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Home My WebLink AboutEVALUATION REPORTRECEIVED SEP 3 U 2021 St. Lucie County PE Permitting x. EVALUATION SUBJECT HardiePlank® Lap Siding; HardieShingle® Notched Panel James Hardie Product Trade Names covered in this evaluation: HardiePlank® Lap Siding, Cemplank® Siding, Prevail- Lap Siding, HardieShingle& Notched Panel Siding EVALUATION SCOPE: ASCE 7-10 & 7-16 2017 Florida Building Code (6th Edition) and 2020 Florida Building Code (7th Edition) 2015 and 2018 International Building Code® Client: James Hardie Building Products, Inc. CAE Engineering Report No.: 2001-10.2.3 December 1, 2020 Page 1 of 12 EVALUATION PURPOSE: This analysis is to determine Die maximum design 3-second gust wind speed to be resisted by an assembly of HardiePlank (Cemplank, Prevail Lap) siding and HardieShingle Notched Panel Siding fastened to ASTM C90 compliant Concrete Masonry Units (CMU). REFERENCE REPORTS: 1. lntertek Report 3067913 (ASTM C1186) Material properties HardiePlank Siding and HardieShingle Siding 2. Applied Research laboratories of South Florida, Report 29278-UD1 (ASTM D1761) Pullout testing ET&F Nail (ET & F No. ASM-144-125, head dia. = 0.30 in., shank dia. = 0.14 in., length=125-in. long). 3. Imertek Report 3096WO (ASMT D1761) Pull out testing Er&F Block Nag (Er & F No. ASIA-144-125, head dia. = 0.30 in., shank dia. = 0.14 in., length=1254n. long) and Max USA Corp Block Nail (CP-C 832 W74CC, head dia. =.0.30 in., shank dia. = 0.145 in., length = 125 in.) 4. Intedek Report 3117855-007 (ASTM E488) Pug out testing Aemsmi0hml Surepin Nail (5323HP, head dia. = 0.30 in., shank dia. = 0.144 in., length, 1.25in.) and ET&F Black Nail (ET & F No. ASM•144-125, head (is. = 0.30 in, Shank dia. = 0.14 in., length=125-in. long) 5. Ramtech Laboratories, Inc. Report IC-1034-08 (ASTM E330) Transverse Load Test, 5116' Thick by 9.5 inch wide HardiePlank Lap Siding Installed on 2X4 Hem-Firwood studs space at 16 inches on center with a Number 11 gauge 1-3/4 inch long galvanrzed roofing nail 6. Ramtech Laboratories, Inc Report 2149-07-10 (C) (ASTM E330) Transverse Load Test, 5116' Thick by 825 inch wide HardiePlank Lap Siding installed on 2X4 Doug -Fr -Larch wood studs space at 16 inches on center with an Bd ring shank box nail, 0.113 inch shank by 0260 inch head diameter by 2.375 inch long 7. Ramtech Laboratories, Inc. Report 11433-9911603 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 Inch wide HardieShingle Notched Panels Installed on 2X4 Wood Studs SG = 0.40 spaced at 16 inches an center with a 1-1/2 inch long by 0.083 inch shank diameter by 0.187 inch head diameter ring shank nail TEST RESULTS: T.M.I Rav„ea of T- I-d Tallinn WeaOher Ultimate Effective Fastener Product Report Number Test Agency Thickness Width Frarne Frame Spacing F�osure Fastening Method Fastener Type Load IMPS Area Load Cie.) Cm) Type (in.) (in.) (PSF) Tributary (�) (sq.R) HardiePoank IG1034-88 Ramtech 03125 9.5 2X4 woad 16 825 blued nal through top No.11 ga. X 1J14' krg -146.6 -08.9 0.917 -44.8 Hem -Fir edge of plank Roofing nag ��n��ph Bd ring shank box nal, HardiePlank 2149-07-1g(C) Ramtedr 0.3125 825 p�wood 16 7 0.113' shank X 0.260' HD -296 -98.7 0.778 -76.7 X2375L 1.5 im long X 0.083 br. HardieShingle Notched Panels 11436-9911603 Ramtech 025 48 SG20AOOd 16 7 blind rmled at stud shank X 0.1117 in. HD, ring -192 -64.0 0.778 -49.8 shank nal 1- Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePlank Lap Siding cornpries with ASTM C1186, Standard Sped/iwtion for Grade It, Type A Nan -asbestos Fiber -Cement Rat Sheets 3. HardieShingle Siding complies with ASTM C1186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Rat Sheet. Pug out values for the block nags in Table 2A, reported by Applied Research Laboratories (29278-UDI) and Intertek (3096000 and 3117855-001). all averaged above 725 pounds force with penetration Into ASTM C90 block of between 3/4 inch and 1 inch when shot with a special tool. Using a factor of safety of 8, the allowable withdrawal load is 90 pounds (7251bs/8). Therefore, withdrawal is not a concern from concrete masomy units compliant to ASTM C90. Table 2A, Block Hall Wdhdrdwal Loads rt 29278-UD7 3096000 1 3117655-0111 Manufacturer Block Nail Average ultimate withdrawal kind ET&F Fastening Systems ET & F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 in., Length = 125 in. 15323P. 725 963 1113 Max Use Corp CPC 832 W74CC, head dia = 0.30 in, shank dia. = 0.145 in.. length =125 in. 893 Aemsmi0h Fasten head dia. = 0.30 in., shank dia- = 0.144 in., length, 125 in. 1165 HardieShingle Notched Panels