Loading...
SFD (0306-362)53140 Avenida Martinez 0306-362 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 I Professionals Code, and my License is in full force and effect. . License # Lic. Class Exp. Date Signature of Contra 6r, 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). O I ani 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 S'1 .A:L ` Policy No. 1640909.03 (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 '6 the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provlslons Date: APRlicant . .>e", Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the:cost of compensation, damages as provided for in Section 3706 of the Labor Code; interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property,forr inspection purposes. Signature (Owner/Agent) '` r `0 3 %% Dated" -?V. BUILDING PERMIT PERMIT# V Q d-' % DATE 1-7 • VALUATION LOT TRACT f JOB SITE ADDRESS 'i') fl. ",KWIA h IMM. . APN 774--(CAZ-P `5 OWNER CONTRACTORDESIGNEREENe 1N`• EnEaR :r,3"l1`.6':idv/:.SJ':aYIN: q/ W+-?11'R:C1NAAr".A`d ",AV ' 78.521 F':i}" iXX-AY, B:C:., MODALXI A i'+. I CA 92.261. MyA DT-D1RS CqA. 'Xi.Gtr 1 USE OF PERMIT isa3 &F. spi) %amn, Iva -vc! `d'• jkic utol.r. S.Il K wAj,,i , P'i1L71%.I;wA TRACT CONSTRUCTION 1,3 „'.,n or, Y cOpi3•C t13t.A tet3 .' ; iFz SF . M T;M SUMIARd' Q FY. -,AN siKTXX F'EZ FEE, DEPOWT 101.000439.31 romc'f'wzl L. I>L i +$_-U t? A.7-3.:G,it1 59.q 7 F,L'I?CT.RIO.)f E ?Os-rJ +420-Q-00 $A 10.194 \ 417:4X..'+ MOTION FEE r ES''111% 101.0x30 -24I.000 LI1t.AX3 di ? `is >p l f%:l _. 'i • ;r •-C10iD ffi13.4?C3 YS1:VFL:0PMR IMPA" 'i FEE S'P CEsil 3 a,%1 1C7f •Qt:. i4 3d I'wCO.ff➢ ' i ls`z 1.96 MIi1S PO.rRI•F'AiiD ,RA, tr 'KI aC'FEES D119 ,j'dOW 6 200 16,411,56 2 CITY INTA FINANCE DEPT. +;, RECEIPT DATE,* / //t' BY E FI ED 17-M INSP T R INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck 3 Exhaust Fans O.K to Wrap F.A.U. Framing L Compressor Insulation 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 Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K for Finish Plaster Sewer Lateral Pool Cover Sewer Connection - 0-7 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 - Q 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 patiostwalkways, 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 collected /exempted by Sharo McGilvrey $3,280.62 0.00 / // _ - Payment Recd Over/Under Signature NOTICE: Pursuant to Government 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 11 CERTIFICATE OF COMPLIANCE 'SS >L Desert Sands Unified School District c 47950 Dune'Palms Road zo c o Q BERMUDA DUNES r Date 6/25/03 La Quinta f CA 92253 RANCHO MIRAGE 0 INDIAN WELLS tir No. 24622 (760) 771-8515 P ALM DESERT y LA TA IN10 DIO A .Y Owner DGH Development Corp APN # 774-062-007 Address 78921 Runaway Bay Jurisdiction La Quinta City Bermuda Dries Zip 92261 Permit # 0306-362 Tract # BLK207 Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 18 53140 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 patiostwalkways, 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 collected /exempted by Sharo McGilvrey $3,280.62 0.00 / // _ - Payment Recd Over/Under Signature NOTICE: Pursuant to Government 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 11 c„m 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, LES D. GAR 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. Sin ly, Charles D. Garland Architect No. C11m 1OM/2008 am L- -- ...