Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutENGEERING EVALUATION REPORT - HARDIE BOARDI91�d3F�iLE COPY PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS RECEIVED JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE NOV 0 2 2018 FONTANA, CA 92337 ST. Lucia county, Perml'ttIn.q TABLE OF CONTENTS C �� PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE �� 2 EVALUATION PURPOSE O REFERENCE {✓�j� 2 REPORTS TEST RESULTS `G 2 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D. 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 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 i THE 2015 INTERNATIONAL BUILDING CODE. PREPARED' BY: RONALD I. OGAWA & ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX °°°�g�0o/O/row✓s✓' pGAWWA cc f � w FL p�Fssl Q /// 7 JAMES HARDIE,BUILDING PRODUCTS, INC. 1-886-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempanel® Siding, Prevailm Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® RONALD I. OGAWA ASSOCIATES, INC. .16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 EVALUATION PURPOSE: This analysis is to determine the mapmum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertekl Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 511 &' Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 He wood studs spaced at 24 inches on centeriwith a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10869-97/1475 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs. spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.6 inch long ring shank nail. 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse. Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149.98/1554d (ASTM E330) Transverse Load Test,1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches onj center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 6/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24.inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group 111 SG=0.36 wood studs spaced at I 16 inches on center with a 4d, 0.091 inch shank by 0.225 Inch head diameter by 1.6 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem-Firwood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 Inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on' center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1 a, Results of Transverse Load Testing I RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener Spacing. r;.. Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency (in.) (in.) Framer a (in.) Supports Supports Fastener Type (PSF) (PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common -149 49.7 IG-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common -236 -78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6, 6 6d common -94 -31.3 IC-1271-94 Ramtech 1 0.3126 48 2X4 wood Hem -Fir 24 1 4 4 6d common -143 47.7 10866 97H475 Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. long ring shank nail 20 MinNo. 20 gauge X 3.625 in. X . Min. No 8 X 1 in. long X 0.323 in IC-1054-89 Ramtech 0.25 48 1. in metal stud 16 6 6 head diameter ribbed bugle -169.9 -56.6 head screw Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1056-89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle -91.9 -30.6 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 111149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head -170 -56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 24 4' 8 1.5 in. X 0.25 in. -101 -33.1 diameter pin fastener I U111111d L U Y1VIOCY Uya F-1 Yt --ty UI J. 2. HardtePanel Siding complies with ASTM C1186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1 b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls 2 Fastener Spacing Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load3 Load' Report Number Test Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener T e (pit) (pit) I IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6. 