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ENGINEERING EVALUATION REPORT
I S10-oaob '+T PROJECT RIO-2687-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND • FIBER -CEMENT PLANKS AND NOTCHED SHINGLE PANELS TO ASTM C90 CMU WALLS WITH VARIOUS FASTENERS -;, - SCANNED JAMES HARDIE BUILDING PRODUCTS, INC. BY 10901 ELM AVENUE St. Lucie Count FONTANA, CA 92337 y TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2-3 TABLE 1, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 2A, WITHDRAWAL LOAD BLOCK NAILS 3 TABLE 2B, ALLOWABLE DESIGN LOADS BY PLANK WIDTH 3 TABLE 2C, HEAD BEARING AREAS 3 DESIGN WIND LOAD PROCEDURES 4-12 TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 7, ALLOWABLE WIND SPEED FOR HARDIEPLANK (FACE NAILED) AND 6 9 HARDIESHINGLE SIDING (BLIND NAILED) TABLE 8, ALLOWABLE FASTENER SPACING FOR HARDIEPLANK (BLIND NAILED) 10-12 LIMITATIONS OF USE 12 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7 -10. THE 2017 FLORIDA BUILDING CODE, AND THE 2015 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 : STpiE OF =90 •!20RJO; V 11 —r6 RONALD L OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET d443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1816 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 infst jameshardie.eom EVALUATION SUBJECT •� Hardiefolanik® Lap Siding; HardieShlnBle® Notched Panel James Handle Product Trade Names covered In Mi. evaluatlon: HadliaPlarklo Lap Siding, Cempla lS Siding, Preval^ Lap Siting, Hardie3hingle® Notched Patel Sidi, *EVALUATION SCOPE: ASCE 7-10 M17 Flonda Balding Coda 2015 International Balding Codeis EVALUATION PURPOSE: This analysis Is to determine she madmum design 3-second gust wind speed to be resisted by an asanblyA HadiePlah (Cemicark Prevail Lap) Siding and HardieSNngle Notched Panel Siding fostered to ASTM C90 Concrete Masercy Units (CMU). REFERENCE REPORTS: 1. Intenek Report 31)67913 (ASTM C1106) Material properties HadisPlak Siding and Hardie51dngle Siding 2. Applied Research LabmWm m of Sour Florida, Report 29 "D1 (ASTM D1761) PW oW Ie" Er&F Nall (ET & F Na. ASWI1 125, heed di& = 0.W in, shm* di& = Q141m, length -1.P5� on. long). 3. asterisk Repa130960W (ASMT D1761) Pull out eagrg ET&F Black Nail (Er & F No. ASM6144-125, head dia. = 0.W ire, slardi ells. = 0.14 In, lagth =126-h long) end Maz USA Corp Block Net (CPC W2 W74CC, head dim = 0.W In, shank dim = Q145 i&, length =1.25 h) 4. htenek Report 3117&r&W1 (ASTM E488) Pug oN leafing Aaasnith® Surepin Neil (5323HP, lead dim = 0.30 im, shah dim = 0.144 h, length 1251n) and ET&F Block Nail (ET & F No, ASW 144-125, head dim = 0.30 In., shah dim = Q14 h, length =1.25-h lag) 5. Ramtech Lsberaories, Inc Raped IC-1034418 (ASTM EMU) Transverse Lead Test SIS- Thick by 9.5 irWt wide HardiePlaNc Lap Siding Installed on 2X4 Hem -Fit woad studs space al 16 inches on center with a Number 11 gage 14114 inch long galvanized roofing net 6. Rantech Labaetaies, bhe Report 2149-07-10 (C) (ASTM MW) Transverse Load Test SHS' Tick by US inch wide HardiePla k Lap Siding instated on 2X4 Dw Fir -Lech wood studs space at 16'eheles on center with an Ed ring shank bar nail, 0.113 Inch shank by 0.260 inch head diameler by 2375 inch lag 7. Rantech Leberaeries, Inc. Report 1143 99116W (ASTM E330) Tr scwerse Load Test IW Thick by 48 inch wide Ha tieShirgle Notched Panels bstdled on 2X4 Woad Surds SG = (W spaced at 16 inches on center with a 1-12 inch lag by d083 inch shark career by 0.187 Inch heal diamder ring shark, nail TEST RESULTS: Table 1. Results of Trensvorss Load Traded a yy 'gad o $ n -• i o $ $ _ y � $ 3 LL LL s a� er� LL HadiePlah .IC-1034-88 Ramtein 0.3125 9.5 2X4 wood 16 8.25 blbd nal ghreryh lop Nm l l gm X 1-3r4" long -146.6 -48A Q917 .44.8 Hem -Fir edge dpleik Roofing nail HardiePlah 2149{fl-10IC RamtuGh 0.3125 525 wood 16 7 fare nail gnagh ring shark boo, .1, 0.77 0.260'HD -2% -9&7 4778 -757 DFL plarJc overi� X2375"L 2X4 1.5 M. long %0.0831a HardieShlrgle Notched Panels 11436-9911603 Reenledh Q25 48 wood 16 7 blirdreiledatsbel shah X0.187in HD,dng -192 .64.0 0.778 -49.8 lTt 40 shah, nail I. beagn corms me ummae Lead chided bye racer a saery or a 2 HadiePlak Lap Siding runpleswith ASTM C71%,Slardard SpecificaSonlor Grade 11, TypaA No sbestos Fiber-CemeN Flat Sheets. 3 HadieSMngle Siding cornp6es with ASTM C1186, Standard Specfice5on for Grade 4 Type A Nnlasbeetos FilsesCenreN Flat Sheets. Pull out values for she block nails in Table 2m reported by Applied Research Labonclodes (2927B-UD1) and Me embedment into ASTM CM block of between 314 Inch end 1 Inch when shot with a special lad. Using a factor withdrawal is not a concern Rern renames m..ney units meeling ASTM C% A •..FLORDP'•N� 4' cFSSI QNA�C��� r4 -,l RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1816 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542.7343 inf ngameshardie.com Table 2A, Block Nail Withdrawal Loads R ad 292784)D1 3096000 1 3117855001 Mar Block Nat a bmetewithdraxal load ICaa amE9FNo.ASM-14125hcaddia=030 1harkdie.=0.14inI th=1.25h 725 R63 1113 Max UseC GP-C 832 W74CC head tlia=01W lru shank dim =0.145rt 1 =US th. 693 Aaronith Fasten a 5323P heed die.=0.30m shark tlia.=11144Im len 1.251. 1165 HardieShiMle Notched! Panels in Table 1, Report 1143fi-MI603, achieved an ultimate test pressure d-192 psi, the fiche is goveme l by fastener withdrawal tram Ember and fastener head pd1 through the fdrarmnenl The allowable design load is-64psf (-IWpsf divided by a salary factor of 3). The tested fastener is a 1.5 N long X 0.083 in shank X 0.197 in. head diameter, ring shank nail, with a tested fastener lead of 49.8 ponds. Since the Hardie5hirgle Notched Penn fastener load d 49.8 pounds par listener is below the black rnal albvable fastaer load of 90 pounds Par fastener, the black nals in Table 2a can be substituted for the 1.5 in long X 0.083 in shank X 0.197 in head c iamter, ring shank nail in Table 1. This can be done since the bearing area M the black nails Table 2C is greater than bearing area for the 1.5 in lug X O.W3 Is. shank X (1.187 In. head diamtar, ring stank cal Table 2C. Table 7 carnsms the madmurn allowable wind speed for HardieShingle Notched Panels attached to ASTM C90 CMU walls. For face railed application, HadiePlark