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360 8th St RES22-0143 FL13223_R7_AE_2001-10.3.1 HardiePanel to Furring Evaluation Report 2-21-23Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.1 Date: December 8, 2020 Page 1 of 5 HardiePanel® Siding, Cempanel® Siding, Prevail™ Panel Siding EVALUATION SCOPE: 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 EVALUATION PURPOSE: 1. Intertek Report 102024363COQ-001A, Transverse load test on HardiePanel. Report Number Test Agency Thickness (in.)Width (in.) Frame Spacing (in.) Fastener Spacing (in.) Ultimate Load (PSF) Allowable Design Load2 (PSF)Failure Mode 102024363COQ-001A Intertek 0.3125 48 16 6 -160.7 -53.6 pull through /fracture 102024363COQ-001A Intertek 0.3125 48 16 8 -131.4 -43.8 pull through 102024363COQ-001A Intertek 0.3125 48 16 12 -106.1 -35.4 pull through 102024363COQ-001A Intertek 0.3125 48 16 6 -147.6 -49.2 pull through /fracture 102024363COQ-001A Intertek 0.3125 48 24 8 -82.7 -27.6 pull through /fracture 8 12 10 16 16 16 0.89 1.33 1.11 43.8 35.4 38.8 38.9 47.2 43.1 The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C. Fastener Type and Spacing / Stud Spacing Shank Dia., D (in.) Fastener Penetration into Wood Furring2, P (in.) Load Durtaion Factor Cd Wood Framing Specific Gravity, G4 NDS Adjusted Withdrawal Capacity1 W' (lb.) Fastener Tributary Area (ft2) Single Fastener Load, as tested3 (lb.) No.8 Screws @ 6" / 16" oc 0.164 0.750 1.6 0.42 98.9 0.67 35.7 No.8 Screws @ 8" / 16" oc 0.164 0.750 1.6 0.42 98.9 0.89 38.9 No.8 Screws @ 12" / 16" oc 0.164 0.750 1.6 0.42 98.9 1.33 47.2 No.8 Screws @ 8" / 24" oc 0.164 0.750 1.6 0.42 98.9 1.33 36.8 Ring Shank Nails @ 6" / 16" oc 0.090 0.750 1.6 0.42 34.3 0.67 32.8 (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. 12.2-2 (wood screws): W' = 2850 x G2 x D x P x Cd where Cd = 1.6 for wind and earthquake (2) Fastener penetration is into the full depth of the furring strips (3) Fastener load as tested is determined by multiplying the the design pressure by the fastener tributary area. (4) If fastener load as tested exceeds W', the allowable design load is adjusted as follows: Adjusted Design Load = W'/Fastener Tributary Area 2X4 wood stud, 3/4” thick by 3.5” wide SPF furring Table 1C - Fastener Load Analysis Individual fastener load (lb.) Frame spacing (in.) #8 Screw Spacing Fastener Spacing (in.) 2X4 wood stud, 3/4” thick by 3.5” wide SPF furring 3. HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade II, Type A Non-asbestos Fiber-Cement Flat Sheets. Table 1B - Analysis of Allowable Load for #8 Screw at 10" O.C. Fastener Tributary area (ft2) Allowable load (psf) EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: REFERENCE REPORTS: Frame Type 1 Fastener Type and Dimensions 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 furrings on either wood or metal framing with nails or screws. The allowable load for #8 screw at the spacing of 10" O.C. into furring can be calculated by interpolating the results of same fastener at 8" and 12" O.C., since both tests had same failure mode of fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" O.C. to wood furring is 38.8 psf. Table 1A - Results of Transverse Load Testing No 1. All fasteners were installed on furring without penetration into the framing members. 