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 woad Hem -Fir 16 4 4 6d common 698.8 232.9 11C-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC4274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-97/1476 Ramtech 0.3125 48 2X4 wood, SG z 0.36 16 4 8 4d, 0.091 in. shank X 0.226 in. 595.4 198.5 HD X 1.5 in. long ring shank nail i MinNo20 gauge X 3625 inX . . .. Min. No 6 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.26 48 1.375 in metal stud 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in, knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.6in. long X 0.26In. head 1227.0 153.4 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 112B4-99/1580 Ramtech 0.3125 48 1.375 In metal stud 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 diameter pin fastener • • • `• •'•'� • •"-•'a"•' "••�'•. •"' •�•'YY••• •�•`1 •• �,^^ •`J• �u„cp aua 1 uc apynca nuu mG 1,11d Y11-1-11 e6ne1 pamucl ur paryenuicular [u sruas, a freR Ff 010 2. The ma)dmum height-to4ength ratio for construction In 3. In th j steel framed assemblies the allowable load i! s based on the average load at 118 inch net deflection. sofdif f le is 2:1.+�e/1,��'� `a I � �0 °a 0 3 K Wall zone 5 Height (ft) . Exp B Exp C Exp D Ke Kd GC GC 1 0-15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 0.7 0.9 1.08 1 0.85 -IA 0.18 25 0.7 0.94 1.12 1 0.85 AA 0.18 I 3D 0.7 0.98 1.16 1 0.85 -1A 0.18 35 0.73 1.01 1.19 1 0.85 AA 0.18 ' 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 0.785 1.065 1 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 -1.4 0.18 60 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 I JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@iameshardie.com RONALD I. bGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443' HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 I DESIGN;WIND LOAD PROCEDURES: 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 Alowable Stress. Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). I 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 26.5-1 B, and Figure 26.5-1 C. i For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 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, 0.00256% K�t*Kd" VZ (ref. ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z Kz , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Kd , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B. or C 1 , Equations 2, V=V,* (ref. 2015 /BC & 2017 FBC Secticn 16 02. 1 derWtions) Vw , ultimate design wind speeds (3-second gust MPH) determined from 1201518C, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q,*(GCPGCpp) (ref. ASCE 7-10 equation 30.6-1) I GCp , product of external pressure coeffictent and gust -effect factor GCP; , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) . To determine design pressure, substitute q. into Equation 3, Equation 4, p=0.00256*Kz*Ks*Kd*Vtg4(GCPGCp) I Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7) D , dead load W , wind load I To deterfnine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, pBw = 0.6*[p] Equation 7, peal = 0.6*[0.00256*K2*Kzl*Kd*Vi t2*(GCp-GCp)] I Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V, r, Equation 8, V p = (p dd/0:6*0.00256*K,*KI*Kd*(GCP GCp))as 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 6, apply, the conversion formula below, Equation 9, Vaed = V a' (0.6)0s (ref. 2015 IBC & 2017 FBC Section 1609.3.1) V�d , Nominal design wind speed (3-second gust mph) (ref. 2015 /8C & 2017 FBC Sealti on) j�®2!.99�nromeo��® Table 2, Coefficients and Constants used in Determining V and p, a,1�09 ' �. 