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HomeMy WebLinkAboutREVISIONREVISIONI OFFICE USE ONLY: 3 \ °•�� 1 �-A - a(;,kWNEP PERMIT # DATE FILED: By —( T— REVISION FEE: LUele COU9niy RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION d k RECEIVED 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 M `���";y' �� �• (772) 462.1553 AR 2 8 2918 APPLICATION FOR BUILDING PERMIT REVIS OIa'16-Cucie County, Permitting - PROJECT INFORMATION LOCATION/SITE ADDRESS-/ (�G 705 7 [l DETAILED DESCRIPTION OF PROJECT REVISIONS: / ,�,�C e- 4fcy ,cI 1 6,M CONTRACTOR INFORMATION: STATE of FLREG./CERT. #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): OWNER/BUILDER INFORMATION: NAME:��� ADDRESS: CITY: r 1�1"� C 2 ST PHONE (DAYTIME: % 0— > 2 Z— D.$-5 ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130/17 ST. LUCIE CO CERT. #: ZIP: FAX: STATE: ZIP: FAX: • AI Florida Product Approval pr — USER: Public User 4r�rrna�tgva�i Product Approval Menu > Product or Application Search > Application List > Application Detail d ' FL # FL13192-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived ❑ 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 Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 (909) 349-2927 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 Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 (909) 349-2927 pingsheng.zhu@jameshardie. Panel Walls Siding 6 )--- 03 6% LUCIE COUNTY BUILDING DIVISION IIQVIIwwon FOR CO 17013 REVIEWED BY DATE PLANS AND PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ❑ Evaluation Report - Hardcopy Received Ronald I. Ogawa PE-24121 Intertek Testing Services NA, Inc. - QA Entity 12/31/2020 John Southard, P.E. 0 Validation Checklist - Hardcopy Received FL13192 R5 COI RIO - Certificate of Independence.odf Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R5 Eouiv RI0-2692E-17 ASTM C1186 equivalencv odf https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47... 4/2/2018 Florida Building Code Online - , Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 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 17- 0406.06 Installation Instructions FL13192 R5 II CemPlank-Installation.odf FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathing.odf FL13192 R5 II NOA 17-0406.06.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.Ddf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathino.odf FL13192 R5 AE NOA 17-0406.06.0f Created by Independent Third Party: Yes 13192.2 HardiePlank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathing.odf Design Pressure: N/A FL13192 R5 II HardiePlank-Installation.odf Other: For use in HVHZ install in accordance with NOA 17- 0406.06 FL13192 RS II NOA 17-0406.06.1)df Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathina.odf FL13192 R5 AE NOA 17-0406.06.odf Created by Independent Third Party: Yes 13192.3 HardieShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL13192 R5 II ER RIO-2685-17 Shingle Wood Metal Frame.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A FL13192 R5 II HardieShingle-Installation.odf Design Pressure: N/A Verified By: Ronald I. Ogawa 24121 Other: Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2685-17 Shingle Wood Metal Frame. odf Created by Independent Third Party: Yes 13192.4 1 HardieShingle Panel Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: fiber -cement notched shingle panels (straight edge, staggered edge, half round edge) Installation Instructions FL13192 R5 II ER RIO-2685-17 Shingle Wood Metal Frame.odf FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 II HardieShingle-Installationpdf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2685-17 Shingle Wood Metal Frame.odf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.odf Created by Independent Third Party: Yes https://www.floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtsk%2bGnUu47... 4/2/2018 Florida Building Code Online Page 3 of 3 13192.5 Prevail Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathinci.odf Design Pressure: N/A FL13192 R5 II NOA 17-0406.06.odf Other: For use in HVHZ install in accordance with NOA 17- 0406.06 FL13192 R5 II Prevail-LaD-Siding--Installation.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.Ddf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.Odf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathinci.odf FL13192 R5 AE NOA 17-0406.06.Ddf Created by Independent Third Party: Yes Back Nest 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 :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: r, � M RF,ei'li M Credit Safe securitymrTZ7 https://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtsk%2bGnUu47... 4/2/2018 ,Rotes PROJECT RIO-2683-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS CLECEjPermitting JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE t �I y� :� { , FONTANA, CA 92337 MAR 2 ST. Lucie cou=i` :✓ TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A andl 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 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 00100 oMez",, 16835 ALGONQUIN STREET #443 0�'�°' pGAW,q HUNTINGTON BEACH, CA 92649 0�o Q` ;,.•• • 714-292-2602 `ore • • �o 714-847-4595 FAX fE OF �a • 40 o REVISION .�_ ON RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2663-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642-7343 info@jameshard)e.com EVALUATION SUBJECT HardiePlank@ Lap Siding James Hardie Product Trade Names covered in this evaluation: HardiePlank@ Lap Siding, CemPlank@ Siding, Prevail"° Lap Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 20151ntemational Building Code@ EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardlePlank (CemPlank, Prevail Lap) siding fastened to wood or metal framing with nags or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePlank Siding 2. Ramtech Laboratories, Inc. Report 10593-9611396 (ASTM E330) Transverse Load Test, 5/16" Thick by 7.6 inch wide HardiePlank Lap Siding installed on 2X4 W-Fir wood studs space at 16 inches on center with a 0.093 inch shank by 0.222 inch head diameter by 2.5 Inch long galvanized siding nag 3. Ramtech Laboratories, Inc. Report IC-1034-BB (ASTM E330) Transverse Load Test, 5/16" Thick by 9.5 inch wide HardlePlank Lap Siding installed on 2X4 Hem-Firwood studs space at 16 inches on cemerwith a Number 11 gauge 1-3/4 inch long galvanized roofing nail 4. Ramtech Laboratories, Inc, Report IC-1020-88 (ASTM E330) Transverse Load Test, 5/16" Thick by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem-Firwood studs space at 16 inches on center with a 6d common nail 5. Ramtech Laboratories, Inc. Report 2149.07-10 (C) (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 at 16 inches on center with an Bd ring shank box nail, 0.113 inch shank by 0.260 inch head diameter by 2.375 inch long 6. Ramtech 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 -Fir -Larch wood studs space 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 7. Ramtech Laboratories, Inc. Report 2341-08-06 (ASTM E330) Transverse Load Test, 5/16" Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug -Fir -Lerch wood studs space at 16 Inches on center with a 0.092 inch shank by 0.222 Inch head diameter by 2 inch long galvanized siding nail 8. Ramtech Laboratories, Inc. Report 2149-07-10 (F) (ASTM E3301 Transverse load Test, 5/16" Thick by 8.25 inch wide HardlePlank Lap Siding installed on 2X4 Spruce-PinL Fw wood studs space 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 9. Ramtech 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 24 Inches on center with ETBF knurled pin fastener 10. Ramtech Laboratories, Inc. Report 11149115548 (ASTM E330) Transverse Load Test 5116" Thick by 8.25 Inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 1GAWA �. a a b,p •. CTA .0 �FssioNc.�- � RONALD 1.OGAWA ASSOCIATES, INC. � = 16835 ALGONQUIN STREET 9443 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 TEST RESULTS: Table 1A. Results of Transverse Load Testing for Configurations with Steel Framing Report Number 11149 11149 11149 11149 11149 11149 IG1035 88 /1554 /1554 /1554B 11554E /1554A 115UA Test Agency 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.) 6.25 6.25 825 8.26 12 12 9.5 Frame Type 20 ga. steel 20 ga. steel 20 ga 20 ga. 20 ga. steel 20 ga. steel 20 ga steel studs steel studs studs steel studs studs studs studs Frame Spacing (in.) 16 24 16 24 16 24 16 ET&F ET&F ET&F ET&F ET&F ET&F No. 8 X 1- 0.100" 0.100" 0.100" 0.100" 114"long X knurled knurled knurled knurled knurled knuded knurled knurled 0.375" Fastener Type shank shank shank shank shank shank head diameter diameter diameter dlameterx diameter diameter diameter 0.250° HD 0.250" HD x 0.313' 0.313" HD x 0.250" x 0.250" ribbed x 1.5" long x 1.5' long HD x 1.5" long x 1.5" long HD x 1.5" HD x 1.5' wafer head long long screw Fastening Method Face nail Face nail Blind nail Blind nail Face nail Face nail Blind nail Ultimate Load (psf) 317 173 64 50 151 81 169.2 Design Load (psi) 105.7 57.7 21.3 16.7 50.3 27.0 56.4 Effective Tributary Area (sqft) 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 61.7 i. Adowable Design Load Is the Ukimate Load divided by a Factor of safety of 3. 