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HomeMy WebLinkAboutEVALUATION REPORT - HARDIE BOARDr io -44' pis) I e 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 SCANNED BY JAMES HARDIE BUILDING PRODUCTS, INC. St Lucie County 10901 ELM AVENUE FONTANA, CA 92337 i 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 I 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 `HIND 3 DESIGN LOAD PROCEDURES 4-12 TABLE 3 COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 5 _ __ __ __ __ _ _ TABLE 41_ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B _ _ _ .__ __. _ _. _ _ 5____ TABLE 51 ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 6! ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 71, ALLOWABLE WIND SPEED FOR HARDIEPLANK (FACE NAILED) AND HARDIESHINGLE SIDING (BLIND NAILED) 6-9 TABLE 81 ALLOWABLE FASTENER SPACING FOR HARDIEPLANK (BLIND NAILED) 10-12 LIMITATIONS OF USE I 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 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDIE BUILDING PRODUCTS, INC. EVALUATION SUBJECT HardiePlankO Lap Siding; HardieShingle® Notched Panel James Hardie Product Trade Names covered In this evaluation: HardiePlankO Lap Siding, Cemplank0 Siding, PrevaV4 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 determ;ne the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePiank (Cemplank, Prevail Lap) siding and HardieShingle Notched Panel Siding fastened to ASTM C90 Concrete Masonry Units (CMU). REFERENCE REPiORTS: 1. Intertek Report 30679 3 (ASTM C1186) Material properties HardiePiank Siding and HardieShingle Siding 2. Applied Research Laboratories of South Florida, Report 29278-1.1131 (ASTM D1761) Pullout 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 Nall (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 Nall (CP-C 832 W74CC, head dia. = 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, 1.25in.) 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) 5. Ramtech Laboratories, Inc. Report IC-1034-88 (ASTM E330) Transverse Load Test, 5/16" Thick by 9.5 inch wide HardiePiank 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 HardiePiank 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 Table 1. Results of Transverse Load Testing m r V > E > Z C m N .C•. T N a e1 N v C H C J ...Lo in a Q C J ` E E u> m Lc Q. A -3¢ o _ mCy IL w LL u. w F u- 2X4 blind nail through top No. l l ga. X 1-314" long HardiePiank IC-1034-88 Ramtech 0.3125 9.5 wood 16 8.25 edge of plank Roofing nail -146.6 -48.9 0.917 -44.8 Hem -Fir 2149-07-10 (C 2X4 face nail through 8d ring shank box nail, HardiePiank Ramtech 0.3125 8.25 wood 16 7 plank overlap 0.113" shank X 0.260" HD -295 -98.7 0.778 -76.7 DFL X 2.375" L 11436- 2X4 1.5 in. long X 0.083 in. HardieShingle Notched P nels Ramtech 0.25 48 wood 16 7 blind nailed at stud shank X 0.187 in. HD, ring -192 -64.0 0.778 -49.8 9911603 SGz0.40 I I shank nail 1. Allowable Design Load Iis the Ultimate Load divided by a Factor of safety of 3. 2. HardiePiank Lap Siding complies with ASTM C1186, Standard Specification for Grade 11, 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-UDl) and Intertek (3096000 and 3117855.001), all averaged above 725 pounds force with embedment 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 masonry units meeting ASTM C90. JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshalydie.com Ta{.In 9A Rlnc� Alail Withdrawal I_nadc RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQU IN STREET #i443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 Report 29278-1.1131 1 3096000 1 3117855-001 Manufacturer I Block Nail Average ultimate withdrawal load Ib ET&F Fastening Systems I ET & F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 in., length = 1.25 in. 725 1 963 1113 Max Usa Corp I ICP-C 832 W74CC, head dia. = 0.30 in., shank dia. = 0.145 in., length =1.25 in. 893 Aerosmith Fastening I 15323P, head dia. = 0.30 in., shank dia. = 0.144 in., length, 1.25 in. 1165 HardieShingle Notched through the fiber-cemer nail, with a tested faster fastener, the block nails nails Table 2C is greats HardieShingle Notched For face nailed applica fiber -cement. The allot with a tested fastener I block nails in Table 2a block nails Table 2C is Inels 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 - The allowable design load is -64psf (-192psf divided by a safetyfactor of 3). The tested fastener is a 1.5 in. long X 0.083 in. shank X 0.187 in. head diameter, ring shank load of 49.8 pounds. Since the HardieShingle Notched Panel fastener load of 49.8 pounds per fastener is below the block nail allowable fastener load of 90 pounds per 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 ian 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 Inels attached to ASTM C90 CMU walls. I , HardiePlank Lap Siding in Table 1, Report C 2149-07-10 (C ), achieved an ultimate test pressure of -296 psf, the failure is governed by fastener head pull -through the ,Is design load is-98.7psf (-296psf 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, 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 i be substituted for the 8d ring shank box nail, 0.113' shank X 0.260" head diameter X 2.375" long nail in Table 1 / Table 2B. This can be done since the bearing area for the !star 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 2B will be used to determine the maximum allowable wind speed In Table 7 for HardiePlank lap siding attached to ASTM C90 CMUs. Table 213, Allowable Loads Based on Constant -Fastener Load, 84 (23f8"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 Ioad/FOS =-296psf/3 = -98.7 psf Effective tributary = ((plank width exposed to weather X stud spacing)1144) = ((8.25-1.25) X 16)1144 = 0.778 sq.ft. Fastener load = design load X tributary area = -98.7 X 0.778 = -76.74 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated o rn C y C17 O a 5 Q N [] LL O _1Um aynab. O m E L U 3 v U °, HardiePlank Width (inches) I°' S m o w i= ¢ li a --_---- 5.25----J--_.._.------------- ---16 -- -9A444- _172.67 6.25 1 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 S 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 -83.72 -76.74 12 16 f.0.9167 1.1944 -64.25 -76.74 _ c rn p C N C m1Y0 LL O N j N L a m °L o m amain rli wH a0 _ 2_4 _ _ 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 -55.81 241 1.7917 1 42.83 For blind nailed application,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 siacing must be adjusted to accomodate the block nail's smaller bearing area. According to report IC-1034-8B, 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 comp ie a new allowable design load. Table 2C. Fastener Head Bearinq Area (Head Area - Shank Area) 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.lshank 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., IengEh = 1.25 in 0.1440 0.0163 0.3000 0.0707 0.05" 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 0.0544. 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.in) Fastener Load (lb/fastener) 11 gauge roofing nail 0.0991 44.8 Block nail 0.0544 24.6 The block nail allowable fai tener 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 I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 JAMES HARDE BUILDING PRODUCTS, INC. 1-888-542-7343 DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transvierse load capacity (wind load rapacity) 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 test load. 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 26.5-1C. 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 qe0.00256•K,* Ku Kd'VZ {ref. ASCE 7-10 equation 30.3-1) qz ,velocity pressure at height z Kz , velocity pressure exposure coefficient evaluated at height z i K„ , topographic factor Kd , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, 1 V=V,m {ref. 2012iBC & 2014 FBC Section 1602.1 definitions) Vwt , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5.1A, B, or C Equation 3, p=gz'(GCP GCpi) {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 z into Equation 3, -p= b -Equatiorr4,--- - - - 0:00256"K�'KKd� u0 ` V (GC PC-G-- -- --- ----- � W Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7, Equation 5, 0.613+0.6W {ref. ASCE 7-10section 2.4.1,load combination 77 D dead load , W , wind load (load due to wind pressure) I 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, j pad = 0.6'[1`] Equation 7, p„ ,, = 0.6'[0.00256'Kz•Kn Ka Vwt2'(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 7 for V,d,, Equation 8, Vd = (pwt0.6'0.00256'Kz Kn Kd'(GCP GCp;))°s Applicable to methods spa Icilled in Exceptions f 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.d = V ` (0.6f s {ref. 20121BC& 2014 FBC Section 1609.3.11 Vasd , Nominal design wind speed (3-second gust mph) {ref. 2012IBC & 2014 FBC Section 1602.11 We solve Equation 10 to determine block nail fastener spacing for HanilePlank attached to AS77W C90 CMU block walls at various wind speeds we solve. Table 8 fastener spacing is based on Equation 10. Equation 10 FSeN=FLBN'[144/(P.d' PW) \\`\o�`uHlt0Guryrri"'z FSaN , block nail fastener spacing to resist wind speed �`' Q :..SIfI0gl9 •, FLeN , block nail fastener load 24.6 lb/fastener PW , plank width exposed to weather =� 0 2412� n 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@jamesh rdie.com Table 3, Coefficients an Constants used in Determining V and p, K. Wall Zone 5 Height (it) Exp B Exp C Exp D Ks Kd GC GC l 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 0.18 30 I 0.7 0.98 1.16 1 0.85 -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 1 0.85 -1.4 1 0.1B 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 0.85 1.13 1-.31 1 0.85 -1.4 0.18 100 0.99 1 1.26 1.43 1 h560 1 0.85 -1.8 0.18 Table 4, Allowable Stre4 Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed (3-second bust) 100 105 110 115 120 130 140 150 160 170 1 180 190 200 210 Height (it) 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 I -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 46.8 -52.1 -57.8 -63.7 35 15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 .43.5 -48.8 -54.4 -60.2 -66.4 40 I -15.7 -17.3 1 -19.0 -20.7 1 -22.6 -26.5 -30.7 1 -35.3 40.1 1 -45.3 -50.8 1 -56.6 -62.7 -69.1 45 -16.2 -17.9 1 -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 1 -20.2 -22.1 -24.1 -28.2 -327 .37.6 -42.8 -48.3 -54.1 -60.