Lek Sidmg in Table 1, Report C 2149417-10 (C L sedeved an ultimate test pressure d-296 psi. 0e failure is governed by falterer head pWNNough the fibenKamant. The allowable design load Is-99.7psf (-295pd divided by salety factor d 3). The tested fastens, is an 8d rig shark box nail. 0.113' shank X D-W head diameter X 2.375• Img, with a tested fastens load of767 pounds. Since the HardieFlark lap sdmgfasterner load of 76.7 ponds Par fastener is below the black cal allowable barterer bad d 90 Pounds per fashore , ere block note th Table 2a kart be substihdetl (a the 9d ring shank bm nal, ai l3 shank X 0.260' head diameter X 2375• Img nail m Table 17Table 2B, This con be done sinew the beamg area forthe block rats Table 2C is gal w Man bearing area for the ad d g shale ben alai{ 0.113• shank X 0.260• head dlarneta X 2375 Img nail Table 2C. For Table 2B the designs loads will be m Wated by pnyorlianirg the mbutary sea to each fastener, thereby design bad to each fasteer will be kept mnsaM By doing so, the allowable design Toed fix venous Hardielalakwidit end stud spreirgs will be determined. The allowable design loads in Table 2B win be used to determine the madman allowable wind speed in Table 7 for HardieNank lap sitting aflaOed to ASTM CM CMUs. Table 2B, Allowable Design Loads Based on Constant Fosterer Load, ed (2d L) ring shank box nail, DFL Studs, fasteners exposed (fees nail) Block naffs Iran Table 2A s,e substituted' WO Table 2B in order to populate Table 7. Check for results using 8.25 inch plank values kart Report Nu fiber 214807-1D (CI. Design lead= Wlimaze failure IoadlFOS =-296psf/3=-98.7 Pat Effective tributary= ((plank width eased to weather X stud spacng)H44) = ((8.25-1.25) X 16)/144 = D.778 sq, Fastener lead = design load X tnbulay area = 48.7 X 0.778=-7674 pounds CelNated allo4able dash nlmd=hstenar loatl tested mtdNtal dividedb area nbd bon thacenditirn to ban rakadazed D c � m d a o m � e Zen n4 @ 0 E Gan' ailm HadlePlank Width inches P 5 w C a 9 u e Sao 16 0.4444 -17267 -76.74 6.25 16 0.5556 -139.13 -7874 7.25 16 0.6667 -115.11 -76.74 7.5 16 0.6944 -11(151 -76.74 B 16 0.7500 A0132 -76.74 8 1 -296 1 16 1 0.7r78 -9867 -76.74 16 0.8889 416W -7674 %25 R5 16 0.9197 1 41372 -7674 12 1 1 16 1.1944 1 F 25 -76.74 N w a$ e ar a5 we 24 Q6657 -115.11 24 0.8333 -R09 24 /.00W -76.74 24 1.0417 -73.67 24 1.125E -68.21 24 1 1.1667 I ES78 24 1.3333 -57.65 24 1.3 550 1 SS81 24 1 1.7M7 I -0 R3 Fm blind neiled eppgmtioRthe block cal bearing sea mder the fastens Mad is less then the 11 gauge roofiM nail Th wan h order b tsar 8e block roils In Table 2A as a substitute fa Be 11 gauge roofing alai, the spacing must be adjusted to eccomodate the black ruffs =dler bearing area Acconfi g lu report IC-10J . the f lihre Of the axxealsel fastener sysben was by fastener hoed pug through the fibertanent (HardiePlank). Therdom we need to ardne the bearing otiose on Me not head and campute a new allowable design load Table 2C, Fastener Head Beadno Area IHead Area -Shank Areal Fastener Shank Diameter Shank Area Heed Diameter Head Area Bearing Area Inches) (sq. In. Inches (sq. In. 1.5 in, long X 0.083 in. shank X 0.187 in. HD, ring shank nail 0.0830 0.0054 0.1870 0.0276 0.0221 8d ring shank box nail. 0.113' shankX 0.260' HD X 2.375• L 0.1310 0.0135 0.2810 0.0.0620 0.0486 Block nail, head tlia. = 0.30 in., shank this. 1�� =0.144 in., length=1.25 in 0.1440 0.0163 0.3000 11D 7 It f1 '0.0544 No. 11 ga. X 1-314-long Roofing nal 0.1200 0.0113 0.3750 \1 (11 `-' Q.1404•••'0. 1 From Table 2C one bearing area tor the 11 gauge roofing nail is 0.0991 Inches aM the bearing area for the buck cal is 0.05M. Fran Table 1, the heated fastener load Per this 1.75 inch 11 gauge roofing nail is M.8 lbslssterxc. We ratio the fastener load according io the ratio of bearing area under the fastamr head. Bearing Area (sq.m) Fosterer Load (Ib4acia.) 11 gauge roofing nail 0.0991 44.8 Black nail 0.0544 24.6 The block nail alk wablat had. had (with salary fads 3 applied) is 24.6 bAactener, this fastener feed will be used with Equation 10 (below) \\ \ ' .\ 21 e tl � `•. OF •` cr _ SiASE cc, -3,1^ . FLOR��P �11 mica TkhldAL`� •••...... ••' � RONALD L OGAWAASSOCIATES, INC. 16835 ALGONQUIN STREET d443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-9118-1815 FAX PROJECT: RIO-2667-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info(a)jameshamIe.com DESIGN WIND LOAD PROCEDURES: fiber -cement siding transverse load rapacity (wind load capacity) is detemmed via compliancetesting to traruvsse load ndiond teststodarda Via the trmsvorse Icad testing m allma le design bad is determbied based m o!anon d safety d3 appried to tie ultimate test load. Since the allowable design load is based on factor of safety of 3, anowabladesign beds on fiber -cement siding canelsle directly to required design pressures for Allowable Stress Design, and therefore should be used with connbina on loading equations for Allowable Stress Design (ASD). By using the connbination loading equations for Allowable Stress Design (ASD), the tested allowable design loads to fbo<anent siding are signed wM the wind speed requi enen is 1n ASCE 7-10 Figure 26.S1A Figure 26.61 B, and Figure 26S1 C. For Mis analysis, to calculate lie pressures in Tebles 4, 5, and 6, the Icad combination will be in accordance with ASCE 7-10 Section 24 combining nominal bacts using allowable stress deign, load combfnatim7. Lend bbatim7lssrsabadfedcrd0.6eppri alto Mew vdo*pn:sstre. Equation 1, gC0.(=56-K,%Ka-Vt W. ASCE 7-10 equaffm 30.3-1) %. velocity uesswe at heigNz velcdty pressure ex,mure coefficient evaluated at height z Ka,tcPogmphiclador V , wind directio slit' factor V , basic wind speed (3aernd gust MPH) as detenn ned icon [2015IBC, 2017 FBCI Figures 1609.3(11, 1609.3(2), or 1609.3(3); ASCE 7-10 Figures 26.&IA. 8,oC Equation 2, V-V. per. 2015 JBC 8 2017FBG Section 1602.1 debntims) Vw, , ultimate design wind speeds (Ssecwdl gust MPH) detwanked horn [2015 MC. 2017 FBC] Figures 16093(1),160a3(2), or 16(9.3(3); ASCE 7-10 Fgwes 26.61A B, orC Equation 3, p=gr-(GC.-GCy) (ref. ASCE 7-10equabon 30.&1) GC., product of edemal pressure coefficient and gust Meal facto GCn . product d'mtemal pressure coe(fided and gustMsct facto Is , design Pressure (PSF) fur siding (aflmable design load for siding) To defermine deign pressure, substitute qs irdo Equation 3, Equation P=011f2%-V.