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Home My WebLink AboutENGINEERING EVALUATION REPORTI RECEIVED AU3 >> ; 7gi PROJECT RIO-2557-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PLANKS AND NOTCHED SHINGLE PANELS TO ASTM C90 CMU WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2-3 TABLE 1, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 2A, WITHDRAWAL LOAD BLOCK NAILS 3 TABLE 2B, ALLOWABLE DESIGN LOADS BY PLANK WIDTH 3 TABLE 2C, HEAD BEARING AREAS 3 DESIGN WIND LOAD PROCEDURES 4-12 TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 7, ALLOWABLE WIND SPEED FOR HARDIEPLANK (FACE NAILED) AND HARDIESHINGLE SIDING (BLIND NAILED) 6-9 TABLE 8, ALLOWABLE FASTENER SPACING FOR HARDIEPLANK (BLIND NAILED) 10-12 LIMITATIONS OF USE 12 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7 - 10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-968-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePlank® Lap Siding; HardieShingle® Notched Panel James Hardie Product Trade Names covered In this evaluation: HardiePlank® Lap Siding, Cemplank® Siding, PrevaIP Lap Siding, HardieShingle® Notched Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the 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 Concrete Masonry Units (CMU). REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardlePlank Siding and HardieShingle Siding 2. Applied Research Laboratories of South Florida, Report 29278-UD1 (ASTM D1761) Pull out testing ET&F Nail (ET & F No. ASM-144-125, head dia. = 0.30 in., shank dia. = 0.14 in., length =1.25- in. long). 3. Intertek Report 3096000 (ASMT D1761) Pull out testing ET&F Block Nail (ET & F No. ASM-144-125, head dia. = 0,30 in., shank dia. = 0.14 in., length=1.25-in. long) and Max USA Corp Block Nail (CP-C 832 W74CC, head dla. = 0.30 in., shank dia. = 0.145 in., length = 1.25 in:) 4. Intertek Report 3117855-001 (ASTM E488) Pull out testing Aerosmith® Surepin Nail (5323HP, head dia. = 0.30 in., shank dia: = 0.144 in., length, 1.251n.) and ET&F Block Nail (ET & F No. ASM- 144-125, head dia. - 0.30 In., shank dia. = 0.14 in., length-1.25-In. long) S. Ramtech Laboratories, Inc. Report IC-1034-88 (ASTM E330) Transverse Load Test, 5/16" Thick by 9.5 inch wide HardiePlank Lap Siding installed on-2X4 Hem -Fir wood studs space at 16 inches on center with a Number 11 gauge 1-3/4 inch long galvanized roofing nail 6. Ramtech Laboratories,, Inc. Report 2149-07-10 (C) (ASTM E330) Transverse Load Test, 5/16" Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4. Doug -Fir -Larch wood studs space at 16 inches on center with an 8d ring shank box nail, 0.113 inch shank by 0.260 inch head diameter by 2.375 inch long 7. Ramtech Laboratories,. Inc. Report 11436-9911603 (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 on 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: Table 1. Results of Transverse Load Testina `m v m m rn a cTi N •y ^ v F .Q m F� J 0 rn N J Z ^ .`C V) T d IL a u v E Ev 0 m Ea m M m w LL `. m ra 3 o LL IL IL a HardiePlank IC-1034-88 Ramtech 0.3125 9.5 2X4 wood 16 8.25 blind nail through top No. 11 ga. X 1-3/4" long 146.6 -48.9 0:917 -44.8 Hem -Fir edge of plank Roofing nail 2149-07-10 (C 2X4 face nail through 8d ring shank box nail, HardiePlank Ramtech 0.3125 8.25 wood 16 7 plank overlap 0.113" shank X 0.260" HD -296 -98.7 0.778 -76.7 DFL X 2.375" L 11436- 2X4 1.5 in. long X 0.083 in. HardieShingle Notched Panels 99/1603 Ramtech 0.25 48 wood 16 7 blind nailed at -stud shank X 0.187 in. HD, ring -102 -64.0 0.778 -49.8 SG>_0.40 shank nail 1. Aliowanie uesign Loao is the animate Loaa alwaerl by a Factor or safety of 3. 2. HardiePlank Lap Siding complies with ASTM C1186, Standard Specification for Grade N, Type A Non -asbestos Fiber -Cement Flat Sheets. 3. HardieShingle Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets. Pull out values for the block nails in Table 2a, reported by Applied Research Laboratories (29278-UD1) and Intertek (3096000 and 3117855.001), all averaged above 725 pounds force with embedment into ASTM C90 block of between 314 inch and 1 inch when shot with a special too] Using a factor of safety of 8, the allowable withdrawal load is 90 pounds (725lbs/8). Therefore, Withdrawal is not a concern from concrete masonry units meeting ASTM C90. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 2A. Block Nail Withdrawal Loads Report 29278-UD1 3096000 3117855 001 Manufacturer Block Nail Average ultimate withdrawal load Ibf) ET&F Fastening Systems ET & F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 in., length = 1.25 in. 725 963 1113 Max Usa Corp CP-C 832 W7-ICC, head dia. = 0.30 in., shank dia. = 0.145 in., length = 1.25 in. 893 Aerosmith Fastening 5323P, head dia. = 0.30 in., shank dia. = 0.144 in., length, 1.25 in. 1165 HardieShIngle Notched Panels in Table 1, Report 11436-99/1603, 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 -64psf (-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 diameter, ring shank nail, with a tested fastener load of 49.8 pounds. Since the HardleShingle Notched Panel