in Table 1, Report 11436-9911603, achieved an ultimate test pressure of-192 psf, the failure is governed by fastener withdrawal from timber and fastener head pull -through the fiber - cement. The allowable design load is -04psf (-192psf. divided by a safety factor of 3). The tested fastener is a 1.5 in. long X 0.083 in, shank X 0.187 in, head ammeter, ring shank nal, with a tested fastener load of 49.8 pounds. Since the HardteShingle Notched Panel fastener load of 49.8 pounds perfastener is below the block nail allowable fastener load of 90 pounds per fastener, the Nock nags in Table 2a can be substituted for the 1.5 In. long X 0.083 in. shank X 0.187 in. head diamter, ring shank nail in Table 1. This can be done since the bearing area for the block nails Table 2C is greater than bearing area for the 1.5 in. long X 0.083 in. shank X 0.187 in. head diamter, ring shank nal Table 2C. Table 7 contains the maximum allowable wind speed for HardieShingle Notched Panels attached to ASTM C90 CMU walls. Client James Hardie Building Products, Inc. CAE Engineering Report No.: 2001-10:23 December 1, 2020 Page 2 of 12 For face nailed application, HardiePlank Lap Siding in Table 1, Report C 2149-07-10 (C ),achieved an ultimate test pressure of -296 list, the failure is governed by fastener head pull -through the fiber -cement. The allowable design load is-98.7psf (-296psf divided by a safety factor of 3). The tested fastener is an 8d ring shank box nag, 0.113' shank X 0.260' head diameter X 2.375' long, with a tested fastener load of 76.7 pounds. Since the HardiePlank lap siding fastener load of 76.7 pounds per fastener is below the block nail allowable fastener load of 90 pounds per fastener, the block nails in Table 2a can be substituted for the 8d ring shank box nail, 0.113' shank X 0260' head diameter X 2.375' long nail in Table 1 / Table 2B. This can be done since the bearing area for the block nails Table 2C is greater than beating area for the 8d ring shank lox nail, 0.113" shank X 0.260' head diameter X 2.375' long nail Table 2C. For Table 2B the designs loads are calculated by proportioning the tributary area to each fastener, thereby design load to each fastener will be kept constant By doing so, the allowable design load for various HardiePlank widths and stud spacings are determined. The allowable design loads in Table 2B will be used to determine the maximum allowable wind speed in Table 7 for HatdiePlank lap siding attached to ASTM C90 CMUs. Table 28, Allowable Design Loads Based on Constant Fastener Load, 8d (2-="L) ring shank box nail, DFL Studs, fasteners exposed (face nail) Block nails from Table 2A are substituted into Table 2B in order to populate Table 7. Check for results using 8.25 inch plank values from Report Number 2149-07-10 (C). Design load = ultimate failure load/FOS=-296psf/3 =-98.7 psf Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25.1.25) X 16)/144 = 0.778 sq.ft. Fastener bad = design load X tributary area =-98.7 X 0.778 = 76.74 pounds Calculated allowable design load = fastener Iced tested condition divided bv area tnbuta for the condition to be calculated iePlank Width inches � c t- D 2 m525 L-2=5556 o 0Hari 16 -17267 -76.74 625 16 -138.13 -76.74 7.25 16 0.6667 -115.11 76.74 7.5 16 0.6944 -110.51 -76.74 8 16 0.7500 -102.32 -76.74 825 .296 16 0.7778 -98.67 -76.74 925 16 0.8889 46.33 -76.74 9.5 16 0.9167 -83.72 -76.74 12 16 1.1944 -64.25 -76.74 = in � corn a r cur o m a a-i 24 0.6667 -115-11 24 0.8333 -92.09 24 1.0000 76.74 24 1.0417 -73.67 24 1.1250 5821 24 1.1667 -6538 24 1.3333 57-% 24 1.3750 55.81 24 1-7917 42M For blind nailed application,the block mall bearing area under the fastener head is less than the 11 gauge roofing nail. Therefore in order to use the block nails in Table 2A as a substitute for the 11 gauge roofing nab, the spacing must be adjusted to accomodate the block nail's smaller beating area. According to report IC-1034-88, the failure of the concealed fastener system was by fastener head pull through the fiber -cement (HardloPiank). Therefore, the bearing stress on the nail head is analyzed for determining the allowable design load using proportional analysis. Table 2C, Fastener Head Bearing Area(Head Area - Shank Area Shank Diameter Shank Area Head Diameter Head Area Bearing Area Fastener f lct- . in. inches . in. fa 1-5 in. long X 0.083 in. shank X 0.187 in. HD, 0.083 0.005 0.167 0.027 0.0221 ring shank nail ad ring shank box nail, 0.113- shank X 02W 0.113 0.010 0260 0.053 0.0431 HDX2.375'L Block nail, tread dra. = 0.30 in., shank die- = 0.144 0.016 0.300 0.071 0.05" 0.144 in., length =125 in No. 11 ga. X 1J/4' long Roofing nag 0.120 0.011 0.375 0.110 0.0991 From Table 2C the bearing area fix -the 11 gauge roofing nag is 0.0991 inches and the bearing area for the block nail is 0.0544- From Table 1, the tested fastener load for the 1.75 inch 11 gauge roofing nail is 44.8 IbsRastener. The fastener load for block nail is determined by the proportional anlysts of the two properties below. Bearing Area (sq.in) Fastener Load (lb/fastener) 11 gauge roofing nail 0.0991 44.8 Block nag 0.0544 24.6 Thus, the block nail allowable fastener load of 24.6lb/fastener is used with Equation 10 (below) to populate Table 8. 