2. Allowable load is determined from ultimate load divided by a factor of safety of 3. No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 0.090” shank X 0.215” HD x 1.5” long ring shank nail 2X4 wood stud, 3/4” thick by 3.5” wide SPF furring 2X4 wood stud, 3/4” thick by 3.5” wide SPF furring 2X4 wood stud, 3/4” thick by 3.5” wide SPF furring 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 1C below: Tested Design Pressure (from Table 1A above) (psf) -53.6 -49.2 -43.8 -35.4 -27.6 Fastener Load @ Design Pressure Exceeds W' (Yes/No) No No No No Adjusted Design Pressure4 (psf) No Adjustment No Adjustment No Adjustment No Adjustment No Adjustment By Toni Gindlesperger at 1:44 pm, Feb 21, 2023 By Mike Jones at 3:33 pm, Mar 04, 2023 Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.1 Date: December 8, 2020 Page 2 of 5 Justification of Using the Results on Light Gauge Steel Framing 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*Vult2*(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 Vult, 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) 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, 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. In the subject configurations, all fasteners were attached to furring only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It will be the project engineer's responsibility to ensure the furring attachment to the framing members have sufficient load capacities. , 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, Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.1 Date: December 8, 2020 Page 3 of 5 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 1.245 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 Wind Speed (3-second gust)100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft)B 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 -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)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 -39.5 -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)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 -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 Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, 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 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, 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. Height (ft) Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.1 Date: December 8, 2020 Page 4 of 5 Siding Product Minimum Thickness (in.) Width (in.) Fastener Type Fastener Spacing (in.) Frame Type Stud Spacing (in.) Building Height3 (ft.) B C D B C D Design Load (psf)Exp B Exp C Exp D Kzt Kd GCp GCpi 0-15 193 175 159 149 135 123 -53.6 0.70 0.85 1.03 h≤60 1 0.85 -1 0.2 20 193 170 155 149 132 120 -53.6 0.70 0.90 1.08 1 0.85 -1 0.2 25 193 166 152 149 129 118 -53.6 0.70 0.94 1.12 1 0.85 -1 0.2 30 193 163 150 149 126 116 -53.6 0.70 0.98 1.16 1 0.85 -1 0.2 35 189 160 148 146 124 114 -53.6 0.73 1.01 1.19 1 0.85 -1 0.2 40 185 158 146 143 122 113 -53.6 0.76 1.04 1.22 1 0.85 -1 0.2 45 172 150 140 133 116 108 -53.6 0.88 1.15 1.33 1 0.85 -1 0.2 50 179 154 143 139 120 111 -53.6 0.81 1.09 1.27 1 0.85 -1 0.2 55 177 153 142 137 119 110 -53.6 0.83 1.11 1.29 1 0.85 -1 0.2 60 175 152 141 135 117 109 -53.6 0.85 1.13 1.31 1 0.85 -1 0.2 100 145 128 