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SFD (0109-225)78775 Lowe Dr 0109-225 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # 1 Xq ' yy Lic.yCylass Exp: Date -760571 { Date' J aa Signature of Contract ,a OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the 'project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Sectiori , B&P.C. for this reason Datei% lei ) _.- + Signature of Owner^ n,n .. f 1::'n:. „ ,r - WORKER'S COMPENSATIOTCTE'CLARATION I hereby affirm under penalty of perjury one of 'he following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, 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 &_policy no. are: Carrier EXEMPT Policy No. (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall fo hwith comply with thoseprovisions. Date: ADDlicant • 1c .. .n Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on ;his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection,purposes. Signature (Owner/Agent ~ %" . ^•d­­Datd1Z BUILDING PERMIT PERMIT# DATE 1 VALUATION LOT ' ` TRACT JOB SITE APN ADDRESS - -7r. ,iwOWX 1y,RIVQ(: . ` 1H%- . •Q I. OWNER CONTRACTOR / DESIGNER / EN (NEER Z 00 CHAL,rAXI A`LiNM 13 _960 H.WY 1) 8 Ail►',", +"rk " CA 02260. fU_ '.lL ii`i CA. 92201 (760)275-5156 MA 4 W I USE OF PERMIT L8OLk' AMMy :'0,? 1WG S YD - PEr11.MIT i'1O S N 0 7 ANC.`WC Z8 LOC flC'SiY.J W., PG ON, 0R 1) RM WAY .k1P1'11OACH 'iTtAC'f CONS:('3$fl'tw"` 1014 1,7M D3 3F PORCl':tl1✓ATiO MMI :ftp t.AC1FYCARPLiRT 424,00 SF COFf OP 'Ck. eKTIM ON 1.87512431.20 g p ya j 'y ` • -q, 6 1!' y , p, x37'L"gS"Mr'6 C t,aT r,. ' .{ti #DuD:5-1,7.4.Xd b N!r O C 1V" Ai✓1.A.N, C0,1?'09'RUC:TWN YX.rt ') 01-000-4M000 $660150 PLAIN CHECK RE 101-000-430'-116 $U9,94 '}IIID POSIT 101.000.439.311 42150/00 MECHANICAL Fft 101.0100-421.000 $b&SO SNI-IE0TrdC"A1.,,'FEE 101-000-420-000 0.420-000 $124.23 Mfdi'.91iINO M00 '$11100 T"r ONO MO'i TON FET - REVIU 101-306.241.000 SMS2 GRADING YP' 101 -000-421-WO $X90 DR EI,O:'ER IMRACT M $1,907,00 3' v . H R,°1OAL.;"C?NS1:IGe-"a" 014 AND PLAN ("MC K 3,4S8.tih9 'k,'610 G' L.E'. ?.t.L FUS DUR,1 N, OW iL.J RA'f, l*D ffNOVO001 CM)FLAQUI TA F1RWCF p PT. I RECEIPT DATE y= 1BY DATE FINALED INSPECTOR U INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs //_ _p/ Underground Ducts Forms & Footings _ // aL . Ducts Slab Grade _ //.Z L . �/ _ _ Return Air Steel�sf _ / Combustion Air Roof Deck `.Baa/ _ O.K. to Wrap 12_�B,,p J Exhaust Fans F.A.U. Framing -Azz®e Compressor �c Insulation f��/ gyp/ Fireplace P.L. Vents Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final BLOCKWALL APPROVALS POOLS -SPAS Steel , Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines ' _ _ O /�� 0 Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans Sewer Laterall �� l ®C l� O.K. for Finish Plaster Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final Final Z Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole // _ 26 _ p i Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.P.I. Smoke Detectors Temp. Use of Power Final _ Utility Notice (Perm) ;?_ 12— — pZ _ ,� COMMENTS: e A j/yam /.2 v Gv P.O. BOX 1504 APPLICATION ONLY L Building(' - 7 51 78-495 CALLE TAMPICO i\ Address , t —r / r I IZI V LA OUINTA, CALIFORNIA 92253 Owner` BUILDING: TYPECONST —a Mailing _ OCC. GRP. Address ` 0 0 G „A L l-\ KIA A.P. Number fD a { - 23 3 - o D 3 City \( Tel. 0 \` 1,t ► _ C-1+ Zj r --A,' T {+ D` 6 O L V gal Description Contractor EL W G L_ I rNoject Description 7[)1c-5 Er -1— *11S \P-0Ct" Address f ,•City Z. Tel. i - LM, SFl T 1, Z \ 1 - ►SP State Lic. Q '' City U 8 ate L' f` Lic. # Sq. Ft. No. No. Dw. Arch., Engr„ Size Stories Units Designer 5 _h 1( f t. 4 / 'j New,0 Add ❑ Alter ❑ Repair ❑ Demolition ❑ Address Tel. City1 ? ip State n T2_0 ( Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license ism full force nd eff9z:n...) \%a Gni .%+! 1 "— "" _. % r' SIGNATURE N 1. DATE OWNER -BUILDER DECLARATION Estimated Valuation 1 hereby affirm that I am exempt from the Contractor's License Law for the followin reason: (Sec. 7031.5,8usiness and Professions Code: Any city or county which requires ( permit to construct, alter, improve, demolish, or repair any structure, prior to'fts issuance al 0 requires the applicant for such permit to file a signed statement that he is licensed pursuanl'fo PERMIT ' AMOUNT the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 700 - J of Ofvisfon\3 of the Business and Professions Code, or that. he is exempt therefrom, and th basis lot the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permh Plan Chk. Dep. subjects rile applicant to a civil penalty of not more than live hundred dollars ($500). Ii { { I: I, as owner of the property, or my employees with wages as their solactor's en tion, will Plan Chk. Bal. do the work kand the structure is not intended or offered for sale. (Se, isness and Const. Professions Code: The Contractor's License Law does not apply ro an of roperty who builds or improves thereon and who does such work himself or throughemployees, Mech. provided that such improvements are not intended or offered for sale. If,r, the building or improvement is\sold within one year of completion, the owner-builderve the burden Electrical 01 proving that he did` ot builtl or improve for the purpose of sale.) as owner of the\property, am exclusively contracting with licenseractors to con- Plumbing struct the project. /Sec. 7044, Business and Professions Code: The Co's License Law does not apply to an o ner OI property who builds or improves thereon,o contracts for S, M.I. such projects with a contractors) licensed pursuant to the Contractor's Licens Grading 0 I am exempt under Sec B. 8 P.C. for this reason \ Driveway Enc. Date owner Infrastructure r , WORKERS'COMPENSATION DECL RATION I hereby affirm that I have a certificate of consent o sett•insure, or a certificate of Worker's Compensation Insurance, ora certified copy ih eof. (Sec. 3800, Labor Code.) Policy No. Company , n Copy is filed with the city. ❑ Certified copy i lereby furnished. [;)l TOTAL CERTIFICATE OF E PTIONFROM REMARKS I I{ WORKERS'COMPENSA ON INSURANCE (This section need not be completed fl rhe pe t is for one hundred dollars ($100) valuation 2 5{I uA or less.) Z/^1 a { I certify that in the Derformance of the 6rk f., which this permit is issued, I shall not employ any person in any manner so as to ecome ubject to the Workers' Compensation Laws of California. I ItNT { Date_Owne NOTICE TO APPLICANT.,r Il, ager makf g this Certificate of Exemption you should become ZONE: RVQ FINANCE DEPT. J subject to the Workers' Compensatio provisions of rhe Labor code, you must forthwith Minimum Setback Distances: comply with Such provisions or this perm) shall be deemed rerokeil` Front Setback from Center Line Rear Setback from Rear Prop. Line co STRUCTION LENDING AGENCY Side Street Setback from Center Line I hereby affirm that that Is a construction lending agency for the performance of the work for which this permit i Issued. (Sec. 3 09 7, Civil Code.) \ Side Setback from Property Line - Lender's Name Lender's Address \r FINAL DATE INSPECTOR This is a building rmit when properly filled out, signed and validated, nd is subject to expiration if work the eunder is suspended for 180 days. I certify that IVha read thisaDDlication and state that the above informs ion is correct. Issued by: DatePermit I agree to comwith all city and county ordinances and state laws relating to building construction, ahereby authorize representatives sof this city to enter the above• mentioned /ros for inspection purposes. Validated by: Signature Oplicant DatMailing A s Validation: City, State, Zip WHITE = FINANCE YELLOW = APPLICANT PINK a BUILDING DIVISION Desert Sands. Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE Date 11/9/01 APN # 604-233-003 No. 22662 Jurisdiction La Quinta Owner NameSean & susan Kearney No. 78-775 Street Lowe Drive Permit #0109-225 Log # City La Quinta Zip 92253 study Area Tract # 23268 Lot # 172. .. Square Footage 1707 Type of Development Single Family Residence No. of Units 1 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 2.05 X 1,707 or $ 3,499.35 the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued,, Fees Paid By CC / El Paseo Bank - Sean Kearney Telephon,;- 760-275-5156 .. - Name on the check By Dr. Doris Wilson - Superintendent Fee collected /exem ted by Annette Barlow Payment Received $3,499.35 (A UJB Check No. 023679292 Signature 40TICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1998) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified rbove will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to :ollect them on the Disbict('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting Sep 25 01 02:14p Sean Kearney RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: SEAN KEARNEY SUSAN KEARNEY 100 CHALAKA PLACE PALM DESERT, CA 92260 A.P.N.: 604-233-003 TRA #: 020-035 760 568 0959 p'.1 DOC p 2001--337688 07/20/2001 08:00A Fee:8.00 Page 1 of 1 Doc T Tax Paid Recorded in Official Records County of Riverside Gary L. Orso Assessor, County.Clerk & Recorder IIIIIA 111111 Illlll VIII IIII I IIIII ILII III IIIII IIII III) M S u PAGE SIZE DA I PCOR I NOCOR sw h6sc. i A R L copy LONG REFUND I NCNG EXAM _ GRANT DEED p THE UNDERSIGNED GRANTOR(s) DECLARE(s) THAT EiOCUMENTARY TRANSFER TAX IS:COUNTY $66.00 (XI computed on full value of property conveyed, or Lkj computed on full value less value of liens or encumbrances remaining at time of sale, , ] unincorporated area; [ X ] City of LA OUINTA , and FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acknowledged, DAVID A MORELLI, a Married Man and DEAN R. DARR, a Married Man as Joint Tenants hereby GRANT(S) to SEAN KEARNEY and SUSAN KEARNEY, TRUSTEES OF THE KEARNEY LIVING -- ` TRUST UTD 9/24/96 he following described property in the City of LA QUINTA, County of Riverside State of California; LOT 172 OF TFLA 8, AS SHOWN BY MAP ON FILE IN BOOK 213, PAGE 67 THROUGH 73 OF MAPS, RECORDS'PF RIV E COUNTY, CALIFORNIA. DAVID A MORELLI DEAN DARR Document Date: June 18, 2001 STATE OF CALIFORNIA)SS COUNTY OF _ Lvs 'q0L"& ]s Le:{` ) t On % e(.y r before me, personally appeared AVID A. MORELLI and DEAN X. DARK personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose names) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies) and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS hand and officia,seal. Signature This arca for official notarial seal. NANCY L WHEATLEY Commission # 1181810 iNofory Public - Colifomia Los Angeles County QMV Comm. des Apr30,2M2 Mail Tax Statements to: SAME AS ABOVE or Address Noted Below = M E T R O S C A N PROPERTY PROFILE= Riverside (CA) **************************************************************************************** * <<< OWNERSHIP INFORMATION >>> * Parcel Number :604 233 003 S: T: R: Q: * Ref Parcel # :000 000 000 Pos Interest: * Owner Name :Morelli David A;Darr Dean R * CoOwner * Site Address :*No Site Address* * Mail Address :3008 Foothill Blvd La Crescenta Ca 91214 * Telephone :Owner: Tenant: * <<< SALES AND LOAN INFORMATION >>> * * * Transferred :11/16/1992 Loan Amount * Document # :436682 Lender * Sale Price :$42,500 Loan Type * Deed Type :Grant Deed Interest Rate * % Owned :100 Vesting Type :Joint Tenant * <<< ASSESSMENT AND TAX INFORMATION >>> * Land :$46,018 Exempt Type * Structure Exempt Amount * Other Tax Rate Area :20-035 * Total :$46,018 Taxes :$585.04 * o Improved * <<< PROPERTY DESCRIPTION >>> * * * Map Grid * Census :Tract: Block: * Land Use :R07 Vacant,Residential * Legal :LOT 172 MB 213/0.67 TR 23268 * Sub/Plat :Tr 23268 * Book :213 Page:67 * * * <<< PROPERTY CHARACTERISTICS >>> * Bedrooms Stories YearBuilt: AgPreserve * BathFull Units MiscImprv:No * Bath3Qtr Bldg SgFt: Street ADDITIONAL * BathHalf Gar SgFt Waterfrnt: * Fireplce :No Gar Type Elect Svc: RmAddtns :No * Cntrl Ht :No Lot Acres: Gas Svc RmAddSF * CntrlA/C :No Lot SgFt : WaterSrce: AddGarType * Pool :No Roof Type: SewerType: OthrPkng * * **************************************************************************************** Information compiled from various sources. Real Estate Solutions makes no representations or warranties as to the accuracy or completeness of information contained in this report. •O`V i 1 e 4 O a AV 63 7W ( c a a„lo,sraeex f eo--, K, fo7•T Lt ba3., ofresew -----7„!e7 Q LGCd'i asv 09 09 09 09 by C9 Q' 09 y•r A. ,OF ,OC rJ u ` 66/ 96/ L6/ 96/ 96/ 66/ £6/ Z6/f r /6/) Z ® u n lZ 99 r, o• pppV aY ?9 q o`J o9 09 q A IAR J 9S , O V ® it3 $ $ LL ro nn:, A g $ 3 0 61 ♦s/ ! `¢ 2 // 09/ F9/ 69/ 99/ 99/ 0849 q aJ o9 eD 09 09 f919 Li IL o! IJ- 'JB+9 19 i9 19 19 19 19 19 19 '39'17 3 ' L © n16L/ 9Ll LL/ 9L/ SL/ N/ £L/ ZL/ 1L1 „0.101 9 3.►o.F►ae•x / /ijl0— -3IOi67 m •av ^ CS 11 C9 C9 C9 C9 C9 79 6 ac ss/ O n n " ♦ n ^ o ' ' Ltj 2 ON 191 Z9/ £9/ 69/ 991 991 L9/ 991 691 a+ C+ ¢+ •9 i! •s y L9 29 Z9 Z9 Z9 E9 Z9 oS 9f 1L CL E9 1': i v, `! Z/ ® 3 6S/ 9S/ LS/ 9S/ SS/ b5Y £S/ dS/Sl /S/ OS/ zS 79 z9 29 Z9 ZVI EB Mfr n 7iM 1 ,0,107 n 6" Or rri =7 796VbyISM a 7C 79 Z9 Z9 29 Z9 Z9044'1 r/ © e Ob/ /b/ Zb/ E6/ ON Sb/ 7i6[/ V Lp 29 Z9 29 1 ve E+ 79 OF 97 -•G rL E9 7969 29 C9 C9 r9 C9 i9 C9 C9 298+ O 9/ / Z O a 6£1 ` 9F/ LF/ 9£/ SF/ of/ FF/ dEl /F/ O£/ war 7 Nr99e/ . ! 29 cL 69 69 -6! 59 fD sb C9 C9 7989 b H b/ ae cs n c w° J 9/ ) • 3,ro,s►eeex— i/ — f7F' — 19354 >. Xi[ OW 09 OB 09 09 09 W O 6/ uti e• S u ' i ti a ` R R W a Z • l/ / 6 8 L 9 t b £ t O` iizi W e Od /Z ZZ EZ bZ tZ 9Z LZ 8Z 6Z OF /£ j CE sr/ 4 09 09 C9 09 09 09 09 g g tp Q Q YOUNG ENGINEERING SERVICES Engineering Architecture -Surveying- Building & Safety Services Letter of Transmittal To: City of La Quinta Date: 11/7/01 Project: PC#0109-225 (2" check) 78-775 Lowe Drive Attn: Greg Butler W.O.: Tel No.: Tract No.: We are forwarding: By Messenger By Mail X Your Pickup No. of Copies Description: 1 Plans (1St submittal) 1 Plans (2°d submittal) 1 Truss calculations 1 Soils report 1 Structural calculations Comments: Structural plans and calculations are approvable. This Material Sent for: Your Files X Per Your Request Your Review Approval Checking At the request of: Other By: John W. Thompson Phone # 760-342-9214 47-159 Youngs Lane, Indio, CA 92201 (760) 342-9214 Bronz Young McGEE SURVEYING, INC. 73-301 Country Club Dr., Ste. 102 - Bermuda Dunes, CA 92201 Phone (760) 345-3828 — Fax (760) 772-5705 Wednesday, November 14, 2001 City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Re: Pad Certification — Lot 172, Tr. 23268 CITY OF I -A o► IINTA wov 15 RECD BUILDINU AND SAFETY Pursuant to your request a field survey was conducted on the above referenced project to determine the vertical location of the building pad. The above mentioned was found as follows: LOT ADDRESS PAD (DES) PAD (FIELD) 172 78-775 Lowe Dr. 100.0' 100.0' 2ayn ely LS 5479 McGee L.S. 79 0 0 54 A , .. Certificate of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: Occupancy Group: SINGLE FAMILY DWELLING 78-775 LOWE DRIVE R-3, U-1 Type of Construction: VN Owner of Building: SEAN & SUSAN KEARNEY Building Official Bldg. Permit No.: 0109-225 Land Use Zone: RL Address: 100 CHALAKA PLACE City: PALM DESERT CA 92260 By: GARY SHOWALTER Date: MARCH 7. 