fastener load of 49.8 pounds per fastener is below theblock nail allowable fastener load of 90 pounds per fastener, the block nails 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 nail Table 2C. Table 7 contains the maximum allowable wind speed for HardieShingle Notched Panels attached to ASTM C90 CMU walls. For face nailed application, HardiePlank Lap Siding in Table 1, Report C 2149-07-10 (C ), achieved an ultimate lest pressure of -296 psf, the failure is governed by fastener head pull -through the fiber -cement The allowable design load is-98.7psf (-295psf divided by a safety factor of 3). The tested fastener is an 8d ring shank box nail, 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 0.260" head diameter X 2.375" long nail in Table 11 Table 2B. This can be done since the bearing area for the block nails Table 2C is greater than bearing area for the 8d ring shank box nail, 0.113"shank X 0.260" head diameter X 2-375" long nail Table 2C. For Table 2B the designs loads will be 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 will be determined. The allowable design loads in Table 213 will be used to determine the maximum allowable wind speed in Table 7 for HardiePlank lap siding, attached to ASTM C90'CMUs. Table 2B, Allowable Design Loads Based on Constant Fastener Load, 8d (2-318"L) ring shank box nail, DFL Studs, fasteners exposed (face nail) Block nails from Table 2A are substituted into Table 26 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)1144) = ((8.25-1.25) X 16)/144 = 0.778 sq.ft. Fastener load = design load X tributary area = -98.7 X 0.778 = -76.74 pounds Calculatedallowable design load = fastener load tested condition divided by area tributary for the condition to be calculated c c o rn CD m co N 0 v. C .5 `d' .N.. lL -J d N > v C m E a v t 3 HardiePlank Width (inches) (` w c ° U. a 5.25 16 0:4444 -172.67 -76.74 6.25 16 0.5556 -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 8.25 -296 16 0.7778 -98.67 -76.74 9.25 16 0.8889 -86.33 -76.74 9.5 16 0:9167 -83.72 -76.74 12 16 1.11 -64.25 -76.74 _C 6 N > N U� 3 0 L a w a3 24 0.6667 -115.11. 24 0.8333 -92.09 24 1.0000 -76.74 24 1:0417 -73.67 24 1.1250 -68.21 24 1.1667 -65.78 24 1.3333 -57.56 24 1.3750 -55.81 24 1.7917 42 83 For blind nailed applicafion,the block nail 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, nail, the spacing must be adjusted to accomodate the block nail's smaller bearing area. According to report IC-1034-88, the failure of the concealed fastener system was by fastener head pull through the fiber -cement (HardiePlank). Therefore we need to analyze the bearing stress on the nail head" and compute a new allowable design load. T.W. 2C_ Fas}anar Haad Baarinn A- !Head Aran - Shank Araa1 Fastener Shank Diameter Shank Area Head Diameter Head Area Bearing Area inches (sq. in. inches (sq. in. sq. in. 1.5 in. long X 0.083 in. shank X 0.187 in. HD, ring shank nail 0.0830 0.0054 0.1870 0.0275 0.0221 8d ring shank box nail, 0.113" shank X 0.260" HD X 2.375" L 0.1310 0.0135 0.2810 0.0620 0.0485 Block nail, head dia. = 0.30 in., shank dia. = 0.144 in., length = 1.25 in 0.1440 0.0163 0.3000 0.0707 0.0544 No. 11 ga. X 1-3/4" long Roofing nail 0.1200 0.0113 0.3750 0.1104 0.0991 From Table 2C the bearing area for the 11 gauge roofing nail is 0.0991 inches and the bearing area for the block nail is 0.05". From Table 1, the tested fastener load for the 1.75 inch 11 gauge roofing nail is 44.8 Ibs/fastener. ❑ We ratio the fastener load according to the ratio of bearing area under the fastener head. Bearing Area (sq.1n) Fastener Load (lb/fastener) 11 gauge roofing nail 0.0991 44.8 Block nail 0.0544 24.6; The block nail allowable fastener load (with safety factor 3 applied) is 24.6 lb/fastener, this fastener load will be used with Equation 10 (below) to populate Table 8. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate testload. 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 Figure 26.5.1A, Figure 26.5-1B, and Figure 26:5-IC. For this analysis, to calculate the pressures in Tables 4, 5, and 6, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable.stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256% KeKa'VZ {ref. ASCE 7-10 equation 30.3-1) qr , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Kd , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from 12012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5.1A, B, or C Equation 2, V=Vv, {ref. 20121BC & 2014 FBC Section 1602.1 definitions) Vp ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q.*(GCP GCP) {ref. ASCE 7-10 equation 30.6-1) GCp , product of external pressure coefficient and gust -effect factor GCp, , 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 q. into Equation 3, Equation 4, p=0.00256'K,'Ka`KeV,s2•(GCp-GC i) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7, Equation 5, 0.6D + 0.6W {ref. ASCE 7-10 secllon 2.4.1, load combination 77 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, pad = 0.6'[p] Equation 7, Pala = 0.6'[0.00256`K. Ka`Kd•V,a?