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HomeMy WebLinkAboutEvaluation Report; HardieSoffit SidingsClient: James Hardie Building Products, Inc. CAE Engineering Report No.: 2101 2 Date: February 3, 2021 Page 1 of 6 RECEIVED SEP 3 0 2021 St. Lucie County Permitting c*M+ Arm- &0,- -KJ EVALUATION SUBJECT HardieSoffd@ Sidings James Hardie Product Trade Names covered in this evaluation: HardieSotrd@ Sidings EVALUATION FOR COMPLIANCE WITH THE FOLLOWING: ASCE 7-10 and ASCE 7-16 2017 Florida Building Code (6th Edition) and 2020 Florida Building Code (7th Edition) 2012, 2015 and 2018 International Building Code® EVALUATION PURPOSE: This analysis was performed to determine the maximum design 3-second gust wind speed to be resisted by an assembly of the subject product fastened to wood framing with nails and metal framing with screw fasteners. REFERENCE REPORTS: 1. Ramtech Test Report No. 11436-9911608 (dated 11/15199) 2. Ramtech Test Report No. IC-1228-93, dated June 1993 3. Ramtech Test Report No. IC-1054-89, dated September 1989 4. Ramtech Test Report No. IC-1055.89, dated September 1989 5. Applied Research Laboratories Test Report 29278, dated 9/1/941 6. Intertek Test Report No. 100438172COQ-003, revised date March 21, 2012 TEST RESULTS - TABLE 1 -TRANSVERSE LOAD TEST RESULT SUMMARY ' Fastener Spacing in. Siding Frame Ultimate Allowable Thickness Siding Spacing Perimeter Field Load Design Referenced Test Report m. Width in. Frame Type in. Su its S its Fastener Type PS Load Ramtech 11436-99H608 025 16 2X4 wood with SG=0.40 24 8 8 1.5 in. long x 0.083 in. shank x _249.0 -83.0 0.187 in. HD, ringshank nails Ramtech IG7228-93 025 48 2X4 Hem Fr wood, SG=0.43 16 6 6 6d common nails -140.0 -46.7 Ramtech IC-1054-89 0.25 48 20 Gauge Steel (min. yield = 33 ksi) 16 6 6 No. 8 x 1 in. long x 0.323 in. HD -169.9 -56.6 ribbed bugle head screws Ramtech IC-1055.89 025 48 20 Gauge Steel (min. yield = 33 ksi) 24 6 6 No. 8 x 1 in. long x 0.323 in. HD -91.9 -30.6 ribbed bugle head screws Intertek Test Report No. 025' 24 2x4 SPF (SG = 0.42) 24 4 4 2-m. long x 0.092 in. x 0.235-in. _149.5 -49.8 100438172COQ-M HD siding nails Intertek Test Report No. 025 24 2x4 SPF (SG = 0.42) 24—T 4 4 6d common nails -162.1 -54.0 100438172COQ-003 1. Allowable Load is the ultimate Load divided by a Factor of safety of 3. 2. The product is currently listed by Intertek Spec ID 39752 for compliance with ASTM C1186-08(12), Standard Specification for Grade 11, Type A Mon -asbestos Fiber -Cement Hat Sheets. DESIGN WIND LOAD PROCEDURES: Fibercement siding transverse load capacity (wind load capacity) is determined by testing in accordance with published test standards and criteria. From the negative transverse load test results, the allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Table 7 summarizes the allowable capacity for each fastener type to ensure that the siding product allowable design load in Table 1 above for each siding product installation does not exceed the fastener allowable capacity. 