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Home My WebLink AboutProject Evaluation Report/ocz 13/y�z- -)— PROJECT RIO-2683-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@) BRAND FIBER -CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS REVIEWED FOR CODE COMPLIANCE JAMES HARDIE BUILDING PRODUCTS, INC. ST. L UCIE COUNTY 10901 ELM AVENUE FONTANA, CA 92337 BOCC TABLE OF CONTENTS FILE C00v COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A andi B, RESULTS OF TRANSVERSE LOAD TESTING 3-4 SUMMARY OF FASENTER DESIGN LOAD CALCULATIONS 5-6 TABLE 2A THROUGH TABLE 20, ALLOWABLE DESIGN LOADS BY PLANK WIDTH 7-11 DESIGN WIND LOAD PROCEDURES 12 TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 12 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 13 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 13 TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 13 TABLE 7, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING 14-57 LIMITATIONS OF USE 57 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 �d� Q��:.-• A —_ 714-292-2602 714-847-4595 FAX `�`� a I: RONALD L OGAWA ASSOCIATES, INC • 16035 ALGONQUIN STREET ii443 ' HUNTINGTON REACH, CA 92649 714-292-2602 714-847-4595 FAX JAPAES HARDIE BUILDING PRODUCTS, INC. PROJECT: RIO-2553-15 1-898-642-7343 In1b 2ameshardie.ccm EVALUATION SUBJECT HardlePlankO Lap Siding Jame Hardie Produa Trade manias covered In this sveluaffon: HardePla"Lap Siding. CennPla" Siding, PravaP• Lap Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Balding Code 20151nternational Building L•Odea EVALUATION PURPOSE: T�vanalysis Is to determine the tnehmmrm design 3-second gustwind speed to be reskted by an assembly of HandePtank (CemPiank, Prevag Lap) siding fastened to wood or Metalframing vdlh nSh or REFERENCE REPORTS: ' 1. Intertek Report 3067913 (ASTM C7186) Mwadsl properties Ha duePtank Siding 2. Ramtoch Laboratories, Ind. Report 10 M41611395 (ASTM E330) Transverse Load Test, 5116• Thick by 7.6 Inch wide Hw&PW* Lap Siding Installed on 2X4 W-Fir mod studs spare at 16 inches on carrier vfth a 0.093Inch shank by 0.22E inch head diameter by 2.5 inch kng galvanized siding nall 3. Remb ch Laboratories, Ina Report IC-1034.88 (ASTM E330) Transverse Load Test, 511V Thick by 9.6 Intl vide Hardiel tan; Lap Siding Installed an 2X4 Henn-Fmmad studs space at 16 inches on centerwdh a Number 11 gauge 1-3/4 Inch long galvanized navring rag 4. Rmmech Laboratories, Inc. Report IG7020.88 (ASTM E330) Trasverse Load Test, 5/lV Thick by 9.5 inch wide HardePlank Lap Siding Installed on 2X4 Hem-Fuwaod shins spare at 16 inches on center with a S4 comman nag S. Ran" Laboratories, Inc Report 2149-07-11)(C) (ASTM E330) Transverse Load Teat, MS'Thick by IL25Inch 1Nde HarcUePlank Lap Siding Installed an 2X4 DougF'u-Larch mod coda space at 16 khCws on center Wit an ea Mg shank box mi. 0.113 Inch shank by 0260 Inch heed dameler by Z375 Inch long S. Rannoch Laboratories, Inc. Report214M7-10 (E) (ASTM E330) Transverse Load Tag 5/1CTNhtby825 inch vide HardlePlan: Lap Siding Installed on 2X4 Doug -Fir -Larch mod studs space of 16 Inches on carrier with a 0.092 inch shandt by 0222 inch head diarneterby 2-5Inch kaM gelvanbad siding nag 7. Re nteeh Laboratories, Ix Report 2341-MM (ASTM E330) Traheveae Load Test 5r1It' Thick by 825 Inch wide HardiePnc: Lap Siding installed on 2)'.4 Doug-FT.Larch mod skids specs at 16 Inches on mntervAh a 0.092 ndh shank by 0222 Inch head dOunater by 2 inch one gaivis ed siding nd Q Ramterh Laboratories, Ina Report 214M7.10 (F) (ASTM E330) Transverse Load Test, 5116-Tbkk by825 kWh vide HanOelelenk Lap Siding inst if d an 2X4 Spruce-Pk&4`w mad Studs