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 -38.5 -43.8 -49.5 -55.5 -61.8 -68.5 -75.5 60 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -57.6 -65.5 -74.0 -82.9 -92.4 -102.4 -112.9 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 1 160 170 180 190 200 210 Height (it) I C C C C C C C C C C C. C C C 0-15 1 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 . -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 25 1 -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 1 -20.2 -22.3 - - -24.5 -26.7 -29.1 -34.2 -39.6 -45.5 51.8 -5" " "-65.5 =73.D- =80?9- -89.2 35 I -20.8 -23.0 -25.2 -27.6 30.0 -35.2 40.8 -46.9 -53.3 -60.2 -6 .5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -54.9 -62.0 -69.5 1 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 -43.1 49.4 -56.2 -63.5 -71.2 -79.3 1 -87.9 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -3B.7 -44.9 -51.5 -58.6 -66.2 -74.2 -82.7 -91.6 -101.0 6D -23.3 -25.7 -28.2 -30.8 -33.6 -39.4 -45.7 -52.4 -59.7 -67.4 -75.5 -84.1 -93.2 -102.8 100 1 1 -32.6 -35.9 -39.4 1 -43.1 -46.9 -55.0 -63.8 -73.3 -83.4 -94.1 -105.5 -117.6 -130.3 -143.6 Table 6, Allowable Stres's Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 1 180 190 200 210 Height (It) 1 D D D D D D D D D D I D D D D 0-15 1 -21.2 -23.4 -25.7 -28.1 -30.6 -3&9 41.6 -47.8 -54.4 -61.4 -68.8 -76.7 785.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 45.3 -52.0 .59.1 -66.8 -74.9 -83.4 -92-4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 41.5 48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 1 -33.3 -36.2 1 42.5 -49.3 1 -56.6 -64.4 -72.7 -81.5 1 -90.9 -100.7 -111.0 45 -25.7 -28.3 -31.1 -34.0 -37.0 -43A . -50.3 -57.8 -65.7 -74.2 -832 -92.7 -1027 -113.3 50 1 -26.2 -28.9 -31.7 -34.6 -37.7 44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 1 -26.6 -29.3 -32.2 -35.2 -38.3 45.0 -522 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 60 1 -27.0 -29.8 -32.7 -35.7 -38. 4 . -53.0 -60.8 -69.2 -78.1 7.6 -9 . -108.1 -119. 100 1 -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 ba ied on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code. I 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 Table 7, Allowable Wind Speed (mph) for Hard[ePlank Lap Siding (Analytical Method in ASCE 7-10 Chapter30 C&C Part 1 and Part 3) e ..uu1111illlllti., jWind 2012 /BC, 2014 FBC 2012 /BC, 2014 FBC �� OG `' p1tFICq 3 G�2412 ,,,,cccc���� •' 4E, '� FO+- F-•t P '• �� '%,, /�i'•.. 0 Rlo,•••'\�`� �� rFRE� BN sg: /��lllgrrlllll tllllltu'" Coefficients used in Table 6 calculations for V„ x Allowable, Ultimate Design Wind, Speed, Vult , (3-second gust mph) Allowable, Nominal Design Wind, Speed, Vd5.6 (3-second gust mph) Applicable to methods specified in [2012 IBC, 2014 FBC] Section 1609.1.1. as determined by (2012 IBC, 2014 FBCI Figures 1609A, B, or C. Applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 1609.1.1. exposure category Wind exposure categoryl siding Kr Product Product I Thickness (inches) Width (inches) Fastener Type Fastener Method Frame Type Fastener Spacing (inches) Building Height ail (feet) B C D B C D Allowable Design Load {PSF) Exp B Exp C Ex p D K� Ke GCp GC,,, HardiePlank 5/16 5.25 Block Nail' Face nail ASTM C90 CMU 16 0-15 346 314 285' 268 243 221 -172.7 0.7 0.85 1.03 hsfi0 1 0.85 -1.41 0.18 20 346 305 278 268 236 216 -172.7 0.7 0.9 1.08 1 0.85 -1A 0.18 25 346 298 273 268 231 212 -172.7 0.7 0.94 1.12 1 0.85 -1 A 0.18 30 346 292 269 268 226 208 -172.7 0.7 0.98 1.16 1 0.85 AA 0.18 35 339 288 265 262 223 205 -172.7 0.73 1.01 1.19 1 0.85 -1A 0.18 40 332 284 262 257 220 203 -172.7 0.76 1.04 122 1 0.85 -1.4 0.18 45 327 280 259 253 217 201 -172.7 0.785 1.065 1.245 1 0.85 -1A 0.18 50 321 277 257 1 249 215 199 1 -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 -1 A 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 1 0.99 1 1.26 1A3 h>60 1 0.85 -1.8 0.18 HardiePlank 1 1 5116 6.25 Block Nail' Face nail ASTM C90 CMU 16 0-15 309 281 255 240 217 198 -138.1 1 0.7 0.85 1.03 hs60 1 1 0.85 -1A 0.18 20 309 273 249 240 211 193 -138.1 0.7 0.9 1.08 1 0.85 -1.4 US 25 309 267 245 240 207 189 -138.1 0.7 0.94 1.12 1 0.85 -1A 0.18 30 309 1 261 240 240 202 186 -138.1 0.7 0.98 1.16 1 0.85 -1A 0.18 35 303 257 237 235 199 184 -138.1 0.73 1.01 1.19 1 0.85 AA 0.18 40 297 254 234 230 197 181 -138.1 0.76 1.04 1.22 1 d.85 -1.4 0.18 45 292 251 232 226 194 180 138.1 1.245 1 0.85 -1.4 0.18 50 288 248 230 223 . 192 178 -138.1 1A9 1.27 1 0.85 -1.4 0.18 -55 284 24� 228 -220- 199- 176 -138.1 103851.065 1.11 1.29 1 0.85 -1.4 0.18 60 281 243 226 217 189 175 -138.1 1.13 1.31 1 0.85 -1.4 0.18 100 232 206 193 180 160 150 -138.1 0.99 1.26 1A3 h>60 7 10.851 -1.8 0.18 HardiePlank 5/16 1 7.25 Block Nail' Face nail ASTM C90 CMU 16 0-15 282 256 233 219 198 180 -115.1 0.7 . 0.85 1.03 h560 1 0.85 -1.4 0.18 20 282 249 227 1 219 193 176 -115.1 0.7 0.9 1.011 1 0.85 -1.4 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 AA 0.18 35 276 235 217 214 182 168 -115.1 0.73 1.01 1.19 1 0.65 -1.4 0.18 40 271 232 214 210 179 166 -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 -1A 0.18 50 262 226 210 203 175 162 -115.1 0.81 1 1.09 1.27 1 0.85 -1A 0.18 55 259 224 208 201 174 161 -115.1 0.83 1.11 1.29 1 0.85 -1A 0.18 60 256 222 206 198 172 160 -115.1 0.85 1.13 1.31 1 0.85 -1A 6.18 100 212 188 176 1 164 146 137 -115.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 7.5 Block Nail' Face nail ASTM C90 CMU 16 0-15 277 251 228 1 214 194 177 -110.5 0.7 0.85 1.03 hs60 1 0.85 -1A 0.18 20 277 244 223 214 189 173 -110.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 277 239 219 214 185 169 -110.5 0.7 0.94 1.12 1 1 0.85 -1A 0.18 30 277 234 215 214 181 166 -110.5 1 0.7 0.98 1.16 1 0.85 -1A 0.18 35 271 230 212 210 178 164 -110.5 0.73 1 1.01 1.19 1 0.85 -1.4 0.18 40 265 227 210 205 176 162 -110.5 0.76 1.04 1.22 1 0.85 4A 0.18 45 261 224 207 202 174 161 -110.5 0.785 1.065 1.245 1 0.85 -1A 0.18 50 257 222 205 199 172 159 -110.5 0.81 1.09 127 1 0.85 -1.4 0.18 55 254 220 204 197 170 158 -110.5 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 251 218 202 194 169 157 -110.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 208 184 173 161 143 134 -110.5 0.99 1.26 1.43 lh,60 1 0.85 -1.8 0.18 ' HardiePlank 5/16 I 8 Block Nall' Face nail ASTM C90 CMU 16 0-15 266 242 219 206 187 170 -102.3 0.7 0.85 1.03 hs60 1 0.85 -1.41 0.18 20 266 1 235 214 206 182 166 -102.3 0.7 0.9 1.08 1 0.85 -1A 0.18 25 266 230 210 206 176 163 -102.3 0.7 0.94 1.12 1 0.85 4.4 0.18 30 266 225 207 206 174 160 402.3 0.7 0.98 1.16 1 0.85 -1A 0.18 35 261 222 204 202 172 158 -102.3 0.73 1.01 1.19 - 1 0.85 -1A 0.18 40 255 218 202 198 169 156 -102.3 0.76 1.04 122 1 0.85 AA E. 88 45 251 216 200 1 195 1 167 155 1 -102.3 0.7851 1.065 1 1.245 1 0.85 -1.4 0.18 50 247 213 198 192 165 1 153 -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 1.29 1 015 -14 0.18 60 242 210 195 187 162 151 -102.3 0.85 t.13 1.31 1 0.85 -1.4 0.18 100 200 177 166 155 137 129 -102.31 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 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. Design Wind, Speed, Design Wind, Speed, Vmi4. 6.6 Ve:a , 2-second gust mph) (3-second gust mph) Applicable to methods Applicable to methods specified in [2012 IBC, specified in Exceptions 1 2014 FBC] Section through 3 of [2012 IBC, i09.1.1. as determ ned by 2014 FBC] Section 12012 IBC, 2014 FBC] 1609.1.1. Figures 1609A, B, or C: Coefficients used in Table 6 calculations for V„, Wind exposure category Wind exposure category Siding 1K, Produc Fastener Building Allowable q Width Fastener Fastener Frame Design Product Thickness Spacing Height' B C D B C D (inches) Type Method Type Load (inches) (inches) (feet) - (PSF) ExD B Ex0 C Exo D 1K.1 K„ IGC.IGC.1 ASTM HardiePlank 5116 8.25 Block Nail I Face nail C90 16 CMU HardiePlank ------- 5116 ---- 9.25 ---------- Block Nail' Face nail -- - ASTM C90 CMU ---------=100- 16 35 239 1 204 188 1 185 158 1 145 1 -86.3 0.73 1 1.01 1 1.19 1 1 0.85 0.85 -1.4 -1.4 0.181, 0.18 -- --- 40 235 201 185 182 155 143 86.3 0.76 1.04 1.22 45 231 198 183 179 154 142 -86.3 0.785 1.085 1.245 1 0.85 -1A 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 '194 180 174 150 140 -86.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 222 192 179 172 149 138 -86.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 184- 163 153---142- -126- -"8- -86.3-- 0.