2002 POST IN A CONSPICUOUS PLACE esl; I- C Lat CITY OF LA QUINTA SUB -CONTRACTOR LIST JOB ADDRESS `S 1„C iy PERMIT NUMBER _ OWNER ` BUILDER 5 1 'S This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons ap earing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance __i: i ._ a ,n — t 4 hol­ meet ho rmmnlatarl by annlirant "Cin Fila" i¢ not an ar.centable response. vi uUl it IV Trade / Classification F11 Imo.... .. .. ... ..... ... Contractor IF -_._.. . ,_-- -- -- - -- - State Contractor's License Workers Compensation Insurance City Business License Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/xx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp: Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-1 2) / 1 0 O isl r(, • ►OI1 6Ci ,ala L vro . G 1- -G.2 00©x') CONCRETE (C 8) FRAMING (C-5) Fro f1 ;' II O e ^ V Oa °7O ~ ex -la -63 FON QEK. Y. - fit- -!V Aadv_77/"5 %O 9X1-01 ';1-0 Zb©1M STRUCT. STEEL (C-51) MASONRY (C-29) 2t C 7 ✓ G:C Lif-- -7- -7 LO"" P) I-6 e-ro C (Fd y ADO f -fi00 3 ' --- PLUMBING (C-36) ' lr- .a ► ` . 1 <.J ( U / l ry, 4 ab L ( -Z t 0I LATH, PLASTER (C-35) S e) 6 GG f C `Ci _ - _ _ 7_ .-. DRYWALL(C-9) (C-20) ELECTRICAL (C-10)- ROOFING (C-39) % A e jrT ( na/%7`t..z0 e iG 17i -es / (. — Z lel C. - -( js — I C " L® 'a j 1 . ` % _ 7 -C i f-(07 01-30-01 -31-0 e 31-02 it G + ` ' C / (` //"1 ZhsurGnc ejS SS"'% ; ° CAti/F. ivoemry / QD %/ -(3 7' U)S S 1 0 1 / / -01 4/1p`-'CtJ- ( 1 HVAC -/-! 1 T _' ° SHEET METAL (C-43) r (2;-,, _ Z. ` -Q FLOORING (C-15) GLAZING (C-17) INSULATION (C-2)/ / eh `:• c S G Pc LfySu cl Oji _ -Z602 0 ~Zy-ol SEWAGE DISP. (C-42) VT PAINTING (C-33) CERAMIC TILE (C-54) ✓ ;Gf' I-0 1 ' / ~7Z 44c2 bk vl 3 G %J.Ti C00(0033-0DCIZL79i 1/00 O Y 664i' a ;.. CABINETS IC -61 FENCING (C-13) LANDSCAPING (C-27) / or / '11OG Sccte V / { { j . 3 . %—` !~S l; f POOL (C-53) :f t FE fA CITY OF LA QUINTA SUB -CONTRACTOR LIST JOB ADDRESS % i ? S PERMIT NUMBER OWNER — BUILDER S This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons ap earing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance f buildin ermit For each applicable trade all information requested below must be completed by applicant. "On File" is not an acceptable response. o Trade / Classification Contractor _TFgp State Contractor's License Workers Com ensation Insurance Cit Business License Company Name Classification (e.g. A, B, C-8) License Number Exp. Date (xx/xx/xx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-12) [ ` , q(,xxxxxx) { p 8 s' 3/ Q3 5-Tj' t-- %f ) dyb c I o (, 7 ZS3 bZ- v 0 3 t - CONCRETE (C-8) C C'Ir^t 1) A.) 1%S - U iP LIZ Z ' 3t D -SA'T'E tett% G I D ®Z `O i i"% ty 30 OZ. L9 I , %2 FRAMING (C-5) i STRUCT. STEEL (C-51) MASONRY (C-29) PLUMBING (C-36)' LATH, PLASTER (C e_' 2 0-34 4 57480 13) 0 11/ %0-103, ftp NO S741T— FOt0d 0 Vb - b ( 00?W,59 I (p g 6z-92— ) 1 b L 0 zo 1 O a/6 - DRYWALL (C-9) HVAC (C-20) ; ELECTRICAL IC -101 =ZI` ! Iv 0 P9 (r"C C -Z f% - i ) / ! Kj 9 `e77 0 I >7 Z1JS • CO • oc TuF ' +lM / b d 0 L i ILD -1 0 -- ROOFING (C -39)x? r SHEET METAL (C-43) Z YI S/ S• I S S71. I b FLOORING (C-15) GLAZING (C-17) INSULATION (C-2) SEWAGE DISP. (C-42) PAINTING (C-33) CERAMIC TILE (C-54) CABINETS (C-6) FENCING (C-13) LANDSCAPING (C-27) POOL (C-53) Earth Systems Southwest October 25, 2001 Desert Shamrock, Inc. P. O. Box 3123 Palm Desert, California 92261 Attention: Mr. Sean Kearney CITY OF LA QUINTA 1. BUILDING & SAFETY DEP-T. APPROVED FOR CONSTRUCTIO DATE 1 1 BY oviRc-e-41 ILI 4 4 79-811 B Country Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 File No.: 08406-01 01-10-796 Subject: Soil Engineering Report Update with Supplemental Recommendations I Project: Lot 172, Tract 23268 Lowe Drive La Quinta, California Reference: Buena Engineers, Inc., Geotechnical Engineering Report for Tract 23268, La Quinta, California, dated September 20, 1988, revised July 6, 1989, File No.: B7- 0775 -P1, Report No.: 89-06-743. As requested, we have reviewed referenced document for purposes of updating the soils report and providing supplemental recommendations for the proposed custom home. This review included a reconnaissance of the site. The subject lot was originally mass -graded as part of Tract 23268. Site Grading The building pad area should be initially prepared by removing organic growth from the pad surface. The pad should then be moisture conditioned by the use of sprinklers or rain birds to a depth of 3 to 4 feet below the current pad grade. If the current pad elevation is to be altered from its current elevation, non -expansive granular fills should be placed in lifts in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D 1557) near its optimum moisture content. If the pad is to be lowered in elevation, the depth of moisture conditioning may need to be increased to provide moisture penetration to a depth of at least 3 feet below the bottom of the proposed footings. A representative of this firm should be called to the site to observe and test the bottom of the footing excavations. If isolated soft areas are encountered supplemental compactive effort will be required to densify to a depth of at least 2 feet below the bottom of the footing bottoms. Compaction should be verified by testing. Foundations The structure foundation can be supported on shallow foundations bearing on a zone of properly prepared and compacted soils as referenced above under Site Grading. The recommendations that follow are based on very low expansion category soils. A representative of ESSW should observe foundation excavations prior to placement of reinforcing steel or concrete. Any loose soil or construction debris should be removed from October 25, 2001 2 File No.: 08194-01 ca 01-10-796 footing excavations prior to placement of concrete. Based on the test results of the direct shear data contained in the referenced geotechnical engineering report and our experience in the vicinity of the site it is our opinion the allowable bearing values provided are excessively conservative. Therefore, the following design values may be used. Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted soils as described above. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). ➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 1500 psf for dead plus design live loads Allowable increases of 250 psf per each foot of additional footing width and 250 psf for each additional foot of footing depth may be used up to a maximum value of 2500 psf. ➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2000 psf for dead plus design live loads Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each additional foot of footing depth may be used up to a maximum value of 2500 psf. A' one-third (1/3) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on anticipated loads. Minimum reinforcement for continuous wall footings should be two, No. 4 steel reinforcing bars, one placed near the top and one placed near the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Settlement: Estimated total static settlement, based on footings founded on firm soils as recommended, should be less than 1 inch. Differential settlement between exterior and interior bearing members should be less than V2 -inch. Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 300 pcf may also be used. These values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced to 0.23 of dead load forces. A one-third (1/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that any required backfill adjacent to foundations is properly compacted. Active earth pressures against retaining walls may be designed for an equivalent fluid pressure of 35 pcf. Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with the Site Grading section of this report. Vapor Barrier: In areas of moisture sensitive floor coverings, an appropriate vapor barrier should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas an impermeable membrane (10 -mil moisture barrier) should underlie the floor slabs. The EARTH SYSTEMS SOUTHWEST October 25, 2001 3 File No.: 08194-01 01-10-796 membrane should be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the moisture barrier is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing of the barrier around utility lines. Slab thickness and reinforcement: Slab thickness and reinforcement of slab -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick (actual, not nominal). We suggest that the concrete slabs be reinforced to resist cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut (1/4 of slab depth) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened butt joints with one- half inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to prevent moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this Arid desert region using proper batching, placement, and curing methods. Curing is highly effected by temperature, wind, and humidity. Quality control procedures may be used including trial batch mix designs, batch plant inspection, and on-site special inspection and testing. Typically, for this type of construction and using 2500 -psi concrete, many of these quality control procedures are not required. Mitigation of Soil Corrosivity on Concrete The site soils were not tested for soluble sulfate, soluble chlorides, or pH. Therefore, ESSW can offer no opinion as to the type of cement to use in concrete mix designs. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement. Similarly, electrical resistivity testing of the soil within the vicinity of the site soils may present a severe potential for metal loss from electrochemical corrosion processes. Corrosion protection EARTH SYSTEMS SOUTHWEST October 25, 2001 4 File No.: 08194-01 01-10-796 of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. A qualified corrosion engineer should be consulted regarding mitigation of the corrosive effects of site soils on metals. Earth Systems does not practice corrosion engineering and we recommend that a qualified corrosion engineer be consulted regarding mitigation of the corrosive effects of site soils on metals. Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the San Andreas and San Jacinto Faults. The minimum seismic design should comply with the latest edition of the Uniform Building Code (UBC). The UBC provisions are generally intended to protect human life safety and prevent structural collapse. It is not necessarily intended to prevent structural damage or preserve functionality after a large earthquake. Therefore, more stringent seismic design should be considered if a particular level of structural performance is desirable after a large earthquake. That design should be based on a site and project specific seismicity analysis. The following are updated 1997 UBC seismic design values: 1997 UBC Seismic Coefficients for Chapter 16 Seismic Provisions The potential for soil liquefaction to occur at this site is considered negligible because the depth of groundwater beneath the site exceeds 50 feet. In addition, the project does not lie within the Riverside County liquefaction study zone. Closing Except as modified in this report, it is our opinion that the referenced documents are applicable to the proposed development. We make no representation as to the accuracy of the dimensions, measurements, calculations, or any portion of the design. This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project so that they are incorporated into the plans and specifications for the project. The owner, or the owner's representative, also has the responsibility to take the necessary steps to see that the general contractor and all subcontractors EARTH SYSTEMS SOUTHWEST Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-I Soil Profile Type: So Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 8.1 km = 5.0 miles (San Andreas Fault) Near Source Factor, Na: 1.08 Table 16-S Near Source Factor, Nv: 1.35 Table 16-T Seismic Coefficient, Ca: 0.47 = 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.87 = 0.64Nv Table 16-R The potential for soil liquefaction to occur at this site is considered negligible because the depth of groundwater beneath the site exceeds 50 feet. In addition, the project does not lie within the Riverside County liquefaction study zone. Closing Except as modified in this report, it is our opinion that the referenced documents are applicable to the proposed development. We make no representation as to the accuracy of the dimensions, measurements, calculations, or any portion of the design. This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project so that they are incorporated into the plans and specifications for the project. The owner, or the owner's representative, also has the responsibility to take the necessary steps to see that the general contractor and all subcontractors EARTH SYSTEMS SOUTHWEST October 25, 2001 5 File No.: 08194-01 01-10-796 follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this project, Earth Systems Southwest (ESSW) has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ESSW should be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Should you have any questions concerning our report please give us a call and we will be pleased to assist you. Sincerely, EARTH SY E ST TI - UA CE 38234 m EXP. 03/3 t /05 r Craig S. H * 10.zr.ol * CE 38234 Mt. lFOF CA1 F P Letter/csh/dac Distribution: 4/Desert Shamrock, Inc. INTA File IBD File EARTH SYSTEMS SOUTHWEST B,.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic.. No. C33047 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FaxFC I O F QUI TA BUILDING & SAFETY DEPT. APPOV FOR CONSTRUCTION, LDArE= / D/ BY Mr. & Mrs. McGowan Residence Residential Concepts Jerry W. Sherman Job Number: 800.0901 August 10, 2001 VALID ONLY IF SIGNED IN RED r Table Of Contents Loads 1 — 3 Rafters 4-5 Beams 6-14 Columns & Footings 15-18 Lateral 19-36 Shear Wall Schedule 37 1 McGowan Residence 800.0901 Loads Dead Load - Tile Roof Tile 10.0 Roofing 3.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 26.0 P.S.F. Dead Load - Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 2.0 Sprinklers 2.0 Miscellaneous 2.0 Total 18.0 P.S.F. Live Load Roof 20.0 P.S.F. Seismic (2.5) (.44) (1.2) (1.0) / (4.5) (1.4) W (.21) W Wind (1.06) (1.3) (12.6) (1.0) =17.36 P.S.F. @ IF P 1 McGowan Residence 800.0901 LATERAL LOADING Ht. Abv.Gnd.(Ft) = 15 WIND 4 Soil Profile Type= Sd Wind Speed (MPH)= 70 Dist. to Source (km) = Ce= 12.6 Wind Exposure= C Base Shear Pressure Coeff. (Qs)= 1.3 Not to exceed - Importance Factor= 1 Not less than - Per Eq. 30-6 V= 0.048 Per Eq. 30-7 V= (PSF) Ht. Abv 0-15 0.081 P= 17.36 Ground 15-20 P= 18.51 (ft) 20-25 P= 19.49 25-30 P= 20.15 30-40 P= 21.46 SEISMIC Ht. Abv.Gnd.(Ft) = 15 Zone= 4 Soil Profile Type= Sd Seismic Source Type = A Dist. to Source (km) = 12.0 "R" Factor = 4.5 Base Shear Per Eq. 30.4 V = 1.064 Not to exceed - Per Eq. 30-5 V= 0.244 Not less than - Per Eq. 30-6 V= 0.048 Per Eq. 30-7 V= 0.081 Use- 0.081 Period (T) = 0.15244 Z= 0.4 Cv= 0.7296 Na= 1.00 Ca= 0.44 TABLE FOR Na seismic source <2km 5 km 1>10km A 1.5 1.2 1.0 B 1.3 1.0 1.0 c 1.0 1.0 1.0 TABLE FOR Nv seismic source J<km . 5 km 10km >15km A 2.0 1.6 1.2 1.0 B 1.6 1.2 1.0 1.0 C 1.0 1.0 1.0 1.0 Nv= 1.14 GOVERNS 1 0.244 STRENGTH DESIGN USE 0.175 WORKING STRENGTH DESIGN (DIVIDE BY 1.4) 2 5MEET' NO. BIG®. STRUCTURAL JOB. NO., o [TEM ENGINEERING °ATE 1_ol r ¢ Ny ENG I NEER' r ---$-------------r-----------------7--------------------- I ■ ■ ■■eee e a ■ae ■ I ua o I i i I - - - - - -I - - _ _ 71 I I - - - -• -- I I I I I ( I I I 1 I I I I \———————————————— — — — — —I ct I I I . I - - - - - -- ------------ ------------ -T -- - - - - --- - - - - ' r-1 I - - ■ I I I I I I .