®- 74854 Velie Way, Suite 5 13 Palm Desert, CA 92260 ❑ Phone: (760) 340-3528 ❑ Facsimile: (760) 340-3728 NARLES ®. GARLAND „99, Architecture, Interiors, Space and Land Planning Structural Calculations 28 April 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 53-140 Avenida Martinez La Quinta, California Regarding: Truss Calculations To Whom it May Concern, I have been supplied with truss calculations prepared by Trussworks of Thermal, California for the project noted above. Upon review of the truss calculation package, 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. If you have any questions or comments regarding these issues or any other issue please do not hesitate in contacting my firm. Sin Charles D. Garland Architect J 74-854 Velie Way, Suite 5 ❑ Palm Desert, CA 92260 ❑ Phone: (760) 340.3528 ❑ Facsimile: (760) 340.3728 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 2003-521 (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 (1'-10") into the required front yard setback of 20 feet in order to legalize the residence has been approved for property located at 53-140 Avenida Martinez, 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 03-521 wpd 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 _ r MARTIN MAGANA Associate Planner c: Building & Safety Department P\Martin\MAP 03-521 wpd Certificate of Occupancy T-itf 4 4 Q" Building & 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. BUILDING ADDRESS: 53-140 AVENIDA MARTINEZ Use classification: SINGLE FAMILY DWELLING Building Permit No.: 0306-362 Occupancy Group: R-3 Type of Construction: VN Owner of Building: DGH DEVELOPMENT CORP Building Official POST IN A CONSPICUOUS Land Use Zone: RC Address: 78-921 RUNAWAY BAY City, ST, ZIP: BERMUDA DUNES, CA 92261 By: KIRK KIRKLAND Date: February 10, 2004 STRUCTURAL DESIGN AND CALCULATIONS PROJECT: A SINGLE FAMILY RESIDENCE for: 10 N CONSTRUCTION at: 53-140 AVENIDA MARTINEZ in: La Quinta, California CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 0 BY ESIGNER am i a STRUCTURAL DESIGNER: CHARLES D. GARLAND, ARCHITECT 74-854 VELIE WAY, SUITE 6 PALM DESERT, CA 92260 PHONE: 760/340-3528/ FAC S I M I L E: 760/340-3728 28 APRIL 2003 CONFORMING TO 2001 CBC 4 Charles D. Garland, Architect 74-854 Velie Way, Suite 5 Palm desert, CA 92260 Structural Calculations For: DATE: 4/28/03 PAGE: 2 SFR: D G H CONSTRUCTION LA QUINTA, CALIFORNIA LOADING: SLOPED ROOF (NOT USED) ( 4:12 MIN ) FLAT ROOF: FLOOR: TILE ROOFING ... BUILT UP/UNDERLAYMT... PLYWOOD DIAPHRAGM ... FRAMING ... INSULATION/CEILING.. . MISCELLANEOUS... OTHER... TOTAL DEAD LOAD (DL) LIVE LOAD (LL) SPECIAL LOADS EXTER'R SOFFITS (PLASTER) SNOW LOAD STORAGE BALCONY 8.5 PSF 2.5 5.0 PSF - 2.8 2.8 3.4 PSF 3.2 3.2 3.6 2.5 2.5 2.5 0.5 0.5 0.5 20.0 PSF 14.0 PSF 10.0 PSF 16/14/12 PSF 20/16/12 PSF 40.0 PSF 10.0 PSF 10.0 PSF - N/A N/A - - - 125 PSF - - 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 8 Nv = 1.2 WHERE d = 10 KM (SEE MAP @ pg OF THE CALCS) V = 2.5R(Ca) (1) (W) = 2.5 (0.44) (1.0)(1) (W) = 0.2 W 0.8 (Z) (Nv) (I) 0.8 (0.4) (1.2) (1) V = R M►) = 5.5 (W) = 0.07 W w/... T = 0.112 R=5.5 WIND FACTORS: 70 mph @ EXPOSURE "C" w/ h = 20 ft. (max.) (uno) P = (Ce)(Cq)(Qs)(I) = P=(1.3 )(1.13)(12.6)(1.0 )= P =18.5 psf PER 2001 CBC .V 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 10 ^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 10 "6 PSI WOOD (ENGINEERED/MANUFACTURED PRODUCTS) ADJUSTMENT FACTORS APPLY GLULAMINATED LUMBER MICROLAMINATED LUMBER PARALAMINATED LUMBER CONCRETE 2400 PSI 165 