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SFD (0304-378)53160 Avenida Martinez 0304-378 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 # Lic. Class Exp. Date r. Date, / /' ^= Signature.of Contractor %' '--= '✓'' .., _.._. 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 Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the 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 4',T.A,€V :.;ij Policy No. 1644909• i3 (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 forthwith comply with,those provisions. 'Date .A .:;/` r Applicant' 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, indemniy & hold harmless the City of La Quinta, its officers, agents and employeesI 2. Any permit issued as a result of this application becomes null and voidpif work is not commenced within 180 days from date of issuance of suc 1 permit, or cessation of work for 180 days will subject permit to cancellatioi . 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 ' r inspection purposes. Signature (Owner/Agent)!Date BUILDING PERMIT PERMIT# DATE. /.r ^ f ' VALUATION 76. 70 LOT 11 TRACT JOB SITE ADDRESS ;?i?r tLk t +;r"lr A:VII i APN OWNER CONTRACTOR / DESIGNER / EN (NEER 78.921 R'JVAVN!JVY'bAY 1tiU7;T1019i'SSAY.' USE O VVF PPYqE((R' 'MIT ts:13 S.ri` ar'L) >s w; fraf , 00W NOT I14C1,1Jr,'. BLoCCX WAL..t —POOLISPA. 011. t •r +.3,I/k'AT?O I6.00 SIF t, RAWCARPORT 440,00 9Fr 1<iWidil l%u C' + ' (? ' T°= !'a a F, 2N 9376.70 C.'• 1tit '1`i3f 't,?l ' 2 A' , • i4 )•C►t,','./rY .i wfltll bC .ii9 PIAN f::HMIX Kul lytropy^ir9 . 1 xJ fC(. ;tfb . ``i , ; 1 rt. i /:1; t}(1 .- ry7E 1 I'r9. L'OTP11 + , f'E b01,-0, 0,420-000 PLIUAAP31, 12 mvZ 1019 1.000-4149-600 $1 ell00 S7R6a3e,.4 MKMOAt Rbr..? - 7109.NID 1 O'h -00V-1,11 -000,*91W Op"XII.M. Y -wk 101-000-423-000 W109 DEVELOPER YIA. MCT ly'. T V,40NVO ::'i.AN $1.00,05 . -: . , C,it;1 r?ii°IRil' C ;1'rr' Si!.+}p:1 t.'Z yAy 3•p yC{:Ys_4, I+y: j ' :iQ {?,: ' 1 . 96 FE 0 JUH 2 6 1003I'1 T(YEAJILPERMIl"YEEVDIA.,NOW CIT'' D LA OUIPIT4 FI'11. "CE DEPT. RECEIPT DATE''? f 8Y . - DAT FINA ID L INSP INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings 57 Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap — . O F.A.U. Framing _ Compressor Insulation Q Vents Fireplace P.L. 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 Pibg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final 'Waste Lines O Heater Final Water Piping _ Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K for Finish Plaster Sewer Lateral Pool Cover Sewer Connection — % Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) COMMENTS: Comments Certs #24621 through 24623 used for CC #087615 in the amount of $9,841.80. The additional amount due of $0.06 was paid in cash. 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 (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that 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 Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,533 S.F. or $3,280.62 have been paid for 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/Palm Desert National Bank - Art Lambrose Check No. 087615 Name on the check Telephone 760/578.3584 Funding Residential By Dr. Doris Wilson Superintendent Fee collect Signature $3,280.62 So.00 Payment Recd Over/Under -3 NOTICE: Pursuant to'Govemment Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above Will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE Desert Sands Unified School District~BERMUIDA 47950 Dune Palms Road S Date 6/25/03 La Quinta 7 CA 92253 RANCHO MIRAGE d ^ter INDIAN WELLSPALM No. 24623 (760) 771-8515,,, DESERT LA QUIN A y . V?INDIO `^ l Y J Q Owner DGH Development Corp APN # 774-062-008 Address 78921 RunawayBay Jurisdiction La Quinta v City Bermuda Dnes Zip 92261 Permit # 0304-378 Tract # 207 Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 17 53160 Avenida Martinez 1533 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Certs #24621 through 24623 used for CC #087615 in the amount of $9,841.80. The additional amount due of $0.06 was paid in cash. 