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, 26.5.1 B. and 26.5-10) and ASCE 7-16 (Figures 26.54A to 4D, 25.5-2A to-2D), or the figures in the building code as applicable. For this analysis under the FBC, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 (2017 FBC) ASCE 7-16 (2020 FBC) Section 2.4 combining nominal loads using ASD Load Combination 7 (0.613 + 0.6W) which uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q� = 0.00256•KZ'K,% VZ (ASCE 7-10 Eq. 30.3-1) q� = 0.00256'Kr K.Wd Ka'VZ q� , velocity pressure at height z KZ , velocity pressure exposure coefficient evaluated at height z K2 , topographic factor Kd , wind directionality factor Client: James Hardie Building Products, Inc. CAE Engineering Report No.: 2101-2 Date: February 3, 2021 Page 2 of 6 (ASCE 7-16 Eq. 26.10-11 KQ , ground elevation factor. Its permited to take Ka = 1 V , basic wind speed (mph) as determined in: ASCE 7-10 Houses 26.5-1A. B. or C: or, V=V tt , ultimate design wind speeds (3-second gust) determined from 2017 FBC Figures 1609.3(1), 1609.3(2), or 1609.3(3). Equation 2, p=gh'(GCP-GCpd (ASCE 7-10Eq. 30.4-1 orASCE 7-16 Eq. 30.3-1] p , design pressure (psf) for siding (allowable design load) qh , velocity pressure evaluated at mean roof height h GCp , product of external pressure coefficient and gust -effect factor (ASCE 7-10 Fig. 30.4-1 orASCE7-16 Fig. 30.3-1) GCp; , product of internal pressure coefficient and gust -effect factor (ASCE 7-10 Fig. 30.4-1 orASCE 7-16 Fig. 30.3-1] To determine design pressure at mean roof heighh (z--h), substitute qZ into Equation 2, Equation 3, p=0.00256-K.7Cn'Kd'V2'(GCp-GCp,) (ref. 2015120181BC) or p=0.00256'Kr-Kn Kd V„h2'(GCp-GCpd (ref 2017/2020 FBC) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 4, 0.61) + 0.6W D , dead load W , wind load (ref ASCE 7-10 and ASCE7-16 section 2.4.1, load combination 7) To determine the Allowable Stress Design Pressure (Paw), apply the load factor for W (wind) from Equation 3 to p (design pressure) determined from equation 4 Equation 5, pasd = 0.6 (p] = 0.6*[0.00256`KL*Kn'Kd'V oZ'(GCp-GCp)] To determine the Basic Wind Speed (V) or Ultimate Wind Speed (Vm) forHardieSofift VentedPlus Siding in Table 4 in next page, solve Equation 5 for orV h, Equation 6, V = V sd0.6.K ' o 5 utt = (Pa/'000256'K'K z zl �GC d ( P-GC pIJJ The wind speed (refers to as Vasd) can be calculated based on the following equation in the 2017 FBC: Equation 7, Vasd = V.,, * (0, 6) 0-5 (ref, 2017 FBC Equation 16-33) Vasa = V * (0.6)a5 Vasa , Nominal design wind speed (3-second gust, mph) (ref. 20151BC, 2017 and 2020 FBC Eq. 16-331 V , Basic design wind speed (3-second gust, mph) (ref. 20181BC Eq. 16331 Table 2 -Coefficients and Constants used in Detennmin V and Height ft K. Wall