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13-1148 (RER)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001148 Property Address: 46370 CAMEO PALMS DR APN: 643-182-026-3 -2043 - Application description: REMODEL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 61216 Tiht BUILDING & SAFETY DEPARTMENT BUILDING PERMIT AppliC;;�VA44_ Arch' t or Engineer: C ------------------ LICENSED CONTRACTOR'S 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 PrAessionals Code, and my License is in full force and effect. License Class: B kens NO.: 951607 Date: I' L Contractor: / OWNER -B ILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 7 (_ 1 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 and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). I—) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT Owner: MYERS GLENN 46-370 CAMEO PALMS LA QUINTA, CA 92253 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 2/11/14 Contractor: STATEWIDE SERVICES INtrRTV0FiLA___ 40244 CATANIA CTBERMUDA DUNES, CA 922(760)636-0315 Lic. No.: 951607 ----------------------------------------------- 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 and policy number are: Carrier MARKEL INS CO Policy Number MWC0044634-03 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 beco subject to the workers' compensation provisions of Section 3700 of the Labor Code, I sh orthwit comp with those provisions. Date:' Applicant: (/ WARNING: FAILURE TO SECURE WORKERS' COMP SATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this 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 application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 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 county ordinances and state laws relating to building constructi , nd hereb authorize representatives ofthis county to enter upon the above-mentioned property for inspec ' purpos Date: 2� (� f // Signature (Applicant or Agent): Application Number . . . 13-00001148 Permit ELECTRICAL 2013 Additional-desc . Permit Fee . . . . 166.83 Plan Check Fee .00 Issue Date . . . Valuation . . . . 0 Expiration Date . . 8/10/14 Qty Unit Charge Per Extension 1.00 23.8300 LS ELEC FIXTURES, FIRST 20 23.83 1.00 ---------------------------------------------------------------------------- 143.0000 LS ELEC NEW RES, FIRST 1 KSF 143.00 Permit MECHANICAL 2013 Additional desc . . Permit Fee . . . . 107.26 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/10/14 Qty Unit Charge Per Extension 1.00 35.7500 EA MECH FURNACE 35.75 1.00 11.9200 EA MECH APPL REP/ALT 11.92 1.00 35.7500 EA MECH CONDENSER/COMP 35.75 2.00 -------------------------------------=-------------7------------------------ 11.9200 EA MECH VENT FAN 23.84 Permit PLUMBING 2013 Additional desc . Permit Fee 83.44 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/10/14 Qty Unit Charge Per Extension 5.00 11.9200 EA PLBG FIXTURE/TRAP 59.60 1.00 11.9200 EA PLBG WATER INST/ALT/REP 11.92 1.00 ---------------------------------------------------------------------------- 11.9200 LS PLBG GAS SYS, 1-4 OUTLETS 11.92 Permit . . . REMODEL 2013 Additional desc . Permit Fee . . . . 112.97 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/10/14 Qty Unit'Charge Per Extension 1.00 48.6200 LS MISC REMODEL, 1ST 100 SF 48.62 3.00 21.4500 EA MISC REMODEL, ADDL 500 SF 64.35 -----------------------------------------------7---------------------------- Special Notes and Comments CONVERT EXISTING STORAGE, GARAGE AND LQPERMIT Application Number . . . . . 13-00001148 ---------------------------------------------------------------------------- Special Notes and Comments WORK SHOP TO LIVING AREA 1614 SQ. FT. ATTATCH MAIN HOUST TO GUEST SUITE WITH A CORRIDOR. January 16, 2014 2:42:32 PM JJOHNSON. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB147-3) 1.00 PLAN CHECK, ELECTRICAL 71.02 PLAN CHECK, REMODEL 184.47 PLAN CHECK, MECHANICAL 61.97 PLAN CHECK, PLUMBING 95.35 STRONG MOTION (SMI) - RES 6.12 Fee summary Charged Permit Fee Total 470.50 Plan Check Total .00 Other Fee Total 419.93 Grand Total 890.43 LQPERMIT Paid Credited Due .00 .00 470.50 .00 .00 .00 .00 .00 419.93 .00 .00 890.43 CERTIFICATE OF COMPLIANCE ��1Ft�vsc�o Desert Sands Unified School District 47950 Dune Palms Road Q BERMUDA DUNES O rn RANCHO MIRAGE Date 1/22/14 La Quinta, CA 92253 N INDIANWELLS PLAQUINTA �yy No. 31944 (760) 771-8515 �10- INDIO �l Q ® S Owner Myers APN # 643-182-026-6 Address 46-370 Cameo Palms Jurisdiction La Quinta City La Quinta Zip Permit # Tract # No. of Units 1 Type Residential Addition Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 46370 Cameo Palms 1614 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Convert Garage, Storage and Work Shop to Living Space 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 $3.20 X 1,614 S.F. or $5,164.80 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/Chase - Glenn Myers Check No. 1038917214 Bank Name/Recipient of Certificate Telephone Funding Residential By Dr. Gary Rutherford Superintendent Fee collected lexem • TOY Sh o MCGi i/fley Payment Recd $0.00 $5,164.80 6veriurtier Signature ' I NOTICE: Pursuant to Government Code Sectio 66020(d)(1), this wIlserve 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 rom the date on whi ullding 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 without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting REC,f--IVF,D % Bin # A City of La Quin to Building ar Safety Division SEP- 1 1 2013 P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 •CITY OF LA QUIN- Building Permit Application and TrackingRNITY DEVELOP 11 Permit # 0-1 1 4e Project Address: �{ (� ?j-4-0 p �c2`vny D r" Owner's Name: n A. P. Number: 15 Address: '5S Legal Description: 3"Aj •i^Z> City, ST, Zip: CA 4 .65� Contractor: 5 f @ W t �t � e Sir v i ce Tele hone: <`:a>::»?:: >:';:::'^> : {<:>':: ;> ,>::. mom= Address: -'/ 0 2J/y (a'fo yl c aCT' cf j Project Description: City, ST, Zip: L '�� 64 _ 2 Telephone: 6-1 % < <' ':; -> :<:?:?::>::>::>: >,::>s :::>::<>:>::?:::>: ........:.........:. m r\ State Lic. # : 16 City Lie. #•: x �� fbaw� , Arch., Engr., Designer: I L Address: $I - 6 ;tl City., ST, Zip: Le, Qa n CA a.1 > Tele honeZ :i;:;j,`i:;�i::;.,L:ii:"vi:rii:':`:;Y''•ji:Ci:\{,;:'y, • 'fir`:'<'^:•.:::'r?:s� Construction Type: Occupancy: : State Lic. #: tyPa circle one : New Addn Ater Repair Demo Name of Contact Person: iYl f5 Sq. Ft.: a (o # Stories: # Units: Telephone #,of Contact Person: (1 919) 5 (> a Estimated Value of Project: aO , O APPLICANT: DO NOT WRITE BELOW THIS LINE H Submittal Req'd RReec'd TRACKING PERMIT FEES Plan Sets =% Plan Check submitted ( Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Coles. Called Contact Person 13 Plan Check Balance. Titic 2d Calcs. Plans picked up a J �b I Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready f corrections/is e 14113 Electrical Subcontactor List Called Contact Person Plumbin Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"` Review, ready for corrections/issue Develop'erImpact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue 41 `+ School Fees Total Permit Fees °1-1e- 13 gsft4 ID f� C5&) Pk6N I�6(0 1a/31r3 J�ryC w v .NT lm CHRISTINA R. SILVA, P.E. 7652 Ontario Drive Huntington Beach, CA 92648 (714)307-7101 REPLIES TO PLAN CHECK COMMENTS (regarding structural plans) December 11, 2013 Project: Myers Residence Address: 46370 Cameo Palms Drive Plan check #: 13-1148(REV.#1) 8. a) The 285plf is due to wind forces and the H/W ratio for wind loading is 3.5:1 or less per Table 4.3.4, AF&PA SDPWS. Copy attached. Also attached is copy of Figure C4.3.5.2 reflecting method used for shear wall H/W ratio. 8. b) The seismic force in that section: 0.154(16 x9 + 15x10) x 20/2=453lbs/2.42=187plf x 7.5/2x2.42=290plf < 350plf allowable for type 11 shear panel per shear wall schedule on page S1.0. Uplift due to seismic= 12541bs using (0.6-0.14SDs) x DL for resistance. 