120 112 99 93 -53.6 0.99 1.26 1.43 h>60 1 0.85 -2 0.2 0-15 174 158 144 135 122 111 -43.8 0.70 0.85 1.03 h≤60 1 0.85 -1 0.2 20 174 154 140 135 119 109 -43.8 0.70 0.90 1.08 1 0.85 -1 0.2 25 174 150 138 135 116 107 -43.8 0.70 0.94 1.12 1 0.85 -1 0.2 30 174 147 135 135 114 105 -43.8 0.70 0.98 1.16 1 0.85 -1 0.2 35 171 145 134 132 112 103 -43.8 0.73 1.01 1.19 1 0.85 -1 0.2 40 167 143 132 129 111 102 -43.8 0.76 1.04 1.22 1 0.85 -1 0.2 45 164 141 131 127 109 101 -43.8 0.79 1.07 1.25 1 0.85 -1 0.2 50 162 140 129 125 108 100 -43.8 0.81 1.09 1.27 1 0.85 -1 0.2 55 160 138 128 124 107 99 -43.8 0.83 1.11 1.29 1 0.85 -1 0.2 60 158 137 127 122 106 99 -43.8 0.85 1.13 1.31 1 0.85 -1 0.2 100 131 116 -101 90 --43.8 0.99 1.26 1.43 h>60 1 0.85 -2 0.2 0-15 164 149 135 127 115 105 -38.8 0.70 0.85 1.03 h≤60 1 0.85 -1 0.2 20 164 145 132 127 112 102 -38.8 0.70 0.90 1.08 1 0.85 -1 0.2 25 164 141 130 127 110 100 -38.8 0.70 0.94 1.12 1 0.85 -1 0.2 30 164 139 127 127 107 99 -38.8 0.70 0.98 1.16 1 0.85 -1 0.2 35 161 136 126 124 106 97 -38.8 0.73 1.01 1.19 1 0.85 -1 0.2 40 157 134 124 122 104 96 -38.8 0.76 1.04 1.22 1 0.85 -1 0.2 45 155 133 123 120 103 95 -38.8 0.79 1.07 1.25 1 0.85 -1 0.2 50 152 131 122 118 102 94 -38.8 0.81 1.09 1.27 1 0.85 -1 0.2 55 151 130 121 117 101 94 -38.8 0.83 1.11 1.29 1 0.85 -1 0.2 60 149 129 120 115 100 93 -38.8 0.85 1.13 1.31 1 0.85 -1 0.2 100 123 --95 ---38.8 0.99 1.26 1.43 h>60 1 0.85 -2 0.2 0-15 157 142 129 121 110 100 -35.4 0.70 0.85 1.03 h≤60 1 0.85 -1 0.2 20 157 138 126 121 107 98 -35.4 0.70 0.90 1.08 1 0.85 -1 0.2 25 157 135 124 121 105 96 -35.4 0.70 0.94 1.12 1 0.85 -1 0.2 30 157 132 122 121 103 94 -35.4 0.70 0.98 1.16 1 0.85 -1 0.2 35 153 130 120 119 101 93 -35.4 0.73 1.01 1.19 1 0.85 -1 0.2 40 150 128 119 116 100 92 -35.4 0.76 1.04 1.22 1 0.85 -1 0.2 45 148 127 117 115 98 91 -35.4 0.79 1.07 1.25 1 0.85 -1 0.2 50 146 125 116 113 97 90 -35.4 0.81 1.09 1.27 1 0.85 -1 0.2 55 144 124 115 111 96 89 -35.4 0.83 1.11 1.29 1 0.85 -1 0.2 60 142 123 114 110 95 89 -35.4 0.85 1.13 1.31 1 0.85 -1 0.2 100 118 --91 ---35.4 0.99 1.26 1.43 h>60 1 0.85 -2 0.2 HardiePanel®5/16 48 No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 16 No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 8" O.C. into furring only 12" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 16 HardiePanel®5/16 48 No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 6" O.C. into furring only No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 10" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 16HardiePanel®5/16 48 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 16 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 TABLE 6 - MAXIMUM WIND SPEEDS (MPH) FOR HARDIEPANEL SIDING 1 Coefficients used for calculations6 Applicable to methods specified in Section 1609.1.1. of 2017/2020 FBC or 2015/2018 IBC Applicable to methods specified in Exceptions 1 through 3 of Section 1609.1.1 of 2017/2020 FBC, 2015/2018 IBC Wind exposure category Wind exposure category Kz 2015 IBC, 2017/2020 FBC (Ultimate Design Wind, Speed, Vult5,6), 2018 IBC (Basic Design Wind Speed, V6,8) 2017 FBC/ 2020 FBC AND 2015/ 2018 IBC (Nominal Design Wind, Speed, Vasd4,7,9) HardiePanel®5/16 48 Client: James Hardie Building Products, Inc. CAE Report No.: 2001-10.3.1 Date: December 8, 2020 Page 