-f-- - - - - - -4 — - - I\ — f - —i— - ■ I I ( I I I I I _ _ - - - - ----- - - - - \-.LA61 I I I ILI I - - - - - - ----L----------------I-----------I PROJECT SHEET NO. 1 L C ulra,.t EErS. B.G. STRUCTURAL JOB NO. %•0►0► .ITE M DATE ENGINEERING ENGINES B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rev. 510300 User. KW -0003999, Ver 5.1.3.22Jun1999, WM32 (c)1993-99 ENERCALC Description Rafter A Timber Member Information Title: McGowan Residence Dsgnr: BG Description Scope: Timber Beam & Joist Job # 800.0901 Date: 1:1213M, 31 JUL 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Reactions J1 . Timber Section lbs 2x10 Beam Width in 1.500 Beam Depth in 9.250 Le: Unbraced Length ft 0.00 Timber Grade lbs Douglas Fir - Larch, Douglas Fir - Larch Douglas Fir - Larch Fb - Basic Allow psi 875.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.250 Member Type in Sawn Repetitive Status UDefl Ratio Repetitive Center Span Data 4,580.3 Center LL Defi Span ft 8.00 Dead Load #/ft 36.00 Live Load #/ft 40.00 Results Ratio = 0.2465 Mmax @ Center in -k 7.30 @ X = It 4.00 fb : Actual psi 341.1 Fb : Allowable psi 1,383.6 Bending OK fv : Actual psi 26.6 Fv : Allowable psi 118.8 Shear OK Reactions @ Left End DL lbs 144.00 LL lbs 160.00 Max. DL+LL lbs 304.00 @ Right End DL lbs 144.00 LL lbs 160.00 Max. DL+LL lbs 304.00 Deflections Center DL DO in -0.021 UDefl Ratio 4,580.3 Center LL Defi in -0.023 UDefl Ratio 4,122.3 Center Total DO in -0.044 Location ft 4.000 UDefl Ratio 2,169.6 r ITEM B.G. STRUCTURAL ENGINEERING SHEET NO. ,JOB NO. sat DATE ENGINEER 1+1A wo. z, 7f -T Beam B1 TJ -Beam'"' v5.55 Serial Number: 700109817 3.5 x 14 2.0E Parallam® PSL BEAMUSA 1111 7/31/2001 1:44:57 PM Page 1 of 1 Build Code: 146 . THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0' All dimensions are horizontal. LOADS: Analysis for Beam Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION Uniform(plf) Roof(1.25) 80 189 0 to 17' SUPPORTS: INPUT - BEARING REACTIONS(lbs.) . WIDTH. LENGTH n. 1 2x4 Plate 3.50" .n 680 / 1736 / 2416 17' 3.5" All dimensions are horizontal. LOADS: Analysis for Beam Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION Uniform(plf) Roof(1.25) 80 189 0 to 17' SUPPORTS: INPUT - BEARING REACTIONS(lbs.) . WIDTH. LENGTH LIVE/DEAD/TOT. 1 2x4 Plate 3.50" 3.5" 680 / 1736 / 2416 2 2x4 Plate 3.50" 3.5" 680 / 1736 / 2416 Product Diagram Is Conceptual. Tributary Load Width: 1' APPLICATION COMMENT Replaces PLY DEPTH DETAIL OTHER 1 14.0" Detail R1 SB Shear Blocking 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2369 2002 11842 Passed(17%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 9871 9871 33952 Passed(29%) MID Span 1 under Roof loading Live Defl.(!n) 0.093 0.556 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.332 0.833 Passed(U603) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION McGowan Residence 800.0901. OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM Is a trademark of Trus Joist . Parallam® is a registered trademark of Trus Joist . B.G. Structural Engineering, Inc. ,45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rev: 510300 User. KW -0603989, Ver 5.1.3, 22 -Jun -1999, Win32 (c) 1983-99 ENERCALC Description Beams B2 - B3 Timber Member Information Title: McGowan Residence Dsgnr: BG Description Scope: Timber Beam & Joist Job # 800.0901 Date: 1:48PM, 31 JUL 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Reactions B2 B3 Timber Section Itis 4x6 6x6 Beam Width in 3.500 5.500 Beam Depth in 5.500 5.500 Le: Unbraced Length It . 0.00 0.00 Timber Grade lbs Douglas Fir - Larch, Douglas Fir - Larch Douglas Fir - Larch Fb - Basic Allow psi 875.0 1,300.0 Fv - Basic Allow psi 95.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 Member Type in Sawn Sawn Repetitive Status No No Center Span Data in -0.024 -0.023 Span ft 3.50 3.50 _ Dead Load #/ft 312.00 468.00 Live Load #/ft 240.00 360.00 Results Ratio = 0.4716 0.5031 Mmax @ Center in -k 10.14 15,21 @ X = ft 1.75 1.75 fb : Actual psi 574.8 548.7 Fb : Allowable psi 1,421.9 1,625.0 Bending OK Bending OK fv : Actual psi 56.0 53.5 Fv : Allowable psi 118.8 106.3 Shear OK Shear OK Reactions @ Left End DL Itis 546.00 819.00 LL lbs 420.00 630.00 Max. DL+LL lbs 966.00 1,449.00 @ Right End DL lbs 546.00 819.00 LL lbs 420.00 630.00 Max. DL+LL lbs 966.00 1,449.00 Deflections Center DL Defl in -0.014 -0.013 UDefl Ratio 3,095.6 3,243.0 Center LL Defl in -0.010 -0.010 L/Defl Ratio 4,024.3 4,215.9 Center Total Defl in -0.024 -0.023 Location ft 1.750 1.750 L/Defl Ratio 1,749.7 1,833.0 U33NIDN3 RV6 *0 aig-ON sor JV 'ON 133HS 9N1.H33NIJN3 IV-u-ni3.nHis IS a .,54V rwr-4062 -> B.G. Structural Engineering, Inc. Title : McGowan Residence Job # 800.0901 45-535 Via Corona @ Left End DL lbs 1,358.50 Dsgnr: BG Description Date: 3:58PM, 31 JUL 01 r Indian Wells, CA 92210 lbs 1,045.00 : 750.00 (760) 568-3553 lbs 2,403.50 2,691.00 1,875.00 @ Right End DL lbs 1,358.50 1,521.00 1,125.00 Scope lbs (760) 568-5681 FAX 1,170.00 750.00 Max. DL+LL lbs 2,403.50 Rev: 510300 User. KW-0603989, Ver5.1.3,22Jun-1999,WM32 Timber Beam & Joist Page 1 (c) 1983-99 ENERCALC Center DL Defl c:1ec\800-0901 m owan res.ecw:Beams Description Beams B4 - B6 -0.058 L/Defi Ratio Timber Member Information 2,609.1 1,556.5 Calculations are designed to 1997 NDS and 1997 UBC Requirements in -0.025 B4 B5' B6 Timber Section 3,391.9 6x8 6x10 4x10 -0.058 Beam Width in 5.500 5.500 3.500 3.250 Beam Depth in 7.500 9.500 9.250 933.9 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir -Larch Douglas Fir- Larch Douglas Fir- Larch, Fb - Basic Allow psi 1,300.0 1,300.0 875.0 Fv - Basic Allow psi . 85.0 85.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration *Factor 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 5.50 6.50 7.50 Dead Load #/ft 494.00 468.00 300.00 Live Load #/ft 380.00 360.00 200.00 Results Ratio = 0.6383 0.5526 0.6440 Mmax @ Center in-k 39.66 52.47 42.19 @ X = ft 2.75 3.25 3.75 fb : Actual psi 769.1 634.3 845.2 Fb : Allowable psi 1,625.0 1,625.0 1,312.5 Bending OK Bending OK Bending OK fv : Actual psi 67.8 58.7 69.5 Fv : Allowable psi 106.3 106.3 118.8 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,358.50 1,521.00 1,125.00 LL lbs 1,045.00 1,170.00 750.00 Max. DL+LL lbs 2,403.50 2,691.00 1,875.00 @ Right End DL lbs 1,358.50 1,521.00 1,125.00 LL lbs 1,045.00 1,170.00 750.00 Max. DL+LL lbs 2,403.50 2,691.00 1,875.00 Deflections Center DL Defl in -0.033 -0.030 -0.058 L/Defi Ratio 2,007.6 2,609.1 1,556.5 Center LL Defl in -0.025 -0.023 -0.039 L/Defi Ratio 2,609.9 3,391.9 2,334.7 Center Total Defl in -0.058 -0.053 -0.096 Location ft 2.750 3.250 3.750 L/Defi Ratio 1,134.7 1,474.7 933.9 PROJECT M Cho UJAcr 2> 'S, ITEM. B.G. STRUCTURAL. ENGINEERING $ g -•,l z ( t 1( Zig g9 (19\r? se C Co SHEET NO. ' JOB NO. DATE o4 . ENGINEER . B.G. Structural Engineering, Inc. Title: McGowan Residence Job # 800.0901 45-535 Via Corona Dsgnr: BG Description Date: 3:59PM, 31 JUL 01 Indian Wells, CA 92210 (760) 568-3553 Scope (760) 568-5681 FAX Rev. 510300 User:KW-0603989, Ver 5.1.3,22Jun-1999,WIn32 Timber Beam $c Joist Page 1 (c) 1983-99 ENERCALC c:\ec\800-0901 mcglowan res.ecw:eeams Description Beams 67 - B9 Timber Member Information calculations are designed to 1997 NDS and 1997 UBC Requirements B7 B8 B9 Timber Section 4x10 6x6 6x6 Beam Width in 3.500 5.500 5.500 Beam Depth in 9.250 • 5.500 5.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Larch, Douglas Fir - Larch Douglas Fir - Larch Fb - Basic Allow psi 875.0 1,300.0 1,300.0 Fv - Basic Allow psi 95.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor . 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Spanft 8.00 6.50 3.50 Dead Load #/ft 205.00 189.00 494.00 Live Load #/ft 80.00 80.00 380.00 Results Ratio = 0.4177 0.3783 0.5311 Mmax @ Center in -k 27.36 17.05 16.06 @ X = ft 4.00 3.25 1.75 fb : Actual psi 548.2 614.8 579.2 Fb : Allowable psi 1,312.5 1,625.0 1,625.0 Bending OK Bending OK Bending OK fv : Actual psi 42.7 37.5 56.4 Fv : Allowable psi 118.8 106.3 106.3 ' Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 820.00 614.25 864.50 LL lbs 320.00 260.00 665.00 Max. DL+LL lbs 1,140.00 874.25 1,529.50 @ Right End DL lbs 820.00 614.25 864.50 LL lbs 320.00 260.00 665.00 Max. DL+LL lbs 1,140.00 874.25 1,529.50 Deflections Center DL Defl in -0.051 -0.062 -0.014 UDefl Ratio 1,876.8 1,253.7 3,072.3 Center LL DO in -0.020 -0.026 -0.011 L/Defl Ratio 4,809.3 2,961.9 3,994.0 Center Total DO in -0.071 -0.089 -0.024 Location It 4.000 3.250 1.750 UDefl Ratio 1,350.0 880.9 1,736.5 PROJECT® SHEET N0.. I JOB NO.,2B.G. STRUCTURAL . Qo JOB NO. ITEM DATE ' ENGINEERING ENGINEER I Q , 1 Z B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rev: 510300 User. KW -0603989, Ver 5.1.3, 22Jun-1999, Wln32 (c)1983-99 ENERCALC Description Beams B10.- B12 Title : McGowan Residence Dsgnr: BG Description Scope: Timber Beam & Joist Job # 800.0901 Date: 3:57PM, 31 JUL 01 1 4 a Page 1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Reactions BIO B11 B12 Timber Section lbs 6x10 6x6 4x10 Beam Width in 5.500 5.500 3.500 Beam Depth in 9.500 5.500 9.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade lbs Douglas Fir - Larch Douglas Fir - Larch Douglas Fir - Larch, Fb - Basic Allow psi 1,300.0 1,300.0 875.6 Fv - Basic Allow psi 85.0 85.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor L/Defl Ratio 1.250 1.250 1.250 Member Type Center LL Defl Sawn Sawn Sawn Repetitive Status L/Defl Ratio. No No No Center Span Data Center Total Defl in -0.063 -0.027 Span ft 6.50 3.50 10.50 Dead Load - #/ft 548.00 548.00 131.00 Live Load #/ft 440.00 440.00 80.00 Results Ratio = 0.6594 0.6004 0.5327 Mmax @ Center in -k 62.61 18.15 34.89 @ X = ft 3.25 1.75 5.25 fb : Actual psi 756.9 654.7 699.1 Fb : Allowable psi 1,625.0 1,625.0 1,312.5 Bending OK Bending OK Bending OK fv : Actual psi 70.1 63.8 43.9 Fv : Allowable psi 106.3 106.3 118.8 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,781.00 959.00 687.75 LL lbs 1,430.00 770.00 420.00 Max. DL+LL lbs 3,211.00 1,729.00 1,107.75 @ Right End DL lbs 1,781.00 959.00 687.75 LL lbs 1,430.00 770.00 420.00 Max. DL+LL lbs 3,211.00 1,729.00, 1,107.75 Deflections Center DL Defl in -0.035 -0.015 -0.097 L/Defl Ratio 2,228.2 2,769.6 1,299.0 Center LL Defl in -0.028 -0.012 -0.059 L/Defl Ratio. 2,775.2 3,449.4 2,127.1 Center Total Defl in -0.063 -0.027 -0.156 Location ft 3.250 1.750 5.250 L/Defl Ratio 1,235.9 1,536.2 806.5 FIA PROJECT SHEET NO. ITEM B -,Q ..j.STRUCTURAL JOB. NO . DATE ENGINEERING ENGINEER ell PROJECT SHEET NO. B.G. STRUCTURAL JOB NO. ITEM DATE ^ I 40 ENGINEERING :ENGINEER ✓, ,,.,, v r X40 -+ , ,\ + s C . 1 - 2.3 0Iry 97 WOOD POST (6X WALL) 7/31/2001 STUD GRADE 2X6 d= 5.5 IN. 2-2X6 Fc= 825 PSI AREA Fce Fce E= 1.4 X 10^6 PSI L I Ud psi Cd= 1.00 5 10.91 3529 Cf= 1.10 6 13.09 2451 824 6.80 7 15.27 1801 20.39 G1 8 9 17.45 19.64 1379 1089 10 21.82 1008 10 21.82 882 833 14.20 t 11 24.00 729 9.36 11.23 12 26.18 613 5.10 14 30.55 13 28.36 522 15 32.73 448 14 30.55 450 394 494 15 32.73 392 9.52 12.24 16 34.91 345 7.25 22 48.00 18 39.27 272 5.38 6.45 20 43.64 221 2.88 4.79 22 48.00 182 D.F. #2 2X6 d= 5.5 IN. 2-2X6 Fc= 1300 PSI AREA Fce E= .1.6 X 10^6 PSI L Ud psi Cd= 1.00 5 10.91 4033 Cf= 1.10 6 13.09 2801 11.73 14.08 7 15.27 2058 824 6.80 8 17.45 1576 15.86 20.39 9 19.64 1245 %80 12.97 10 21.82 1008 738 6.09 11 24.00 833 14.20 t 18.26 12 26.18 700 9.36 11.23 13 28.36 597 618 5.10 14 30.55 514 11.90. 15.30 15 32.73 448 7.63 9.15 16 34.91 394 494 4.08 18 39.27 311 9.52 12.24 20 43.64 252 6.04 7.25 22 48.00 208 Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI V7 2X6 3X6 2-2X6 4X6 3-2X6 AREA 8.25 13.75 16.5 19.25 24.75 Fc P P P P P 853 7.04. 11.73 14.08 16.42 21.11 824 6.80 11.33 13.60 15.86 20.39 786 6.48 %80 12.97 15.13 19.45 738 6.09 10.14 12.17 14.20 t 18.26 681 5.62 9.36 11.23 113.101 16.85 618 5.10 8.50 10.20 11.90. 15.30 555 4.58 7.63 9.15 10.68 13.73 494 4.08 6.80 8.16 9.52 12.24 440 3.63 6.04 7.25 8.46 10.88 391 3.23 5.38 6.45 7.53 9.68 349. 2.88 4.79 5.75 6.71 8.63 312 2.57 4.29 5.15 6.01 7.72 253 2.09 3.48 4.17 4.87 6.26 208 1.72 2.86 3.43 4.01' 5.15 174 1.44 2.39 2.87 3.35 4.31 625 5.16 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 .8.78 11.29 2X6 3X6 2-2X6 4X63 -2X6 AREA 8.25 13.75 16.5 19.25 %75 Fc P P P P P 1305 10.77 17.95 21.53 25.12 32.30 1235 10.19 16.98 20.38 23.78 30.57 1144 9.44 15.73 18.87 22.02 28.31 1034 8.53 14.22 1.7.07 19.91 25.60 917 7.57 12.61 15.13 17.65 22.70 803 6.62 11.04 13.25 15.45 19.87 699 5.77 9.62 11.54 13.46 17.31 610 5.03 8.38 10.06 11.74 15.09 533 4.40 7.33 8.80 10.26 13.20 469 3.87 6.45 7.73 9.02 11.60 414 3.42 5.70 6.84 7.98 10.25 368 3.04 5.06 6.08 7.09 9.12 296 2.44 4.07 4.88 5.69 7.32 242 2.00 3.33 4.00 4.66 5.99 202 1.66 ' 2.77 3.33 3.88 4.99. 625 5.16 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 8.78 11.29 V7 POINT LOAD ON CONTINUOUS FOOTING 7/31/2001 Footing Width(FW)= 12 in. Footing Depth(FD)= 12 in. Soil Bearing(SB)= 1500 psf Increase Width (IW)= 0 psf Maximum Soil Bearing= 2000 psf Increase Depth (ID)= 200 psf Plain Concrete Design: F'c= 2000 psi Tension Fb= 71.55 psi PER'97 UBC, SECTION 2622(d)2. Example: Fsoil = ((D - FD) + 12 x ID) + {(W - FW) + 12" x IW) + SB. F'soil = Fsoil - (D + 12 x (150-110)) w= WxF'soil+12 M= FbxWxD^2+12"+6 L= (2 x M + w)^1/2 Pmax= 2xLxw I W (")D(") F'soil (psf) w(#/ft) M (A#) L (ft) Pmax 41 v 4q 1 11 A 15 x 12 1460 1825 2147 1.53 5598 18 x 12 1460 2190 2576 1.53 6718 21 x 12 1460 2555 3005 1.53 7838 24 x 12 1460 2920 3435 1.53 8957 12 x 15 1500 1500 2683 1.89 5674 15 x 15 1500 1875 3354 1.89 7093 . 18 x 15 1500 2250 4025 1.89 8512 24 x 15 1500 3000 5367 1.89 11349 30 x 15 1500 3750 6708 1.89 14186 12 x 18 1540 1540 3864 2.24 6900 15 x 18 1540 1925 4830 2.24 8624 18 x 18 1540 2310 5796 2.24 10349 21 x 18 1540 2695 6762 2.24 12074 24 x 18 1540 3080 7728 2.24 13799 12 x 21 1580 1580 5259 2.58 8153 15 x 21 1580 1975 6574 2.58 10192 18 x 21 1580 2370 7889 2.58 12230 21 x 21 1580 2765 9204 2.58 14268, 24 x 21 1580 3160 10518 2.58 16307 12 x 24 1620 1620 6869 2.91 9435 15 'x 24 1620 2025 8587 2.91 11794 18 x 24 1620 2430 10304 2.91 14153 21 x 24 1620 2835 12021 2.91 16512 24 x 24 1620 3240 13738 2.91 18871 Note: For point loads on footings with uniform loads take the difference between "w" above and the uniform load, then multiply by two and by "L" above for P'max FDN-1 01 k%7 15'11 M 5 CLO n l b) M5 ts2.y r --s rL- - I 1 07! `L U. m5 ISI u i5C8 2l33NION3 o-g 31Va 9NI133NION3 W311 "ON 1 renl nels ' ' b • ON A3145 I.ITEM T M aAfs I . le 4OU-44,J Lal F-A . -9_90f-el 7" ^_17,_ wasL B.I. STRUCTURAL ENGINEERING Z-41 IP w 5.tq, 7 SHEET NO. OZ -0 JOB NO, toeIo. 0 DATE g!6 I ENGINEER I" 0 ewe 4 c- 7, 5 to c/ ol 4 - -(to /\/64St )' °1.e,41 (4.4 4) 413 -C ov 3 0 PROJECT . SHEET NO. I B.G. STRUCTURAL JOB No. o ITEM DATE ENGINEERING ENGINEER 4 J oG (7• 1. Lo;5:(Zzs t 4' ( ,5 17 (5t1) e. It9,1s).r /$ "Is L B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 • (760)568-3553 (760) 568-5681 FAX Rev: 510300 U. KW -0603989, Ver 5.1.3, 22 -Jun -1 999, WIn32 (c) 1983-99 ENERCALC Description Shear Wall 1 General Information Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date: 2:23PM, 1 AUG 01 Z Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 1.830 It End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 1/2" Ht / Length 4.918 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 1,736.