0 GA KIA o®� r IVtJ. c. r o -o STAT F ` %ZOR ~9�6�'�111d10 d � 1 4 j RONALD I: OGAWA ASSOCIATES, INC. 16836 ALGONQUIN STREET#443' . . HUNTINGTON BEACH, CA 92649 - 714-282-2602 ' 714-847-4595, FAX PROJECT_ : RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 mfo(mjameshardie.com ' 1 Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category B, . Wind S 'eed' 3-second gust 100 105 110 115 120 130 140 150 160 180 190 200 210 Height (ft B B B B B B B 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 -46.8 -62.1 -57.8 -63.7 1 20 -14.4 -15.9 -17.5 -19A -20.8 -24.4 -28.3 -32.5 -37.0. M-445.3 -46.8 -52:1 57.8 -63.7 25 :-14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -46.8 -52.1 -57.8 -63.7 30 -14A -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -46.8 -52.1 -57.8 I 35.. -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5.. -33.9 38.6 -48.8 -54.4. -60.2 -66A 40 -153 -17.3 -19.0. -20.7 -22.6 -26.5 -30.7 -35.3 -40.1 -50.8 -56.6 -62.7 -69.1 1 45 -16.2 -17.9 -19.6 -21.4 -23.3 -27A -31.7 36.4 -41.5 -46.8: -52.5 -58.5 -64.8 -71A 5D -16.7 -18.4 -202 -22.1 -24.1 -28.2 -32.7 37.6 ' 42.8 -48.3 -54.1 -60.3 -66.8 -73.7 1 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -316 -38.5 -43.8 -49.5 -55.5 -61.8 -68.5 -75.5 60 - 9.3 1.2 -23. -25.2 -29. -39: .9 0. 1 -55.8 -53.3 -70. -77.3 100 -25.6 -28.2 -31.0 -33,8 -36.9 -43.3 -50.2 -576 -65.5 ' -74.0 82.9 -92.4 -102.4 -112.9 Table.4, 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 •100 105 110 115 120. 130 140 150 160- - 170 180 190. 200 210 I Height (ft) C C C C C C C C C' C C C C C 0-15 -17.5 -19.3 -212 -23.2 -25.2 -29.6 -34.4 -39.5 . 44.9 -50.7 _ -56.8 -63.3 -70.1 -77.3 1 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 -81.9 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 ! 30 -20.2 -22.3 -24.5 -26.7 -29.1 -342 -39,6 -45.5 -51.8 -58.4 -65.5 -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 -67.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 730.9 -36.3 -42.0 48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6 1 45 -22.0 -24.2 -26.6 -29.1 -31.6 . -37.1 43.1 49A -56.2 ' -63.5 -71.2 -79.3' -87.9 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4r-38.7 .0 -44.1 - -50.6 -57.6. -65.0 -72.9 -81.2 -89.9 -99 2 1 55 -22.9 ' -25.2 -27.7 -30.3 33.0 -44.9 -51.5 -58.6 -66.2 - -74.2 -82.7 -91.6 -10L060 -23.3 2 .7 Z8. 30.8 -33.6. 4 . 2.4 9. -6 . - -932-102.8100. -32.6 35.9 -39.4 -43.1 -46.9.0 63.8 -73.3 -83A -94.1 -105.5 -117.6 -130.3 -143.6 Table S.IAllowable Stress Design = Component and Claddina (C&C)' Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Cateaory D. ' Wind Speed 3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 . 210• i Height (ft) s D D D D D D D. -D D D D D D D 0A5' -212 -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 1 20 -22.3 -24.6, -27.0 -29.5 -32,1 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 =982 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 -92.4 -101.9 1 30 '-23.9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9 -53.8 -61.3 -69.2 47,5 -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. -70.9 -79.5 -88.6 -98.2 -108.3 40. -25.2 -27.7 -30.5 -33.3. -36.2 -42.5 -49.3 1 -56.6 -64.4 1 -72.7 -61.5 -90.9 -100.7 -111.0 1 45 -25.7 -28.3' -31.1 -34.0 -37.0 -43.4 =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 -37.7 -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 -106A -117A 60 -2 .0 29.8 -32.7 -3 .7. -3809 3.0 -60.8 -69.2 - 8.1 -87.6 -9 .6, -108.1 - 9.2 100 -37.0 -40.8 -44.7 -48.9 -53.2 -62.5 -72.5 -83.2 -94:6 -106.8 -119.8 -133A -147.9 -163.0 1 Tables 3, 4, and 5 are based.on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building.Code 101 WA FLO I : { i i I + o e 5 I I 1 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES 1-868-542Ag 73D13 BUILDING PRODUCTS, INC. 9olil/®�17 Pi /A W info@jameshardie.com ,09 q - A4� Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3) r - 2015 IBC, 2017 FBC 20151BC, 2017 FBC �' �• �' o •. a t i r '4 A•• ��t� o� SLi W b o `�o•••• FCOR��, • ,, ti a L ^'..• e � 9 e 'soar j Coefficients used in Table 6 calculations for V„x Allowable, Ultimate Design Wind, Speed, V 4.6 is (3-second gust mph) Allowable, Nominal Design Wind, Speed, 5'6 Vacd (3-second gust mph). Applicable to methods specified in [20151BC, 2017 FBC] Section 1609.1.1. as. determined by Figures 1609.3(1), (2), or (3)• Applicable to methods specified in Exceptions 1 though 3 of (20151BC, 2017 FBC] Section 1fi0q Se Wind eposure category Wind exposure category Siding K. Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building HeigMs�° .(feet) B C D B C . D Allowable Design g Load (PS17 Fxp B Exp C Fxp D KA K GC, GCd HardiePenel®' 5/16 48 6d common 6 2X4 wood. Hem -Fir 16 0-15 186 168 153 144 130 118 -49.7 0.7 0.05 1.03 h560 1 0.85 . -1.4 0.18 20 186 164 149 144 127 116 -49.7 0.7 0.9 1.08 1 0.85 .1.4 0.18 25 186 160 147 144 124 114 -49.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 186 157 144 144 121. 112 -49.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 182 154 142 141 120 110 -49.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 178 152 141 138 118 109 -49.7 0.76 1.D4 1.22 1 0.85 AA 0.18 45 175 150 139 136 117 108 -49.7 0.785 1.065 1.245 1 0.85 AA D.18 50 172 149 138 134 115 107 -49.7 0.81 1.09 1.27 1 0.8s -1.4 0.18 55 170 147 137 132 114 106 -49.7 0.83 1.11 57 1.29 7.295 -1.4 0.18 60 168 146 136 130 113 105 -49.7 0.85 1.13 1.31 1 0.95 -1.4 0.18 100 139 124 116 108 96 g0 1 49.7 0.99 126 1.43 h>60 1 0.85 -1.8 .0.18 HardiePanel® 5/16 48 6d ' common 4 2X4. wood Hem -Fir _ 16 0-15 233 212 192 181 164 149 -78.7 0.7 0.85 1.03 h560 1 0.851 AA 0.18 20 233 206 188 181 159 146. -78.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 1 233 201 185, 181 156 143 -78.7 0:7 0.94 1.12 1. 0.85 -IA 0.18 30 233 197 181 181 153 140 -78.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 229 194 179' 177 151 139 -78.7 0.73 1.01 1.19 1 0.85 -IA 0.18 40 224 192 177 174 148 137 -78.7 D.76 T54 1.22 1 0.85 -1.4 0.18 45 220 189 175 171 147 136 -78.7 0.785 1.065 1245 1 0.85 -1.4 0.1e 50 217 187 173 168 145 1 134 1 -78.7 0.81 1.09 1.27 1 0.85 -IA 0.18 55 214 185 172 166 144 .133 -78.7 0.83 1.11 1.2s 1 0.85 -1.4 1 0.18 60 212 184 171 164 142 132 -78.7 0.85 1.13 1.31 1 10.1351 A.41 D.18 100 175 155 146 136 120 113 -78.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePaneM 5/16 48 6d common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 -31.3 0.7 0.85 1.03 1u60 1 1 0.85 -1.4 0.18 20 147 130 119 114 101 92 -31.3 0.7 0.9 1.08 1 0.85 -L4 0.18 25 147 127 116 114 98 90 -31.3 0.7 0.94 1.12 1 0.a5 -1.4 0.18 30 147 124 114 114 96 89 -31.3 0.7 0.98 1.16 1 0.85 -IA 0.18 35 144 123 113 112 95 87 -31.3 0.73 1.01 1.19 1. 0.85 -IA 0.18 40 141 121 112 109 94 86 -31.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 139 119 110 108 92 86 -31.3 0.785 1.065 1245 1 0.B5 -1.4 0.18 50 137 118 106 91 -31.