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 [CC ES AC90, Acceptance Criteria for Fiber Cement Siding Used as Exterior Wall Siding (approved October 2018). The allowable or 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-IA to -1D, 25.5-2A to -2D), or the figures in the building code as applicable. Equation 1, q�=0.00256'VKtWV2 (rot ASCE 7-10 Eq. 30.3-1) q,=0.00256'Kn'Kd' r,v2 (rof. ASCE 7-16 Eq. 26.10.11 q, , velocity pressure at height z K� , velocity pressure exposure coefficient evaluated at height z Kd , topographic factor Kd , wind directionality, factor Ka , ground elevation factor, permitted to take KB =1.0 V , basic wind speed (3-second gust MPH) as determined from: ASCE 7-10 Figures 26.5.1A, B. or C ASCE 7-16 Figures 26.54A, B, or 26.5.2A. B,C or D 201816C Figures 1609.3(1)-1609.3(8) Client James Hardie Building Products, Inc. CAE Engineering Report No.: 2001-10.23 December 1, 2020 Page 3 of 12 Equation 2, V=V„r (ref. 2015IBC 8 20172020 FBC Section 16021 definitions) V. , ultimate design wind speeds (3seeond gust MPH) determined from 2017 FBC Figures 1609.3(1)-1609.3(3); 2020 FBC Figures 1690.3(1)-1609.3(4); Equation 3, p=ge'(GCyGCp) (refASCE 7-10 Eq. 30.4-1 orASCE 7-16 Eq. 30.3-1) qn , velocity pressure at mean roof height h GCy , product of external pressure coefficient and gust -effect factor GCq , product of internal pressure coefficient and gust�effect factor p , design pressure (PSF) for siding (allowable design load for siding) To determine design pressure, substitute qh into Equation 3, Equation 4, p=0.00256*VK9 'KdV(GC�rGC,) (ref. 201582018 IBC) or p=0.00256'K='Ka Ke'Vm (GCirGC,) (ref 2017and202OFBC) Allowable Stress Design, ASCE 7-10 Section 2.4.1. load combination 7, Equation 5, 0.60 - O.6W (refASCE 7-10 8 7-16 seconn 24. 1, load combination 7) D , dead load W , wind load (toad due to wind pressure) To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 top (design pressure) determined from equation 4 Equation 6, p_j = 0.6'[p] Equation 7, p_j= 0.6'[0.00256'K:'Kri Kr'V�'(GCTrGCrj] Equation 7 is used to populate Table 4, 5, and 6. To detemdne the allowable ultimate basic wind speed forHwde Siding in Table 7, solve Equation 7 for V Equation 8, V,rr=(p dO.6.0.002WKI 'I'yCKi'(GCirGCr)f5 Applicable to methods specified in Exceptions 1 through 3 of (20151BC, 2017 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vast torHardie Sidmg in Table 7, apply the Equation 9, Vej = Vac • (0.6f0 (ref. 2017 and 2020 FBC Eq. 16-33) V_, = V' (0.6r (ref. 201&2018 IBC Eq. 16-33) V„e , Nominal design wind speed (3-second gust mph) V , Basic design wind speed (3-second gust, mph) Table 3, CoefFdents and Constants used in D V and , K� WeY2one 5 Height ft Exp B ASCE 7-16 B C Exp D Ka Ke GC, Gro 045 057 0.7 0B5 1.03 hs60 1 0.85 AA 0.18 20 0.62 0.7 0.9 1.08 1 0.85 -tA 0.18 25 0.66 0.7 0.94 1.12 1 0.85 -IA 0.18 30 0.70 0.7 098 1.16 1 0.85 -1A 0.18 35 0.73 0.73 1.01 1.19 1 0.85 -IA 0.18 40 0.76 0.76 1.04 122 1 0.85 -1A 0.18 45 0.785 1 0.785 1 1.065 1 1245 1 0.65 AA 0.18 50 0.a1 0.81 1.09 117 1 0.85AA0.18 55 0.83 0.83 1.11 129 1 0.85 -1A 0.18 60 0.85 0.85 1.13 1 1.31 1 0.85 -IA 0.18 100 0.99 0.99 126 1 IIA3 h>60 1 0.85 -1.8 0.18 The Coefficients and constants fisted or Table 3 above were consistent for ASCE 7-10 and ASCE 7-16 except for K, at Exposure B under 30 it where ASCE 7-16 allows to use Tower 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 4, All Stress Des" nerd and Cladding C&C Pressures (PSFI to be Resisted at Various Wind S - Wind re Categoiy B, Word S(3-second gust 100 105 110 115 120 130 140 150 160 170 180 190 200 1 210 "eight ft B B B B B B B B B B B B B B 11-15 44.4 45.9 47.5 -19.1 -20.8 -24.4 -282 32-5 3791 41.7 46B 52.1 57.6 -63.7 20 44.4 -15.9 -17.5 -19.1 -20.8 -24A -28.3 325 37.0 41.7 46.8 52.1 -67A -63.7 25 44A -1&9 47.5 -19.1 -20.8 -24.4 -28.3 -325 37.0 41.7 -46.8 52.1 57.8 -63.7 30 44A 45.9 -17.5 -19.1 -20.8 -24A -28.3 32.5 37.0 41.7 46.8 -52.1 -57.8 -63.7 35 -15.1 -16.6 482 49.9 -21.7 -25.4 -29.5 33.9 38.6 43.5 48.8 54A -602 SBA 40 45.7 -17.3 -19.0 -20.7 -22.6 -26.5 30.7 35.3 40.1 45.3 50.8 -66.6 -62.7 59.1 45 -162 -17.9 49.6 -21A -23.3 -27.4 31.7 36A 41.5 46.8 525 5&5 -64.8 -71.4 50 -16.7 -18.4 202 221 -24.1 -281 327 37.6 42.8 48.3 54.1 50.3 56.8 73.7 55 -17.1 -1&9 -2.0.7 -22.6 -24.7 -28.9 33.6 38.5 -43.8 49.5 555 51.8 -685 -755 60 -175 -19.3 -212 -232 -752 29.6 -34A 39.5 449 50.7 -56.8 -63.3 -70.1 -77.3 100 1 -25.6 -28.2 31.0 -33.8 36.9 -43.3 502 1 57.6 1 -65.5 1 -74.0 929 -92.4 -1024 1 -112.9 Table 5, A] to Stress Design - Com oneM and Cladding Q Pressures S to be Resisted at Various WirW S - Wind ore CatLgory C. Wud 3secondgust) 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 G-15 -175 -19.3 -212 -232 -252 -29.6 34A 39.5 44.9 50.7 -66.8 -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 -60.2 -67.0 -74.3 -81.9 25 -19A -21A -23.5 -25.6 -279 32.8 38.0 43.6 49.6 56.0 -62.8 -70.0 -77.6 -855 30 -202 -22-3 -245 -26.7 -29-1 342 39.6 455 51.8 5&4 -655 73.0 -80.9 -892 35 -20.8 -23.0 -252 -27.6 30.0 35.2 40.8 46.9 53.3 502 -67.5 -752 -83.3 -91.9 40 -215 -23.7 -26.0 -28A -309 -36.3 42-0 48.3 -649 -620 -695 -77.4 -85.8 -94.6 45 -220 1 242 1 -26.6 1 -29.1 1 31.6 1 37.1 1 43.1 49A 562 -63.5 -712 -79.3 -879 -969 50 -225 24.8 -272 -29.7 324 3 8.0 44.1 50.6 57.6 -65.0 -729 31.2 �99 992 55 -229 -252 -77.7 30.3 33.0 38.7 44.9 51.5 58.6 562 -742 32.7 -91.6 -101:0 60 23.3 -25.7 282 30.8 33.6 39.4 -05.7 524 59.7 57.4 -755 -84.1 932 1 -107-8 1W 326 35.9 39.4 43.1 469 55.0 -63.8 -73.3 1 33.4 1 94.1 -1055 -117.6 -130.3 1 -143.6 Client James Hardie Building Products, Inc. CAE Engineering Report No.: 2001-1023 December 1, 2020 Page 4 of 12 Table 6. AOowablo Stress Des n - cCanmuTrent and Claddina IC8CI Pressures (PSFI to be Resisted at Various Wind Speeds -Wind are ca V. Wind Speed 3-semnd 100 105 110 115 120 130 140 150 160 170 180 190 200 210 He it D D D D D' D D D D D D D D D 0-15 -212 -23A -25.7 -28.1 -30.6 35.9 -41.6 47.8 54.4 51 A 58.8 -76.7 -85.0 -93.7 20 22.3 -24.6 -27.0 -29.5 32.1 37.7 -43.7 50.1 -57.0 -64A -722 -80A -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 -83A -92-4 40" 30 -23.9 -26.4 -29.0 31.6 34.5 -40A -46.9 -S&B -61.3 -692 -775 -86.4 -95.7 -105.5 35 -245 -27.1 29.7 32.5 35.3 -415 -48.1 -552 -62.8 -70.9 -795 -88.6 -982 -108.3 40 -252 -27.7 30.5 33.3 362 4Z5 -49.3 -56.6 -64A -72.7 315 -90.9 -100.7 -111.0 45 -25.7 1 -28.3 1 31.1 1 34.0 37.0 43.4 50.3 -57.8 55.7 -742 1 -832 -92.7 -1027 1 -113.3 50 -262 -28.9 31.7 1 34.6 37.7 51.3 58.9 57.1 -75.7 -84.9 -94.6 -104. -115.5 55 26.6 -29.3 322 5 32 383 -05.0 T 52.2 59.9 11 -769 -862 -96.1 -106.48 -117A 60 -27.0 -29.8 1 327 1 35.7 1 38-9 1 -45.7 -63A -60.8 1 -692 1 -78.1 -07.6 -97.6 -108.1 1 -1192 100 37.0 -40.8 1 -44.7 1 -489 1 -532 1 52.5 -725 -832 1 -94.6 1 406.8 1419.81433.41 -147.9 1 -1-0 Tables 4, 5, and 6 are based on ASCE 7-10 and 7-16. and are comisterd with the 201512018IBC, and the 2017f2020 Florida Binding Code. \``��1ti i ! I Illlll�i -��GEPqsF . No. 81662 r STAT E OF ;"�°dr Z �O� ` Client James Hardie Building Products, Inc. CAE Engineering Report No.: 2001-1023 December 1, 2020 Page 5 of 12 TABLE 7 - MAIOMUM WIND SPEEDS P HARDLANK LAP SIDING? \\ �, 111 1illllj EE \\\ _ _C_ �\ 4',' V�G • Af 841 i� �j/ No.81662 STATE OF ; a' ;{ ` A- • OR 1� ��'`\\� {/f.-p� _ _ /f 111 3 ijt ``\� 2015IBC, 201712020 FBC (Ultimate Design Wind, Speed, Vwr ), 2018 ISC (Basic Design Wind Speed, 2017/2020 FBC and 201572016IBC (Nominal Design Wind, Speed, Vd47.8) Coefficients used in Table 6 calculations fo V.11 Applicable to methods specified In Section 1609.1.1. of 201712020 FBC or 2015/2018IBC cable to methods'specified in Exceptions 1 through 3 of Section 1609.7.1 of 201020 FBC and 71T 2015120181BC Wind exposure cellegory Wind exposure egos' SidBg Y. Product Product Thickness (inches) Width (inches) Fastenr e Type Fastener Method Frame Type Fastener SpacingHeigMm (inches) Building (feet) B C D B C D Design Load (PSF) ExP B 6cp C 6cp D fCn Ka I G HardiePlank 5i16 525 Bkxic Nail Face nail ASTM C90 CMU 16 0.15 346 314 2a5 268 243 221 -172.7 09 OA5 1B3 hs60 1 OA5 4A 0.18 20 346 305 278 268 236 216 -172.7 0.7 09 1.08 1 0.85 -1.4 0.18 25 346 298 273 268 231 212 4727 0.7 094 1.12 1 1 085 OA5 4A 4A 0-18 0.18 30 346 292 269 268 226 208 -172.7 0.7 0.98 1.16 35 339 288 265 262 223 205 -172-7 0.73 M 1.19 1 1 OAS 0.85 -L4 -1A 0.18 0.18 40 332 284 262 257 220 203 472.7 0.76 1.04 122 45 327 280 259 263 217 201 -177-7 0.785 1.065 1245 1 0.65 -1.4 0.18 50 321 27T 257 249 215 199 -1727 0.81 1.09 127 1 1 0.85 OBS -IA -1.4 0.18 0.18 55 378 275 