PSI 2600 PSI 265 PSI 2900 PSI 290 PSI 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 1.6X10^6 PSI 1.9X10"6 PSI 2.0 X 10A 6 PSI PER 2001 CBC ` Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: �- Cathedral City, CA 92234 Structural Calculations For: DGH — 2000-1 Roof Beamf 97 UBC (91 NDS)1 StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiect: DGH2O001; 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 Load: DLD= 0.43 IN Live Load: LLD-- 0.11 IN = U1866 Total Load: TLD= 0.53 IN = U371 Reactions (Each End): RL= 330 LB - .... Live Load: -. Dead Load: RD= 1332 LB Total Load: RT= 1662 LB 'r Bearing Length Reqd.: BL= 0.48 IN Beam Dela - Span: L= 16.5 FT Ma)dmum Unbraced Span: Lu= 16.5 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 10Q Beam Loadinq: LL= 16 PSF Live Lam: Roof Loaded Area: RLA= 41 SF RoO Live Load Method: 1 DL1= 20 PSF Side One: Roof Dead Load: TW1= 1.5 FT Roof Rafter Tributary Width: DL2= 20 PSF Side Two: Roof Dead Load: • TW2= 1.0 FT Roof Rafter Tributary Width: Cd= 1.15 Roof Duration Factor. WALL= 96 PLF Wall Load: Slope Adjusted Lenqths and Loads: awl-= 16.5 FT usted Beam W Slope Beam 40 PLF Live Load Red'n: BSW= 13 PLF Beam Self Weight: wD= 161 PLF Beam Total Dead Load: WT= 201 PLF Total Mardmum Load: Controllinq Total Design 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�.90 CI=0.99 Cf=1.00 • W: FV= 77 PSI Adiustment Factors: Cd=0.90 Design Requirements: M= 5493 FT -L@ Maximum Moment; V= 1204 LB Shear ((& d from beam end): Comparisons With Required Sections: Sreq= 55.0 IN3 Section Modulus: S= 82.7 IN3 Area: Areq= 23.7 IN2 A= 52.2 IN2 Moment of Inertia Ireq= 1= 190.9 392.9 IN4 IN4 C Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE. 5/18/00 PAGE: 5 Cathedral City, CA 92234 Structural Calculations For: DGH — 2000-1 Roof Beam[ 97 UBC (91 NDS)1 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 Deflection,s: Dead Load: DLD= 0.03 IN Live Load: LLD-- 0.02 IN = L/2817 Total Load; TLD= 0.06 IN = L/1135 Reactions (Each End): Live Load: RL= 968 LB Dead Load: RD= 1435 LB Total Load; RT= 2403 L8 Bearing Length Reqd.: BL= 0.70 IN Beam Data Span: L= 5.5 FT Mardmum Unbraced Span: Lu= 5.5 FT Pitch Of Roo[: RP= 4.00 :12 Live Load Deflect. Criteria: L/ 240 Total Lead Deflect. Criteria: L/ 18Q 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 Lenpth: Ladj= 5.5 FT Beam Live Load W/ Slope Red'n: wL= 352 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: w:)= 522 PLF Total Maximum Lost: WT= 874 PLF Controlling 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: MY (Tension): FU= 1375 PSI Adjustment Factors: Cd=1.15 CI=1.00 Cf--1.00 FV:FJ= 98 PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment; M= 3304 FT -L4 Shear USD d from beam end): V= 1857 LB Comparisons With Required Sections: Section Modulus: Sreq= 28.9 IN3 S= 51.5 IN3 Area: Areq= 28.5 IN2 A= 41.2 IN2 Moment of Inertia: Ireq= 30.7 IN4 1= 193.3 IN4 Charles D. Garland, Architect UPghw-a t/?0/0-5 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: (p 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 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 Deflections: peed Load; ..DLD= 0.04 IN Live Load; LLD= 0.03 IN =1-13004 Taal Load: TLD= 0.07 IN = L/1152 Reactions (Each End): Live Load: RL= 650 LB Dead Load: RD= 1045 LB Total Load: RT= 1695 LB Bearing Length Reqd.: BL= 0.49 IN Beam Data Span: L= 6.5 FT Mabmum Unbraosd Span: Lu= 6.5 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria L/ 180 