = 05 yH22K,cos8 = Miscellaneous Lateral Loads 250 Ibs Seg 4 5 6 h(ft) 1 11 1 11 1 11 33333 Pb (PSf) 7380 7380 7380 p, (psf) 7380 7380 7380 P (Ibs/ft) 000 8200 8200 164 y 056 1 67 278 Py 000 13667 22778 364 44445 Miscellaneous Lateral Load Pmh2 = Location from Segment 1 y^2 = M2 = P«3(H2+H3/2) +1/3Ptf,2H,+Pmh2ylrt2 = Effective Width b = mm(6t s) = Effective Depth d = A, = P = k = j = 1-k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = 164 Ibs/ft 2ft 642 2 ft-lbs /ft 8 in 381 in 031 in2 0 01006 0506 0831 210 0 psi 495 psi per e in Combined Stress Ratio fJF, + 1JFb =043 1 00 Ok Tensile Stress in Steel f, = 5283 93206 psi Allowable Tensile Stress in Steel F, = 24000 psi Lap Splice \a = max(0 002dbfs 40db) = 25 0 inches OK Bressi - Retaining and Screen Wall_20070908_.17-18 miyamoto.!oh On .in C ollcclion at Brcssi Ranch ] ots I7-1H Sheet No "Date" 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 6 '-0" Max Retaining Wall Design of Wall Reinforcement Design of Wall Segment 1 - Working Stress Design Try Longitudinal Reinforcement f5 bars at inches o c Axial Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r= 4291 F,= 634 7 IbS /ft 11 625 inches 4 55 psi 3 36 inches < 99 339 8 psi Flexural Loads P.h2 = 05y(H,+H2)2K,cosG = Miscellaneous Lateral Loads 810 Ibs Seg 1 2 3 4 5 6 h(ft) SO 33 33 11 11 11 8 Pb (PSf) 7380 7380 7380 7380 7380 7380 p, (psf) 7380 7380 7380 7380 7380 7380 P (Ibsffi) 000 9840 9840 8200 8200 8200 443 y 075 2 17 350 472 583 694 Py 000 21320 34440 38722 47833 56944 1993 Miscellaneous Lateral Load ?„„, = Location from Wall Base y^,, = MI = Pw3<H3/2+H2+H,) +'/3P,h,H1+P^1ymh1 = Effective Width b = mm(6t s) = Effective Depth d = As = p = k = I = 1 k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = Combined Stress Ratio 1JFm + VFb = Tensile Stress in Steel fs = Allowable Tensile Stress in Steel F, = Lap Splice ld = max(0 002dbfs 40db) = 443 Ibs/ft 45ft 36126 ft-lbs/ft 8 in 863 in 031 m2 per 8 in 0 00445 0378 0874 294 2 psi 495 psi 061 < 1 12495 psi 24000 psi 25 0 inches Q.* Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.I oh Ocean ( olkuion al Bressi K<tMih I ol-i I7-1X lob Number MIOC.OOI84 03 Sheet_No "bate 9/7/2<X)7" Retaining Wall Design - 2001 California Building Code vl 0 6 '-0 " Max Retaining Wall Design of Foundation Concrete Compressive Strength fc = Steel Yield Stress = Thickness of Foundation tf = Effective Depth of Reinforcement d = Pt = + = Soil Pressure at Toe q, = Soil Pressure at Heel qn = Soil Pressure below Wall Center q» = Forces from Toe Shear Q,,= Arm xst = Factored Shear Vu = 1 7 Qs, = Shear Capacity +Vn = 0 85(2f ° 5bd) = Factored Moment M,, = 1 7 Q,,xsl = As,e<,d = (4/3)A!reqd = Try £4 bars at A, = > A™.= A = 3000 psi 60 ksi 18 in 14 75 in 085 085 1918 psf 0 psf 1344 psf 2421 Ibs/ft 079 ft 4116 Ibs/ft 16481 Ibs/ft CK 3234 ft-lbs/ft 0 05 m2/ft 0 07 m2/ft 12 inches oc ^— 0 20 m2/ft OK 2 84 m2/ft OK 0 59 m2/ft Forces from Heel WS1 w!2 PfTO p^ Q* Weight (Ibs/ft) 2242 19 006 000 018 -2334 31 -92 Arm (ft) 198 248 347 347 049 Moment (ft Ibs/ft) 4437 66 014 000 061 -115500 3283 Factored Shear Vu = Shear Capacity $VB = 0 85(2fc°5bd) = Factored Moment Mu = Try bars at 156 Ibs/ft 16481 Ibs/ft 0? 