2. HardleShingle Siding complies with ASTM C1186, Standard Specification for Grade H, Type A Non -asbestos Fiber -Cement Flat Sheets. 00.•-- ---a0. O�teQ,QGAWq `-°� SZ �• ° 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 infb@jameshardie.com Table 1 B. Results of Transverse Load Testing for Configurations with Wood Framing Report Number 10593 G1034 88 I -1020- 2149-07- 2149-07- 2341-08- 2149-07-10 9611395 8B 10(C) 10 E O6 F) Test Agency 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 9.6 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 Hem -Fir • Hem -Fir • Hem -Fir • DFL I DFL DFL I SPF Frame Spacing (in.) 16 16 16 16 16 16 16 Bd siding i-3/4° 8d ring 8d siding 6d siding Bd siding nag, 0.093" No. 11 ga. Ad shank box nail, nail, nail, 0.092" Fastener Type X 0.222" X Root ng -common nag. 0.113" 0.092" X 0.092" X X 0.222" X 2.5" si nail X 0.260" X 0.222" X 0.222" X 2.5" 2.375" 2.5" 2" Fastener Length (in.) 2.5 1.76 2 2.375 2.5 2 2.5 Fastening Method Blind nail Blind nag 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 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 1 Qb/fastener) 21.3 44.8 60.8 76.7 65.6 47-8 43.6 Adjusted withdrawal design load (lb/fastener) , W 51.1 43.6 39.2 84.0 67.0 49.1 43.0 Not Fastener Penetration (in.), P 2.188 1.438 1.375 1.750 1.875 1.375 1.875 Wood Specific Gravity, G 0.42 • 0.42 • 0.42' 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 NOS 2015 or ESRA539 (lb/in. penetration), 14.6 18.9 17.8 30.0 22.3 22.3 14.3 W :;alcuWted fastener withdrawal load is compared with the test result and the more conservative one will be used. the assigned speafic gravity of Hem Fir In NDS-20151s OA3, however OA2 is used in this analysis in order to match the specific gravity of SPF lumber, which Is more popular. 1. Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardieShingle Siding complies with ASTM C1186, Standard Specifrcatlon for Grade ll, Type A Non -asbestos Fiber -Cement Flat Sheets. 3. Calculated fastener withdrawal load is compared with the test result and the more conservative one will be used. For all cases in the table, the adjusted withdrawal design value, W, is calculated as W=CD•W•P Where, CD = load duration factor per NDS-2015 Table 2.3.2 for wind/earthquake load = 1.6 W = withdrawal design value, calculated per NDS-2015 or ESR-1539, whichever applicable P = fastener embedment depth, In. When nail shank, D, 2 0.099 inch buts 0.375 inch for smooth shank nails, NDS-2015 equation (11.2-3) is used to calculate withdrawal design value 1N = 1380 ` G(5/2) • D Where, G = wood specific gravity per Table 11.3.3A D = nail shank diameter, in. When nail shank, D, Is less than 0.099 inch, or In the case of ring shank nags, the withdrawal design values were obtained from ICC-ES ESR-1539 Table p 0GA►Nq � m m Z4 Z w STATE 0 f�`'P®®dss®e9®BB/ 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@jameshardle.com Summary based on Report 10693-9611395 (2,6 in, long by 0.093 In. shank by 0.222 In. head diameter) siding nails blind nailed Into wood studs): Neil withdrawal design load was determined to be 14.61bin. penetration, based on ESR-1539 Table 2, for 0.093" smooth shank nail with 0.42 wood specific gravity. The adjusted fastener withdrawal design value W = CD • W • P = 1.6.14.6.2.188 = 51.1 lb. The tested design fastener load with a factor of safety 3 applied is 21.3 pounds per fastener, which is less than the adjusted fastener withdrawal design value of 51.1 pounds, so to be conservative, the tested fastener load of 21.3 pounds will be used for the calculation. Calculation for 6d siding nail (2 In. long by 0.093 in. shank by 0.222 in. head diameter) blind nailed Into wood studs: Using 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 wilhdrawai design value of 42.0 pounds per fastener Nag withdrawal design value, W=14.6lbfin penetration; Net Penetration for a 2" nag through 5/16" fiber cement, P = 1.688; W = CD' W • P=1.644.6M.686 = 39A Iblfastener). Based on the rationale below, a 6d siding nail can be directly substituted for the 8d siding nail: 1)The mode of failure for the 2.5 inch long by 0.093 Inch shank by 0.222 inch head diameter siding nags is fastener head pug through the fiber-cemen(, the head diameter controls the failure, the 6d and Bd siding nag have the same head diameter (0.222"), and 2) The adjusted fastener withdrawal design value for the 2 inch long by 0.093 Inch shank by 0.222 Inch head diameter siding nail Is 39.4lb/fastener, this exceeds the test fastener design load of 21.3lbs/fastener. For the two reasons above, the 6d siding nail blind nalled can directly substitute the 8d siding nag of the same shank and head diameters. Results in Table 2F are used to calculate allowable basic wind speed for the 6d siding nag (2 inch long by 0.093 inch shank by 0.222 Inch head diameter) blind nailed into wood studs. ��0/rio..oia�oo em'IoQ,�•10 AW4 Ode � 21 a ,Q ' ��o��• FCOR\oP' •��°� s /ONApp�� RR cos S� 1 , \ I J RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-047-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Summary based on Report IC-1034-88 (No. 11aa 1.76" Iona roofing nail blind nailed into wood studs): The adjusted fastener withdrawal design value, W, is calculated per NDS-2015: Specific gravity, G=0.42 (use the specific gravity of SPF lumber Instead of 0.43 for Hem Fir); Nail shank diameter, D=0.120"; Nail penetration depth for 1.75" nail installed on 5116" fiber cement plank, P=1A38"; Calculated withdrawal design value, W=1380 * G(5/2) * D = 1380*(0.42)"2.5*0.120 =18.9 Win penetration; Adjusted withdrawal design value, W = CD * W * P = 1.6*18.9*1.438 = 43.5 lb. The tested design fastener load with a factor of safety 3 applied is 44.8 pounds per fastener, which is larger than the NDS adjusted fastener withdrawal design value of 43.5 pounds. Hence for calculation of allowable basic wind speed, tested fastener load of 43.5 pounds for a No. 11 gauge 1.75 inch long roofing nail will be used. In Table 2G below, the fastener load is held constant at 43.5 lbsffastener for each plank width, the allowable siding design load is back calculated from the tested fastener design load. Siding design load is equal to fastener design load divided by fastener tributary. Results in Table 213 are used to calculate allowable basic wind speed for the Number 11 gauge 1.75 Inch long roofing nail. Calculation for No. 11 ga. 1.26" long roofing nail blind nailed Into wood studs: Report IC-1034-88 (1.75" long 11ga. roofing nail) yielded a tested fastener load of 44.79 lb/fastener with the failure mode being fastener head pug through the fiber -cement. Therefore we know that the fiber -cement fastened blind nailed with a roofing nail Is limited to 44.791b/fastener. Using the same Umber as specified in Report IC-1034-88, but changing the nail length to a 1.25 inches long yields an adjusted fastener withdrawal design value of 28.4 pounds per fastener. Calculated withdrawal design value, W = 18.9 tbM. penetration; Nail penetration depth for 1.25" nail installed over 5/16" fiber cement plank, P = 0.938"; Adjusted withdrawal design value, W = CD * W * P = 1.6*18.9*0.938 = 28.4 Iblfastener. In this case, the adjusted withdrawal design value Is the control factor, since it's less than the tested design fastener load. Siding design load Is equal to fastener design load of 26.4 lb/fastener 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 the Number 11 gauge 1.25 Inch long roofing nail used in a blind nail application. Summary based on Report 1020-88 (6d common nail face nailed Into wood studs): The adjusted fastener withdrawal design value based an NDS-2015 is 39.2 pounds per fastener. The tested design fastener load with a factor of safety 3 applied is 60.8 pounds per fastener. The NDS adjusted fastener withdrawal design value of 39.2 pounds is more conservative when compared against the tested fastener load. Hence for calculation of allowable basic wind speed, the siding design load for a 6d common nail face nailed will he calculated based on the NDS-2015 adjusted fastener withdrawal design value 39.2 Ibs/fastener. See Table 21 below for the calculated siding design loads for each plank width using a 64 common. Results in Table 21 are used to calculate allowable basic wind speed for the 6d common nail, face nailed. Calculation for 8d common nail face nailed into wood studs: We would like to use the ultimate test values obtained in report 1020-8B, to do this we propose substituting an 8d common nail for the tested 6d common nail. Doing this substitution resolves the disparity between the NDS and tested values on fasteners. Below are the rationale for substituting the 8d common for the 6d common nag used in testing report 1020-88 to achieve the stated ultimate test load of 199 psf, a