space at 16 Inches on Witervft a 0.092 neh sh rrilr by 4222 bhrh head duvratrrby2.5 "long galvanized siding nag S. Remtech Laboratories, Inc. Report 1114911554 (ASTM E230) Transvese Load Test SH6' Thick by 625 inch wide HardePlank Lap Siding nsWed on 20 gauge meal studs Spaced at 16 and 24 inches on centerWth ETBF knurled pin fastener 10. Ramtech laborabales. Ina Report 1114RM5548 (ASRA E330) Transverse Load Test 5116'Thick by 8.25 inch wide HardiePlank Lap Siding Installed on 20 gauge metal studs spaced at 16 and 24 iy10111111f, , 21 � -Cc 49 .o •.. Sill •.FLOP " FSSIO N JAMES HARDIE BUILDING PRODUCTS, INC. 1-BBB-542-7343 info@(ameshardie.com TEST RESULTS: RONALD L OGAWA ASSOCIATES, INC. 16836 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714.292-2602 714.5474595 FAX PROJECT. RIO-2553-15 Table 1A. Results of Transversa Lead Testing for Configurationswith Steel Framing Report Number 11149 11149 11149 11149 11149 11149 /1554 11554 H554B. 11554E 11554A I155M IP7035418 Test Agency Ramtech Ramtech Ramtedl Rermedt Ramterh Ramtech Rsmtedb Thickness Jim) 0.3125 0.3125 02125 0.3125 0.3125 0.3125 - 0.3125 Width (in.) 625 6.25 825 825 12 12 0.5 Frame Type 20 g 0. steel 20 9. g 20 ga. steel 20 a g 20 go. 20 ga. 20 ga. sled studs steel dada studs steel Studs Sled sews steel studs Studs Frame Spacing (m.) 16 24 16 24 16 24 16 ETSP ETBF ETSF EW ETSF ETBF No. e X 1- 0.10P 0.10le 0.100' 0100' 0.100' 0.100' IW long X knurled Installed kraded koLVI-d kwded 0.375 Fastener Type shank Shank shank drank shank shank head dlamaterx dameterx dameter diemdarx diameter diameter diameter 0.250'HO 0MT HD x0513- 0.313'HD x0.250' x0250' ribbed x 1.5'lang z1.5'forre HOx1.5' keg xis, lam HDx1.6' HD 1.6' water head long ion spew Fastening Method IF.cenall IF.conoU IWW ra0 IBnndnag IF.cenal IF. rag 10andra Ultimate Load (psi) 317 173 64 50 151 81 169.2 Design Load (psry 105.7 57.7 1 21.3 1 16.7 503 1 27.0 56.4 ERecive Tributary Arse (SqO) 0.555 0.833 1 0.T78 I 1.187 1.19• 1 1.782 Ia917 Fastener Load, es lasted (IbRastmar) 587 1 48. 18.8 i6A Ml 48.4 61.7 ZZ -..r a .,. ,,, mxry a. e. 2. HardleSNngle Siding compges Wan A51M Cl Jae. Standard Spetifica5on far Grade II, Type A Mon.asbastos Fiber-CamemRat Shoals. JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 in fa@jameshardi&cdm RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4526 FAX PROJECT: RIC-2553-16 Table 1B. Results of Tmnsverea Load Testing for Configurations with Wood Framing Report Number 10593. IG703488 IC 1020. 2149-07- 2149-07- 2341-M 2149-07-10 9611395 88 10 C 10 06 Test Agency Ramtech Ramtech Ramuch Reattach Ramtedh Ramtech Ramtsch Thickness (in.) 0.3125 0.3125 03125 0.3125 0.312E 0.3125 0.3125 Width Nt.) 7.5 9.5 9.5 825 &25 8.25 8.25 Frame Type 2X4 wood 2X4 wood 2X4 wood ZX4 wood 2X4 wood 2X4 wood 2X4 wood Hem -Fir' Hem -Fir• He Fa - DFL DFL DFL SPF Frame Spading (Irt) 16 16 18 16 18 16 16 8d siding 1-814' 8d rbg ad siding 6d siding ed skiing FastenerType nap, 0.093' No.11 ga. ad he shankbox not, 082` '®d• Y X 0222'X Roofing common hal0.113. X X X02WX 2.5' nag na3 XD200'X 022YX &Z22'X M."237E 2.Y Y Fastener. Length (in.) 2.5 1.75 2 2.375 25 2 2.5 Fastening Method Blind loan Blind nag Face nail Face nail Flannel Fete nag Face nag Ultimate Laad (pcf) 02 146.6 199 296 253 166 168 Design Load (psO 30.7 4&9 66.3 98.7 84.3 S&O 58.0 Arce (sgft) 0.691 0.917 0.917 0.778 0.778 0.778 0.778 FriedEffective Load,Tributary Load, as tested Waster (Ib/festener) 21.3 443 60.8 76.7 1 B&8 128 43.6 Adjusted withdrawal design load (Ibffastenef), W 51.1 43.E SBJt 84.0 67.0 49.1 43.0 Net Fastener Penetralim(h), P 2.188 IA38 7376 1.750 575 1.375 T875 Wand Specific Gravity, G OA2• OA2• 0,42' 0.60 0.60 0.50 0.42 Nag Shank Diameter (in.), D 0.093 0.120 0.113 0, 113 9292 0. 