Zone 5 Exp B (ASCE 7-16) Exp B Exp C Exp 0 Ka Kd GCP GC 0-15 0.57 0.70 0.85 1.03 h560 1 0.85 AA 0.18 20 0.62 0.70 0.90 1.08 1 0.85 AA 0.18 25 0.66 0.70 0.94 1.12 1 0.85 AA 0.18 30 0.70 0.70 0.98 1.16 1 0.85 -1 A 0.18 35 0.73 0.73 1.01 1.19 1 0.85 18 40 0.76 0.76 1.04 1.22 1 0.85 18 45 0.785 0.79 1.07 1.25 1 0.85 18 50 0.81 0.81 1.09 1.27 1 0.85 MAO. 18 55 0.83 0.83 1.11 1.29 1 0.85 1B 60 0.85 0.85 1.13 1.31 1 0.85 18 100 0.99 0.99 126 1.43 h>60 1 OM 16 The coefficients and constants listed in Table 2 above were consistent for ASCE 7-10 and ASCE 7-16 except for ttz at txposure 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. Table 3 - P PS for Com onent and ClTj C&C to be Resisted at Various Wind Speeds for Wind sure Category B --- Wind Speed (3-second gust), mph 100 105 115 1 120 130 1 140 1 150 160 170 1 180 1 190 1 200 1 210 Height (ft) Wind Ex ore 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 -24.4 -28.3 325 37.0 -41.7 -46.8 52.1 57.8 -63.7 25 -14A -15.9 -17.5 -19.1 -20.8 -24A -28.3 32.5 -37.0 -41.7 -46.8 52.1 -57.8 -63.7 30 -14A -15.9 -17.6 -19.1 -20.8 -24A -28.3 325 37.0 -41.7 -46.8 -52.1 -57.8 -63.7 35 -15.1 -16.6 -182 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 -43.5 48.8 -54.4 -602 -66A 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 -162 -17.9 -19.6 -21A -23.3 -27A 31.7 36.4 -41.5 -46.8 52.5 58.5 -64.8 71A 50 -16.7 -18.4 -20.2 -22.1 -24.1 -282 32.7 37.6 -42.8 1 -48.3 1 54.1 50.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24J -28.9 33.6 38.5 -43.8 49.5 55.5 -61.8 -68.5 1-102A -75.5 60 -17.5 -19.3 -212 23.2 -25.2 -29.6 -34A -39.5 �4.9 -50.7 -56.8 63.3 -70.1 77.3 100 -25.6 -28.2 31.0 33 8 -36.9 -43.3 -502 -57.6 -65.5 -74.0 82.9 92.4 -1129 Client: James Hardie Building Products, Inc. CAE Engineering Report No.: 2101-2 Date: February 3, 2021 Page 3 of 6 Table 4 - P S for Component and Cladding C&C to be Resisted at Various Wind S ds for Wind Exposure Cate o C Wind Speed (3-seoond gust), mph 100 105 110 115 120 130 1 140 150 160 1 170 180 190 200 210 Height (ft) Wind Ex osure C 0-16 -17.5 -19.3 -21.2 232 -25.2 29.6 -MA -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 A -36A -41.8 -47.5 53.7 -602 -67.0 -74.3 -81.9 25 49A -21A 23.5 -25.6 27.9 32.8 38.0 -43.6 -49.6 56.0 -62.8 -70.0 -77.6 35.5 30 -202 -22.3 -24.5 -26.7 -29.1 342 39.6 -45.5 -51.8 58.4 -65.5 -73.0 -80.9 -892 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 -25.0 28.4 30.9 36.3 -42.0 -48.3 54.9 -62.0 -69.5 77A -85.8 -94.6 45 22.0 -242 26.6 -29.1 31.6 37.1 -43.1 -49.4 -562 -63.5 712 -79.3 -87.9 -96.9 50 -22.5 -24.8 272 -29.7 32 4 38.0 �4.1 -50.6 57.6 -65.0 -72.9 -81.2 -89.9 -992 55 22 9 -252 27.7 30.3 33.0 38.7 11; 51.5 -58.6 -662 -74.2 327 -91.6 401.0 60 23.3 25.7 -282 -30.8 33.6 39.4 1 -45.7 1 52.4 1 59.7 1 -67.4 1 -75.5 -84A -932 402.8 100 32.6 1 35.9 39.4 -43.1 -46.9 55.0 1 -63.8 1 -73.3 1 -83.4 1 -94.1 -105.5 -117.6 -130.3 -143.6 Table 5 - P PS for Com neat and Ctaddin C&C to be Resisted at Various Wind S ds for Wind Exposure Category D Wind Speed (3second gust), mph 100 105 110 115 120 1 130 1 140 150 160 1 170 180 1 190 200 210 Height (ft) Wind Exposure D 0-15 212 -23.4 -25.7 -28.1 30.6 35.9 1 -41.6 -47.8 -54A -61A -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 27.0 -29.5 32.1 37.7 -43.7 -WA 57.0 -64.4 -722 -80.4 -89.1 -982 25 -23.1 -25.5 -28.0 30.6 -M 39.0 -45.3 52.0 59.1 -66.8 -74.9 -83.4 -92.4 401.9 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 46.1 55.2 -62.8 70.9 79.5 -88.6 -982 -108.3 40 -252 -27.7 30.5 -33.3 362 -42.5 -49.3 56.6 -64A -72.7 -81.5 -90.9 400.7 411.0 45 25.7 -28.3 31.1 -34.0 37.0 -43.4 50.3 57.8 -65.7 -742 -832 -92.7 -102.7 -113.3 50 .2 28.9 31.7 1 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 -29.3 322 -35.2 38 3 �5.0 522 59.9 -68.1 -76.9 862 -96.1 -106.4 -117.4 60 27.0 -29:8 327 35.7 38 9 a15.7 53.0 60.8 692 78.1 87.6 97.6 -1081 -1192 100 37.0 -M.8 -".-1 -014 532 -62.5 -72.5 -832 -94.6 ' - 006.8 419.8 433.4 -147.9 -163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and ASCE 7-16, and consistent with the 201512018 IBC, 2017 FBC and 2020 FBC DR E ���1i411i1f��� No. 81662 i , j i -` STATE OF ,'� '40z ORIV ONAL Client: James Hake Building Products, Inc. CAE EngineeringReport No.:2101-2 Date: February 3, 2021 Page 4 of 6 TABLE 6 4WOMUM WIND SPEEDS FOR HARDIESOFFIT SMING r �'�\\\IiIIiI///// D R E by \ 20151BC. * / 01TrMO FBC 017/2020 FBC, No. 8 � Oa52 s � (ultimate Design 201512018IBC '7� r r Wind, Speed. (Nominal Design Vi n, 018 IBC Wind, Speed, r ` (Basic Design V�41. r-) STATE OF ' 4V Z Wind SPeed.1F°) Applicable to Applicable to methods specified methods specified in Exceptions 1 ,yam\"`v,\ �\ in Section 1609.1.1' of �OAJA� ' \\\ 0152� FBC IBC or f20through 3 of ion BC. 2 .1 o12g17 FBC, an 1 f FBC, 01516C and applicable 201816C Coefficients used in Tattle 6 calculations for V.' Wind Exposure Wind Exposure Test Category I Category Results K. Product Product 1hkku (mehes) Width (Inches) Fastener Type? Fastener Spacing (trh-) Frame Type SLtl SPacing (mches) Building Height' (" B C D B C D Design Load (PSF) Elrp B Fmp C Exp D KA Ka GC,, Pedhneter Fietd H Sidings 025 16 1.5 in. Ji9 x O.Oa33In. 0 87kry H1 ring shank nails 8 8 2X4 wood with SG�.40 24 0.15 240 218 198 186 169 153 -83.0 0.70 0.85 1 F!560 1 0.85 -11 02 20 240 211 193 186 164 150 -83.0 0.70 0.9 1.1 1 0.85 -11 02 25 240 07 190 186 160 147 -83.0 0.70 0.94 1.1 1 025 -1 02 30 240 203 186 186 157 144 -83.0 0-70 0.98 1-21 1 0.85 -1 02 35 235 2DO 184 182 165 142 -83.0 0.73 1.01 12 1 0.85 -1 02 40 230 197 182 178 152 141 -83.0 0.76 1.04 12 1 0.85 -1 02 45 226 194 180 175 151 139 -83.0 0.79 1.07 125 1 0.85 4 02 50 223 1 192 1 178 173 149 138 -810 0.81 1.09 1.3 1 0.85 -1 02 55 220 190 177 171 147 137 -83.0 0.83 1.11 1.3 1 0.85 -1 02 60 218 lag 175 169 