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 It Point Load # 3 0.00 lbs at ft Uniform Load # 1 78.00 #/ft 0.00 ft to 1.83 It Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 594.00 #/ft 1.830 ft = 1,087.02 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.830 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.000 ft Concrete Weight 145.00 pcf Wall Length 1.830 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Footing Length 7.830 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % ' 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 626.1#/ft, Capacity = 730.000#/ft -> OK Wall Overturning = 10,047.8ft-#, Resisting Moment = 386.8ft-#, End Uplift = 5,279.22lbs Max. Soil Pressures: @ Left = 1,936.9psf, @ Right = 1,193.2psf Sill Bolting: 1/2" Bolts @ 16.19in, 5/8" Bolts @ 25.24in, 3/4" Bolts @ 35.69in Footing Summary... Max. Footing Shear = 12.12psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.590 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... J No Uplift, None Required No Uplift, None Required PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer. 510300 User. KW -0603989, Ver 5.1.3, 22Jun 1999, WI02 (c)1983-99 ENERCALC Description Shear Wall 1 Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date:. 2:23PM, 1 AUG 01 ?3 Page 2 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.833 ft 2.159 ft Soil Pressure @ LEFT Side of Footing 1,936.89 psf 0.00 psf. Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,193.23 psf Moments... Actual Mu @ Left Wall Edge 8,360.76 ft-# 5,602.35 ft-# Actual Mu @ Right Wail, Edge 1,541.53 ft-# 1,536.37 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 12.122 psi 1.866 psi 100.000 psi 11,766.50 ft-# 18,703.27 ft-# 1.590 :1 1.866 psi 7.541 psi 100.000 psi 11,766.50 ft-# 21,880.15 ft-# 1.860 :1 B.G. Structural Engineering, Inc. 45-535 Via Corona ,Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev: 510300 Ueer. KW -0803989, Ver 5.1.3, 22Jun•1999, WIn32 (c) 1983-99 ENERCALC Description Shear Wall 2 Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date: 2:42PM, 1 AUG 01 zar Page 1 General Information 0.00 ft 0.00 lbs at Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 1/2" Ht / Length 6.000 Stud Spacing 16.00 in Vertical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 820.00 lbs at 0.00 ft 0.00 lbs at 0.00 ft 0.00 lbs at ft 78.00 #/ft 0.00 ft to 1.50 ft 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear@ Top of Wall 263.00 4/ft 1.500 ft = 394.50 lbs Uniform -Shear @ Top of Wall 0.00 #/ft 1.500ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.000 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear= 295.1#/ft, Capacity = 430.000#/ft -> OK. Wall Overturning = 3,767.4ft-#, Resisting Moment = 259.9ft-#, End Uplift = 2,338.34lbs Max. Soil Pressures: @ Left = 1,258.5psf, @ Right = 900.7psf Sill Bolting: 1/2" Bolts @ 34.34in, 5/8" Bolts @ 48.00in, 3/4" Bolts.@ 48.00in Footing Summary... Max. Footing Shear = 1.77psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.903 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2A, Capacity = 27751bs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs 1-1135A, Capacity = 4010lbs HD5A, Capacity= 40101bs 0 B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rev: 510300 User: KW -0603989, Ver 5.1.3, 22Jur 1999, Wh32 (c) 1983-99 ENERCALC Description Shear Wall 2 Title: McGowan Residence Dsgnr: BG Description Scope : Plywood Shear Wall & Footing Job # 800.0901 Date: 2:42PM, 1 AUG 01 Page 2 Footing Analysis 1.770 psi 0.373 psi vu/.85 @'d' from Right Wall Edge Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.704 ft 1.289 ft Soil Pressure @ LEFT Side of Footing 1,258.52 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 900.68 psf Moments... 1.903 :1 2.181 :1 Actual Mu @ Left Wall Edge 2,542.53 ft-# 1,802.07 ft-# Actual Mu @ Right Wall Edge 685.13 ft-# 646.71 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 1.770 psi 0.373 psi vu/.85 @'d' from Right Wall Edge 0.373 psi 1,179 psi Allowable Vn 100.000 psi 100.000 Overturning... .psi Overturning Moment 4,431.42 ft-# 4,431.42 ft-# Resisting Moment 8,434.91 ft-# 9,664.91 ft-# Overturning Stability Ratio 1.903 :1 2.181 :1 19 PROJECT SHEET NO. B.G. STRUCTU RALJOB NO.ae,.%; gptol ITEM DATE -0A ENGINEERING ENGINEER Mac CZ (.1 1> 1.'1 (.°11 GS;'1 S) t. :i C cr -7 I'l,c) . f r H4L + TO B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rev. 510300 User: KW -0603989, Ver 5.1.3, 22 -Jun -1999, WM32 (c) 1983-99 ENERCALC Description Shear Wall 4 General Information Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date: 2:40PM, 1 AUG 01 -M Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 8.750 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.210 Nall Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 1/2" Ht/Length 1.029 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 741.00 lbs at 0.00 ft Point Load # 2 741.00 lbs at 8.75 ft Point Load # 3 0.00 lbs at ft Uniform Load #.1 494.00 #/ft . 0.00. ft to 8.75 ft Uniform Load # 2 . 0.00 #/ft 0.001 to 0.00 ft Lateral Loads... Uniform Shear @ Top of. Wall 849.00 #/ft 8.750 ft = 7,428.75 lbs Uniform Shear @ Top of Wall 0.00 #/ft 8.750 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @.Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 5.500 ft Concrete Weight 145.00 pcf Wall Length 8.750 ft Rebar Cover 3.00 in Past Right Edge of Wall 5.500 ft fc 2,500.00 psi Footing Length 19.750 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 2 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear= 881.1#/ft, Capacity= 1,100.000#/ft -> OK Wall Overturning = 68,123.9ft-#, Resisting Moment = 31,251.7ft-#, End Uplift = 4,213.96lbs Max. Soil Pressures: @ Left = 1,505.9psf, @ Right = 1,505.9psf Sill Bolting: 1/2" Bolts @ 11.50in, 5/8 Bolts @ 18.02in, 3/4" Bolts @ 25.90in Footing Summary... Max. Footing Shear = 28.62psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.54in2, @ Right = 0.54in2 Minimum Overturning Stability Ratio = 1.831 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... No Uplift, None Required No Uplift, None Required B.G. Structural Engineering, Inc. 45-535 Via Corona ,Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rev: 510300 User. KW -0603989, Ver 5.1.3, 22.1urr1999, W102 (c) 1983-99 ENERCALC Description Shear Wall 4 Title: McGowan Residence Dsgnr: BG Description Scope : Plywood Shear Wall & Footing Job # 800.0901 Date: 2:40PM, 1 AUG 01 `1+5 Page 2 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 5.865 ft 5.865 ft Soil Pressure @ LEFT Side of Footing 1,505.94 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,505.94 psf Moments... Actual Mu @ Left Wall Edge 26,617.56 ft-# 26,617.56 ft-# Actual Mu @ Right Wall Edge 5,181.26 ft-# 5,181.26 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 28.615 psi 5.597 psi 100.000 psi 79,688.70 ft-# 145,870.41 ft-# 1.831 :1 5.597 psi 28.615 psi . 100.000 psi 79,688.70 ft-# 145,870.41 ft-# 1.831 :1 B.G. Structural Engineering, Inc. 45-535 Via Corona -Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev. 510300 User. KW -0603989, Ver 5.1.3, 22Jun-1999, WIn32 (c) 1883-99 ENERCALC Description Shear Wall 5 General Information Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date: 2:41 PM, 1 AUG 01 _0 A Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Plywood Grade Structural I Nail Size 8d Thickness 1/2" Stud Spacing 16.00 in Wall Length Wall Height Wall Weight Ht/Length 1.500 ft 9.000 ft 17.000 psf 6.000 End Post Dimension 3.50 in Seismic Factor 0.210 Nominal Sill Thick. 2.00 Loads Vertical Loads... psi mom, Point Load # 1 688.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 106.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 263.00 #/ft 1.500ft = 394.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top,of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.000 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in A Design OK Wall Summary.... Using 1/2" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 295.1#/ft, Capacity = 430.000#/ft -> OK Wall Overturning = 3,767.04, Resisting Moment = 291.04, End Uplift = 2,317.34lbs Max. Soil Pressures: @ Left = 1,242.8psf, @ Right = 920.5psf Sill Bolting: 1/2" Bolts @ 34.34in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 1.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.870: 1 Simpson Hold Down Options ccmaw Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 28151bs PHD2, Capacity = 361 bibs PHD2, Capacity.