design load of 66.3 psf. 1) Use the same timber as in the report, but change the nail to a larger Bd common nag (2.5" long x 0.131" shank diameter x 0.281" head diameter); 2) The 8d common yields an NDS adjusted fastener withdrawal design value of 65.8 pounds per fastener Specific gravity, G=0.42: 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 * G(5/2) * D = 20.67 Win penetration; Adjusted withdrawal design value, W = CD*W*P = 1.6 * 20.67 *1.875 = 62.0 lb. 3) The mode of failure for the 6d common nail (report 1020-88) is fastener withdrawal from timber. Since the 8d common nag has a larger bearing area under the fastener head than the 6d common, we can anticipate at least the same fastener pug through capacity from an 8d common nail: • 6d common head bearing area (head diameter = 0.266 inches, shank diameter 0.113 inches) = 0.0455 sq Inches; * 8d common head bearing area (head diameter = 0.281 inches, shank diameter 0.131 Inches) = 0.0485 sq inches; 4) The NDS adjusted fastener withdrawal design value for the 8d common is 62.0 lb/fastener, this exceeds the tested fastener design load of 60.8 lbs/fastener (for a 6d common in report 1020.88), therefore we can use the ultimate failure pressure of 199 psf to tabulate a design pressure 66.3 psf with an 8d common nail (60.8 Ibslfaslener), this will be used to calculate wind design. For the 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 bads for each plank width. Results in Table 2J are used to calculate allowable basic wind speed for the 8d common nag face nailed into wood studs. Summary based on Report 2149.07-10 (C) IN ring shank box nail face nailed into wood studs): Nag withdrawal design load was determined to be 30 Ibin. penetration, based on EBR-1539 Table 2, for 0.113" deformed shank nail with 0.50 wood specific gravity. Nail penetration depth for 2.375" long nail through two layers of 5116" fiber cement planks, P = 1.75"; 1' The adjusted fastener withdrawal design value W = f 0/11s���o®�v�i+� Co * W • P=1.6*30*1.75 = 84.0lb. 460 The tested design fastener load with a factor of safety 3 applied is 76.7 pounds per fastener, which is less than the adjusted fastener withdrawal design value of p�tdA: calculation of allowable basic wind speed, tested fastener load of 76.7 pounds will be used. 11 `•• e In Table 2K below, the fastener load is held constant at 76.7 lbs/fastener for each plank width, the allowable siding design load is back calculated from the tested fas e• i I d Siding design load is equal to fastener design load divided by fastener trbutary. Results in Table 2K are used to calculate allowable basic wind speed for 8# ding sh k ai *•; nailed into wood studs. i � r � m O d J HardlePlank Width y �E m a c •y U Inches ci S in w o o 5.25 16 0.4444 -37.33 -16.59 6.25 16 0.5556 -29.87 -16.69 7.25 16 0.6667 -24.89 -16.59 7.5 16 0.6944 -23.89 -16.69 8 16 0.7500 -22.12 -16.59 8.25 -64 16 0.7778 -21.33 -16.59 9.25 16 0.8889 -18.67 -16.59 9.5 16 0.9167 -18.10 -16.59 12 1s 1.1944 -13.89 -16.59 RONALD 1. OGAWA ASSOCIATES, INC. 16836 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4695 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-BBB-542-7343 info@jameshardle.com For Table 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 design load for various HardlePlank widths and stud spacing will be determined. Table 2A, Allowable Design Loads Based on Constant Fastener Load, ETBF 0.100" knurled shank x 0.260" HD x 1.5" long, 16" OC 20ga 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--317psf/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.fL Fastener load = design load X tributary area--105.67 X 0.666 = 58.7 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated d C �a HardiePlank Width y c E a •� �; (inches) ~ v rn Q N m 5.25 16 0.4444 -132.08 -58.70 6.25 -317 16 0.6556 405.67 -58.70 7.25 16 0.6667 -88.06 58.7D 7.5 16 0.6944 -84.53 58.70 8 16 0.7500 -78.27 -58.70 8.25 16 0.7778 -75.48 -58.70 9.25 16 0.8889 -66.04 -58.70 9.5 16 0.9167 -64.04 58.70 12 451 16 1 1.1944 50.33 -60.12 Table 2B, Allowable Design Loads Based on Constant Fastener Load, ETSF 0.100" 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 11149/1554 and 11149/1554A. Design load = ultimate failure load/FOS - 173psf/3 = 57.67 psf Effective tributary = ((plank width exposed to weather X stud spacng)/144) = ((6.25-1.25) X 24)1144 = 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 1 Q d v � o J HardiePlenk Width y o a u d o .a y cu m (Inches) 5.25 24 0.6667 -72.08 -48.06 6.26 -173 24 0.8333 -67.67 -48.06 7.25 24 1.0000 -48.06 -48.06 7.5 24 1 1.0417 -46.13 -48.06 8 24 1.1250 -42.72 -48.06 8.26 24 1.1667 -41.19 -48.06 9.25 24 1.3333 -36.04 -48.06 9.5 24 1.3750 -34.95 -48.06 12 -81 24 1.7917 .27.00 -48.38 Table 2C, Allowable Design Loads Based on Constant Fastener Load, ETBF 0.100" knurled shank x 0.313" HD x 1.6" long, 16" 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 IoadIFOS =-64psf/3 = -21.33 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16)1144 = 0.778 sq.fL Fastener load = design load X tributary area = -21.33 X 0.778 = -16.59 pounds Calcuated allowable dest n load = fastener load tested condition divided by area tributary for the condition to be calculated � � A m v n is a` � J HardiePlank Width a=m = E C« and t 2Sr, c y 01 N (inches) Uf H U 5 O O 55 .5 N Q. W� a O w a 0 a {0 U. J 5.25 24 0.6667 -29.17 -19.44 6.25 24 0.8333 -23.33 -19.44 7.25 24 1.0000 -19.44 -19A4 7.5 24 1.0417 -18.67 -19A4 8 24 1.1250 -17.28 -19.44 8.25 -50 24 1.1667 -16.67 49.44 9.25 24 1.3333 -14.58 -19A4 9.5 24 1.3750 -14.14 -19.44 12 24 1.7917 -10.85 -19.44 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. 1-888542 7343 info®jameshardie.com Table 2D, Allowable Design Loads Based on Constant Fastener Load, ETBF 0.100" knurled shank x 0.313" HD x 1.5" long, 24" 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 Ioad/FOS =-50psf/3 = -16.67 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 24)1144=1.1667 sq.fL Fastener load - design load X tributary area = -16.67 X I A 667 = -19.44 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated Table 2E, Allowable Design Loads Based on Constant Fastener Load, No. 8 X 1-518" long X 0.375" HD ribbed waferhead screw, 20ga. Metal Studs, fasteners concealed (blind nail) Check for results using 9.6 inch plank values from Report Number IC-1035-88 Design load = ultimate failure load/FOS =-169.2psfl3 =-56.4 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) _ ((9.5 1.25) X 16)/144 = 0.9167 sq.R. Fastener load - design load X tributary area = -56A X 0.9167 = 51.7 pounds Calculated allowable design load = fastener load tested condition divided by area t butary for the condition to be calculated a� a10i v O N ate-- p,,. rnN m r :a3^ 2 JO O1 HardiePlank Width y c v d 'o y N m (inches) 0 5 rn w 1= o a IL J 5.26 16 1 0.4444 -116.33 -61.70 6.25 16 0.5556 -93.06 -51.70 7.25 16 0.6667 -77.56 -51.70 7.5 16 0.6944 -74.45 -51.70 8 15 0.7500 -68.93 -51.70 8.25 16 0.7778 -66.47 -51.70 9.25 16 0.8889 -58.16 -51.70 9.5 -169.2 16 0.9167 -56.40 51.70 12 16 1.1944 43.28 51.70 � n y � 2 r W O c c m y aoa 24 0.6667 -77.56 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 Table 2F, Allowable Design Loads Based on Constant Fastener Load, 6d aiding nail 2.0" L, SPF 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 IoadIFOS =-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 NDS-2015 = 42.0 Iblfastener, which is larger than the tested fastener load Calculated allowable design load = fastener load tested ccndlion divided by area buiary for the condition to be calculated a10i v E v mr ar c mi �' `ma ca HardiePlank Width E x,' a o ii v) 9 a cu m (Inches) y c � 5 c to L Q W F d a❑ �: u10 5.25 16 1 0.4444 -47.92 -21.30 6.25 16 1 0.6556 -38.33 -21.30 7.25 16 1 0.6667 -31.94 -21.30 7.5 -92 16 1 0.69" -30.67 -21.30 8 16 0.7500 -28AO -21.30 8.25 16 0.7778 -27.38 -21.30 9.25 16 0.8809 -23.96 -21.30 9.5 16 0.9167 -23.23 -21.30 12 16 1.1944 -17.83 -21.30 a c 'S f0 y o c � m W ~ o 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 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4596 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 lnfo@iameshardle.com Table 2G, Allowable Design Loads Based on 1. n tantrFasleoe'r4Load; No.1;1' a dnfingliall L4gL ;i�FF Studs; fasteners concealed"(blind nai ) Check far 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 spacing)/144) = ((8.25-1.25) X 16)/144 = 0.9167 sq.fL Fastener load = design load X tributary area = 48.9 X .9167 = -44.79 pounds, which wit be used for the calculation Adjusted fastener withdrawal load from NOS-2016 =43.5 Ib/fastener, in this case Its more conservative and will be used for the calculation Calculated allowable design load = fastener load tested condition divided by area t utary for the condition to be calculated a a9i W C" 2 rnd HardiePlank Width = E C = a C. U") H m (inches) U 5 N Q W F _ a o a li J 5.25 16 0.4444 -97.88 -43.50 6.25 16 0.5556 -78.30 43.50 7.25 16 0.6667 -65.25 43.50 7.5 