5582 ft Ibs/ft 0 09 m2/ft 0 12 m2/ft - 12 inches o c ^— 0 20 m2/ft OK 2 84 m2/ft OK 0 59 m2/ft Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.lob Quail ( ollu,tinn at Unas) Ranch lob Number MK'ioOoiS-l 0?C A B\ AM _Shcet_No Date "9/7/2667 Retaining Wall Design - 2001 California Building Code vl 0 8'-0" Max Retaining Wall Wall Parameters WallC Height of Wall Segment 3 H3 = 0 00 feet Thickness of Wall Segment 3 t.,3 = 7 625 in Weight of Wall Segment 3 yM = 84 psf Height of Wall Segment 2 H2 = Thickness of Wall Segment 2 t^ = Weight of Wall Segment 2 yM = Height of Wall Segment 1 H, = Thickness of Wall Segment 1 !„, = Weight of Wall Segment 1 yw, = Foundation Data Length of Toe L, = Length of Heel Lh = Total Foundation Width= Thickness of Foundation t, = Depth of Key dk = Width of Key t, = Distance to Key Lk = Effective Soil Cover ds = Backfill Slope = Height of Slope above Wall H, = Soil Properties Unit Weight y = Allowable Bearing Pressure q, = Lateral Active Pressure Coeff K, = Lateral Passive Pressure Coeff Kp = Coef of Friction n = 4 50 feet • 7 625 in 84 psf 3 50 feet. 11 625 in 133 psf 200 ft 399 ft 7000 ft 2& in 18 in 12 in 1 00 ft 24 in 10000 1 000 ft 125 pcf 2500 0 psf 036 200 025 h-> (level backfill) 450 pcf 250 0 pcf Per Soils Report Goal Seek to find K, Per Soils Report Goal Seek to find K. Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh (ki..an ( oIlCLlion at Bicssi Ranch lots 17-18 lob Number MKWH'HM 03 Call H\ AM Sheet No "bate" 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 8'-0" Max Retaining Wall Loads Wind Forces (Wall Segment 31 Basic Wind Speed = Occupancy Category = Exposure = Wind Stagnation Pressure ^~ 3/4 Reduction in q, for Fence = Height Exposure and Gust Coeff C, - Pressure Coefficient Ca = Wind Importance Factor !„ = Wind Pressure P = CeCaq,\* = Wall Wind Load PM = Earthquake Forces (Wall Segment 31 Seismic Zone = Soil Profile Type = Seismic Source Type = Closest Distance to Seismic Source Seismic Importance Factor IB , Seismic Zone Factor Z = Near Source Factor N, = Near Source Factor N, = Seismic Coefficient C,= Seismic Coefficient C, - Horizontal Force Factor ap = Horizontal Force Factor Rt = bjh, = Seismic Pressure p- "p Minimum Force Fp = 0 7C,IPWP Maximum Force Fp = 4C,,IPWP Wall Earthquake Load P^ = (F,/1 4)H3 70 5 C 126 psf 10 0 psf 1 06 12 1 00 12 72 psf 0 00 Ibs/ft 4 Sd B 1 1 km 1 00 04 1 00 10 0440 0 640 10 30 00 1232 psf 25 87 psf 147 84 psf 0 00 Ibs/ft mph (Miscellaneous Structure) = governs EQ Loads Govern 0 00 Ibs/ft Lateral Force Passive Force P,h = 0 5y,(H1+H2+Hs+t,)2K,cosO = Depth of Soil to Ignore dnp = PP = 0 5-/,(d,+t,+di.-dnp)2Kp = Miscellaneous Soil Forces (Surchaqe. EQ. etc) Vertical Surcharge Load Pm = Length of Surcharge on Footing L™ = Miscellaneous Lateral Loads 2250 Ibs/ft 12 in 2531 Ibs/ft 0 psf 0 ft Seg 1 2 3 4 5 6 M h(fl) 200 1 75 1 75 1 50 1 50 1 50 10 Pb (PSf) 7380 7380 7380 7380 7380 7380 p,(psf) 7380 7380 7380 7380 7380 7380 iscellaneous Lateral Load P^ - Location from Base ym = P (Ibs/ft) 14760 12915 12915 11070 11070 11070 738 y 1 00 288 463 625 775 925 Py 14760 371 31 59732 691 88 85793 102398 3690 738 Ibs/ft 50 ft Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto..loh Ocean ( ollcxtion .il Brxssi Ranch lots 17-18 loh Numlxr MKi6(Y>!X4()} Cilc BN~~AM Sheet No "Date~9/7/2()07~ Retaining Wai! Design - 2001 California Building Code vl 0 8'-0" Max Retaining Wall Check Sliding Weight of Segments Soil Wall Foundation key W., = y.(H,+H2)Lh = Wtt = 0 5y,H3U = W,3 = ysd,L, = ,, = y.,H, = W, = yeH(L,+t»+U) = WK = ycdktk = P=v = 0 5y.