146 136 -83.0 0.85 1.13 1.3 1 0.85 -1 02 100 180 160 150 139 124 116 -83.0 0.99 125 1.4 h>60 1 0.85 -2 02 Ha Sidings S rgs 025 16 1.6 in. long x 0.083 in. shamx HD. r i g HD, ring shank nails 8 8 2X4 wood with SG=0.40 16 0-15 240 218 198 186 169 153 -83.0 0.70 0.85 1 h560 1 1 0.85 -1 1 0.2 0 240 211 193 186 164 150 -810 0.70 0.9 1.1 1 0.85 -1 02 25 240 207 190 186 160 147 -83.0 0.70 0.94 1.1 1 0.8514 02 30 240 03 186 186 157 144 -83.0 07o 0.9a 12 1 0.85 4 0.2 35 235 200 184 182 155 142 -83.0 0.73 1.07 12 1 0.85 -1 02 40 230 197 182 178 152 141 -83.0 0.76 1.04 12 1 0.85 -1 02 45 226 194 180 175 151 139 -83.0 0.79 1.07 125 1 0.85 -1 02 50 223 192 178 173 149 138 A3.0 0.81 1.09 1.3 1 0.85 -1 02 55 22D 190 177 171 147 137 -83.0 0.83 1.11 1-3 1 0.85 -1 02 60 218 189 1751 169 146 136 -8&0 0.85 1-13 1-3 1 0.85 -1 02 10D 180 160 1501 139 124 116 33.0 0.99 126 1.4 h>W 1 0.85 -2 02 HardieSoffit Sidings 025 48 6d common nail 6 6 2X4 Hem Fv wood, S-0_43 16 0-15 180 163 148 139 126 115 46.7 0.70 0.85 1 F660 1 0.85 -1 02 0 180 159 145 139 123 112 1 -46.7 0.70 0.9 1.1 1 0.85 -1 02 25 180 155 142 139 10 110 1 463 0.70 0.94 1 1.1 1 0.85 -1 02 30 180 152 140 139 118 1081 46.7 0.70 0.98 12 1 0.85 -1 02 35 176 150 138 136 116 107 46.7 0.73 1.01 1.21 0.85 -1 02 40 173 147 136 134 114 105 -46.7 0.76 1.04 1.21 0.85 -1 02 45 170 146 135 131 113 104 -46.7 0.79 1.07 125 1 0.85 -1 02 50 167 1" 133 129 112 103 46.7 0.81 1.09 1.3 1 0.85 -1 02 55 165 143 132 128 111 103 46.7 0.83 1.11 1.3 1 1 0.85 -1 0.2- so 163 141 1 131 126 110 102 -46.7 0.85 1-13 1.3 1 0.85 4 1 02 100 135 12D 112 105 93 87 -46.7 0.99 126 1.4 jh>60 1 GM -21 02 HadeSotfd Sidings 025 48 No. 8 x 1 in. long x 0.323 in. HD ebbed bogie head mews 6 6 20 Gauge Steil ( YW = 33 16 0-15 198 180 163 153 139 126 56.6 0.70 0.85 1 hS60 1 0.85 -1 02 20 19a 175 159 153 135 123 -56.6 0.70 0.9 1.1 1 0.85 -1 02 25 198 171 157 153 132 121 -%.6 0.70 0.94 1.1 1 0.85 -1 02 30 198 167 154 153 130 119 36.6 0.70 0.98 1.2 1 0.85 -1 0.2 35 1 165 152 150 128 118 56.6 0.73 1.01 1-21 0.85 -1 02 40 190 1 162 150 147 125 116 -%m6 0.76 1.04 1.21 O- 5 -1 02 45 187 161 148 145 124 115 -56.6 0.79 1.07 1.25 1 0.85 -1 02 50 184 159 147 143 123 114 -56.6 0.81 1.09 1.3 1 OM -1 02 55 182 157 146 141 122 113 -56.6 0.83 1.11 1.3 1 0.85 -1 02 60 180 156 1 145 1 139 121 112 -56.6 0.65 1 1.13 1.3 1 1 0.85 -1 1 0.2 1 00 149 132 1241 115 102 96 S66 0.99 1 126 1 1A jh>60 1 0.85 -2 02 H Sidings SinLrrgs 025 48 No. 8 x 1 in. long x 0.323 in. HD ribbed bugle head �,ws 6 6 20 Gauge Steel (min. ynelksi)33 24 0-15 146 132 120 1 113 102 93 30.6 0.70 0.85 1 hS60 1 0.85 4 02 0 146 128 1171 113 99 91 30.6 0.70 0.9 1.1 1 0.85 -1 02 25 146 126 1151 113 97 89 1 30.6 0.70 0.94 1.1 1 0.85 -1 02 3 146 123 113 113 95 88 30.6 0.70 0.98 1.2 1 0.85 4 02 35 1 12 112 110 87 30.6 0.73 1.01 1.2 1 0.85 -1 0.2 40 140 119 110 108 93 85 -30.6 0-76 1.04 12 1 0.85 -1 02 45 138 