-Ka-K.W.'(GCo-GCy) Allowable Stress Design, ASCE 7-10 Seam 2.4. 1. Iced cdnSnatim 7. Equation 5, 0.6D-(x6W (ref. ASCE 7-10 SWUM 2A. 1, badcondnation 7) D , dead load W , wind load (load due to wind Pressure] To Celem m Me AGowab'e Sousa Deign Pressure, epp'yltielcadla krW (mno ham Equation 4 to p (cesign vesswe) owerminedhom equation 4 Equation p•,s=0.6Tp] _ Equation 7, P.=D6'[0.GM5i-Kr'I(a-1 V.N (GC.-GC0)] Equatton 71s used fo populale Table 4, Aand 6. To calamine the diewab a u'timale basic wind speedlm Harde 9'dingin Tattle 7, solve Equabon 7for Vm. Equation8, V,s=(p„/0.6'0.00256-I(r'Ka9(i'(GC.-GCp)]05 ApoficabletomeMads spedhedin Excapb'ms i fhmugh 3ef1201518C, WI7FBC)Seck n 1609.1.1., to de wyntse the allowable nominal design windspeed(Vesd) hvHanSe Sungin Table 7, apply gig chin a won formula below, Equation 9, V.=Vu'(0.6)65 fret. 2015IBC 620f7FBB0C 5);jh/IµF6dd��.V�d�Ojj ��' Vm� Nonbsl designwird speed(3secordgustmph) (reI. 20151BC820f1'tr - 7\1r A 1( 1 Q� We soAre Equation 10 fa catermine block ml hastnirer spadrg for HanhePhank affachad to ASTM C90 CMU block wags of vanaus uindspeeds we eb'§ljJ. ... •••is Egwtio f0. Equation 10 FSea=Fl.. [ 44/(Pr•PW) \\ y FSm , block rail fastener spacing to resistwird speed T Flea ,black rtal fastener load 24.6 MRaslorvz ; w PW , plarkwidN egrosed loweaftw - 2 °FFss�oNP� i1 fi RONALD I. OGAWAASSOCIATES, INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1615 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 in7o@jameshardie.com Table 3, Coefficients and Constants used in DetenniNn9 V and it, K, WalZne5 Heigh (fl) EM B I Exp C Exp D Ka K. G G 0.15 Q] I am 1.m lo60 1 am AA ale X) -- - 0.7 0.9 1.08 1 am -1.4 0.18 25 0.7 0.94 1.12 1 am AA a18 30 0.7 0.98 1.16 1 Q85 -1.4 0.15 35 0.73 1.Q1 1.19 1 0.85 -1.4 ale 40 0.76 1.04 1.22 1 Q85 -1.4 ale - 45 0.785 1.055 1.245 1 am -1.4 ale 50 cat 1.09 1.27 1 0.85 -1.4 ale 55 0.m 1.11 1.29 1 am -1.4 ale 60 0.85 1.13 1.31 1 Q85 -1.4 0.78 100 am 1.26 1 1.43 I h>60 1 485 -1.8 0.18 Table 4, Allowable Stress Design -Component and Cladding (MC) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind FiposureCategory B, WindSpeed 3-seemd A..t 100 105 110 115 12D 130 140 1 150 160 170 180 19) 2W 210 Hei Is it B B B B B B B B e B B B B B 0.15 -14.4 -15.9 -17.5 .19.1 -20.8 -24.4 -28.3 U5 37.0 41.7 4 8 521 -57.8 537 20 -14.4 -15.9 -17.5 .19.1 -20.8 -24.4 -29.3 325 3].0 41.7 -46.8 S21 -67.6 537 25 -14.4 -15.9 -17.5 -19.1 -2Q8 -24.4 -28.3 325 3T.0 41.7 46.8 52.1 57.8 53.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 325 -37.0 41.7 -46.8 -521 57.8 -63.7 35 -15.1 -1&6 -1&2 -19.9 -21.7 -25.4 -20.5 339 3 6 435 48.8 5 A Sat -fi6.4 40 -15.7 -17.3 -19.0 .20.7 -226 .26.5 3a7 3 3 40.1 453 50.8 v 6 -627 4PJ.1 45 -162 -17.9 -19.6 -21A -233 -2T4 31.7 30.4 41.5 4S8 -Us . 5 -64.8 -71A 50 -16.7 -1114 -20.2 -MI -24.1 -2a2 42.7 37.6 428 4 3 54.1 EQ3 568 -737 55 -17.1 -18.9 20.7 -VS -24.7 -28.9 33.6 3 5 438 49.5 -55.5 461.8 50.5 -75.5 60 -17.5 -19.3 -21.2 -232 92 -262 116 1.4 -39.5 44.9 S0.7 5 8 4 3 -7al -77.3 100 -25.6 -232 -31.0 369 43.3 5132 57.8 55.5 -]4.0 4 9 1 32.4 -1024 -1129 Table 5, Allowable Siren Resign -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Vadoua Wind Speeds -Wind ExposureCategory C, WndSpeed 3 .oaed ust 100 105 110 115 12D 130 140 150 160 17D 180 190 200 210 Heigh fl C C C C C C C C C C C C C C 0.15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 34.4 39.5 44.9 SM7 56.8 E 3 -7Q1 -77.3 20 -18.6 -20.5 -225 44.6 -257 31A 354 41.8 47.5 53.7 SQ2 -67.0 -74.3 31.9 25 -19.4 -21.4 -23.5 .256 -27.9 -32.0 3110 436 -09.6 56.0 - 8 -7110 -T7.6 3 5 30 -20.2 -223 -24.6 .25.7 -20.1 34.2 39.6 -05.5 51.5 5 A 555 -73.0 410.9 419.2 35 -20.8 -23.0 -25.2 .27.6 30.0 35.2 -0118 46.9 53.3 -6a2 57.5 -75.2 -B33 -91.9 40 -21.5 -237 -MO -M4 30.9 - 3 420 463 -54.9 520 59.5 -7 A 45A -94.5 45 -220 -24.2 -26.6 .29.1 31.6 -37.1 -031 49.4 -%2 5 s -712 -79.3 -07.9 -9e9 50 -22.5 -24.8 -27.2 -29.7 -324 38.0 44.1 -50.6 57.6 S50 -729 51.2 49.9 -99.2 55 -22.9 -25.2 -27.7 .30.3 33.0 38.7 44.9 51.5 -53.6 562 -742 -927 -91.6 -101.0 60 -257 -28.2 3D.8 36 39.4 1 1 3.60.2-1436 Ana 10 3339 -39.4 41 469 55.0 AN 15.5 Table 6, Allowable Stress Design -Component and Cladding IMC) Pressures (PSF) to be Restated at Various Wind Speeds- Wind Exposure Category D, Wind S setl 3-secc d .ual 100 105 110 115 120 130 140 150 to 170 180 190 200 210 Hei M it D D D D D D D D D D D D D D 0-15 -21.2 -234 -25.7 .28.1 30.6 m.9 41.6 47.8 54.4 51.4 -68.8 -76,7 -85.0 S37 20 -223 -24.6 .27.0 .29.5 321 37.7 437 Sat 57.0 -64.4 -722 50.4 419.1 25 -ml -25.5 -28.0 30.6 333 390 453 520 59.1 -668 -74.9 334 437.4 -101.9 30 -23.9 -26.4 -29.0 31.6 34.5 40.4 469 -538 51.3 -69.2 -77.5 4'b.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 325 35.3 41.5 48.1 55.2 4528 -70.9 -79.5 -88.6 5 2 -1083 40 -252 -27.7 3Q5 433 362 42.5 -09.3 -58.6 54.4 -72.7 31.5 -90.9 40117 -111.0 45 -25.7 -28.3 31.1 34.0 37.0 4 A 50.3 57.8 -65.7 -74.2 4132 -92.7 -1D27 4133 50 -28.2 -28.9 41.7 34.6 37.7 44.3 -51.3 15119 57.1 -75.7 -84.9 54.6 -1048 -115.5 55 -26.6 -29.3 32.2 352 363 45.0 S22 59.9 58.1 -76.9 562 -96.1 -1064 417.4 60 -27.0 -29.8 327 47 45.7 53.0 4rU,e bS.6 -78.1 57.6 -97.6 -1061 -1192 100 37.0 40.8 44.] 48.9 19 532 -625 -725 4K#2 -94.8 -1068 -119.8 4334 -147.9 -163.0 Tables 4, 5, and 6 are based an ASCE 7-1D and co sistott with ale 20151BC, 20150TC and the W17 Florida Building Code. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RID-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. • rdn@jamesherdie.conn 9 ,IfilfffOGAW��� 0.. Table 7, Allowable Wind Speed(mph)for HardiePlank Lap Slding(Analytieat MethodT"ASCE 7.10 Chapter30 CSC Part l and Party 20151BQ 2077 MC 2015/BC, 2017 FBC A9avreble, Ult Bale Allowable, Nominal , ) _ _ _ S7ATEOff = C�>rti• •..•�OI`a\Y', ` (!/•�� !