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 135 117 105 91 -31.3 0.03 1.11 1.29 10.85 -1.4 0.18 60 134 116 103 90 -31.3 0.85 1.13 1.31 1 0.05 -1.4 0.18 100 11.1 86 -31.3 '0.99 126 1.43 h>60 1 10.85 -1.8 0.18 HardiePanel® 5116 48 common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 -47.7 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 182 160 146 141 124 113 -47.7 0.7 0.9 1.08 1 0.85 -1.4 10.181 25 182 1 157 144 141 121 1 111 1 -47.7 0.7 0.94 1.12 1 0,85 -1.4 10.181 30 182 154 141 141 119 1 109 -47.7 0.7 0.98 1.16 1 0.85 AA 0.16 35 178 151 139 138 117 108 -47.7 0.73 1.01 1.19 1 0.85 -IA 0.18 40 174 149 138 135 116 107 -47.7 0.76 1.04 1.22 1 0.85 -1:4 0.18 45 172 147 136 133 114 106 -47.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 169 146 136 131 113 105 -47.7 0.81 1.09 .1.27 1 0.85 -IA 0.18 55 167 144 134 129 112 104 -47.7 0.83 1.11 T29 1' 0.85 AA 0.18 60 165 143 . 133 128 111 103 -47.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100. 137 121 114 106 94R.87 -47.7 0.99 1.26 1A3 h>60 1• 0.85 -1.8 0.18 5/16 48 4d, 0.091 in. shank X in. HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 'Hood SG20.36 16 0-15 144 131 119 112 lot -30.0 0.7 0.85 1.03 hs50 1 0.85 -1.4 0.16 20 144. 127 116 112 98 -30.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 144 124 114 112 96 -30.0 0.7 0.94 .1.12 1. 0.85 .-1.4 0.18 30 144 122 112 112 94 -30.0 0.7 0.98 1.16 1 0.85'-1A 0.180.225 35 141 120 Ill 109 93 -30.D 0.73 1.01 1.19 1 0.85 -1.4 0.18HardiePanel® 40 138 118 - 107 92 -30.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 136 117 105 1 91 - -30.0 0.785 1.065 1.245 1. 0.85 -1.4 0.18 50 134 116 - IN 89 -30.0 0.81 1.09 1.27 1 0.85 -lA 0.18 55 132 " 114 103 89 -30.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 131 113 101 88 -30.0 0.85 1.13 1.31 1 0.85 AA 0.18 100 -30.0 0.99 .1.26 1.43 1 h>60 1 1 0.85 -1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 - 714-847-4595 FAX PROJECTf RIO-2686-17 JAMES HARDIE.BUILDING PRODUCTS, INC. 1;.888-542-7343 info6jameshardle.com 2015 JBQ 2017 FBC 2015 IBC, 2017 FBC Allowable,. Ultimate Allowable, Nominal Design Wind, Speed, •Design Wind, Speed,' Va4,1,. Vds6. q (3-second gust mph) (3-second gust mph) 'Applicable to methods speaad in [2015 IBC, E3C] Section 2017 Fon 1609.1.1. as determined byl Figures 1609.3(1), (2), or (3). Applicable to methods, specified in Exceptions I through 3 of[2015 .. . 2017.FBC] Sectio18C n 1609.1.1. • Coe . fficients used I . n Table 6 calculations for Vit Wind a osure category Wind exposure category l Siding V� Product Product Thickness (inches) Width (Inches) Fastener Type Fastener Spacing Trame Type Slid Spacing (inches) Building Heighe., 7 (feet) - B - C - D B. C D Allowable Design Load (PSF) Exp B Exp C Exp D V,, Vd .G GCpj 0-16- 198 180 163, 153 139 126 -%e 0.7 0.55 1.03 h560 1 0.85 -1.4 0.18 HardlePanel@l 1/4 48 Min. No 8 X 1 'in. long'X 0.323 in - head. diameter ribbed bugle head srrew` .6 Min. No. 20 ga. j33 mill X 3.625 In. X 1.376 in metal. stud 16 1 20 198 175 169 153 135 123 -56.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 198 171 157 153 132 121 - -56.6 0.7 1 0.94 1.12 1 0.85 -1.4 0.18 30 198 167 164 153 130 119- -66.6 0.7 0.98 1.16 1 0.85 -1.4 0.181 35 194 165 152' 150 128 118 -56.6 0.73 1.01 1A9 10,5 -14 0.18 40 190 162 150 147 126' 116 -56.8 0.76 1.04 1.22 1� 0.85 -1A 0.18 45 187 161 --.148 145 124 115 -5666 0.785 1.065 1.245 1 0.85 AA 0.18 50 184- 169 147 143 123 114 -56.6 0.81 1.09 1 1.27 1 0.85 -1A 0.18 55 182 167 146 141 122 113 -66.6 -0.113 1.11 1.29 1 M -1A 0.18 60 18o 156, W 139 . 