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 (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that 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 Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,533 S.F. or $3,280.62 have been paid for 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/Palm Desert National Bank - Art Lambrose Check No. 087615 Name on the check Telephone 760/578.3584 Funding Residential By Dr. Doris Wilson Superintendent Fee collect Signature $3,280.62 So.00 Payment Recd Over/Under -3 NOTICE: Pursuant to'Govemment Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above Will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 August 22, 2003 Mr. Arthur Lambrose DGH Development Corporation 51-105 Avenida Villa La Quinta, CA 92253 SUBJECT: MINOR ADJUSTMENT PERMIT 2003-518 (FRONT YARD SETBACK ENCROACHMENT) Dear Mr. Lambrose: (760) 777-7000 FAX (760) 777-7101 Please let this letter stand as notification that the Community Development Department has reviewed your Minor Adjustment application, pursuant to Section 9.210.040 of the City of La Quinta Zoning Code. Your request for an encroachment of one foot -ten inches (V-10") into the required front yard setback of 20 feet in order to legalize the residence has been approved based on the following Findings: FINDINGS: 1 . The Minor Adjustment is consistent with the La Quinta General Plan, in that the request does not alter the approved land use for the property, or affect land uses on surrounding properties. 2. The Minor Adjustment is consistent with the intent of the La Quinta Zoning Code, in that the request is for a deviation of no more than 10% of a development standard. Ten percent is the maximum deviation of any code pursuant to Section 9.210.040 of the Zoning Code. 3. Approval and execution of the Minor Adjustment is not detrimental to the public health, safety and general welfare, nor injurious or incompatible with other properties and land uses in the vicinity. The adjustment has no impact on health and safety issues, and will not affect physical land use characteristics in the vicinity. P\Martin\MAP 03-518.wpd -D I 4. Processing and approving the Minor Adjustment is Categorically Exempt with regard to the requirements of the California Environmental Quality Act (CEQA), pursuant to CEQA Guidelines Section 15305(a). No further environmental analysis is required. Please be advised that this approval relates only to the allowance in a reduction of the front yard setbacks as stated above. This approval does not imply any entitlement or approval of a building permit for any structure(s) shown on the plans on file. All other setback provisions and development standards of the La Quinta Zoning Code are applicable and shall be adhered to in preparing plans for the Building Department. Should you have any questions or need additional information, please contact me at your earliest convenience at (760) 777-7068. Sincerely, JERRY HERMAN COMMUNITY DEVELOPMENT DIRECTOR A, -4,- 4 , r MARTIN MAGANA Associate Planner c: Building & Safety Department P\Martin\MAP 03-518.wpd Certificate of OccupaCY - i � I[:CpPOYA7FD �� G� OF Buldin & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code,. certifying that, at the time of issuance, this structure was in compliance with the provisions of the 'Building Code ' and the various ordinances of the 'City regulating building construction and/or use. h a BUILDING ADDRESS: 53-160 AVENIDA MARTINEZ Use classification: SFD Building Permit No.: 0304-378 Occupancy Group: R-3 . Type of Construction: VN Land Use Zone: RC r Owner of Building: DGH DEVELOPMENT CORP Address: 78-921 RUNAWAY BAY City, ST, ZIP: BERMUDA DUNES CA . By: KIRK KIRKLAND E Date: 2-24-2004 Building Officiaf i POST IN A CONSPICUOUS PLACE MAKES D. GAR LAN D Architecture, Interiors, Space and Land Planning Structural Calculations 13 November 2003 The City of La Quinta Department of Building and Safety 78.495 Calle Tampico La Quinta, CA 92253 Project: A Single Family Residence for: D G H Construction 