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HomeMy WebLinkAboutPERMIT SETClient: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 1 of 7 ASCE 7-10 and ASCE 7-16 2017 Florida Building Code (6th Edition) and 2020 Florida Building Code (7th Edition) 2015 and 2018 International Building Code 6-7 AS PRODUCT EVALUATOR, THE UNDERSIGNED Perimeter Supports Field Supports IC-1270-94 Ramtech 0.3125 48 16 6 6 -149 -49.7 IC-1270-94 Ramtech 0.3125 48 16 4 4 -236 -78.7 IC-1271-94 Ramtech 0.3125 48 24 6 6 -94 -31.3 IC-1271-94 Ramtech 0.3125 48 24 4 4 -143 -47.7 10868-97/1475 Ramtech 0.3125 48 16 4 8 -90 -30.0 IC-1054-89 Ramtech 0.25 48 16 6 6 -169.9 -56.6 IC-1055-89 Ramtech 0.25 48 24 6 6 -91.9 -30.6 11149-98/1554d Ramtech 0.3125 48 16 4 8 -170 -56.7 11149-98/1554d Ramtech 0.3125 48 24 4 8 -101 -33.7 3148104COQ-002 Intertek 0.3125 48 16 6 12 -161.3 -53.8 Table 1A - Results of Transverse Load Testing Allowable Design Load1 (PSF) Ultimate Load (PSF)Fastener TypeFrame Type Width (in.) Thickness (in.)Test AgencyReport Number Frame Spacing (in.) 2X4 wood Hem-Fir No. 8, 1 in. long x 0.323 HD ribbed bugle head screw Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud 2X4 wood, SG ≥ 0.36 Fastener Spacing (in.) EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempanel® Siding, Prevail™ Panel Siding EVALUATION PURPOSE: REFERENCE REPORTS: TEST RESULTS: This analysis is to determine the maximum 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. EVALUATION SCOPE: 6d common 6d common2X4 wood Hem-Fir 2X4 wood Hem-Fir 2X4 wood Hem-Fir 6d common 7/16" OSB over 2X4 wood frame No. 8, 1-5/8 in. long x 0.375" HD ribbed wafer head screw directly to OSB 6d common No. 8, 1 in. long x 0.323 HD ribbed bugle head screw Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud ET&F 0.100 in. knurled shank x 1.5 in. long x 0.25 in. HD pin fastener ET&F 0.100 in. knurled shank x 1.5 in. long x 0.25 in. HD pin fastener 4d ring shank nail, 0.091 in. shank x 0.225 in. HD x 1.5 in. 1.Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2.Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load 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 3.Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16" 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 4.Ramtech Laboratories, Inc. Report 10868-97/1475 (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 1.5 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 on 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, 5/16" 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, 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 1.5 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 on 2X4 Hem-Fir wood 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 on 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 Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 2 of 7 Table 1A Footnotes: Fastener Type and Spacing / Stud Spacing Shank Dia., D (in.) Fastener Penetration into Framing, P (in.) Load Durtaion Factor Cd Tested Design Pressure (from Table 1A above) (psf) Fastener Tributary Area (ft2) Single Fastener Load, as tested2 (lb.) 6d common at 6" perimater, 6" vertically along studs / 16" oc 0.120 1.688 1.6 49.7 0.667 33.1 6d common at 4" perimater, 4" vertically along studs / 16" oc 0.120 1.688 1.6 78.7 0.444 35.0 6d common at 6" perimater, 6" vertically along studs / 24" oc 0.120 1.688 1.6 31.3 1.000 31.3 6d