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Home My WebLink About1612-0282-PRODUCT APPROVED PANEL WALL SIDINGPage 1 of 3 I L C 0 PV Hot Topics Submit Surcharge i Stats & Facts i Publications i FBC Staff # BCIS Site Map ! L Product Approval SCANNED USER: Public User BY Product Approval Menu > Product or Aoolication a> ] � PP„ Search�A licatior`1rL•�s 3>tA l&tion Detail i FL # FL13192-R4 ST. LUCIE COUNTY Application Type Revision BUILDING DIVISION Code Version 2014 REVIEWED Application Status Approved COMPLI RY REVIEWED BY DATE c2 - `` Comments PLANS AN PE iVIIT Archived MUST BE K TON JOB OR NO INSPEC- N WILL BE MADE Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 (909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com "ON CEALEO FASTENERS OR ATTACHMTS Technical Representative Pingsheng Zhu ARE THE RESPONSI81LJ1Y OF THE Address/Phone/Email 10901 Elm Ave. SPO a �/y� Fontana, CA (909) 349-2927 37 V 010 REW pingsheng.zhu@jameshardie.com Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 (909)349-2927 pingsheng.zhu@jameshardie.com Panel Walls Siding Evaluation Report from a Florida Registered Architect or a Licen Professional Engineer ® Evaluation Report - Hardcopy Received Ronald I. Ogawa PE-24121 Intertek Testing Services NA, Inc. 01/01/2018 John Southard, P.E. ® Validation Checklist - Hardcopy Received FL13192 R4 COI RIO - Certificate of Independence. PDF Standard, Year AsT� 2 PLANS A14D ALL PROPOSC70 Ve y ASTM E31ARE SUBJECT M ANY QOMECT=62 .REQUIRED BY FIELD INSPECTORS THAT MAY BE frEGEWRY IN ORD&I TO COMPLY WITH AL %,," PU k E CCZCS. ://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDq... 12/20/2016 'I orida Building Code Cln' �" Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Cummary of Prndurta Florida Licensed Professional Engineer or Architect FL13192 R4 Eauiv ASTM C1186 Equivalency Signed.odf Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 FL # Model, Number or Name Description 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood. FL13192 R4 II ER RIO-2557-15 Plank Shingle CML FL13192 R4 II ER RIO-2577-15 Plank to WSP She, FL13192 R4 II Install CemPlank Sidina.odf FL13192 R4 II NOA 15-0122.04.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal woo( FL13192 R4 AE ER RIO-2557-15 Plank Shinale CM FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sh( FL13192 R4 AE NOA 15-0122.04.0 Created by Independent Third Party: Yes 13192.2 ,ate .a ardieP�lankLap Siding P fiber -cement lap siding Limits of Use V Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood. FL13192 R4 II ER RIO-2557-15 Plank Shingle CML FL13192 R4 II ER RIO-2577-15 Plank to WSP She, FL13192 R4 II Install HardiePlank Siding.0 FL13192 R4 II NOA 15-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal woos FL13192 R4 AE ER RIO-2557-15 Plank Shingle CM FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sh( FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.3 HardieShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL13192 R4 II ER RIO-2555-15 Shingle metal woc FL13192 R4 II Install HardieShingle Sidingpdf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wo Created by Independent Third Party: Yes 13192.4 HardieShingle Panel fiber -cement notched shingle panels (straight edge, edge, half round edge) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL13192 R4 II ER RIO-2555-15 Shinale metal woc FL13192 R4 II ER RIO-2557-15 Plank Shinale CML FL13192 R4 II Install HardieShingle Siding odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shinale metal wo I //www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDq... 12/20/2616 .orida Building Code On" Page 3 of 3 FL13192 R4 AE ER RIO-2557-15 Plank Shingle CM Created by Independent Third Party: Yes 13192.5 I Prevail Lap Siding I fiber -cement lap siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood. FL13192 R4 II ER RIO-2557-15 Plank Shingle CML FL13192 R4 II ER RIO-2577-15 Plank to WSP She. FL13192 R4 II Install Prevail Lao Sidinci.pdf FL13192 R4 II .NOA 15-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal woo( FL13192 R4 AE ER RIO-2557-15 Plank Shingle CM FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sh( FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refun Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records reques electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.13E Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department'A address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public ri not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To de are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M ER M surit��lr#r1tic ://www.floridabuilding.org/pr/pr—app—dtl.aspx?param=wGE V*XQwtDq... 12/20/2 016 PROJECT RIO-2553-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES.HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE MEN L FONTANA, CA 92337 k�l h` » , v TABLE OF CONTENTS PAGE COVER. PAGE 1 EVALUATION SUBJECT 2 EVALUATIONSCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A and1'B, RESULTS OF TRANSVERSE LOAD TESTING 3-4 SUMMARY OF FASENTER DESIGN LOAD CALCULATIONS 5-6 TABLE 2A THROUGH TABLE 20,, ALLOWABLE DESIGN LOADS BY PLANK WIDTH 7-11. DESIGN WIND LOAD PROCEDURES 12 TABLE 3,'COEFFICIENTS AND CONSTANTS USED IN DETERMINING' V AND p 12 TABLE 4, ALLOWABLE. STRESS DESIGN C&C PRESSURES EXPOSURE B 13 TABLE 5, ALLOWABLE STRESS DESIGN C&C'PRESSURES EXPOSURE C 13 TABLE 6, ALLOWABLE STRESS DESIGN C&C'PRESSURES EXPOSURE D 13 TABLE 7, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING 14-57 LIMITATIONS OF USE 57 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7 - 10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE.. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 71'4-847-4595: FAX JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie,.com Siding Hardie Product Trade Names covered in this evaluation: ,lank® Lap Siding, CemPlankO Siding, PrevailTM Lap Siding SCOPE: ASCE 7-10 2014 Florida Building Code 20121ntermUonal'Building Code® PURPOSE:, RONALD 1. OGAWA,ASSOCIATES,, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA,92649 714-292-2602 714=847-4595 FAX PROJECT: RIO-2553-16 I �". F L E OPY sW , ,, analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePlank (CemPlank, Prevail Lap) siding fastened to wood or metal framing, with or screws. REPORTS: Report 3067913(ASTM C1186) Material properties HardiePlank Siding 4amtech Laboratories, Inc. Report 10593-96/1395 (ASTRE330) Transverse Load Test, 5116" Thick by 7.5 inch wide HardiePlank Lap Siding installed on 2X4 W-Fir wood studs space at 16 has on center with a 0.093 inch shank by0.222`Inch head diameter by 2.5 inch long galvanized siding nail Ramtech Laboratories, Inc. Report<IC-1034-88 (ASTM E330) Transverse' Load Test, 5116" Thick by 9.51nch wide HardiePlank Lap Siding installed on 2X4 Hem-Firwood studs space at 16 es on center witha Number 11 gauge 1-3/4 inch long galvanized roofing nail amtech Laboratories, Inc. Report IC-1020-88 (ASTM E330) Transverse Load Test, 5/16" Thick 'by9.5"inch wide HardiePlank Lap Siding Installed on 2X4 Hem -Fir wood studs space at 16, as on center with a 6d common nail Ramtech Laboratories, Inc. Rep orf 2149-07-10 (C) (ASTM E330) Transverse Load Test, 5/16" Thick by825 inch wide HardiePlank Lap Siding installed on 2X4 Doug -Fir -Larch wood studs ce at 16.inches on center with an 8d ring shank box nail, 0.113 inch shank by0:260 Inch head diameter by 2.375 inch long emtech Laboratories, Inc. Report 2149-07-10 (E) (ASTM E330) Transverse Load Test, 5/16" Thick by 8.25 inch wide.HardiePlank Lap Siding installed on 2X4 Doug -Fr -Larch woodstuds lace at 16 inches on center with a 0.092 inch shank, by 0.222 iny!rich head diameter b2.5 inch long galvanized. -siding nail Ramtech-Laboratories, Inc. Report234.1-08-06 (ASTM E330) Transverse Load Test; 5/16," Thick by 8.25 inch wide HardiePlank Lap, Siding installed on 2X4 DoUg-Fir-Larch wood studs space �6 inches on center with a 0.092 inchshank by0.222 inch head diameter by inch long galvanized siding nail i Ramtech,Laboratories, Inc. Report2149-07-10 (F) (ASTM E330) Transverse Load Test, 5116" Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Spruce-Pine-Furwood 'studs ce at 16 inches on center with a 0:092 Inch shank by 0,222 inch head diameter by 2.5 inch long galvanized siding nail amtech Laboratories, Inc. Report 11149/1554 (ASTM E330)Transverse Load Test 5/16"Thick by 6.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and inches on center with ETSF knurled pin fastener I Ramtech Laboratories, Inc. Report 1114911554B (ASTM E330) Transverse Load Test 5/16" Thick by 8.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 t 24 inches on center with ET&F knurled pin fastener I Ramtech Laboratories, Inc, Report 11149/1554A (ASTM E330) Transverse toad Test 5/16" Thick by12 inch wide HardiePlank Lap Siding°installed on 20 gauge metalstuds spaced at 16 and nches on center with El &F knurled pin fastener Ramtech Laboratories, Inc. Report [C-1035-88 (ASTM E330) Transverse Load Test 5/16" Thick by 9,5 inch HardiePlank Lap Siding installed on 20ga Metal Stud Spaced 16' Inches on Center sh No. 8 X 1-114" long X 0.375" head,diameterribbed wafer head screws 2 RONALD I. OGAWA'ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.dom ()P'Y Ir �7 T RESULTS: 1A. Results of Transverse Load Testing for Configurations with Steel Framing III Re�rtNumtier 11149 11149 11149 11.149 11.149 11149 IC-1035-88 11554 /1554 11554B /15548 11554A /1554A I Test!Agency Ramtech Ramtech Ramtech Ramtech: Ramtech Ramtech Ramtech Thi4kness(in.) 0.3125 0:3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width (in.) 6.25 6.25 8.25 8.25 12 12 9.5. 20 ga. 20 ga. 20 ga. Fra a Type 20 ga. steel 20 ga. steel 20 ga. steel steel 20 ga, steel till studs steel studs, studs steel studs studs studs studs Frame Spacing (in.) 16 24 16 24 16 24 16 ET&F ETBF ET&F ETB:F ETBF ETBF No. BX I- 0.100" 0.100" 0.100' 1/4"long X knurled knurled knurled knurled knurled knurled 0.375" Fes ener Type shank shank shank shank shank shank head diameter diameter diameter diameter diameter x diameter x x 0.313° diameter x x-0250" x 0250" ribbed 0.250" HD 0250" HD• HD x 1.5" 0,313" H❑ HD x 1.5" HD x1.5" wafer head x 1.5" long x 1.5"tong x 1.5" long I long long long screw Fas4ening Method Face nail Face nail Blind nail Blind nail Face nail Face nail Blind nail Ulti ° ate Load (psO 317 173 1 64 50 1 151 81 169.2 De%n Load (psf) 105.7 57.7 21.3 16.7 50.3 27.0 56.4 ENctive Tributary Area (sgfL) 0.556 0.833 0.778 1.167 1.194 1.792 0.917 Fastener Load as tested (Ib/fastener) , 58.7 48.1 16.6 19.4 60.1 48.4 51.7 i. iowaoie uesign Loaa is me Ultimate Loao aiwaea oy a rector or sarety or s. 2. ardieShingle Siding complies with ASTM C1186, Standard Specification for Grade /1, Type A Non -asbestos Fiber -Cement Flat Sheets. 3 RONALD 1. OGAWA.ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847=4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ja meshardie.com 1 B. Results of Transverse Load Testing for Configurations with Wood Framing Report Number 10593- 96/1395 IC-1034-88 IC-1020- 88 2149.07- 10 (C) 2149-07- 10 (E) 2341-08- 06 214"7-10 (F) III Te ILIsltAgency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Thickness (in.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width (in.) 7.5 9.5 9:5 8.25 8.25 8,25 8.25, Frame Type 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood IN Hem -Fir Hem -Fir Hem -Fir DFL OFL DFL SPF F IfIme Spacing (in.) 16 16 16 16 18 16 16 Bd siding 1-3/4' 8d ring 8d siding 6d siding Sdsiding Fastener Type nail, D.093" No. 11 ga. 6d common shank box nail, 0.113"- nail, 0.092" X nail, 0.092" X trail, 0.092" X 0.222" X Roofing X 0.222" X j, 2.5' nail nail X 0:260' X 0:222" X 0:222" X 2:5" 2.375' 2.5' 2' F' tarter Length (in.) 2.5 1.75 2 2.375 2.5 2 2.6 FIstening Method Blind nail Blind nail Face nail Face nail Face nail Face nail Face nail Ultimate Load (psf) 92 146.6 199 296 253 165 168 Design Load (psf) 30.7 1 48.9 66.3 98.7 84.3 55.0 56.0 Effective Tributary Area (sqft) 0.694 0.917 0.917 0.778 0.778 0.778 0.778 Fastener Load , as tested (loastener) 21.3 44.8 60.6 76.7 65.6 42.6 43,6 Adjusted withdrawal design load (Iblfastener) , W 54.6 46.2 41.6 84.0 67.0 49.1 43.0 N;@) Fastener Penetration (in.), P 2.188 1.438 1.375 1.750 1.875 1.375 1.875 WOW Specific Gravity, G 0.43 '0.43 0.43 0.50 0.50 0.50 0.42 Nail Shank'Diameter (in:), D 0.093 0.120 0.113 0.113 0.092 0.092 0.092 Withdrawal design value per NDS 2QI 2 or ESR-1539 (Ib/in. penetration), 15.6 20.1 18:9 30:0 22.3 22.3 14.3 Calculated fastener withdrawal load Is compared with the test result and the more conservative one will be used. Ilowable Design Load Is the Ultimate Load divided by Factor of safety of 3. ardieShingle Siding complies with ASTM C1186, Standard SpecNlcation for Grade Il, Type A Non -asbestos Fiber -Cement Flat Sheets. alculated fastener withdrawal load is compared with the test result and the more conservative one .will be used. or all cases In the table, the adjusted withdrawal design value. W', is calculated as W'=C.'W'P Co,= load duration factor per NDS-2012 Table 2.3.2 for windfearthquake load = 1.6 W = withdrawal design value, calculated per NDS-2012 or ESR-1539, whichever applicable P = fastener embedment depth, in. 