-99- -1-2 4A3- h>60 1 0:65 =t8 -0r18 HardiePlank 5116 9.5 Block Nail' Face nail ASTM C90 CMU 16 0-15 241 219 199 187 169 154 -83Y 0.7 0.85 1.03 hs60 1 0.85 -1A 0.18 20 241 1 212 194 1 187 164 150 -83.7 0.7 1 0.9 1.08 1 0.851 AA 0.18 25 241 208 190 187 1 161 147 -83.7 0.7 1 0.94 1 1.12 1 0.85 -11.4 10.18 30 241 204 187 187 158 145 -83.7 0.7 0.98 1.16 i 0.65 AA 0.18 35 236 200 185 183 155 143 -83.7 0.73 1.01 1.19 1 0.85 -1A 0.18 40 231 198 182 179 153 141 -83.7 0.76 1.04 122 1 0.85 -11A 0.18 45 227 195 181 176 151 140 -83.7 0.785 1.065 1.245 1 0.85 -1A 0.88 50, - 224 193 ' 179 173 149 138 -83.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 221 191 177 171 148 137 -B17 0.83 1.11 1.29 1 0.85 AA 0.18 60 219 190 176 169 147 1 136 1 -83.7 0.85 1.13 1.31 1 0.85 -.1.4 0.18 100 181 160 150 140 124 117 -83.7 0.99 126 1.43 h>60 1 1 10.8514.8 0.18 HardiePlank 5/16 12 Black Nail' Face nail ASTM C90 CMU 16 0-15 211 191 174 163 148 135 -64.3 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 211 186 170 163 144 132 -64.3 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 4.4 0.18 30 211 178 164 163 138 127 -64.3 0.7 0.98 1.16 1 1 0.85 0.85 -1.4 -1 A 0.18 0.18 35 207 176 162 160 136 125 -64.3 0.73 1.01 1.19 40 202 173 1 160 157 134 124 -64.3 0.76 1,04 1.22 1 45 199 171- 15B 154 132 123 -64.3 0.785 1.065 1.245 1 50 196 169 157 152 131 121 -64.3 0.81 . 1.09 127 1 *0.85 8168 155 150 130 120 -64.3 0.83 1.11 1.29 1 8166 154 148 129 119 -64.3 0.85 1.13 131 1 8 100 158 140 132 123 109 102 •64.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 5.25 Block Nail' Face nail ASTM C90 CMU 24 0-15 282 256 - 233 219 198 180 -115.1 0.7 0.85 1,03 hs60 1 0.85 -1A 0.18 20 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 1 0.85 4A 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- 219 185 170 415.1 0.7 0.98 1 1.16 1 0.85 7.4 0.18 35 276 235 217 214 182 1 168 1 -115.1 0.73 1.01 1.19 1 0.85 -1 A 0.18 40 271 232 214 210 179 166 -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 D.85 -1.4 0.18 50 262 226 210 203 175 162 -115.1 0.61 1.09 1.27 1 0.85 -1.4 0.18 55 259 224 208 201 174 .161 115.1 0.83 1.71 1.29 1 0.85 -1.4 0.18 60' 256 222 206 198 172 160 115.1 0.85 1.13 1.31 1 D.85 -1.4 0.18 100 212 188 176 164 146 137 -115.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 7 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. Product Product) Thickness (inches) 1 Width (inches) Fastener Type Fastener Method Frame Type Fastener Spacing (inches) Building Height37 (feet) B C ❑ B C D Allowable Design Load (PSF) Exp BC C Exp D Ka Ka GCp GC, HardiePlank 5116 6.25 Block Nail' Face nail ASTM C90 CMU 24 0-15 253 229 208 196 178 161 -92.1 0.7 0.85 1.03 h560 - 1 0.85 -1A 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 AA 0.18 30 253 213 196 1 196 165 152 1 -92.1 0.7 1 0.98 1 1.16 1 10.85 -1.4 0.18 35 247 210 194 192 163 150 -92.1 0.73 1.01 1.19 1 0.85,-1.4 0.19 40 242 207 191 188 160 148 -92.1 0.76 1.04 1 1.22 1 0.85 -1.4 0.18 45 238 205 189 185 159 147 -92.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 235 202 187 182 157 145 -92.1 0.61 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 AA 0.18 100 190 168 158 147 130 122 -92.1 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank ----- ---- 5/16 ----- 7.25 - Block Nail' ------- Face nag - --- ASTM C90 CMU ---- 24 - ----10D-- 0-15 231 209 190 179 162 147 1 -76.7 0.7 0.85 1.03 h<-60 1 0.85 -1.4 0.18 20 231 203 186 179 157 144 -76.7 0.7 0.9 1.08 1 0.851 AA 1 0.18 25 231 199 182 1 179 154 ' 141 -76.7 0.7 0.94 1 1.12 1 0.85 -1A 018 30 231 195 179 179 151 139 -76.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 226 192 177 175 149 137 -76.7 0.73 1.01 1.19 1 0.85 -1A 0,18 40 221 189 175 171 146 135 -76.7 0.76 1.04 1.22 1 0.85 -1A 0.18 45 218 187 173 169 145 134 -76.7 0.785 1.065 1.245 1. 0.85 -1.4 0.18 50 214 185 171 166 143 133 -76.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 212 183 170 164 142 132 -76.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 209 181 169 162 141 131 1 -76.7. 0.85 1.13 1.31 1 1 10.851 AA 0.18 J173- -153 144- -134- 119- --112 - 76:7-- -0 99- - 26- -1.43 h>60- -4 -0-.85 =1:8--0:18 HardiePlank 5/16 7.5 Block Nail' Face nail ASTM C90 CMU 24 0-15 226 205 186 175 159 144 -73.7 0.7 0.85 1.03 h<_60 1 1 0.85 -1.4 0.18 20 226 199 182 175 154 141 -73.7 0.7 0.9 1 1.08 1 0.85 -1.4 0.18 25 226 195 179 175 151 136 -73.7 0.7 0.94 1.12 1 0.65 -1.4 0.18 30 226 191 175 175 148 136 -73.7 0.7 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 -1.4 0.18 40 217 185 171 168 144 133 -73.7 0.76 1.04 1.22 1 0.85 -1A 0.18 45 213 183 169 1 165 142 131 -73.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 210 1 181 168 163 140 130 1 -73.7 0.81 1.09 1.27 1 0.85 -1A 0.18 55 207 1 179 166 161 139 129 -73.7 0.83 1.11 1.29 1 110.851 -1.4 0.18 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 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 8 Block Nail' Face nail ASTM C90 CMU 24 0-15 217 197 179 168 153 139 -68.2 0.7 0.85 1.03 h560 1 0.85 -1A 0.18 20 217 192 175 168 148 136 -68.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 217 188 172 168 145 133 -68.2 0.7 0.94 1.12 1 0.85 -1A 0.18 30 217 184 169 168 142 131 -68.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 213 181 167 165 140 129 -68.2 0.73 1.01 1.19 1 0.85 AA 0.18 40 209 178 165 162 138 1 128 -68.2 0.76 1.04 1 122 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 -1A 0.18 50 202 174 161 157 135 125 -68.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 200 .173 160 155 134 124 -68.2 0.83 1.11 1.29 1 0.85 -1A 0.18 60 197 1 171 159 153 133 123 -68.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 163 1 145 136 126 112 105 -68.2 0.99 1.26 1.43 h>60 1 0.85 -1.81 0.18 HardiePlank 5/16 1 8.25 Block Nail' Face nail ASTM C90 CMU 24 0-15 213 194 176 165 150 136 .65.8 0.7 0.85 1.03 h560 1 0.85 -1.4 10.181 20 213 188 172 165 146 133 -65.8 0.7 0.9 1.08 1 0.85 -1.4 1 0.18 25 213 184 169 165 143 131 -65.8 0.7 0.94 1.12 1 0.85 -1.4 10.181 30 213 180 166 165 140 128 -66.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 209 178 164 162 138 127 -65.8 0.73 1.01 1.19 1 0.65 71.4 0.18 40 205 175 162 159 136 125 -65.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 202 173 160 156 134 124 -65.8 0.765 1.065 1.2451 1 0.85 -1A 0.18 50 1 198 1 171 158 154 132 123 -65.8 0.81 1.09 1.271 1 0.85 -1.4 0.18 55 196 169 157 152 131 122 -65.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 194 168 156 150 130 121 65.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 160 142 133 124 110 1 103 -65.8 1 0.99 1 1.26 1 Mflh,601 1 10.851 -1.6 0.18 I JAMES HAR&E BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com RONALD I.OGAWA'ASSOCIATES, INC. 16835ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 Design Wind, Speed, Design Wind, Speed, a f 2412 i V 4 V. 5.6 / (3-second gust mph) (3-second gust mph) gTATE Applicable to methods Applicable to methods specified in [2012 IBC, specified in Exceptions 1 2014 FBCI Section through 3 of t2012 IBC, 1609.1.1. as determined b y 2014 FBC] Section [2012 IBC, 2014 FBC] 1609, 1.1. I Figures 1609A, B, or C. Coefficients used in Table 6 calculations for V„ R Wind exposure category Wind exposure category Siding K� Product Fastener Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height 3 y B C D B C D Design (inches) I (inches) Type Method Type (inches) (feet) Load (PSF) Exp B Exp C Exp D Km fCd . GCo GCm I ASTM HardiePlank 5/16 9.25 Block Nail' Face nail C90 24 CMU ASTM HardiePlank 5/16 9.5 Block Nail' Face nail C90 24 CMU ASTM HardiePlank 5116 12 Block Nail' Face nail C90 24 emu 0-15 1 172 1 156 142 1 133 121 110 1 -42.8 0.7 1 0.85 1 1.03 20 172 152 139 133 118 107 42.8 0.7 0.9 1.08' 25 172 149 136 133 115 105 A2.8 0.7 0.94 1.12 30 172 146 134 ]2�8 113 104 A2.8 0.7 0.98 1.16 35 169 143 132 111 102 A2.8 0.73 1.01 1.19 40 165 141 130 109 101 A2.8 0.76 1.04 1.22 45 163 140 129 126 108 100 A2.8 0.785 1.065 1.245 55 1 158 1 137 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 AA 0.18 1 0.85 AA 0.18 1 0.85 AA 0.18 1 0.85 -IA 0.18 60 156 136 1 126 121 1 105 1 98 -42.8 1 0.85 1.13 1 1.31 1 1 1 0.85 -1.41 0.18 ' 100 129 115 108 100 89 83 -42.8 0.99 126 1A3 h>60 1 0.85 -1.8 0.18 0-15 211 191 174 163 148 134 -64.0 0.7 0.85 1.03 h560 1 0.85 -1 A 0.18 20 211 186 169 163 144 131 -64.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 211 182 166 163 141 129 -64.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 211 178 164 163 138 127 -64.0 0.7 0.98 1.16 1 0.85 AA 0.18 35 206 175 161 160 136 125 -64.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardieShingle ASTM 40 202 173 159 157 134 124 1 -64.0 0.76 1 1.04 1.22 1 0.85 -1A 0.18 Notched Panel 1/4 48 Block Nail' Blind nail C90 16 2 CMU 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 0.65 -1.4 0.18 55 193 167 155 150 130 120 -64.0 0.83 1.11 A1.27 1 0.85 -1.4 0.18 60 191 166 154 148 128 119 -64.0 0.85 1.13 1 0.85 -1.4 0.18 100 158 140 132 122 109 102 64.0 0.99 7.26 h>60 1 0.85 -t.8 0.18 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 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. Exposure to the weathers 7 inches maximum. 3. 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). 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 Figures 26.5-1A, 26.5-1 B, or 26.5-1 C. S. 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 [Be, 2014 FBC] Section 1609.3.1 to nominal design wind speeEIds, Vasd, When the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptipns 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: Kit=1, Ka=0.85, GCP -1.4 (hs60), GCP=1.8 (h>60), GCPi=0.18. I I 9 U Z M rn HU) X a ww U r U O 1- 2 O u N � U N 4 z w N m ixQ m m < ill �zZ U f0 0 �rn C7 1n V C7 ' O ¢ Z ' o 7 U t- a � m z o O� a w 9 d m r C d (U Z d � `m fn F 2 U c ❑ c K coa \- 03 C7 O EE N w m U w Cl a m ❑ N L Q N N Q =v E (� to c0 � m C6 m o Q c F � = / N N N N N N N N N N N 0 0 0 0 0 O O O O O O N N N N N YI N NV 0 0 0 0 0 0 0 0 0 0 0 0 'ff m m m m m m m m m m m m m m m m m m m m m m m lO S m m m m m m m m m G2 m m m m m m v m m m m ac;c;6 0000d666660000000000666600eo0o666d6666666666666d66 .