255 246 213 797 -172.7 OB3 1.11 129 60 314 272 253 243 211 196 -1727 0.85 1.13 1.31 1 0Z5 -1.4 0.18 100 260 230 216 201 178 167 472.7 OM 126 1A3 IP60 1 025 4.8 0.18 FlardiePlank 5l16 6.25 Block Nail Face nail � MU 16 0-15 309 281 255 240 217 198 -138.1 0.7 0.85 1.03 hs60 1 0.85 -IA 0.18 20 1 309 273 249 240 211 193 438.1 0.7 0.9 1.08 1 1 0.85 OBS 4A -t.4 0.18 0.1a 25 309 297 245 240 207 189 -13a1 0.7 OS4 1.12 30 309 261 202 186 -138.1 0.7 0.98 1.16 1 1 OBS 08.5 -1.4 -7A 418 ata 35 303 2S7 199 184 -13a1 0.73 IB7 1.19 40 297 254 197 181 -138.1 0.76 1.04 122 1 O85 -tA 0.78 45 292 251 194 180 438.1 0.785 1.W5 1245 1 0.85 -1.4 0.18 50 288 248 W217 192 178 -138.1 0.81 1,09 127 1 1 OBS O85 -7,4 -7A 0.18 0.18 55 284 246 190 176 43a1 o83 1.11 129 60 281 243 189 175 438.1 0.85 1.13 131 1 0.85 -IA 0.18 100 232 206 160 1 150 1 -138.1 099 126 1A3 N60 7 I OA5 4.81 0.18 HardiePlank 5716 7.25 Block Nail Face nail ASTM C90 MU 16 0-15 282 256 233 219 198 180 415.1 0.7 0.85 1.03 hs60 1 0.85 -IA 0.18 20 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 1 1 0.85 0.85 -IA -IA 0.18 0.78 25 282 244 223 219 189 173 -115.1 0.7 0.94 1.12 30 282 239 219 219 185 170 -115.1 0.7 0.98 1.16 1 1 0.85 OB5 -IA 4A 0.716 0.18 35 276 235 217 214 182 168 415.1 0.73 1.01 1.19 40 Z71 232 214 210 179 166 -115.1 0.76 1.04 122 1 0.85 4A MIS 45 267 229 212 1 207 M 164 -115.1 0.785 1B65 1245 1 0.85 4A 0.18 50 262 226 210 203 1 175 162 -115.1 1 0.81 1.09 127 1 1 085 085 -7A -14 0.18 0.18 55 259 224 208 201 174 161 _115.1 083 7,77 129 60 256 222 206 198 172 160 1 415.1 0B5 1.13 1.31 1 0.85 -1.4 0.18 100 212 188 176 164 146 137 415.1 0.99 126 1.43 M60 1 0.85 -1.8 0.18 HardiePlank 5l16 75 Block Nail Face nail ASTM C90ChtU 16 0-15 277 251 228 214 194 177 -110.5 0.7 0.85 1.03 h660 1 085 4A 0.18 20 277 244 223 214 189 173 -110.5 0.7 09 1.08 1 085 4A 0.18 25 277 239 219 214 185 169 -1105 0.7 0.94 1.12 1 1 OAS OBS - .4 -IA 0.18 0.18 30 277 234 215 214 181 166 -7110.5 0.7 0.98 LIE_ 35 271 230 212 210 178 164 4105 0.73 1.01 1.19 1 1 085 OBSWAO. 4A 0.18 40 265 227 210 1 206 176 162 -110.5 0.76 1.04 122 45 261 224 207 202 174 161 -1105 0.795 1.066 1245 1 1 oB5 0.85 50 257 222 205 199 172 159 -110.5 0.81 1.09 127 55 254 220 204 197 170 158 4105 om 1.11 129 1 085 60 251 218 202 194 169 157 -1105 0.85 1.13 1.31 1 OAS 100 208 184 173 161 143 134 4105 099 126 1A3 M60 1 10.85 -18 0.18 HardiePlank 5/16 8 Block Nail Face nail TM C90 cmu 16 0-15 266 242 219 206 187 170 -1023 0.7 085 1.03 hs60 1 0.85 -1A 0.18 20 266 235 214 206 182 166 -102.3 0.7 0.9 1.08 1 1 OSS OM -1A -IA 0.18 0.18 25 266 230 210 206 178 163 -102.3 09 0.94 1.12 30 266 225 207 206 174 160 -1023 0.7 0.98 1.16 1 i 085 OBS 4A -1.4 0.18 0.18 35 251 222 204 202 172 150 40Z3 0.73 1.01 1.19 40 255 218 1 202 198 169 156 -1023 0.76 1.04 122 1 1 0.85 0.85 4A 4A 0.18 0.18 45 251 216 200 195 167 155 402.3 0.7B5 1B65 1245 50 247 213 198 192 165 153 4023 0.81 1.09 127 1 OZ5 1 -1.4 0.18 55 244 211 196 189 164 152 4023 0,83 1.11 129 1 1 t OB5 485 I AA -lA 0.18 418 60 242 210 195 187 162 151 -102.3 OM 1.13 1.37 ISO 200 177 166 155 137 129 4023 0.99 126 1.43 ]%6W 1 0.85 -1.6 0.18 Ha�ePtank 5/76 8.25 Block Nab Facts mail ASTM C90 MU 16 0-16 261 237 215 202 184 167 -98.7 0.7 0.85 1.03 hSSO 1 0.85 -1.4 0.18 20 261 231 210 202 179 163 -98.7 0.7 09 1.68 1 0.85 -1.4 0.18 25 261 226 207 202 175 160 -9&7 0.7 0.94 1.12 1 1 OBS 085 4A -IA OAS 0.18 30 261 221 203 202 171 157 -90.7 0.7 M98 1.16 35 256 218 200 198 169 155 58.7 0.73 1.01 1.19 1 1 OBS oas 40 251 214 198 194 166 153 -98.7 0.76 1.04 122 45 247 212 196 191 164 152 4W 0.7B5 1.065 1245 1 1 0.95 025 14A 50 243 209 194 188 162 150 -9a7 0.81 1.09 127 55 240 2O8 193 786 161 149 -98.7 o83 1.11 129 1 I o.e5 0.85100 fi0 237 206 191 184 159 148 -9&7 Us 1.13 1.31 196 17a 163 152 135 127 -9&7 099 126 1,43 hwo 1 OBS Client James Hardie Building Products, Inc. CAE Engineering Report No.:2001-10.2.3 December 1, 2020 Page 6 of 12 TABLE 7 -MAXIMUM WIND SPEEDS P HARD LANK LAP SIDINd -// E Af g '.