= 36101bs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer. 510300 User. KW0603989. Ver 5.1.3. 224urt 1999. WW2 (c) 198399 ENERCALC Description Shear Wall 5 Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0961 Date: 2:41 PM, 1 AUG 01 Page 2 Footing Analysis 1.737 psi 0.373 psi vu/.85 @ 'd' from Right. Wall Edge Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.723 ft 1.364 ft Soil Pressure @ LEFT Side of Footing 1,242.78 psf 0.00. psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 920.49 psf Moments... 1.870 :1 2.103 :1 Actual Mu @ Left Wall Edge 2,479.26 ft-# 1,826.54 ft-# Actual Mu @ Right Wall Edge 685.13 ft-# 668.01 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 1.737 psi 0.373 psi vu/.85 @ 'd' from Right. Wall Edge 0.373 psi 1.207 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 4,431.42 ft-# 4,431.42 ft-# Resisting Moment 8,286.41 ft-# 9,318.41 ft-# Overturning Stability Ratio 1.870 :1 2.103 :1 PROJECT SHEET NO. B.G. STRUCTURAL JOB N°: STEM `DATE ENGINEERING ENGINEERro ' Z,zo u Cal c10 4.170 i rv? w..,J os. 1 g 1c- 7, 7,9 (q I':i c 5qlo'f to c `/Jz B.G. Structural Engineering, Inc. Title: McGowan Residence Job # 800.0901 45-535 Via Corona Dsgnr: BG Date: 2:56PM, 1 AUG 01 Indian Wells, CA 92210 Description: j2 (760) 568-3553 Scope (760) 568-5681 FAX, Rev: 510300 Plywood Shear Wall & Footing 9 User: icw-0803989, Vet 8.1.3, 22JuM1999, WIn32 g ^- -^^ ^- Pae 1 (c) 198399 ENERCALC 7 " ,. i-innn_nen4 ....... ...n_ _..._.:___ Description Shear Wall 8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 1/2" Ht/Length 6.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 820.00 lbs at 0.00 It Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 234.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 447.00 #/ft 1.500 ft = 670.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs ` Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.750 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.750 ft pc 2,500.00 psi Footing Length 7.000 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Wall Summary... Using 1/2" Thick Structural I on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 479.1#/ft, Capacity = 550.000#/ft -> OK Wall Overturning = 6,251.4ft-#, Resisting Moment= 435.4ft-#, End Uplift= 3,877.34lbs Max. Soil Pressures: @ Left = 1,218.6psf, @ Right = 976.1 psf- Sill Bolting: 1/2" Bolts @ 21.15in, 5/8" Bolts @ 32.98in, 3/4" Bolts @ 46.63in Footing Summary... Max. Footing Shear = 6.08psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.876 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing No Uplift, None Required No Uplift, None Required PHD2, Capacity = 3610lbs HD5A, Capacity= 40101bs HD5A, Capacity'= 4010lbs r Design OK B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 • (760) 568-3553 (760) 568-5681 FAX Rev: 510300 ' User: KW -0503989, Ver 5.1.3, 22Jun-1999, WIn32 (c)1983.99 ENERCALC Description Shear Wall 8 Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date: 2:56PM, 1 AUG 01 3-5 Page 2 Footing Analysis 1.493 psi 1.493 psi 4.746 psi Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.156 it 1.822 ft Soil Pressure @ LEFT Side of Footing 1,218.63 psf 0.00 psf - Soil Pressure @ RIGHT Side of Footing 0.00 psf 976.10 psf Moments... Actual Mu @ Left Wall Edge 4,502.76 ft-# 3,620.90 ft-# Actual Mu @ Right Wall Edge 1,295.31 ft-# 1,270.08 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 6.083 psi 1.493 psi 1.493 psi 4.746 psi 100.000 psi 100.000 psi 7,329.42 ft-# 7,329.42 ft-# 13,749.88 ft-# 14,979.88 ft-# 1.876 :1 2.044 :1 B.G. Structural Engineering, Inc. 45-535 Via Corona ' Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev: 510300 U. KW -0803989, Ver 5.1.3, 22Jun•1999, Wh32 (c) 1983-99 ENERCALC Description Shear Wall 9 General Information Title: McGowan Residence Dsgnr: BG Description Scope : Plywood Shear Wall & Footing Job # 800.0901 Date: 2:57PM, 1 AUG 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 1/2" Ht / Length 6.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 '688.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 54.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 393.00 #/ft 1.500 ft = 589.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft • 1.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied@ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing . Past Left Edge of Wall 2.750 ft Concrete Weight 145.00 pcf RwEE Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.750 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 425.1#/ft, Capacity = 430.000#/ft -> OK Wall Overturning = 5,522.04, Resisting Moment = 232.9ft-#, End Uplift = 3,526.34lbs Max. Soil Pressures: @ Left = 1,065.7psf, @ Right = 866.6psf Sill Bolting: 1/2" Bolts @ 23.84in, 5/8" Bolts @ 37.17in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 5.09psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2,@ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.920 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing No Uplift, None Required No Uplift, None Required PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity= 40101bs HD5A, Capacity = 4010lbs B.G. Structural Engineering, Inc. 45-535 Via Corona ,• Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev: 510300 User. KW -0803989, Vet 5.1.3, 22Jun-1999, WIn32 (c)1983-99 ENERCALC Description Shear Wall 9 Title: McGowan Residence Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 800.0901 Date: 2:57PM, 1 AUG 01 3 S Page 2 Footing Analysis 5.092 psi 1.493 psi vu/.85 @'d' from Right Wall Edge Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.131 ft 1,817 ft Soil Pressure @ LEFT Side of Footing 1,065.68 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 866.63 psf Moments... 1.920:1 2.080 :1 Actual Mu @ Left Wall Edge 3,758.40 ft-# 3,035.02 ft-# Actual Mu @ Right Wall Edge 1,295.31 ft-# 1,271.68 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 5.092 psi 1.493 psi vu/.85 @'d' from Right Wall Edge 1.493 psi 4.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning:.. Overturning Moment 6,478.92 ft-# 6,478.92 ft-# Resisting Moment 12,441.88 ft-# 13,473.88 ft-# Overturning Stability Ratio 1.920:1 2.080 :1 %T G SHEET NO. B.G. STRUCTURAL °BNO. .o oc DATE. • .a-, .5 ENGINEERING ENGINEER 2 U C. + ` Mao 4, C 1 C ew1leo-,7s> = -Z,s `ice (3.1 t 17 (:g't-r k% Shear Wall Schedule Per 1997 UBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls.to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga. gale. wire lath and 16 ga. Staples .(w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as furring Walls: 7 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32". o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Sill nailing —16d at 5" o/c Solid blocking — "Simpson" A35 at 24" o/c each block TJI block— 4-16d each block 2 Walls: 6 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at 24" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Sill nailing — 16d at 3.5" o/c Solid blocking — "Simpson" A35 at 16" o/c each block TJI block— 4-16d each block 3 Walls: 3, 10 3/8" thick wall sheathing, exp. 1 w/ lOd nails at 2" o/c edges & 12" o/c field 5/8" dia. A.B. at 16 " o/c. w/ 2"x 2"x 3/16" washers 3x sill plate & top plate 3x. studs & blocking at all panel edges Shear transfer: Sill nailing — 2 rows 16d at.4" o/c staggered Solid blocking — "Simpson" A35 at 8" o/c each block TJI block— 8-16d each block 4 Walls: 4 3/8" thick wall sheathing, exp. 1 each side w/ l Od nails at 2" o/c edges & 12" o/c field 3/4" dia. A.B. at,12" o/c. w/ 2 3/4 "x 2 3/4 "x 5/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2 rowsl6d at 3" o/c staggered Solid blocking — "Simpson" A35 at 6" o/c each block TJI block -12-16d each block