9. None of the shear walls resist shear in excess of 350plf and besides, the Section 2305.3.11 has been deleted in the 2009 IBC. The only reference to shear equal or higher than 350plf is in Footnote (i) of the Table 2306.3 and it requires 3x framing at adjoining panel edges only. Copy attached for reference. 12. Please see revised plans for added footing reinforcement at new corridor. 13. Please see revised plans for correction to slab thickness. Feel free to contact me should there be any further questions. Thank you, Christina R. Silva 4.3:.4 Shear Wall -Aspect Ratios, 4.3.5.2 Force Transfer Around Openings: Where shear walls with openings are designed for force trans Size and shape of shear walls shall be limited to the fer around the openings, the . aspect ratio limitations of aspect ratios in. Table 4.3.4. 4.3.4 shall apply to the overall shear wall including openings and to each wall pier at the sides of an open- . ing. The height of a wall pier shall.be defined as the Jolble-.43A. Maximum Shear. Wall clear: height of the pier at the side of an opening. The AspectRatios length of a wall pier shall be defined as the sheathed length of the Design for force transfer .shall be Shear Wall M� .pier. based on a. rational analysis. The length of a wall pier Sheathinga 1db do shall. not be less than 2'. Wood structural panels, all edges nailed -12:1' 4:3.5:3 Perforated Shear Walls: Where wood struc- Particleboard, all edges nailed':' 2:1 tural. panel shear walls with openings are not designed Diagonal sheathing; conventional 2:1 for force .transfer -around the opening; they shall be de - Gypsum wallboard 2: lZ :L signed as perforated shear walls. The following limita- Portland cement plaster 2:12 tions shall apply: Fiberboard 1 'h:l s->� 1. A perforated shear wall segment shall be lo - 'or design to resist seismic forces, the shear wall aspect ratio shall notTW cated at- each end of a perforated shear wall. exceed -2:1. -unless Limless the nominal unit shear capacity is;multiplied by 2b$& Walls having G 44"j, Openings shall be permitted to occur beyond aspect ratios exceeding 1-%:1 shall be blocked the ends of the perforated shear wall. However, 4.3.4.1 Aspect Ratio of Perforated Shear.Wall Seg- the length of such openings shall not be in- ments: The aspect ratio .limitations of 4.3.4 shall apply cluded in the length : of the perforated shear to perforated shear wall segments within a perforated wall 2.-: The -nominal unit :shear capacity for a single - shear wall. For design to resist seismic forces, the sided wall shall not exceed 980 plf for seismic nominal shear capacity of the perforated shear wall or 1,370 plf for wind as given in Table 4.3A. shall be multiplied by 2b)h when the aspect ratio .of the The nominal unit shear capacity for a double - narrowest perforated shear wall segment included in the sided wall shall not exceed 2,000 plf for wind. sum of shear wall. se segment len gm lengths, EI,i, is greater than 3: Where out-of-P.1ne offsets occur, portions ofa 2:1, but does not exceed. 3 1/z:1- Portions - of walls in the wall on each side of the offset shall be con - excess of 3-'/Z:1 shall not.be counted in the sum of shear sidered as .separate perforated shear walls.. wall segments: 4.Collectors for shear transfer shall be provided through the full length of the perforated shear 4.&S Shear Wall -Types - wall. 5. A perforated shear wall shall have uniform top - Where individual full -height wall segments are de- signed as shear walls, provisions of 4.3.5.1 shall apply. For shear walls with openings, where framing and con- nections around the openings are designed: for force transfer around the openings the provisions of 4.3.5.2 shall apply. For shear walls with openings, where fram- ing and connections around the opening are not de- signed for force transfer around the openings (perfo- rated shear walls) the provisions of 4.3.5:3 shall apply or individual full -height wall - segments shall be de- signed per 4.3.5.1. 