• o v v g v v v a v v v v m v v v v v v v v v v m e v v v v v a -0:v m v v v v v, o v v v v m o o d v v v v v a v m 77 77 ��� �r 7 o222mmm�mmm222 m m2@02o q R2m mgq -mg 2m O;u 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o d o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d 0 0 6 0 0 6 6 d 6 r r r r r r r r r r < .- i m o o m o ym N tL�� O O m �1 N N M R aGi Y 6 m m O O Q O Ncqm m W 0 0 0 N m a1}} m Q� Omi 0 Vy 0 0 eM- N m �! ��pp VV N VV mm VV OO�� W O O O C 0 0 0 0< IsO O O O O O 0 0 0 0 U o n A A l� n n m ONp A n n n r A m GMO W di 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 6 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c 0 0 0 0 0 0 0 ❑ m A r<<< A N m N �< N N �< N V< r< A m r r<< N m V; r V V r r M M < O N r r N V r I< V M r r< M M r<< N N N O V M N N N< m N< r 0 0 0 0 0 0 n Lq U N N N O O m m A h^ N N Ol m m A A (O m N In r m A R m w m N V V V O A m In N V V V M M M O V V M M N N N< m U C m V N N V V N N V V N N V M N N M N N N< In V V N N V V N N V M N N N N N O N N V N r N N N N N N N N N O N N W m r 0 M r N N N N O N r (0 ❑ N N N O m m m m r A N N m_ A A A m_ m_ m_ N r m_ A R m m N_ l[) lt) �_ O_ A m_ M t 'Q V m m M_ O_ M_ M_ m N_ N_ N <_ - m Y NLr) U N N N N N N N N N N ({O��l N R N N N O M O m m N N N Gn m m A A m N N T m A ti m m m tp LL] r A m !P In V V M V 0 -m°m 97 O m V V V V V V V V V V m V V V V V V V V V V m V V V V V V M N N In V V V V M N N O a O m m m A A N C.i pl 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 r N N N N N< < < r r r Lt. a f- ❑ V V N N M N N N N N O N N O O N N V r M N N N O N N O O N O W r r<< m m M < N O m N 01 m r< m h r A A^ r< N r<< Ol m m A < h m r r< m m r It) tp r r r m r r< m lt) r<< to V V V r r M M r< .r M W c¢ 5 N p N NO Q. U v V N N vvavavMMmvv N N N N N N N N r N N V vM N N N N N N N N tfS V• r N V M N N N N oomrna N N N r r < N N oommmmmMNrnmrr��mmmN�< N N N r r '- r< r '- r << r r r m n � w V V V V V V V V V V V V V V V V V V V V Of V I V V V V V V A V V V V V V V V V M m V V V V M N N N O 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 r N N N N N N N N N N r N N N N N N N 0 N N 0 N N L ❑ V V N N V V N N V V N N V V N N V V N N< A V V N N V V N N V M N N M N N CVV ((VV (V N N N N N N fV N N O O N N O V N< M N N N N N O O N N O 01 r r<< m m M O r N O m r U LO C Cl!(� C V V N N V V N N V V N N V V N N V V N N O N V V N N V V N N V V N N V V N N V V N N< m V N V i' N N V V N N V V N N V M N N M m N r V V N N V V N N V M N N N N N N< N V N M N N O N N Om NIT O m m M m 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 O m N N N N N N N N N N N N N N N N N N N N C CO d ❑ V V N N V V N N V V N N V V N N V V N N N N V V N N V V N N V V N N V V N N V V N N O V N N V N N V V N N V V N N V V N N V m N r V V N N V V N N V V N N V M N N M M N N A V r N V M N N N N N 0 N N 0 0 OI N N V r < N ui C% 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 N N N N N. NN N N N N N N N N N N N NN N N N N N N N N N N N N 'N N N N N A N- N N N N N N N N N N N N N N CIP 6uipn8 OIn p 0O M V pp V f 00O OIn N m 0 N M In ON M V O o In 0 N D 0 0 In N N O In M M O N V V O {n N N O O p Say O618H N m O Ol N N N❑ w C L In O lA p O m o E O o r r 4 E c N O 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 Nail Fastener `0\1 g1u\tUOlOGI uiih, G p'tlFipgP,% - 2412 � b Allowable, Ultimate Design Wind, Speed, Vulta (3-second gust mph) L •� _ c m 2012 IBC, 2014 FBC 64.RED EF�C`����� rrrrn Coefficients used in Table 8 calculations for Vv., Plank Width in inches installed to ASTM C90 Block Wall (inches) 5.25 6.25 7.25 8.25 9.5 Exposure K. 0 C D B C D B C D B C D B C D Exp B Exp C Exp D Kx Kd GCp GCp, Vu t 0-15 24 24 21 24 21 17 21 17 14 18 15 12 15 12 10 1 0.7 0.85 1.03 h<-60 1 0.85 -1.4 0.18 140 20 24 24' 20 24 19 16 21 16 14 18 14 12 15 12 10 0.7 0.9 1.08 1 0.85 -1.4 0.18 140 25 24 23 20 24 19 16 21 16 13 18 13 11 15 11 9 0.7 0.94 1.12 1 0.85 -1A 0.18 140 30 24 22 19 24 18 15 21 15 13 18 13 11. 15 11 9 0.7 o.9e 1.1s 1 1 0.85 -1.4 0.18 140 35 24 22 18 24 17 15 20 14 12 17' 12 1 11 15 11 9 0.73 1.01 1.19 1 0.85 -1.410.181 140 140 40 24 21 18 23 17. 14 19 14 12 16 12 10 14 10 9 0.76 104 1.22 1 0.85 -1.4 0.18 140 45 24 21 18 22 16 14 19 14 12 16 12 10 14 10 9 0.785 1.065 1245 1 0.85 -1.4 0.18 140 50 24 20' 17 22 16 14 18 13 11 15 11 10 13 10 B 0.81 1.09 1.27 1 0.85 -1.4 0.18 140 55 24 20 17 21 16 14 18 13 11 15 11 10 13 10 8 0.83 1.11 1.29 1 0.65 -1.4 0.16 140 60 24 19 17 21 16 13 17 13 11 15 11 10 12 9 8 0.85 1.13 1.31 1 0.85 -1.4 0.18 140 100 18 14 12 14 11 10 12 9 8 10 8 7 9 7 6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 140 0-15 24 22 19 22 18 15" 18 15 12 16 13- 11 13 11 9 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 150 20 24 21 18 22 17 14 18 14 12 16 12 10 13 10 9 0.7 0.9 1.08 1 0.85 -1.4 0.18 150 25 24 20 17 22 16 14 18 14 11 16 12 10 13 10 8 0.7 0.94 1.12 1 0.85 -1.4 0.18 150 150 30 24 19 16 22 16 13 18 13 11' 16 11 9 13 9 8 0.7 0.98 1.16 1 0.85 -1.4 0.18 150 35 24 19 16 21 15 13 17 13 11 15 11 9 13 9 8 0.73 1.01 1.19 1 0.85 -1.4 0.18 150 40 24 18 16 20 15 13 17 12 10 14 10 9 12 9 8 0.76 1.04 1.22 1 0.85 -1A 0.18 150 45 24 18 15 19 14 12 16 12 10 14 10 9 12 9 7 0.785 1.065 1.245 1 0.85 AA 0.18 150 50 24 18 15 19 14 12 16 12 10 13 10 9 11 8 7 0.81 1.09 1.27 1 0.85 -1.4 0.18 160 55 23 17 15 18 14 12 15 11 10 13 10 8 11 8 7 0.83 1.11 1.29 1 0.85 -1.4 0.18 150 60 22 17 15 18 14 12 15 11 10 13 10 8 11 8 7 0.85 1.13 1.37 1 0.&5 -1.4 0.18 150 100 15 12 11 12 10 9 10 8 7 9 7 6 7 6 5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 150 0-15 24 20 16 19 16 13 16- 13 11 14 11 9 ' 12 10 8 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 160 20 24 19 16 19 15 12 16 12 10 14 11 9 12 9 8 0.7 0.9 1.08 1 0.85 A 0.18 160 --- - - - - 25 24 18 15 19 14 12 16 12 10' 14 10 9 12 9 7 0.7 0.94 1.12 1 0.85 AA 0.18 160 30 24 17 14 19 14 12 16 11 10 14 10 8 12 8 7 0.7 0.98 1.16 1 0.85 AA 0.18 160 - �35 -23- - 17- -14- 8- 13- 41- 15 11- $ -13 -9 -8-1-11- -8- --7- 160 40 22 16 14 18 13 11 15 11 9 13 9 8 11 8 7 0.76 1.04 1.22 1 0.85 -1.4 0.18 160 45 21 16 13 17 13 11 14 10 9 12 9 8 10 8 7 0.785 1.065 1.245 1 0.85 AA 0.18 160 50 21 15 13 17 12 11, 14 10 9 12 9 8 10 7 6 0.81 1.09 1.27 1 0.85 -1.4 0.18 160 55 20 15 13 16 12 10 13 10 '9 12 9 7 10 7 6 0.83 1.11 1.29 1 0.85 -1.4 0.18 160 60 20 15 13 16 12 10 13 10 9 11 8 7 10 7- 6 0.85 1.13 1.31 1 0.85 -1.4 0.18 16D 100 14 11 9 11 8 7 9 7 6 8 6 5 7 5 5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 160 0-151 21 1 17 14 17 14 12 14 12 10 12 10 8 10 8 7 0.7 0.85 1.03 1hr.60 1 0.85 -1.4 0.16 170 20 21 1 17 14 17 13 11 14 11 9 12 9 8 10 8 7 0.7 0.9 1.08 1 0.85 -1.4 0.18 170 25 01 16 13 17 13 11 14 11 9 12 9 8 10 8 6 0.7 0.94 1.12 1 0.85 -1.4 0.18 170 30 ZJ 15 13 17 12 10 14 10 9 12 9 7 10 7 6 0.7 0.98 1.16 1 0.85 -1.4 0.18 170 35 20 15 12 16 12 10 14 10 8 12 8 7 10 7 6 0.73 1.01 1.19 1 0.85 -1.4 0.18 170 170 40 20 14 12 16 11 10 13 10 8 11 8 7 9 7 6 0.76 1.04 1.22 1 0.85 -1.4 0.18 170 45 19 14 12 15 11 10 13 9 8 11 8 7 9 7 6 10.785 1.065 1.245 1 0.85 -1.4 0.181 170 50 18 14 12 15 11 9 12 1 9 8 10 8 7 9 7 6 0.81 1.09 1.27 1 0.85 -1.4 0.18 170 55 18 13 12 14 11 9 12 9 8 10 8 1 7 9 6 6 0.83 1.11 1.29 1 0.85 -1.4 0.18 170 60 1 17 1 13 11 14 11 9 12 9 8 10 8 6 8 6 5 3.85 1.13 1.31 1 0.85 -1.4 0.18 170 1001 12 1 9 8 10 8 7 8 6 6 7 5 5 6 5 4 0.99 1.26 1.43 h>60 1 1 0.85 -1.8 0.18 170 0-15 .19 1 16 13 15 12 10 13 10 9 11 9 7 9 8 6 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 180 20 19 15 12 15 12 10 13 10 8 11 8 7 9 7 6 0.7 0.9 1.08 1 0.85 -1.4 0.18 180 25 19 14 12 15 11 9 13 9 8 11 8 7 9 7 6 03 0.94 1.12 1 0.65 -'1A 0.16 180 30 19 14 11 15 11 9 13 9 8 11 8 7 9 7 6 0.7 0.98 1.16 1 0.85 -1.4 0.18 180 35 18 13 11 15 10 9 12 9 7 10 7 6 9 6 5 093 1.01 1.19 1 0.85 -1.4 0.18 180 180 40 17 13 11 14 10 9 12 8 7 10 7 6 8 6 5 D.76 1.04 1.22 1 0.85 -1.4 0.18 180 45 17 12 11 14 10 9 11 8 7 10 7 6 8 6 5 0.785 1.065 1.245 1 0.85 -1.4 0.18 180 50 16 12 10 13 10 8 11 8 7 9 7 6 8 6 5 0.81 1.09 1.27 1 0.85 -1.4 0.18 180 55 16 12 10 13 10 8 11 8 7 9 7 6 8 6 5 0.83 11.11 1.29 1 0.85 -1.4 0.18 180 60 16 12 10 12 '9 8 10 8 7 9 7 6 8 6 5 0.85 1.13 1.31 1 0.85 -1.4 0.18 180 1001 11 1 8 -7 9 7 6 7 6 5 6 5 4 5 4 4 0.99 1.26 1.43 h>60 1' 0.85 -1.8 0.18 180 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.cwm I Allowable, L Ultimate Design •� Wind, Speed, _ Vult3, r, (3-second gust . _kk m 190 200 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN S i REET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 2012 IBC, 2014 FBC 20 14 1 11 1 9 11 1 9 1 7 1 9 7 1 6 1 8 1 6 5 1 7 1 5 25 14 10 9 11 1 8 7 9 7 6 8 1 6 5 7 5 30 14 10 8 11 8 7 9 7 6 8 6 5 7 5 - - -35- -18- -10- -8- -11-- -8- -7- -9- -6- --5- -B- -6- --5- --6- -9 210 40 13 9 8 10 7 6 9 6 5 7 5 5 6 5 45 12 9 8 10 7 6 8 6 5 7 5 4 6 4 50 12 9 8 10 7 6 8 6 5 7 5 4 6 4 55 12 9 8 9 7 6 8 6 5 7 5 4 6 4 60 1 11 1 9 7 9 7 6 1 8 1 6 1 5 T 7 5 1 4 1 6 14 Coefficients used in Table calculations for 0.7 0.85 1 0.7 0.9 1 1 1 0.85 1 -1.6 1 0.18 111 1 0.85 1 -1.4 1 0.18 1 210 I 1 ss 1.4 0.1T�10 1 0.85 -1.4 1.18 210 1 0.85 -1.4 0.18 210 h>60 1 1 10.85 1 -1.8 10.18 1 210 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 Usa Corp [CP-C 8321 W74CC, 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, 1.25 in.] 2. Applicable to methods specified in [2012 IBC, 2014 FBC] Section 1609.1.1. as determined by [2012 IBC, 2014 FBC] Figures 1609A, B, or C. 3. Vult = the ultimate design rind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5-1A, 26.5- 1B, or26.5-1C. 4. 