'hen nail shank, D, a 6.099 inch but s 0.375 inch for smooth shank nails, NDS-2012 equation (11.2-3) is used to calculate withdrawal design value W = 1380 - Gt'l' D G = wood specific gravity per Table 11,3.3A D = nail shank diameter, In. shank, D, is less than 0.099 inch, or In the case of ring shank nails, the withdrawal design values were obtained from ICC-ES ESR-1539 Table 2. RONALD 1. OGAWA,ASSOCIATES, ;INC. 16835.ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com rowal designtoad was determined to be 15.6 Iblin, penetration, based on ESR-1539 Table 2, for 0093" smooth shank nail with 0.43_wood specific gravity. ;d fastener withdrawal design value W' = Co' W 'sP = 1.6'15'.6"2.188 = 54.6.lb. design fastener load with a factor of safety 3 applied is21.3'pounds per fastener, which is less than the adjusted fastener withdrawal design value of 54.6 pounds, so to be e, the tested fastener load of 21.3.pounds will be used for the calculation. Ca,culation for 6d siding nail (2 in: long by 0.093 in. shank by 0.2221n, head diameter) blind nailed Into wood studs. ui i g the same timber, but changing the nail length to a 6d siding nail (2 in. long by 0.093 in. shank.by 0.222 in, head diameter) yields an'adjusted fastener withdrawal design value of 421 pounds per fastener it withdrawaldesign value, W = 15.6 lb1in penetration; eI Penetration for a 2" hall through 5/16" fibervcement, P = 1.688"; = Co W • P = 1.6-15.3.1.688 = 42.0 lb/fastener). Ba'ed on the rationale below, a 6d siding nail;can be directly.substituted for the 8d siding nail: ;'The mode of failure for the 2.5 inch long by 0.093 inch shank by 0.222 inch head diameter siding nails is fastener head.pull through the fiber -cement, the head diameter controls the fail, e, the 6d and 8d siding nail have the same head diameter (0.222") and The adjusted fastener withdrawal design value for the 2 inch long by 0.093 Inch shank by'o:222 inch head -diameter siding nail is 42lb/fastener, this exceeds the lest fastener design loa of 21.3lbs/fastener. Fo the two reasons above, the 6d siding nail blind nailed can directly substitute the 8d:siding nail of the same shank and head diameters. Results in Table 2F'are used to calculate all ble basic wind speed for the 6d siding nait(2 inch long by 0.093 inch shank by 0.222 inch head diameter) blind nailed into wood studs. SuI ary based on Renort I0-1034-88 (No. 11aa 1.75" Iona roofing nail blind nailed into wood studs): Th" adjustedfastener withdrawal designvalue, W', is calculated perADS-2012: CC ncilic gravity, G t).43, it shank diameter, D=0120"; .penetrationdepth;for VT nail;installed on 5/16" fiber cement plank; P=1.438"; C Iculated withdrawal design value, W=1380 ' Gi"2i' D = 1380`0.432-5'0.120 = 20.1 lb/in penetration; Fy A 'usted withdrawal design value, W = CD' W ` P 1.6'20.1'1.438 = 46:2 lb.. Th° tested design fastener load with a factor of safety 3 applied is 44.8 pounds per fastener, which is less than the NDS adjusted fastener withdrawal design value of 46.2 pounds. He ice for calculation of allowable basic wind speed; tested fastener load of 44.8 pounds for a No. 14I gauge 1.75 inch long roofing nail will be used. InI ipble 2G below, the fastener load Is held constant at 44.8 Ibslfastener for each plank width, the allowable siding design load is back calculated from the tested fastener design load. Si ° g design load is equal to fastener design load divided by:fastenertributary. Results in Table 2G' are used to calculate allowable basic wind speed for the 'Number 11 gauge 1.75 inch to roofing nail. Ca II ulation for No.'1.1: ga. 1.25" long roofing nail blind nailed Into wood studs: Re ii rt IC-1034-88 (1.75" long 11gs. roofing nail) yielded a tested fastener load of 44.79 lb/fastener with the failure mode being fastener head pull through the fiber -cement. Therefore we know that the fiber -cement fastened blind palled with a roofing nail is limited to 44.79 lb/fastener. Using the same timber as specified In Report, IC-1034-88, but changing the nail Ian' °th to a 1.25 inches:long yields anadjusted' fastener withdrawal design value of 30.1 pounds per fastener. C "Iculated withdrawal design value,'W = 20.1 Ib/in-penettiation; N it penetration. depth for 1-25" nail installed over 5116" fibercemen(plank, P = 0.938"; usted withdrawal design value, W' = Co • W ` P = 1.6'20.1'0.938 = 30.1 lb/fastener. In I , is case, the adjusted withdrawal design value is the'control'factor, since Ws less than the tested design fastener load. Siding design load is equal to fastener, design load of 30.1 b �pstener divided by fastener tributary. See Table 2H below, for the calculated siding design loads for each plank width. Results In Table 2H are used to calculate allowable wind speed for, 6e Number 11 gauge 1.25 inch long roofingnail used in a blind nail application. RONALD 1.OGAWAASSOCIATES, ''INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC: COPY 1-888-542-7343iinfo@jameshardie.com rLE adjusted fastener withdrawal design value based on NDS-2012 is 41.6 pounds per fastener. The tested design fastener load with a factorof safety 3 applied is 60:8 pounds: per mer. The NDS adjusted fastener withdrawal design value of 41.6 pounds.is•more conservative when compared against the tested fastener load. Hence for calculatien.of allowable c wind speed, the siding design load for a 6d common nail face nailed will be calculated based on the NDS-2012 adjusted fastener withdrawal design value 41.6 Ibs/fastener. See e 21 below for the calculated siding design loads for:each plank width using a 6d common. Results in Table 21 are used to calculate allowable basic wind speed for the 6d common face nailed. :ulation for 8d common.nall face nailed into wood studs: would like to use the ultimate test values obtained in report 1020-88, to do this we propose substituting an Bd common nail for the tested 6d, common nail. Doing this substitution fives the disparity between the NDS and tested values on fasteners. Below are the rationale for substituting the 8d common for the 6d common nail used in testing report 1020-88 to eve the stated ultimate test load of 199 psf, a design load of 66.3 psf: Use the same timber as in the report, but change the nail to a larger 8d common nail (2.5" long x 0.131" shank diameter x 0.281" head diameter); The 8d common yields an NDS adjusted fastener withdrawal design value of'65.8 pounds per fastener Speck gravity, G=0.43; Shank diameter, D=0.131"; Net Penetration for a 2.5° nail through two layers of 5/16" fiber cement = 1.875"; Withdrawal design value, W = 1380" Gt"2t' D = 21.9 Win penetration; Adjusted withdrawal design value, W` = Co W P =1.6' 21.9.1.875.