53-160 Avenida Martinez La Quinta, California Regarding: Project Observation and Field Revisions To Whom it May Concern, On 11 and,43 November 2003 1 visited the noted project site to perform code required structural observations. At the time I noted only minor blocking, nailing and strapping issues that were resolved at the time of my second visit. Therefore, I hereby state that the project's structure is in substantial conformance with the structural design intent as represented in the construction documents. If you have any further questions regarding this project please do not hesitate in contacting me. 744154 Velie Way, Suite 5 ❑ Palm Desert, CA 92260 ❑ Phone: (760) 340-3528 11 Facsimile: (760) 340-3728 „99, 10 June 2003 The City of La Quinta Department of Building and- Safety 78-495 Calle Tampico La Quinta, CA 92253 Project: A Single Family Residence for: D G H Construction, Inc. at: 53-160 Avenida Martinez, 53-140 Avenida Martinez, 53-065 Avenida Mendoza and 53-045 Avenida Mendoza La Quinta, California Regarding: Truss Calculations To Whom it May Concern, NAR LES D. GAR LAN D Architecture, Interiors, Space and Land Planning Structural Calculations I have been supplied with the revised truss calculations prepared by Trussworks of Thermal and Palm Desert, California for the projects noted above. Upon review of the revised truss calculation packages, and in light of the structural design documents, I find them to be in substantial conformance with the structural design intent as documented in the structural calculations prepared by my firm for the noted project. Please note that due to the revision of the structural calculations the drag truss loads of 5,200 lbs, at shear wall lines "F" and "G", are satisfactory loads now. If you have any questions or comments regarding these issues or any other issue please do not hesitate in contacting my firm. Q � �C� No: C11SI�I o 10/31/203 Charles D. Garland°"" Architect CALIF®��\� F i 74.854 Velie Way, Suite 5 ❑ Palm Desert, CA 92260 ❑ Phone: (760) 340-3528 ❑ Facsimile: (760) 340.3728 AV STRUCTURAL DESIGN AND CALCULATIONS PROJECT: A SINGLE FAMILY RESIDENCE for: D 6 H CONSTRUCTION at: 53-160 AVENIDA MARTINEZ in: La Quints, California ESIGNER CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE B.5�' C70c Cf -0 © STRUCTURAL DESIGNER: CHARLES D. GARLAND, ARCHITECT 74-854 VELIE WAY, SUITE 6 PALM DESERT, CA 92260 PHONE: 760/340-3528/FACSI M ILE: 760/340-3728 28 APRIL 2003 CONFORMING TO 2001 CBC Charles D. Garland, Architect 74-854 Velie Way, Suite 5 DATE: 4/28/03 Palm desert, CA 92260 PAGE: 2 SFR: D G H CONSTRUCTION Structural Calculations For: LA QUINTA, CALIFORNIA LOADING: SLOPED ROOF (NOT USED) ( 4:12 MIN ) FLAT ROOF: FLOOR: TILE ROOFING. 8.5 PSF - - BUILT UP/UNDERLAYM'T... 2.5 5.0 PSF - PLYWOOD DIAPHRAGM... 2.8 2.8 3.4 PSF FRAMING ... 3.2 3.2 3.6 INSULATION/CEILING... 2.5 2.5 2.5 MISCELLANEOUS... 0.5 0.5 0.5 OTHER... TOTAL DEAD LOAD (DL) 20.0 PSF 14.0 PSF 10.0 PSF LIVE LOAD (LL) 16/14/12 PSF 20/16/12 PSF 40.0 PSF SPECIAL LOADS EXTER'R SOFFITS (PLASTER) 10.0 PSF 10.0 PSF - SNOW LOAD N/A N/A - STORAGE - - 125 PSF BALCONY - - 40 PSF SEISMIC FACTORS: ZONE 4 -ASSUME STRUCT. WOOD PANEL SHEAR PANELS - ASSUME STATIC FORCE METHOD ASSUME: SOIL PROFILE OF - SD w/Ca =.44 x Na SEISMIC SOURCE TYPE: "A" @ 10 kms d:5 15 km , Na = 1.0 & Nv = 1.2 WHERE d = 10 KM (SEE MAP @ pg OF THE CALCS) V _ 2.5 (Ca) (I) (W) = 2.5 (0.44) (1.0) (1) 5.5 (W) _ 0.2 W 0.8 (Z) (Nv) (1) 0.8 (0.4(1.2)- (1) V = R (W) = 5.5 (W) = 0.07 W w/... T = 0.112 R=5.5 WIND FACTORS: 70 mph @ EXPOSURE "C" wl h = 20 ft. (max.) (uno) P = (Ca)(Cq)(Qs)(1) = P=(1.3 )(1.13)(12.6)(1.0 )= P =18.5 psf PER 2001 CBC Charles D. Garland, Architect F- 74-854 Velie Way, Suite 5 Palm desert, CA 92260 Structural Calculations For: OTHER FACTORS: STORY DRIFT/DEFLECTION: TO BE DERIVED (AS NECESSARY) SOIL BEARING PRESSURE: 1,000 PSF (UNO) MATERIALS AND ALLOWABLE VALUES: DATE: 4/28/03 PAGE: 3 SFR: D G H CONSTRUCTION LA QUINTA, CALIFORNIA WOOD (DOUGLAS FIRILARCH — VISUALLY GRADED) ADJUSTMENT FACTORS