•(GCP GCP,)] 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 forV,r,, Equation 8, V,u = (P�d0.6'0.0025&K�WKt(GC, GC'))as Applicable to methods specified in Exceptions 1 through 3 of (2012 iBC, 2014 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, Equation 9, V®a = V.,,' (0.6)°'S {ret: 20121BC & 2014 FBC Section 1609.3.1) V�d , Nominal design wind speed (3-second gust mph) {ref. 2012I8C & 2014 FBC Section 1602.1) We solve Equation 10 to determine block nail fastener spacing for HardlePlank attached to ASTM C90 CMU'block walls at various wind speeds we solve. Table 8 fastener spacing /s based on Equation 10. Equation 10 FSBN = FLBN •[144/(P.,, * PW) "\��rruunruuurni� FSBN ,block nail fastener spacing to resist wind speed `��\\ �' Ooq Q..Osy11FIC, T 9 FLsN ,block nail fastener load 24.6 Iblfastener � .-G F` PW , plank width exposed to weather 2412)-� i RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Coefficients and Constants used In Determining V and p, K� Wall Zone 5 Height (it) Exp B Exp C Exp D Ka Ka GC GC 0-15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 0.7 0.94 1.12 1 0.85 -1.4 0.16 30 0.7' 0.98 1.16 1 025 -1.4 0.18 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 0.76 1.04 1.22 0.85 -1.4 0.18 45 0.785 1.065 1.245 0.85 -1.4 0.18 50 0.81 1.09 1.27 �11 085 -1.4 018 55 0:83 1.11 1:29 0.85 -1.4 0.18 60 0:85 1.13 1.31 1 0.85 1.4 0.18 100 0.99. 1.26 1.43 h>60 1 0.85 -1.8 0.18� Table 4, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Cateaory B. 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 -54A -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 6 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -5.8 -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 Table 5, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Cateqory C. 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 A -36.4 -41.8 -47.5 -53.7 -60.2 767.0 -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 -58A -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 -28A -30.9 -36.3 -42.0 -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 -63.5 -71.2 -79.3 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -65.0 -72.9 81.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 =54. 6 -66.2 74.2 82.7 A-87.9-96.950 60 -23.3 -25.7 -28.2 -30.8 -33.6 -39.4 -45.7 7 -67,4 -75.5 4.1100 -32.6 -35.9 -39.4 -43.1 -46.9 55.0 -63.8 -94,1 -105.5 -117,6 i Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Cateoory D_ 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 A -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 -BOA -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 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 -48.1 -55.2 -62.8 -70t9 -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 -84.9 -94.6 -104.8 -115.55 -26.6 -29.3 -32.2 -352 -38.3 -45.0 -52.2 -59.9 -68.1 J53 6.9 -86.2 -96.1 -106.4 117.4 60 270 298 3 .7 357 389 457 530 6 .B 9.2 8;1 8 ,6 -97.6 - 0 100 -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 4, 5, and 6 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code. 5 RONALD I.OGAWAASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardte.com Table 7, Allowable Wind Speed (mph) for HardiePlank Lap Siding (Analytical Method In ASCE 7-10 Chapter 30 C&C Part 1 and'Part 3) a IRe1IMITIt!>r 2012IBC, 2014FBC 2012IBC, 2014FBC p"��0Q.41V Q :•''pSiFlCq..9 �� TF �`" %9F . +EF �" GS•fi.o RtD?:•G�Q�' '''�.�,TFAEOtta��``l Coefficients used In Table 6 calculations for V„ s Allowable, Ultimate Design Wind, Speed, 4 UWI ,(3-second gust mph) Allowable, Nominal Design Wind, Speed, (3-second gust mph)�` Applicable to methods specified in 1201218C, 2014 FBC] Section 1609.1.1. as determined by [2012 IBC, 2014 FBC] Figures 1609A, B, or C. Applicable to methods specified ro 9h 3 oE[2012 IBCtions , 2014 F of Section 1609.1.1. Wind exposure category Wind ex osure category Siding K, Product Product Thickness (Inches) Width (inches) Fastener Type Fastener Method Frame Type Fastener Spacing (inches) Building Heights ? (feet ) B C D B C D Allowable Design Load (PSF). 5cp B Exp C Exp D Kn I(a �GJGCpj HardlePlank 6116 6.25 Block Nail' face nail ASTM C90 CMU 16 0-15 346 314 285 268 243 221 -172.7 0.7 0.85 1.03 h560 1 0.851-1.41 0.18 20 346 305 278 268 236 216 -172.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 346 298 273 268 231 212 -172.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 346 292 269 268 226 208 -172.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 339 288 265 262 223 205 -172.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 332 284 262 .257 220 203 -172.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 327 280 259 253 217 201 -172.7 0.7851 1.065 1.245 1 0.85 -1.4 0.18 50 321 277 257 249 215 199 -172.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 318 275 255 246 213 197 -172.7 0.83 1.11 1.29 1 0.85 AA 0.18 60 314 272 253 243 211 - 196 -172.