= 65.8 lb. The mode of failure forthe 6d common nail (report 1020-88) is fastener withdrawal from timber. Since the 8d common nail has a larger bearing area under the fastener head than id common, we can anticipate at least the same fastener pull through capacity from an 8d common nail: 6d common head bearing area (head diameter = 0.266 inches, shank diameter 0.113 inches) = 9.0455 sq inches; '-8d common head bearing area (head diameter = 0.281 inches, shank diameter 0.131 inches) = 0.0485 sq inches; The NDS adjusted fastener withdrawal design value for the 8d common is 65.8 lb/fastener, this exceeds the tested fastener design load of 60.8 Ibs/fastener (for a 6d common in rt 1020-88), therefore we can use the ultimate failure pressure of 199 psf to tabulate a designpressure 66.3 psf with an 8d common nail (60.8 lbs/fastener), this will be used to elate wind design. 4 reasons above, the 8d common can be directly substituted for the 6d common used in report 1020-88. See Table 2J for the calculated siding design loads for each plank width. in Tattle 2J are used to calculate allowable basic wind speed for the 8d common nail face nailed into wood studs. withdrawal design load was determined to be 30 Ib/in. penetration, based on ESR-1539 Table 2, for 0.113" deformed shank nail with 0.50 wood specific gravity. penetration depth for 2.375" long pall through two, layers of 5116"fiber cement planks, P= 1.75"; adjusted fastener withdrawal design value W' = Co ' W ' P = 1.6'30'1.75 = 84.0 lb. design fastener load Win a -factor of safety 3 applied is 76.7 pounds per fastener, which is less than the adjusted fastener withdrawal design value of 84 pounds. Hence for of allowable basic wind speed, tested fastener load of 76.7 pounds will be used. le 2K below, the fastener load is held constant at 76.7lbs/fastener for each plank width, the allowable siding design'load,is back calculated from the tested fastener design load, design load is equal to fastener design load divided by fastener tributary. Results in Table 2K are used to calculate allowable basic wind'speed for 8d ring shank box nail face into wood studs. RONALD 1. OGAWA ASSOCIATES,!INC. 16835 ALGONQUIN STREET #443. HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: 3R I O-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-8884542-7343 info@jam esh ardie. com 2A to 2N the designs loads will be calculated by proportioning the tributary area to each fastener, thereby design load to each fastener will be kept constant. By doing so, the allowable d for various HardiePlank widths and stud spacing will be determined. Allowable Design Loads Based on Constant Fastener Load,, ET&F 0.100" knurled shank x 0.256" HD x 1.5" tong, 16" OC 209a Metal Studs, fasteners exposed (face nail) Check for results using 6.25 inch plank values from Report Number 11149/1554 and 11149/1554A. Design load = ultimate failure load/FOS =-3170sf/3 = -105.7 psf Effective tributary = ((plank width exposed to weather X stud spacing)(144) = ((6.25-1.25) X 16)/144 = 0.556 sq.ft. Fastener load =. design load X tributary area =-105.67X 0.556 = -58.7 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the conditionao be calculated Ii � rn .0 S {gyp N J Ha IePlank Width - c E v; d o 5' a m inches �� (i j W w r= a o iL a° !IC 5.25 16 0.4444 -132.08 -58.70 II 6:25 -317 16 0.6556 -105.67 -58.70 J 7.25 16 0.6667 -88.06 -58.70 ! ! 7.5 16 0.6944 -84.53 -58.70 8 16 0.7500 -78.27 -58.70 it 8.25 16 0.7778 -75.48 -56.70 i111 9.25 16 0:8889 -66.04 -58.70 I! 9.5 16 0.9167 764.04 -58.70 .I 12 -151 16 1 1.1944 -50.33 -60.12 �S!�1 Tabl 1 2B,,Allowable Design Loads Based on Constant Fastener Load, ET&F 0A00" knurled shank x 0.250" HD x 1.5" long, 24" OC 20ga Metal Studs, fasteners exposed (face nail) Check for results using 6.25 inch plank values from Report Number 1114911554 and 11 149M 554A. I' Design toad = ultimate failure load/FOS =173psf/3 = 57.67 psf Effective tributary = ((plank width exposed.to weather X stud spacing)1144) = ((6.25-1.25) X 24)/144 = 0.8333 sq.ft Fastener load = design load X tributary area = 57.67 X 0.8333 = 48.06 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated ;I ii Hal iePlank.Width (Inches) o m v 2 -;6 = 'E N c U 7 �$y. u7 �. - C a) Z.. �_ o W o _ cn ❑ �• 0.1 LL J Ilfl 5.25 24 0.6667 -72.08 -48.06 I'1 6.25 -173 24 0.8333 -57.67 48.06 11:1 7.25 24 1.0000 -48.06 -48.06 IIII 7.5 24 1.0417 46.13 -48.06 IIII 8 24 1.1250 -42.72 -48.06 Vl 8.25 24 1.1667 41.19 48.06 :1, 9.25 24 1.3333 -36.04 -48.06 11.1 9.5 24 1.3750 -34.95 -48.06 1111 12 -81 24 1.7917 -27.00 48.38 Table' 2C, Allowable DesignLoads Based on Constant Fastener Load, ET&F 0.100" knurled shank x 0.313" HD x 1.5" long, 16" OC 20ga Metal Studs, fasteners concealed.(blind nail) Check focresults using 8.25 Inch plank values from Report Number 1114911554B. Design load = ultimate failure load/FOS=-64psf/3 = -21.33 psf Effective It = ((plank width exposed to weather X stud spacing)1144) = ((8.25-1.25) X 16)I144 = 0.778 sq.ft. Fastener load = design toad X tributary area = -21.33 X 0.778 = -16.59 pounds Calculated allowable desi n load = fastener load tested condition divided by areatributary for the condition to be calculated HardiePlank ��hl,(inches) Width o 2 E M U) w I-- H v a o a lL J Illl 5.25 16 0.4444 -37.33 -16.59 dil 6.25 16 0.5556 -29.87 -16.59 ICI 7•25 16 M6667 -24.89 -16.59. IIII 7.5 16 0.6944 -23.89 -16.59 IIII 8 16, 0.7500 -22.12 16.59 1111 8.25 -64 16 0.7778 -21.33 -16.59 111 9.25 16 0.8889 -18.67 -16.59 II 9.5 16 0.9167 -18.10 -16.59 If1 12 16 1.1944 -13.89 -16.59 RONALD 1. OGAWAASSOCIATES, ':INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA.92649 714-292-2602' 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 i nfo@jameshardie.com Design Loads Based on Constant Fastener Load, ETBF 0.100" knurled shank x 0.313" HD x 1.5" long, 2V,OC 20ga Metal Studs, fasteners concealed (blind nail) Check for results using 8.25 inch plank values from Report Number 11149/1554B. Design load = ultimate failure load/FOS =-50psf/3 = -16.67 psf' Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X24)/144 = 1.1667 sq.fL Fastener load = design load X'tributary area -16.67 X 1.1667 =,-19.44 pounds Calculated allowable desi n load = fastener load tested condition divided by area tribuiary.for the condition to be calculated � a rn o m Q v B v t� y1: .