992 0.092 Withdrawal design value per NOS 2015 or ESR-1539 (IhrA pene5etion), 14.6 18.9 173 30.0 223 223 1!3 W - nn..R,...n <..•.a.....•... :slmdalMfastenerw10,GexW load Is onequeea with the test res dt M m main arc enative orw w�9 tie use& •• ._,+�•=.w. nuwever u,wi,a usea,n Ws analyus in order to roalCh the specific gravity of SPF lumber, which is more popular. 1. Aflawable Design Load is the Ultimate Land divided by a Fedor of safety of 3. 2. Har(rieShingle Siding samples Win ASTM Ci 186, Standard spedrMysn fdrGada If. Type Abnasbesha FiberCement Hat Sheels 3. Calculated fastener withdrawal food Is Compared with the tend result Md the mare consewa0ue one wil be use& For all rases In the table. IN, adjusted wifMraral design value, V. Is colottteted as W=CD-W•P Where, CD= load duration factor par NDS-2015 Table 2.32for win llearthquake Ind. 1.6 W = withdrawal design value, celedated per NOS-2015 or ESR-1539, wtddhmmr applicable P =fastener embedment depth, In, When nag shank, D, 2 0.G9111ch but& 0.375 inch forsmooth shank nags, NOS-2015 equa9an (1124) is used to calculatewithdrawal design va9re W .1380' Gf512) • D Mere. O=mod speak gmity per Table 11.3.3A D - nag shank diameter,1,t When nag shank, O, Is less than 0.099Inch, or in Ore rase of ring shank Awls, the withdrawal design valueswere obtatned from [CC -ES ESR-1539 Table 2. dgggpisniiie.�. GGAWq o =. STATE COY) ;:� N go��sSf�NALE��1�4I f RONALD L OGAWA ASSOCIATES. INC. 16836 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292.2602 714-8474595 FAX PROJECT: R10.2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 Info®jameshardie.com YLOIV I\ \rrl\V I AaA l"ber-cementsldinglramwerse load capecly(wind bad mpea'ty) is deDmnined Nammpta�tes0ngbbamversabadre0areltes!standards. Via the tanname bad testing an allowable design Wad is determined based on a factor of safety d3 applied to the Nl'mtale test lead. Since the allowaUs design load is based on factor of safely of 3. Z woble design leads an ®er cameo siding consist. duetlly to required design pressures for Allowable Suess Design, and therefore should be used vAh cunbms too loading equafwns for Alimabk Suess Design (ASO). By using the combinalion loading equationsfor ABowase Stress Design(ASO). the tested allowabledesignbadsfwfums-c residing ere allgnedvwNthewind speed requiremerds in ASCE 7-10 Figu a 26.5-1A Figure 26.618, and Figure 26.5-1C. For this analysis, to calculate Its Pressures InTebles 4, 6, and 6, the load combination will be in accordanco wdh ASCE 7-10 Section 2A combining nominal loads usvy allowable stress design, load caunbi a5an 7. Load mmbmation7 uses a load farlorof 0.5 applied to the wind velocity prawns. Equation 1, q,=OA0256*VKa'I(a'Va fret ASCE 7-10 equation 30.3-/) uk . velocity pressure at heiBhlz Ks , velocity pressure a paare coeifitlent evaluated at beginz Ke , topogmphlefactor Ka , wind di ectimalYyfaGor V , basic wind speed (3. Equation 2, V=V,e (ret 20151BC & 2017FSC Section 1602.1 definitions] Vw , ultimate design wind s0eeds (3,Wcond gust MPH) determined firm 120151BC, 2017 FBC) Figures 1609.3(1). 1609.3(2), or 1609.3(3); ASCE T-10 Figures 26.5-1A B, or C Equation 3, p=q;(GCy-GCS (ref. ASCE 7-10 equation 30.6-1J GCm . Product of oriental Preasum coelficie a and gust -effort factor GCy , Product of h steal Pressure eaefiiclent and gustc8edfactor p . design PMWUM (PSF) far siding (allowable design bad for slang) To determine design pressure, subs Cuts q, into Equation 3, Equation 4, p=0,00256'VKl%-Vsa-(GCyGC.) Affoweble Suess Design ASCE 7-10 Section 24.1, loan! mmbinahbn 7, Equation 5, 0.61)i 0.6W D ,dead load (rat. ASCE 7-10 section 24. 