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 260 230 216 201 178 167 -172.7 0.99 126 1 A3 1h,60 1 1 10.85 -1.8 0.18 HardlePlank 5/16 6.25 Block Nail' Face nail ASTM C90 CMU 16 0-15 309 281 255 1 240 217 198 -138.1 0.7 0.85 1.03 h560 1 0:85 -1.4 0.18 20 309 273 249 240 211 193 -13B.1 0.7 0.9 1.06 1 0.85 AA 0.18 25 309 267 245 240 207 189 -138.1 0.7 0.94 1.12 1 0.85 AA 0.18 30 309 261 240 240 202 186 -138.1 0.7 1 0.98 1.16 1 0.85 -IA 0.18 35 303 257 237 235 199 184 -138.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 297 254 234 230 197 181 -138.1 0.76 1.04 122 1 0.85 -1.4 0.18 45 292 251 232 226 194 180 -138.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 288 248 230 223 192 178 -138.1 0.81 1.09. 127 1 0.85 -1.4 0.18 55 284 246 228 220 190 176 -138.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 281 243 226 217 189 175 438A 0.85 1.13 1.31 1 1 0.85 -1.4 0.18 100 232 206 193 180 160 150 -,;138.1 0.99 1.26 1,43, h>60 1 0.85 -1.1 0.18 HardlePlank 5/16 7.25 Block Nail' Face nail ASTM C90 CMU 16 0-15 282 256 233 219 198 180 -115.1 0.7 1 0.85 1.03 h560 1 0.85 AA 0.18 20 282 249 227 219 193 176 -115.1 '0.7 0.9 1.08 1 0.85 AA 0.18 25 282 244 223 219 189 173 -115.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 282 239 219 219 185 170 -115.1 0.7 0.98 1.16 1 0.85 -1A 0.18 35 276 235 217 214 182 168 -115.1: 0.73 1.01 1.19 1 0.85 -1A 0.18 40 271 232 214 1 210 179 1 166 A15.1 0.76 1.04 122 1 0.85 -1A 0.18 45 267 229 212 1 207 177 164 -115.1 0.785 1.065 1.2451 0.85 -1.4 0.18 50 262 226 210 203 175 162 -.115.1 0.81 1,09 1.27 1 0.85 -1.4 0.18 55 259 224 208 201 174 161 -115.1 0.83 1.11 1.29 1 0.85 AA 0.18 60 256 222 206 198 172 160 =115.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 212 188 176 164 146 137 -115.1 0.99 1.26 1.43 h>60 1 10.85 -1.8 2.18 HardiePlank 5116 7.5 Block Nail' Face nail ASTM C90 CMU 16 0-15 277 251 228 214 194 177 410:5 0.7 0.85 1.03 h<-60 1 1 1 0.85 4.41 0.18 20 277 244 223 214 189 173 410.5 0.7 0.9 1.08 1 0.85 AA 0.18 25 277 239 219 214 185 169 -110.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 277 234 215 214 181 166 110:5 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 271 230 1 212 210 178 1 164 -110.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 265 227 210 206 176 162 '110.5 0.76 1.04 1.22 1 0.85 -1A 0.18 45 261 224 207 202 174 161 -110.5 0.785 1.065 1.245 1 0.85 -11A 0.18 50 257 222 205 199 172 159 -110.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 254 220 204 197 170 158 -110.5 0.83 1.11 1.29 1 10.851 -1.4 0.18 60 251 218 202 194 169 157 =110.5 0.85 1.13 1.31 1 10.851 -1.4 10.18 100 208 184 173 161 143 134 410.5 0.99 1.26 IIA3 h>60 7 10.851 -1.8 10.18 HardiePlank 5116 8 Block Nail' Face nail ASTM C90 CMU 16 0-15 266 242 219 205 187 170 -102.3 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 266 235 1 214 206 182 1 166 -102.3 0.7 0.9 1.08 1 0.85 AA 0.18 25 266 230 .210 206 178 163 -102.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 266 225 207 - 206 174 160 002.3 0.7 1 0.98 1 1.16 1 0.85 -1.4 0.18 35 261 222 204 202 172 158 -102.3 0.73 1.01 1.19 1 0.85 -1A 018 40 255 218 202 198 169 156 -102.3 0.76 1.04 122 1 0.85 -1.4 0.18 45 251 216 200 195 167 155 -102.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 5 1 247 213 198 192 165 153 -102.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 244 211 196 189 164 152 =102.3 0.83 1.11 t.29 1 0.85 -1.4 0.18 60 242 210 195 187 162 151 -102.3 0.85 1.13 1.31 1 0.85 -1,4 0.18 100 200 177 166 155 137 129 102.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Product Product Thickness (inches) Width (inches) Fastener Type Fastener Method Frame Type Fastener Spacing (inches) Building Height' (feet) B C D B C D Allvvable Design Load (PSF) Exp B Exp C Exp D K. Ka GCp GC, HardiePlank 5/16 825 Block Nail' Face nail ASTM C90 CMU 16 0-15 261 237 215 202 184 167 -98.7 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 261 231 210 202 179 163 -98.7 0.7 0.9 1.08 1 0.85 -1A 0.18 25 261 226 207 202 175 160 -98.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 261 1 221 203 1 202 171 157 1 -98.7 0.7 1 0.98 1 1.16 t 10.85, -1 A 0.10 35 256 218 200 198 169 155 1 98.7 0.73 1.01 1 1.19 1 0.85 AA 0.18 40 251 214 198 194 166 153 -98.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 247 212 196 191 164 152 -98.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 243 209 194 188 162 150 -98.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 240 208 193 186 161 149 -98.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 237 206 191 184 159 148 -98.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 196 174 163 152 135 127 -98.7 0.99 1:26 1.43 1 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 9.25 Block Nail' Face nail ASTM C90 CMU 16 0-15 245 222 1 202 1 189 172 156 -86.3 0.7 0.85 1.03 h560 1 0.85 AA 0.18 20 245 216 197 189 167 1 152 -86.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 245 211 193 189 163 150 -86.3 0.7 0.94 1.12 1 0.85 4A 0.18 30 245 207 190 189 160 147 -86.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 239 204 188 185 158 145 -86.