common at 4" perimater, 4" vertically along studs / 24" oc 0.120 1.688 1.6 47.7 0.667 31.8 4d ring shank nails at 4" perimeter, 8" vertical along studs / 16" oc 0.091 1.188 1.6 30.0 0.889 26.7 No. 8, 1-5/8 in. long x 0.375" HD ribbed wafer head screw 0.164 0.438 1.6 56.6 0.667 37.8 (1) The adjusted fastener load (W') is calculated using the following equations in NDS-2018: Equ. 12.2-5 (deformed shank nails): W' = 1800 x G2 x D x P x Cd Equ. 12.2-3 (smooth shank nails): W' = 1380 x G2.5 x D x P x Cd Equ. 12.2-2 (wood screws): W' = 2850 x G2 x D x P x Cd where Cd = 1.6 for wind and earthquake (2) Fastener load as tested is determined by multiplying the the design pressure by the fastener tributary area. (3) If fastener load as tested exceeds W', the allowable design load is adjusted as follows: Adjusted Design Load = W'/Fastener Tributary Area Perimeter Supports Field Supports IC-1273-94 Ramtech 0.3125 48 16 6 6 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 16 4 4 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 24 6 6 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 24 4 4 637.5 212.5 10868-97/1475 Ramtech 0.3125 48 16 4 8 595.4 198.5 IC-1057-89 Ramtech 0.25 48 16 & 24 6 6 123.8 123.8 11284-99/1580 Ramtech 0.3125 48 16 4 8 153.4 153.4 11284-99/1580 Ramtech 0.3125 48 24 4 8 132.5 132.5 6d common 3. In the steel framed assemblies the ultimate load values as noted are based on the average load at 1/8 inch net deflection limitation. 2. The maximum height-to-length ratio for construction in this Table is 2:1. Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud 6d common 6d common 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 54.2 54.2 54.2 No 0.43 0.43 0.43 0.36 No No No No Adjustment No Adjustment No Adjustment No Adjustment 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring shank nail ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud Min. No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw Report Number Test Agency 2X4 wood Hem-Fir ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 2X4 wood, SG ≥ 0.36 2X4 wood Hem-Fir 2X4 wood Hem-Fir 6d common The fastener load as tested based on the allowable design loads in Table 1A above are verified to not exceed the NDS-2018 calculated allowable fastener withdrawal load as summarized in Table 1B below: Table 1B - Fastener Load Analysis DESIGN WIND LOAD PROCEDURES: Fiber-cement siding transverse load capacity (wind load capacity) is determined from transverse load testing in accordance with ASTM E330 or E72 as noted in Section 4.0 of the ICC ES AC90, Acceptance Criteria for Fiber Cement Siding Used as Exterior Wall Siding (approved October 2018). The allowable/design capacity from the testing is based on a factor of safety of 3 applied to the ultimate test load per AC90. The wind load values are determined from the ASCE 7 equations. 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 (Figures 26.5-1A, 26.5-1B, and 26.5-1C) and ASCE 7-16 (Figures 26.5-1A to -1D, 25.5-2A to -2D), or the figures in the building code as applicable. Table 1C - Allowable Panel Racking Shear Load 1, 2 2. HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade II, Type A Non-asbestos Fiber-Cement Flat Sheets. Thickness (in.) Width (in.) 