� :.. •V"I y� r 1 ��'-✓liJrrll jl Coellidema used In Tede 9 talaletlom I>Vw Des[ gnNM1nd,Speed, (3-second gust mph) Design Wed. Speed, (&second gust mph) APP6 zde tomMaa ape 2w7 In R ctkin , FBCl Serum 1608.1.eadMantered Planes 1609.3(1), a IZ), l3k APP1caohi to IIIE11gd9 sPed6tE in Eampews l gaagh3A120151BC, 2017 MCI Section 1600.1.1. Hind a osule categarylWind exposure caleg Sd9y k. Product Product Thickness (inches) Wild, (inches) Fastener Type Fastener Method Frame Type Fastener (nacesj Build 9 Heigg(feeht' 7 B C D B C D AemraWe Dedgn toad (PSF) Emil EapC F'D K. IG GCa GCy HardiePlank ' 6116 5.25 Block Nal' Face nail ASTM C90 CMU I6 0.75 346 314 285 268 1 243 221 Any 0.7 1 485 1.03 hsfi0 1 Mn -1st MIS 20 346 3D5 278 268 236 216 -In.7 0.7 0.9 t.m 1 on -1st 0.18 25 346 298 273 268 231 212 -1-W 0.7 MEW 1.12 1 0.85 -1.4 0.18 30 Me 292 269 268 226 208 -177 Mir 0.98 1.16 1 0.85 -1.4 MIS 35 339 268 265 262 223 205 -1Y22 Mn t.w 1.19 1 0.85 -1.4 MIS 40 332 284 262 257 220 2m -17 7 Mn I. 122 1 0.85 -1.4 0.18 45 327 280 259 253 217 201 -17 7 0.785 1.045 1245 1 0.85 -1A MIS 50 321 277 257 249 215 199 -1727 Mal 1.09 127 1 on -IA 0.18 55 318 275 255 246 213 197 -172] 0.63 1.11 t29 1 0.85 -1.4 ate 60 374 272 253 243 211 196 AM7 M65 1.13 1.51 1 MSS -1.4 MIS 100 260 230 216 201 178 167 -1T 7 0.99 126 1.43 ha 1 MM -1.8 416 HardiePlank 5116 6.25 Block Ne9' Face nab ASTM C90 CMU 16 0-15 309 281 255 240 217 198 -136.1 47 6.85 tm nwD 1 085 AA 0.18 20 309 273 249 240 211 193 -1381 47 0.9 1.m 1 0.85 AA Mis 25 309 267 245 240 207 789 -138.1 0.7 0.94 1.12 1 0.95 4 -0.18 30 309 261 240 240 202 186 -1381 M7 0.98 tee 1 0.85 -1st D.18 35 303 257 237 235 199 184 AXI MM t.m t.is 1 0.85 -tA M18 40 297 254 204 no 197 181 -138.1 am I. tM t 0.85 -L4 O.ta 45 292 251 232 226 194 180 -1381 0.705 1.085 1245 1 0.85 -1.4 Me 50 238 248 230 223 192 178 -1381 aal I. vn 1 Mn -IA 0.18 55 284 246 228 220 190 176 Ant 0.m 1.11 1.29 limes -1st 0.10 60 281 243 226 217 In 175 -138.1 0.85 1.13 131 1 O.BS -0.4 4t8 100 232 205 193 78n 160 ISO AM, an 126 t.43 M80 1 0.85 -1-8 0.10 Ha�ePtaek 5116 725 Block Nafl' Facenail ASTM C90 CMU 16 0-15 282 256 233 219 198 180 -115.1 02 0.85 t.m rose 1 0.65 -iA ode 20 282 249 227 219 193 176 -115.t 47 0.B t.m 1 0.85 -1.4 0.16 25 282 244 223 219 169 173 415.1 47 O.w 1'2 7 0.85 d4 0.10 30 282 239 219 219 1B5 170 -H5.1 0.] a.9e 1.1fi 1 0.85 -1.4 D.10 35 276 235 217 2/4 182 168 -ti5.l 0.A t.w 1.19 t 0.85 AA 0.18 40 271 232 214 210 179 166 -115.1 0.76 1.w 122 / a.85 4.4 D.ta 45 267 229 212 207 177 164 -t15.1 0.7m 1.065 1245 1 Mm -1A MIS 50 262 226 210 203 175 162 -115.1 Mal 1.m 127 1 0.85 -IA MIS 55 259 224 208 201 174 161 -115.t 0.m t.tt 129 1 0.85 -L4 0.1e 60 255 222 205 198 172 160 -tt5.1 0.85 1.13 131 1 0.89 -1st 0.18 100 212 188 176 164 146 137 -115.1 am 126 1.43 h>60 t an -1a MIS HaroiePlank 6116 7.5 - Blo kNae' Facenall ASTM C90 CMU 16 045 277 251 228 214 194 177 -1145 0.7 an t.m hmd 1 0.85 -1A MIS 20 277 244 223 214 189 173 -11115 0.7 49. 1.m 1 0.85 - 470.18 25 277 239 279 214 185 769 -11D.5 0.7 O.w 1.11 1 0.85 -L4 0.18 30 277 234 215 214 181 166 410.5 47 D.9a 1.18 1 4B5 -tA 0.18 35 271 230 212 210 178 IN -110.5 0.73 1.01 1.19 t 0.85 -1-4 0.18 40 265 227 210 206 176 162 AIRS 0.7- f.w 122 1 0.85 -IA 0.18 45 261 224 207 202 174 161 -1/0.5 0.785 1.m5 124.5 1 486 -1st O.te 50 257 222 205 199 172 159 1 -11115 0.81 1.09 12 1 on -1A 0.18 55 254 220 2w 197 170 158 -110.5 am 1.11 129 1 0.85 -1.4 0.1e 60 251 218 202 1&/ 169 157 -110.5 0.85 1.13 1.91 1 0.85 -1.4 a18 100 208 184 173 161 143 134 -110.5 Mae 128 1A3 MBB 1 an -1.8 MIS HerdiePlank 5116 8 Block Nag' Facenal ASTM C90 CMU 16 0.15 266 242 219 206 187 170 -1m.3 0.7 085 1.m h9i0 1 an AA MIS 20 266 235 214 206 1H2 166 -im.3 0] 0.9 1.m 1 4a5 -1.4 0.16 25 266 230 210 20fi 178 163 -1023 0.7 0.94 1.t2 1 0.85 -1st MIS 30 266 225 207 206 174 160 -1023 0.7 0.m 1.16 1 MM -1.4 MIS 35 261 222 204 202 172 758 -1023 an 1.w 119 1 MRS -1.4 MIS 40 255 218 202 198 169 156 -Im.3 M78 1.01 122 1 Mn -1.4 MIS 45 251 216 200 195 167 155 -1023 0.785 t.m5 1245 1 0.85 -1.4 0.10 50 247 213 198 192 165 153 -1623 Mal 1.09 lZr 1 0.85 -1.4 0.19 55 244 211 196 789 164 752 -m23 D.m t.t1 t29 t 0.85 -tA 8.16 60 242 210 195 181 162 151 •1023 0.85 1.13 1.31 1 0.85 -1.4 0.1a 100 200 177 166 155 137 129 -10L3 0.98 1.26 IA3 N60 1 0.85 -1.8 M18 RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1816 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.mm f p,�GAWA �j21 ; .0c - • 2015/BC, 2017 FBC 20151BC, 2017 FSC a qY�s •- U )Ldp„^� ,d{'1{r� _ � �• � u�I ttlilW� CoemNmL1 used! in Table 6 c31cu1a0om for Vm, Design Allowable. ,Speedade Design Hind, Speed, (}mnd sentl gun mph) g Nominal PBign Wind, Design Wind, Speed,V. vd (}co send iju 9uri nph) Appicalf.tometseds apedfiedln120151BC. 20/7 sC)Semon 16041.1.asdelnmined Rgarn 1609.311).(2). ort6m.t.1. I3). Applicable to methods spetlfietlN Firepticnfl [hou9113ef I201518C. 2017FBC)Socion WrodeopmritcategonAlMindeVosurecafthigarA Siding 1S product Product ThI CGS' Width Cinches) Fastener Type Fastener McNOO Fmme Type Fastener �i^�� BuOtling H(feel)r B C D B C D � sl'n �" (PSF) EV B Eap C EV D Xw W G GCp HardlePlaOk 5/16 8.25 Blod Nal' Feci ASTM C90 CMU 16 0.15 261 237 215 202 184 167 -98.7 47 QW 1.0 hsfi0 1 0.65 -1A 0.18 20 261 231 210 202 179 163 -W.7 0.7 0.9 1.W 1 o.W -1.4 0.18 25 261 226 207 202 175 160 -98.1 0.7 a94 td2 1 O.W -1.4 0.10 30 261 221 2W 202 171 157 .98.7 47 am 7.16 1 0.W -14 a18 35 256 218 2DO IN 169 155 .98.7 0.73 t01 1.19 1 0.65 -1.4 0.19 40 251 214 Ise IN 166 153 -0.7 0.76 IN 122 1 a.85 -1.4 0.18 45 247 212 196 191 164 152 -98.1 O.7W 1.W5 1245 1 0.85 -1.4 0.18 50 243 209 194 IN 162 150 -e8l 0.81 1.W Im 1 4W -1.4 0.18 55 240 208 193 186 161 149 -98] 4W 1.11 129 1 0.B5 -1.4 0.18 60 237 206 191 184 159 148 -90.7 D.W 7.19 1.31 1 0.05 -1.4 0.16 100 196 174 153 152 135 127 -SS7 0.W 128 1.43 h+60 I t I an -1.a 0.16 HardlePlank 5/16 925 Blo&Nall Fecenal ASTM C90 CMU 16 0.75 245 222 202 789 172 156 Afl3 0.T O.W 1.W Is9Jo 1 0.85 AA 0.18 20 245 216 197 189 167 152 -S&3 0.7 0.9 1.W 1 0.85 -1.4 OAS 25 245 211 193 189 163 150 -8&3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 245 207 190 189 160 147 A6.3 0.7 0.W 1.16 1 0.85 -1A 0.15 35 239 204 IN 185 158 145 -813 Mn 1.01 1.19 1 0.85 -1A 0.18 40 235 201 185 182 lee 143 463 0.76 1.04 122 '1 ON -1A 0.18 45 231 198 In 179 154 142 -688 0.7a5 1.005 1245 1 0.85 -IA 0.16 50 227 196 182 176 152 141 A8.3 467 iW 127 1 4B5 -tA 0.1B 55 225 194 180 174 150 140 -W.3 083 1.11 129 t 0.85 -IA 0.1B 60 222 192 179 172 149 138 A43 0.85 t.t9 1.91 1 0.85 -1.4 0.10 Im 184 163 153 