1, badcombmadw 7) W , wind load (bad due to wW pressure) To dehrmfno du Afb,vabie Sloss DeWn Prontle, aptly bra load fatlnrfar W(wb4 fiam Equation 4 b p (design plossum) &fiermined form equation 4 Equation% Pm=0.61p) Equation 7, Pll= 0.610.00256'Ke%,%'V.4 (GCyGCy)) Equabbn 7Is used to populate Tahoe 4, 5 and 6. To delemdne the allowable ul5mate basic wad speed for Hardie SYmg in Table 7, Saint Equation 7 for V., Equation 8, Val (p�D.6.0.D02%-Kr`Ke`V(GCv-GCSff App/kableto M0MWSsp9cMdm EreepSons10uough 30!120151BC, 2017FBC)Secdon 1609.1.1., toCefemane iba allmvabte r Waaf design wmdspeed(Vass) for Harare Sidrtyto Table 7, apply Me corwerdon to mida below, Equation B, Vas-Va'(0.6)ca (ref. 20151BC d 2017 FBQ SeiJO 466f. d � V. . NornWl design wrd speed (3-second Dust mph) (ref. 20151SC 5 2017 FSP,&m n Table 3, Coefficients and Constants used in Determining V and P. 2ae HeIBM Ift) Ere B E� C Eby D Ka ly GCv Gcl 0-15 0.7 1 am 1 1.03 960 1 am -1.4 0.18 20 02 09 1.08 1 am -1.4 0.18 26 0.7 091 1.12 1 0.85 AA 0.18 30 0.7 0.98 1./6 1 0,85 -11A 0.18 35 0.73 191 1 1.10 1 am -1.4 0.18 40 0.76 1.04 132 1 0.65 -1.4 0.18 45 F785 1.065 1245 1 0.65 -1.4 0.10 50 0.81 1.09 127 1 025 - -1.4 0.18 55 0.83 1.11 1 129 1 0.85 -1.4 0.18 0 11 12 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 inf0@jeme5hardie.wm RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 4443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO�2553-15 Wmtl Speed (3- Sewnd gust) Heigh ft Ion 7 IDS 116 115 120 130 140 750 160 170 180 190 200 210 0.15 44.4 B -159 B -175 B -19.1 B -20.8 B 74,1 B -28.3 B -M B 37.0 B -01.7 B -088 8 S21 B :7.8 B 53.7 2a -14.4 •159 -175 -18.1 -20.8 •24A -283 325 37.0 41.7 -46.B S21 S73 -W.7 25 30 -74.4 -15.9 7159 -175 -iB.1 -20.6 -id.d -283 325 37.0 -01.7 -08.8 52.1 57,8 33.7 35 .14.4 -175 -19.1 -20.8 -24.4 -28.3 32.5 37,0 -01.7 -06.8 S27 57.8 33.7 40 -1 .1 -16.6 - 88.2 19.9 31.7 -254 39S 33.9 38.6 -03.5 7483 S4, S02 -fib. 45 -15.7 -182 - 77.3 - 99.0 -20.7 32fi -26.5 30,7 35.3 40.1 -053 50.8 S .6 L27 -69.1 50 -ifi.7 -17.9 - B.6 21 -.1 .i33 37A 31.7 -38.4 -01S -08.8 52.6 S85 S9 S •71.6 55 -77.1 -18A -18.9 -20-2 72.1 34,1 .28.2 327 37.8 -02.8 753 54.1 •603 Sfib •73,7 -20.7 -22b -21.7 -28.9 39A 38S -098 -495 -55.5 S7S S85 -T55 2 100 -25b -T82 31.0 .XIS 388 -433 S02 •57.8 .9 -65.5 -74.0 329 32A -1024 -1729 IemeS, Allowable Stre6a Deeign- Comaonent and Claddtn0 Imm Pv."eamsw•.w.n....,.....-...__:.... ..... ...___._ _. word Speed(3- .. ... «-.... ...r,,.,,.,. ..y,,.y second Bust) HtlahI (ft 100 C 105 It0 115 120 130 140 150 I60 170 180 f90 200 2f0 -1.5 C •193 C -212 C -232 C -252 C 3B6 C 34.4 C 39.5 C •44.9 C -60.7 C 56.8 C 33.3 C -70.1 C -T7,3 20 zu 25 -18.6 -205 -225 -24.6 -26.7 -31A -36.4 -41.8 -075 •53.7 S02 S7A -743 319 30 -20.2 -21.3 -23,5 -25.6 -27.8 328 389 -03.6 49.6 Sfi.0 .fi2.5 •70.B -77b 3Mb 35 -202 -223 -21.5 -26.7 -28.1 34.2 39.6 -055 51.8 - SBA -65.5 -73A 30,9 492 40 -20.6 7215 -22.0 •23.0 723.7 -242 -252 -26.0 -2]b -28.4 30.0 30.9 352 363 -00.8 -020 -/8.9 -0R3 •533 •649 -602 62.0 •87S -69.5 -762 -77A 33.3 4458 -919 -91.6 45 60 -2fi.e -29.1 -31.fi 37.1 -03.1 794 •562 •b3.5 -712 •793 37.9 •9fi,9 55 -22.5 -24,B -27.2 -28.7 :Su 38.0 -04,1 -50.6 -51.6 -65.0 .72.9 -012 •098 •99.2 80 -22.9 -252 -27.7 303 33.0 38.7 44.9 -51.5 59.6 S62 -742 32.7 -91.6 -101A _ _ 0 .6 39A -0 . 9. •6 . 00 32b 9 38. -03.1 ,e 0 33.8 - 33 33A 31.1 - O55 .1 -11 .6 -1303 -143.6 1 ao19 e, Atiowabl9 Stress D9elen.Cmmn,mnnr PSnd Speed(3- semnd uri) Hei N (f) 100 D 105 110 115 120 130 140 ISO 160 170 180 190 200 210 0 -212 D -23.4 D -25.T D -28.1 D 30.6 D -359ffl-7T-8 D D 7.6 D •64.4 D -61.4 D SB.8 D -75.7 D 35,0 D 0 20 25 -223 -24,8 -27.0 •29S 321 37.7 0.7 57.0 -64.4 -722 30.