121 1 112 -56.6 0.85 U3 1.31 1 0.851 -1A 0.18 100 149 132 124, 115 102 96 -56.6 0.99 `1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 .146 132 120 A 13 . 102 93' -30.6 -0.7 .0.85 1.03 hS60 1: 0.85 AA 0.18 20 146 128 -- 117 113 99 91 -30.6 0.7 0.9 1.08 1 0.85 AA 0.18 HardiePanel@ 1/4 48 Min. No 8 X I In. long X 0.323 in head. diameter' ribbed. bugle head screw 6' Min. No.. 20 ga. (33 ma) X 3.625 IrL X 1.375 in metal stud 24. .25 146. 126 115 113 97 89 -30.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 146 123 113 A13 95 88, -30.6 0.7 - .0.98 1.16 1. 0.85 -1.4 0.111 35 143 121 112 110 94 86 -30.6 '073 1.01 1.19 1. 0.85 AA 0.18 40 140 119. 110. 108_ 93 85 -30.6 0.76 .-1.04 -72-2 -1 -0.85 -1.4 0.18 45 137' 1,18 - 106 91 - -30.6 0.785 1.065 1245 1 0.85-1.4 0.18 60 135 117 105 90 - 1 -30.6 0.81 1.09_ 1.27 -1 0.85 AA 0 , .18 55 134 116 104 g[) - -30.6 0.83 1.11 1.29 1 1 01 1-4 0.18 6D 132 115 102 89 -30.6. 0.85 1.13 131 1 1.1 - 1.4 0.18 100 - - -30.6 0.99 1.26 1.43 h>60 I OAS -1,8 0-18 HardiaPanelS 5/.16 48 ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 In. head diameter pin fastenir2 4 edge 8 field 'Min. No. 20 ga. (33 mill X 3.625 in. X 1.375 !,,.metal stud 16 G-16 .196 1 180 163.1, 153 .139 127 -58.7 0.7 1. 0.85 1 1.03 hs50 1 0.85 -1A 0.18 2D 198 175, 160 .163 135 '124.' -58.7 0.7 .0.9 1.08 1 0.85 -1.4 0.18 25 190 171 157 163 132 121 -56.7 0.7 0.94 1.12 -1 0.85- -1A 0.16 3D 198, 167 154. 153 130 119 -56.7 o.7 o.98 7.16 1 0.85 -14 BIB 35, 194 165 152 160 128 118 -56.7 .0.73 1.01 1.19 1 - 0.115 AA 0.18 40 190 163 150 147 1 126 116 -56.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 187 161 149 145 .124 115 -58-.7 1.065 1.245 1 .0.85 AA 0.18 50 184 159 147 143..123 .114 -56.7 _0_785 0.81 1.09 1.27 1. 0.115 .1.4 0.18 66 182 1 157 .146 1 141 122 113- -56.7 -0.83 1.11 1.29 1 0.85 AA 0.18 6 60 0 180 156 '145 139' 121, 112 -66.7 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 0 149 132 124 115 '102 96 -56.7 0.99 1.26 `IA3 h>60 1 0.85 -1.8 0.18 HardlePanelV 5/16 48 ET&F 6.100 in. knurled shank .1.5 In. long X 0.25 in. head diameter- pin fastenel.2 4*edge 8 field Min. No. 20 ga. (33 mill X 3.625 in. X 1.375 in,metal stud 24 0-15 1 153 139 126 118 107 98 -33.7 0.7 '015 �1.03 h560 . I I 1 1. 0.86 AA 0.18 20 0 153 `135 123 118 104 1 95 -33.7 0.7 0.9 1-08- 1 Ta-5- -1.4 0.18 25 25 153 132 121 118 102 94 -33.7 0.7 -0.94 1.12 7 F- 85 - AA 0.18 30 129 119 118 100 -92- -33.7 0.7 0.98 1.16 1 035 -1A 0.18 35 N2 160 127 117 - 116 99 91 -33.7 0.73 -1.01 .1.19 1 0.85 AA 0.18 40 147 125 116 114 97 90 -33.7 0.76 72-2 7.0.85 .1.4 0.18 4 5 144 124 116 112 96 89 -33.7 0.785 1.065 1.245 1- 0.85 -1A 0.18 E) 142 122 113 till 95 88 -33.7 0.81 1.09 '.1.27 1 1 0.85. -1.4. 0.18 55 140 121 113 109 94 87 -33.7 0.83 P1. �3 29 1 0.85 -1.4 0.18 60 139 120 112 107 L3 L7 -M.7. -0.85 1 1,,1.13 1 1.31 1-3 1 0.85 '-1.4 0.18 1 00 115 - - 89 .33.7 .1 0.99 1 1.26 1,1jJ4,60 :1 10.851-18 Die R_ h.a 2. Knuded shank pins shall penetrate the metal framing at least 1/4 Inch. 3. Building height = mean roof height (n feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 106 (2-1.2 roof 4. YLO --: uItImate'design wind speed 5. V. = nominal design wind speed 6. Linear Intelkation of building height Is 60 ft)and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chtipter 30 C&C Part I and Part 3: Kt=l, Kd--0.85, Gll,74-1 A (h560). GqP-' LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane,Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06. - S, �Ir% QT11 7