142 126 118 -3B.3 0.99 126 1.43 t 1 am -1.8 0.18 HardiePlank 5116 9.5 Block Neil Facenal ASTM C90 CMU 16 0.15 241 219 199 187 169 154 -03.7 0.7 0.851.W hsS0 1 0.85 -1A 0.16 20 241 212 IN 187 164 150 Ail 0.7 0.9 1.W 1 0.9 -1.4 0.10 25 241 208 180 187 161 147 Aa7 0.7 494 1.12 1 0.45 -IA GAS 30 241 204 187 197 158 145 -83.7 aT D.80 1.16 t 0.85 -1.4 0.18 35 236 200 185 In 155 143 A 7 an imi L19 1 0.85 -IA M18 40 231 198 182 179 153 141 -817 076 1.01 122 1 0.85 -IA M18 45 227 195 lei 176 151 140 -0.7 0.785 1065 1.245 1 0.9 -1.4 0.18 50 224 193 179 173 149 138 -W] D.81 1W 19 1 4.W -1.4 0.18 55 221 191 177 171 148 137 -W] mm 1.11 128 1 0.a5 -1.4 0.18 60 219 190 176 169 147 136 4 7 0.85 1.13 1.31 1 0.85 -1A M10 1DO lei 160 160 140 124 117 .837 0.99 128 7A3 1h,50 I 1 0.85 -1.8 mia HaNlePlank 5116 12 Block Nall Face nal ASTM C90 CMU 15 0.15 211 191 174 163 1" 135 A4.3 0.7 0.85 1.03 loin 1 0.85 AA 0.18 20 211 186 170 IN 144 132 34.3 0.7 49 1.W 1 0.45 -IA 0.18 25 211 182 167 163 141 129 41.3 0.7 ON 1.12 1 0.85 -IA 0.t8 30 211 We 164 in In 127 A1.3 0.7 0.W 1.16 1 M85 -1.4 0.18 35 207 176 162 160 136 125 A4.3 om 1.01 1.19 1 an -1.4 0.18 40 202 173 160 157 IN 124 -N.3 m 1.01 t22 1 0.85 -t4 0.18 45 199 171 158 154 132 123 AA.3 0.7W I. 1245 1 0.85 -IA We 50 196 169 157 452 13l 121 -64.3 0.W 7.09 127 1 0.85 -IA 0.18 55 194 168 155 150 130 120 -64] ON 1.11 128 1 0.85 -IA 0.1E 60 191 166 154 148 129 119 -61.3 0.W 1.13 1S1 1 9 -1.4 418 im 158 14 1132 123 109 102 -61.3 mm 126 1.43 ba60 1 0.W -IA 0.18 HardiePlank 5116 525 Block Nall Facenal ASTM C90 CMU 24 0-15 282 256 233 219 198 180 -11&1 0.7 0.W 1.W hG0 1 0.W AA M18 20 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 1 0.85 -1A M18 25 282 244 223 219 189 173 -1161 a7 ON 1.12 1 0.85 -IA 0.16 30 282 239 219 185 170 -t151 0.7 488 1.16 1 aW -1.4 0.18 35 276 235 217 102 168 -1151 0.73 1.01 1.19 1 0.W -1A 4t8 40 271 232 214 179 IN -1161 mm t.W 122 1 MW -1A ate 45 267 229 212 177 164 -115.1 Q70 1.065 1245 1 0.W AA 0.1B 50 262 226 210 N203 175 162 -115.1 4B1 1.W 19 1 0.W AA 0.18 55 259 224 208 174 161 -115.1 O.W 1.11 129 1 0.85 -1.4 0.18 60 25fi 222 206 172 160 -115.1 O.W 1.13 151 1 0.W -IA 0.15 IOU 212 188 176 146 137 -115.1 ON 128 1.43 1>S0 1 0W .1 it 0.18 RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. "88-542-7343 infe@jameshardie.00m 1111is" OGAWA - kk lr� �•4 201518C, 2017fBC 2015 IBC. 2017 fBC � `Y�• Allowable, UlSrrate AOovrdbie, Nominal Design Wnd. Speed, Design VVInd, vw A, Speed, S1ATE �F (3-Sewnd gust m h) (3semnd gust Al P00% AppY.H.Wrra suFLOR1�3p&JSedinR0151BC, ApPFwble W me0adsspe6dedlnEcautivnlJ�1'iTOt]FBCj Secdon 1�"1),).orM17FDC7 SecdmC•J(''7l Figures 1609311E R). v (3). 1609.1.1. CpefgHerffs used In Table 6 calwle6ons for V,e Wnd exposure calWoryllnind elmosure categor, Sidin, IS Product PmduG Thickness 0nches) Wdth (inches) Fastener Type Fastener Method Frame Type Fastener Spacing Spacin) Building HeigMa'7 (leer) B C D B C D All0 e Ded9n load (PSF) Eap6 FxpC FAD V. V. Or. HardiePlank 5116 6.25 Bieck Nall Few.0 ASTM C90- CMU 24 0-15 253 229 208 195 178 161 -92.1 0.7 On 1.03 Iaeo 1 0.85 -IA 0.10 20 253 223 203 196 173 157 -921 0.7 a9 108 1 an -1.4 0.18 25 253 218 200 196 169 155 -951 0.7 a94 1.12 1 025 4A MIS 30 253 213 196 195 165 152 -921 47 0.98 1.16 1 0.85 -1.4 We 35 247 210 t94 192 163 150 -92.1 473 1.01 .19 t 0.85 -1.4 0.18 40 242 207 191 188 1S0 148 -92.1 0.76 1.a 122 1 0.85 -1.4 0.15 45 238 205 109 185 169 147 -99.1 0.785 lobs 12d5 1 0.65 -1.4 0.18 50 235 202 187 In 167 145 -92.1 Qat 1.09 127 1 an -1.4 M18 55 232 201 IN 180 165 1" -92A 0.83 1.11 1.29 1 Q85 -tA US 60 229 199 IN 178 164 143 -92.1 an 1.1 1.31 1 0.65 -1.4 0.18 100 190 168 158 147 130 122 -92.1 a% 126 1.43 N60 1 485 -1.9 0.1a HardiePlank 6116 7.25 Block Ned Fawrafl ASTM C90 CMU 24 0-15 231 209 190 179 in 147 -70.7 0.7 0.85 1.03 Ia60 1 0.a5 -1.4 Qta 20 231 203 186 179 157 144 A0.7 0.7 0.9 10 1 0.85 -1.4 M13 26 231 199 In 179 IN 141 -76.7 0.7 0.8/ 1.12 1 0.85 -fA M18 30 231 195 179 179 151 139 -7M7 D.7 0.98 1.16 1 ESS .1.4 MIS 35 226 192 177 175 149 137 -70.7 an 1.01 1.19 1 an -1.4 MIS 40 221 189 175 171 146 135 -]0.7 0.70 ta4 -TM- 1 0.85 -1.4 M18 45 218 187 173 169 145 134 -70.7 a7 59 1245 1 0.05 -1.4 0.1a 50 214 185 171 IN 143 133 -]0.7 SDI 1.09 137 1 0.85 -tA MI6 65 212 183 170 161 142 132 -747 an 1.N 129 1 Mn -IA 0.18 60 209 181 /69 162 141 131 -70.7 On 1.13 1.31 1 0.85 -1.4 MIS 100 173 153 144 134 119 112 -747 0.99 126 1.43 1P60 1 0.85 .1.6 MIS HarmePlank 5116 7.5 Block Nad Few net ASTM CM CMU 24 0-15 226 205 186 175 159 144 -n7 01 oa5 1.03 hsW 1 0.85 .1.4 0.18 20 226 199 182 175 154 141 -73.7 0.7 Me 1.0 1 0.85 -IA 0.t8 25 226 195 179 175 151 136 -70.7 47 0.91 1.12 1 0.65 -1.4 0.18 30 226 191 175 175 148 136 -747 0.7 On 1.16 1 0.05 •1A 41a 35 221 188 173 171 146 134 -737 an lot 149 1 an -IA 0.18 40 217 195 171 168 1" 133 -73.7 am la I= 1 QS5 -1A 0.18 45 213 10 169 10 142 131 -747 m785 toes 1.245 1 0.95 -1.4 0.18 50 210 181 168 163 140 130 -73.7 0A tag 12] 1 0.85 -1./ 0.18 55 207 179 10 161 139 129 -73.7 033 1.11 129 1 gas -IA 0.18 60 205 178 165 159 138 128 .73.7 an 1.13 131 1 QSS -1.4 0.18 100 170 150 141 131 116 IN -70.7 an 128 1.43 N60 1 an -1.8 0.18 HardlePlank 6116 B Block Nall Facenail ASTM C90 CMU 24 0-15 217 197 179 IN 153 139 4fa2 0.7 an t.M hsW 1 0.65 -1.4 0.18 20 217 192 175 168 148 136 4a2 0.7 0.9 tae 1 0.85 -17 Q18 25 217 188 172 168 145 133 882 0.7 IN 112 1 485 -IA M18 30 217 184 10 IN 142 131 Efl2 0.7 Dan 1.16 1 0.85 -IA MIS 35 213 181 167 165 140 129 4i&2 an 1.01 1.19 1 0.85 -1.4 M18 40 209 178 165 162 138 123 E62 0.76 1A1 122 1 0.85 -IA MIS 45 205 176 163 159 136 126 -BB.2 am 1.065 1245 1 Mn -1A 0.1a 50 202 174 161 157 135 125 aS2 M81 1.09 127 1 am -1A mis 55 200 173 160 155 134 124 4i82 Mm 7.11 129 1 0.85 -1.4 BAD 60 197 171 159 153 133 123 4ifl2 On 1.13 1.31 1 0.85 -1.4 Q7B 100 163 145 136 126 112 1 1D5 fi0.i 0.99 720 1.a3 A+6o 1 M85 -1.8 M18 Hardieplank 5116 8.25 Block Nail' Fawn80 ASTM C90 CMU 24 0-15 213 194 176 165 150 136 -65.8 1 47 0.85 1 1.03 hsSo 1 an -IA 0.18 20 213 188 172 165 146 133 4 a 0.7 49 1.08 1 Q89 -1.4 MID 25 213 184 169 165 143 131 E S 0.7 aw 142 1 0.85 -1.4 a18 30 213 180 166 165 140 128 -as M7 an 1.16 1 0.85 -1A 0.18 35 209 17B 169 162 138 127 -688 an lot 1.19 1 