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. Ultimate Load3 (plf) Allowable Load3 (plf) NDS Adjusted Withdrawal Capacity1 W' (lb.) 54.2 40.3 Frame Type Frame Spacing (in.)Fastener Type Adjusted Design Pressure3 (psf) Wood Framing Specific Gravity, G4 Fastener Load @ Design Pressure Exceeds W' (Yes/No) No0.43 No Adjustment 2X4 wood Hem-Fir 0.50 81.8 No No Adjustment Fastener Spacing (in.) Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 3 of 7 Equation 1,qz=0.00256*Kz*Kzt*Kd*V2 {ref. ASCE 7-10 Eq. 30.3-1} qz=0.00256*Kz*Kzt*Kd*KeV2 {ref. ASCE 7-16 Eq. 26.10-1} qz , velocity pressure at height z Kz , velocity pressure exposure coefficient evaluated at height z Kzt , topographic factor Kd , wind directionality factor Ke , ground elevation factor, permitted to take Ke = 1.0 V ASCE 7-10 Figures 26.5-1A, B, or C ASCE 7-16 Figures 26.5-1A, B, or 26.5-2A, B,C or D 2018 IBC Figures 1609.3(1) - 1609.3(8)Equation 2, V=Vult Vult Equation 3,p=qh*(GCp-GCpi)h <= 60 ft {ref. ASCE 7-10 Eq. 30.4-1 or ASCE 7-16 Eq. 30.3-1} qh , velocity pressure evaluated at mean roof height h GCp , product of external pressure coefficient and gust-effect factor {ref. ASCE 7-10 Fig. 30.4-1 or ASCE 7-16 Fig. 30.3-1} GCpi , product of internal pressure coefficient and gust-effect factor {ref. ASCE 7-10 Fig. 30.4-1 or ASCE 7-16 Fig. 30.3-1} p , design pressure (PSF) for siding (allowable design load for siding) To determine design pressure, substitute qh into Equation 3, Equation 4,p=0.00256*Kz*Kzt*Kd*Ke*V2*(GCp-GCpi){ref. 2015 and 2018 IBC} or p=0.00256*Kz*Kzt*Kd*Vult 2*(GCp-GCpi){ref. 2017 and 2020 FBC} Equation 5,0.6D + 0.6W {ref. ASCE 7-10 and ASCE 7-16 section 2.4.1, load combination 7} D , dead load W , wind load (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 equation 4 Equation 6,pasd = 0.6*[p] Equation 7,pasd = 0.6*[0.00256*Kz*Kzt*Kd*Vult2*(GCp-GCpi)] 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 V ult , Equation 8, Vult = (pasd/0.6*0.00256*Kz*Kzt*Kd*(GCp-GCpi))0.5 Equation 9,Vasd = Vult * (0.6)0.5 {ref. 2015 IBC, 2017 and 2020 FBC Eq. 16-33} Vasd = V * (0.6)0.5 {ref. 2018 IBC Eq. 16-33} Vasd , Nominal design wind speed (3-second gust, mph) V , Basic design wind speed (3-second gust, mph) Wall Zone 5 Exp B (ASCE 7-16)Exp B Exp C Exp D Kzt Kd GCp GCpi 0-15 0.57 0.7 0.85 1.03 h≤60 1 0.85 -1.4 0.18 20 0.62 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 0.66 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 0.70 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 0.76 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 0.785 0.785 1.065 1.25 1 0.85 -1.4 0.18 50 0.81 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 0.83 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 0.85 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 0.99 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 , basic wind speed (3-second gust MPH) as determined from: , ultimate design wind speeds (3-second gust MPH) determined from 2017 FBC Figures 1609.3(1) - 1609.3(3); 2020 FBC Figures 1690.3(1) - 1609.3(4) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7, 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, Height (ft) Kz Table 2, Coefficients and Constants used in Determining V and p, The coefficients and constants listed in Table 2 above were consistent for ASCE 7-10 and ASCE 7-16 except for Kz at Exposure B under 30 ft, where ASCE 7-16 allows to use lower exposure coefficient that previous codes used a more conservative values (resulted in higher design pressure). For the simplicity of the tables, the tables in the following sheet was populated using the more conservative ASCE 7-10 coefficients. Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 4 of 7 Wind Speed (3-second gust)100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) 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 -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 25 -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 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 -21.4 -23.3 -27.4 -31.7 -36.4 -41.5 -46.8 -52.5 -58.5 -64.8 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.1 -28.2 -32.7 -37.6 -42.8 -48.3 -54.1 -60.3 -66.8 -73.7 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 -68.5 -75.5 60 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -57.6 -65.5 -74.0 -82.9 -92.4 -102.4 -112.9 Wind Speed (3-second gust)100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 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 -34.2 -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 -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 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 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 -39.4 -45.7 -52.4 -59.7 -67.4 -75.5 -84.1 -93.2 -102.8 100 -32.6 -35.9 -39.4 -43.1 -46.9 -55.0 -63.8 -73.3 -83.4 -94.1 -105.5 -117.6 -130.3 -143.6 Wind Speed (3-second gust)100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 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 -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 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 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 -56.6 -64.4 -72.7 -81.5 -90.9 -100.7 -111.0 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 -106.4 -117.4 60 -27.0 -29.8 -32.7 -35.7 -38.9 -45.7 -53.0 -60.8 -69.2 -78.1 -87.6 -97.6 -108.1 -119.2 100 -37.0 -40.8 -44.7 -48.9 -53.2 -62.5 -72.5 -83.2 -94.6 -106.8 -119.8 -133.4 -147.9 -163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and ASCE 7-16, and consistent with the 2015/2018 IBC, 2017 FBC and 2020 FBC Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Exposure D Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Exposure B Exposure C Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 5 of 7 Siding Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height3 (feet) B C D B C D Design Load (PSF)Exp B Exp C Exp D Kzt Kd GCp GCpi 0-15 185 168 153 144 130 118 -49.7 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 185 164 149 144 127 116 -49.7 0.7 0.9 1.08 1 0.9 -1 0.2 25 185 160 147 144 124 114 -49.7 0.7 0.94 1.12 1 0.9 -1 0.2 30 185 157 144 144 121 112 -49.7 0.7 0.98 1.16 1 0.9 -1 0.2 35 182 154 142 141 120 110 -49.7 0.73 1.01 1.19 1 0.9 -1 0.2 40 178 152 140 138 118 109 -49.7 0.76 1.04 1.22 1 0.9 -1 0.2 45 175 150 139 136 116 108 -49.7 0.79 1.07 1.25 1 0.9 -1 0.2 50 172 149 138 134 115 107 -49.7 0.81 1.09 1.27 1 0.9 -1 0.2 55 170 147 137 132 114 106 -49.7 0.83 1.11 1.29 1 0.9 -1 0.2 60 168 146 136 130 113 105 -49.7 0.85 1.13 1.31 1 0.9 -1 0.2 100 139 123 116 108 96 90 -49.7 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 233 212 192 181 164 149 -78.7 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 1 0.9 -1 0.2 25 233 201 185 181 156 143 -78.7 0.7 0.94 1.12 1 0.9 -1 0.2 30 233 197 181 181 153 140 -78.7 0.7 0.98 1.16 1 0.9 -1 0.2 35 229 194 179 177 151 139 -78.7 0.73 1.01 1.19 1 0.9 -1 0.2 40 224 191 177 174 148 137 -78.7 0.76 1.04 1.22 1 0.9 -1 0.2 45 220 189 175 171 147 136 -78.7 0.79 1.07 1.25 1 0.9 -1 0.2 50 217 187 173 168 145 134 -78.7 0.81 1.09 1.27 1 0.9 -1 0.2 55 214 185 172 166 144 133 -78.7 0.83 1.11 1.29 1 0.9 -1 0.2 60 212 184 171 164 142 132 -78.7 0.85 1.13 1.31 1 0.9 -1 0.2 100 175 155 146 136 120 113 -78.7 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 147 134 121 114 104 94 -31.3 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 147 130 119 114 101 92 -31.3 0.7 0.9 1.08 1 0.9 -1 0.2 25 147 127 116 114 98 90 -31.3 0.7 0.94 1.12 1 0.9 -1 0.2 30 147 124 114 114 96 89 -31.3 0.7 0.98 1.16 1 0.9 -1 0.2 35 144 123 113 112 95 88 -31.3 0.73 1.01 1.19 1 0.9 -1 0.2 40 141 121 112 110 94 86 -31.3 0.76 1.04 1.22 1 0.9 -1 0.2 45 139 119 110 108 93 86 -31.3 0.79 1.07 1.25 1 0.9 -1 0.2 50 137 118 -106 91 --31.3 0.81 1.09 1.27 1 0.9 -1 0.2 55 135 117 -105 91 --31.3 0.83 1.11 1.29 1 0.9 -1 0.2 60 134 116 -104 90 --31.3 0.85 1.13 1.31 1 0.9 -1 0.2 100 111 --86 ---31.3 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 182 165 150 141 128 116 -47.7 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 182 160 146 141 124 113 -47.7 0.7 0.9 1.08 1 0.9 -1 0.2 25 182 157 144 141 121 111 -47.7 0.7 0.94 1.12 1 0.9 -1 0.2 30 182 154 141 141 119 109 -47.7 0.7 0.98 1.16 1 0.9 -1 0.2 35 178 151 139 138 117 108 -47.7 0.73 1.01 1.19 1 0.9 -1 0.2 40 174 149 138 135 115 107 -47.7 0.76 1.04 1.22 1 0.9 -1 0.2 45 172 147 136 133 114 106 -47.7 0.79 1.07 1.25 1 0.9 -1 0.2 50 169 146 135 131 113 104 -47.7 0.81 1.09 1.27 1 0.9 -1 0.2 55 167 144 134 129 112 104 -47.7 0.83 1.11 1.29 1 0.9 -1 0.2 60 165 143 133 128 111 103 -47.7 0.85 1.13 1.31 1 0.9 -1 0.2 100 136 121 114 106 94 88 -47.7 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 144 131 119 112 101 92 -30.0 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 144 127 116 112 98 90 -30.0 0.7 0.9 1.08 1 0.9 -1 0.2 25 144 124 114 112 96 88 -30.0 0.7 0.94 1.12 1 0.9 -1 0.2 30 144 122 112 112 94 87 -30.0 0.7 0.98 1.16 1 0.9 -1 0.2 35 141 120 111 109 93 86 -30.0 0.73 1.01 1.19 1 0.9 -1 0.2 40 138 118 -107 92 --30.0 0.76 1.04 1.22 1 0.9 -1 0.2 45 136 117 -105 91 --30.0 0.79 1.07 1.25 1 0.9 -1 0.2 50 134 116 -104 89 --30.0 0.81 1.09 1.27 1 0.9 -1 0.2 55 132 114 -103 89 --30.0 0.83 1.11 1.29 1 0.9 -1 0.2 60 131 113 -101 88 --30.0 0.85 1.13 1.31 1 0.9 -1 0.2 100 -------30.0 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 TABLE 6 - MAXIMUM WIND SPEEDS (MPH) FOR HARDIEPANEL SIDING 1 6d common 4 2X4 wood Hem-Fir 16HardiePanel® 2X4 wood Hem-FirHardiePanel®6 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring shank nail 5/16 48 6d common HardiePanel®5/16 48 HardiePanel®5/16 48 5/16 48 6d common HardiePanel®5/16 48 6d common 4 2X4 wood Hem-Fir 2X4 wood Hem-Fir 4 edge 8 field 2X4 wood SG≥0.36 6 Kz 2017 FBC/ 2020 FBC AND 2015/ 2018 IBC (Nominal Design Wind, Speed, Vasd 4,7,9) Coefficients used for calculations6 24 16 16 24 Applicable to methods specified in Exceptions 1 through 3 of Section 1609.1.1 of 2017 FBC, 2020 FBC, 2015 IBC and 2018 IBC Applicable to methods specified in Section 1609.1.1. of 2017/2020 FBC or 2015/2018 IBC, as applicable Wind exposure category 2015 IBC, 2017/2020 FBC (Ultimate Design Wind, Speed, Vult5,6), 2018 IBC (Basic Design Wind Speed, V6,8) Wind exposure category Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 6 of 7 Siding Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height3 (feet) B C D B C D Design