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 235 201 185 182 155 143 -86.3 0.76 1:04 1:22 1 0.85 4A 0.18 45 231 198 183 179 154 142 -86.3 0.785 11.065 1.245 1 0.85 4A 0.18 50 227 196 182 176 152 141 -86.3 0.81 1.09 1.27 1 0.85 4A 0.18 55 225 194 1 180 1 174 150 140 -86.3 0.83 1.11 1.29 1 1 10.85 -1A 0.18 60 222 192 179 172 149 1 138 -86.3 035 1.13 1.31 F T 0.85 -1A 0.18 100 184 163 153 142 126 118 -86.3 0.99 1.26 1A3 h>60 1 10.85 -1.8 0.18 HardiePlank 5/16 9.5 Block Nail' Face nail y ASTM C90 CMU 16 0-15 241 219 199 187 169 154 -83.7 0.7 0.85 1.03 h560. 1 0.85 AA 0.18 20 241 212 194 187 164 150 -83.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 241 208 190 187 161 147 -83.7 0.7 0.94 1.12 1 0.55 .1.4 0.18 30 241 204 187 187 158 145 -83.7 0.7 0.98 1.16 1 0.85 .1.4 0.18 35 236 200 185 183 155 143 -83.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 231 198 1 182 1 179 153 141 -83.7 0.76 1.04 1.22 1 0.85 -1A 0.18 45 227 195 1 181 1 176 1511 140 -83.7 0.785 1.0651 1.2451 1 0.85 4A 0.18 50 224 193 179 173 149 138 -83.7 0.81 1.09 1.27 1, 0.85 4A 0.18 55 221 191 177 171 148 137 -83.7 0.83 1.11 1.29 1 0.85 .1.4 0.18 60 219 190 176 169 147 136' -817 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 181 160 150 140 124 117 -8317 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 12 Block Nail' Face nail ASTM C90 CMU 16 0-15 211 191 174 163 148 135 1 -64.3 0.7 0.85 1.03 h560 1 0.85 -1.a 1 0.18 20 211 186 176 163 144 132 6413 0.7 0.9 1.08 1' 0.85 -1.4 0.18 25 211 182 167 163 141 129 64.3 0.7 0.94 1.12 1 0.85 -1A 0.18 30 211 178 1 164 1 163 138 127 -64:3 1 0.7 0.98 1.16 1 0.85 4A 0.18 35 207 176 162 160 136 125 -64'3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 202 173 160 157 134 124 -64:3 0.76 1.04 1.22 1 0.85 -1A 0.18 45 199 171 158 164 132 123 -64:3 0.785 1.065 1.245 1 0.85 4A 0.18 50 196 169 157 152 131 1 121 -64.3 0.81 1.09 1.27 1 0.85 -1A 0.18 55 194 168 155 150 130 120 -64:3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 191 166 154 148 129 119 -64.3 0.85 1.13 1.31 1 1 0.85 -1.4 0.18 100 158 140 132 123 109 102 -64.3 0.99 126 1A3 h>60. 1 0.85 -1.8 0.18 HardePlank 5116 525 Block Nail' Face nail ASTM C90 CMU 24 0-15 282 256 233 1 219 198 180 -115.1 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 282 249 227 219 193 176 -11&1 0.7 1 0.9 1.08 1 0.85 -1A 0.18 25 282 244 223 219 189 173 -11511 0.7 0.94 1.12 1 0.85 -1A 0.18 30 282 239 219 219 185 170 -115.1 0.7 0.98 1.16 1 0.85 4A 0.18 35 276, 235 217 214 182 1 168 -1 M1 0.73 1.01 1.19 1 0.85 4A 0.18 40 271 232 214 210 179 1 166 -115.1 0.76 1.04 1.22 1 0.85 -1A 0.18 45 267 229 212 207 177 164 -115.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 262 226 210 203 175 162 -115.f 0.81 1:09 1.27 1 0.85 -1.4 0.18 55 259 1224 208 201 174 161 -115:1 0.83 1.11 1.29 1 0.85 -1.4 10.181 60 - 256 222 206 198 172 160 -115i1 0.05 1.13 1.31 1. 0.85 -1.4 0.18 100 212 188 176 164 146 137 -1151. 0.99 1.26 1 1.43- h>60 1 0.85 1 -1.8 10.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@Jameshardie.com 2012 IBC, 2014 FBC 2012 IBC, 2014 FBC o` 0 .4 •"'��i �, c` Q G�PTIFIC�T - 2412 _ t y i 8T E F :�Q` ^; cG'j • :FCO AID;:•'��1�` S AED lin IE Coefficients used in Table calculations for Vpn Allowable, Ultimate Design Wind, Speed, Van ,, 3-second gust mph) Allowable, Nominal Design Wind, Speed, ss astl (3-second gust mph) Applicable to methods specified in [2012 IBC, 2014 FBC], Section 1609.12 I as determined by [2012 IBC, 2014 FBC] Figures 1609A, B, or C. Applicable to methods specified In through 3 oE[202ons 1 2014 FBC] Section 1609-1.1. Wind exposure category Wind exposure category Siding K� Product Product Thickness (inches) Width (inches) Fastener Type Fastener Method Frame Type Fastener Spacing (inches) Building Heighta � (feet) B C D B C D Allowable Design 9 Load (PSF) Exp B Exp C Exp D �Kj Kd GCp GCO HardiePlank 5116 6.25 Block Nail'' Face nail ASTM C90 CIVIL! 24 0-15 253 229 208 196 178 1 161 -92.1 0.7 0.85 1.03 h560 1 0.85 AA 0.18 20 253 223 203 196 173 157 -92.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 253 218 200 196 169 155 -92.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 253 213 196 196 165 152 -92.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 247 210 194 192 163 150 -92.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 242 207 191 188 160 148 -92.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 238 205 189 185 159 147 -92.1 0.785 1.065 1.245 t 0.85 -1A 0.18 50 235 202 1 187 1 182 157 145 -92.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 232 201 186 180 155 144 - -92.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 229 199 185 178 154 143 -92.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 1 190 168 158 147 130 122 -92.1 0.99 1.26 7.43 h>60 1 0.85 -1.81 0.18 HardiePlank 5116 725 Block Nail' Face nail ASTM C90 CMU 24 0-15 231 209 190 179 162 147 -76.7 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 231 203 186 179 157 144 -76.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 231 199 182 179 154 141 -76.7 0.7 0.94 1.12 A 0.85 -1.4 0.18 30 231 195 179 179 151 139 -76.7 0.7 0.98 1.16 1 0.85 -1 A 0.18 35 226 192 177 175 149 137 -16.