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA-- 81 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 10.5 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 Lengths and Loads: Adjusted Beam Length: 6.5 FT Beam Live Load W/ Slope Red'n: WL= 200 PLF Beam Self Weight: BSW= 10 PLF Beam Taal Dead Load: wD= 322 PLF Total M m Load: WT= 522 PLF Controlling Total Design Load: wTcont= 522 PLF Properties For #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Sys: 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 CI=1.00 Cf--1.00 F�: Fd= 98 PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 2754 FT -1-13 Shear (0.. d from beam end): V= 1369 LB Comparisons With Required Sections: Section Modulus: Sreq= 24.1 IN3 S= 51.5 IN3 Area: Areq= 21.1 IN2 A= 41.2 IN2 Moment of Inertia: 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: INAoA P0,5zs (#-I p•F� To Se o ea- iN Eo - Fo (,-, r_pI-I 7.66 Q P wN, jko 1 DATE: 5/18/00 PAGE: DOH - 20004 LoNDIWCI/H-r caKat-1•- �c •�Ti����T� C.on�Pw,��sloN=1�D�lv�Ti��r�Ts 0 0 • C x ►� = K 510, QD° K Q g o, 00 0. Le i �C Z _ DOU a°0 V S= ;k I+(�LFIF_ I+iFct/� IZ fC I — 2 'z I � 32 z ` I + 320 C6. CI Z • l �. � L — � fid) 1+ �� 8 Z 2 `8014 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J. Cathedrar City, CA 92234 Structural Calculations For. b P* Ot' rw 1/2%3 DATE: PAGE: DGH — 2000-1 MAX ALLOWABLE LOAD (LBS) OF WOOD POSTS AT VARIOUS UNBRACED HTS. (Ud 50) (Appling formulas at page of these calculations) Charles D. Garland, Architect \)r OP (�- o vzo%3 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: Cathedral City, CA 92234 1 q Structural Calculations For: DGH - 2000-1 Columnl 97 UBC (91 NDS)1 StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Project: DGH2000I.- Location: CHI 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: Length: L= 7.0 FT Column End Condition: Ke= 1.0 Mabmum Unbraced Length (X A)is): Lx= 7.0 FT Maximum Unbraced Length (Y A)is): LV__ 7.0 FT Eccentricitv (X A)ds): ex= 0.00 IN Eccentricity (Y A)is): 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)ds): Fby= 675 PSI Adjusted Properties: FbX: Fb>l= 675 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fb y Fby= 776 PSI Adjustment Factors: Cd=1.00 Cf --1.00 Cfu=1.15 Fd(parallel): Fc'_parl= 262 PSI Adiustment Factors: Cd=1.00 Cp=0.32 Controlling Direction: (Y Compressive Stress: fc= 01 PSI Allowable Compressive Stress: Fc'= 262 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)is): Sr-- 15.1 IN3 Section Modulus (Y A)is): SV - 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 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: U P Q PST C-10 DATE: . 5/18/00 i/ -&O/0"5 DGH — 2000-1 PAGE: C() Column[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Project: DGH2O001 - Location: CH2 Summary: (2) 1.50 x 5.50 x 8.0 FT Stud - DOUGLAS FIR -LARCH - Dry Use Section Adequate 8v: 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 A)dal Loads: Live Loads: PL= 968 LB Dead Loads: PD= 1435 LB Total Loads: PT= 2403 LB Column Data: Lenqth: L= 8.0 FT Column End Condition: Ke= 1.0 Ma)dmum Unbraced Lenqth (X A)ds): Lx= 8.0 FT Ma)dmum Unbraced Length (Y A)ds): LV-- 8.0 FT Eccentricitv (X A)ds): ex= 0.00 IN Eccentricity (YA)is): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc-- 825 PSI Modulus of ElasfiW. E= 1400000 PSI Bendinq Stress (XA)ds): Fbx= 675 PSI Bendinq Stress (Y A)ds): Fby= 675 PSI Adjusted Properties: Fb)f: Fby[= 675 PSI Adjustment Factors: Cd=1.00 Cf--1.00 Fby: Fby= 