16 0.6944 -62.64 43.50 8 t6_ 0.750 58A0_ ,743 50 8!25^ - - _ i' li 7 _' _70.717L78N ---55!93. M! 43!50_ 9.25 16 0.8889 -48.94 43.50 9.5 -146.6 16 0.9167 -47.45 43.50 12 16 1.1944 -36A2 -43.50 c � 0 j U Gl d Q 2 a U) 'o 24 0.6667 -65.25 24 0.8333 -52.20 24 1.0000 43.50 24 1.0417 41.76 24 1.1250 38.67 24 1.1667 -37.29 24 1.3333 -32.63 24 1.3760 -31.64 24 1.7917 -24.28 Table 2H, Allowable Design Loads Based on Constant Fastener Load, No.119a. Roofing nail 1414" L, SPF 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-2015 Siding design load in this case is equal to the adjusted fastener withdrawal design load 30.1 ibffastener divided by fastener tributary area. c .13 t0_ N w o NJ 7 y HardiePlank Width •y y 2 •o (inches) y F_ w e v a o n $ LL-i 5.25 16 0.4444 -63.90 -28.4 6.25 16 0.5555 -51.12 -28.4 7.25 16 0.6667 -42.60 -28A 7.5 16 0.6944 -40.90 -28.4 8 16 0.7500 -37.87 -28A 8.25 16 0.7778 -36.51 28.4 9.25 16 0.8889 31.95 -28.4 9.5 16 0.9167 30.98 -28.4 12 16 1.1944 -23.78 -28.4 m c � � k O w���zto, nU Co R. 24 0.6667 42.60 24 0.8333 34.08 24 1.0000 -28.40 24 1.0417 -27.26 24 1.1250 -25.24 24 1.1667 -24.34 24 1.3333 -21.30 24 1,3 550 -20.65 24 1 1.7917 -15.85 Table 21, Allowable Design Loads Based on Constant Fastener Load, 6d common nail 2" L, SPF 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)/144) = ((9.5-1.25) X 16)/144 = 0,9167 sq.fL Fastener load = design load X tributary area = -66.33 X 0.9167=-60.81 pounds Adjusted fastener withdrawal load from NDS-2015 = 39.2 lb/fastener, in this case it's more conservative and will be used for the calculation Calculated allowable design load = ed usted fastener withdrawal load divided by area tributaryfor the condition to be calculated N C W 9 G a A!E N y J to HardiePlank Width v d e •y cc (inches) t� U 7 65 '6 w C Q: ti 5.25 16 1 0.4444 -88.20 -39.20 6.25 16 0.5556 -70.56 39.20 725 16 0.6667 -58.80 -39.20 7.5 16 0.6944 -56A5 -39.20 8 16 0.7600 -52.27 39.20 8.25 16 0.7778 -50AO -39.20 9.25 16 0.8889 -04.00 -39.20 9.6 -199 16 0.9167 -42.76 -39.20 12 16 1.1944 -32.82 -39.20 01 N � rnd O a wt= ooa in tr,� 24 0.6667 -58.80 24 0.8333 77. 44 24 1.0000 -39.20 24 11.0417 -37.63 24 1.1250 -34.84 24 1.1667 -33.60 24 1.3333 -29.40 24 1.3760 -28.61 24 1.7917 -21.88 1 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-16 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888542-7343 info@jameshardie.com Table 2J, Allowable Design Loads Based on Constant Fastener Load, 8d common nail ZV 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-2016 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 IoadiFOS=-199psil3 = -66.3 psf Effective tributary = ((plank width exposed to weather X stud spacing)1144) = ((9.6-1.25) X 16)/144 = 0.9167 sq.1L Fastener load = design load X tributary area = -66.33 X 0.9167 = -6D.81 pounds , which will be used for the calculation Adjusted fastener withdrawal load from NDS-2016 =65.8 Ibffastener, which is larger than the tested fastener load Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated a � m v HardiePlank Width v� f in .0 2m,� b.5 c vi o c mC c (inches) r, :3 w r- a zz o a w 3 5.25 16 1 0.4444 -136.82 -60.81 6.25 16 0.5556 -109A6 -60.81 7.25 16 0.6667 -91.22 -60.81 7.5 16 0.6944 -87.57 -60.81 8 16 0.7500 -81.08 -60.81 8.25 16 0.7778 -78.18 -60.81 9.25 i6 0.8889 -68.41 -60.81 9.5 -199 16 0.9167 -66.33 -60.81 12 16 1.1944 -50.91 -60.81 c 21 a J v� I ma o- o wy wit: a aoa 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 Table 2K, Allowable Design Loads Based on Constant Fastener Load, Ild (23/8"L) ring shank box nail, DFL Studs, fasteners exposed (face nail) Check for results using 8.25 inch plank values from Report Number 2149-0740 (C). Design load = ultimate failure load/FOS=-296ps1/3 =-98.7 psf Effective tributary = ((plank width exposed to weather X stud spacing)(144) = ((8.25-1.25) X 16)/144 = 0,778 sq.fL 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 = 84 lb/fastener, which is larger than the test fastener load Calculated allowable design load = fastener load tested condition divided by area hibutary for the condition to.be calculated c m v a am r vary o HardiePWidth y E u a s c o •y y'm (inches) F05 in` wiE� mlank aoa ti J 5.25 16 0.4444 -172.67 -76.74 6.25 16 0.5556 -138.13 -76.74 7.25 16 0.6667 -115.11 -76.74 7.5 16 0.6944 -110.51 -76.74 8 16 0.7500 -102.32 76.74 8.26 -296 16 0.7778 -98.67 -76.74 9.25 16 0.8889 -86.33 -76.74 9.5 16 0.9167 -83.72 -76.74 12 16 1.1944 -64.25 -76.74 10 u e m U m o }3p c -3 mu) aoa 24 0.6667 -115.11 24 0.8333 -92.09 24 1 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 Table 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 load/FOS=-253psf13 =-84.3 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16)/144 = 0.778 sq.f . Fastener load = design load X tributary area = -84.3 X 0.778 = -65.59 pounds, which will be used for the calculation The adjusted nag withdrawal load per ESR-1539 = 67.0lbffastener, which is larger than the test fastener load. Calculated allowable design load = fastener load tested condition divided by area t ulary for the condition to be calculated a � A a •o0 Q U my m Z J HardiePlank Width y E 3 •� H inches) FT 0 5 m w iE H 7 5.25 16 1 0.4444 -147.68 -65.59 6.25 16 0.5556 -118.07 -66.59 7.25 16 0.6667 -98.39 -65.59 7.5 16 0.6944 -94A6 -65.59 8 16 0.7500 -87.46 -65.99 8.26 -253 16 0.7778 -84.33 -65.59 9.25 16 0.8889 -73.79 -65.59 9.5 16 0.9167 -71.56 -65.59 12 16 1.1944 -54.91 -65.59 C A � d u @J 3' w�$ S o0a F=nr 24 0.6667 -98.39 24 0.8333 -78.71 24 1.0000 -65.59 24 1.0417 -62.97 24 1A250 58.30 24 1.1667 -56.22 24 1.3333 49.19 24 1.37" -47.70 24 1.7917 -36,61 10 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 Table 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 108d/FOS =-155psf/3 = -55 psf Effective tributary = ((plank width exposed to weather X stud spacing)I144) _ ((8.25-1.25) X 16)f144 = 0.778 sq.fL 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-1639 = 49.1 Iblfastener, which Is larger than the test fastener load. Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated n m HardlePlank Width C -; m v E a N Z m .5 a J -PC N O w m C a O Q W o (0 m (inches) F U G rn F` a O a LL 5.25 16 0.4444 -98.25 -42.78 6.25 16 0.5556 -77.00 -42.78 7.26 16 0.6667 -64.17 -42.78 7.5 16 0.6944 -61.60 -42.78 8 16 0.7500 -57.04 42.78 8.25 -165 16 0.7778 -55.00 -42.78 9.25 16 0.8889 -48.13 -42.78 9.5 16 0.9167 -46.67 -42.78 12 16 1.1944 -35.81 1 -42.78 � C � Qf O J y m m rcS ! �T�i a� a cti• o y ran 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 Table 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 tributary = ((plank width exposed to weather X stud spacing)M44) _ ((8.25-1.25) X 16)1144 = 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 = 43.01b/fastener, which is more conservative and will be used for the calculation. Calculated allowable design load = fastener load tested condition divided by area hibutary for the condition to be calculated m c m Yi 3 m :' HerdiePlank Width N c O v �� d:Q C u O Nco v N l0 (inches) 65 y ii 5.25 16 0.4444 -96.75 -43.00 6.25 16 0.5556 -77.40 43.00 .7.25 16 0.6667 -64.50 43.00 7.5 16 0.6944 -61.92 43.00 8 16 0.7500 -67.33 43.00 8.25 468 16 0.7778 -65.29 43.00 9.25 16 0.8889 -48.38 Z 00 9.5 16 0.9167 46.91 43.00 12 16 1.1944 -36.00 -43.00 c c y m O v ^ Mi ro wi= 5 3oa 24 0.6667 -64.50 24 0.8333 -51.60 24 1.0000 43.OD 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 fn•- --- os �b�ocs(°��• 13GAW4 O • m Jr YES 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@jameshardle.com uw1v111 rnnv 1 f%Ar% Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load Is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using 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 ASCE 7-10 Figure 26.5-1A, Figure 26.5-1B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 4, 5, and 6, the load combination will be in accordance with ASCE 7-10 Section 2A combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=D.00256•K,•K,,*jVV2 % , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z K,t , topographic factor Kd , wind directlonalityfactor V , basic wind speed (3- Equation 2, V=V,e (ref. ASCE 7-10 equation 30.3-1) (ref. 2015 iBC & 2017 FBC Section 1602.1 definitions) V,e , ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), 1609.3(2), or 1609.3(3): ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q,•(GCp GCpi) (ref. ASCE 7-10 equation 30.6-1) GCp , product of external pressure coefficient and gust -effect factor GCq , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable design load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256•K,•K„•Kd•Vp,2•(GCp GCpi) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7, Equation 5, 0.613 + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7) D ,dead load W , Wind toad (load due to wind pressure) To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equalion 4 Equation 6, p„d = 0.6101 Equation 7, Pp d = 0.610.00256•K,•K„•Kd•V, 2 (GCP GC,,)I Equation 7 is used to populate Table 4, 5, and 6. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 7, solve Equation 7 for Vpa, Equation 8, V,a = (pad/0.6.0.DD256`K�-K, -Kd•(GCp GCq))os Applicable to methods specified in Exceptions 1 through 3 of (2015 IBC, 2017 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 7, apply the conversion formula below, Equation 9, V_d = V,g • (0.6)as (ref. 2015 IBC & 2017 FBC Se®Aq^96^13�'�i(�����Bis� V_d , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC & 2017 FBC19�cBpn LT V Ud Table 3, Coefficients and Constants used in Determining V and p, Kz Wall Zone Height (ft) Exp B Exp C Exp D Kn Kd GC GC 0-15 0.7 0.86 1.03 h560 1 0.85 -1.4 0.18 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 26 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 1 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 0.785 1.055 1.245 1 0.85 -1.4 0.18 50 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 0.83 1.11 1.29 1 0.85 -1.41 0.18 of +: L 4 j �6q 12 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com r� RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2553-15 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 Height (11) B B B B B B B 8 B B B B B B 0-15 -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 20 -14A -15.9 -17.5 -19.1 -20.8 -24A -28.3 -32.5 -37.0 -41.7 -46.8 -52A -57.8 -63.7 25 -14.4 -16.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 52.1 -57.8 -63.7 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 -63.7 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 33.9 -38.6 -43.5 -48.8 -54.4 -60.2 -66.4 40 -15.7 -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 45 -16.2 -17.9 -19.6 -21A -23.3 -27.4 31.7 -36.4 -41.5 -46.8 -52.5 58.5 -64.8 -71.4 5D -16.7 -18A -20.2 -22.1 -24.1 -28.2 32.7 -37.6 -42.8 -48.3 54.1 -60.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 33.6 38.5 -43.8 -49.5 55.5 -61.8 -68.6 -75.5 60 1 . - 2 .2 2 . 39. .9 - 0. 5 .8 - .3 - 0. .3 10D -25.6 -28.2 -31.0 -33.8 -35.9 -43.3 -50.2 -57.6 -65.5 -74.0 -82.9 -92.4 -102A -112.9 Table 5, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3- second gust) 100 105 1f0 115 120 130 140 150 160 170 180 190 200 210 Height (it) C C C C C C C C C C C C C C 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.6 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 36.4 41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -01.9 25 -19.4 -21A -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 49.6 -56.0 -62.8 -70.0 -77.6 -85.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 45.5 51.8 -58.4 -65.6 -73.0 -80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -30.0 -35.2 40.8 46.9 -53.3 -60.2 1 -67.5 -752 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28A -30.9 -36.3 42.0 48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6 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 1 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32A -38.0 44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 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 60 -23.3 -25.7 -28.2 30.8 -33.6 -39A 4.7 2. 59.7 -67.4 - 55.5 - 4. -93.2 -102.8 100 -32.6 -35.9 39A 43.1 46.9 -55.0 -63.8 -73.3 -83A -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- secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (It) D D D D D D D D D D D D D D 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -17.8 -54A -61 A -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 37.7 43.7 50.1 57.0 -64A -72.2 -80.4 -89.1 -98.2 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 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40A 46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 41.5 48.1 -55.2 -62.8 -70.8 79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 -33.3 -36.2 42.5 49.3 -56.6 -64A -72.7 -81.5 -90.9 -100.7 -111.0 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 -113.3 50 -26.2 -28.9 -31.7 -34.6 -373 -44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 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 6 -2 .0 -2 .8 32. -38. 4T - 3. -6 .8 - 99.2 - 8. -87.6 -9 .6 -10 . -1 9. 100 -37.0 -40.8 44.7 48.9 -53.2 62.5 72.5 -83.2 -94.6 -106.8 -119.8 -133.4 -14 .9 -163.0 Tables 4, 5, and 6 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code. 13 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 7, Allowable Wind Speed (mph) for HardlePlank Lap Siding(Analylical Methodin ASCE 7-10 Chapter 30 CBC Part 1 and Part Design Wind. Speed, Design Wind, Speed, v,I'e, vaje, (3-second gust mph) 3-second gust mph) Appriceble to methods Appricable to methods specified in [20151BC, specified in Exceptions 1 2017 FBC] Section 1609.1.1. as determined by through 3 of 12015IBC, Figures 1609.3(1), 2017 FBC] Section 1609.3(2), or 1609.3(3) 1609.1.1. ttt�9®o66i�i®sue®®o Coefficients used in Table 6 calculations for Product Product Thickness (inches) Width (inches) Fastener Type Fastener Sparing Frame Type Stud Spacing (inches) Building Heights•r (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Ks Ye GC" GC HardlePlank 6l16 5.26 0.093" shank X 0.222" HD X 2.0" long gely. Siding Blind nail 2X4 Wood SPF a 16 0-15 182 165 150 141 128 116 -47.9 0.7 0.85 1.03 N580 1 0.85 -1.4 0.18 20 182 161 147 141 124 114 -47.9 o.7 o.9 1.o8 1 0.85 -1.4 0.18 26 182 157 144 141 122 112 -47.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 182 164 142 141 119 110 -47.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 178 152 140 138 117 108 -47.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 175 149 138 135 116 107 -47.9 0.76 1.04 1.22 1 0.850.18 45 172 148 137 133 114 106 -47.9 0.785 1.055 1.245 1 0.85 -1.4 a 50 169 146 135 131 113 105 -47.9 0.81 1.09 1.27 10.85 167 145 134 130 112 104 -47.9 0.83 1.11 1.29 1 0.85 -1A �11nail55 60 165 143 133 128 111 103 -47.9 0.85 1.13 1.31 1 0.85 -1.4 100 137 121 114 106 94 Be -47.9 0.99 1.26 1.43 h160 1 0.85 -1.0 0.18 HardlePlank 5116 6.25 0.093" shank X 0.222" HD X 2.0" long galy. Siding nail Blind nail 2X4 Wood SPF a 16 0-15 163 148 134 126 1 114 104 -38.3 0.7 0.85 1.03 Ih560 1 0.851 AA 0.18 20 163 144 131 126 111 102 -38.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 163 141 129 126 109 100 -38.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 163 138 127 126 107 98 -38.3 0.7 0.98 1.16 1 0.86 -1.4 0.18 35 159 136 126 124 105 97 -38.3 0.73 1.01 1.19 1 0.85 -1A 0.18 40 156 134 123 121 103 96 -W.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 154 132 122 119 102 95 -38.3 0.785 1A85 1.245 1 0.85 -1.4 0.18 50 151 131 121 117 lot 94 -38.3 0.81 1.09 1.27 1 0.85 -IA 0.18 55 150 129 120 116 100 93 -38.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 148 128 119 114 99 92 -38.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 122 - 95 - -38.3 0.99 1.26 1.43 h>50 1 0.85 -1.8 D.18 HardlePlank 5l16 725 0.093" shank 0.222" HD X 2.0" long galy. Siding nail Blind nail 2X4 Wood SPF 16 G-15 149 135 123 115 105 95 -31.9 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 149 13l 120 115 102 93 -31.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 149 128 118 115 99 91 -31.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 149 126 116 115 97 89 -31.9 0.7 0.98 1.18 1 085 -1.a 0.18 35 146 124 114 113 96 88 -31.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 143 122 113 111 95 87 -31.9 o.76 1.o4 1.22 1 0.85 -IA 0.13 45 140 121 112 109 93 86 -31.9 0.785 1.085 1.2 55 1 0.86 -1.4 0.18 50 138 119 110 107 92 86 -31.9 0.81 1.09 1.27 1 0.85 -tA 0.18 55 137 118 - 106 91 -31.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 135 117 - 105 91 -31.9 0.85 1.13 1.31 1 0.85 -IA 0.18 100 112 87 -31.9 0.99 1.26 1,43 h>60 1 0.85 -1.8 0.18 HardlePlank 5/16 7.6 0.093" shank X 0.222" HD X P.0" long galy. Siding nag Blind nail 2X4 Wood SPF a 16 0-15 146 132 120 113 102 93 -30.7 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 146 129 117 113 100 91 -30.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 146 126 11s 113 97 89 -30.7 0.7 0.94 1.12 1 0.85 AA 0.18 30 146 123 113 113 95 88 -30.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 143 121 112 111 94 87 -30.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 140 120 110 108 93 86 -30.7 0.76 1.04 1.22 1 0.85 -IA 0.18 45 138 11 B - 107 92 - -30.7 0.785 1.065 1.2a5 1 D.as -1.a o.1a 50 135 117 - 105 g0 -30.7 0.81 1.09 127 1 0.85 -1.4 0.18 55 134 116 104 90 - -30.7 0.83 1.11 1.29 1 0.95 -1.4 0.18 60 132 115 - 102 89 - -30.7 0.85 1.13 1.31 1 0.85 -IA 0.18 100 - - - _ -30.7 0.99 1.26 1.43 h>60 1 0.85 -1.8kole 5116 8 0.093" X 222" HD X 2.D"tong galy. Siding nag Blind nail 2X4 Wood B SPF 16 0-15 140 127 116 109 99 90 -28.4 0.7 0.85 1.03 hs60 1 0.85 -1.4 20 140 124 113 tog 96 87 -28.4 0.7 0.9 1.08 1 o.95 -1.4 25 140 121 111 109 94 86 -28.4 077 0.94 1.12 1 0.85 -1.4shank 30 140 119 109 92 - 28.4 0.7 0.98 1.16 1 0.85 -1.40 35 137 117 106 90 -28.4 0.73 1.01 1.19 1 0.85 -1.4HardiePlank 40 135 115 104 89 - -28.4 0.76 1.04 1.22 1 0.85 -IA 45 132 114 103 88 - -28.4 0,785 1.065 1,2 55 1 0.85 -1.4 0.18 So 130 112 101 87 -28.4 0.81 1.09 1.27 1 0.85 -1.4 0.10 55 129 111 100 86 -28A 0.83 1.11 129 1 0.95 -1.4 0.18 60 127 110 - 99 85 -28A 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - 28A 0.99 1.26 1.43 h>60 1 1 0.85 -1.8 o.18 14 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com o,il,l±/l"e'0;" I oe �o,,i�� OGAW4 1{ o � Q e � k. m TE OF - 2015 IBC, 2017 FBC 20151BC, 2017 FBC rA S''A m .QP� •. r) p :r � �: Q •�• \O �'• s S Coefficients used in Table 8 calculations for Va, Allowable, Ultimate Design Wind, Speed, (3-second gust mph) Allowable, Nominal Design Wind, Speed, (3second gust mph) Applicable to methods s 2017 FBCI Section 1609.1.1. as determined by Figures 1609.3(1), 1609.3, or 1609.3 2 3 () () Applicable to methods specified in Exceptions 1 through 3 of [20151BC, 2017 Feq Section 1609.1.1. Wind exposure categari Wind exposure c ategorA Siding Y. Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Heights'? (feet) ) B C D B C ' D Allowable Design Load (PSF) Exp 8 Exp C EXp D ka 1a I C3C. I GC", 0.16 138 125 114 107 97 88 -27.4 0.7 0.85 1.03 h560 1 0.851 AA 0.18 20 138 121 111 107 94 86 -27.4 0.7 0.9 1.08 1 0.85 -1,4 10.18 HardiePlank 5/16 8.25 0.093" shank X 0.222"HD X 20" long galy. Siding nail Blind nail 2X4 Wood SPF a 16 25 138 119 107 92 - -27A 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 138 116 107 90 -27A 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 135 115 104 89 - -27A 0.73 1.01 1.19 1 0.85 -IA 0.18 40 132 113 - 102 88 - -27.4 0.76 1.04 1.22 1 0.85 -IA 0.18 45 130 112 - 101 86 - -27A 0.785 1.005 1.245 1 0.85 -1.4 0.18 50 128 110 - 99 85 - -27.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 126 - - 98 -27A 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 125 97 27.4 0.85 1.13 1.31 1 0,85 -1.4 0.18 100 - 27.4 0.99 1.26 1.43 h>60 1 10.851 -1.8 10.18 0.15 129 117 100 91 -24.0 0.7 0.85 1. 33 h560 1 0.85 -1.4 10.18 20 129 114 - 100 88 -24.0 0.7 0.9 1.08 1 0.861 AA 10.4 HardiePlank 5/16 9.25 0.093" shank X 0.22Z' HD X iv.2.(Ong gale, Siding nail Blind nail 2X4 Wood SPF a 16 25 129 111 - Ion 86 -24.0 0.7 0.94 1.12 1 0.85 1 -1A 0.18 30 129 - 100 - -24.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 126 - 98 -24.0 0.73 1.01 1.19 1 0.851-1.4 0.18 40 124 - 96 - -24.0 0.76 1.04 1.22 1 US -1.4 0.18 45 122 - 94 -24.0 0.785 1.065 1.245 1 0.85 -1A 0.18 50 120 - 93 " -24.0 0.81 1.09 127 1 0.85 -1.4 0.18 55 118 - 92 - -24.0 0.83 1.11 1.29 1 .0.85 -1A 0.19 60 117 - - 91 - - -24.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - -24.0 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 015 127 115 98 89 23.2 0.7 0.as 1.D3 h560 1 0.85 -1.4 0.18 20 127 112 98 87 -212 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePlank 5l16 9•5 0.093" shank X 0.222" HD X 2.0" long galy. Siding nail Blind nail 2X4 Wood SPF a 16 25 127 - - 98 - - -23.2 0.7 0.94 1.12 1 0.86 -1.4 0.18 30 127 - - 98-----23.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 124 - - 96 - - -23.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 122 - 94 - -23.2 0.76 1.04 122 1 0.85 -1.4 0.18 45 120 93 - -23.2 0.785 1.065 1.245 1 0.85 -1A 0.18 50 118 - - 91 - -23.2 0.81 1.os 1.27 1 0.85 -1,4 0.18 55 116 - 90 - -23.2 0.83 1.11 1.29 1 0.85 -IA 0.16 60 115 - 89 - - -232 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 _ -23.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 OAS D-15 111 86 -17.8 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 HardiePlank 5/16 12 0.093" shank X 0.222" HD X 2.0" long galy, Siding nail Blind nail 2X4 Wood SPF 16 20 86 -17.8 0.7 0.9 1.08 1 0.85 -1A 0.18 25 86 - - -lT8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 86 -17.8 0.7 0.98 1.16 1 0.85 -IA 0.18 35 - - - -17.8 0.73 1.01 1.19 1 0.85 AA 0.18 40 - - - -17.8 0.76 1.04 1.22 1 0.85 AA 0.18 45 - 47.8 0.785 1.085 1.245 1 0.85 AA 0.1a 50 $149128 -17.8 0.81 1.09 127 1 0.85 -1.4 0.18 55 - - _ -17.8 0.83 1.11 129 1 0.85 -1A 0.18 60 - 17.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - -17.8 0.99 1.26 1.43 hveo 1 0.85 _1.6 0.18 0-15 123 115 105 95 -31.9 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 120 115 102 93 -31.9 0.7 0.9 1.08 1 0.85 -1.4 0. 88 HardiePlank 6/16 5.25 0.093" shankX 0.222" HD X 2,0" long gala Siding nail Blind nall 2X4 Wood SPF 6 24 25 118 115 99 91 -31.9 0.7 0.94 1.12 1 o.a5 .1.4 0.18 30 149 126 116 1 116 97 89 -31.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 146 124 114 113 96 88 -31.9 D.73 1.o1 1.19 1 0.85 -1.4 0.18 40 143 122 113 111 95 87 -31.9 o.76 1,o4 122 1 0.85 -1.4 0.18 45 140 121 112 109 93 86 -31.8 0.785 1.085 1.245 1 0.85 -1.4 0.18 50 138 119 110 107 92 86 -31.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 137 118 106 91 -31.9 0.83 1.11 129 1 0.85 .1.4 0.18 60 135 117 - 105 91 - -31.9 0.85 L13 1.31 1 0.95 -1.4 0.18 100 112 87 31.9 0.99 1.26 1.43 lh>601 1 1 0.85 -1,8 0.18 15 ' RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com BB�p00P/9o/e000 AI�' o GAW p��• o• 6 20151BC, 2017 FBC 2015/BC, 2017 FBC -35 FLI ,tllU iP7t 6a%Retd.6%�C•:S7e'� Coefficients used In Table 6 calculations for Vmr Allowable, Ultimate Design Wind, Speed, (3-second gust mph) Allowable, Nominal Design Wind, Speed, V�jlsr (3-second gust mph) Applicablet[ methods specified in 20151BC, 2017 FBC] 6ec8on 1609.1.1. as determined by Figures 1609.3(1), 1609.3(2), or 1609.3(3) Ap�cabletomethods specified fied In Exceptions 1 through 3 of 12015 IBC, 2017 FBC) Section 1609.1.1. Wind exposure category Wind exposure categoM Siding K. Product Product Thickness (inches)(Inches) Width Fastener Type Fastener Spacing Frame Typo Stud Spacing (Inches) Building Heighr'' (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D K. K, I GC G 0-15 133 121 103 94 -25.8 0.7 0.85 1.03 hs60 1 0.851-1.41 0.1a 20 133 117 103 91 -25.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 0.093" shank shank X 0X X 2.0" long gale. Siding nag Blind nail 2X4 Wood SPF a 24 25 133 115 103 89 - -25.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 133 112 - 103 87 - -25.6 0.7 0.98 1.18 1 0.85 AA 0.18 35 130 111 101 86 - -25.6 0.73 1.01 1.19 1 0.85 -IA 0.18 40 128 - - 99 - - -25.6 0.76 1.D4 1.22 1 D.85 -1.4 0.18 45 126 97 - - -25.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 124 - - 96 - - -25.6 0.81 1.09 1.27 1 0.85 -1.4 0.10 55 122 - - 95 - -25.6 0.83 .1.11 1.29 1 0.85 -1.4 0.18 60 12-1 - 94 -25.6 0.85 1.13 1.31 1 0.85 -1A 0.18 100 - - - -25.8 0.99 126 1A3 h>60 1 0.85 -1.8 0.18 0-15 121 110 - 94 85 -21.3 0.7 1 0.85 1 1.03 h560 1 0.85 -1.4 10.15 20 121 - - 94 -21.3 0.7 0.9 1.08 1 0.85 -1.4 10.18 HardiePlank 5/16 7.25 0.093" shank X 0.222" HD X 2.0"long gals. Siding nag Blind nail 2X4 Wood e SPF 24 25 121 - 94 - -21.3 0.7 0.94 1.12 1 0.85 -1.4 10.18 30 121 - - 94 - -21.3 0.7 0.98 1.16 1 0.85 1 -1.4 10.18 35 119 - - 92 - - -21.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 117 - - 90 -21.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 115 - 89 - -21.3 0.7a5 1.065 1. 445 1 0.85 -1A 0.18 50 113 - 87 - - -21.3 0.81 1.09 1.27 1 0.85 -IA 0.18 55 112 - - 86 -21.3 0.83 1.11 129 1 0.85 AA 0.18 60 110 - 85 -21.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 too -21.3 0.99 126 1.43 M60 1 1 0.85 -1.8 0.18 0-15 119 - 92 -20.4 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 119 92 -20A 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 0.093" shank X 0shan X X 2.D"long gaiv. Siding nail Blind nail 2X4 Wood SPF a 24 25 119 - - 92 - - -20.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 119 - 92 - - -20A 0.7 0.98 1.16 1 0.86 -1A 0.18 35 117 90 -20A 0.73 1 0.85 -IA 0.18 40 114 86 - - -20A 0.76 1 0.85 -1.4 0.18 45 112 - - 87 - - -20.4 0.785 1 0.85 -IA 0.18 50 111 - - 86 - -20.4 0.81 $1.131.31 1 0.85 -1.4 0.18 55 - -20A 0.83 1 0.85 -1.4 0.16 fi0 -20.4 0.85 1 1 0.85 -1.4 0.18 100 - -20.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0.15 114 89 -18.9 0.7 1 0.85 1.03 h560 1 0.85 -1.4 0.18 20 114 89 1 -18.9 0.7 1 0.9 1.08 1 025 -IA 0.18 HardiePlank 5li6 8 0.093" 0shan X shank X X2.o"long galv. Siding nail Blind nail 2X4 Waod SPF 24 25 114 - 89 - - -18.9 0.7 0.94 1.12 1 0.85 -1.4 10.18 30 114 - 89 - -18.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 112 - - 87 - - -18.9 0.73 1.01 1.18 1 0.18 40 -18.9 0.76 1.04 1.22 1 0.18 45 - _ _ _ -18.9 0.786 1.085 1.245 1 0.18 50 - - -18.9 0.81 1.09 1.27 1 $0.815-1.4 D.18 55 - - - -18.9 0.83 1.11 129 1 0.18 60 - - 18.9 Q85 1.13 1.31 1 0.18 100 - - -18.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0.15 112 B7 -18.3 0.7 0.85 1.03 hS80 1 0,85 -1.4 0.18 20 112 - B7 -18.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePlank 5116 8.25 0.093" shank X 0.222" HD X 2.0" long ga1V. Siding nail Blind nail 2X4 Wood SPF a 24 25 112 87 -18.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 112 87 - .18.3 0.7 0.98 1.18 1 0.85 -1.4 0.18 35 110 85 -18.3 0.73 1.01 719 1 0.85 -1.4 0.18 40 - -18.3 0.76 1.04 1.22 1 0.05 -1.4 0.18 45 _18.3 0.785 1.085 1.245 1 0.85 -1.4 0.18' 50 18.3 0.81 1.09 127 1 0.85 -IA 0.18 55 _ -18.