4.3.5.1 Segmented She Walls: Where full -height wall segments are designed as shear walls, aspect ratio limitations of 4.3.4 shall apply to each full -height wall segment. of --wall and bottom -of -wall elevations. Perfo- rated shear walls not having uniform elevations shall be designed by other methods. 6: Perforated shear wall height, h, shall not ex- ceed 20'. 4.3.6 Construction Requirements .43.6.1 Framing Requirements: All framing used for shear wall construction. shall be 2" nominal or larger members. Shear wall boundary elements, such as end posts, shall be provided to transmit the design tension and compression forces. Shear wall sheathing shall not be used to splice boundary elements. End posts (studs or columns) shall be framed to provide full end bearing. AMERICAN WOOD COUNCIL panel exterior and gypsum )plicable'where shear wall ned capacity of both sides h gypsum wallboard shear is the least R contributing ;ign capacity: For the same based on wood structural e, R = 6.5 (associated with IIs in a bearing wall system) mming of the contribution .Init shear capacity.of wood hardboard panel siding is. 5). )f Perforated Shear Walls: factors for perforated shear shear wall capacity based Shear capacity adjustment . Equation C4.3.3..4-1. The Ie ratio ofthe shear capacity e shear capacity of a fully (C4.3.3.4-1) (C4.3.3.4-2) do pings / >f full -height sheathing on C4.3.3.4-1 and tabulated yrs is achieved by recogniz- ipacity adjustment factors ;umption.that the height of I to the,maximum opening m of the widths of the shear Ne height -to -width ratios. Figure C4.3.5.1 Typical Segmented Shear Wa11: Height -to - Width Ratio C4:3.5,2 -Force Transfer Around Openings: Aspe ratio-Iimi.ts for shear walls designed for force transfer around the opening are applicable to the -1) overall shear 1 wall, and 2);to each wall pier at sides of openings as shown -in Figure C4.3.5.2. In addition, the length of the wall pier shall not be less than 2 feet. Figur® C4.3 0, --A-- DETAIL BOUNDARY MEMBERS FOR FORCE TRANSFER AROUND OPENING, TYPICAL ypical Shear Wall Height -to -Width Ratio for.Sh®ar Walls Designed. for Force Transfer Around Openings, OVERALL WIDTH C4.3.5.3 Perforated Shear Walls: For perforated shear walls, aspect ratio limits of SDPWS 4.3.4 are applied to full -height wall segments within the perforated shear wall. Full -height sheathed portions within the wall can be desig- nated as perforated shear wall segments where aspect ratio limits of SDPWS 4.3.4 are met (see Figure C4.3.5.3). Perforated shear wall design provisions are applicable to walls with wood structural panel sheathing designed and constructed in accordance with provisions as outlined in SLIM 4.3.5.3. Limits on shear capacity are given in'ferms ..r«....,,.:....I ..._:a ..4...,._,_aL r.... - -:-I -A ..._.J .J -..LI- -:-I _.J Fig S A801 OPEN 4hor 4.3,1 rnlo, yhal 4u1'II will 41101 of II will 1101 1111.11 BOTTOM?i:�:.�•; . OF. ROOF. Yf �100W FRAMING. � TOP OF;> U FLOOR .FRAMING . 807TOM OF FLOOR FRAMING �>.;.:•�'••�:...:: ' ViBIDOW TOP. OF,,. G FLOOR FRAMING ; BO110N. OF FLOOR FRAMING FOUNDATIQN C4:3.5,2 -Force Transfer Around Openings: Aspe ratio-Iimi.ts for shear walls designed for force transfer around the opening are applicable to the -1) overall shear 1 wall, and 2);to each wall pier at sides of openings as shown -in Figure C4.3.5.2. In addition, the length of the wall pier shall not be less than 2 feet. Figur® C4.3 0, --A-- DETAIL BOUNDARY MEMBERS FOR FORCE TRANSFER AROUND OPENING, TYPICAL ypical Shear Wall Height -to -Width Ratio for.Sh®ar Walls Designed. for Force Transfer Around Openings, OVERALL WIDTH C4.3.5.3 Perforated Shear Walls: For perforated shear walls, aspect ratio limits of SDPWS 4.3.4 are applied to full -height wall segments within the perforated shear wall. Full -height sheathed portions within the wall can be desig- nated as perforated