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). 5. Interpolation to address bu I ilding height and other HardtePlank width is permitted. 6. The wind speeds in [2012 IBC, 2014 FBC] Figures 1609A, 16098 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. i 7. Vasd = the nominal designlwind speed applicable to methods specified in Exceptions 1 through 3 of [2012 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: Kn=1, Ka=0.85, GCP -1.4 (hs60), GCP -1.8 (h>60), GCpl=0.18. LIMITATIONS OF U#: 1) In High Velocity Hurricarje Zones (HVHZ) install per Miami -Dade County Florida, NOA 15-0122.04. 12 p-o I I I I 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 TABLE 1 � RESULTS OF TRANSVERSE LOAD TESTING 2-3 2 TABLE 2A, WITHDRAWAL LOAD BLOCK NAILS 3 TABLE 2B, ALLOWABLE DESIGN LOADS BY PLANK WIDTH 3 ' TABLE 26, HEAD BEARING AREAS 3 DESIGN WIND LOAD PROCEDURES TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND 4-12 5 p TABLE_4_JALLOWAB.LE STRESS_D.ESI_GN_C&.CP_REESURES_F-XPOS_URE_B-___.--___________5 _ TABLE 5j ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 6j ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 7i ALLOWABLE WIND SPEED FOR HARDIEPLANK (FACE NAILED) AND HARDIESHINGLE SIDING (BLIND NAILED) TABLE 8,1 ALLOWABLE FASTENER SPACING FOR HARDIEPLANK (BLIND NAILED) 6-9 10-12 LIMITATIONS OF USE 12 I 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, i 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 i .a 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, Prevaiin" Lap Siding, EVALUATION SCOPE: I I ASCE 7-10 2014 Florida Building Code 2012 International Building Code@ RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 HardieShingle@ Notched Panel Siding 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 REPi RTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePlank Siding and HardieShingle Siding 2. Applied Research Laboratories of South Florida, Report 29278-UDI (ASTM D1761) Pullout testing ET&F Nall (ET & F No. ASM-144-125, head dia. = 0.30 in., shank dia. = 0.14 in., length =1.25- in. long). 3. Intertek Report3096000 (ASMT D1761) Pull out testing ET&F Block Nall (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 dia. = 0.30 in., shank dia. = 0.145 in., length =1.25 in.) 1 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, 1.25in.) 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) 5. 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 Numbers 11 gauge 1.3/4 inch long galvanized roofing nail 6. Ramtech Laboratories), Inc. Report 2149-07-10 (C) (ASTM E330) Transverse Load Test, 5116" Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug -Fir -Larch wood studs space at 16 inches on center with Ian 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 11436-99/1603 (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 -----TESTRESULTScI - ---------------------------------- Table 1, Results of Transverse Load Testin a � c •� a � c a$i � m m tica af0i'= m o Z Q d t �c m� CM C" Na C) da a t: n m Y v E m E o 'c °: m a n 9 3 c N� ~ H LL lL a W m N w LT _E = o 2 J a�i W d F LL LL Q HardiePlank IC-1034-88 Ramtech 0.3125 9.5 2X4 wood 16 8.25 blind nail through top No. 11 ga. X 1-314" 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 9911603 Ramtech 0.25 48 wood 16 7 blind nailed at stud shank X 0.187 in. HD, ring -192 .64.0 0.778 -49.8 SG>0.40 I shank nail 1. Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePlank Lap Siding complies with ASTM C1186, Standard Specification for Grade 11, 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 bl ck 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 tool. Using a factor of safety of 8, the allowable withdrawal load is 90 pounds (725lbs/8). Therefore, withdrawal is not a conc4n from concrete masonry units meeting ASTM C90. 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 i I Table 2A_ t3tock Mail Withdrawal Loads Report 29278-UD1 3096000 1 3117855-001 Manufacturer Block Nail Average ultimate withdrawal load (lbf) 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 1 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 I 15323P, 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 HardieShingle Notched Panel fastener load of 49.8 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 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 test pressure of -296 psf, 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 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 1 / 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 2B 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 (23/8"1.) 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 IoadtFOS =-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 load = design load X tributary area = -98.7 X 0.778 = -76.74 pounds Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated 0 c 0 C N C 'V cc N OCo MI O O .�... UY Q Li .J N )9 V1 m E ? U 3 v m HardiePlank Width (inches) 95 rn w F ¢ 3 ii 5.25 - 16 _0_4444 -172.67_ _7.6 Z 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 1.1944 -64.25 -76.74 _ c rn A O dr C N j N Q ) 9 j U N� O W 0 u1 W H Q _24--_ _0-fi667 -t15_tt_ 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 1.3750 -55.81 24 1 1.7917 1 -42.83 For blind nailed application,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. I Tnhle 2C_ Fastener Head Bearina Area (Head Area - Shank Areal 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.lshank 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. = = 0.144 in., IengR 0.30 in., shank dia. = 1.25 In 0.1440 0.0163 0.3000 0.0707 0.0544 rN.. 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@jamesh6rdie.com I 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 lon a factor of safety of 3 applied to the ultimate test load. Since the allowable designQ 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 comdination 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 261 .5-1B, and Figure 26.5-1C. 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 coibination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q�=0.00256'K' K, Kd V2 (ref. ASCE 7-10 equation 30.3-11 q� , velocity pressure at height z Kz , 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 [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-11A, B, or C Equation 2, V=V,e (ref. 2012 iBC & 2014 FBC Section 1602.1 definitions) Vmt , 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, 1 p=q,* (GCP GCp;) (ref. ASCE 7-10 equation 30.6-1) j GCP , product of external pressure coefficient and gust -effect factor GCpi , product of internal pressure coefficient and gust -effect factor i p , design pressure (PSF) for siding (allowable design load for siding) To determine design presls ure, substitute q. into Equation 3, -- E-quatFori 4 —1 P=0.00256'K�` `F�'un`(GCP GCw�— -- — — — ----- — -- Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7, Equation 5, 0.6D + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7) D ,dead load W , wind load (load due to wind pressure) To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, Psd = 0.6'[p] Equation 7, p„d = 0.6'[0.00256'K�'Kn'Ka VWr2i(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 7 forV,,,, Equation 6, Vul = (p.dt0.6'0.00256-K�'Kn Kd-(GCP GCpi))"" Applicable to methods sp ciBed 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.d = V,ir • (00'S (ref. 2012 IBC & 2014 FBC Section 1609.3.11 V„d , Nominal design wind speed (3-second gust mph) (ref. 2012 iBC & 2014 FBC Section 1602.11 We solve Equation 10 to determine block nail fastener spacing for HardiePlank attached to AS77v1 C90 CMU block walls at various wind speeds we solve. Equation 10. i Equation 10 FSBN= FLBN'[144/(P„d' PW) FSBN , block nail fastener spacing to resist wind speed FLBN , block nail fastener load 24.6 lb/fastener PW , plank width exposed to weather Table 8 fastener spacing is based on JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jamesh&rdie.com Table 3, Coefficients and Constants used in Determining V and p, RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 j K. Wall Zone 5 Height (11) Exp B Exp C Exp D Km Kd GC GC j 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 0.18 30 0.7 0.98 1.16 1 0.85 -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 1 0.85 -1.4 0.18 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 0.83 1.11 1.29 1 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 1 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 Category B, Wind Speed (3-secondlgust) 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 1 -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 1 -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 -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 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 -43.5 -48.8 -54.4 -60.2 -66.4 40 -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 1 -30.7 -35.3 -40.1 1 -45.3 -50.8 -56.6 1 -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 1 -58.5 -64.8 -71.4 50 1 -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 -36.5 43.8 -49.5 55.5 -61.8 -68.5 -75.5 60 -11.