{ 39.1 •93,7 -982 30 -23.1 -255 -28A WA 33.3 50 20 59.1 -66.8 -749 WA -92A -107.8 35 -239 -26A -29.0 31A 34.5 -0OA 3.8 •813 -69.2 -77.5 36.4 -95.7 -1055 -245 •252 -282 -V I - 77T •283 -289 -297 30S333 3-1 317 32S .0 353 362 37.0 -015 -425 13A7.8 52 .6 •fi2.6 fit 35.7 -708 - 2 -742 -795 A75 332 386 -909 -92,7 -982 -100.7 •f027 -1083 _111.0 -1133 50 -26.6 -96 377 443 89 -67.7 -75,7 •84.9 54.fi -104A -1155 _2 -293 - 322 352 38.3 -{5.0 .9 $8,1 -76,82 36.1 -106.4 -117A 370 -0OB 42 1 -94.6 -108,8 -119. .6- -133.1 -1{T,B - B100 -163.0 1acres4.5. and6s basedon ASCE7-loeM-nsutenlwlh Om20l5lBC.20151RCand Bw20l7Rodda BLOft Code, jOr pGAWA _ 1 ' oc ° '. . FL..... 1 13 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 into Namershaudiacem RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 .714-292-26D2 714-647-4595 FAX PROJECT: RIO-2553-15 Summary based on R000rtIC403i881No 1108 175a 1009 IfIfing nall blind nailed into ood stud 1 The adjusted fastener Mthdrav2l design value, W, Is calcu lst ri perNDS-2015: Spetific gravity, G-0.42 (use Ole spedficgrevity of SPF lumber instead of 0.43 fur Hem Fir); Nail shank diameter, D-0.120'; Nag penetratim depth for 1.75' mil installed an 5/16° fiber ceased plank. P=IA33` Calculated xMhdraaal designvalue, W=1380 • G(M) • D - 138010,42)s25'0.120 -18.9 Win penebetimr, Adjusted wihdravwal design value, W = CD' W' P=1.9-18.9'IA38 -43.5 is. The tested design fes rmariwd with a factor W safety 3 applied is 44.8 pounds perfastenc, wNc h is larger than the NOS adjusted fastenerwthdrawd design value of 43.5 pounds. Hance for calculation eagowable baskwlb speed, tested fastener bad of 435 pounds for a No. 11 gauge 135 inch long roofing naew7 be used. In Table 2G below, the fastenerbad Is held constant at 43.5 lWadenerfor each plank Wdth, the allowable siding design Ind Is basic calculated hom the tested fastener design bad. Sidug design load is equal b fastener design load divided byfeStener tributary. Resits lnTabla 2G ere used to e2ingat8 allowable basic wind speed far the Number 11 gauge 1.75 inch long mWbg tali Calculation for No. 11 ga. 1,25- long mafm9 nail blind nailed Imo wood studs: Report IC-1034-M (1.75' long 1f9%roofing oa8) yielded a testedfrshmarbad of44,791Mm1enerwTh the faguve mode being fastener head Pull though the fben serum R Therefore cow know Nat the fiber-mneefastened bW railed with a mofug rel Is Wed to 44.79 lo/fa4err. r. UsIv the same limber es sped6ed in Report IG1034-68, bud lunging the nag length to a 125 inches long yields an adjusted fastery rwiNtlmwal design value af28A ponds per festert. Calculated withdrawal design "?us, W=1820hfbs penetration; Nag penetration depth for 1L2W nag installed over6/16 fiber cement plank. P=0.B38'; Adjusted withdrawal design vide, W = CD' W' P - 1.6-IRM938 - 28.4 tRestener. In this case. the adjusted withdrawal design value is the werol factor, gloss ifs less then the tasted desim festercr bed. Sift design load lo equalN fastener design load of 284 thrtas[ener dMtloa byfes[ehetrthutery. Sea Table 2H below. forme calculated sift design kadeforeadr plank width. Resells tnTable 2H ere used to calculate allowable wind speed for the Number 11 gauge 1.251n h long reefing nag used lo a blind nag appilsaiiao, Summary based on Report 1020-118 (ad common nail race galled law wood eudSh The edpstad fastenervalhdrecal design value based an NDS-201515 39.2 pounds perfestaw. The tested design faster arload with afachar ofsafety 3 applied is 60.8 pounds per fastener. The NDS