�,F �j ` � r i` r s _ r _ STATE OF L/ urn ��' �`1\\\ FBC (Ultimate Design Wind, Speed, V„ un, 2018 BC (Basic Design Wind Speed, LA)No.81662 2017/2020 FBC and 201512018 BC (Nominal Design Wind, Speed, V_ 79) Coefficients used in Table 6 calculations to Vult Applicable to specified methods in Section . of 1609.1.1 20172020 FBC or 2016IMS IBC Applicable to methods specified In Exceptions i through 3 of Section 1669.1.1 of 201712020 FBC and 2015Y101816C Wind exposure ce�g°ry Wind exposure IOry I Siding II� Product Product Thickness (inches) Width (inches) Fastener 2 Type Fastener Method Frame Type Spacing Comes) FastenerF20 B C D B C D Design Load (PSF) Exp B E p C E p D Ka Kd G GCpj HardePienk 5116 925 Block Nail Face nail CC��MII 16 245 222 202 189 172 156 436.3 0.7 0.85 1.03 hZO 7 1 0.95 0.85 -IA -1A OAS 0.18 245 216 197 189 167 162 -86.3 02 091A8 245 211 193 189 163 150 .86.3 0.7 0.94 1.12 1 1 025 OA5 4A 4A 0.18 0.18 245 207 190 189 160 147 -86.3 0.7 0.98 1.16 35 239 204 188 185 158 145 -862 0.73 1.01 1.19 1 1 0.85 0.85 IA 40 235 201 185 182 155 143 -86.3 0.76 1.04 122 45 231 198 183 179 154 142 A8.3 0.785 1.065 1245 1 1 OAS 085 50 227 196 182 176 152 141 -98.3 081 1.09 127 55 225 194 180 174 160 140 -86.3 083 1.11 129 1 1 OAS 0.95 60 222 192 179 172 149 138 -863 085 1.13 1.31 100 184 1163 153 142 126 118 -863 0.99 126 1.43 h-60 1 1 OA51 4.8 0.18 HardiePlank 5116 95 Block Nail Few marl TM 90CmU C0 CM 16 045 241 1 219 198 187 169 154 -83.7 0.7 0.85 1.03 hS6O 1 1 OAS 085 -1A -IA 0.18 0.18 20 241 212 194 187 164 150 -83.7 0.7 09 1.08 25 241 208 190 187 161 147 -M7 0.7 0.94 1,12 1 085 -1.4 0.18 30 241 203 187 187 158 145 -83J 0.7 0.98 1.16 1 1 OAS OM -1.4 4A 0.18 0.18 35 236 200 185 183 155 143 -83.7 0.73 1.01 1.19 40 231 198 182 179 153 141 -83.7 0.76 1.64 122 1 1 OAS 085 4A -1A 0.18 0.10 455 227 195 181 176 151 140 -83.7 0.785 1.065 1245 5o 224 193 179 173 149 138 -83.7 081 1.09 1 127 1 OB5 -1A 0.19 55 221 191 177 171 148 137 -83.7 083 1.11 129 1 1 085 0.85 -7.4 -7A 0.18 a18 60 219 190 176 169 147 136 -83.7 0.85 1.13 131 too 181 160 150 140 124 117 -817 099 126 1A3 W60 1 O85 -18 0.18 HardlePlank 5116 12 Block Nail Face nag ASTM C90 U 16 0-15 211 191 174 163 146 135 -642 0.7 0.85 1.03 hSSO 1 1 0.65 0.85 4A -1A 0.18 0.18 20 211 106 170 163 144 132 -642 0.7 0.9 1.08 25 211 182 167 163 141 129 -642 0.7 0.94 1.12 1 1 085 0.85 -tA -1.4 0.78 U.18 30 211 178 164 163 138 127 -642 0.7 0.98 1.16 35 207 176 162 160 136 125 J642 0.73 1.01 1.19 1 1 0.85 OM-1A -1.4 0-18 0.18 40 202 173 160 157 134 124 -642 0.76 1.04 122 45 199 171 158 154 132 123 -64.2 0.785 1.065 1245 1 0.85 -tA 0.18 50 196 169 157 152 131 121 $12 "1 1.09 127 1 t OAS 085 -tA -7.4 0.18 0.18 55 194 168 155 150 130 120 -642 083 1.11 129 60 191 166 154 148 129 119 A42 0.85 1.13 131 1 OAS -IA a18 100 158 140 132 123 109 102 -642 0.99 128 IA3 h'69 1 085M-1.40.18 HardiePlank 5116 5.25 Block Nail Face nail ASTM CC90 IURl 24 0-15 282 256 233 219 198 180 -115.1 0.7 085 1.03 W60 1 1 OAS 0.85 20 282 249 227 219 193 176 -115.1 0.7 09 1.08 25 2B2 244 223 219 189 173 -115.1 0.7 OM 1.12 1 1 085 0.85 -1A 0.18 30 282 239 219 219 185 170 1 415.1 0.7 0.98 1.16 35 276 235 217 214 182 168 -116.1 0.73 1.01 1.19 1 085r1A 0.18 40 Z71 232 214 210 179 166 -115.1 0.76 1.04 122 1 1 085 o.es a18 0.18 45 267 229 212 207 177 164 -715.7 0.785 1.085 12A5 5o 262 226 210 203 175 162 -115.1 D.81 109 127 1 1 085 O85ale GAS 55 259 224 20B 201 174 161 415.1 083 1.11 129 60 256 222 206 198 172 160 415.1 085 113 131 7 085 0-18 100 212 188 176 164 146 137 -115.1 0.99 126 1A3 h>60 1 085 -1.8 0.18 HardiePlank 5116 625 Block Nail Fare nail C90AS LIU 24 0-15 253 229 208 196 178 161 A21 0.7 0.85 1.03 hSS0 1 1 0.95 0.85 4A -tA 0.18 0.18 20 253 223 203 196 173 157 -92.1 0.7 0.9 TO-8 25 253 218 200 196 169 155 -92-1 0.7 0-% 1,12 1 1 AS 025 -1.4 4A 0.18 0.1e 30 253 213 196 196 165 152 -9Z7 0.7 0.98 1,16 35 247 210 194 192 163 150 -821 0.73 1.01 1.19 1 OAS 4.4 0.18 40 242 207 191 188 160 148 -9ZI 0.76 1A4 122 1 1 0.85 0.85 -1A -tA 0.18 0.18 45 238 205 189 185 159 147 A2.1 0.7a5 1.065 1245 50 235 202 187 182 157 145 -92.1 081 1.09 127 1 OAS -1A 0.18 55 232 201 186 11M 155 144 -97-1 0.83 1.11 129 1 1 08.5 085 -1.4 -1A 0.111 0.1a 60 229 199 185 178 154 143 A2.1 0.85 1.13 131 100 190 168 158 147 130 122 1 AL1 1 099 1 125 1 1A3 tP60 I 1 1 DA51 4.81 0.18 Client James Hardie Building Products, Inc. CAE Engineering Report No.: 2001-10.2.3 December 1, 2020 Page 7 of 12 TABLE 7 -MAXIMUM WIND SPEEDS P HARDIEPLANK LAP SIDDIGI (, i J_��l is,'/ //�� .� rCc�1F'�` , No. i oSTATE OF ; �{ � • , j�. ONA,,,`��\\\ O201712020 FBC (Ultimate Design Wind, Speed, V„ i1S'), 2018 IBC (Basic Design Wind Speed, V4) 2817/2020 FBC and 2015120181BC (Nominal Design Wind, Speed, V_d4'7") Coefficients used in Table 6 calculations for V ° Applicable to methods specified in Section BC 2017f202 00 FBC orr 2015120181BC Applicable to methods specified in Exceptions 1 through 3 of Section 1609.1.1 of 2017/2020 FBC and 2015/2018 IBC Wind exposure category Wind exposure category Siding K Product Product Thickness (inches) Width (inches) Fastener Type Fastener Method Frame Type Fastener Sparing (inches) Building HeigM10 (feet) B C D B C D Design load (PSF) Exp B Ep C Eq1 D