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Home My WebLink AboutPROJECT INFORMATIONSCANNED St. Lucie Countv rLEC. T1f 9.■ Hardy nel'"Vertical Siding SIDING FOR WALLS PORCHES AND GABLES Rgagnition: HaflePanal 0 veWcal acing is recognized as an weeder wall cladding In: ICC•ES Legacy sportESR-1844; MIami-Dada County Product Control approved; ASTM C 1186 Type A compliant; U.S. Dept of HUD MEM263: Stale of Florida Produd Approval OFL13223 - Plant City, FL;Texes Dept of Inw,ance. Product Evaluation EG23; City of New York MEA 223-93-M; and California BSA Product Acceptance Number PA-019. DualayAs mnwwAgency-IntenekTesOng SeMoes, IASI AA-690. AVOiDBRi;i1; ZCADUST James Handles products contain respiable crystalline silica, which is known to the State of California to cause cancer and is considered by [ARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silks dust can altultmuse a disabling and potentially fatal lung disease called ailicosia,and has been finked with other diseases. Some studies suggeat smoking may Increase these risks. During installation or handling: (1) work in outdoor areas with ample ventilation; (2) Yee fiber cement shears for cutting or, where not feasable use a HardleBladeeand dust reducing circular saw attached to a HEPA vacoum; (3) warm others in the Immediate area; (4) wear a properly -fitted NIOSH-approved dust mask or respirator e.g. N-95) In accordance with applicable government regulations and manufacturer Instructions to MOT limit respirable s61oa exposums. During dean -up, use HEPA vacuums or wet cleanup methods -never dry sweep. For further information, refer to our installation instructions and Material Safety Data Sheet available at wwwjameshardie.com w by calling 1-800-9HARDIE (1.800-942- 7343). FAILURE TO ADHERE TO OUR WARNINGS. MSDS. AND INSTALLATION EVDE RESPIRAR EL POLVO DE SiLICE Los pmductos James Hardie^contienen silica cristalina respirable, quo at Estado de California sabe quo puede causer clincor y est6 cansiderede per IARC a NIOSH come, cause de Gunter resultants, de alliterate fuentes ocupacionales. La Inhalackn excesiva de polvo do silica respirable tambiun puede causer una afecd6n pulmonar incapacitante y potencialmente fatal Ramada silicosis, y se he vinculado con called enfermedades. Algunos estudlos indican qua sees tinges aumentan at turner productos de tebaco. Dumnte Is instald6n o la manipulad6n del producto: (1) babaje an umas of aim fibre con amplia ventilation; (2) use cizallas pare fibre,-cemento pant at code o bien, mando no sea facffble; un disco de erne HamiaBladew y una siema circular reductors de polvo acoplada a una aspiradont HEPA; (3) adviena a obas personas on Areas imm idiates; (4) use una mercantile, contra polvo o un mspiredor de use apmbado per NIOSH debidamente ejustedo (per ejemplo all N-95) de acuerdo con In nomlativas gubemamentales apliwebles y con las Instrucciones del fabncante para limitar allot ran In expsiciones el pohm de sll'axT respirable. Durenta Is gmpiers del ship, use aspimdoras con filtros HEPAo indication; de limpleza an humedo-nunce bane an seta. Pam m6s inforr ad6n, consults, las instructions de Instalad6n y Is Hoja de Dates de Segddad del l Material disponsibles an vowm1ameshardle.com o Rama al fabriconte 1-500-9HARDIE (1-800-942- / 7343). LA FALTA BE,CUMPLIMIENTO BE NUESTRiL4 ADVERTENCWS, DE LAS HGJAS DE r DATOS DE SEGURIDAO DEL MATERIAL O BE LAS INSTRUCCIONES DE INSTALAC16N PUEDE CAUSAR LESIONES PERSONALES BRAVES O LA MUERTE. \ 