(H,+H2+Hs+tt+dR)2K.sinO = 3989 58 Ibs /ft 010 50000 18750 46550 37800 000 2087 50 22500 030 OOP 7833 IbS /ft Resisting Force = uIW + Pp = 4490 Ibs /ft Driving Force = P^+P^+P^ = 2988 Ibs /ft Factor of Safety Against Sliding = 151 OK • Check Overturning about Toe Applied Moment M, = P-,(H,+H2+tr+H.)/3 + Pw3(t,+H,+H2 +0 5H3) + F Applied Moment Ms = Pa,<H,+H!+tf+H.)/3 + P^(t,+H,+H2 +0 5H3) + F Resisting Moments Soil Wall Found Key Segment W., ws! W,3 w», w»2 W«j W. wkpmpm Weight (Ibs/ft) 3989 58 010 50000 46550 37800 000 000 22500 030 000 5558 Moment about Toe Arm (ft) 496 563 1 00 248 232 232 348 1 50 696 696 M,= Moment (ft Ibs/ft) 1980246 056 50000 115648 87609 000 000 33750 207 000 22675 Factor of Safety Against Overturning = Check Soil Bearing Beneath Foundation Vertical Load on Footing P = IW = Eccentricity about Toe e = (M, MS)/P Eccentricity about Foundation Center e = Moment abt Fdtn Center M = Pe = q, = pW/(L,+t,+U) + 6SM/(L,+VL,,)2] OR [ 3IW/26] = qh = pW/(U+t.+U) - 6SM/(L,+tw+Lh)2l OR 0 = 203 OK- 5558 Ibs/ft 207 ft 1 41 ft 7855 ft Ibs/ft 1794 psf/ft 0 psf/ft 11191 ft-lbs/ft 11191 ft Ibs/ft not including Eq 1 16 ft <L/2 OH OK •£- Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.lob Otcan ( ollu:ti(m Jl Brcssi Rjucli I of, 17-IS Mi<;>60ol 84 0 V Tali. B\ ~AM~ _Sheet_No "blue" 9/7/2007" Retaining Wall Design - 2001 California Building Code vl 0 8'-0" Max Retaining Wall Design of Wall Reinforcement Material Properties Masonry Compressive Strength fm = Steel Yield Stress = Special Inspection ' Earthquake/Wind 9 Modular Ratio = Design of Wall Segment 3 - Working Stress Design 1500 psi GO ksi V (y'n) n (y/n) 258 Axial Loads Flexural Loads Try Longitudinal Reinforcement Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h /r = 0 00 ==> F,= Moment M3 = (P^Hj/Z) = Effective Width b = min(6t s) = Effective Depth d= t/2 = A.= P- k = j = l-k/3 = Compressive Stress in Masonry („ = Allowable Comp Stress in Masonry FB = Combined Stress Ratio VF. + 1JF, = Tensile Stress in Steel f, = Allowable Tensile Stress in Steel F, = Lap Splice ld = max(0 002dbf, 40dB) = Design of Wall Segment 2 • Working Stress Design -4 bars at 2 0 0 Ibs ffi 7 625 inches 0 00 psi 2 2 inches < 99 375 0 psi 0 0 ft Ibs /ft 24 in 381 in 0 20 m2 per 24 in 000219 0284 0905 0 0 psi 495 psi inches o c Try Longitudinal Reinforcement Axial Loads Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r= 4907 F.= Flexural Loads P,h; = 05 yH22K,COSO = 455 625 IbS Miscellaneous Lateral Loads 000 < 0 psi 24000 psi OK 20 0 inches bars at 378 0 Ibs /ft 7 625 inches 4 13 psi 2 20 inches < 99 328 9 psi 1 00 inches o c Seg 4 5 6 h(ft) 1 50 1 50 1 50 45 pb (psf) 7380 7380 7380 p. (psf) 7380 7380 7380 P (Ibs/ft) 000 11070 11070 221 y 075 225 375 Py 000 24908 41513 6642 Miscellaneous Lateral Load PM = Location from Segment 1 y,^ = Effective Width b = mm(6t s) = Effective Depth d = A, = p = k = | = 1 k/3 = Compressive Stress in Masonry fc = Allowable Comp Stress in Masonry FD = Combined Stress Ratio 1JF, + VF,, = 221 Ibs/ft 3 ft 1347 6 ft-lbs /ft 8 in 3 81 in 031 m2 per 8m 0 01006 0506 0831 440 7 psi 495 psi 0 90 < 1 00 Tensile Stress in Steel f« = 1 1087 7898 psi Allowable Tensile Stress in Steel F. = 24000 psi Lap Splice ld = max(0 002dhf, 40db) = 25 0 inches QK Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh (Xcan ( olio.lion at Bti>,si Kandi lotsl7-]S lob Niimbu- MIO(HiOI84 03 