>_ m� Mc cc t{f rdiePlank,Width y' c ; : ai a v ,c - 2 . m (inches) U-5 m W -❑ d Cc 0 t III 5.25 '24 0.6667 -29:17 -19.44 I 6.25 24 0.8333 -23.33 -19A4 II 7.25 24 1.0000 19.44 19.44 7.5 24 1.0417 -18.67 19,44 8 24 1.1260 -17.28 19.44 1111 8.25 -50 24 1.1667 -16.67 -19.44 1 9.25, 24 1.3333 -14,58 -19.44 III 9.5 24 1.3750 -14.14• -19.44 IN 12 24 1.7917 -10.85 -19.44 FRI I "IM ILA P" IN, I I Ta a-2E, Allowable Design Loads Based on Constant Fastener Load,.No. 8 X 17518" long X,0.375" HD, ribbed waferhead screw,.20ga. Metal Studs, fasteners concealed (blind nail). Check for results using 9.5 inch plankvalues,from Report Number IC-1035-88 Design load = ultimate failure load/FOS =-169.2psf/3 = -56:4 psf Effectivetributary = ((plank width exposed to weatherX stud spacing)1144) = ((9.5-1,25) X 16)1144 = 0.9167'sq:ft: Fastener [bad =design load X.tributary area =-56.4,X 0.9167 =-51.7pounds Calculated allowable design load .= fastener load tested condition divided by area tributary for the condition to be calculated rn m � c .V O'..N. N O J C C' d rdiePlank Width ; E y r e c 3- 20 v (inches) U= 6, W i= a s Q. J III 5.25 16 0.4444 -116.33. -51.70 6.25 16 0.5556 -93.06 -51.70 7.25 16 0.6667 -77.55, -51.70 III 7.5 16 0.6944 -74.45 -51.70' II 8 16 0.7500 -68.93 -51.70 8.25 16, 0.7778 -66.47 -51.70 IIII 9.25 16 0.8889 -58.16 -51.70 1111 9.5 -169:2 16 0.9167 -56.40 -51.70' IIII 12 16 1.1944 -43.28 -51.70 m N d y v m J N m > a m a 6. yy: 165 W i!: -v'.. C a d 24 0.6667 -77.55 24 0.8333 -62.04. 24 1.0000 -51.70 24 1.0417 -49.63 24 1.1250 -45.96 24 1.1667 -44.31 24 1.3333 -38.78 24 1.3750 -37.60 24 1.7917 -28.86 Ta Ile 2F, Allowable'Design Loads Based on Constant Fastener Load, 6d siding.nall 2.0" L, W-Fir Studs; fasteners concealed (blind nail), Check for results using 7:5 inch plank values, from Report Number 10593-96/1395., The following example. will demonstrate the basic analysis: Design load = ultimate failure load/FOS =-92psf/3.=-30:7psf Effective tributary = ((plank width.exposed to weather X stud spacing)/144) = ((7.5-1.25) X 16)1144 = 0.694 sq.ft. Fastener load = design load X tributary area -30.7 X 0.694 =-21:3'pounds, which will be used'for the calculation Adjusted fastener withdrawal:load from NDS72012 = 42.0lblfastener, which is larger than the tested fastener load Calculated allowable design lead = fastener load tested condition divided by area tributary for the condition to be calculated' � d v H rdiePlank Width (inches) H U= %n W r= - = o a U. J IIII 5.25 16 0.4444 47.92 -21.30 IIII 6.25 16 0,5556 -38.33 -21.30 Jill 7.25 16 0.6667 -31.94 -21,30 IIII 7.5 -92 16 0.69" -30.67 -21.30 1111 8 16 0.7500 -28.40 -21.30 II 8.25 16 0,7778 -27.38 -21.30. 9.25 16 0.8889 -23:96 21.30 Jill 9.5 1 16 0.9167 -23.23 21.30 IIII 12 16 1.1944 -17.83 -21.30 U Q UJ y m Z > O J LL w O .y 24 0.6667 -31.94 24 0.8333 -25.56 24 1.0000 -21.30 24 1.0417 -20.44 24 1.1250 -18.93 24 1.1667 -18.25. 24 1.3333 -15.97 24 1.3750 -15.49 24 1.7917 -11.89 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602' 714-847-4595 FAX PROJECT: RID-2553-15 «' JAMES HARDIE BUILDING PRODUCTS, INC. COPY 1-888-542-7343 info@jameshardie.com Fi :61. tip,,, 2G, Allowable Design Loads Based on Constant Fastener Load, No. I lga. Roofing nail 1-3/4" L, Hem -Fir Studs, fasteners concealed (blind nail) Check for results using 9.5 inch plank values from Report Number IC-1034-88. Design load = ultimate failure load/FOS =-146.6psf/3 = -48.9 psf Effective tributary = ((plank width exposed to weather X stud spading)/144) = ((8.25-125) X.16)1144 = 0.9167 sq.fL Fastener load = design load-X tributary area = -48.9 X .9167 = -44.79 pounds, which will be used for the calculation. Adjusted fastener withdrawal load from NDS-2012 =46.2 lb/fastener, which is largerthan the tested fastener load Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated `a •o ¢ B C0 y J adPlank Width E I N au-0 j (inches) Z) E w a y -o o J Ill 5.25 16 0.4444 -100.79 -44.79 III 6.25 16 0.5556 .80.63 -44.79 IIII 7.25 16 0.6667 -67.19 -44.79 lit T5 16 0.6944 -64.50 -44.79 8 16 0.7500 -59.73 -44.79 W 8.25• 16 0.7778 -57.59 44.79 III 9.25 16 0.8889 -50.39 -44.79 �i 9.5 -146.6 16 0i9167 -48.87 -44.79 I 12 16 1 1.1944 -37.50 -44.79 � � U B y Cl) a, � N C 3 .52 U. boa w H 24 0.6667 -67.19 24, 0,8333 -53.75 24 1.0000 -44.79 24 1.0417 -43.00 24 1.1250 -39:82 24 1.1667 -38.40 24 1.3333 -33.60 24 1.3750 -32.68 24 1.7917 -25.00 Tllble 2H, Allowable Design Loads Based on Constant Fastener Load,.No.11ga. Roofing nail 1-1 /4" L, Hem -Fir Studs, fasteners concealed (blind nail) The design load In this case is limited by both test result of report IC-1034-88 and'Adjusted withdrawal load from NDS-2012 Siding design load in this case is equal to the adjusted fastener withdrawal design toad 30.1 lb/fastener divided by fastener tributary area. rn c v � rdiePlank Width 3.0 u ^ N v ir (inches) c, (a 'v L c W Q i5 N O V1 a❑ -' mN o Q IL J 5:25 16 0.4444 -67.73 -30.1 6.25 16 0.5556 -54.18 -30.1 LI 7.25 16 0.6667 -45.15 -30.1 LI 7.5 16 0.6944 43.34 -30.1 IIII 8 16 0.7500 -40.13 -30.1 IIII 8.25 16 0.7778 -38.70 -30.1 III 9.25 16 0.8889 -33.86 -30.1 9.5 16 0.9167 -32.84 -30.1 11;1 12 16 1.1944 -25.20 -30.1 rn c :e � (n•- m v w�l-� d V) aoa 24 0.6667 -45.15 24 0.8333 -36.12 24 1.0000 -30.10 24 1.0417 -28.90 24 1.1250 -26.76 24 1.1667 725.80 24 1.3333 -22.58 24 1.3750 -21.89. 24 1.7917 -16.80 T Ible 21, Allowable. Design Loads Based on Constant Fastener Load, 6d common nail 2" L, Hem-FIr.Studs, fasteners exposed,(face nail) Check for results using 9.5 inch plank values from Report Number IC-1020.88. Design load = ultimate failure load/FOS =-199psf/3 = -66.3 psf Effective tributary = ((plank width exposed to weather X stud spacing)1144) = ((9.5-1.25) X 16)1144 = 0.9167 sq.ft. Fastener load = design load Xtributary area = -66.33 X 0,9167 = -60.81 pounds Adjusted fastener withdrawal load from NDS•2012 = 41.6lb1fastener, In this case it's more conservative and will be used for the calculation Calculated allowable desi n load = adjusted fastener withdrawal load divided by area tributary for the condition to be calculated i ardiePlank N a 0 Width ! H E j (inches) 120 rn � w 1� � - o lL J Ilil 5.25 16 0.4444 -93.60 .41.60 II 6.25 16 0.5556 -74.88 - - -41.60 :111 7.25 16 0.6667 -62.40 41.60 !111 7.5 16 0.6944 -59.90 41.60 II 8 16 0.7600 -55.47 -41.60 JJ 8.25 16 0.7778 -53.49 41.60 IIII 9.25 16 0.8889 46.80 41.60 Ili 9.5 -199 16 0.9167 45.38 -41.60 Ill 12 U 16 1.1944 -34.83 -41.60 rn � (n � N a N •-• d C 0 '° ayi (a �a•- w ti -oa 24 0.6667 -62.40. 