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 221 189 175 171 1 146 135 -76.7 0.76 1.04 1.22 1 0.85 -1A 0.18 45 218 187 173 169 145 1 134 -76.7 0.785 1.065 1.245 1 0.85 -1A 0.18 50 214 185 171 166 143 1 133 -76.7 0.81 1.09 1.27 1 0.85 -1.4 1 0.18 55 212 183 170 164 142 132 -76.7 0.83 1.11 1.29 1 0.85 -1.4 10.18 60 209 181 169 162 141 131 -76.7 0.85 1.13 1.31 1 10.851 -1.4 10.18 100 173 153 144 134 119 112 -76.7 0.99 1.26 1.43 h>60 1 10.85 -1.8 0.18 HardiePlank ' 5/16 7.5 Block Nail' Face nail ASTM C90 CIVIL!45 24 0-15 226 205 186 175 159 144 -73.7 0.7 1 0.85 1.03 hs60 1 1 0.85 4A 0.18 20 226 199 182 175 154 141 -73.7 0.7 1 0.9 1.08 1 0.85 -11 A 0.18 25 .226 195 179 175 151 138 -73.7 0.7 1 0.94 1.12 1 0.85 -1 A 0.18 30 226 191 175 175 148 136 -73.7 0.7 1 0.98 1.16 1 0.85 -1.4 0.18 35 221 188 173 171 146 134 -73.7 0.73 1.01 1.19 1 0.85 -1A 0.18 40 217 185 171 168 144 133 73.7 0,76 1.04 1.22 1 0.85 -114 0.18 213 183 169 165 142 131 -73.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 210 181 168 163 140 130 773.7 0.81 1.09 1 1.27 1 0.85 4 A 0.18 55 207 179 1 166 161 139 129 -73.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 205 178 1 165 159 138 128 -73.7 0.85 1.13 1.31 1 10.85 AA 0.18 100 170 150 141 131 116 109 -73.7 0.99 126 1.43 h>60 1 10.85 -1.8 1 0.18 HardiePlank 5/16 8 Block Nail' Face nail ASTM C90 CIVIL! 24 0-15 217 197 179 168 153 139 •68.2 0.7 1 0.85 1.03 h560 1 0.85 -1.4 0.18 20 217 192 175 168 148 136 -68.2 0.7 0.9 1.08 1 0.85 -1A 0.18 25 217 188 172 168 145 133 -68.2 0.7 0.94 1.12 1 0.85 -1 A 0.18 30 217 184 169 168 142 131 -68.2 0.7 0.98 1.16 1 0.85 4.4 0.18 35 213 181 167 165 140 129 -68.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 209 178 165 162 138 128 •68.2 0.76 1.04 7.22 1 0.85 -1.4 0.18 45 205. 176 163 159 136 126, -68.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 202 174 161 157 135 125 1 -68.2 0.81 1.09 1.27 1 0.85 -1 A 0.18 55 200 173 160 155 134 124 -68.2 0.83 1.11 1.29 1 10.85, 4,4 1 0.18 60 197 171 159 153 133 123 -68.2 0.85 1.13 1.31 1 10.851 -1.4 0.18 100 163 145 136 126 112 105 -68.2 0.99 126 1.43 h>60 1 0.85 -1,8 0.18 HardiePlank 5/16 825 Block Nail' Face nail ASTM C90 CMU 24 0-15 213 194 176 1 165 150 136 -65.8 0.7 0.85 1.03 h560 1 1 0.85 -11 A 0.18 20 213 188 172 165 146 133 -65.8 0.7 0.9 1.08 1 0.85 -1A 0.18 25 213 184 169 165 143 131 -65.8 1 0.7 0.94 1.12 1 0.85 -IA 0.18 30 213 180 166 165 140 128 E5.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 209 178 164 162 138 127 -65.8 0.73 7,01 1.19 1 0.85 -1.4 0.18 40 205 175 162 159 136 125 -65.8 0.76 1.04 1.22 1 0.85 AA 0.18 45 202 173 160 166 134 124 -65.8 0.785 1.065 1.245 085 -1.4 0.18 50 198' 171 158 154 132 123 =65.8 0.81 1.09 1.27 -14 0.18 55 196 169 157 152 131 122 -65.8 0,83 1.11 1.29 M1EII!85 -1.4 0.18 60 194 168 156 150 130 121 65.8 0.85 1.13 1.31 0.85 -1.4 0.18 100 160 142 133 124 110 103 -65.8 0,99 1.26 1.43 h>60 1 0.85 -1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Product Product Thickness (inches) Width (inches) Fastener Type .Fastener Method Frame Type Fastener Spacing (inches) Building Height" (feet B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Ka Kd GCp G HardiePlank 5/16 925 Block Nail' Face -H ASTM C90 CMU 24 0-15 200 181 165 155 140 127 -57.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 200 176 161 155 136 125 -57.6 0.7 0.9 1.08 1 0.85 AA 0.18 25 200 172 15B 155 133 122 57.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 1 200 1 169 155 1 155 1 131 120 1 .57.6 0.7 1 0.98 1 1.16 t 10.85 -1.4 0.18 35 196 166 153 151 129 119 1 57.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 192 164 151 148 127 117 -57.6 0.76 1.04 1.22 1 0.85 AA 0.18 45 189 162 150 146. 125 116 -57.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 186 160 148 144 124 115. 757.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 183 159 147 142 123 114 57.6 0.83 1.11 T29 1 0.85 -1.4 0.18 60 181 157 146 140 122 113 57.6 0.86 1.13 1.31 1 0.85 -1.4 0.18 100 150 133 125 116 103 97 =57.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 10.18 HardiePlank 5116 9.5 Block Nail' Face nail ASTM C90 CMU 24 0-15 197 1 178 162 1 152 1 138 126' -55.8 0.7 0.85 1.03 11560 1 0.85 AA 10.181 20 197 173 158 1 152 134 123 55.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 197 170 155 152 131 120 =55.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 197 166 153 152 129 118 =55.8 0.7 9.98 1.16 1 0.85 -1.4 0.18 35 193 164 151 149 127 117 -55.8 0.73 1.01 1. 99 1 0.85 -1.4 0.18 40 189 161 149 146 125 115 55.8 0.76 1.04 1.22 1 0.85 -1A 0.18 45 186 159 147 144 123 114 55.8 0.785 17'5 1.245 1 0.85 -1A 0.18 50 183 158 146 142 122 1 113 155.8 0.81 1 1.09 1.27 1 0.85 -1.4 0.18 55 181 156 145 140 121 112 1 -55.8 0.83 1.11 1.29 1 0.85 -1.4 0.16 60 178 155 1 144 1 138 120 111 '.'.-55.8 0.85 1.13 1.31 1 1 10.85 -1.4 0.18 100 148 131 123 114 101 95 -55.8 0.99 1,26 1.43 h>60 1 10.85 -1.8 0.18 HardiePlank 5116 12 Block Nail' Face nag ASTM C90 CMU 24 0-15 172 156 142 133 121 110 -42.8 0.7 0.85 1.03 hs60 1 0.65 -1.41 0.18 20 172 152 139 133 118 107 -42.8 0.7 0.9 1.08 1 0.85 -1.41 0.18 25 172 149 136 133 115 105 42.