1�/' JamesNamd'le -PRIMED PANEL _ �� r PAN PRIMED D SIERRA I 4ftx8ftx5l161n Protected by US Patents C,676,745; 6,676,744; 6.872.246 6 :al�m i a and other patents pending 02012 James HardiTM,Technology Limited. All Rights Reserved. red cad antlksdenote of James Hod registered gy Limidur of James Hardie Technology Limited. FOR DETAILED INSTRUCTIONS, 7 27393 17863 PLEASE CALL 1.800-9-NARDIE PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS 7d�L COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 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 1. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX 24121- STATE 9F J RONALD 1, OGAWA ASSOCIATES, INC. ` - 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292.2602 714.847.4595 FAX PROJECT: RIO-2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-MB-542-7343 infoQameshardie.com EVALUATION SUBJECT HardlePanel® Siding James Hardie ProductTrade Names covered In this evaluation: HerdiePaneW Sling, CempaneS Sitting, Prevail- Panel SWkV EVALUATION SCOPE: ASCE 7-10 2014 Florida Balding Cade 2012 International Bu lding Codes& EVALUATION PURPOSE: This analysis is to determ6ne the marJmum design 3-secoM gustwN speed to be resisted by an assemblyof Hardie Panel (Campanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM Cl186) Material properties Hatdiel'anal Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test. 5116' Thick by 48 inch wide Hardiel'arrel Siding Installed on 2X4 Hem-Fo wood studs spaced at 16 inches on center With a 6d common galvanized nag 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 611 6'TNck by 48 Inch Wide HardiePanel Skling installed on 2X4 Hem-Fuwood studs spaced at 24 Inches on center Win a 8d common galvanized nail 4. Ramtech Laboratories. Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 Inch Wide Hardl oPenel Siding mslahed on 2X4 Group III SG=0.38 wood studs spaced at 16 inches on carder with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring she* rag S. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 inch wide HardisPanel Siding Installed on 20gauge Metal studs spaced at 16Inches an center with a No 8 X 1 In tong X 0.323in head diameter ribbed bugle head screw — 6. Ramtech Laboratories. Report 161055.89 (ASTM E330) Transverse Load Test, 114' Thick by 48 Inch Wide HardiePanel Siding Installed on 20gauge Metal studs spaced at 24 Inches an center vAth a No 8 X 1 In. long X 0.3231n head diameter ribbed bugle head screw T. Ramlech Laboratories, Report I I149-98/1W4d (ASTM E330) Transverse Load Test 114' Thick by 48 inch wide HamfiePanel Siding Installed on 2agauge Metal studs spaced at 16 and 24 Inches on center with a ETBP 0.100 In. knurled shank X 1.51n. long X 025 in. head diameter pin fastener 8. Ramtech Laboratories Report IP7273-94 (ASTM E72) Racking Shear Test, 5116' TNck by 48 Inch wide HardlePanel Siding Installed on 2X4 Hem-Firwood shift spaced at 161nctas on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274.94 (ASTM E72) Racking Shear Test 5116• Thick by 48 Inch wide HaMrePanel Siding Installed on 2X4 Ham-Firwood studs spaced at 24 Inches m center Will a 6d common gah Snized nail 10. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 woad studs spaced at 16 inches on center with a 4d, 0.091 Inch shank by 0.225 inch head diameter by 1.5Inch long ring stack nail 11. Remfech Laboratories Report IC-1057469 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wile Hardie Panel Siding installed on 2X4 Hem -FT wood studs spaced at 16 and 24 Inches on center With a No 8 X 1 In. lag X 0.323In head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1560 (ASTM E72) Racking Sheer Test. Will' Thick by 48 Inch wide HardiePanel Siding installed an 2X4 Hem-Fn wood olds spaced at 16 and 24 Inches on center with a ETBF 0.100 tn. knurled shank X 1.5 in. long X 025In. head diameter An faslerer `\`111hht111Al II111I1//J/////j//' _RGAiv%, 24121 STATE OF, JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-5427343 Info@jameshardie.com TEST RESULTS: Table is, Results of Trahn erne Load Testing �i RONALD I.OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2558-15 Fastener Spacing Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Fleur Load PSF Lead PSF rt Number Test lo. N.1 _ FmmeT in.) S Su 8 FastenarT fid common •149 49.7 IG7270-94 Ramtech 0.3125 48 2X4 wood Hem-F'u 16 6 4 6d Gammon 438 -78.7 1f31270-94 Ramtech 0.3125 46 27L4 xvod Nem-Ftr 16 4 6 6d common -94 J1.3 IG7271-94 Ramtech 0.3126 48 2X4 wood Hem -Fir 24 24 8 4 4 6d common •143 d7. IC-1271-94 Ramtech 0.3125 48 2X4 Hem-Fv 4d, 0.091 lot shank X 0225 N. �.g 10BW9711475 Ramtech 0.3125 48 2X4 wood, SG z 0.36 18 4 e HD X 1.5 iru shank nail -� MN. No 8 Xlku long X0.323N Min. No. 20 gauge X 3.625 in. X 16 6 6 tread diameter ribbed bugle -169.9 56.6 161054.89 Ramtech 0.25 48 1.375 In metal stud head screw Mim No 8 X 1 is long X 0.323 in Mm. No. 20 gauge X 3.625 is X 24 6 6 head diameter fibbed bugle .91.9 •30.6 IGi05SB9 Ramtech 0.25 48 1.375 in metal stud head screw ETBF 0.100 IN knurled stank X Mtn. No. 20 gauge X 3.625 in. X 24 4 8 1.5 In. long X 0.25 in. head -170 -56.7 11149-981155M Ramtech 0.3125 4B 1.375 in metal stud diameter pin fastener nur ETBF 0.100 IN kled shank X Mn. No. 20 gauge X 3.625 In. X 16 4 8 1.5 in. long X 0.251n. head -101 -33.7 11149-Wl554d Ramtech 0.312548 1.375 In metal stud diameter pm fastener 1. Allowable Lead is the Ultimate Lead OrliaeO Oy a rector m w-e,r -- 2- HardiePanal Siding compiles with ASTM C1166. Standard Spec160110n for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Ldmal Foot for Panel Shear Watts" � Fastener Spacing Ultimate Allowable Thickness Width Frame Spacing Perimeter Field Loads Load' Report Number TestAgency In. (in.) Frame? a m.) Supports Supports Fastener Typo 6d common 03 201.3 IC-127399 Reattach 0.3125 4B 2X4 wool Hem-Fu 16 6 4 6 4 6d common 69g.8 1688.8 232.8 IP7273-94 0.3125 40 2X4 wpotl Hem-Flr i6 6 6 6tl common 460.0 153.3 IG7274-94 0.3125 4B 2X4 wood Hem-Fu 24 24 4 4 6tl common 637.5 212.5 IG1274-94 0.3125 48 2X4 wend He it 4d, 0.091 in. stlarJr X 02251n. 10868A711475 Rermach 0.3125 48 2X4 wood. SO a 0.36 16 4 8 HD X 1.51n. . shank nail 595.4 198.5 Min. No 8 X 1 in. long X 0.323 inMin. No. 20 gauge X 3.625 in. X 16 8 24 8 6 toad diameter dbhed bugle 990.0 123.8 IC-7057-88 Ramtech 0.25 40 1.375 in metal stud head screw ET3F 0.100 ht knuded stank X Min. No. 20 gauge X 3.625 in. X 16 4 g 1.5 in. long X 0.25 8L head 1227.0 153A 11284-99r1580 Ramtech 0.3125 48 1.375 in metal stud diameter pin fastener ETBF 0.100 in. Imuled shank X MIN No. 20 gauge X 3.625 IN X 24 4 8 1.5 IN long X 025IN head 1080A 132.6 11284.99H590 Ramtech 0.312b 46 1.375 in metal stud tllameler pm fastener 1. All board edges shah be supported by framing. Panels shall be applied with the keg dimension enter pamnel or perpenuicum, 2 The maxim,m belghr-lo4ength ratio for construction in this Table Is 2:1. 3. In Its, steel framed assemblies the allowable load Is based on the average load at 118 inch net deflection. 