24 0.8333 -49:92 24 1.0000 41.60 24 1.0417 39.94 24 1.1255 36.98 24 1.1667 5.66 24 1.33331.20 24 1.37500.25 H 24 1.79173.22 RONALD 1. OGAWA ASSOCIATES, 'INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 F LE info@jameshardie.comCOPY 2J, Allowable Design Loads Based on Constant Fastener Load, 8d common nail 2.5" L, Hem -Fir Studs, fasteners exposed (face nail) The design load in this case Is limited by both test result of report IC-1020-88 and Adjusted withdrawal load from NDS-2012 Siding design load in this case Is equal to the adjusted fastener withdrawal design load (30.1 lb/fastener) divided by fastener tributary area. Design load = ultimate failure load/FOS =-199psf/3 = -66.3 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((9.5-1.25) X 16)/144 = 0.9167 sq.ft. Fastener load = design load tributary area= -66.33 X 0,9167 = -60.81 pounds , which will be used for the calculation Adjusted fastener withdrawal load'from NDS-2012 =65.8 lb/fastener, which is,larger than the tested fastener load Calculated allowable design load = fastener'load tested conditiondivided by area t tary for the condition to be calculated Hard Width (inches) = E � v� rn m� m �' w H � o .0c - o o y N - IIII 5.25 16 0.4444 -136.82 -60.81 III 6.25 16 0.5556 -109A6 -60.81 7.25 16 0.6667 -91.22 -60.81 II 7.5 16 0.6944 -87.57 -60.81 III 8 16 0.7500 -81.08 -60:81 8.25 16 0.7778 -78.18 -60.81 III 9.25 16 0.8889 -68.41 -60:81 'III 9.5 -199 16 0.9167 -66.33 -60.81 12 16 1.1944 -50.91 -60.81 rn c 'u m � Q � y N J rn^ � cr5 aoia� o o� uui d in S W;'= m e 0 0: 24 0.6667 -91.22 24 0.8333 -72.97 24 1.0000 -60.81 24 1.0417 -58.38 24 1.1250 -54.05 24 1.1667 -52.12 24 1.3333 -45.61 24 1.3750 44.22 24 1.7917 33.94 1' Tab a 2K, Allowable Design Loads Based on Constant Fastener Load, 8d (2318"L) ring shank box nail, DFL Studs, fasteners exposed (face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10 (C). Design load = ultimate failure load/FOS =-296psf/3 = -98.7 psf Effective tributary = ((plank width.exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16)/144 = 0.778 sq.ft. Fastener load = design load X tributary area = -98.7 X 0.778 = 76.74 pounds, which will be used for the calculation. Adjusted fastener withdrawal load per ESR-1539 = 841b/fastener, which is larger than the test fastener load Calculated allowable desi n lead = fastener load tested condition divided by area tributary for the condition to be calculated, IdlePlank He Width -c E �. a� o r"» H a (inches) ci :3 m w y ¢ o a LL B III 5.25- 16 0.4444 -172.67 -76.74 6.25 16 0.5556 -138.13 -76.74 ;III 7.25 16 0.6667 -115.11 -76.74 7.5 16 0X944 -110.51 -76.74 IIII 8 16 0.7500 -102.32 -76.74 111 8.25 -296 16 0.7778 -98.67 -76.74 III 9.25 16 0.8889 -86.33 -76.74 III 9.5 16 0.9167 -83.72 -76.74 II 12 16 1.1944 -64.25 776.74 0 v uJ y CO aoa 24 0.6667 -115.11 24 0.8333 -92.09 24 1.0000 -76.74 24 1.0417 -73:67 24 1.1250 -68.21 24 1.1667 -65.78 24 1.3333 -57.56 24 1.3750 -55.81 24 1.7917 -42.83 Tal 2L Allowable'Design Loads Based on�Constant Fastener Load, 8d siding nail'.(0.092" shank), DFL Studs, fasteners exposed (face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10 (E). Design load = ultimate failure loadlFOS =-253psf/3 = -84.3 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16)/144 = 0.778 sq.ft. Fastener load = design load X tributary area= -84.3 X 0.778 =. -65.59 pounds, which will be used for the calculation. The adjusted nail withdrawalload per ESR-1539 = 67.0 Ibtrastener, which is larger than the,testfastener load. ! Calculated allowable desi n load = fastener load tested condition divided by area tributary for the condition to be calculated HardiePlank Width l (inches) 25 c E ci Cn � � m i>5ze ° � o• w° J 3 �'e_ o „ � - o a 0'o � 2 S LL IIII 5.25 16 0.4444 -147.58 -65.59 111 6.25 16 0.5556 -118.07 65.59 I.1 7.25 16 0,6667 -98.39 -65.59 1111 7.5 16 0.6944 1 -94.45 -65.59 1111 8 16 0.7500 -87.46 -65.59 111 8.25 -253 16 0.7778 -84.33 -65.59 fl 9.25 16 0,8889 -73.79 -65.59 IIII 9.5 16 0.9167 -715R '-65.59. 11 12 16 1.1944 -54.91 -65.59 c d v U Q ryO o ° > 2 J 3 ME Z w;E 00� 24 0.6667 -98,39 24 0.8333 -78.71 24 1.0000 -65.59 24 1.0417 -62.97 24 1.1250 -58.30 24 1.1667 -56.22 24 1.3333 -49.19 24 1.3750 -47.70 24 1.7917 -36.61 10 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RID-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com 2M, Allowable Design Loads Based on Constant Fastener Load, 6d siding:nail (0.092" shank), DFL Studs,fasteners exposed (face nail) Check for results using 8.25 Inch plank values from Report Number 2341-08-06. Design load = ultimate failure load/FOS =-165psf/3 = -55 psf Effective tributary = ((plank widthexposedao weather X 'stud spacing)/144) = ((8.25-1.25) X 16)/144 = 0.778 sq.ft. Fastener load =design load X tributary area = -55.0 X 0.778 = -42.78 pounds; which will be used for the calculation. The adjusted nail withdrawal load per ESR-1539 = 4R 1 Ib/fastener, which Is larger than thetest fastener load. Calculated allowable design load = fastener load tested condition divided by area It utaryforthe condition to be calculated •s B I r r _ y J v H11diePlank Width H E v a o y (Incites) U 5 CO W y O LL J 5.25 16 0.4444 -96.25 42.78 III 6.25 16 0.5556 -77.00 42.78 Ilil 7.25 16 0.6667 -64.17 -42.78 II 7.5 16 0.6944 -61.60 42.78 f 8 16 0.7500 -57.04 -42.78 .II 8.25 465 16 0.7778 -55.00 -42.78 9.25 16 0.8889 48.13 42.78 l9 9.5 16 0.9167 -46.67 42.78 li 12 16 1.1944 -35.81 -42.78 e U N j � 3 C IL rn V W 24 0.6667 -64.17 24 0.8333 -51.33. 24 1.0000 42.78 24 1.0417 41.07 24 1.1250 -38.02 24 1.1667 -36.67 24 1.3333 -32.08 24 1.3750 -31.11 24. 1.7917 -23.88 Tall ale 2N, Allowable Design Loads Based on Constant Fastener Load, 8d'siding nail (0.092" shank), SPF Studs, fasteners exposed (face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10 (F). Design load = ultimate failure load/FOS =-168psf/3 = -56.0 psf Effective tdbutary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16)/144 = 0.778 sq.ft. Fastener load = design load X tributary area = -56.0 X 0.778 = -43.56 pounds The adjusted nail withdrawal load per ESR-1539 = 43.0 IWfastener, which is more conservative and will be used for the calculation. Calculated allowable design load = fastener load tested condition.divided by areatributary for the condition to be calculated m o N od a N ` a J `tn a H rdiePiank Width . w E ^ Cn a C N I! (Inches) 1- F y Q O a U J 5.25 16 0.4444 -96.75 -43.00 III 6.26 16 0.5556 -77.40 -43.00 IIII 7.25 16 0.6667 -64.50 43.00 IIII 7.5 16 0.6944 -61.92 -43.00 1 it 8 16 0.7500 -57.33 -43.00 ilil 8.25 -168 16 0.7778 -55.29 -43.00 PI 9.25 16 0.8889 48.38 -43.00 it 9.5 16 0.9167 46.91 -43.00 ;III 12 16 1.1944 -36.00 -43.00 � C � v l0 y O U 0�1 n Cr O io n N wH-S I 24 0.6667 -64.50 24 0.B333 -51.60 24 1.0000 -43.00 24. 