adlustedAnAernuvri8drewal design value of 392 pounds is met wnsemeavevhen compared against the rested flattens load. HenmfarWorhtimofaRnvable basic wind speed, the siding design loadfor a ed wmrnon nag fete nailed W31 be calculated based en the NDS-2015 adjusted fastener Wlbdmwal design vale 392 mslfaalmer. See Table 21 beimforthe calculated siding design loads for each plan: width using a 6tl common. Resifts in Tale 21 are used to dcugate aemveNe badcwbW speedfor the 6tl eonmon nag. face nailed Calculation forlid common nab fete nailed Into rood studs: We vmulo like to use the ultimate ten values obtained in report 1020 B, to do this wa propose subablyding an Bd common nag for the tested f tl common nag Doing this substiloWn resolves the d1spar0ybetwem the NOS and tested values an fasteners. Below ere the rationale far substlaft the 6d common farthe 6d common nag used in Costing report ill" to achieve the stated uttinate test load of 199 Just, a design load of 663 psf: 1) Use the same timber se; In the repot, hods a anga the nag to a impm ad c mr,m nab (2S long X 0.131'shanc diameter X 0.281- head diemater); 2) The 8d (armmon yields an NDS adlusted fastener wihdrawal design value of 65.8 ponds par fasreocu SPeene 6rev8y,GmA2:Brwvk6ametw, D=a,131'; Net Parwbagon fun a 2 V vul urou0h ma t yew ar W16',flow cement-1.875: WMtlrewai design value, W =1380 - G(52)' D - 20.67 NM penetretbrr, Adjusted vithdrawal design value,%-CD'W-P=1.8-20.67.1.875-62.0 to. 3) The mode of fathre for the 6d common nag (report 102086) is mstmer yshdmwal Imes lumber. Since the Bd common nag has a lager bearing area horde the fesierner bead than the 6d common we can amle a, Jut least the same fastmer pug through capacity from an lid common rot 6tl mmmm bead bearing area (hard diameter. 0268Inches. shank dhmnder 0.113 banes) - DJIM sq Bans; eel women head becri g area (head diameter= 0281 @ides, shank diameter 0,131 Inc has) u 0.64W sq indass; 41 The NOS adjusted fastener withdrawal design value for the ad wmmer Is W-0lollastme, tie eoLetls the testedfasteher design bed of 60.8losaadmer Bore 6tl common in report 102D88). t erefea we ten use the Wilmette fagne pressure of 199 pal to tabcde a design pressure 683 Pat Will, an But common nag (60.8 (badasteme), this wil be used to kalcu Isle slid design. Fothe 4 realms ebave, one ed common cm be crmcdY ubstibtedfmihe 6d common used in report 102088. Sea Table 2J fro the ®Iodated aft de ian Inds foreach plank W4M. Results 6h Table 2.1 ore used to calculate allowable basic vMtl speed for the ad common nag few acted Yea wood sluts. Summary based on Reecrt 214947-10(Cl (8d rina shank b2E Bill Moe nailed Into woodstuds)- Nag vitiate" design load was detennmed to be 30 ghfm, penetration, based on ESR-1539Table 2, for 0.113-deformed shank nag with 0.50 want specr.gravity. Nag panetra8m depth for 2375' long nag through two layers of 5/16' fiber wmampiwks, P =1.75 ; The adlustad fastener W Mrevrdl design value W = Cc' W -P-1.6-30'1.75= 54.0 th. The barred design fastener load with a taco ofsefety 3 epp0ed b 767 ponds par factures. v.Nctt Is less than the adjusted laetener withdrawal wlcilatfon of allowable bask vA d speed, ended fastener bad of 76.7 pounds v® be used In Table 2K below, the fadernrioad is held constant at X7 thstastener (cur each plank With, the allowable sdng design load le back calculate Siding design load is squat to belenerdedgn load divided byfadener bthWary. ResWLslo Table 21(hhre used Nedalata alowable bedevmd naffed W o wood studs. JAMES HARDIE BUILDING PRODUCTS, INC. 1.BBS-542-7343 Info aMemesharclie.com RONALD L OGAWAASSOCIATES, INC. 16835 ALGONQUIN STNCET"3 HUNTINGTON BEACH, CA'92649 714-292.2602 714-947-4526 FAX PROJECT. R142553.15 Table 2G, Allowable DEsIOn Loads Based on Conclard Fastener Load, No, 11g& Roofing nail I -TV L, SPF Studs, fasteners concealed (blind MI) Checkfar results usbg 9.5 Inch Plank vabesfmm Report NumberfC. 