776 PSI Adiustment Factors: Cd=1.00 Cf=1.00 Cfu=1.15 Fe(parallel): Fc'�ari= 214 PSI Adjustment Factors: Cd=1.00 Cp=0.26 Controlling Direction: (Y A)ds) ) Compressive Stress: fc= PSI Allowable Compressive Stress: Fc'= 214 PSI Column Properties: Column Section (X A)ds): dx= 5.50 IN Column Section (Y A)ds): dv= 3.00 IN ,area: A= 16.50 IN2 Section Modulus (X A)ds): Sx= 15.1 IN3 Section Modulus (Y A)is): Sr— 8.3 IN3 Length Depth Ratio: Lex/dr— 17.5 Ley/dy= 32.0 Column Bendinq Calculations: Combined Stress Factor. CSF= 0.68 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 DATE: 5/18/00 1/20 /0—;' PAGE: F t 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: Live: 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 Mabmum Unbraced Lenqth (X A)ds): Lx= 8.0 FT Mabmum Unbraced Length (Y A)ds): LV__ 8.0 FT Ewentricitv(XA)ds): ex-- 0.00 IN Eccentricity (Y A)is): ey= 0.00 IN Column Desiqn Stresses: Compressive Stress: Fc-- 825 PSI Modulus of Elasticity. E= 1400000 PSI Bending Stress (XA)ds): Fbx= 675 PSI Bendinq Stress (Y A)ds): Fby-- 675 PSI Adjusted Properties: Fb)f: Fbk= 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'_pari= 214 PSI Adjustment Factors: Cd=1.00 Cp=0.26 Controllinq 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)ds): dv= 3.00 IN Area: A= 16.50 IN2 Section Modulus (X Abs): Sx= 15.1 IN3 Section Modulus (Y A)ds): Shy— 8.3 IN3 Length Depth Ratio: Lex/dx= 17.5 Ley/dy= 32.0 Column Bendinq 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 P0At%p t/ -X/0-., DATE: 5/18/00 PAGE: •-z" DGH - 2000-1 Square Footing Design f 97 UBC (91 NDS) ) StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiect: DGH20001 - 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 Load: PD= 1082 LB Total Load: PT= 1732 LB Ultimate factored load: Pu= 2620 LB Footing Properties: Allowable soil bearing pressure: Qs= 1000 PSF Effective soil bearing pressure: Qe= 850 PSF Concrete compressive strength: Fc= 2000 PSI Reinforcing steel yield strength: Fv= 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 VVI: vw 3.00 IN Footing Size Selection: Required footing area: Area= 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 read= 0.29 IN2/FT Selected reinforcement: #4 BARS @ 6.00 IN. O.C. As= 0.39 IN2/FT Charles D. Garland, Architect O DP<,N) . 11WID3 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: Cathedral City, CA 92234 Structural Calculations For: DGH - 2000-1 Square Foobnq Design f 97 UBC (91 NDS)1 StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Project: DGH20001 - Location: F2 Summary. Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (4) #4 BARS E/W 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 bearinq pressure: Qu= 927 PSF Column Base Dimensions: Length: 1= 5.50 IN Width: w= 3.00 IN Footing Size Selection: Required footinq area: Areq= 2.87 SF Minimum footing size required: Lreq= 1.69 FT Footing depth based on shear stresses: Selected footinq 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 stems: vu1= 8 PSI Allowable punching shear stress: vc1= 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 read= 0.29 IN2/FT Selected reinforcement: #4 BARS @ 6.00 IN. O.C. As= 0.39 IN2/FT Charles D. Garland, Architect UC' MVecAO ' 1 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 DATE: 5/18/00 Structural Calculations For: DGH — 20004 D-.7, PAGE: 14 COLM. NUMB. COL/POST SIZE RE- LAT'D BEAM SIZE BEAM CAP COLUMN BASE FTING NUMB. FOOTING SIZE REINFORCEMENT SIZE & NUMB. BEAM CH7 (2)2x6 H1 6x10 #1 DF - - Fi 1 `-6" SQ x 12" THK. PAD FTG. WBOTT. 