APPLY SIZE/USE Fb Fv Fc E #2 2X RAFTERSMOISTS 950 PSI 95 PSI — 1.6 X 10A 6 PSI #1 4X BEAMS/HEADERS 1100 PSI 95 PSI — 1.7 X 10A 6 PSI #1 6 X BEAMS/HEADERS 1350 PSI 85 PSI — 1.6 X 10A 6 PSI #1 8 X BEAMS/HEADERS 1350 PSI 85 PSI — 1.6 X 10A 6 PSI #1 4 X POST — — 1450 PSI 1.7 X 10A 6 PSI #1 6 X POST — — 1000 PSI 1.6 X 10A 6 PSI WOOD (ENGINEERED/MANUFACTURED PRODUCTS) ADJUSTMENT FACTORS APPLY GLULAMINATED LUMBER 2400 PSI 165 PSI — 1.6 X 10A 6 PSI MICROLAMINATED LUMBER 2600 PSI 265 PSI — 1.9 X 10 ^6 PSI PARALAMINATED LUMBER 2900 PSI 290 PSI — 2.0 X 10A 6 PSI CONCRETE 2000 PSI, 28 DAY STRENGTH PORTLAND CEMENT CONCRETE ASTM C33 STANDARD WEIGHT AGGREGATES ASTM A615, A616 AND A617 DEFORMED REINFORCING BARS ASTM WEILDED WIRE FABRIC SLAB REINFORCMENT STRUCTURAL STEEL ASTM A36 STRUCTURAL STEEL SHAPES ASTM A -325-N BOLTING ASTM E70XX WEILING ELECTROS Fy = 36.0 KSI Fb=.66XFy=24KSI Fa = TO BE DERIVED Ft=.4XFy=14.4 KSI E=29X10^6 PSI PER 2001 CBC ` Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: "I - Cathedral City, CA 92234 Structural Calculations For: DGH — 2000-1 Roof Beam( 97 UBC (91 NDS) I StruCalc 4.06 By Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 9, Project: DGH20001 - Location: H1 Summary. 5.50 IN x 9.50 IN x 16.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By. 50.7° Controlling Factor: Section Modulus / Depth Required 7.74 In Deflections: Dead Lam: DLD= 0.43 IN Live Load: LLD= 0.11 IN = U1866 1 Total Lam: TLD= 0.53 IN = L/371 Reactions (Each End): Live Load: RL= 330 LB =� Dead Load: RD= 1332 LB T Total Load: RT= 1662 LB Bearing Length Reqd.: BL= 0.48 IN Beam Data J Spm: L= 16.5 FT Maxdmum Unbraced Span: Lu= 16.5 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 160 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 41 SF Roof Live Load Method: 1 DL1= 20 PSF Side One: Roof Dead Load: Roof Rafter Tributary Width: TW1= 1.5 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor. Cd= 1.15 Wall Load: WALL= 96 PLF Slope Adjusted Lenqths and Loads: Ladj= 16.5 FT Adjusted Beam Lenqth: WL= 40 PLF Beam Live Load W/ Slope Red'n: BSW= 13 PLF Beam Self Weiqht: Beam Total Dead Load: wD= 161 PLF Total Mabmum Load: WT= 201 PLF Controllinq Total Desiqn Load: wTcont= 161 PLF Properties For. #1- DOUGLAS FIR -LARCH Fb= 1350 PSI Bendinq Stress: Fv= 65 PSI Shear Stress: Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb'= 1200 PSI Fb' (Tension): Adjustment Factors: Cd=0.90 CI=0.99 Cf--1.00 FV:Fv'= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: - Maximum Moment M= 5493 FT -LB Shear (0, d from beam end): V= 1204 LB Comparisons With Required Sections: Sr 55.0 IN3 Section Modulus: S= S= 82.7 IN3 Area: Areq= 23.7 IN2 A= 52.2 IN2 Moment of Inertia: Ireq= 190.9 IN4 1= 392.9 IN4 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: IF Cathedral City, CA 92234 Structural Calculations For: DON — 2000-1 Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Project: DGH2O001 - Location: H2 Summary: 5.50 IN x 7.50 IN x 5.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 44.8% Controlling Factor: Area ! Depth Required 5.61 In Def]ections: Dead Load: DLD= 0.03 IN Lure Load: LLD= 0.02 IN = L/2817 Total Load: TLD= 0.06 IN = U1135 Reactions (Each End): Live Load: RL= 968 LB Dead Load: RD= 1435 LB Total Load; RT= 2403 LB Bearing Length Reqd.: BL= 0.70 IN Beam Data: Span: L= 5.5 FT Ma>amum Unbraced Span: Lu= 5.5 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 160 Beam Loadinq: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 121 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= • 20 PSF Roof Rafter Tributary Width: TW1= 20.0 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor. Cd= 1.15 Wall Load: WALL= 48 PLF Slope Adjusted Lenqths and Loads: Adjusted Beam Length: Ladj= 5.5 FT Beam Live Load W% Slope Red'n: wL= 352 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: wD= 522 PLF Total Maximum Load: WT= 874 PLF Controllinq Total Desiqn Load: wTcont= 874 PLF Properties For. #1- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1375 PSI Adjustment Factors: Cd=1.15 C1=1.00 Cf --1.00 FV: FJ= 98 PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment; M= 3304 FT -L$ Shear ((& d from beam end): V= 1857 LB Comparisons With Required Sections: Section Modulus: Sreq= 28.9 IN3 $= 51.5 IN3 Area: Area= 28.5 IN2 A= 41.2 IN2 Moment of Inertia: Ireq= 30.7 IN4 1= 193.3 IN4 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: DATE: 5/18/00 PAGE: �p DGH — 2000-1 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05.19-2000 Project: DGH2O001 - Location: H3 Summary. 