1.0417 -41.28 24' 1.1250 -38.22 24 1.1667 -36.86 24 1.3333 -32.25 24 1.3750 -31.27 24. 1.7917 -24.00 RONALD I.OGAWA:ASSOCIATES, INC. 16835,ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com I An v��,vn�'ernvLr Fib r-cement siding transverse load capacity (wind load capacity) is determinedviacompliance testing to transverse load national test standards. Via the transverse load testing an alli" ble design load is determined based on a factor of safety of 3 applied to the ultimate test bad. Si' ce the allowable design load is based on.factor of safety of 3, allowable design loads on fiber-cementsiding correlate directly to required design pressures for Allowable Stress D e ign, and therefore should be used with combination loading equations for -Allowable Stress Design (ASD). ig the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in 7-10 Figure 26.5.1A; Figure 26.5-1B, and Figure 26.5-1C. s analysis, to calculate the pressures; in Tattles 4, 5, and 6, the. load combination.will be In accordance with ASCE 7-10 Section 2.4. combiijingnominal loads using allowable stress load combination 7. Load'combination'7 uses a load factor of 0.6 applied to the wind velocity pressure. 1, q,=0.00256'K, Kz,'Ka \/2 (ref ASCE 7-10 equation 10.3-1) q� , velocity pressure at height z K, , velocity pressure exposure coefficient evaluatedat height Kn , topographic factor Kd ,wind directionality factor V , basic wind speed (3- 2, V=V,;u (rat. 2012113C &<2014 FBC Section 1602r1 definitions) uwc design wind speeds'(3-' 3, p=q.•(GCo GCp) (ref. ASCE 740 equation 30.6-1) GCp ,.prgduct;of external pressure coefficient and gust -effect factor GC,j ,.productof'internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding, (allowable .design load for siding). ine design. pressure, substitute q g into Equation- 3, 4, p=0.00256-K'Kz,'Kd`V,R "(GCp GCp) Stress Design,.ASCE 7-10 Section 2:4.1, load combination 7, 5, MD + 0.6 W fief. ASCE 7-10section 2.4,1, toad combination 7) D , dead load W , wind load (load due towindpressure) nine the Allowable Stress`Design Pressure, apply the load factor for IN (wind) from Equation 4 to p (design pressure) determined from equation 4 6, Pe,d = 0.6'(p] 7, Pmd = 0:6'10.00256'K�* K Ka VURZ'(GCP GCp)) 7 is used to populate Table 4, 5, and 6. COPY ,�tvine the allowable ultimate basic wind'speed for Hardie Siding in Table 7,,solve Equation 7 for V,,,,,fi q8, V 0.6'0.00256' K GC -GC 05 Ft. able to methods specified in Exceptions 1 through 3 of [201218C, .2014 FBC] Section 1609.1.1., to determine the allowable, nominal design wind speed (Vasd) for Hardie Siding in 7, apply the conversion formula below, Ion 9, V,.,= V. * (0.6)" (ref 2012'15C & 2014 FBC Section 1609,3.1) Veld , Nominal design windspeed (3-second gust mph) (ref. 2012IBC & 2019 FBC Section. 1602. 1) 3, Coefficients and Constants used in Determining V andp, i1I K. Wall Zone I1 Height (ft) Exp B Exp C Exp D Kn Kd GC, GC ; IIII 0-15 0.7 0.85' ' 1,03 h560 1 0.85 -1.4 0,18 1111 20 0.7 0.9 1.08 1 0.85 -1.4 0.18. 111 25 0.7 0.94 1.12 1 0.85 -1.4 0.18 IIII 30 0.7 0.98 1.16 1 0:85 -1.4 0.18 IIII 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 II 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 IIII 45 0.785 1.065 1.245 1 0.85 1 -1.4 0.18 IIII 50 0:81 1.09 1.27 1 0.85 -1.4 0.18 III 55 0.83 1.11 1.29 1 0.85 -1A 0.18. III 60 0.85 1.13 1.31 1 0.85 -1.4 0.1 & 111 100 0.99 1.26' 1.43 h560 1' O.B5 -1.8 0.18 12 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #1443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: -RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardle.com I� 4, Allowable Stress Design -Component and Cladding (C&C) Pressures'(PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B. Wind Speed (3- Second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 illl Height (it) B B B B B B B B B B B B B B li 0-15 -14A -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 52.1 -57.8 -63.7 it 20 -14A -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 -46.8 -52.1 -57.8 -63.7 1 225 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 -46.8 -52.1 -57.8 -63.7 I.I 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 53.7 Ilil 35 -15.1 -16.6 -182 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 43.5 -48.8 54.4 .60.2 -66.4 III 40 A&7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 =35.3 -40.1 -45.3 -50.8 .-56.6 -62.7 -69.1 IIH 45 -16.2 -17.9 -19.6 -21.4 -23.3 -27.4 -3,1.7 =36.4 41.5 46.8 -52.5 -58.5 -64.8 -71.4 J 50 -16.7 18.4 -20.2 -22.1 -24.1 -28.2 -32.7 -37.6 42.8 -48.3 -54.1 =60.3 -66.8 -73.7 II 55 -17.1 -18.9 -20.7 -22.8 -24.7 -28.9 -33.6 -38.5 -43.8 _. -49.5 -55.5 -61.8 -68.5 -75.5 illbu - . - I'I 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -57.6 -65.5 -74.0 -82.9 -92.4 -102.4 -112.9 Tati�11 5, Allowable. Stress. Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, I,econd Ind Speed(3- gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 III Height (it) C C C C C C C C C C C C C C 1!I 0-15 -17:5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 V 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31A -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 I 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 43.6 49.6 -56.0 -62.8 -70.0 -77.6 -85.5 IIII 30 --20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 45.6 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 ]III 35 -20.8 -23.0 -25.2 -27.6 -30.0 -35.2 .40.8 46.9 -53:3 -60.2 -67.5 -752 -83.3 -91.9 I]I 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 42.0 48.3 -54.9 -62.0 -69.5 -77A -85.8 -94.6 1I 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 -43.1 49.4 -56.2 -63.5 -71.2 -79.3 -87.9 -96.9 Ili] 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 57.6 -65.0 -72.9 -81.2 -89.9 -99.2 Ill 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 .44.9 -51.5 -58.6 -66.2 -74.2 =82.7 -91.6 -101.0 III 60 -23.3 -25.7 -28.2 -30.8 -33.6 -39.4 -45.7 -52.4 -59.7 -67.4 -75.5 -84.1 -93.2 -102.8 II 100 32.6 35.9 39.4 ;43.1 -46.9 -55.0 -63.8 -73.3 83.4 -94.1 -105.5 -117.6 -130.3 -143.6 Table 6, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3- second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 II eight(it) D D D D D D D D D D D D D D PI 0-15 -21.2 -23.4 -25.7 -28.1 30.6 -35.9 -41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 II 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 43.7 -50.1 -57.0 =64.4 -722 -80.4 -89.1 -98.2 II:I 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 .45.3 -52.0 -59.1 -66.8 -74.9 -83.4 -92A -101.9 71,1 3D -2&9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9. -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 1 35 -24.5 -27.1 -29.7 -32.5 -35.3 -41.5 -48.1 -55.2 -62.8 -70.9 -79.5 -88:6 -98.2 -108.3 III 40 -25.2 -27.7 -30.5 -33.3 -36.2 A2.5 49.3 -56.6 -64.4 -72.7 -81.5 -90.9 -100.7 -111.0 it 45 -25.7 -28.3 -31.1 -34.0 -37.0 -43A -50.3 -57.8 -65.7 -74.2 -83.2 -92.7 -102.7 7113.3 d 50 -26.2 -28.9 -31.7 -34.6 -37.7 -44.3 -51.3 ,58.9 -67.1. -75.7 -84.9 -94.6 -104.8 -115.5 111 55 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 - 1 100 -37.0 -00.8 -44.7 -48.9 -53.2 -62.5 -72.5 -83.2 -94.6 -106.8 -119.8 .-133A -147.9 -163.0 5, and 6 are basedonASCE 7-10 and consistent with the 2012 IBC, 20121RC and the 2014 Florida Building Code. 13 a I'ed I � I f �- RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 j HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com \�\tllttllllllUlfj��j \. 0lx!4�j7jG�i i p,C1FJC4A 2a12i1Bu^ jL20T4jF,Ba 20121BC, 2014 FBC 2412 Allowable, Ultimate ' ,Allowable, Nominal Design Wind, Speed, Design Wind, Speed, Vue4. Vaw 'e, . STATE F (3-second gust mph) (3-second gust mph) ." APPlicableto methods Vj�� FiQ RtO, In [2012 AIBC,pplicable to methods .j �r��. 160Spec dined b specified through 3orxc bons ''rf�r�!!/ 2014 esde Section [2012 IBC, 2014 FBC) 2014 FBCI Section Figures 1609A, B. or C. 1609.L1, Coefficients used In Table 6-calculations for V.m Wind exposure category Wind exposure category Siding K. sill P duct Product Thickness (inches) Width (inches); Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building HeighC'' y (feet) B _ - D B C D towable Design Lead (PSF) Exp B Exp j Exp D K. K. GCp GCp Har iePlank ' ! v 5/16 7 25 No. 11 ga X 1 3/45 long CC Roofsnq ail Blind ha' ZX4 r wood Hem -fir A46 1 0-15 216 46f961F3 178 167 152 138 -67.2 0.7 0.85 1.03 h560 1 0.85 -IA 0.18 20 216 190 174 167 147 135 -67.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 216 186 171 167 144 132 -67.2 0.7 .0.94 1.12 1 0.115 -1.4 0.18 30 216 182 168 167 141 130 -67.2 0.7 0.98 1.10 1 0.85 -1.4 0.18 • 35 40 45 211 207 204 180 177 175 165 163 162 164 160 158 139 137 135 128 127 125 -67.2 67.2 -67.2 0.73 0.76 0.785 1.01 1.04 1.065 1.19 1.22 1.245 1 0.85 -1.4 0.18 1 0.85 -1:4 0.18 1 0.85 -1.4 0.18 50 201 173 1 160 155 134 124 -67.2 0.81 1.09 1.27 t 0.85 -1:4 0.18 55 198 171 159 153 133 123 -67.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 196 170 158 152 132 122 -67.2 0:85 1.13 1.31 1 0.85 -1.4 0.18 100 162 144 135 126 111 104 -67.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 1.18 'i Ha' iePlank 5116 7.5 NO. 11 ga, X 1-314" long, Roofing nail Blind nail 2X4 wood Hem -fir 16 0-15 211 192 174 164 149 135 -64,5 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 211 186 170 164 144 132 -64.5 0:7 0.9 1.08 1 0.85 -1.4 0.18 25 21,1 182 167 164 141 129 -64.5 0.7 0.94 L12 1 0.85 -1.4 0.18 30 211 179 164 164 138 127 -64.5 01 0.98 1.16 1 0.85 AA 0.18 35 207 176 162 160 136 126 -6415 0.73 1.01 1.19 1 0.85 -t.4 0.18 40 203 173 160 157 134 124 -64.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 200 171 158 155 133 123 -64.5 0.786 1.065 1.245 1 0.85 -1.4 0.18 50 196 169 157 152 131 122, -64.5 0.81 1.09 1.27 1 0.85 .1.4 0.18 55 194 168 156 150 130 121 -6415 0,83 1.11 129 1 0.85 -1.4 0.18 60 192 166 154 149 129 120 -64.5 0.85 1.13' 1.31 1 0.85 -1.4 � 0.18 100 1 159 141 132 123 109 102 -64.5 0.99 1.26 1.43 h160 1 0.85 -1.8 0.18 I Hai .I IiePlank 5/16 8 No. 11 ga. X 1-314" long. Roofing nail Blind nail 2X4 wood Hem -fir 16 0-16 203 185 168 158 143 130 -59.7 0.7 0.85 1.03 h560 1 0.85. -1.4 0.18 20 203 179 164 158 139 127 -59.7 0.7 0.9 1.08 1 0,85 -1 A 0.18 25 203 176 161 158 136 125' -59.7 0.7 0.94 1.12 1 0.85 -'1 A 0.18 30 203 172 158 158 133 122 -59.7 0.7 0.98 1.16 1 0.85 -1.4. 0.18 35 199 169 156 154 131 121 -59.7 0.73 1.011 1.19 1 0.85 -1A 0.18 40 195 167 154 151. 129 119 -59.7 0.76 1.04 1..22 1 0.85 -1.4 0.18 45 192 165 153 149 128 118 -59.7 0.785 1.065 1:245 1 0.85 -IA 0.18 50 1B9 163 151 146 126 117 -59.7 0.61 1.09 1.27 1 a.85 -1'.4 0.18 55 167 162 150 145 125 116 -59.7 0.63 1.11 1.29 1 :0.85 -IA 0.18 60 185 160 149 143 124 115 59.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 1 153 135. 127 118 105 98 59.7 0.99 1.26 1.43 h>60 1 0,85 -1.8 0.18 a i Har i iePlank 5116 8:25 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 wood Hem -fir 16 0.15 200 181 165 155 140 128 -57.6 0.7 0.85 1.03 h560 t -0.85 -1.4 0.18 20 200 176 161 155 136 125 -57.6 0.7 0.9 1.08 1 0.85 4.4 0.18 25 200 172 158 155 133 122 -57.6 0.7 0.94 1.12 1 .OAS -1.4 0.18 30 200 169 155 155 131 120 -57.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 196 166 153 151 129 119 -57.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 192 164 151 148 127 117 -57.6 0.76 1.04 1.22 1 '0.65 -1.4 0.16 45 189 162 150 146 125 116' 57.6 0,785 1,065 1.245 1 0.85 -1.4 0.16 50 186 160 148 144 124 115 -57.6 0.81 1.09 127 1 0.85 -1.4 0.18 55 183 159 147 142 123 114 -57.6 0.83 1.11 1.29 1 0.85 -1.4 0,18 60 181 157 146 140 122 113 -57.6 0.85 1.13 1.31. 1 0.85 -1.4 0.18 100 150 133 125 116 103 97 -57.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 a. I HaiiePlank 5116 9.25 No, 11 ga. X 1-3/4" long Blind nail 2X4 wood Hem -fir /6 0-15 187 170 154 145 131 119' -50.4 0.7 0.65 t03 h580 1 0.85. -1.4 0.16 20 187 165 150 145 128 116 -50A 0.7 0.9 1.08 '1 0.85 -1.4 0.18 25 187 161 148 145 125 114 -50.4 0.7 0.94 1.12 1 0.85 --1.4 '0.18 30 187 158 145 145 122 112 -50.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 183 156 143 142 120 111 -50.4 a.73 1.01 1.19 1 -1A 0.18 40 179 153 142 139 119 110 -50.4 0.70 1.04 1.22 1 -IA 0.18Roofing ,45 176 151 140 137 117 108 -56.4 0.786 1.065 1.245 1 -1.4, 0.18nail 50 174 150 139 135 116 107 -50.4 O.E7 1.Og 1.27 t [0.85 -1:4 0.1855 172 148 138 133 115 107 50:4 0:83 1.11 1.29 1 -1.4 0.1860 170 147 13T 131 114 106 50.4 0:85 1.13 1.31 1 -1.4 0.18100 140 124 117 109 96 g0: -50.4 0.99 1.28 1.43 h>80 1 -1.8 0.18