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 172 146 134 133 113 104 I.42.8 0.7 0.98 1 1.16 1 0.85 -1.4 0.18 35 169 143 132 131 111 102 -42.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 165 141 130 128 109 101 42.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 163 140 1 129 1 126 108 100 -42.8 0.785 1:065 1.245 1 0.85 -1.4 0.18 50 160 138 128 124 107 99 -42.8 0.81 1.09 1.27 1 0.85 -1A 0.18 55 158 137 127 123 106 98 -02.8 0.83 1.11 1.29 0.85 4 A 0.18 60 156 136 126 121 105 98 '-42.8 0.85 1.13 1.31 IN 0.85 4A 0.18 100 129 115 108 100 89 83 -42.8 0.99 126 1 1.43 lh>60 1 0.85 -1.8 0.18 HardieShingle Notched Panel 3 1/4 48 Block Nail' Blind nail ASTM C90 CMU 16 0-15 1 211 191 174 163 148 134 '-64.0 0.7 0.85 1.03 h560 1 0.851 AA 0.18 20 211 186 169 163 144 1 131 -64.0 0.7 0.9 1.08: 1 0.85 -1A 0.18 25 211 182 166 163 141 129 ' -64.0 0.7 0.94 1.12 1 0.85 AA 0.18 30 211 178 164 163 138 127 ' -64.0 0.7 0.98 1.16 1 0.85 -1A 0.18 35 206 175 161 '160 136 125 ,-64.0 0.73 1.01 1.19 1 0.85 -lA 0.18 40 202 173 159 157 134 124 -64.0 0.76 1.04 1.22 1 0.85 -1A 0.18 45 199 171 158 154 132 122 '-64.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 196 169 156 152 131 121 - -64.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 193 167 155 150 130 120 . -64.0 0.83 1.11 1.29 1 0.85 -1 A 0.18 60 191 166 154 148 128 119 i -64.0 0.85 1.13 1.31 1 0.85 -1 A 0.18 100 158 140 132 122 109 102 1 -64.0 0.99 1.26 1.43 h>60 1 10.850 OAB 1. Fastener is: ET&F Fastening Systems [ET & 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 [5323P, head dia. = 0.30 in., shank dia = 0.144 in., length, 1.25 in] 2. Exposure to the weather is 7 inches maximum. 3. Budding height = mean roof height On 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). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A, 1609B, or 1609C; ASCE 7-,10 Fig ures26.5-1A, 26.5-1B, or26.5-1C. 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC. 2014 FBC] Section 1609.1.1. , 6. The wind speeds in (2012 IBC, 2014 FBC] Figures 1609A, 1609B and 1609C are ultimate -design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear Interpolation of building height and wind speed is permitted. 8. Wind speed design assumptions per Analytical. Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kz,=1, Kd=0.85, GCo -lA (hs60), GC,=1.8 (h>60), GCpi=0.18. 4 O w C A Lc.� CD9 3 _ %S 0 N o it o a of O c (nod co» a 0 O' CD o gll cmI o fi fn Wo o o o cQi o tI'i �n ail cNn o o fn" cAi o c`'i o cNi, cn oo °o Yi Ao WOcNil o c $' o fn' o c N BuildingHeight n. O A A A A A I A A A A A I A I A I NA ? A A A A I A A A A A A A A A A A A? A A A A A A A A A A A A A A w A A A A A A. A co -• N N N N N N N N N N> N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 'D A N ID O N N O O>> N N N N N W N N A A -. N J W N N W W N N A A N N A A N N A A N A N N OJ A A N N A A N N A A N N A A N N A A N N O A N N A A N N A A N N A A N N A A N N A N N N A A N N A A N N A A N N A A N N A A D N � x 8A A A A A A A A A A (D A A A A A A A A A A A A AA A A? A W A A A A? A A A? A A A A A A A A A A A W C W Oo 8 O (D N N O O> N NI� N N�l N N A N UI > N NI� -2 N Nl� Nl� N W N N A A N N A A N A l� N 8 W N N N A A N N A A N N A A N N A A N Oo A N N A A N N A A N N A A N N A A N N A O N N A A N N A A N N A A N N A A N N A A 0 0 S > O QS O fA V V W OD N (O O W 8888 N 0 N N 0> N N > N N W N N A 0 0 N N 0> N N > N N N N W N N> A A N O N N N N N N N W W N N N N N N N N N N N N N N N y _ A N N O O+ N N N N W N N A A N N A A N O1 W N N A A N N A A N N A A N N A A N A V A A A W A A A A N � > UI (l( 07 Of O V V O 9 N W W O88 0 N N A O O N N NN NN NAN mN N N NN3NN N N N NNN N A N NNA N 0 6 0 CV ch O Ip W W W A A A UI GI T CT > Uf W fA J �I fA CD IO + N V V J V OD » 8 8 8O> N N fiJ 6t fb f0 » ID 80 N N 0> N N N N W A N N 0 0 N N 0>> N NI�7 N N C. A A N T N V V OD m t0 O> > A O>> N N W A N A A N A N N W N N C. N N A N N A A N N A A N N A A N OS A N N A A N N A A N N A A N N A A N A G N N A A N N A A N N A A N N A A N N A A W IO O O W W A A A U OV T 4W O �I v ! 0>NN N O O NW CA G N N W co W A O W W GI A A A VI (T OS V O A A N UI UI 0I to J V W -. QI O O O J V V W (O O N V V CO C. >N (O (D O� i1i 0 O A tl1 O 0J OO O W NVJ N N N N - N NAA N N NNNN 7 NN> , O> A A W W W W A A A N O W V O A A A N N Of Cf V V IO > O O N W J V N W W O N V V J OJ Cl (O 8 O� N N n !A O (JI N O> > N N N N w W A 0 N N N W W W A A (>j( [n O W W A A :A A (T 8 8 V> A N IT VI 8 8 W N V Oo 0 O O O O O O O O O G O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N m V J V V w m V V V V W m W V V J V i.� L4 W V V V V m' N �, V J V V m O A W tp A P P(p W A Q� W N NN O� W tOD oo N A NO �p A O N pp T W ID pp A ttpp W A O W W+ pp ID �p pm po (p �p pp m N aa> W N' NN ti N •.• •-• ,-+ _ _ 0 0 _ la (J _ _ Ill N N �j O T N Om <J > W N>N V N N> IO W N W W J>�aa,, W 1 JN� V� 1>N� t0 W N W tA.i W V N •NN.