485 -1.4 M18 40 205 175 162 159 136 125 Ode 0.7a 1a4 122 1 0.9 -1.4 0.18 45 202 173 160 156 134 124 4148 E786 1a65 1245 1 785 -1.4 0.18 50 198 171 168 154 132 123 na Qal 1.09 127 1 485 -1A 0.18 55 1% 169 157 152 131 122 -m.8 0.89 t.tt 129 1 2.0 -IA 0.18 60 194 166 156 150 130 121 415.9 an 1.13 131 1 0.85 -1.4 0.10 700 160 142 733 12d 710 103 4{5,9 0.99 12a 1.43 ro60 1 0.95 -1.a O.1B RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUN71NGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ijameshardie.wm _ 20151BC, 2017FBC 201518C, 2017FBC Coemamts used In Tab%6 ralometims for V.h Allowable, Ultimale Design Wind, Speed, YN e (3secondguslmph) Allowable, Nomkul Design Wind, Speed, ;e V•J (3-second gun h) Applicable to me8mds speafedinr20151134% 2017 FOCI Sealm 16a9.t.t.aademrtkiedby Figures t609.3(1), (3), ar (3). App5atle to medmda spetlfiedN Exaptimat throng 3d[202017 CI rPm 1809.1.1. Wind examura legonlWind osumceleg Siding K Product Product Thidmess (Indies) Width I as Fastener Type Fastener Method Frame Type Fastener Spacing Snches)pacing Builtling Heights' (feet) B C D 8 C D AOea�e Desm Load (PM EBB EW C EiiP D K= K. GCp ('Cp He�ePlank 5N8 925 Block Nag' Face rug ASTM C90 CMU 24 0.15 200 fed 165 165 140 127 _S.B 0.7 0.85 1.03 Ism 1 Mm -1.4 0.18 20 200 176 161 155 136 125 -57.6 0.7 0.9 1.00 1 485 -1.4 0.tB 25 200 172 158 155 133 122 -57.6 M7 Mal 1.12 1 0.85 -1.9 0.to 30 20D 169 155 155 131 120 .57A 0.7 aee 1.16 1 0.85 -t4 0.1B 35 196 166 153 161 129 119 -53.6 0.73 1.01 1.19 1 0.85 -1.4 O.1B 40 192 164 151 148 127 177 --57.9 016 t.w 111 1 0.85 -t4 M10 45 tall 162 150 106 125 116 S/.6 a785 1.005 1295 1 na5 -tA 0." 50 185 160 148 1" 124 115 -US Met IN 117 1 0.85 -1'4 MI8 55 183 159 147 142 123 114 57.6 am 1.11 129 1 0.85 -tA O.1B 60 tall 157 146 140 122 113 S2.B 485 1.13 tat 1 0.85 -1w o.ta 100 150 133 125 116 1D3 97 8A 0.W 126 1.43 M6a 1 0.85 .1.8 all HeNiePladt 5/16 9S Block NaB1 Face nag ASTM C90 CMU 24 M16 197 178 162 152 138 126 55.8 0.7 0.85 1.03 hoist 1 0.85 .1.4 0.18 20 197 173 158 152 134 In _55.8 0.7 1 0.85 AA 0.18 25 197 170 155 152 131 Im -55.8 0.7 1 a.85 -1.4 118 3D 197 166 153 152 129 118 -558 0.7 s 1 0.85 -1.4 118 35 193 164 151 149 127 117 -558 an 9 1 an -1.4 a16 40 tall 161 149 146 125 115 s5.e 0.76 2 $1.13131 t a.e5 -1.4 118 45 186 159 147 144 123 114 - 11 FM 5 1 0.85 AA MIS 50 183 168 146 142 122 113 -55B 0.81 ] 1 1 ass 0.85 -1.4 .1.4 MIS 0.18 55 tall 156 145 140 121 112 .55.0 am 9 60 178 155 144 138 120 111 s s am 1 1 a85 .1.4 MIS IN 148 131 123 114 101 95 d S as, 126 1.41 M60 1 0.85 -1.8 MIS HerdiePlank 5116 12 Block Nair Face nail ASTM C90 CMU 24 0-15 172 156 142 133 121 110 428 0.7 0.85 1.03 la£0 1 am -1.4 MIS 20 172 152 139 133 118 101 42.e 47 all 1 0.85 4.4 all 25 172 149 im 133 116 105 428 0.7 aM_ 1 ass -IA all 30 172 146 134 133 113 104 12.8 M7 0.99 t 0.85 -1.4 018 35 169 143 132 131 111 102 -42.8 on 1.01 1 am -1.4 MIS 40 165 141 130 128 109 101 A23 a76 t.oa qI_12 1 0.85 -IA eta 45 163 140 129 126 108 100 -428 77 1.065 1 ties -tA ate 50 160 138 128 124 197 99 4 e 0.81 IN 1 on -1.4 0.18 55 158 137 127 123 106 98 _`K?a to 1.11 1 ass AA MIS 60 158 136 126 121 105 98 -42.8 a85 1.13 t 0.85 4.4 0.18 1N0 1 129 1 115 108 100 89 83 -42.8 499 128 1.43 hM 1 0.85 -1.8 410 HmdieShinglo Notched Panel 1M 48 Block Nag' B6ndrug ASTM C90 CMU 16 0-15 211 191 174 163 148 134 _64.0 0.7 am IZI h9A 1 0.05 -1.4 0.16 20 211 185 169 10 144 131 41-0 a7 0.9 1.08 1 a85 -1.4 0.18 25 211 182 166 163 141 129 ia.0 0.7 0.B/ 1.12 1 0.85 -t.4 0.18 30 211 178 1fi4 163 138 127 60.0 a7 a9B 1.16 1 0.85 -1.4 a18 35 206 175 761 160 136 725 4H.0 0.]3 tot 1.19 1 0.85 -tA all 40 202 173 159 157 134 124 .&1.0 MIS 1.04 12g 1 0.65 -IA atB 45 199 171 158 154 132 122 -B0.0 a785 1.065 1145 1 0.85 -1.4 0.18 50 196 169 156 152 131 121 44.0 0.81 1.09 127 1 485 •1.4 416 55 193 167 155 150 130 120 -6/.0 a03 1.11 119 1 485 -1.4 0.18 60 191 166 154 148 128 119 .84.0 0.85 1.13 1.31 1 a85 -1.4 0.18 IN 158 140 132 122 109 102 -81.0 am, 126 1.� Mho 1 am -1.0 418 1. Fastener Is: ETaF Fastening Systems [ET 8 F No. ASM-144-0125, head de. = 0.30 in., shank dia. = MI44 In., length =1.25 in.], Max Use Corp [CP-C 832 W74CC, head dia. = 0.30 in_ shank dia. = MM in., length = 1.25 In.], or Aerosmifh Fastening 15323P, heed die. = 0.30In., shank die. = 0.144 in., length, 125 m.) 2. Elmosure to the weather Is 7Inches maximum. 3. Building height faced roof height (in feet) of a building, except that eaw: height shall be used for roof angle D less dean or equal to 10• (2-12 roof slope). 4. V,.= ulOmale design wind speed 5. V„i = noMnal design wind speed 6. Unem Interpolator, or building height 1: 60 0) and wind speed is pemgtetl. 7. Wmd speed design assumptions per Analocal Method In ASCE 7-10 Chapter 30 CSC Pad 1 and Pad 3: K=1, K4 0.85, GC.r=1 A (M60), GCi; -1.8 (1060 OGAW 0- ._,9........ .18. A •.• $TRlE of c�0,� •.FCOR��P' ,FSSIONAV"'11' RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2687-17 J,AMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@]jameshardie.eam Tabla S. Allowable Fastener Spacing Hardl9Plank Blind Nailed to ASTM CSD CMU Walls Block Nag Fastener Load Used in Calculation b#asten-w -24.60 Allowable, Ultimate Design Wrd, Speed, Vult1, r x c 2016 IBC, 2017 FBC CoeftdeNa wee in Tabla BeakWaewnlor Va Plank Width in inches installed to ASTM C9D Block Wall inches) 5.26 6.25 7.25 8.25 9.5 (3-seco9d gust N Exposure IL mph) m B C D S C D B C D B C D 1 B 1 C I D EVB EVC EMD K.1 Y. I GCr GCy Va 0.15 24 24 24 24 24 24 24 24 24 24 24 22 24 22 18 D.] 0.85 t.m 1�0 1 0.85 -tA D.16 105 20 24 24 24 24 24 24 24 24 24 24 24 21 24 21 17 47 a9 1.06 1 0.86 -1.4 M18 10 25 24 24 24 24 24 24 24 24 23 24 24 20 24 20 17 W CTM 1.12 1 0.a5 -tA a18 105 30 24 24 24 24 24 24 24 24 22 24 23 19 24 19 16 0.7 0.96 1.18 1 4as -1.4 We 105 35 24 24 24 24 24 24 24 24 22 24 22 19 24 19 16 0.73 1.M 1.19 1 OM -1.4 0.18 105 105 40 24 24 24 24 24 24 24 24 21 24 21 18 24 18 15 0.76 1.04 129 1 0.65 -1.4 0.18 105 45 24 24 24 24 24 24 24 24 21 24 21 18 24 18 15 O.M TW5 1.245 1 0.85 -1.4 M18 105 50 24 24 24 24 24 24 24 24 20 24 20 18 23 17 15 0.m 1.09 12T 1 4.M -1.4 M18 105 55 24 24 24 24 24 24 24 23 20 24 20 17 23 17 15 0.8) 1.11 t2B 1 EM -1A O.le 105 60 24 24 24 24 24 24 24 23 20 24 20 17 22 17 14 