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 18 3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 -18.3 0.99 1.28 1.43 h>60 1 0.85 -1.8 D.18 16 1 J RONALD L OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX Q'�///00/90/0�®0'•0 PROJECT: RIO-2683-17 ® JAMES HARDIE BUILDING PRODUCTS, INC. ,���00 �,...... •• o v'7 0• 1-888-542-7343 �010 info@jameshardie.com > V •• ! m a 21 S 201518C, 2017 FBC 2015 IBC, 2017 FBC *+° Allowable, Ultimate Allowable, NominaliE �Ci CJ' Pt OF Design Wind, Speed, Design Wind, Speed, {D •�j'�• OA (3-second gust mph (3-second gust mph) .yrvt�Y ,, 1 ' • , e 41�� Applicable to methods t rz��yy..lr x l Applicable to methods ^" {� )1 i r f 41 specified in I Secti015 on specified in Exceptions 1 �"a , f R c t! 3 2017 FBC] Section f e9 i 6 ^! 1609.1.1. as determined by through 3 of [20151BC, Figures 1609.3(1), 2017 FBC] Section 1609.3(2), or 1609.3(3) 1609.1.1. Coefficients used In Table 6 calculations for V"rr Wind a osure categaTy Wind elposure category Siding K. Product Product Thickness (inches) Width dth (Inches) Fastener Type Fastener Sparing Frame Type Stud Spacing (inches) Building Heights' (feet) B C D B C D Allowable Design Load (PSF) Exp B 1 Exp C Exp D K. K4 0 GC 0.15 260 236 215 202 183 166 -97.9 0.7 0.85 1.03 h�60 1 0.85 -1.4 0.18 20 260 230 210 202 178 162 -97.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 26 260 225 206 202 174 159 -97.9 0.7 0.94 1.12 1 0.85 AA 0.1a No. 11 ga. 30 260 220 202 202 170 157 -97.9 0.7 0.98 1.16 1 0.85 -1,4 0.18 X 1-3/4" 2X4 35 255 217 200 198 168 155 -97.9 0.73 1.01 1.18 1 0.85 AA 0.18 HardiePlank 5/16 5.25 long Blind nail Wood 16 40 250 214 197 194 165 153 -97.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF a 46 246 211 195 190 164 151 -97.9 0.765 1.065 1245 1 0.85 -1.4 0.18 nag 50 242 209 193 187 162 150 -97.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 239 207 192 186 160 149 -97.9 0.83 1.11 129 1 0.85 -IA 0.18 60 236 205 190 183 159 147 -97.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 196 173 163 151 134 126 -97.9 0.99 1.26 1.43 h>60 1 10.85 -1.8 0.18 0.15 233 211 192 180 164 149 -78.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 233 205 187 180 159 145 -78.3 0.7 0.9 1,08 1 0.85 -1.4 0.18 25 233 201 184 180 156 143 -78.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 HardiePlank 5116 6.25 No.11 ga. X 1.314" long Roofing nail Blind nail 2X4 Wood SPF a 16 30 233 197 181 180 152 140 -78.3 0.7 0.98 1.16 1 0.85 -IA 0.18 35 228 194 179 177 150 138 -78.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 223 191 176 173 148 137 -78.3 0.76 1.04 1.22 1 0.85 -IA 0.18 45 220 189 176 170 146 135 -78.3 0.785 1.065 1.245 1 0.85 -IA 0.18 50 216 1I7 173 168 145 134 -78.3 0.81 1,09 1.27 1 0.85 -1.4 0.18 55 214 185 172 166 143 133 -78.3 0.83 1.11 129 1 0.85 -1.4 0.18 60 211 183 170 164 142 132 76.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 175 155 1,m 135 120 113 .76.3 6.99 1.26 1.43 jh>60 I 1 I 0.85 -1.6 0.18 17 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com °/1/OBBOOpppo,�®� OGA •d 121 20151BC, 2017 FBC 20151BC, 2017 FBC a r d ••• STA F OF \^ (� yh� , • !� \0 R. (� • ' m �o r oB�/O1VAL •• If Coefficients used in Table 6 calculations for V�, Allowable, Ultimate Design Wind, Speed, (3-second gust mph) Allowable, Nominal Design Wind, Speed, (3-second gust mph) Applicable to methods spedfiedin[2015IBC, 2017 FBC] Section 1609.1.1. as determined by Figures 1609.3(1), 1809.3) O 1609.3 3 2 , or l Applicable to methods specified in Exceptions 1 through 3 of [201518C, 2017 FBC] Section 1609.1.1. Wind exposure category Wind exposure category Siding K. Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud spacing (inches) Building HeighP (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Ks K1 IGJGC�, HardlePlank 5116 7.25 No. 11 ga. X 1-3/4" long Rooting nag Blind nail 2X4 Wood SPF a 16 0-15 213 193 175 165 149 136 -65.3 0.7 0.85 1.03 h980 1 0.851 4.4 10.18 20 213 188 171 165 145 133 -85.3 0.7 0.9 1.08 1 0.851 AA 10.18 25 213 184 168 165 142 130 -65.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 213 180 165 165 139 128 -65.3 0.7 0.98 1.16 1 0.85 -1A 10,181 35 208 177 163 161 137 126 -652 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 204 174 161 158 135 125 -65.3 0.76 1.04 1.22 1 0.85 -IA 0.18 45 201 172 159 156 134 124 -65.3 0.785 1.065 1.245 1 0.85 AA 0.18 50 198 170 158 163 132 122 -85.3 0.81 1.09 127 1 0.85 AA 0.18 55 195 169 157 151 131 121 65.3 0.83 1.11 129 1 0.85 -1.4 0.18 60 193 167 155 149 130 120 -65.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 160 142 133 124 110 103 -65.3 0.99 126 1.43 h>60 1 0.85 -1.8 0. a HardiePlank 5/16 7.5 No.11 ga. X 1-3/4" long Roofing Blind nag 2X4 Wood SPF a 16 0-15 208 189 172 161 146 133 -826 0.7 0.85 1.03 hseo 1 0.85 -1.4 0.18 20 208 184 168 161 142 130 -62.6 0.9 1.08 1 0.85 -1.4 0.18 25 208 180 165 161 139 128 -626 0.94 1.12 1 0.85 -1A 0.18 30 208 176 162 161 136 125 -62.6 0.98 1.18 1 0.85 -1.4 0.18 35 204 173 160 168 134 124 -62.6 r10.785 1.01 1.19 1 0. 55 -1.4 0.18 40 200 171 158 155 132 122 -BP.B 1.04 1.22 1 0.85 -1.4 0.18 45 197 169 156 152 131 121 -62.6 1.065 1.245 1 0.85-1.4 0.18nail 50 194 167 155 150 129 120 -62.6 1.09 1.27 110.851 .1.4 0.18 55 1 191 165 163 148 128 119 -82.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 1 189 164 152 146 127 118 -62.6 0.85 1.13 1.31 1 0.85 -1.4 0.19 100 1 156 139 130 121 107 101 .02.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 8 No. 11 ga. X 1-314" long Roofing nail Blind nail 2X4 Wood SPF a 16 0-15 200 182 165 155 141 128 -58.0 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 200 177 161 155 137 125 -58.0 0.7 0.9 1.08 1 0,85 -1.4 018 25 200 173 158 155 134 123 -58.0 0.7 0.94 1.12 1 0.86 1 -1A 0.18 30 200 169 166 155 131 121 -58.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 196 167 154 152 129 119 -58.0 0.73 1.01 1.19 t o.95 -lA 0.18 40 192 164 152 149 127 118 -58A 0.76 1.04 1.22 1 0.e5 -1.4 0.18 45 189 162 150 147 126 116 -68.0 V861 1.065 1245 1 o.as -1.4 0.18 50 186 161 149 144 124 115 -58.0 0.81 1.09 1.27 1 0.85 -lA 0.18 55 184 159 148 143 123 114 -58.o o.83 1.11 1. 99 1 0.85 -1A 0.18 60 182 158 147 141 122 113 -58.0 0.85 1.13 1.31 1 0.85 AA 0.18 100 151 133 125 117 103 97 -58.0 0.99 126 1A3 h>60 1 10.86 -1.8 0.18 HardiePlank 5116 8`25 , No. j long oofin nail 'r)d,naii 2X4 >ood SPF a 16 0-15 197 179 162 152 138 126 -55.9 0.7 0.65 1.03 11s60 1 0.85 -1.4 0.18 20 V97+V 174 158 152 134 1 123 -55.9 0.7 0.9 1.08 1 0.85 1 -1.4 10.18 25 197� - 170 166 152 132 120 -65.9 0.7 0.94 1.12 1 0.86 -1.4 0.18 30 197 166 153 152 129 118 -55.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 193 164 151 149 127 117 -55.9 0.73 1.01 1.19 1 0.85 -IA 0.18 40 189 161 149 146 125 115 -55.9 0.79 1.o4 1.22 1 o.as 74 6.18 45 186 160 148 1" 124 114 -56.9 0.785 1.085 1.245 1 0.85 -1.4 0.18 50 183 158 146 142 122 113 -56.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 181 156 145 140 121 112 -55.9 0.83 1.11 129 1 0.85 AA 0.18 60 179 155 144 138 120 111 -55.9 0.85 1.13 1.31 1 0,85 -lA 0.18 100 148 131 123 114 101 95 -55.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 9.25 No. 11 ga. X 1-3/4" long Roofing nag Blind nail 2X4 Wood SPF a 16 0-16 184 167 152 143 129 118 48.9 0.7 0.85 1.03 11560 1 0.85 -1.4 0.18 20 184 162 148 143 126 115 -48.9 0.7 0.9 1.08 1 O.B5 -1.4 0.18 25 184 159 145 143 123 113 -48.9 0.7 0.94 1.12 1 0.85 -1.4 0.15 30 184 156 143 143 120 Ill -48.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 180 153 141 140 119 109 -48.9 0.73 1 1.01 1.19 1 0.85 -1.4 0.18 40 177 151 139 137 117 108 48.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 174 149 138 135 116 107 -48.9 0.785 1.065 1.245 1 0.85 -1.4 18 0A 50 171 147 137 133 114 106 49,9 0.81 1.09 127 t o.e5 -1.4 55 169 146 136 131 113 105 -48.9 0.83 1.11 129 1 0,85 -1.4 60 167 145 135 129 112 104 -48.9 0.85 1.13 1.31 1 0.85 -1.4 100 138 123 115 107 95 89 -48.9 o9s 16 143 h>60 1 Des -1.8 18 RONALD 1. OGAWA ASSOCIATES, INC. 16836 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jamesha►die.com 2015IBC, 2017 FBC 2015 /BC, 2017 FBC „ 'O STATE w , -O RO . � �` . ,, ,•" n' ,"°'��o' ° Al�� 1 '`•�✓i////9A/pp® Coefficients used In Table 6 calculations for Vmi Allowable, Ultimate Design Wind, Speed, <." v" ' (3-second gust mph) Allowable, Nominal Design Wind, Speed, � �';° (3-second gust mph) Applicable to methods speafied in 12015IBC, 2017 FBC) Section as 609.3(l ), by 1609.1.1.Figures Figures 1809.3(1), 1609.3(2), or 1609.3(3) A ficahle to methods specified in Exceptions 1 through 3 of 120151BC, 2017 FBC) Section 1809.1,1, Wind exposure category Wind exposure calegorl Siding K. Product Product Thickness (inches) Width Cinches) Fastener Type Fastener Sparing Frame Type Stud Spacing (inches) Building Height°�1 (feet) B C D B C D Allowable Design mad (SF) Exp B Exp C Exp D Ka K. GC, GC HardlePlank 5/16 9.5 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF" 16 0.15 181 165 150 140 127 116 -47.5 0.7 0.85 1.03 hs;80 1 1 0.85 -1.4 0.18 20 181 160 146 140 124 113 -47.