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 56.8 -63.3 -70.1 -77.3 100 1 -25.6 -28.2 -31.0 -33.8 -36.9 43.3 -50.2 -57.6 -65.5 -74.0 -B2.9 1 -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 Category C, Wind Speed 3-second!gust) 100 105 110 115 120 130 140 150 1 160 170 180 190 200 1 210 Height (ft) 1 C C C C C C C C C C C C C C 0-15 1 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 . -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60:2 -67.0 -74.3 -81.9 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 -77.5 -85.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 -45.5 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -30.0 -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 1 -26.0 -28.4 1 -30.9 -36.3 1 -42.0 -48.3 -54.9 -62.0 1 -69.5 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 -43.1 -49.4 -56.2 -63.5 -71.2 -79.3 -87.9 -96.9 50 ! -22.5 24.8 -27.2 -29.7 -32A -38.0 -44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -69.9 -99.2 55 -22.9 -25.2 -27.7�-30.3 -33.0 -38.7 -44.9 -51.5 58.6 -66.2 -74.2 -82.7 -91.6 -101.0 60 -23.3 -25.7 -28. 1 30.8 -33.6 -39.4 -45.7 52.4 59.7 -67A -75.5 -84.1 -93.2 -102.8 100 -32.6 -35.9 -39.443.1 46.9 55.0 63.8 73.3 83.4 94.1 105.5 -117.6 -130.3 -143.6 Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3-second'gust ) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (ft) I D D D D D D D D D D D D D D 0-15 1 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -47.8 -54.4 -61A -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 45.3 -52.0 -59.1 -66.8 -74.9 -83.4 .92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 40.4 46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 41.5 48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 27.7 -30.5 1 -33.3 -36.2 1 -42.5 49.3 1 -56.6 -64.4 1 -72.7 -81.5 1 -90.9 -100.7 -111.0 45 -25.7 -28.3 -31.1 -34.0 -37.0 1 -43A -50.3 -57.8 -65.7 -74.2 -83.2 -92.7 -1027 -113.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 44.3 -51.3 -58.9 -67.1 -75.7 -64.9 -94.6 -104.8 -115.5 55 1 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 60 -27.0 -29.8 -32.7 -35.7 -38.9 -4 . -53.0 - 00.8 -69.2 -78.1 -8 . -9 . -108.1 -119.2 100 -37.0 40.8 -44.7 4B.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 basted on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code. 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.conl i i Table 7, Allowable Wind Speed (mph) for HardiePlank Lap Siding (Analytical Method in ASCE 7-10 Chapter30 CSC Part 1 and Part 3) a 2012I5C, 2014 FBC 2012IBC, 2014 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, a , Vwi . Vaass , (3-second gust mph) (3-second gust mph) Applicable to methods Applicable to methods specified in [20121BC, specified in Exceptions 1 2014 FBC] Section through 3of [20121BC, 509.1.1. as determined by 2014 FBC] Section (2012 IBC, 2014 FBC] 1609.1.1. Figures 1609A, B, or C. Coefficients used In Table 6 calculations for V„ q Wind exposure category Wind exposure category Siding K� Product) Fastener Building Allowable Width Fastener Fastener Frame Design Product Thickness Spacing Hei d o B C D B C D 9 Inches (inches) Type rvl Type inches Load ( )I (inches) (feet) (PSF) Exo B ExD C ExD D K.LH ASTM HardiePlank 1 5/16 5.25 1 Block Nail' I Face nail C90 16 CMU ASTM HardiePlank 5116 6.25 Block Nail' Face nail C90 16 CMU ASTM HardiePlank 1 5116 7.25 Block Nail' Facenail C90 16 CMU I ASTM HardiePlank 5/16 7.5 Block Nail' Face nail C90 16 CMU ASTM HardiePlank 5116 8 Block Nail' Face nag C90 16 CMU 281 243 1 226 217 189 175 -138.1 0.85 1.13 1.31 232 206 193 180 160 150 AM! 0.99 1.26 1.43 282 256 233 219 198 180 -115.1 0.7 0.85 1.03 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 282 244 223 219 189 173 -115.1 0.7 0.94 1.12 282 239 219 219 185 170 -115.1 0.7 0.98 1.16 276 235 217 214 182 168 -115.1 0.73 1.01 1.19 271 232 214 210 179 166 -115.1 0.76 1.04 1.22 267 229 212 207 177 1 164 -115.1 0.785 11.065 1.245 262 . 226 210 203 175 162 115.1 0.81 1.09 1.27 259 224 20B 201 174 161 -115.1 0.83 1.11 1.29 256 222 206 198 172 160 115.1 0.85 1.13 1.31 212 1AA 176 164 146 1 137 1 -115.1 0.99 1 1.26 1 1.43 20 35 271 1 230 212 1 210 1 178 164 1 -110.5 1 0.73 1.01 1 1.19 40 265 227 210 206 176 162 -110.5 0.76 1.04 1.22 45 261 224 207 202 174 161 -110.5 0.785 1.065 1.245 50 257 222 205 199 172 159 -110.5 0.81 1.09 127 55 254 220 204 197 170 158 -110.5 0.83 1.11 129 60 251 218 202 194 169 157 -110.5 0.85 1.13 1.31 100 208 184 173 161 143 134 -110.5 0.99 1.26 1.43 )-15 266 242 219 206 187 170 -102.3 0.7 0.85 1.03 20 266 1 235 214 1 206 182 166 1 -102.3 0.7 1 0.9 1 1.08 25 266 230 210 206 178 163 -102.3 0.7 0.94 1.12 30 266 225 207 206 174 160 -102.3 0.7 0.98 1.16 35 261 222 204 202 172 158 -102.3 0.73 1.01 1.19 40 255 218 202 198 169 156 -102.3 0.76 1.04 1.22 45 251 216 200 195 167 155 -102.3 0.785 1.065 1.245 50 247 213 198 192 165 153 -102.3 0.81 1.09 1.27 55 244 211 196 189 164 152 -102.3 0.83 1.11 1.29 60 242 210 195 187 162 151 102.3 0.85 1.13 1.31 100 200 177 166 155 137 129 -102.3 0.99 1.26 IA3 1 0.85 -1.4 0.18 1 0.85 -1.8 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1 A 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 AA 0.18 1 0.85 -1.8 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1A 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 6.85 74 0.18 1 0.85 -1.8 0.18 1 0.85 -1.4 0.18 1 0.85 AA 0.18 1 0.85 AA 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.41 0.18 1 0.85 AA 0.18 1 0.85 -1.41 0.18 1 0.85 AA 0.18 1 0.85 -1.8 0.18 6 i JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshlardie.com RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292 2602 714-908-1815 FAX PROJECT: RIO-2557-15 Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, V a Va 5,s uu � sa (3-second gust mph) (3-second gust mph) Applicable to methods Applicable to methods specified in [2012 IBC, specified in Exceptions 1 2014 FBC) Section 609.1.1. as determined bthrough 3 of [2012 IBC, y 2014 FBC] Section [2012 IBC, 2014 FBC] 1609.1.1. Figures 1609A, B, or C. Coefficients used in Table 6 calculations for V„ , Wind exposure category Wind exposure category Siding K. Product Fastener Building Allowable Width Fastener Fastener Frame ail Design Product Thickness Spacing Height B C D BTT (inches) (inches) Type Method Type Load (inches) (feet) (PSF) Exp B Exp c Exp D Ll Ka IGC.IGC.1 ASTIVI HardiePlank I 5/16 I 8.25 I Block Nail' I Face nail I CMU 90 I 16 ASTM HardiePlank 5/16 9.25 1 Block Naid Face nail C90 16 CMU ASTM HardiePlank 5/16 9.5 Block Nail' Face nail C90 16 CMU i ASTM HardiePlank 5/16 12 Block Nail' Face nail C90 16 CMU ASTM HardiePlank 5/16 1 5.25 Block Nail' Face nail C90 24 CMU 0-15 241 1 219 199 1 187 1 169 154 1 -83.7 0.7 1 0.85 1 1.03 h560 1 1 0.85 0.85 -1.4 -1 A 0A8 0.18 20 241 212 194 187 164 150 -83.7 0.7 0.9 1 1.08 25 241 208 190 187 161 147 -83.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 241 204 187 187 158 145 -83.7 0.7 0.98 1.16 1 0.85 AA 0.18 35 236 200 185 183 155 143 -83.7 0.73 1.01 1.19 1 0.85 AA 0.18 40 231 198 182 179 153 141 83.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 227 195 181 176 151 140 -83.7 0.785 1.066 1.245 1 0.85 -1A 0.18 50 224 193 179 173 149 138 -83.7 0.81 1.09 1.27 1 0.85 -1.4 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 -83.7 0.85 1.13 1.31 1 0.85 AA 0.18 100 181 160 150 140 124 117 -83.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 211 191 174 163 148 135 -64.3 0.7 0.85 1.03 h560 1 1 0.85 -1.4 0.18 20 211 186 170 163 144 132 -64.3 0.7 0.9 1.08 1 0.85 -1A 0.18 25 211 182 167 163 141 129 -64.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 211 178 164 163 138 127 -64.3 0.7 0.98 1.16 1 0.85 -1 A 0.18 35 207 176 162 160 136 125 -64.3 0.73 1.01 1.19 1 0.85 -1 A 0.18 40 202 173 160 157 134 124 -64.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 199 171 158 154 132 123 -64.3 0.785 1.065 1.245 1 0.85 .1.4 0.18 50 196 169 157 152 131 121 -64.3 0.81 1.09 1.27 1 0.85 AA 0.18 55 194 168 155 150 130 120 -64.3 0.83 1.11 129 1 10.851 -1.4 0.18 60 191 166 154 148 129 119 -64.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 158 140 132 123 109 102 -64.3 0.99 126 1.43 IWO 1 10.851 -1.81 0.18 0-15 282 256 233 219 198 180 -115.1 0.7 0.85 1.03 h560 1 1 0.85 -1.4 0.18 20 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 1 0.85 -1.4 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 -1.4 0.18 35 276 235 217 214 182 168 -115.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 271 232 214 210 179 166 -115.1 0.76 1.04 1.22 1 0.85 -1 A 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 -115.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 259 224 208 201 174 161 -116.1 0.83 1.11 1.29 1 0.85 -1.41 0:18 60 256 222 206 19B 172 160 -115.1 0.85 1 1.13 1.31 1 10.851 -1.41 0.18 100 212 188 176 1 164 146 137 -115.1 0.99 1 1.26 1 1.43 h>60 1 1 InFisl 1.8 0.18 7 I i I JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshiardie.com 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 2012 IBC, 2014 FBC 20121BC, 2014 FBC \ •QGA�''�i�� i Q .