M85 1.13 1.31 1 OM -IA 0.181 10 100 24 24 22 24 20 17 21 16 14 18 14 12 15 12 11 MW 126 tA3 hNiD 1 0.85 .1.8 a18 10.5 0-151 24 1 24 24 24 1 24 24 24 24 23 24 24 20 24 20 17 1 0.7 CBS 1.03 lluSa 1 485 -1A 0.10 110 20 24 24 24 24 1 24 24 24 24 22 24 23 19 24 19 16 0.7 0.9 1.08 1 COS .1.4 M16 110 25 24 24 24 24 24 24 24 24 21 24 22 18 24 18 15 0.7 a94 1.12 1 0.85 -1.4 Me 110 30 24 24 24 24 24 24 24 24 20 24 21 17 24 18 15 M7 on t.16 1 0.85 -1.4 0.t0 tta ' 35 24 24 24 24 24 24 24 23 20 24 20 17 24 17 14 Mn 1.01 1.19 1 0.85 -L4 M18 11D 110 40 24 24 24 24 24 23 24 23 19 24 19 17 23 17 14 0.76 1.D1 129 1 OM -1.4 0.16 110 45 24 24 24 24 24 Z3 24 22 19 24 19 18 22 16 14 CM 1.065 1245 1 0.65 -1.4 M18 11D 50 24 24 24 24 24 22 24 22 19 24 19 16 21 16 1/ 0.81 1.09 12T' 1 0.85 -1./ 0.10 110 55 24 24 24 24 24 22 24 21 18 24 18 i6 21 75 13 a69 1.t1 129 t v.e5 -id 0.1e v0 60 24 24 24 24 24 22 24 21 18 24 18 15 20 l5 13 MM 1.13 1.31 1 M AA M18 170 700 24 22 20 23 78 16 19 15 13 16 13 11 74 11 70 a99 t28 t.a9 1u60 / O.M.-1R 9.19 tiD 0.15 24 24 24 24 24 24 24 24 21 24 22 19 22 19 15 a7 a85 IM M1 60 1 OM -1.4 a16 115 20 24 24 24 24 24 24 24 24 20 24 21 17 22 '17 15 47 0.9 1.05 1 0.0 -1.4 0.18 115 25 24 24 24 24 24 23 24 23 19 24 20 17 22 17 14 0.7 0.94 1.12 1 0.85 AA 0.18 115 30 24 24 24 24 24 22 24 22 19 24 19 16' 22 16 14 a7 0.98 1.16 1 C85 -1.4 0.18 115 35 24 24 24 24 24 22 24 21 18 24 18 16 22 16 13 M73 1.01 1.19 1 CIS -1.4 0.16 115 115 40 24 24 24 24 24 21 24 21 18 24 18 15 21 15 13 0.76 1.04 122 1 0.85 4:4 0.18 115 45 24 24 24 24 24 21 24 20 17 24 17 15 20 15 13 0.785 1.065 1245 t (FM -1.4 Q18 115 50 24 21 24 24 24 20 24 20 17 23 77 15 19 14 12 481 t.O9 1.2] 1 aM -1.4 0.18 115 55 24 24 24 24 23 20 24 19 17 22 17 14 19 14 12 OM 1.11 1.29 1 aes -1.4 0.10 115 60 24 2d 24 24 23 20 24 19 17 22 16 14 19 14 12 D.65 1.13 1.31 1 0.05 -14 418 115 100 24 21 18 21 16 14 17 14 12 15 12 10 13 10 9 0.99 126 1.43 tV99 1 4B5 -1.8 Cie 115 0.15 24 24 24 24 24 23 24 23 19 24 20 17 21 17 14 aT 0.85 1.03 hsSO 1 0.85 -IA 0.18 IM 20 24 24 24 24 24 22 24 22 18 24 19 16 21 16 13 a7 Me 1.08 1 0.85 -IA 0.16 In 25 24 24 24 24 24 21 24 21 18 24 18 15 21 15 13 0.7 0.W 1.12 1 0.05 -IA 0-18 120 3D 24 24 24 24 24 21 24 20 17 24 17 15 21 15 12 M7 6.98 1.16 1 4SS AA MIS 1ID 35 24 24 24 24 24 20 24 20 17 23 17 14 20 14 12 i 7n 1.01 1.19 1 ass -IA 0.16 tID 120 40 24 24 24 24 23 20 24 19 16 22 16 14 19 14 12 0.76 1.04 122 1 0.85 -1.4 41e 4D ' 45 24 24 24 24 22 19 24 19 16 22 18 14 18 14 12 MM 1.065 1.245 1 MOS 4A MIS tID 50 24 24 23 24 22 19 24 18 16 21 16 13 18 13 11 Mel 709 1.21 1 4S5 -1.4 0.18 120 55 24 24 23 24 21 18 24 18 15 21 15 13 17 13 11 0.83 1.11 129 1 485 -1.4 CIS tID 60 24 24 23 24 21 18 23 18 15 20 15 13 17 13 11 0.85 1.13 131 1 0.05 -IA 0.18 120 100 24 19 17 19 15 13 16 13 11 14 11 10 12 9 8 a" 128 1A3 N60 1 MOS. A.S. 0.18 1ID MS 24 24 24 24 24 20 24 20 16 21 17 14 18 14 12 0.7 an 1.41 hsW 1 0.05 -IA M18 130 20 24 24 24 24 23 19 24 19 16 21 16 13 18 14 11 0.7 Me 1A8 1 0.65 -1.4 0.18 130 25 24 24 23 24 22 78 24 18 15 21 15 13 18 13 11 0.7 a" 1.12 1 0.85 -IA 0.18 130 W 24 24 22 24 21 18 24 17 15 21 15 13 18 13 11 0.7 0.00 1.16 1 0.85 -tA ate In 35 24 24 21 24 20 17 23 17 14 20 14 12 17 12 10 0.73 t.DI 1.19 1 O.M -1.4 0.18 In 130 40 24 24 21 24 20 17 22 16 14 19 14 12 16 12 10 0.76 1.04 122 1 OM -1.4 a18 45 24 24 20 24 19 16 22 16 14 18 14 12 18 12 10 MM t.att5 1245 1 465 •1.4 5D 24 23 20 24 19 16 21 16 13 18 13 11 16 11 10 M61 1.09 1.T/ 1 485 -1.4 .18 55 24 23 20 24 18 16 20 15 13 17 13 11 15 11 10 0.69 1.11 129 1 an -1 CIS 1>d 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 - 0.18 •1 100 20 16 14 16 13 11 14 11 9 12 9 8 10 8 T 0.99 126 1.a3 lose 1 0.85 .6 0.1 T. 1 ( 10 pGAWA T ' •.• STATE 0 A 10 FLOP, Or•............ ,FSSIONP� PI RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714292-2602 714-908-1816 FAX PROJECT: RIO-2687-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-869-542-7343 inro@jameshardiacam Block Neil Fastener Load Used in Calculabon gbflastener -24.60 Allowable, Ultimate Design Wind, Speed, Vultl, r u m c 201618C, 2017 FBC 4oeindeivnused in Table B cwouud. I.V. Plank WM1dth in Inches installed to ASTM COO Block Wall (inches) 5.25 6.25 7.25 8.25 9.5 (3-second gust Exposure K m h m B C D B C D B C D B C D e C D Fie F�mC F�0 Y. W GG OOr V. _ 0.15 24 24 21 24 21 17 21 17 14 18 15 12 15 12 10 0.7 am 1.03 WO 1 0.85 4A We IQ 20 24 24 20 24 19 16 21 16 14 18 14 12 15 12 10 0.7 09 1.08 1 0.85 -IA 0.1a 140 25 24 23 20 24 19 1fi 21 15 13 18 13 11 15 11 9 0.7 O.N 1.12 1 MSS -IA 0.18 140 30 24 22 19 24 18 15 21 15 13 18 13 11 15 11 9 0.7 498 1.16 1 0.85 -1A M18 W 35 24 '22 18 24 17 15 20 14 12 17 12 11 15 11 9 0.73 1.01 1.19 1 aa5 -IA 0.18 140 140 40 24 21 18 23 17 14 19 14 12 16 12 10 14 10 9 am 1.Iw t22 1 0.85 -IA 0.18 140 45 24 21 18 22 16 14 19 14 12 16 12 10 14 10 9 47a5 I.om 1245 1 am -1.4 418 140 50 24 20 17 22 16 14 18 13 11 15 11 10 13 10 8 481 1.D9 1?) 1 0.85 -lA 0.18 140 55 24 20 17 21 16 14 18 13 11 15 11 10 13 10 8 an 1.11 1.29 1 am -1.4 O.1B 140 60 24 19 17 21 16 13 17 13 11 15 11 10 12 9 8 0.85 1.13 1.31 1 485 AA 0.18 140 100 18 14 12 14 11 10 12 9 8 10 8 7 9 7 6 Mae 126 143 In80 1 a85 AS 0.1B IQ 0.15 24 22 19 22 18 15 18 15 12 16 13 11 13 11 9 0.7 M85 1.03 M60 1 a85 -14 0.15 15D 20 24 21 18 22 17 14 18 14 12 16 12 10 13 10 9 0.7 as 1.08 1 0.85 -14 41B ISO 25 24 20 17 22 16 14 18 14 11 16 12 10 13 10 8 0.7 am 1.12 1. a85 -14 ate 150 30 24 19 16 22 16 13 18 13 11 16 11 9 13 9 8 02 EN 1-18 1 0.a5 -1.4 al6 ISO 35 24 19 15 21 15 13 17 13 1t 15 11 9 13 9 8 0.73 1.01 1.19 1 0.85 -IA 0.18 ISO 150 40 24 18 16 20 15 13 17 12 10 14 10 9 12 9 8 am tp1 122 1 am -IA a1B ISO 45 24 18 15 19 14 12 16 12 10 U 10 9 12 9 T 0.785 1.085 1245 1 485 -1.4 0.18 150 50 24 18 15 19 14 12 16 12' 10 13 10 9 11 8 7 am 1.09 117 1 a85 -IA 0.18 -150 55 23 17 15 16 14. 