5.50 IN x 7.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By. 96.3% Controlling Factor. Area / Depth Required 5.12 In Dead Load: Lige Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor. Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: FU (Tension): Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 FV: Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: Shear (0 d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.04 IN LLD= 0.03 IN = L/3004 TLD= 0.07 IN = L/1152 RL= 650 LB RD= 1045 LB RT= 1695 LB BL= 0.49 IN L= 6.5 FT Lu= 6.5 FT RP= 4.00 :12 L/ 240 L/ 180 LL= 16 PSF RLA= 81 SF DL1= 20 PSF TW1= 10.5 FT DL2= 20 PSF TW2= 2.0 FT Cd= 1.15 WALL= 48 PLF Ladj= 6.5 FT wL= 200 PLF BSW= 10 PLF wD= 322 PLF WT= 522 PLF wTcont-- 522 PLF Fb= 1200 PSI Fv= 85 PSI E= 1600000 PSI Fc_perp= 625 PSI FU= 1375 PSI FV= 98 PSI M= 2754 FT -LB V= 1369 LB Sreq= 24.1 IN3 S= 51.5 IN3 Areo= 21.1 IN2 A= 41.2 IN2 Ireq= 30.3 IN4 1= 193.3 IN4 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: kocoo p©ro-r5 (#1 p.F� To v P ibb too I DATE: 5/18/00 PAGE: DGH - 2000-1 [c TjNVzuLPvTW COAPM-�sSION • 0 , o O �. • CL -e/4 0z K 460JO00 Le z G e •000 OjV$T/AF,NT • c 2 c' 2c,+ I �� L(C-4-)z _ 2 z] I,�- •C add _4 8d , CoX, M fez 1 0 0+ '14��5, Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J. Cathedrar City, CA 92234 Structural Calculations For. G P* MTF.n 00%3 DATE: PAGE: DO DGH - 2000-1 MAX ALLOWABLE LOAD (LBS) OF WOOD POSTS AT VARIOUS UNBRACED HTS. (L/d 50) (Appling formulas at page of these calculations) 14.0 16.0 16.0 17A 18.0 19.0 20.0 21.0 22.0 i 2,832 4,135 5,451 4.135 11421 11,984 10,734 9,850 8,708 7,892 7,178 6.6641 0,001 18,302 18,342 14,837 13,159 11,877 10,762 0,780 8,937 81188 6,451 18,302 37,994 16.342 35,168 14,837 13,159 11,877 10,782 9.701 8,937 8,180 32,398 28,788 27.388 25,118 23,134 21,314 19874 Charles D. Garland, Architect 0 DKK- 7 ►/70%3 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: Cathedral City, CA 92234 Structural Calculations For: DGH - 2000-1 Columnf 97 UBC (91 NDS)1 StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Project: DGH2O001.- Location: CH1 Summary: (2) 1.50 x 5.50 x 7.0 FT Stud -DOUGLAS FIR -LARCH -Dry Use Section Adequate By: 61.6% Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Live: RL= 330 LB Dead: RD= 1364 LB Total: RT= 1694 LB Axial Loads: Live Loads: PL= 330 LB Dead Loads: PD= 1332 LB Total Loads: PT= 1662 LB Column Data: Lenqth: L= 7.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X A)is): Lx= 7.0 FT Maximum Unbraced Length (Y A)is): LY_ 7.0 FT Eccentricity (X A)ds): ex-- 0.00 IN Eccentricity (Y A)ds): ey- 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc-- 825 PSI Modulus of Elasticity: E= 1400000 PSI Bendinq Stress (X A)is): Fbx= 675 PSI Bendinq Stress (Y A)ds): Fby= 675 PSI Adjusted Properties: FbX: Fb)f= 675 PSI Adjustment Factors: Cd=1.00 Cf--1.00 Fby: Fby= 776 PSI Adjustment Factors: Cd=1.00 Cf --1.00 Cfu=1.15 Fc'(parallel): Fc'-Parl= 262 PSI Adiustment Factors: Cd=1.00 Cp=0.32 Controlling Direction: (Y A)ds) Compressive Stress: fc= 101 PSI Allowable Compressive Stress: Fc'= 262 PSI Column Properties: Column Section (X A)ds): dx-- 5.50 IN Column Section (Y A)ds): dY= 3.00 IN Area: A= 16.50 IN2 Section Modulus (X A)ds): Sr- 15.1 IN3 Section Modulus (Y A)ds): Sr- 8.3 IN3 Length Depth Ratio: Lex/dx= 15.3 Ley/dy= 28.0 Column Bending Calculations: Combined Stress Factor: CSF= 0.38 Charles D. Garland, Architect U Oi�TM vio�v3 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: C(� Cathedral City, CA 92234 Structural