Ks Ka GCp G HardePiank 5116 7.25 Block Nal Face nag ASTM CC90 CMU 24 0-15 231 209 190 179 162 147 -76.7 0.7 0.95 1.03 h560 11 1 0.85 -IA 0.18 20 231 203 186 179 157 144 -76.7 0.7 0.9 1.08 1 GAS 4A 0.18 25 231 199 182 179 154 141 -7a7 0.7 054 1.12 1 1 OAS OAS 4A -1A 0.18 0.18 30 231 195 179 179 151 139 76.7 0.7 0.98 1.16 35 226 192 177 175 149 137 -7a7 0.73 MI 1.19 1 1 085 0.85 -tA -1A Q18 0.18 40 221 169 175 171 147 135 -76.7 0.79 1.04 122 45 218 187 173 169 145 134 -76.7 0.785 1.065 1245 1 1 085 oAs -1.4 -v4 0.18 a19 50 214 185 171 166 143 133 -76.7 081 1.09 127 55 212 183 170 164 142 132 -76.7 083 1.11 129 1 085 -1.4 0.18 60 209 181 169 162 141 131 -761 0.85 1.13 181 085 -1A 0.18 100 173 153 144 134 1 119 112 -76.7 0.99 126 1A3 lh>60 110.85 1 4.81 0.18 HardePlank 5/16 7S Block Nail Face nail ASTM C900 0MU 24 0-15 226 205 186 175 159 144 -73.7 0.7 0.85 1.03 trs60 1 0.851 4A I OAS 20 226 1 199 182 175 154 141 -73.7 09 0.9 1.08 1 1 085 0,85 4.4 -tA 0.18 0.18 25 226 195 179 M 151 138 -73.7 0.7 0.94 1.12 30 226 191 175 175 148 136 -73.7 0.7 0.98 1.16 1 1 685 085 4A -1.4 0.18 0.18 35 221 188 173 171 146 134 -73.7 0.73 1.01 7.19 40 217 185 171 168 144 133 -73.7 0.76 1IL04 122 1 1 0.85 0.85 -1.4 4A 0.18 0.18 45 213 183 169 165 142 131 -73.7 0.785 1.065 1245 50 210 lei 168 163 140 130 -73.7 081 1 1.09 1 127 1 1 025 085 -1A -1.4 0.18 0.18 55 207 179 166 1 161 139 M -73.7 083 1.11 129 60 205 178 165 159 138 128 -73.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 170 150 141 131 116 109 -73.7 099 126 IA3 Iv60 1 OAS -18 0.18 HardiePlank 5176 8 Block Nail Face nal ASTM MU 24 0-15 217 197 179 168 153 139 -682 0.7 085 1.03 hs60 1 OAS -IA 0.18 20 217 192 175 168 148 136 -682 0.7 0.9 1.08 1 0.85 -IA GAS 25 217 188 172 168 145 133 -682 0.7 0.94 1.12 1 1 085 0.85 4A -1.4 0.18 0.18 30 217 184 169 168 142 131 5a2 0.7 0.98 1.16 35 273 181 167 165 140 129 562 0.73 7.01 t.79 1 1 085 085 -tA -IA 0.18 0.16 40 209 178 165 162 138 128 -682 0.76 1.04 1.22 45 205 176 163 1 159 136 126 -68.2 0.785 1.065 1245 1 1 1 0.85 JOSS 4A -1A 0.18 OAS 50 202 1 174 161 157 1 135 125 1 -68.2 081 1.09 127 55 2ft0 173 160 155 134 124 -6a2 083 1.11 129 1 1 085 0.85 -1.4 -tA 0.18 0.18 60 197 171 159 153 133 123 5a2 0.85 1.13 1.31 100 163 145 136 126 112 105 -682 099 128 tA3 to60 1 O85 -78 0.18 HardePiank 5fl6 8.25 Block Nal Face na,1 ASTM C90 MU 24 0-15 213 194 176 165 150 136 -65A 0.7 OAS 1.03 1160 1 0.65 -IA 018 20 213 188 172 165 146 133 552 0.7 09 1.08 1 1 0.85 0.85 -IA -1.4 0.18 0.18 25 213 184 169 165 M 131 -65A 0.7 0.94 1.12 30 213 180 166 165 140 128 -658 0.7 0.98 1.16 1 1 085 085 -1A -tA 0.18 0.18 35 209 178 164 162 138 127 -65.8 0.73 1.01 1.19 40 205 175 162 159 136 125 -65.8 0.76 1.04 122 1 1 0.85 0.65 -1A 4A 0.18 0.18 45 202 173 160 156 134 124 -65.8 0.785 1.065 12A5 5O 198 171 158 154 132 123 -65.8 081 1.09 127 1 1 0.85 0.85 -1A -1.4 0.18 0.18 55 196 169 157 152 131 122 SS8 OM 1.11 129 6O 194 168 156 150 130 121 -65.6 085 1.13 1.31 1 085 -1.4 0.18 100 760 142 133 124 110 103 -652 OAS 126 1.43 mho 1 095 -1.8 o.te HardiePlank 5/16 9.25 Bbdc Nail Fare red ASTM C90 MU 24 0-15 200 181 165 155 140 127 -57.6 0.7 0.85 1.03 tK60 1 0.85 -1A 0.18 20 200 176 161 155 136 125 -57.6 09 0.9 1.08 1 1 O85 085 4.4 -IA 0.18 0.18 25 200 172 158 155 133 122 -57.6 0.7 0.94 1.12 30 200 169 155 155 131 120 57.6 0.7 0.98 1.16 1 1 0.85 O.as -1.4 4A 0.18 0.18 35 196 166 153 151 129 119 -67.6 0.73 1.01 1.19 40 192 164 151 148 127 117 -57.6 0.76 1.04 122 1 1 185 0.85 -IA 4A M18 0.18 45 189 162 150 146 125 116 57.6 0.785 1.065 1245 50 186 160 148 144 124 115 57.fi 081 1.09 127 1 1 085 085 -': -1.4 0.18 0.78 55 183 159 147 142 123 114 57.6 083 1.11 129 60 181 157 146 140 122 113 -67.6 085 1.13 1.31 1 0.85 -7.4 0.18 100 150 133 125 116 103 97 S7.fi 099 126 tA3 to60 t acts -7.8 at8 Client James Hardie Building Products, Inc. CAE Engineering Report No.: 2001A 0 2 3 December 1, 2020 Page 8 of 12 TABLE 7 - MAXIMUM WIND SPEEDS WPM HARD LANK LAP SIDING! \� G E iUs '.