Load (PSF)Exp B Exp C Exp D Kzt Kd GCp GCpi TABLE 6 - MAXIMUM WIND SPEEDS (MPH) FOR HARDIEPANEL SIDING 1 2X4 wood Hem-FirHardiePanel®66d common5/16 48 Kz 2017 FBC/ 2020 FBC AND 2015/ 2018 IBC (Nominal Design Wind, Speed, Vasd 4,7,9) Coefficients used for calculations6 16 Applicable to methods specified in Exceptions 1 through 3 of Section 1609.1.1 of 2017 FBC, 2020 FBC, 2015 IBC and 2018 IBC Applicable to methods specified in Section 1609.1.1. of 2017/2020 FBC or 2015/2018 IBC, as applicable Wind exposure category 2015 IBC, 2017/2020 FBC (Ultimate Design Wind, Speed, Vult5,6), 2018 IBC (Basic Design Wind Speed, V6,8) Wind exposure category 0-15 198 180 163 153 139 126 -56.6 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 198 175 159 153 135 123 -56.6 0.7 0.9 1.08 1 0.9 -1 0.2 25 198 171 157 153 132 121 -56.6 0.7 0.94 1.12 1 0.9 -1 0.2 30 198 167 154 153 130 119 -56.6 0.7 0.98 1.16 1 0.9 -1 0.2 35 194 165 152 150 128 118 -56.6 0.73 1.01 1.19 1 0.9 -1 0.2 40 190 162 150 147 126 116 -56.6 0.76 1.04 1.22 1 0.9 -1 0.2 45 187 161 148 145 124 115 -56.6 0.79 1.07 1.25 1 0.9 -1 0.2 50 184 159 147 143 123 114 -56.6 0.81 1.09 1.27 1 0.9 -1 0.2 55 182 157 146 141 122 113 -56.6 0.83 1.11 1.29 1 0.9 -1 0.2 60 180 156 145 139 121 112 -56.6 0.85 1.13 1.31 1 0.9 -1 0.2 100 149 132 124 115 102 96 -56.6 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 146 132 120 113 102 93 -30.6 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 146 128 117 113 99 91 -30.6 0.7 0.9 1.08 1 0.9 -1 0.2 25 146 126 115 113 97 89 -30.6 0.7 0.94 1.12 1 0.9 -1 0.2 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.16 1 0.9 -1 0.2 35 143 121 112 110 94 87 -30.6 0.73 1.01 1.19 1 0.9 -1 0.2 40 140 119 110 108 93 85 -30.6 0.76 1.04 1.22 1 0.9 -1 0.2 45 138 118 -107 91 --30.6 0.79 1.07 1.25 1 0.9 -1 0.2 50 135 117 -105 90 --30.6 0.81 1.09 1.27 1 0.9 -1 0.2 55 134 116 -104 90 --30.6 0.83 1.11 1.29 1 0.9 -1 0.2 60 132 115 -102 89 --30.6 0.85 1.13 1.31 1 0.9 -1 0.2 100 -------30.6 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 198 180 163 153 139 126 -56.7 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 198 175 159 153 135 124 -56.7 0.7 0.9 1.08 1 0.9 -1 0.2 25 198 171 157 153 132 121 -56.7 0.7 0.94 1.12 1 0.9 -1 0.2 30 198 167 154 153 130 119 -56.7 0.7 0.98 1.16 1 0.9 -1 0.2 35 194 165 152 150 128 118 -56.7 0.73 1.01 1.19 1 0.9 -1 0.2 40 190 163 150 147 126 116 -56.7 0.76 1.04 1.22 1 0.9 -1 0.2 45 187 161 149 145 124 115 -56.7 0.79 1.07 1.25 1 0.9 -1 0.2 50 184 159 147 143 123 114 -56.7 0.81 1.09 1.27 1 0.9 -1 0.2 55 182 157 146 141 122 113 -56.7 0.83 1.11 1.29 1 0.9 -1 0.2 60 180 156 145 139 121 112 -56.7 0.85 1.13 1.31 1 0.9 -1 0.2 100 149 132 124 115 102 96 -56.7 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 0-15 153 139 126 118 107 98 -33.7 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 153 135 123 118 104 95 -33.7 0.7 0.9 1.08 1 0.9 -1 0.2 25 153 132 121 118 102 94 -33.7 0.7 0.94 1.12 1 0.9 -1 0.2 30 153 129 119 118 100 92 -33.7 0.7 0.98 1.16 1 0.9 -1 0.2 35 150 127 117 116 98 91 -33.7 0.73 1.01 1.19 1 0.9 -1 0.2 40 147 125 116 114 97 90 -33.7 0.76 1.04 1.22 1 0.9 -1 0.2 45 144 124 114 112 96 89 -33.7 0.79 1.07 1.25 1 0.9 -1 0.2 50 142 122 113 110 95 88 -33.7 0.81 1.09 1.27 1 0.9 -1 0.2 55 140 121 112 109 94 87 -33.7 0.83 1.11 1.29 1 0.9 -1 0.2 60 139 120 112 107 93 86 -33.7 0.85 1.13 1.31 1 0.9 -1 0.2 100 115 --89 ---33.7 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 