Calculations For: DGH - 2000-1 Column( 97 UBC (91 NDS) ) StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Protect: DGH20001 - Location: CH2 Summary: (2) 1.50 x 5.50 x 8.0 FT Stud - DOUGLAS FIR -LARCH - Dry Use Section Adequate By 31.8% ' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Live: RL-- 968. LB Dead: RD= 1472 LB Total: RT= 2440 LB Abal Loads: Live Logs: PL= 968 LB Dead Loads: PD= 1435 LB Total Loads: PT= 2403 LB Column Data Length: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X A)is): Lx= 8.0 FT Maximum Unbraced Length (Y A)ds): LV-- 8.0 FT Eccentricitv (X A)is): ex= 0.00 IN Eccentricitv(YA)is): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc-- 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X A)ds): Fbx= 675 PSI Bending Stress (Y A)ds): Fby= 675 PSI Adjusted Properties: Fbx': Fb>t= 675 PSI Adjustment Factors: Cd=1.00 Cf--1.00 Fby: Fby= 776 PSI Adjustment Factors: Cd=1.00 Cf --1.00 Cfu=1.15 Fd(parallel): Fd_pad= 214 PSI Adiustment Factors: Cd=1.00 Cp=0.26 Controlling Direction: (Y A)is) Compressive Stress: fc= 146 PSI Allowable Compressive Stress: Fc'= 214 PSI Column Properties: Column Section (X A)is): dx= 5.50 IN Column Section (Y A)ds): dv= 3.00 IN Area: A= 16.50 IN2 Section Modulus (X A)ds): Sr- 15.1 IN3 Section Modulus (Y A)is): Sr- 8.3 IN3 Length Depth Ratio: Lex/d)= 17.5 Ley/dy= 32.0 Column Bending Calculations: Combined Stress Factor. CSF= 0.68 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: Cathedral City, CA 92234 I �, Structural Calculations For: DGH - 2000-1 Column( 97 UBC (91 NDS)1 StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiect: DGH2O001. - Location: CH3 Summary: (2) 1.50 x 5.50 x 8.0 FT Stud - DOUGLAS FIR -LARCH - Dry Use Section Adequate By. 51.9% ' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Lige: RL= 650 LB Dead: RD= 1082 LB Total: RT= 1732 LB Abal Loads: Live Loads: PL= 650 LB Dead Loads: PD= 1045 LB Total Loads: PT= 1695 LB Column Data: Length: L= 8.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (XA)ds): Lx= 8.0 FT Maximum Unbraced Length (Y A)is): Lr- 8.0 FT Eccentricity (XA)as): ex= 0.00 IN Eccentricity (Y A)ds): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc-- 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X A)is): Fbx= 675 PSI Bending Stress (Y A)is): Fby= 675 PSI Adjusted Properties: Fb><: Fb><= 675 PSI Adjustment Factors: Cd=1.00 Cf--1.00 Fby: Fby= 776 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Cfu=1.15 Fc'(parallel): Fc'_parl= 214 PSI Adjustment Factors: Cd=1.00 Cp=0.26 Controlling Direction: (Y A)ds) Compressive Stress: fc= 103 PSI Allowable Compressive Stress: Fc'= 214 PSI Column Properties: Column Section (X A)ds): dx-- 5.50 IN Column Section (Y A)is): dv= 3.00 IN Area: A= 16.50 IN2 Section Modulus (X A)as): Sr-- 15.1 IN -3 Section Modulus (Y A)ds): Sr- 8.3 IN3 Length Depth Ratio: Lex/dr- 17.5 Ley/dy= 32.0 Column Bending Calculations: Combined Stress Factor. CSF= 0.48 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: V DATE: 5/18/00 PAGE: / •Zl DGH - 2000-1 Square Footing Design f 97 UBC (91 NDS)1 StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiect: DGH2O001 - Location: F1 Summary: Size: 1.5 FT x 1.5 FT. x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (3) #4 BARS ENV Footing Loads: Live Load: PL= 650 LB Dead toad: PD= 1082 LB Total Load: PT= 1732 LB Ultimate factored load: Pu= 2620 LB Footing Properties: Allowable soil bearinq pressure: Qs= 1000 PSF Effective soil bearinq pressure: Qe= 850 PSF Concrete compressive strength: Pc-- 2000 PSI Reinforcing steel yield strength: FY-- 40000 PSI Concrete reinforcement cover: C= 3.00 IN Selected Size: Length: L= 1.5 FT Width: W= 1.5 FT Area: A= 2.25 SF Ultimate bearing pressure: Qu= 1164 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: a-- 3.00 IN Footing Size Selection: Required footing area: Areq= 2.04 SF Minimum footing size required: Lreq= 1.43 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter. Bo= 50.00 IN Punching shear. Vu1= 1369 LB Punching shear stress: vu1= 4 PSI Allowable