shear wall segments where aspect ratio limits of SDPWS 4.3.4 are met (see Figure C4.3.5.3). Perforated shear wall design provisions are applicable to walls with wood structural panel sheathing designed and constructed in accordance with provisions as outlined in SLIM 4.3.5.3. Limits on shear capacity are given in'ferms ..r«....,,.:....I ..._:a ..4...,._,_aL r.... - -:-I -A ..._.J .J -..LI- -:-I _.J Fig S A801 OPEN 4hor 4.3,1 rnlo, yhal 4u1'II will 41101 of II will 1101 1111.11 TAB" 23.06.3 / ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH l FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC L'OADINGb,n,1,1,1 ' For SI: 1 inch= 25.4 mm, 1 pound per foot = 14i 5939 N/m. " a. For framing of other species: (1) Find specific gravity for species of lumber in AF&PA NDS. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiplyvalue by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = {1-(0.5 - SG)j, where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater thin 1. b. Panel edges backedwith 2 -inch nominal or wider framing. Install panels either horizontally or vertically. Space fastenerg maximum 6 inches on center along intermediate framing members for %-inch and.'/16=inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches on center on intermediate supports. I c. 3/8 -inch panel thickness or siding with a span rating of 16 inches on center is the minirrtyrn recommended where applied directly to framing as exterior siding. For grooved panel siding, the nominal panel thickness is the thickness of the panel measured at the point of nailing. ' d. Allowable shear values are permitted to be increased to values shown for `/32 -inch sheathing with same nailing provided (a) studs are spaced It maximum of 16 inches on center, or (b) panels are applied With long dimension across studs. e. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails at all panel edges s4ol be staggered where panel edge nailing is specified at 2 inches -on center or less.: f. Framing at adjoining panel edges shall be 3 in6h6s nominalor wider, W nails at all panel edges shall be staggered where both of the following conditions are met: (1)10d (3"x 0.148'1 nails having penetration into framing of more than 11/2 inches and (2) panel edge nailing is specified at 3 inches on center or less. g. Values apply to all -veneer plywood. Thickness at point of fastening on panel edges governs -shear values. h. Where panels are applied on both faces of a wall and nail spacing is less than 6 inches o,c. on either side, panel joints shall be offset to fall on different framing members. Or framing shall be 3 -inch nominal or thicker _ i. In Seismic Design Category D, E or F, where shear esign values exceed 350 pounds pet linear foot, all framing members receiving edge nailin from shall not be less than a single 3 -inch nominal member, or two 2 -inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing me ers. oo structural panel joint and sill plate nailing shall be staggered at all panel edges. See Sections 4.3.6.1 and 4.3.6.4.3 of AF&PA SDPWS for sill plate size and anchorage requirements. 7n1111"LIM11111I■nIrc917un1111111 11111HUM111I^rn11I7nI UMII11R71nn9111111Y1Tt7111:1fill RIM!711151mum wnrummumemnnxrmtrmin=trmmuumrntmimmmmm - PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER %- OR'/. -GYPSUM SHEATHING NAIL (common or galvanized box) Fastener spacing at panel edges (Inches) NAIL (common or galvanized box) Fastener spacing at panel edges (Inches) MINIMUM NOMINAL PANEL MINIMUM FASTENER PENETRATION IN PANEL GRADE THICKNESS (inch) FRAMING (Inches) or staple size 6 4 3 20 or staple size' a 4 3 2a Structural 1 15/ 11/ 1 O (3" x 0.148" common, 340 510. 60% 870 - - - - - shenthing 3]3"x'0128" alvanizedbox) s/16` or 1/4` 11/ ° 6d (2" x. 0.113" common, 2': x 0.099 galvanized box) 180 270 350 450 8d (2'/1' x 0.131" common, 21/2" x'0.113" galvanized box) 180 270 350 .450. 