24121 1 RONALD I.OGAWA ASSOCIATES. INC. 16835 ALLGONQUIN STREET#443 - HUNTINGTON BEACH, CA 92649 714-282-2602 714-847-4595 FAX PROJECT: RIO.2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-8811-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fibercemem siding transverse load capacity (wind bad capacity) is determined via compliance feeling to transverse bed national test standards. Via the transverse bad testing an allowable design bad is determined based on a factor of an" of 3 applied to the ultimate test load. Since the allowable design bad is based on factor of safety of 3, aibwebie design loads on 5bercement siding correlate directly to required design pressures fa Allowable Stress Design, and therefore should be used wain combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Shies 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-IA, Figure 26.5-1B. and Figure 26.5-1C. For this analysis. to calculate the pressures In Tables 3.4. and 5, 11 load combination vAl be in accordance with ASCE 7-10 Section 2.4 combining na imill loads using allowable stress design, toad combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, gp0.00256'K. Kr Kd'V7 "fa. Asce 7-10 sluatisr30 J-9) qx , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka , topographic team Kd , wind directionality factor V , basic And speed (3-second gust MPH) as determined from 120121SC, 2014 FSCI Figures 160M B. or C; ASCE 7-10 Figures 26.5-1A, B. or C Equation 2 V=V,a lot <2v"12IBC 6217f4 FBC, Socrin ifA?.l dofmn:rory V. , Outride design wind speeds (3-second gust MPH) determined from [20121BC. 2014 FBCI Figures 1609A, S. or C; ASCE 7-10 Figures 26.5-11A, e, or C Equation 3, p--q,•(GCp GCe) ¢e!ASCE 7- In wjunion 50, E rj GCe , product of external pressure coefgclent and gus"I'lect factor GC, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine deWnpleasure, substitute q, into Equation 3. Equation 4, p=0=256'K,'Ke'Kd-Vn"(GCc-GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1. load combination 7 Equation 8, O.BD • 0.8W j.T, .ASCF 7-70 sevame 2.+.'. load cMtE[2:iwr 7j D , dead bad W , wind bad To dommurre the Allowable Stress Design Pressure, apply the load factor for W (wind) tram Equation 4 to Is (design amssum) determined from equation 4 Equation 6, Pond = 0.61p) Equation 7, Pad=0.6'(0.00256'K,'Ky'I(e'V,a2'(GCo�)I Equation 7 is used fopopulate Table $ 4, and 5. To determine the attainable um'mate basic wind speed fa Hardie Siding in Table 0, solve Equation 7 for V, , Equation 8, V.-(p„M.6'0.00256'KjKa K,'(GCo-GCe)os Applicable to methods specified in Exceptions 1 through 3 ofW121BC, 2014 FBC] Section 1609.1. 1., to determine the ellowable nominal design wind speed(Vasd) tar He Nis Siding in Table t6 apptyths conversion fommta below, Equation & Va - V„d' (0.6)03 vet 2C121VC 87014 F8C S9rticn :309 3. 1! V;,,e . Nomirei design wind speed (3-seeond gust mph) frof. 20'2IBC e. 2014 FBC Secren 1st 1 Table 2, Coetgtlonts and Constants used In Determining V and p, Kr wen zone s Height (ft) Exp B Exp C Exp D GC GC 0-15 0.7 0.85 1 1.03 11160 1 0.85 1 -1.4 0.18 20 0.7 0.9 1 1.08 1 0.85 1 -lA 0.18 25 0.7 0.94 1.12 1 0.85 -IA 0.18 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 7.01 7.19 1 O.BS -1.4 6.78 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 0.785 1.065 1245 1 0.85 -1.4 0.18 50 OA7 1.09 137 1 0.85 :1.4 0.18 55 0.83 1.11 1:9 1 0.85 -1.4 0.18 60 0 85 1.13 1.31 1 0.85 -1.4 0.18 toll 1 0.99 1.26 1.43 b60 1 0.85 -7.8 0.18 V 24121 y�,.. STATE ;OF 1 Al pPi '! tiny;;; . O RI Cif FRE lU 11EC11`�o RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.00m .. _. _ _ ____...,_..,__..