12 15 11 10 13 10 8 11 8 7 0.0 1.11 1.29 1 am -IA 0.1B ISO 60 22 17 15 18 14 12 15 71 10 13 10 8 11 8 7 am 1.13 1.31 1 am -IA 0.15 150 100 15 12 11 12 10 9 10 8 7 9 7 6 7 6 5 0.99 128 1.43 h% 1 0.85 -1.8 0.18 15D 0-15 24 20 16 19 16 13 16 13 11 14 11 9 12 10 8 0.7 465 1.03 hsS0 1 0.65 -U 41B ISO 20 24 19 16 19 15 12 16 12 10 14 11 9 12 9 8 0.7 0.9 1.08 1 485 -IA 0.18 ISO 25 24 18 15 19 14 12 16 12 10 14 10 9 12 9 7 0.7 4B1 1.12 1 485 IA a1B ISO 30 24 17 M 19 14 12 16 11 10 14 10 8 12 8 7 a7 0.88 1.16 1 4B5 -IA 0.18 160 35 23 17 14 18 13 11 15 11 9 13 9 8 11 8 7 an 1.01 1.19 1 am -1.4 0.18 160 160 40 22 16 14 18 13 11 15 11 9 13 9 8 11 8 7 am t.a 132 1 0.a5 AA 0.18 160 45 21 16 13 17 13 it 14 10 9 12 9 8 10 8 7 a7s5 1.065 1245 1 am -1.4 0.18 160 50 21 15 13 17 12 11 14 10 9 12 9 8 10 7 6 0.81 1.09 127 1 am -IA a19 16D 55 20 15 13 16 12 10 13 10 9 12 9 7 10 7 6 B.B3 1.11 t2B 1 0.95 -1.6 0.18 1W 60 20 15 13 16 12 10 13 10 9 11 8 7 10 7 6 0.a5 1.13 1.31 1 D.85 -1.4 MID 16D 109 14 11 9 11 8 7 9 7 6 8 5 5 7 5 5 aa9 126 1.43 M60 1 Mm -1.8 a18 _160 0.15 21 17 14 17 14 12 14 12 10 12 10 8 10 8 7 a] am 1.03 Mao t D.AS -tA ode no 20 27 17 14 17 13 11 14 11 9 12 9 8 10 e 7 03 a9 1.08 t 0.85 -1.4 a18 n0 25 21 18 13 77 13 11 14 11 9 12 9 e 10 8 6 0.7 0.04 1.12 t 0.85 -1.1 0.18 170 30 27 75 13 17 f2 10 74 1D 9 12 9 7 10 7 6 0.7 am td6 1 0.85 -td a18 170 35 20 15 12 16 12 10 74 10 8 12 8 7 10 7 6 D.7a t.m Lt9 1 0.85 -14 0.10 170 170 40 20 14 12 16 11 10 13 10 8 71 e 7 9 7 6 0.76 1.01 1.22 1 0.85 -1.4 0.18 iT1 45 19 14 12 15 11 10 13 9 8 11 8 7 9 7 6 4785 1.Ofi5 1245 1 0.65 -1.4 0.18 no 50 16 14 12 15 11 9 12 9 8 1D 8 7 9 7 6 D.at 1.09 127 1 0.85 -IA 0.18 170 55 18 13 12 14 11 9 12 9 8 10 8 7 9 6 6 am 1.11 128 1 0.85 -1.4 0.18 170 60 17 13 11 14 11 9 12 9 8 10 8 6 8 6 5 0,85 1.13 1.31 1 0.85 -1.4 0.18 IM 100 12 9 8 10 6 7 8 6 6 7 5' 5 6 5 4 am 139 149 b O 1 0.85 -1.8 418 t7D 0-15 19 16 13 15 12 10 13 10 9 11 9 7 9 8 6 0.7 am 1.03 ,60 1 am -1.4 a18 ISO 20 19 15 12 15 12 10 13 10 8 11 8 7 9 7 6 0.7 a9 1.09 1 0.85 -1.4 0.18 160 25 19 14 12 15 11 9 13 9 8 11 e 7 9 7 6 0.7 491 112 1 485 -1.4 0.18 IM 30 19 14 11 15 11 9 13 9 8 11 a 7 9 7 6 0.7 Be0. 1.16 1 0.85 4.4 41B 150 35 78 13 11 15 10 9 12 9 7 10 7 6 9 6 5 am tin 119 1 0.65 -14 M18 t80 ISO 40 17 13 11 14 10 9 12 8 7 10 7 6 8 6 5 0.76 1.W IM 1 am -IA 11 JLf 45 17 12 11 14 10 9 11 8 7 10 7 6 8 6 5 0.785 I.WS 1245 1 0.0 •t. B 50 16 12 10 13 10 8 11 8 7 9 7 6 8 6 5 D.81 ZOS 7.27 1 0.B6 tB 55 i6 12 10 13 10 8 11 8 7 9 7 6 8 6 5 an 1.11 138 1 n -t. .18 19 60 /6 12 10 : 9 8 10 8 7 9 7 6 8 6 5 0.B5 1.13 1.31 1 a -tA 1 100 11 8 7 8 7 6 7 fi 5 6 5 4 5 1 4 4 Mae 126 113 b60 1 .1.8 -a 1 i it WA '- Li LAJ 7 * : SSPiE •o •••. FLOFI\�P :r� RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-908-1815 FAX PROJECT: RIO-2687-17 J&ES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.mm Block Nail Fastener Load Used in Calculation blfastener -24.60 Allowable, Ultimate Design Wind, Speed, Vulta, (3-second gust32 - s c z 20151BC, 2017 FBC CaeRderua used NTabbaraladetiaatm Ve Plank Width in inches installed to ASTM C90 Block Wag (inches) - 525 1 6.25 725 I 8.25 9.5 Exposure K m h o1 B C D B C D B C D B C D B C D Expa Expc Elyo K. x. GC. Gq, VA _ 0-15 17 1 14 1 12 14 1 11 9 11 9 8 10 8 7 8 7 6 M7 0.85 1.03 Mho 1 0.85 -1A 0.18 1N 20 17 13 11 14 11 9 it 9 7 10 8 6 8 6 5 0.7 a9 t.oa 1 a85 4A 0.18 1N 25 17 13 11 14 10 8 11 8 7 10 7 6 B 6 5 OJ 0.94 1.12 1 0.W -IA 0.18 1N 30 17 12 10 14 10, 8 11 a 7 10 7 6 8 6 5 0.7 age 1.18 1 (TM -1.4 0.18 1N 35 16 12 10 13 9 e 11 a 7 9 7 6 8 6 5 D.re i.M 1.19. 1 0.85 .1.4 0.18 1N 190 40 76 11 10 13 9 a 10 a 6 9 7 6 8 6 5 0.]6 1.04 122 1 ties -1.4 0.18 .1N 45 15 11 10 12. 9 8 10 7 6 9 6 5 7 5 5 0.7M 1.W5 1245 1 MSS -1.4 0.18 1N 50 15 11 9 12 9 7 10 7 6 8 6 5 7 5 5 0.81 iN 127 1 0.85 -1.4 0.18 1N 55 14 11 9 11 9 7 10 7 6 8 6 5 7 5 4 mW 1.11 129 1 MM -t4 0.19 1N 60 14 11 9. 11 8 7 9 7 6 8 6 5 7 5 4 0.85 1.13 1.31 1 E85 -1.4 0.1a 1N too 10 a 7 8 6 5 6 5 4 5 4 4 5 4 3 aN 126 1.43 N6D 1 0.95 -1.8 0.18 1N 0.15 15 13 70 12 70 8 10 8 7 9 7 6 7 fi 5 0] 0.85 tW Ir580 1 0.65 -tA 0.18 2N ,20 75 12 10 12 10 8 10 e 7 9 7 6 7 6 5 0.7 tie tW t 0.85 -1.1 0.tB 2N 25 15 11 10 12 9 a 70 8 6 9 7 5 7 6 5 0.7 a94 1.12 1 085 -IA MIS 2m 30 15 11 9 12 9 7 10 7 6 9 6 5 7 5 4 0.7 0.N 1.16 1 0M -IA 0.18 2W 35 15 11 9 12 9 7 10 7 6 8 6 5 7 5 4 M73 1.01 1.19 1 0.M .1.4 0.18 2N 200 40 14 10 9 11 8 7 9 7 6 8 1 6 5 7 5 4 0.76 1.64 t- 1 0.M AA eta 200 45 14 1 10 1 9 11 18 7 9 7 6 8 6 6 7 5 4 a7a5 1.oM 1.245 1 DO -1.4 0.18 2N 50 13 10 8 11 8 7 9 7 6 8 6 5 6 5 4 mat 1.09 1.27 1 0.85 -1.4 0.18 2W -55 13 10 8 10 8 7 9 6 6 7 6 5 6 5 4 0.83 1.11 129 1 0.a5 -IA MIS 200 60 13 9 a 10 8 7 8 6 5 7 5 5 6 5 4 M85 1.13 1.31 1 0.85 -1.4 MISI 200 too 9 7 6 7 5 5 6 5 4 5 4 3 4 1 3 3 MN 126 1.43 NN 1 0.M -1.8 a18 200 0.15 14 11 9 t1 9 8 9 a 6 8 7 5 7 6 5 DJ 0.65 LW h¢0 1 aM -IA MIS 210 20 14 11 9 11 9 7 9 7 fi 8 6 5 7 5 4 o.] a9 1.W t 1.9 -1A MIS 210 25 14 10 9 /1 8 7 9 7 6 8 6 5 7 5 4 0.7 a94 1.12 1 USS -1.4 M18 210 30 14 10 8 11 8 7 9 7 6 8 6 5 7 5 4 0.7 use 1.18 1 a85 AA 0.15 210 35 13 10 8 11 8 7 9 6 5 8 6 5 6 5 4 Mn tot 1.19 1 0.85 -1.4 MIS 210 210 40 13 9 8 10 7 6 9 6 5 7 5 5 5 5 4 0.76 1.D1 122 1 D.85 -IA M15 210 45 t2 8 8 10 7 fi 8 6 5 7 5 4 6 4 4 0.]a5 1.065 1245 1 MSS -1.4 ate 210 50 12 9 8 10 7 6 8 6 5 7 5 4 5 4 4 O.et tW 1.27 1 MM AA 0.15 210 55 12 9 6 9 7 6 8 6 5 7 5 4 6 4 4 O.B3 1.11 129 1 0.85 -IA 0.18 210 60 11 9 7 9 7 6 8 6 5 7 5 4 6 4 4 0.N 1.13 1.31 1 0.85 -1.4 0.18 210 100 1 8 6 5 B 5 4 1 5 4 4 4 4 3 4 3 3 0.N -126 1.43 nXiO 1 0-as -1.8 0.18 21a Notes to Table: 1. Block nail Is blind raged at spacing in table, block nails shall be: ETBF Fastening Systems [ET 6 F No. ASM-144-0125, head dia. = 0.30 in., shank dia. = 0.144 th.-length =125 in.], Max Use Cory [CP-C B32 W74CC, head die. = Q30 in., shank dia. = MM In.. length = 125 In.), or Aemsrnth Fastening (5323P, head die =0.3D in., shank the. = 0.144 -m., length, 1.251m] 2. Applicable W methods specified in 12015 IBC, 2017 FBC] Seam 1609.1.1. as determined by [201518C, 2017 FBC) Figures IW9.3(1),1609.3(2), or 1609.3(3). 3. V„ 4= ultimate design Wind speed 4. Building height= mean mot height (n feet) of a building, except that eave height shall be used for mot angle G less than or equal to 10• (2-12 mat slope). 5. Interpolation to address building height Is fill a) and other HardiePiank Width is permitted. 6. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Pad 1 and Pad 3:Ij=1. ".85, GCp=lA (hs60), GCo=7.8 (ha6l) =0.1 loil LIMITATIONS OF USE: I1111 fire WA 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-D406.06 1k11 R1. n•si �•J v'_STP�OF ' LAJ OCR •.......... L w. 12