•.g1IFICgT 4 ? ; 6 2412 9'•, SiA E F to ., •�krQ % �s FAL AtCp / T ...,, `a,,,FRtEDttE Coefficients used In Table 6 calculations for V„, Allowable, Ultimate Design Wind, Speed, Vwi , (3-second gust mph) Allowable, Nominal Design Wind, Speed, Vie (3-second gust mph) Applicable to methods specified in 12012 IBC,24 FGI Section 1609.01'1. aBdetennined by (2012 IBC, 2014 FBC] Figures 1609A, B, or C. 9 Applicable to methods specified in Exceptions I through 3 of [2012 IBC, 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 Height'' (feet) B C D B C D Allowable 9 Desi n Load (PSF) Exp B Exp C Exp 0 K. Ka I GCp I GCa HardiePlank 5/16 6.25 Block Nail' Face nail ASTM C90 CMU 24 0-15 253 229 208 196 178 161 -92.1 0.7 0.85 1.03 h560 1 1 0.85 -1.41 0.18 20 253 223 203 196 173 157 -92.1 0.7 0.9 1.08 1 0.85 -1.41 0.18 25 253 218 200 196 169 155 -92.1 0.7 0.94 1 1.12 1 0.85 -1.41 0.18 30 253 1 213 196 196 1 165 152 1 -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 1 0.85 -1.4 0.18 50 235 202 187 182 157 145 -92.1 0.81 1.09 1.27 t 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 0.85 -1.4 0.18 100 190 168 158 147 130 122 -92.1 1 0.99 126 1 1A3 jh>60 1 0.85 -1.8 1 0.18 HardiePlank 5/16 7.25 Block Nail' Face nag ASTM C90 CMU 24 0-15 231 1 209 1 190 179 1 162 147 -76.7 0.7 0.85 1.03 jhs60 1 0.85 -1.4 10.18 20 231 203 186 179 157 144 -76.7 0.7 0.9 1.08 1 0.85 -1.4 10.18 25 231 199 182 179 154 141 -76.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 231 195 179 179 151 139 -76.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 226 192 177 175 149 137 -76.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 221 189 175 171 146 135 -76.7 0.76 1.04 722 1 0.85 -1A 0.18 45 218 187 173 169 145 134 -76.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 214 185 171 166 143 133 -76.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 212 183 170 164 142 132 -76.7 0.83 1.11 1.29 -1 0.85 -1.4 0.18 60 209f 181 169 162 141 131 -76.7 0.85 1.13 1,31 1 0.85 -1.4 0.18 ---- - --- --- --100- --173- -153-- 144 -134 - ^119- -112- ---76-7-- -099- -"6- -1r43 h>60- 7- -0:85 -=1:8- -0. I8- ' HardiePlank 5/16 1 7.5 Block Nail' Face nag ASTM C90 CIVIL) 24 0-15 226 205 186 175 159 144 -73.7 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 226 199 182 175 154 141 -73.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 226 195 179 175 151 .138 -73.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 226 191 175 175 148 136 -73.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 221 188 173 171 146 1 134 1 -73.7 0.73 1.01 1.19 1 OAS -1A 0.18 40 217 185 " 171 168 144 133 -73.7 096 1 1.04 1 1.22 1 0.85 7.4 0.18 45 213 183 169 165 142 131 -73.7 0.785 1.065 1.245 1 0.85 -1A 0.18 50 210 181 168 163 1 140 130 -73.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 207 179 166 161 139 129 -73.7 0.83 1.11 1.29 1 1 0.85 -1 A 0.18 60 205 178 165 159 138 128 -73.7 0.85 1.13 1.31 F 1 FO.85 -1A 0.18 100 170 150 141 131 116 109 -73.7 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 8 ' Block Nail' Face nail ASTM C90 CMU 24 0-15 217 197 179 168 153 139 •68.2 0.7 0.85 1.03 Ih560 1 0.85 -1A 0.18 20 217 1 192 175 168 148 1 136 if -68.2 0.7 0.9 1.08 1 0.85 -1.4 1 0.18 25 217 188 172 168 145 133 -68.2 0.7 1 0.94 1.12 1 0.85 -1.4 10.18 30 217 184 169 168 142 131 -68.2 0.7 0.98 1.16 1 0.85 -1A 0.18 35 213 181 167 1 165 140 129 -68.2 0.73 1.01 1.19 1 0.85 -1A 0.18 40 209 178 165 162 138 128 .68.2 0.76 1.04 1.22 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 -1A 0.18 50 202 174 161 157 135 125 -68.2 0.81 1.09 1 1.27 1 0.85 -1.4 0.18 55 200 173 160 155 134 124 -68.2 0.83 1.11 1 1.29 1 0.85 -1.4 0.18 60 197 171 159 153 133 123 -68.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 163 145 136 126 112 105 -68.2 0.99 126 1A3 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 8.25 Block Nail' Face nail ASTM C90 CMU 24 0-15 213 194 176 165 150 136 -65.8 0.7 0.85 1.03 hs60 1 1 1 0.85 -1A 0.18 20 213 1 188 172 165 146 133 -65.8 0.7 0.9 1.08 1 0.85 -1A 0.18 25 213 184 169 165 143 131 -65.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 213 180 166 165 140 128 -65.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 209 178 164 162 138 127 -65.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 205 175 162 159 136 125 -65.8 0.76 1.04 1 1.22 1 1 0.85 -1.4 0.18 45 202 173 160 1 156 1 134 1 124 1 -65.8 0.785 1.065 1.245 1 10.851 -1A 0.18 50 198 171 158 154 132 123 -65.8 0.81 1.09 127 1 0.85 -1.4 0.18 55 • 196 169 157 152 131 122 -61H 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 194 168 156 151 130 121 •65.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 160 142 133 124 110 103 -65.8 0.99 1.26 1.43. h>60 1 1 10.851 -1.8 0.16 i I JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshi rdie.com RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-15 j .`� �•...... 4 yj �. `` Q 4kP1tFtCgT�9 ' 2412 c ST E 9�C •' FL �•��� '2��5%trnuli 111PU1�G, "\ FRED Coefficients used In Table 6 calculations for V„ a 20f21BQ 2014 FBC 2012 IBC, 2014 FBC Allowable, Ultimate - Design Wind, Speed, (3-second gust mph) Allowable, Nominal Design Wind, Speed, (3-second gust mph) Applicable to methods specifiedin 1 012 IBC 2014 1609.1.1. as determined by [2012 IBC. 2014 FBC] Figures 1609A, B. or C. Applicable to methods specified in Exceptions 1 through IBC, ctio 014 FBC] Section 1609A.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 Height r (feet) 8 C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D K. Ktl GCp GCy HardiePlank 5116 925 Block Nail' Face nail ASTM C90 CMU 24 0-15 200 181 165 155 140 127 -57.6 0.7 0.85 1.03 h560 1 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 -1.4 0.18 25 200 172 158 155 133 122 -57.6 0.7 0.94 1.12 1 0.85 -1.4 0AB 30 200 169 155 155 131 120 -57.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 196 166 153 151 129 119 -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 -1A 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 57.6 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 1.29 1 0.85 -1.4 0.18 60 181 157 146 140 122 113 -57.6 0.85 1.13 1.31 1 0.85 -1A 0.18 100 150 133 125 116 103 97 -57.6 0.99 126 1.43 Ih>60 1 0.85 -1.81 0.18 Hard ePlank 5/16 9.5 Block Nail' Face nail ASTM C90 CIVIL) 24 0-15 197 1 178 162 152 138 126 -55.8 0.7 0.85 1.03 h560 1 0.85 -1.41 0.18 20 197 173 158 152 134 123 -55.8 0.7 0.9 1.08 1 0.85 -1A 0A 8 25 197 170 155 152 131 120 -55.8 0.7 0.94 1.12 1 0.85 AA 0.18 30 197 166 153 152 129 118 -55.8 0.7 0.98 1.16 1 0.85 .1.4 0.18 35 193 164 151 1 149 127 117 1 -55.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 189 161 149 1 146 125 1 115 1 -55.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 186 159 147 144 123 114 -55.8 0.7851 1.065 1 1.245 1 0.85 -1A 0.18 50 183 158 146 142 122 113 -55.8 0.81 1.09 1.27 1 0.85 AA 0.18 55 181 156 145 140 121 112 -55.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 178 155 144 138 120 111 -553 0.85 1.13 1 1.31 1 1 10.851 -1.4 0.18 -- --� ---'--- --- - -- -- -- -10G-- -148- --131-_. --T23- -114- -101- -95 -55:8- -059- --l26- :43- h>60- -I- 0 85' -1:8 -0:15 HardiePlank 5/16 12 Block Nail' Face nail ASTM C90 CIVIL) 24 0-15 172 156 142 133 121 110 -42.8 0.7 0.85 1.03 h960 1 0.85 -1.4 0.18 20 172 152 139 133 118 107 -42.8 0.7 0.9 1.08 1 035 -1.4 0.18 25 172 1 149 136 1 133 1 115 105 1 42.8 0.7 D.94 1.12 1 0.85 -1.4 0.18 30 172 146 134 133 113 104 -42.8 0.7 0.98 1.16 1 0.85 AA 0.18 35 169 143 132 131 111 102 -42.8 0.73 1.D1 1.19 1 0.85 -1.4 0.18 40 165 141 130 128 109 101 -42.8 1 0.76 1.04 1.22 1 0.85 AA 0.18 45 163 140 129 126 108 100 -42.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 160 13B 128 124 107 99 -42.8 0.81 1.09 1.27 1 0.851 AA 0.18 55 158 137 1-27 123 106 98 -42.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 156 136 126 121 105 98 42.8 0.85 1.13 1.31 1 D.85 .1.4 0.18 100 1 129 1 115 108 1 100 89 83 -42.8 0.99 126 1.43 h>60 1 10.851 -1.8 0.18 HardieShingle Notched Panel ? 1/4 48 Block Nail' Blind nail ASTM C90 CMU 16 0-15 211 191 174 163 1 148 134 1 -64.0 0.7 0.85 1 1.03 h560 1 0.85 -1.4 0.18 20 211 186 169 163 144 131 1 -64.0 0.7 0.9 1 1.08 1 0.85 -1.4 0.18 25 211 182 166 163 141 129 -64.0 0.7 0.94 1.12 1 0.85 -1A 0.18 30 211 178 164 163 138 127 -64.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 206 175 161 160 136 125 -64.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 202 173 159 157 134 124 -64.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 199 171 15B 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 AA 0.18 60 191 166 154 148 128 119 -64.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 158 140 132 122 1 109 1 102 1 -64.0 0.99 1.26 1 1.43 IWO 1 1 10.851 1.8 0,18 1. Fastener is: ET&F Fastening SysteTs [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. Exposure to the weather is 7 inches maximum. 3. Budding 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). 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 Figures 26.5-1A, 26.5-1 B, or 26.5.1C. 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, 1609E 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 assulmptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kzi=1, Kd=0.85, GCP -1.4 (h<_60), GCP=1.8 (h>60). GCpi=0.16. 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. 1-886-542-7343 info@jameshardie.com Table 8, Allowable Fasener Spacing HardiePlank Blind Nailed to ASTM C90 CMU Walls i o' rF• '_ 2412 Block Nail Fastener Loaf Used in Calculation (lb/fastener) 1 -24.60 I %-n:_ STATE Allowable, Ultimate Design Wind, Speed, Vult3 (3-second gust m h _ c m 201216C, 2014 FBC °;s5i '° DLO plp,� o s' ~ ST�pIED"?