5 of 5 Siding Product Minimum Thickness (in.) Width (in.) Fastener Type Fastener Spacing (in.) Frame Type Stud Spacing (in.) Building Height3 (ft.) B C D B C D Design Load (psf)Exp B Exp C Exp D Kzt Kd GCp GCpi HardiePanel®5/16 48 No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 6" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 16 TABLE 6 - MAXIMUM WIND SPEEDS (MPH) FOR HARDIEPANEL SIDING 1 Coefficients used for calculations6 Applicable to methods specified in Section 1609.1.1. of 2017/2020 FBC or 2015/2018 IBC Applicable to methods specified in Exceptions 1 through 3 of Section 1609.1.1 of 2017/2020 FBC, 2015/2018 IBC Wind exposure category Wind exposure category Kz 2015 IBC, 2017/2020 FBC (Ultimate Design Wind, Speed, Vult5,6), 2018 IBC (Basic Design Wind Speed, V6,8) 2017 FBC/ 2020 FBC AND 2015/ 2018 IBC (Nominal Design Wind, Speed, Vasd4,7,9) 0-15 138 125 114 107 97 88 -27.6 0.70 0.85 1.03 h≤60 1 0.85 -1 0.2 20 138 122 111 107 94 86 -27.6 0.70 0.90 1.08 1 0.85 -1 0.2 25 138 119 -107 92 --27.6 0.70 0.94 1.12 1 0.85 -1 0.2 30 138 117 -107 91 --27.6 0.70 0.98 1.16 1 0.85 -1 0.2 35 135 115 -105 89 --27.6 0.73 1.01 1.19 1 0.85 -1 0.2 40 133 113 -103 88 --27.6 0.76 1.04 1.22 1 0.85 -1 0.2 45 131 112 -101 87 --27.6 0.79 1.07 1.25 1 0.85 -1 0.2 50 129 111 -100 86 --27.6 0.81 1.09 1.27 1 0.85 -1 0.2 55 127 --98 ---27.6 0.83 1.11 1.29 1 0.85 -1 0.2 60 125 --97 ---27.6 0.85 1.13 1.31 1 0.85 -1 0.2 100 -------27.6 0.99 1.26 1.43 h>60 1 0.85 -2 0.2 0-15 185 168 152 143 130 118 -49.2 0.70 0.85 1.03 h≤60 1 0.85 -1 0.2 20 185 163 149 143 126 115 -49.2 0.70 0.90 1.08 1 0.85 -1 0.2 25 185 159 146 143 123 113 -49.2 0.70 0.94 1.12 1 0.85 -1 0.2 30 185 156 143 143 121 111 -49.2 0.70 0.98 1.16 1 0.85 -1 0.2 35 181 154 142 140 119 110 -49.2 0.73 1.01 1.19 1 0.85 -1 0.2 40 177 151 140 137 117 108 -49.2 0.76 1.04 1.22 1 0.85 -1 0.2 45 174 150 138 135 116 107 -49.2 0.79 1.07 1.25 1 0.85 -1 0.2 50 172 148 137 133 115 106 -49.2 0.81 1.09 1.27 1 0.85 -1 0.2 55 170 147 136 131 114 105 -49.2 0.83 1.11 1.29 1 0.85 -1 0.2 60 168 145 135 130 113 105 -49.2 0.85 1.13 1.31 1 0.85 -1 0.2 100 139 123 115 107 95 89 -49.2 0.99 1.26 1.43 h>60 1 0.85 -2 0.2 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. Wood furring shall be preservative treated per AWPA. 11. Wood furring shall be specific gravity of 0.42 or greater per AFPA/NDS; or wood structural panel, conforming to DOC PS-1 or DOC PS-2 or APA PRP-108. 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. 1. Installation must be in accordance with siding manufacturer's instructions. Furring attachment to structural framing members or alternative furring width shall be designed by an engineer to resist the wind loads noted in the table. 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 16HardiePanel®5/16 48 0.090” shank X 0.215” HD x 1.5” long ring shank nail 6" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4” thick by 3.5” wide wood furring 2,10,11 24HardiePanel®5/16 48 No. 8 X 1.25” long X 0.323” HD ribbed bugle head screws 8" O.C. into furring only 1) In High Velocity Hurricane Zones (HVHZ) install per Miami-Dade County Florida, NOA 17-0406.06 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. The penetration of the fasteners shall be the full furring strip depth of minimum 0.75 inch