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 181 157 143 140 121 111 -47.5 0.7 0.94 1.12 1 0.85 -1.4 0.16 30 181 163 141 140 119 109 -47.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 178 151 139 138 117 108 -47.6 0.73 1.01 1.19 1 o.e5 -1,a 0.18 40 174 149 137 135 115 106 -47.5 0.713 1.04 1.22 1 0.85 -1,4 0.18 45 171 147 136 133 114 105 -47.5 0.765 1.065 1245 1 0.85 -IA 0.18 50 169 145 135 131 113 104 -47.6 0.61 1.09 1,27 1 0.65 -1.4 0,16 55 167 144 134 129 112 103 -47.5 0.83 1.11 129 1 0.85 -1.4 0.18 60 165 143 133 127 111 103 47.5 0,e5 1.13 1.91 1 0.85 -1.4 0.18 100 136 121 113 106 94 88 47.5 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 12 No. 11 ga. X 1-314" long Roofing nail Blind nail 2X4 Wood SPF° 16 0.15 159 144 131 123 112 101 -30.4 0.7 0.85 1.03 tu60 1 0.85 -1.4 0.18 20 159 140 128 123 108 99 -36.4 0.7 0.9 1.08 1 0.85 -1.a 0.18 25 159 137 126 123 106 97 -36A 0.7 0.94 1.12 1 0.85 -1,4 0.18 30 159 134 123 123 104 96 -36A 0.7 0.98 1.16 1 0.85 -1.4 o.1e 35 155 132 122 120 102 94 -36.4 0.73 1.01 1.19 1 0.95 -1A 0.18 40 152 130 120 118 101 93 -WA 0.76 1.04 122 1 0.85 -1.4 0.19 45 150 129 119 116 100 92 -WA 0.785 1.G65 1.245 1 0.85 AA 0.18 50 148 127 118 114 99 91 _MA 0.81 1.09 1.27 1 US -1.4 0.18 55 146 126 117 113 98 91 -WA � 0.83 lAl 1.28 1 0.85 -1.4 0.18 60 144 125 116 112 97 90 38.4 0.85 1.13 1.31 1 0.85 -lA 0.18 100 119 92 -36.4 0.99 1.26 1.43 h>60 I 1 0.85 -1.8 0.18 HardlePlank 5/16 5.25 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF ° 24 0-15 213 193 175 165 149 136 -65.3 0.7 0.85 1.03 hs80 1 0.85 AA 0.18 20 213 18B 171 165 145 133 -65.3 0.7 0.9 1.08 1 0.85 -1.4 10.181 25 213 184 168 165 142 130 -65.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 213 180 165 165 139 128 -65.3 0.7 0.98 1.16 1 0.e5 -1.4 0.18 35 208 177 163 161 137 126 -55.3 0.73 1.01 1.19 1 0.85 -IA 0.18 40 204 174 161 158 135 125 -55.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 201 172 159 156 134 124 -65.3 0.785 1.085 1.245 1 0.85 -1.4 0.18 50 198 170 158 153 132 122 -65.3 0.81 1.09 1.27 1 0.85 -IA 0.18 55 195 169 167 151 131 121 -65.3 0.83 1.11 129 1 0.85 AA 0.18 60 193 167 155 149 130 120 -65.3 0.85 1.13 1.31 1 0.85 -1.4 0.1e 100 160 142 133 124 110 103 -65.3 0.99 128 1.43 h>60 1 0.85 -1.8 0.18 HardlePlank 5116 6.25 No. 11 ga. X 1-3m, long Roofing nail Blind nail 2X4 Wood SPF" 24 0-15 190 173 157 147 134 121 -52.2 0.7 0.85 1.03 h560 1 0.85 -1.4 F. 88 20 190 168 153 147 130 119 -52.2 0.7 0.9 1.08 1 0.85 -1A 0.18 25 190 164 160 147 127 116 -52.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 190 161 148 147 124 114 -52.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 186 158 146 144 123 113 -52.2 0.73 1.01 1.19 1 0.85 -IA 0.18 40 182 156 144 147 121 112 -52.2 0.76 1.04 122 1 0.85 -1.4 0.18 45 180 1 154 143 139 119 110 -52.2 0.7e5 1.065 1.245 1 0.85 -1.4 0.18 50 177 152 141 137 118 109 -52.2 0.61 1.0s 127 1 0.85 -1.4 0.1e 55 175 151 140 135 117 108 -52.2 0.83 1.11 1,28 1 0.85 -IA 0.18 60 173 150 139 134 116 108 .52.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 143 127 119 111 98 92 -52.2 0.99 126 1.43 h>60 1 0.e5 -1.8 a.te HardlePlank 5/16 7.25 No. 11 ga. X 1.3/4" long Roofing nail Blind nail 2X4 Wood SPF ° 24 0.15 174 158 143 134 122 111 -43.5 0.7 0.85 1.03 hs50 1 0.85 -1.4 0.18 20 174 153 140 134 119 108 -43.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 174 150 137 134 116 106 -43.6 0.7 0.94 1, 22 1 0.85 -1.4 0.18 30 174 147 135 134 114 104 -43.5 0.7 0,98 1.16 1 0.85 -1.4 10.18 35 170 144 133 132 112 103 -43.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 167 142 131 129 110 102 -43.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 164 141 130 127 109 101 -43.5 0.795 1.065 1.245 1 0.85 -1.4N0.18 50 161 139 129 125 108 100 -43.5 0.81 1.09 127 1 0.85 -1.455 159 1311 128 123 107 99 -43.5 0.83 1.11 1.29 1 085 -1.460 158 137 127 122 106 98 -43.5 0.85 1.13 1.31 1 0.85 -1A 100 130 1 116 -1 101 1 90 -43.5 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 1 19 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4695 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com �.1.OG,q��� 0 0 d 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC a :. STATE ()F 3� w � ' d OR 5 •,���I, •'. I o���� •r/„ t f Coefficients used in Table 6 calculations for vut Allowable, Ultimate Design Wind, Speed, , V0!6 , 3 second gust mph) Allowable, Nominal Design Wind, Speed, V acid6,fi . (3 second gust mph) Applicable to methods specified in [2015 IBC, 2017 FBC) Section 1609.1.1. as determined by Figures 1609.3(1), 1609.3(2), or 16D9.3(3) Applicable to methods specified in Exceptions 1 through 3 or [20151BC, 2017 FBC) Section 1609.1.1. Wind exposure category Wind exposure category Siding V. Product Product Thickness (Inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height�7 (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Igi V. G GC HardiePlank 5116 7.6 No, 11 ga. X 1-314" long Roofing nail Blind nail 2X4 Wood SPF s 24 0-15 170 154 140 132 120 109 -41.8 0.7 0.85 1.03 Mao 1 0.85 -1A 0.18 20 170 150 137 132 116 106 -41.8 0.7 0.9 1.08 1 0.85 AA 0.18 25 170 147 135 1 132 114 104 -41.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 170 144 132 132 Ill 102 -41.8 0.7 0.98 1.16 1 0.85 -1A 0A8 35 167 142 130 129 110 101 -41.6 0.73 1.01 IA9 1 0.85 AA 0.18 40 163 140 129 126 108 100 -41.8 0.76 1.04 122 1 0.85 -IA 0.18 45 161 138 128 124 107 99 -41.8 0.785 1.065 1.245 1 0.85 AA 0.18 50 158 136 126 123 106 98 -41.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 156 135 125 121 105 97 -41.8 0.83 1.11 1.29 1 0.85 AA 0.18 60 154 134 124 120 104 96 41.8 0.85 1.13 1.31 1 0.85 AA 0.18 100 128 113 99 88 r41.8 0.99 1.26 1.43 h>60 1.0.85. -1.8 0.18 HardiePlank 5/16 a No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF6 24 0.15 164 149 135 127 115 105 -38.7 0.7 0.85 1.03 hs60 1 0.85 -IA 0.18 20 164 144 132 127 112 102 -38.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 164 141 129 127 109 100 -38.7 0.7 0.94 1.12 1 0.85 -IA 0.18 30 164 138 127 127 107 99 -38.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 160 136 126 124 106 97 -38.7 0.73 1.01 1.19 1 0.85 -1A 0.18 40 167 134 124 122 104 96 -38.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 155 133 123 120 103 95 -38.7 0.786 1.0&4 1245 1 0.85 :IA 0.1e 50 152 131 122 118 102 94 38.7 0.81 1.09 127 1 0.85 -1.4 0.18 55 15D 130 121 116 101 93 -3E.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 149 129 120 115 100 93 38.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 1 123 95 38.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 8.25 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF a 24 0-15 161 146 132 124 113 1 103 37.3 0.7 0.85 1.03 tu60 1 0.85 -1.4 0. 88 20 161 142 129 124 110 1 100 -37.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 161 139 127 124 107 1 96 1 -37.3 0.7 0.94 1.12 1 0.85 -1.4 0.16 30 161 136 125 124 105 1 97 1 -37.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 157 134 123 122 104 95 1 37.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 154 132 122 119 102 94 -37.3 0.76 1.04 1.22 1 0.85 AA 0.18 45 152 130 121 118 101 93 -37.3 0.785 1.055 1.245 1 0.85 AA 0.18 50 149 129 119 116 100 92 -37.3 0.81 1 1.09 1.27 1 D.65 71.4 0.18 55 148 128 118 114 99 92 -37.3 0.83 1 1.11 1.29 1 0.85 AA 0.18 60 146 126 117 113 98 91 -37.3 0.85 1 1.13 1.31 1 0.85 -1.4 0.18 100 121 94 -37.3 0.99 1.26 IA3 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 925 No.. 11 ge. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF a 24 D-15 160 136 124 116 106 95 -326 0.7 0.85 1.03 N960 u 1 0.85 -1.4 0.18 20 1 150 133 121 116 103 94 1 -32.6 0.7 0.9 1.08 1 0.851 AA 10.18 25 1 150 130 119 116 100 92 1 -326 0.7 0.94 1.12 1 0.85 -1.4 10.18 30 1 150 127 117 116 98 90 1 -32.6 0.7 0.98 1.16 1. 0.85 -1.4 0.18 35 147 125 115 114 97 89 1 -32.6 0.73 1.01 1.19 1 0.55 AA 0.18 40 144. 123 114 112 95 88 -32.6 0.76 1.04 1.22 1 0.85 -IA 0.18 45 142 122 113 1 110 94 87 32.6 0.785 1.085 1.245 1 0.85 AA 0.18 50 140 120 112 1 108 93 66 -32.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 138 119 111 1 107 92 86 -22 6 o.a3 1.11 129 1 0.85 -1.4 0.18 60 136 118 - 106 92 -326 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 113 - 87 - -32.6 0.99 1.26 1.43 "0 1 0.85 -1.8 0.18 HardiePlank 5116 9.5 No. 11 ga. X 1-314" long Roofing nail Blind nail 2X4 Wood SPF a 24 0-15 1 148 134 122 115 104 94 -31.6 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 148 130 119, 115 101 92 1 -31.6 0.7 0.9 1.08 1 0.85,-1.4 0.18 25 148 128 117 115 98 91 .31.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 148 125 115 115 97 89 31.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 145 123 113 112 95 88 31.8 0.73 1.ol 1.19 1 0.85 -1.4 0.18 40 142 121 112 110 94 87 31.8 0.76 1.04 1.22 1 0.85 7.4 0.18 45 140 120 1 111 108 93 86 31.6 0.785 1.065 1.za5 1 ass -1.4 0.18 119 107 92 -31.8 0.81 1.09 1.27 1 0.85 -1A 0.18 �Em 117 105 91 -311 0.83 1.11 129 1 0.85 -1.4 0.18 116 - 104 90 31.6 0.85 1.13 1,31 1 0.85 -1.4 0.18 - 86 -31.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 20