punching shear stress: vc1= 179 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 89 PSI Bending Requirements: Factored moment: Mu= 4093 IN -LB Concrete compressive block depth: a= 0.02 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.01 IN2/FT Minimum code required reinforcement: As(2)= 0.29 IN2/FT Controlling reinforcing steel: As reqd= 0.29 IN2/FT Selected reinforcement: #4 BARS @ 6.00 IN. O.C. As= 0.39 IN2/FT Charles D. Garland, Architect I/W/h, 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: Cathedral City, CA 92234 Structural Calculations For: DGH - 2000-1 Square Footing Design f 97 UBC (91 NDS)1 StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Project: DGi20001 - Location: F2 Summary. Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. ENV Or (4) #4 BARS ENV Footing Loads: Live Load: PL= 968 LB Dead Load: PD= 1472 LB Total Load: PT= 2440 LB Ultimate factored load: Pu=. 3706 LB Footing Properties: Allowable soil bearing pressure: Qs= 1000 PSF Effective soil bearing pressure: Qe= 850 PSF Concrete compressive strength: PC= 2000 PSI Reinforcing steel yield strength: Fr— 40000 PSI Concrete reinforcement cover: 3.00 IN Selected Size: Length: L= 2.0 FT Width: W= 2.0 FT Area: A= 4.0 SF Ultimate bearing pressure: Qu= 927 PSF Column Base Dimensions: Length: I= 5.50 IN Width: w= 3.00 IN Footing Size Selection: Required footing area: Areq= 2.87 SF Minimum footing size required: Lreq= 1.69 FT Footing depth based on shear stresses: Selected footing depth: D= 12.00 IN Effective steel depth: d= 8.25 IN Punching Stress Calculations: Critical perimeter. Bo= 50.00 IN Punching shear. Vu1= 2711 LB Punching shear stress: vu1= 8 PSI Allowable punching shear stress: Vol= 179 PSI Beam shear stress calculations: Beam shear. Vu2= 347 LB Beam shear stress: vu2= 2 PSI Allowable beam shear stress: vc2= 89 PSI Bending Requirements: Factored moment: Mu= 8513 IN -LB Concrete compressive block depth: a= 0.03 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.01 IN2/FT Minimum code required reinforcement: As(2)= 0.29 IN2/FT Controlling reinforcing steel: As reqd= 0.29 IN2/FT Selected reinforcement: #4 BARS @ 6.00 IN. O.C. As= 0.39 IN2/FT Charles D. Garland, Architect UC' MT'4,4 ' 1 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 DATE: 5/18/00 Structural Calculations For: DON - 2000-1 b-3. PAGE: I A- COLM. NUMB. COUPOST SIZE RE- LAT'D BEAM SIZE BEAM CAP COLUMN BASE FTING NUMB. FOOTING SIZE REINFORCEMENT SIZE & NUMB. BEAM cN1 (2)2x6 N1 6x10 #1 DF — — F1 1'-6" SQ x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 3 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. CN2 (2)2x6 N2 6x8 #1 DF — _ F2 2'-0" SQ x 12" THK. PAD FTG. WBOTT. 18" BELOW F.F. 4 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. CNS (2)2x6 NS 6x8 #1 DF _ _ F1 1'-0" SQ x 12" THY. PAD FTG. W/BOTT. 18" BELOW F.F. 3 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. 0 0 0 01 El 01 G�p�O � JNpP 0�5 MNON�NE �NEi 01 P� 'C O Ep OV p Elp NO�'p 0 .0 0 .0 1 1 01 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J • Cathedral City, CA 92234 Structural Calculations For: — \EL \I / 1 DATE: 5/18/00 PAGE: ( Lr DGH — 2000-1 ROOF DIAPH. #3 21'x 14' I 1� �1 —ROOF DIAFS. #1 �— ? 21'x,11 / ROOF DIAPH. LAYOUT PLAN 1/8' = 1'-0' 4D 'ION NORTH Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: LIA\--�� P-( C H &�Z)-� urGAT.r() E/70/0~, DATE: 150 (00 PAGE: 1 �i CI �Oo; jl", F PI Ps1'H 3C2 w4e; ZD vW Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 - Structural Cakulations For: 0PAiAV� 1/2u/ory1 DATE: �' �(g/O PAGE: �. 0 pH. Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Strnctural Calculations For. ova,(, FAQ L'r =G- ►� �P Ioln-- L-OCICnl \1fWL r-1 CA�Ti0� OR Ca- o,4 - Na. DATE: ;/(3/00 /8/0U PAGE: I a ct Ig 00004 Pt Q=01L Tier A PSP L 1 GPS VVQ', ^� V 26 v�� Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. h zV P �—Y ~� �0- . (MAV 7-- %f"'y 00 C r�x��00—/ ct DATE: ��Ov`Op PAGE: C" `tZ.