�� j No. 81662 ii ® �� STATE OF ; r �' '0JVA \\\\\ v 2015 IBC, 201712020 FBC (Ultimate Design Wind, Speed, V ttn, 20181BC (Basic Design Wind Speed, 2017/2020 FBC and 201W2018 IBC (Nominal Design Wind, Speed, Vmd 7a) Coefficients used in Table 6 calculations fo V� Applicable to methods specified In Section 1609.1.1. of 2 201512018C r Applicable to methods specified in Exceptions 1 through 3 of Section 1699.1.1 of 2017/2020 FBC and Wind exposure calory Wind exposure I category Siding K. Product Product Thickness (inches) Width (inches) Fastener 2 Type Fastener Method Frame Type Fastener Sparing (inches) Building Height"' (feet) B C D B C D Design Load (PSF) Exp B Exp C Fxp D Ks K4 GCp G 5116 9.5 Block Nail Face nail C9g0 CMU 24 0-15 197 178 162 152 138 126 1 -55.8 0.7 OAS 1.03 h560 1 OAS -1.4 0.18 20 197 173 158 152 134 123 -55.8 0.7 0.9 1.08 1 1 OAS 0.85 -1A 4A 0.18 0.18 25 197 170 155 152 131 120 -558 0.7 0.94 1.12 30 197 166 153 152 129 118 -55.8 0.7 0.98 1.16 1 0.115 4A 0.18 35 193 164 151 149 127 117 -55S 0.73 1.01 1.19 4A -tA 0.18Ha�ePlank 0.18 40 189 161 149 146 125 115 -55.8 0.76 1.04 1.22 45 186 159 147 144 123 114 -55.8 0.785 1.065 1245 tIOM -1.4 -1.4 0.18 0.18 50 183 168 146 142 122 113 55.8 0.81 1.09 127 55 181 155 145 140 121 112 �.8 0,83 1.11 129 -IA 0.18 60 178 155 144 138 120 111 558 0.85 1.13 1.31 -IA 0.18 10D 148 131 123 114 101 95 -55.8 0.99 126 1.43 h>60 1 0.85 4.8 0.18 HerdiePlank 5f16 12 Block Nail Face nail C�U 24 0-15 172 156 142 133 121 110 47-8 0.7 0.85 1.03 teso 1 0.85 -1.4 0.18 20 172 152 139 133 118 107 428 O.7 0.9 1.08 1 1 0.85 085 4A 4A 0.18 0.18 25 172 149 136 133 115 105 428 0.7 OSS 1.12 30 172 146 134 133 113 104 42-8 0.7 0.98 1.16 1 1 0.85 0.85 4A -1.4 0.18 0.18 35 169 143 132 131 111 102 42.8 0.73 tA1 1.19 40 165 141 130 128 109 101 428 0.76 1.04 122 1 0.85 4A 0.18 45 163 140 129 126 108 100 42.8 0.785 1.065 1245 1 1 0.85 0.85 -IA 4A 0.18 0.18 50 160 138 tall 124 107 99 428 081 1.09 127 55 158 137 127 123 106 98 428 OM 1.11 129 1 1 0.85 0.85 -1,4 -1,4 0.18 0.78 60 156 136 126 121 105 98 42.8 OBS 1.13 1.31 100 129 115 108 100 89 83 42.8 OM 126 1A3 M60 1 0.85 48 0.18 Ha�eShingle Notched panel - 114 48 Block Nail Blind nail ASTM C90 CMU 16 0-15 211 191 174 163 148 134 -64.0 0.7 0.85 1.03 hs60 I 1 1 OSS 4A 0.18 20 211 166 169 163 144 131 -sto 0.7 0.9 1.08 1 0.85 4A 0.18 25 211 182 166 163 141 129 -64.0 0.7 0.94 1.12 1 085 4A 0.18 30 211 178 164 163 138 127 -"0 0.7 0.98 1.16 1 0.85 4.4 0.18 35 206 175 161 160 136 125 -64.0 0.73 1.01 1.19 1 OB5 'A 0.18 40 202 173 159 157 134 124 -64.0 0.76 1.04 122 1 085 -1A 0.18 45 199 171 158 154 132 = J4,o 0.785 1.0a5 1.245 1 0.95 4A 0.18 50 196 169 156 152 131 121 -64.0 081 1.09 127 1 0.85 -1A 0.18 55 193 167 155 150 130 120 .64,a 0.83 1.11 129 110.85 -1.4 1 0.18 60 191 166 154 148 128 119 -W.0 OAS 1.13 1.31 1 nks -1A 0.18 100 158 140 132 122 109 102 -64.0 029 126 1 1.43 h>60 1 0.85 -18 0.1B 1. Installation must be in accordance with siding manufacturer's instructions. 2. The following are block nails to be used and with the minimum penetration of 3f4 inch into the CMU: ETBF Fastening Systems [ET 8 F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 in., length = 1.25 in.], Max Usa Corp [CP-C 832 W7-ICC, head dia, = 0.30 in., shank dia. = 0.145 in., length =1.25 in.], or Aerosmith Fastening 15323P, head dia. = 0.30 in., shank dia. = 0.144 in., length, 125 in.] 3. Exposure to the weather for HardieShingle is 7 inches maximum 4. V_, = nominal design wind speed 5. Vw= ultimate design wind speed 6. Wind speed design coefficient assumptions per Section 30A of ASCE 7-10 and ASCE 7-16: ICn=1, Kd=0.85, GCy=1A (hs60), GCp -I.8 (h>60), GC,=0.18. 7. 2017 and 2020 FBC Section 1609.3.1 Eq. 16.33, V„e = V a(0.6p 8. V = basic design wind speed 9. 2018IBC Section 1609.3.1 Eq. 16-33, V_4= V(0.6f 5 10. 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CAE Engineering Report No.: 2001-102.3 December 1.2020 Page 12 of 12 Table 8, Allowable Fastener Spacing HardiePlank Blind Nailed to ASTM C90 CMU Walls Block Nall Fastener toad Used In Calculation Ibffastener Z 1 -24-60 Ultimate Design E. Wind Speed, r Vule, or Basic O1 m Design Wind = SpeedV4 C (3second gust 210 2015120181BC, 2017/2020 FBC Plank Width in inches installed to ASTM C90 Block Wall inches 525 625 7.25 8.25 9.5 No. 81662 L _ S -5��0'. STATE OF ,' AU h560 Notes to Table 8: 1. Installation must be in accordance with siding manufacturer's instructions. 2. The following are block nails to be used and with the minimum penetration of 314 inch into the CMU: ETBF Fastening Systems [ET & F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 in., length = 125 in.], Max Usa Corp [CP-C 832 W7-ICC, head dia. = 0.30 in., shank dia. = 0.145 in., length = 1.25 in.], or Aerosmith Fastening 15323P, head dia. = 0.30 in., shank dia. = 0.144 in., length,125 in.] 3. V,dt= ultimate design wind speed 4. V = basic design wind speed 5. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10° (2-12 roof slope). 6. Interpolation to address building height (s 60 fl) and other HardiePlank width is permitted. 7. 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 (h560), GCp=1.8 (h>60), GCpi--0.1 B. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-D406.06