118 109 107 91 85 30.6 0.79 1.07 125 1 0-85 -1 02 sit 135 117 108 105 90 84 30.6 0.81 1.09 1.3 1 0.8514 02 55 134 116 107 104 90 83 30.6 0.83 1.11 1.3 1 0.85 -1 02 60 132 115 106 102 89 82 30.6 0.05 1.13 1.3 1 0.85 -1 0.2 100 109 85 30.6 0.99 126 1-4 h>60 1 0.85 -2 02 HardleSoffd S�rgs 025 24 long x 0.092 in. x 0235in. HDsiding nails 4 4 2x4 SPF (SG = 0-42) 24 0-15 186 169 153 144 131 119 -49.8 0.70 0.85 1 h�0 1 025 -1 02 0 186 164 150 144 127 116 -49.8 0.70 0.9 1.1 1 0.85 -1 02 25 186 160[147 144 124 114 49.8 0.70 0.941.1 1 0.85 -1 0230 186 157 144 122 112 49.8 0.70 0.98 12 1 0.85 -1 0224n. 35 1B2 155 141 10 110 -49.8 0.73 1.01 1.2 1 0.85 -1 0.2 40 178 152 138 718 109 �9.8 0.76 1.04 12 1 0.85 -1 02 45 175 151 136 117 108 -49.8 0.79 1.07 125 1 0.85 4 02 50 173 149 134 115 107 -49.8 0.81 1.09 1.3 1 0.85 -1 0255 171 148 132 114 106 49.8 0.83 1.11 1.3 1 0.85 -1 0260 169 146 131 113 105 -49.8 0.85 1.13 1.3 1 OJ35 -1 0210D 140 124 108 96 90 .40 A 0.99 126 1 1.4 h>60 1 0.85 -2 02 Client: James Hanle Building Products, Inc. CAE EngmeeringReport No.:2101-2 Date: February 3, 2021 Page 5 of 6 TABLE 6 411AMUM WIND SPEEDS FOR HARDIESOFFR SNING r 2015 IBC, 20172020 FBC 2017/2020 FBC, r r No. 81W2 (Ultimate Design Wind. Speed, V,An, 2018 IBC (BaskDesign 201SIMS IBC (Nominal Design Wind, Speed, Vy 71) o� �+ • J,�,I ,✓ �`'`-�• �'$_p_ . ��j^� \\\ - ir�l�!!lllil�l� Wind Speed, V") Applicable to Applicable to methods specified methodsssppecified in Section in Exceptions 1 throu 1609.1.1 20172020 FBC or of 2015=18 IBC, as FBCC,,4o1SBC�and applicable 2018 IBC Coefiidents used In Table 6 cal alations for V�e Wind Exposure Wind Exposure Test Category Category Results Kx Product Product Thickness Ylaflh pnches) Fastener Type? Fastener Sparing (to) Fraroe Type Stud Spacing Building Height' B C D B C D Design Load Exp B Exp C ExP D Ka Ka G GCpI Qrxhes) (mches) (" 9159 Perimeter Fcekf 0-15 193 176 159 150 136 124 -54.0 0.70 0.85 1 -1 02 20 193 171 156 150 132 121 -54.0 0.70 0.9 1.185 -1 0225 193 167 153 150 129 118 54.0 0.70 094 1-185 -1 0230 193 163 159 150 127 116 54.0 0.70 0.98 1285 -1 02 35 189 161 148 147 125 115 54.0 0.73 1.01 1285 -1 02 S1 diir�ffit 025 24 6d common 4 4 2x4 SPF (SG= 0.42) 24 40 186 159 147 144 123 113 54.0 0.76 1.04 1285 V16085 -1 02ils 45 183 157 145 141 121 112 54.0 0.79 1.07 12585 -1 0250 180 155 144 139 120 111 54.0 0.81 1.09 1.385 -1 0255 178 154 142 138 119 110 54.0 0.83 1.11 1.365 -1 0260 176 152 141 136 118 110 54.0 0.85 1.13 1-385 -1 02121 113 100 94 54.0 0.99 1.26.85 -2 02 Table 6 Footnotes 1. installation meat be in accordance with siding mmufachaefs 4mi udars. 2. Screws must penetrate steel framing at minimum 3 fug threads. 3. Building height = mean roof height (n feet) of a building, except 0iat eave height shall be used for roof angle a less than or equal to 100 (2-12 roof slope). Linear interpolation of building height (5 60 0) and wed speed is permitted. 