1 11/ 160ege 145 220 295 375 216 Gage 110 165 220. P2$5 11/4 6d (2" x 0.113" common', 2 x 0.099" alvanized box) 200 300' 390 510 8d (21/1' x 0.131" common; 21/,' x 0.113" galvanized box) 200 300 390 510 3 1 /s 8d (2'/2" x 0.131" common, 220 a 320 a 410 a • d 530 IOd (3" x 0.148" common, 260 380 490 r ' 640 3/8 21/ x 0.113" galvanized box) 3" x 0.128" galvanized box) 1 11/ 16 Gee 140 210 280 360 2 16 Ga a 140 210 280 .'360 7 /16 3 1 /a 8d (21/ "k 0.131" common, z 21/," x 0.113" galvanized box) 240 a 350 a 450 a ' 585d 10d (3" x 0.148" common, 3" x 0.128" galvanized box) 260 380 490'-;640 Sheathing, a ' a 1 11/ 16 Gage 155 230 310 395 2 16 Gage 140 210 280 360 plywood siding except Group 53 Species 1 /s 8d,(21/ " x 0.131" common, 21/ 11x 0.113" alvanized box) 260 380 490 640 10d (3" x 0.148" common, 3": x 0.128"' alvanized box) 260 380 490 r ' ? ..640 11/z l0d (3" x 0.148" common' 310 460 600, r 770 - - - - 15/32 3" x 0.128" galvanized box) ( 1 11/ 16 Gage 170 255 335 430 216Gage 140 210 280 '360'. 11/1 ]Od (3" x 0.148" common, 340 510 665' 870 - - - - 19 /32 3" x 0,128" galvanized box) 1 13/ 16 Gee 185 1 280 - 375 475 - Nail Size (galvanized caring) Nail Size (' aivanized casing) s/ 11/4 6d 2" x 0.099' 140 210 1 275 360 8d (2!/2" x 0.113") 140 210 275 ` . 360%- 60%•13/ 13/, 8d (21/,- x 0.113') 160 240 310 410 1 Od (3° x 0.128 160 240 310' ' ' 410', For SI: 1 inch= 25.4 mm, 1 pound per foot = 14i 5939 N/m. " a. For framing of other species: (1) Find specific gravity for species of lumber in AF&PA NDS. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiplyvalue by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = {1-(0.5 - SG)j, where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater thin 1. b. Panel edges backedwith 2 -inch nominal or wider framing. Install panels either horizontally or vertically. Space fastenerg maximum 6 inches on center along intermediate framing members for %-inch and.'/16=inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches on center on intermediate supports. I c. 3/8 -inch panel thickness or siding with a span rating of 16 inches on center is the minirrtyrn recommended where applied directly to framing as exterior siding. For grooved panel siding, the nominal panel thickness is the thickness of the panel measured at the point of nailing. ' d. Allowable shear values are permitted to be increased to values shown for `/32 -inch sheathing with same nailing provided (a) studs are spaced It maximum of 16 inches on center, or (b) panels are applied With long dimension across studs. e. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails at all panel edges s4ol be staggered where panel edge nailing is specified at 2 inches -on center or less.: f. Framing at adjoining panel edges shall be 3 in6h6s nominalor wider, W nails at all panel edges shall be staggered where both of the following conditions are met: (1)10d (3"x 0.148'1 nails having penetration into framing of more than 11/2 inches and (2) panel edge nailing is specified at 3 inches on center or less. g. Values apply to all -veneer plywood. Thickness at point of fastening on panel edges governs -shear values. h. Where panels are applied on both faces of a wall and nail spacing is less than 6 inches o,c. on either side, panel joints shall be offset to fall on different framing members. Or framing shall be 3 -inch nominal or thicker _ i. In Seismic Design Category D, E or F, where shear esign values exceed 350 pounds pet linear foot, all framing members receiving edge nailin from shall not be less than a single 3 -inch nominal member, or two 2 -inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing me ers. oo structural panel joint and sill plate nailing shall be staggered at all panel edges. See Sections 4.3.6.1 and 4.3.6.4.3 of AF&PA SDPWS for sill plate size and anchorage requirements. 7n1111"LIM11111I■nIrc917un1111111 11111HUM111I^rn11I7nI UMII11R71nn9111111Y1Tt7111:1fill RIM!711151mum wnrummumemnnxrmtrmin=trmmuumrntmimmmmm