18" BELOW F.F. 3 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. CH2 (2)2x6 H2 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. CH8 . (2)2x6 HS 6x8 #1 DF _ _ Fi 1 `-6" SQ x 12" THK. PAD FTG. W/BOTT., 18" BELOW F.F. 3 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. F1 0 0 0 0 E:1 OHO OONOP�`pc, ESO NOXA � QOM El 01P01 % �N '( 0?- V GSO � N�S�SO��E Gp�OOp�NN� Nps. Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: T 111, \ _ ROOF DIAPH. #3 21'x 14' DATE: 5/18/00 PAGE: ( �r ROOF DIBPH� #2 4U -------- ._._._._._ �\�ROOF DIAPH. #1 ? 21, x / DGH - 2000-1 i<I �� ROOF DIAPH. LAYOUT PLAN 1/8' = 1'-0' TON NORTH R- C W (l,��r , Charles D. Garland, Architectv�� Vf\TT n f Zv/u 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 DATE: 65/ oo PAGE: I Structural Calculations For; F'cx� t,)I,NFH'- 21 x 1 �- civ N Asp "-Zo p t) + z ( a/?� (�6� Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-1 Cathedral City, CA 92234 - Structural Calculations For: 2 t x II Iib P I �- /[-\ 'F- cqv (0 U e DA TAv� DATE: �5- /(8/0 a PAGE: ( 0 IGH 2 � k� -w-- i few '�� 8'', r on Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. ANAt,`f� w. - C-, p FAQ Lr Ca= �4 - No, so I ^T`IPr' ' So DATE: ;/(5/00 PAGE: t h a 1.+ 2onj-/1 IOW = �"' AfPL1C,P�VONP) � lN SCc7(-L4- CZiPr => �� 1 C1,0) CJ = 2 o • = Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: ���`oo PAGE: rjp Cathedral City, CA 92234 Structural Calculations For. C" ���p,�,p�ll,1T`i �1'�ED�NDRr►VG`f hzVP post a a su Eft- @ H EA,,q i (:-G7 642 4 4 � S•c.4 4 SCa 4 • Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structnral Calculations For. DATE: L j' / L PAGFi2 PCl bl2a��1 Charles D. Garland, Architect 74-854 Velie Way (Suite 5) Palm Desert, CA, 92260 Structural Calculations For: DATE: SHEAR WALL CONSTRUCTION PAGE: 2 2 D 1/2' GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1w x.086' DIAMETER w/9/32' HEADS) OR 5d COOLER NAILS (1%3' x.086' DIAMETER w/ 15/64' HEADS) AT 7'01 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' OIC MAX. (ALLOWABLE LOAD: 50 plf — PER UBC TABLE 25-1-1997 UBC) D 718° 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/ %e 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 plf — 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 1 , 2 & 3 D ONLY) YeD 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: 1 D 8d COMMON NAILS @ 6' OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS. ANCHOR WITH % DIAMETER BY 10' LONG ANCHOR BOLTS AT 48' O/C. (ALLOWABLE LOAD: 260 Of — 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' OIC AT ALL FIELDS. ANCHOR WITH %e' 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'/4 DIAMETER BY 12' LONG ANCHOR BOLTS AT 32' O/C. (ALLOWABLE LOAD: 490 plf — PER UBC TABLE 2341-1-1; 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: �/Z O5 PACE: 2� Structural Calculations For: D CTH SHEAR WALL CONSTRUCTION (cont°d.) 15/32° STRUCT. I APA PLYWOOD OR 15/329 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'/: DIAMETER ANCHOR BOLTS AT 16° O/C. (ALLOWABLE LOAD: 550 plf — 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: 20 x 20 x 3/160 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° O/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, IT'S 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. UPOA DATE: �-rte(, t IS- I��Pf1C�N E, PACE: 26, oak ?tzo/I ; _ � ^ lbw 6L& JOA* - jqD PIP- CoqF- G►jOF_ 614 4'1P. r;6 1' L LO v4 A vsU4. LO AYJ = 100 PIP -6 r"T'i 'a -v 1 ogS � u G yP IS O �3 CM A A `v PAC(hI e,-- to rtiov rJ� A`b G� ;72'` o,G, '�G� w/ AntN 2 "gioL'TS. p.riL Ca. A �.