• _• >' 0 O S 6 V IA V N V IA V ISA V IA d \\1\ S �il o g' o $' p g' ~yNC� — ---- -— - — -- 0 0 0 P 0 0 0 0 0 op op 0 omy O o 0 0 0J 0 0 0 0 0m 0 0� 0 0 0m P 0 0 0 0 0 0 0 0m 0m� 0 0 0 0 0 0� 0 0 0 0 0 0m1 N� to N N Q m0p N N p N 41 p tT N ( N N m W tr to p N to N NIII m N N p (ll N (mT m p m0> N N iP N N N !n N (�11 m m in N p N N N N y N N p m iP Cll m to VI m N in � N N N (ll d- C �O:S Oo A d d A A A d? i+ A Qo d A 3+. A. A A A A A? b. A A a? A A A O i+ A Cf A A A A A Ja ? A is A m A ?. .P .P A A} A A A e ^O •Y o'o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PP P.. 0 .... 0 0 0. o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PP 0 0 o n 5C ��mmm�m��mmm��m��mm�� W O W W 0 0 W W 0 0 W W 0 0 W W 0 0 W W 0 0 N N 0 0 N N 0 0 N N 0 0 N N 0 0 N N 0 0 N>'>>al 0 IT Uf IT (!� >> IT tT N fT If( (T (T O O O O O O O O O O O tT Ili UI t7t N !n N N IT N IT O c Z 0 m 0 C D CA 17 V Z r M I O GO) 0 A 0 Z D U 6 N m p y o DZ al4 m 0 (n N cc.nn-nN?�0 X C7f Co 1 fA (n W Z 0 �= m w C 5- c (n � 3D 3 � G Pk 0 m rn cn a 0 C m f O O O O O p, ,O 011) O' co m m m �n o. (o o �' Y, o ail o Nei" (Nil o o N o o' o (Ni o o (�i o �$iS' o o N �� o cWi o INn `a'�g o v"' $� o o o Building Height �o �o �g 1„ ft. V 1 V W (D O !O W i;] V 8 8 8 O O A 0 0UININ W A A A A N GI N I� N W A v N A A N N A A N N A A N A W N N A A N N A A A A A A A A coN 'N N N W W .P 'A 01 W O W W A A A Ol Ol W V V+ Vt Ol 01 0) W V V W + NO W N V V W W W + (O (O N -N.. O N A (D O O N N N W A A n T V 0 88 + N N W+ N N N N N W W A A W W W W W A A A V 8 O N V V V W. W W (O 0 0 F N W W A A Vt 01 W Vt W O A A Ot W W W V V V V+ W W V V W W O (D tD W N N N t0 O O+ N N N N A++ N N W A A A A A W A A O1 W O At d A EA8 8 01 V- + W W W 8 GO+ N 0 � � N N p W W W m W O CO O W O O V W 0 0 0 0 0 0++ N V O O+ -++ N N N W W N N N N W W W A A V1 O W A A A A Ol Vt W W V 0 N � O V C, a, + W W AW 88 W N V W W O 8 O ++ W 41 N m CD w W co W W W W O (0 W O O 0)(D W W CDO o O N V o 0 0 0 > N N !.1 W++ N N N W W 44 Vl W W W W A A A U W 01 V 0 awn y N O' ci -� N. M V V V V V V W W M W W W W W W, W CO (D O O O W (O cO O W(0 W O O. 0 V++ 0 8 0 0 + 0 0+ + N N W� -+ N N N W W A A v � � -n T W C) A W O W _ O 0 0 0+ s + + V 0 0 0 -� + N N N N N O+ N _ N N _ W W A A A A W W W' W A A Ol W W Q) O) O O1 01 01 W W V W W W W O ou o O1 V V V V V V W W OWMWWMWW W ID W W � 0 W W O W W 0 0 0 -++ :t V O O O G O :ft N N W W -++ � N N N W W A Ol 0 N V1 11 A m W W W W W V V V V 0 W V V V V V V W W W m V V CO CO W W W W 0 W W CO W (O (D W W CO V 0 0 0 0 0+ + N N 0 Ol W W W W W LD f0 O W w W W m wW -8 8888 V O 0 0 O, ++ N N N N V+ + N N W W W W W W N W W A A 8 Ol Ol Ot 01 W Pr N A W W W T W W V V V W W W W V V V V V W W W 01 VI 'V V W W co W (O co +O W W W W W O (O (D V 0 A m W m W m W 0 m W W A 0 W W W W W T W V V 01 W W 01 V V V V V W CO O1 V 'V 1-1- V- W W W W W W W W co (D (O W (O co +O +O v O O O O p O b O 0 0 0 0 0 0 0 p O 0 0 0 0 0 0 O 0 0 p O 0 0 0 0 0 0 0 0 0 p p O p p p p O 0 0 0 p O 0 0 0 b 0 W V V V V N W V V J �I b.<v N T W V to,V V W m N W V V V V N DVj V V 11 � o 0 + + p + + -+ + + O p > + + + ' + O p + + > > + O b O r f�f W ID A O�0 A �' is ONI W tD pp A cOp W tO(Op pOp�� A Gl W tO0 N> G tOO m L pOm� N W tp0 pp A W BOO A G mO to W 0. pp A SO�Dp m A ID j• P W+ fO V N N N t0 Q1 N O O A LJ W+ I� N> N t0 J� N N+ N N >++ fO O C is W N t0 N N V N N+>> N t0 O O N (O N V� I N f�j t0 m N W W O) N GD W W N W W Of N O -I - m Lop o 0 0 O0 0 0 0 0 OOo p o0 0 000 0 0 OOOp Om� O 0 0 Oopo 00 0 O000000o p o 0 0 0 0 0 obON bC A AI-, A O O O O O p 0 0 0 C 0 0 0 0 0 p O O O O OO OO O!p O O O O O O b 0 0 0 0 0 0 O O O O O I II IT O O O l N 0 O 0 yyO 0 0 0 0 0 0 0 D i�00 OODM d co N N = m A O Q1 m m W g C 3 ro Z G) V O C (A m re�ya�\ J' X O W v Zwv 0 Z D - � G)G)O mA V -10 L7 C��DaOZD llOMW> D � C) 0 N T N? X O y n rr Ka)) ln � W Z 0 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Block Nail Fastener Load Used in Calculation (lb/fastener)24.60 1. Block nail is blind nailed at spacing in table, block nails shall be: ET&F Fastening Systems [ET & F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 In., length = 1.25 In.], Max Use Corp'[CP-C 832 W7-ICC, head dia. = 0.30 in., shank dia. = 0.145 In., length = 1.25 in.], or Aerosmith Fastening [5323P, head dia. = 0.30 in., shank dia. = 0.144 in., length, 1.25 in.] 2. Applicable to methods specified in [2012 IBC, 2014 FBC] Section 1609.1.1. as determined by 12012 IBC, 2014 FBC] Figures 1609A, B, or C. 3. Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A, 1609B, or 1609C; ASCE 7-10,Flgures 26.5-1A, 26.5- 1B, or26.5-1C. 4. Building height = mean roof height On feet) of a building, except that eave heightshall be used for roof angle O less than or equal to 10°,(2-12 roof slope). 5. Interpolation to address building height and other HardiePlank width is permitted. 6. The wind speeds in 12012 IBC, 2014 FBC] Figures 1609A, 1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds,, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC] Section 1609.1.1. 8. Linear interpolation of building height and wind speed Is permitted. 9. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Ks=1, Kd=0.85, GCo 1.4 (hs60), GCP —1.8 (h>60), GCpf=0.18. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade Countyflodda,.NOA 15-0122.04. 12