034418. Design load. WSmate failure badIFOS.-14&Bps03= 48.9 per Fdledive tdbulaly= ((park width exposed to weaffwX s9tl 4amg)1144) _ ((825-125) X ISY144 = 0.9167 sqR Fastener load - design lead X Wmmucy me =4&9 X.9167=44.79 powds, wN h call be used for the Wcula0on Adjusted fastenerwithdawai bad from NOS.2016 m43S Wastener, In this case Il4 more auruerva5va andva be used for the calculationCalmdated aAowable deli plead=/astenerbad tested w�tlon dhitled aura for the mMdian to M,x d=rrd C m e -6 HardlePlank Witlth v=°3 v gnu' R=) 1- a J N 2r. a O 1 LL -ai 525 16 OA4/4 •97.68 4350 625 16 OS556 -76.30 4350 725 16 O.fi667 -6525 43M 7.6 16 0.69M7 -82.64 43.50 a 18 0.T5W 58.W 4350 8.25 I6 0.7778 55.% 43.60 9.25 16 0.8689 48.94 -47.50 9X -14&6 18 0.9167 47.g5 43.60 12 16 1.1941 .36A2 43.50 C j 9 o mae G j am°^ rc •6m 25 rn= w oe� 24 Q6667 -G525 21 0.8333 5220 24 1Ag00 4150 24 1.0417 41. 6 24 1.I25o 1 38.67 24 1.1667 .i7.29 24 1.3333 -32,63 24 1.9750 d1.64 24 1.7917 1 -2428 Table 2K Allowable Design Leads Based on Constant Fastener Lead, No, 119a. Roofing nag 1. 1C L, SPF Studs, fasteners concealed (blind mU) The design lead in INS case is bnrted by bell, test result of report 161031-89a d,,4,0,d w04avrdl loadfrom NDS-2015 SiAn dell nbadMtha ease iae uei to the adiated feslraerw3hO SAME load 1300.l mlfaslener diuidedbyfas(mertr@tdarvares. g >g a 2• a� $ma HerdiePWrik Width ti - mCt195) N 5 W Q a a pa F o ^IY J 525 16 0.4444 -63.00 -28.4 6.25 16 0.5556 51A2 725 16 0.6867 42.60 1 -7.&4 7.5 16 0.6944 40.90 1 -28,4 a 16 0.7500 -37.87 -MA 825 16 0.7778 56.61 40.4 9.25 16 0.8888 2.6 16 0.9167 J098 -28.4 2 18 -23.78 -28.4 a a s9 e e � e 3 m- c a 24 0.806T -42.W 24 EMU .94AB 24 1J)000 -28.40 24 1.0417 -2726 24 ft250 725.24 24 "EST -7A31 24 15333 -21.30 24 13750 -20.85 24 1.7817 -15.85 Table 21, Allowable Design Loads Based an Constant Fastener Usti, Ed common nag 2' L, SPF Sbrds, fasteners exposed Ifaco na1Q Check for results usbg &5 inch plank values fmm Report NO 1ber1C.I=a& Design load -Il nude failua laedffOS=-199ps73..03 pa Effective bWwy= ((plank width exposed to weathm X stud spacingyI44) _ ((0.5.125) X 16)1144. 0.9167 sgJL Femeerr bad - design bad X tmwary mea.-66.35 X 02157.50.81 pounds Adjusted fastaMTlufhdnev,91load from NDS-2015.39.2 hTastener, in this case its more conswative am von be used mrnw Calculated a0owebledest nload.e usled lash m @@ HarQaPlank c9 3 Width 2, @ el A w (inches) °' U ie a e 25 1a 0.4444 -88 o �3a 625 1fi 0 •70.56 4920 725 18 0.6667 5890 .3920 7.5 16 0.6844 ZFA .920 a 16 0.7500 52.27 79� F25 16 0.7T79 -50A0 3929 925 16 OJr899 44.10 1 -3920 9.6 -199 16 0.9167 42T6 -0920 12 16 1.1844 .i2Ji1 41920 JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 info@jameshardiacom RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET9443 HUNTINGTO14 BEACH. CA 92649 714.292-2602 714-847-4595 FAX PROJECT: RIO-2693-17 4121 e 201 IBC, 01 FB A9owabla, UIUmate 207 /B , 207 BC Ato bla, Nominal o 1 'O STA 4 7esign Wind, Speed, Design Wad, Speed,'- OF pL '3-second •' that mph) (3-second gust mph) S/OIy Appfmblemmea,0da ape 8G App6cate10 me1hOd5 s Qt. t'ViJel 217 FOCI Seeden °thIn 1 m-1,t,es 4efmndmd q' Wough 1516C, 17 OCISton5le ,em e,r �•�....,., 1809.1.1. Product Product Thickness (inches) Width (Inches) Fastener Type Fastener Spacing Frame Type mud spacing nCles ) 6u06'ng Het ht11 9 (feet) B C D B C D ADeAgna DeOgn