HardiePanel®5/16 48 ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener2 4 edge 8 field Min. No. 20 ga. (33 mil, fy = 33 ksi) steel stud HardiePanel®1/4 48 Min. No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw2 6 Min. No. 20 ga. (33 mil, fy = 33 ksi) steel stud 16 16 24 Min. No. 20 ga. (33 mil, fy = 33 ksi) steel stud HardiePanel®5/16 48 ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener2 4 edge 8 field Min. No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw2 HardiePanel®1/4 48 6 Min. No. 20 ga. (33 mil, fy = 33 ksi) steel stud 24 Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.2 Date: December 8, 2020 Page 7 of 7 Siding Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Height3 (feet) B C D B C D Design Load (PSF)Exp B Exp C Exp D Kzt Kd GCp GCpi TABLE 6 - MAXIMUM WIND SPEEDS (MPH) FOR HARDIEPANEL SIDING 1 2X4 wood Hem-FirHardiePanel®66d common5/16 48 Kz 2017 FBC/ 2020 FBC AND 2015/ 2018 IBC (Nominal Design Wind, Speed, Vasd 4,7,9) Coefficients used for calculations6 16 Applicable to methods specified in Exceptions 1 through 3 of Section 1609.1.1 of 2017 FBC, 2020 FBC, 2015 IBC and 2018 IBC Applicable to methods specified in Section 1609.1.1. of 2017/2020 FBC or 2015/2018 IBC, as applicable Wind exposure category 2015 IBC, 2017/2020 FBC (Ultimate Design Wind, Speed, Vult5,6), 2018 IBC (Basic Design Wind Speed, V6,8) Wind exposure category 0-15 193 175 159 149 136 123 -53.8 0.7 0.85 1.03 h≤60 1 0.9 -1 0.2 20 193 170 155 149 132 120 -53.8 0.7 0.9 1.08 1 0.9 -1 0.2 25 193 167 153 149 129 118 -53.8 0.7 0.94 1.12 1 0.9 -1 0.2 30 193 163 150 149 126 116 -53.8 0.7 0.98 1.16 1 0.9 -1 0.2 35 189 161 148 146 124 115 -53.8 0.73 1.01 1.19 1 0.9 -1 0.2 40 185 158 146 143 123 113 -53.8 0.76 1.04 1.22 1 0.9 -1 0.2 45 182 156 145 141 121 112 -53.8 0.79 1.07 1.25 1 0.9 -1 0.2 50 179 155 143 139 120 111 -53.8 0.81 1.09 1.27 1 0.9 -1 0.2 55 177 153 142 137 119 110 -53.8 0.83 1.11 1.29 1 0.9 -1 0.2 60 175 152 141 136 118 109 -53.8 0.85 1.13 1.31 1 0.9 -1 0.2 100 145 128 121 112 100 93 -53.8 0.99 1.26 1.43 h>60 1 0.9 -2 0.2 1. Installation must be in accordance with siding manufacturer's instructions. 2. Screws must penetrate steel framing at minimum 3 full threads. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 6. Wind speed design coefficient assumptions per Section 30.4 of ASCE 7-10 and ASCE 7-16: Kzt=1, Kd=0.85, GCp=-1.4 (h≤60), GCp=-1.8 (h>60), GCpi=0.18. 8. V = basic design wind speed 9. 2018 IBC Section 1609.3.1 Eq. 16-33, Vasd = V(0.6)0.5 10. Attachment of wood structural panel (WSP) sheathing to framing is the responsibility of an engineer and must be designed to resist the required wind loads noted in this table.9. 2018 IBC Section 1609.3.1 Eq. 16-33, Vasd = V(0.6)0.7 LIMITATIONS OF USE: 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle Θ less than or equal to 10° (2-12 roof slope). Linear interpolation of building height (≤ 60 ft) and wind speed is permitted. 4. Vasd = nominal design wind speed 5. Vult = ultimate design wind speed 7. 2017 and 2020 FBC Section 1609.3.1 Eq. 16-33, Vasd = Vult(0.6)0.5 2) In High Velocity Hurricane Zones (HVHZ) install per Miami-Dade County Florida, NOA 17-0406.06 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. HardiePanel®5/16 48 No. 8, 1- 5/8 in. long x 0.375" HD ribbed wafer head screw 6" vert. 12" horiz. 7/16" WSP sheathing over 2x4 wood framing10 16