�ycy�`��o� Coefficients used in Table 8 calculations for Vw Plank Width in inches installed to ASTM C90 Block Wall (inches) 5.25 6.25 1 7.25 8.25 9.5 Exposure K. B C D B C D B C D B C D B C D Exp B Exp C Exp D Kn Ka GCp GCpj Vuh 0-15 124 24 24 24 24 24 24 24 24 24 24 22 24 22 18 1 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 105 20 24 24 24 24 24 24 24 24 24 24 24 21 24 21 17 1 0.7 0.9 1 1.OB 1 0.85 -1.41 0.18 105 25 124 24 24 24 24 24 24 24 23 24 24 20 24 20 17 0.7 0.94 1 1.12 1 0.85 -1.4 0.18 105 30 24 24 24 24 24 24 24 24 22 24 23 19 24 19 16 0.7 0.98 1.16 1 0.85 -1.4 0.18 105 35 24 24 24 24 24 24 24 24 22 24 22 19 24 19 16 0.73 1.01 1.19 1 0.85 -1A 0.18 105 105 40 24 24 24 24 24 1 24 24 24 21 24 21 18 24 18 15 0.76 1.04 1.22 1 0.85 -1.4 0:18 105 45 24 24 24 24 24 1 24 24 24 21 24 21 18 24 18 15 0.785 1.065 1.245 1 0.85 -1.4 0.18 105 50 24 24 24 24 24 24 24 24 20 24 20 18 23 17 15 0.81 1A9 1.27 1 0.85 -1.4 0.18 105 55 24 24 24 24 24 24 24 23 20 24 20 17 23 17 15 0.83 1.11 1.29 1 0.85 -1.4 0.18 105 60 24 24 24 24 24 24 24 23 20 24 20 17 22 17 1 14 0.85 1.13 1.31 1 0.85 -1.4 0.18 105 000 24 24 22 24 20 17 21 16 14 18 14 12 15 12 11 0.99 1.26 1.43 11>60 1 0.85 -1.8 0.18 105 0-15 24 24 24 24 24 24 24 24 23 24 24 20 24 20 17 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 110 20 24 24 24 24 24 24 24 24 22 24 23 19 24 19 16 0.7 0.9 1.08 1 0.85 -1.4 0.18 110 25 24 24 24 24 24 24 24 24 21 24 22 18 24 18 15 0.7 0.94 1.12 1 0.85 -1.4 0.18 110 30 24 24 24 24 24 24 24 24 20 24 21 17 24 18 15 0.7 .0.98 1.16 1 0.85 -1.4 0.18 110 35 4 24 24 24 24 24 24 23 20 24 20 17 24 17 14 0.73 1.01 1.19 1 0.85 -1.4 0.18 110 110 40 4 24 24 24 24 23 24 23 19 24 19 17 23 17 14 0.76 1.04 1.22 1 0.85 -1.41. 0.18 110 45 24 24 24 24 24 23 24 22 19 24 19 16 22 16 14 0.785 1.065 1.245 1 0.85 -1A 0.18 110 50 24 24 24 24 24 22 24 22 19 24 19 16 21 16 14 0.81 1.09 1.27 1 0.85 -1.4 0.18 110 55 24 24 24 24 24 22 24 21 18 24 18 16 21 15 13 0.83 1.11 1.29 1 0.85 -1.4 0.18 •110 60 4 24 24 24 24 22 24 21 18 24 18 15 20 15 13 0.85 1.13 1.31 1 0.85 -1.4 0.18 '110 100 24 22 20 23 18 16 19 15 13 16 13 11 14 11 10 0.99 1.26 1.43 h160 1 0.85 -18 0.18 110 0-15 24 24 24 24 24 24 24 24 21 24 22 18 22 19 15 0.7 0.85 1.03 h<-6o 1 0.85 AA 0.18 115 20 24 24 24 24 24 24 24 24 20 24 21 17 22 17 15 0.7 0.9 1.08 1 0.85 -1.4 0.18 115 ----- ---- - -24 4 24- 24- -24- 2 -24- 23- -19 24- 20 -f� 22- -1--7 14- -0:7 �:94 "2 - -1 fl:e --1-.4- -0. t8 1 30 24 24 24 24 24 22 24 22 19 24 19 16 22 16 14 0.7 0.98 1.16 1 0.85 -1.4 0.18 115 35 24 24 24 24 24 22 24 21 • 18 24 18 16 22 16 13 0.73 1.01 1.19 1 0,65 -1.4 0.18 115 115 40 24 24 24 24 24 21 24 21 18 24 18 15 21 15 13 0.76 1.04 1.22 1 0.85 -1.4 0.18 115 45 24 24 24 24 24 21 24 20 17 24 17 15 20 15 13 0.785 1.065 1245 1 0.85 AA 0.18 115 50 24 24 24 24 24 20 24 20 17 23 17 15 19 14 12 0.81 1.09 1.27 1 0.85 -1.4 0.18 115 55 24 24 24 24 23 20 24 19 17 22 17 14 19 14 12 0.83 1.11 1.29 1 0.85 -1.4 0.18 115 60 24 24 24. 24 23 20 24 19 17 22 16 14 19 14 12 0.85 1.13 1.31 1 0.85 -1.4 0.18 115 100 24 21 18 21 16 14 17 14 12 15 12 10 13 10 9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 115 0-15 24 24 24 24 24 23 24 23 19 24 20 17 21 17 14 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 120 20 24 24 24 24 24 22 24 22 18 24 19 16 21 16 13 0.7 0.9 1.08 1 0.85 -1.4 0.18 120 25 24 24 24 24 24 21 24 21 18 24 18 15 21 15 13 0.7 0.94 1.12 1 0.85 AA 0.18 120 120 30 24 24 24 24 24 21 24 20 17 24 17 15 21 15 12 0.7 0.98' 1.16 1 0.85 -1.4 0.18 120 35 24 24 24 24 24 20 24 20 17 23' 17 14 20 14 12 0.73 1.01 1.19 1 0.85 .1.4 0.18 120 40 24 24 24 24 23 20 24 19 16 22 16 14 19 14 12 0.76 1.04 1.22 1 0.85 -1.4 0.18 120 45 24 24 24 24 22 19 24 19 16 22 16 14 18 14 12 0.785 1.065 1.245 1 0.85 -1.4 0.18 120 50 24 24 23 24 22 19 24 18 16 21 16 13 18 13 11 0.81 1.09 1.27 1 0.85 -1.4 0.18 120 55 24 24 23 24 21 18 24 •18 15 21 15 13 17 13 11 0.83 '1.11 1.29 1 0.85 -1.4 0.18 120 60 24 24 23 24 21 18 23 18 15 20 15 13 17 13 11 0.85 1.13 1.31 1 0.85 . -1.4 0.18 120 100 24 19 17 19 15 13 16 13 11 14 11 10 12 9 B 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 120 0-15 24 1 24 24 24 24 '20 24 20 16 21 17 14 18 14 12 1 0.7 0,85 1.03 h560 1 0.85 -1.4 0.18 130 20 24 24 24 24 23 19 24 19 16 21 16 13 18 14 11 0.7 0.9 1.08 1 0.85 -1.4 0.18 130 25 24 24 23 24 22 18• 24 18 15 21 15 13 18 13 11 0.7 0.94 1.12 1 0.85 -1.4 0.18 130 130 30 Z4 24 22 24 21 18 24 17 15 21 15 13 18 13 11 0.7 0.98 1.16 1 0.85 -1.4 0.181 130 35 24 24 21 24 20 17 23 17 14 20 14 12 17 12 10 0.73 1.01 1.19 1 0.85 AA 0.18 130 40 4 24 21 24 20 17 22 16 14 19 14 12 16 12 10 0.76 1.04 1.22 1 0.85 -1.4 0.18 130 45 4 24 20 24 19 16 22 16 14 18 14 12 16 12 10 0.785 1.065 1245 1 0.85 -1.4 0.18 130 50 z4 23 20 24 19 16 21 16 13 18 13 11 15 11 10 0.81 1.09 1.27 1 0.85 -1.4 0.18 130 55 24 23 20 24 18 16 20 15 13 ' 17 13 11 15 11 10 0.83 1.11 1.29 1 0.85 -1.4 0.18 130 60 24 22 19 24 18 16 20 15 13 17 13 11 14 11 9 0.85 1.13 1.31 1 0.85 -1.4 0.18 180 100 2D 16 14 16 13 11 14 11 9 12 8 8 10 8 7 0.99 1.26 1.43 1h,60 1 1 1 0.85 1 -1.8 0.18 130 10 < ¢ m o O O p NO A o C � (D L� O a_-6 Ov jM N D O VNi O O IWII O fNn O O O W (lt W A A (.� W N N W Gl Ctf pp A (.0 W N N O] W A A W W N N W A W W N N aAN u Building Height' ilding OAN JV+0 co In WOWWAA AW NA D V 0 0 0+ N N W O W W -+ W -+ N N N N N W W A A W W A A i A N W W+ O1 U1 Ut CT Ol W W V W (O N V V V W W W (O 0 0 N W W A A (]1 Gl Ut N N N N N N N N N N N N n Ol N O A A N Ut W W V V V V+ W W V V W OD I IO ID t0 W N W W c0 IO O+ N N N N A++ N N W A N A A N N A A W � V (O 0 0 0 0 0> N N W N N W W W A A 7 -. W W A N N N W A Ut O O .P A A Ul fT T y 0) 1818 W v v pp n iV 17 W W W W O t0 W c0 O O O V f0 ID O O O O O N V O O+ N N N W W N N N N W W W A A IT O W A -a A A Ili tll 8 m V O N + 7 N N � V V W W W W N V W W (O (O O�+ -N+ .N+ W m N m W W W W W W IO O W O+ +O W (O 0 0 0 O O O+ .+ N V 0 0 0 0 ++ -' N N W W -++ N N N W W A .A In W W W (J A A A Cit 6J V n x V n Ol V V V V V V 1.1. W f0 61 W W W W W W (O co Ip O W /p Ip ID W IO O O O+ VW+ c D c A _ _ + N N N W co O W 0 0 0+ + V 0 0 0++ N N N N N W+ N N N W A A A A O W W W A A CT QI m O flf N tT m V W W W W W O W V V V V V V W W W 4J Ol W W W W W W (O IO (O W W IO ID W I O IT,I,o 1- O O V 0 0 0 0 0 -++ N N W W N N N fJ W A In 0 w N A W W W W W W[--4 V V V U1 m V V V V V V W W W Ul V V W co W OD w IO ID W 1-1- W IO O O W fD 8181 .+ V 0 0 0 0 0+ + + + N N 0 m = CT W co W C. W tO t0 IO f0 pI W f0 i0 f0 ID V _ V+ CD O O O O O O 0 0 0+ N N N N + N N W W W W W O N W W A Gn ACD CT (n N N Lp 0 A W W W 1-1- W WVVVVVW W. Cn V V VM W W W N W W W W W W (O W W W oo+ V O 0 00Oa N n�-8 W W W A Ut Of W W W W W W V V Ul W W W V V 41 V V W W 1-1-1 T V V V V W W C. W ID IO W W W W Ip O (O 1-1-1- W +O 0 I00 0 0 N W 0 0 N 0 A W V r O V 0 0 IOO U01 0 0 W O+ 0 0 N 0 O O O V 0 lL 0 0 W 0 0 m N 0 ,,....II m "j yj 0 0 0 0 0 0 0 0 W W 0 0 0 W V V OV V 0 0 0 F. 0 W 0 o O O m 9 tW)1 (00 Imll OJ! IOO N IOJ (Wl1 m W v V W h O pp ((pp !!pp W> pp N A m A O N W fD N po ppp�ppy i+ Ip ((pp W A m O to W W+ IOD p ? A O to mIOp A OW P O !P J (.A1 INO V N N O m N OW W W+ INO V N N ID W N ON W W+ V Of W W W+ V I_� _ V I� + m c 4 INO N tO N INO N IO W N OOo cOJ IA.f .W.. tN0 N IO A N m IO.f _ »N rn o rn m rn in m in WO UI m I OC N fJpl O p Oppp � UI m p OD UI in m OI N O UI � O� WO OI (T p Op p OD N Ill m O W OW fT N m O Ol N 00 O Ul � O � N �O N (n W C�iI UI m N (ll N N [OII N N H (WT IWT N N fOT N N N N N CWT UWi N Umi N IT UWi IWIf N ^ �•� 0 0 0 0 0 PIP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 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 (,1 m m 0 W W 0 0 W DG 0 0 0 0 + 0 0 (y 0 0 V V 0 0 V V 0 0 V V 0 0 V V 0 0 V V 0 0 V 0 Ol 0 O) o 0 O 0 0 W OI o c� J W o 0 W W 0 0 9 Ot 0 0 N 9 0 0 o (ll 0 In N 0 0 Ill O 0 0 N 0 A A 0 0 a o 0 A A 0 0 A 0 A : A 0 0 0 A 0 - o&D a WW z m m in In D N = m D m Er A O EL w m ED m O C 3 r' ,Z7 O C z n X O C00> o Z cco ;U V z zo> zD O�IcovmpD 0 n Cn c�nTN?�0 V� Dm➢ M A � N � W Z I JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Nail Allowable, _ Ultimate Design •W Wind, Speed, = rn Vult?, C (3-second gust 190 200 601131 9 1 8 1101 8 1 7 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2557-16 2012 IBC, 2014 FBC Coefficients used in Table 8 calculations for h!M 6 ] 5I 7 ] 5 1 5I 6 ] 5 ] 4I0.85]1.13]1.31] ]1]0.85]-1.4]0.18]200I 5) 4 5 4 3 4 3 3 0.99 1.20- 1A3 h>60 1 0.850.18 200 20 14 1 11 1 9 11 1 9 1 7 1 9 7 1 6 1 8 6 1 5 1 7 1 5 4 1 0.7 25 14 10 9 11 8 1 7 1 9 7 6 8 6 5 1 7 5 4 0.7 30 14 10 8 11 8 7 9 7 6 8 6 5 7 5 4 0.7 7- --9- -6 - -5--8- - -5 - _6_ -5---4- -0:72 210 40 13 9 8 10 7 6 9 6 5 7 5 5 6 5 4 0.7E 45 12 9 8 10 7 6 8 6 5 7 5 4 6 4 4 0.78I 50 12 9 8 10 7 t 6 8 6 5 7 5 4 1 6 4 4 0.81 60 111 9 7 9 7 6 8 6 5 7 5 4 6 4 4 0.85 1.13 1.31 1 0.85 -1.4 0.18 210 100 8 6 5 6 5 4 5 4 4 4 4 3 4 3 3 0.99 1.28 1.43 h>60 1 0.85 -1.8 0.18 210 iNotes to Table: 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, W74CC, 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 [2012 IBC, 2014 FBC] Figures 1609A, B, or C. 3. Vult = the ultimate design ind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5-1A, 26.5- 1B, or26.5-1C. 4. 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). 5. Interpolation to address btilding height and other HardiePlank width is permitted. 6. The wind speeds in [2012 IBC, 2014 FBCj Figures 1609A, 1609E 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. 1 7. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 1609.1.1. 8. Linear interpolation of building height and wind speed is permitted. 9. Wind speed design assumi tions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kn=1, Ka=0.85, GCP -1.4 (h<-60), GCP -1.8 (h>60), GCpj=0.18. LIMITATIONS OF U E: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 15-0122.04.