lnad (PSF) E� B 6� C E� D kn 14 GCq HBMePlank 5116 7.2B No. 11 ga. X 1.3/4' long Roofing m0 Bind nag ZX4 Wood SPF° 16 0.15 213 1 193 1 176 1 10 149 138 652 a7 0.m 1.03 t"'M 7 0.85 AA 218 20 213 1 188 1 177 1 165 145 133 659 0.7 a9 1.m 1 ae5 -1A 0.16 25 213 184j133i2,4 5 142 130 -65.3 0.7 a" 1.12 1 a.e5 -IA 0.18 3D 213 1806' 139 128 -655 0.7 0m 1.16 1 US -IA M18 35 208 17761 137 126 S52 a73 1.01 1.19 1 a65 -IA 0.18 40 204 174 58 135 125 653 0.78 1-M 122 1 0.65 -IA Fill 45 201 172 56 134 124 65.3 07m 1.065 t245 1 085 -1A at8 -1.4 MIS 50 198 170 53 132 122 653 087 US 127 55 195 669 1 131 t21 653 a83 1.11 129 1 -1.4 0.18 60 193 167 9 130 120 55.3 0.w 713 131 1 0 0.85 -tA 0.18 100 le) 142 4 110 103 653 am 128 1A3 h'w 1 0.85 -1.80.18 HaNiePlank title 7.6 No. 11 ga. X 1-3/4' long Roofing nag Bond nag ZX4 Wood SPF° 16 0.15 208 189 1 146 133 628 0.7 0.85 1.03 hs611 1 / 0.85 0.85 -IA m18 AA 01B 20 208 184 1 142 130 629 0.7 0A 1.08 25 208 780 165 tfii 139 178 628 0.7 ago 1.12 1 OAS AA MIS 30 208 176 162 161 136 in S28 at am I.18 I Mae -IA MIS 35 204 173 160 168 134 124 : 0.73 tAt 1.18 t 1 0.m 085 -IA ale -1A 1I8 40 200 171 158 155 132 122 628 ale 1A4 122 45 197 169 166 162 131 121 162e 0.7a5 1.Om 1245 1 1 085 085 -1A MIS -1.4 0.18 50 194 167 155 1 150 129 120 1628 act 1.aB 127 55 lot 10 153 1 148 128 119 628 am 71 128 t a.m - 4 -a1fi 60 189 164 152 1 146 127 110 -628 0.85 1.13 131 1 0.85 -IA 0,48 100 155 139 IN 121 107 101 62A am 128 1A3 IaBo 1 085 -1.8 0.18 HamiePlank 5/18 8 No. 11 ga X 16l4' long Roofing Os8 Blind nag 2X4 Wood SPF° 16 0.15 200 182 765 155 147 728 -5&a 0.7 am 1.m ha80 1 1 a85 US -IA MIS -IA 0.18 20 200 1T7 161 155 137 125 -5&0 0.7 LLB 0 25 2m 173 168 1S 134 In S&0 M? 0.4/ IA2 1 1 am 085 4A a18 -IA O.tB 30 200 169 156 IN 131 121 60.0 0.7 ON Lt6 35 198 I67 154 152 129 113 SBA 0.73 Im 1.10 1 0.85 -fA 0.1a 40 192 164 162 149 12T 118 68.0 an 1.04 t22 1 0.95 -IA 0.18 45 too 10 Ian 147 126 116 .6a0 ae5 1.065 1446 1 1 MW 0.0 -1.4 %te -1.4 0.18 50 186 161 749 144 724 715 S80 "I us 127 55 184 ISO 148 143 123 114 Sa8 am 1.11 12Bafe 60 182 1511 147 141 122 113 SBA 0.85 1.13 131 1 0.05 -IA 0.18 too 151 133 1 126 117 103 97 SBA On 12S 1A3 IP60 1 US -1,B 0.18 HardlaPlank 6118 8.25 No. II go. %16/4' IOOg Roofing nag BMtl❑s0 2%4 Wand SPF° 16 0.16 197 170 162 152 138 126 -659 0.7 i 035 I 7.m hs50 1 US .1.4 ate 20 197 174 158 152 134 123 652 a7 me 1.08 1 1 US am -IA Ode -IA eta 25 197 170 156 ti 132 120 -a58 a7 ae1 112 30 197 166 153 162 120 Ila -S&9 0.7 "a 1.16 1 nag -1.4 0.19 35 1m 784 151 149 77/ 117 658 a73 1.01 L1B 1 085 •1A 0.18 40 189 161 149 146 125 115 S58 0.78 1M 122 1 0.8fi -IA 0.18 45 186 160 748 141 724 174 558 0.7w 1.0m 1245 1 1 1 1 O.w Offi age 0.B5 •1,4 0.1B -fA ate -iA 0.18 -lA ate 50 183 158 716 142 122 113 SSB 0.8t 1A9 t2] 55 lei 156 145 140 121 112 .55.9 0.w 1.11 129 60 179 ms iM 138 120 177 Sic am 1.10 131 700 148 131 123 114 101 95 S5,9 am 126 1.13 ON 1 085 •18 018 HaMlePlank 5l16 925 No. 11 9a %iS:4' long Rooan9 nab B9ndna8 2%4 Wood SPF° 16 416 7B4 767 152 143 12B 118 •4a9 0.7 am 1.03 l� 1 1 &w 0.w -IA MIS •tA LL18 20 184 162 148 143 126 115 Jfle Q7 0.B f.m 25 7B4 159 145 143 in 113 J&B a7 ago 1.12 1 0.m AA 0.18 30 784 158 147 143 120 111 Jfle a] aB8 1.1e 1 0.85 •1A ate 35 180 1m 141 140 119 109 4B.B 0.7S 1.01 1.18 1 am -1.4 a18 4D 777 151 739 137 717 t08 Jag am I.01 122 I am 4.4 0.18 IS 174 149 138 135 118 107 J&B 0.7m 1.Om 1245 1 1 10 aas -IA 0.1B _tA eta 60 171 147 137 133 114 106 Jae met 1.0 1" 6$ 1% 146 136 131 113 105 J&B row 1.11 129 1 US _IA 0.18 60 167 145 135 129 112 104 J88 ae5 1.13 1.31 1 0.85 -IA 0.16 101 13 1123 115 /07 95 89 J8.8 am 125 1A F 6 1 am -1,8 0.18 16