-�.�oti`f Loh -a1 F) O p �`� ���g" POn TLA1A 1O c%/�f-N T PLP VT� oZ5S�1175 �bo co, fi; C/tnA>-' SP^r.(mcL , f RON to% I. + X 10" *p (9 4P)" O.C.. C M1Pc) wIAt t M Z. 't L -TS Fft G 11.L A&F-Me;ffL. j2`` FK4 ^ CFKO't� � ✓Pt --1^ 'ro 'Z-/ P.r.O F �. @� ,� I-�c,w LOA,p = ccO ► 10,�T�rw Z'. I�,400n P#AVA1 f LS"> 110 = 117 - �� SZ ��rL OL . CMAC SPIN NGr � 7 -31C - V (0" 4 s► � t. M r-,.n,� rb Ery Cq 4D. G. CM *'>� wI,�n 1 N . • 2 I� L-vr a f F rL fL I zY F M /A x(\105 q7�--1G� 'Cv Z. X (' '1.Oi� c A LL Ow I-OAv s *Z& i -zo 10 pi �), (Au_ sTw"-r vqo*o o Po%R .,57 I� �o e 13 (v fit. O -C,, CM>A� 9.7P.4`1 ti PNOVI0� uhr-M6r-vL f (v r-noAA Tr,id545PL1crc-.;, Tv z -)c fTDio • ` Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: �lGir{� (---T 12 �2z V ( '* n: I /w/o-> DATE: �/� 0 PAGE:', ni c, ('co nt z �n AvLoW LjOA%0 = 3G -1 -To -z6o bv%60 - �� 2 .�{-. STrzjjCT waop .Pr,n«.s� COY -VAC 44 ��ov�r-✓r� ' L-ONG AV;, C3i o�-. SMAC') ' cpfz N�x IZ"ti Lo1�4. F Ab�.�. 1j/ ANN N 2 FOOL-'rs P F t. s 1 L.L M Fbp Ki . t�lO/Vl (N !�r t� — I =- ,F►� C P,T , �' S I C.LS`� t�3� _ ► toov�4Ko S� 2,+ RL CMA-/. SpR�tnta 7 LMAV pfiuNh) �rWv1oR Lo a Gt A v:;, @ '3Z (M A, � - \N /AAJ 2 vbo L --r,5 Pre+ . Slt.L MLS 12N (=&0,4^ '51RLIGfTS C3)C t\WA PTW1' �t��l p� 3 X t�lOn^ • ILL P rt4 v (Qf( t z'' LO K U 60 L -TJ N C4 4 17?o ���e s /� ( �c, x1 e.0 to II 75Tt:�8o7= �• �'S�L =� '�/$` x IZ glut' 5 u = (2400 /2 _ t roop� C'�&� z 2. - �"@ Ltou ®,c- . 2� © G.,. Charles D. Garland, Architect F_ 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. �NAa—L. LINE No g �b ApW WALL LIV\M1. pipipH No: CS ►/t/0 3 DATE: PAGE: '7(;� . 07 OT_� 1 �ovloE� ) = �(O I 4� 10 C 1. IG b'J ca (��DVIpES Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. — ANAU-J s WNd -L LIN L-3� �IAciPH No L-,Z;Lw� Y 00/1/073 DATE: / �.�Q PAGE: v w --A -z-0001f &Q - Orr -0001.- OT L v �V= C 09 0 t 12, 61 ' o Lw T.1 v "N 4 _ Charles D. Garland, Architect 74-854 Velie Way (Suite 5) Palm Desert, CA, 92260 SATE: 612103 STRUCTURAL CALCULATIONS For: D G H CONSTRUCTION La Quinta, California PAGE: Z-8 c \Npvu, OT 'no \46). M�-((S�Vs �V� + �(� GIA V- Charles D. Garland, Architect 35-325 Date Palm Dr. (Suite 151-J) �' Cathedral City, CA 92234 DATE: PAGE: Structural Calculations For: 61 H SHEAR WALL TABULATION DWALL LENGTH V WALL V DIA22PHH V (pi) WALL CONSTRUCTION TYPE & HOLDOWN REQUIREMENTS AB DIAM. & SPACING CONSTRUCTION Nons A 37' 14' 7' -ro2-AY- 16'..---- B 6' — ��11n ��> '1T�1�,c� rP,, tn�v� Tu ��2 �a/��aig.. 1 C �.4 — . Ii'I - �----- �/8 Lo Q Y 1 D� E 21' F 11' — P43 . 4-1`3 ;3 fl-'Z4p �4 @ EA��0 Tv 2-Zx G — 10' c g' .j I , H r&-7 9AI(00 133 — nnF T (-i Mf LVV6- �ol,T S ' sM 16 >crI'3`3 — — 1; VI� (,�n. P�, I$ofo 5 I �{ S�fNp 14 s F A ra -ro Z -2X q lco" 13 Co .4' y Charles D. Garland, Architect F- 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: LATEo,At. ANPuYG te., dI�A� dor-�G� lvt-4 91- T i WINLL--- LAKE:. 13 \/\AjftLL= /vM&-r =Vw 1Ir� _ ► I.�..�► DATE: S- ` �/UJ PAGE: Q Gtih\ 'ZO;'`YJ/ I (D $3S,4 + --I II 14 a —lelo8 , (0 .a V�tP�LI� L.�•N� ��. :0 ,, 2� � °.II 3., lo. � •323 `�' � � Vw rn•� ` `� 13- �' i � y�-� � `� \/\M y P/ LL LjN E- q rs �, yl C. 9719, � - I 01 t Charles D. Garland, Architect { 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: GW K Cl/2403 DATE: I J�Ucj PAGE: Cj C.t. �. l I 6 100 �,� V%,