- 'y� + EIVw h a frt 2 2c� = 1616 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. /'\VPt_ C1 k VC (p 12 6, DATE: Low/ L v PAG Charles D. Garland, Architect 74-854 Velie Way (Suite 5) Palm Desert, CA, 92260 Structural Calculations For: DATE:2�p� SHEAR WALL CONSTRUCTION PAGE: Z 2 D 1/2' GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1y'. x .086' DIAMETER w/ 9/32° HEADS) OR 5d COOLER NAILS (1 %e' x .086° DIAMETER w/ 15/64° HEADS) AT 7'0/ C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ % DIAMETER x 10' LONG ANCHOR BOLTS (w/ 2"x 2'x 3/16' THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0' O/C MAX. (ALLOWABLE LOAD: 50 pif — PER UBC TABLE 25-1-1997 UBC) D 7/8' PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6' O/C MAX. w/ No. 11 x 1'/2 GALVANIZED NAILS WITH 7/16' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8' LONG LEGS. ANCHOR w/ % DIAMETER x 10' LONG ANCHOR, BOLTS (w/ 2' x 2' x 3/16' THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 48' O/C MAX. (ALLOWABLE LOAD: 180 pif — PER UBC TABLE 25-1-1997 UBC) THE NEXT THREE (3) SHEAR WALL TYPES SHALLL HA E THE FOLLOWING IDENTICAL STRUCTURAL WOOD PANEL DIAPHRAGM: (WALLS I , 2 & 3 D ONLY) Ye CDX APA PLYWOOD OR Ye ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: D 8d COMMON NAILS @ 6' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS. ANCHOR WITH % DIAMETER BY 10' LONG ANCHOR BOLTS AT 48' OIC. (ALLOWABLE LOAD: 260 plf — PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4 —1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 2 D 8d COMMON NAILS @ 4' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS. ANCHOR WITH %' DIAMETER ANCHOR BOLTS (HAVING THE APPROPRIATE LENGTH — 10' LONG AT STANDARD 2x SILLS AND 12' LONG AT 3x SILLS) AT 32' O/C. (ALLOWABLE LOAD: 380 plf — PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4 —1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 8d COMMON NAILS @ 3' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS. 3 D ANCHOR WITH'/e' DIAMETER BY 12' LONG ANCHOR BOLTS AT 32' 0/C. (ALLOWABLE LOAD: 490 plf — PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4 —1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) Charles D. Garland, Architect 74-854 Velie Way (Suite 5) Palm Desert, CA, 92260 DATE: (p% Z O 5 PAGE: 23 Structural Calculations For: D CTH SHEAR WALL CONSTRUCTION (cont'd.) 15/32° STRUCT. I APA PLYWOOD OR 15/320 ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH 4 D OF THE STUDS, ALL. EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 3° O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS. ANCHOR WITH'/4 DIAMETER ANCHOR BOLTS AT 16° 0/C. (ALLOWABLE LOAD: 550 Of — PER UBC TABLE 23 -II -1-1-1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 SEISMIC ZONE 4: 2° x 2° x 3/16° PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 pif SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6° 0/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 12° LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7° INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14°, SETTING THEM A MINIMUM OF 4° INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. 8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. 1)PDe, Tf () ; i/TZO/O.5 DATE: 5j %%/ PACE: Dak ?COO/I. c1cm-1 ur--.-C�) ehl—LOv4A6U'�- L-OAYJ= loop If -6 g�n�S AuGyp rS� ze- I = �3 b=)_ t l "1 �� = 11 -$ �' CN` AyC `a P�1CI pmvtr�� C5/61 0 - t 0 `t A ep�D, G , (/vl / c� V41I MI N Z IgGt" M1 En�p✓r2. tL� Fr2oM C N os SQl,lcf s '"CO 2 x PT Qom• ALLOW, Loh = Ie)�)� � C -7/g" PO ULAN{ C:&,VPNT iPLPI%-T .26/7e; = /3�t��o Z - t17s ,g� = Co, 6 3 � CAAA� gPAr-m4t , I MN 1ora- !:37/gj C� X Ili`' ON W.;p �" OAC.. C MPoj ') w/AdNI felPL 11, L. A&F-m6e fL. 4 c 2' r K e K,os --'PL-ac' =o 2./ P.ro F !a i,Lyw LOAO = 2('O �jj-,`PtVW T. t�t'p�fl P��t r L.ev . J S `� �.. r 1-700t17� = ��5 Z �L OL . CMS SPtNt� MN(Or.: S�t A lou f g StI,L} Mr�M(b�rL Got 4bu O.G. �MP� W�� 1 N . •'� IbO�-"�► p F IR. 1 z'' F � � �►��� � 5�-►� "w �-X � rod` t '/7�►1 '7 = �0 �'t. o_L, CM fl,� 92PA c -I N �' ✓ 1 toy' �� @ �2d.G, �M�7`� `N��ti`cnt Z Pf-lL S+v�,. 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