CaL- B\ AM Sheet No "Date" 9/7/2007" Retaining Wall Design - 2001 California Building Code vl 0 8'-0" Max Retaining Wall Design of Wall Reinforcement Design of Wall Segment 1 - Working Stress Design Axial Loads Try Longitudinal Reinforcement Axial Load = Equivalent Solid Thickness t = Axial Compressive Stress f, = Radius of Gyration r = h/r= 5721 ==> F. = £5 bars at 843 5 Ibs /ft 11 625 inches 6 05 psi 3 36 inches < 99 3124 psi inches o c Flexural Loads P*2 = 05 y(H,+H;)2K,COS6 = 1440 Ibs Miscellaneous Lateral Loads Seg 1 2 3 4 5 6 h(ft) 200 1 75 1 75 1 50 1 50 1 50 10 P. (PSf) 7380 7380 7380 7380 7380 7380 p, (psf) 7380 7380 7380 7380 7380 7380 P (IbS/ft) 000 129 15 12915 11070 11070 11070 590 y 1 00 288 463 625 775 925 Py 000 371 31 59732 69188 85793 102398 3542 Miscellaneous Lateral Load P^,, = Location from Wall Base y^,, = M, = Pw3(H3/2+H2+H,) +'/3P,h,H,+Pri,,yrf,1 = Effective Width b = mm(6t s) = Effective Depth d = A,= P = k = j = 1 k/3 = Compressive Stress in Masonry fb = Allowable Comp Stress in Masonry Fb = Combined Stress Ratio IJF, + tJF,, = Tensile Stress in Steel f, = Allowable Tensile Stress in Steel F, = Lap Splice ld = max(0 002dbf, 40db) = 590 Ibs/ft 60 ft 7382 4 fl-lbs /ft, a in 863 in 031 m2 pel 0 00445 0378 0874 601 2 psi 495 psi 1 23 > 25534 psi 24000 psi 47 9 inches 1 00 No Good .*. No Good 25% increase per Section 2107 2 12 Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh (Xi-an ( (jlliA-linn al Iirissr Ranch li>lsl7-IS Sheet No Date 9/7/2007 Retaining Wall Design - 2001 California Building Code v! 0 8 '-0" Max Retaining Wall Design of Foundation Concrete Compressive Strength r\ = Steel Yield Stress = Thickness of Foundation t, = Effective Depth of Reinforcement d = P,= Soil Pressure at Toe q, = Soil Pressure at Heel q,, = Soil Pressure below Wall Center qw = Forces from Toe Shear Q,,= Arm xsl = Factored Shear Vu = 1 7 Qa = Shear Capacity +Vn = 0 85(2f ° 5bd) = Factored Moment Mu = 1 7 Q,,x,. = Try 3000 psi 60 kSI 24 in 20 75 in 085 085 1794 psf 0 psf 1153 psf 3660 Ibsfft 1 33 ft 6223 Ibs/ft 23185 Ibs/ft Of, bars at A, = 8290 ft-lbs/ft 0 09 m2/ft 0 13 m2/ft 12 inches oc 0 31 m2/ft "c: 3 99 m2/ft OK 0 83 m2/ft Forces from Heel ws, WS2 Pm, Pav Qsh Weight (Ibs/ft) 3989 58 010 000 030 -2579 68 1410 Arm (ft) 248 314 447 447 083 Moment (ft Ibs/ft) 9890 84 031 000 1 33 213630 7756 Factored Shear Vu = Shear Capacity 4>Vn = 0 85(2fc°5bd) = Factored Moment Mu = Asteqd = Try #5 bars at 2398 Ibs/ft 23185 Ibs/ft pc. 13186 ft-lbs/ft 0 15 m2/ft 0 20 m2/ft / 12 inches o c 0 31 m2/ft 3 99 m2/ft OK 0 83 m2/ft Bressi - Retaining and Screen Wall_20070908_17-18 » -^ miyamoto.lob OiUTi ( iillcitum at Brcssi Ranch I (Us IT-IS :Y110600184 01 Sheet No Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 8'-0" Max Retaining Wall v //.fLt. t!-1 -i Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.loh (Xcaii ( olliUKrn at RRISI Ranch I ols I"-]X lobNumivr M|0(>OOI84 03 Cak- B\ \M Sheet No "Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 S'-O " Max Retaining Wall U5'E.I i A. 1111 M i> <,»U cT i > //.- ,***• ?r~~~" Bressi - Retaining and Screen Wall_20070908_17-18 miyamoto.lob ()<.i..JTi ( olliCLion al BR-.SI Ranch i oi-> 17-18 loblSiimlxr M10600! 84 03 C.ilc Bs AM Sheet No Date 9/7/2007 Retaining Wall Design - 2001 California Building Code vl 0 S'-O" Max Retaining Irtv Bressi - Retaining and Screen Wall_20070908_17-18