4. Vm = nomhrat design wind speed 5. V,u= ultimate design wind speed 6. Wind speed design oceffidenl assumptions per Section 30.4 of ASCE 7-10 and ASCE 7-16: Ka=1, Ka=0.85, GQv IA (Nc60), GCp-1.8 (tvW), GCq=0.18. 7.2015 IBC, 2017 and 2020 FBC Section 1609.3.1 Eq. 1S33, Van = V„ o.6f s & V = basic design wind speed 9. 2018 IBC Section 1609.3.1 Eq. 1633, V-=V(0.6f s LIMITATIONS OF USE (1) Fastener pullout must be evaluated when installed into species of wood other than as noted in the table above. (2) in High Velocity Hurricane Zones (HVHZ) installation must be in accordance with Miami -Dade County Florida, NOA 20.0730-06 Client: James Hardie Building Products, Inc. CAE Engineering Report No.: 2101-2 Date: February 3, 2021 Page 6 of 6 TABLE 7 - HARDIESOFFIT SIDING FASTENER CAPACITY Referenced Test Fastener Type & Shank Fastener Load Wood Allowable Allowable Wind Number of Single Single Fastener Report Dimensions Dia., D Penetratio Durtaion Framing Withdrawal Design Pressure Fasteners Fastener Fastener Load @ (length x shank dia. x head (in.) n into Factor Ca SG' Capacity Pressurez Area Tributary Load @ Design dia.) Wood W (lb.) (Psf) (ilk Area Design Pressure Framing, P (it) Pressure' Exceeds (in.) (lb.) W (YIN) Ramtech 11436- x 0.187 in. HD, ring shank 9911608 nails 0.083 1.25 1.6 0.40 47.8 -83.0 2.67 7 0.38 -31.6 N 93 6d common nails 0.112 1.75 1.6 0.43 52.5 -46.7 5.33 13 0A1 -19.1 N Fastener driven into 20-gage 33- Ramtech IC-1054- No. 8 x 1 in. long x 0.323 in. ksi steel with W'value from 89 HD ribbed bugle head screws 0.164 ARLTest Report 29278 61.9 -66.6 5.33 13 0A1 -232 N Fastener driven into 20-gage 33- Ramtech IC-1055- No. 8 x 1 in. long x 0.323 in. ksi steel with W value from 89 HD ribbed bugle head screws 0.164 1 ARLTest Report 29278 61.9 -30.6 8.00 15 0.53 -16.3 N Report No. 100438172COQ- 24n. long x 0.092 in. x 0.235- 003 in. HD siding nails 0.092 1.75 1.6 0.42 40.6 -49.8 4.00 17 0.24 -11.7 N Report No. 10D438172COQ- 003 16d common nails 0.113 1.75 1.6 0.42 1 49.9 -54.0 4.00 1 17 1 . 024 1 -12.7 1 N Table 113 Footnotes: 'Nails Allowable Withdrawal Capacity (W) is calculated per the following NDS-2018 equations: Eq.12.2-3: W = Ca x 1380 x G� x D x P (for smooth shank nails) Eq.1225: W = Cd x 1600 x G2 x D x P (for deformed shank nails) 2Allowable design load from Table 1 of this analysis (i.e., test values) 'Single fastener load = design pressure x effective fastener tributary area. Example, Single Fastener Load = 83 x 0.38 = 31.6 lb for ring shank nail. °SG are published values from NDS based on wood species. Ramtech Test Report 11436-9911608 indicated SG of 0.40 with no reported wood species. Conclusion: Thus, since the fastener load values as tested did not exceed W, there are no adjustments made to the allowable design pressures. ` \ 11 I fill/// �E Al ' No.81662 r STATE OF rri 7 7 _ F�OR10 '