-..-. v......... mm.,. tie Redaf.A atvad... Wind Speeds • Wind Exposure Category B, iaoroa,wwweumvumwuva,8,.-....,,,n..,.=..--••__..�_...a,___,.._, ___, _., t40 150 160 170 180 190 200 210 Winds 3semld ust) 100 105 110 115 120 130 B B B B B HagM lft) B B B -17.5 B -19.1 B -20.8 8. -24.4 B •28.3 B -32.5 B 37.0 -01.7 -08.8 b2.i b7.8 -63.7 0-15 20 1 -14.4 -14.4 -15.9 -15.9 -t7.5 •19.1 -20.8 -24A -28.3 -32.6 37.0 -0t7 -0fi.8 •52.1 -57.8 33.7 25 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 37.0 -07.7 -06.8 -52.7 -57.8 4i3.7 30 -14.4 -t5.9 -17.5 -19.1 -20.8 . -24.4 -20.3 32.5 -37.0 -01.7 -06.8 -52.1 -57.8 433.7 35 -15.1 -16.6 -10.2 -19.9 -21.7 -25A -29.5 -33.9 38.6 40 -15.7 -17.3 -19.0 -20.7 -22.8 -26.5 -30.7 -35.3 -00.1 -05.3 -50.8 -58.6 32.7 -69.1 45 -16.2 -17.9 -19.8 -27.4 -23.3 -27.4 -31.7 -36.4 41.5 -46.8 -52.5 -68.5 -fi4.6 -it 4 50 -16 -18.4 -20.2 -?2.1 -24.1 -28.2 -32.7 -37.8 -02.8 55 .7 A7.1 -18.9 -20.7 -226 -24.7 -28.9 33.6 -385 43.8 -09.5 -55.5 -61.8 fi8S -755 -28. - - _....-.._.__.._...-__..__.___-----w'..aai...,dr.&MP.essuras(PSR to be Resisted at Vertuus VWnd Speeds- Wind Expmure Category C, Wind Speed "a usl t00 t)5 170 115 120 130 140 150 180 170 180 190 200 2W Heigh (ft) C C C C C C C C C C -19.3 T 35 -49SO . T .3 -.2 226 -20.5 b3.7 . 81. 9-07.5 7214 -23.5 -26.8 -27. 380 43.6 b6.0 -8.8 -70.0 -77.6 -85. 30 -20.2 -22.3 -24.5 -26.7 19.1 -34.2 739.6 79.5 751.0 -5114 -65.5 .7 .0 30.9 392 35 .20.8 -23.0 -25.2 •27.6 -30.0 .35.2 -00.0 -06.9 b3.3 b0.2 .5 -75.2 33.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 30.9 -36.3 -02.0 -08.3 -54.9 b20 -69.5 -77.4 -8" -94.8 45 •22.0 -24.2 -28.6 -29.t 31.8 -37.1 -03.1 -09.4 -56.2 -83.5 -712 -79.3 -87.9 -96.9 50 -22.5 -24.8 -27.2 -29.7 32.4 -3B.0 -04.i -50.6 -57.6 -65.0 -72A -91.2 -89.9 -992 55 7229 -25.2 -27.7 -30.3 33.0 -38.7 -44.9 -51.5 -58.6 362 -74.2 32.7 -91.6 -101.0 gp -23.3 -2 .7 - .B -33.fi 39.4 -0 . -5 . - .7 -67. -75.5 -84.7 -93. -i 100 - -32.6 -3b, 39.4 43.1 -00.9 -55.0 b3. -73.3 33.4 -94.1 -105.5 -117.6 -730.3 -t43.8 ..., o.,.i.•.a .r v..r�,,. Wing Sounds -Wind Fsvasure Cate9ory D, 140 150 160 170 180 190 200 210 Wind S 3s pond usl 100 105 110 115 120 130 D D D D D Hei9M (ft 0 D -7J.4 D -25.7 D -28.1 D 30.6 D 35.9 D 47.6 D -07.8 D b4.4 4ii.4 438.8 -76.7 -85.0 0-15 20 •27.2 -72.3 -24.6 -27.0 - .5 32.1 7.7 -03.7 -50.7 -57. .4 -7 .2 -BD. 9.1 -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 43.4 -92.4 -101.9 30 • 33.9 -26.4 -29.0 31.8 -34.5 40.4 4fi.9 -53.8 -61.3 -77.5 -BB.4 -95.7 -105.5 35 -24.6 -27.1 -29.7 325 -35.3 -01.5 -08.1 -552 -828 -70.9 -709 -79.5 38.8 -98.2. -10&3 •277 30.5 .W-3 36.2 -02.5 49.3 -bfi.8 34.4 -72.7 -81.5 -90.9 -100.7 -1tt.0 40 45 -262 -25.7 -28.3 - 1.1 - .0 37.0 -03.4 -50.3 -57.8 -65.7 _74.2 -832 -92.7 -1027 -113.3 50 -26.2 -28.9 -31.7 34.6 37.7 :44.3 -51.3 -58.9 4a7.i _75.7 34.9 •84.6 -104.8 -115.5 55 -26.6 -29.3 -322 352 -38.3 -05.0 . 2.2 -59.9 -68.1 -76.9 36.2 •96.1 _'0&4 -717.4 -00.6 -04.7 -08.9 -53.2 412.5 -72.5 33.2 -94.6 1 -106.8 -119.8 -133.4 -147.9 -183.0 100 -37.0 Tables 3.4. and 5 are based on ASCE 7-10 and c0aSI$ eM with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code 5 a w 2 S w a a EL a $ Wm t u c N y Of +d W W m W m Cf ?Rk 1 W � qAq tea+® ry G G 10N0 � N P W A W � A fl S Nx 2 2 2 -r1 m 4 C N GTi N W ro O N j O N O N O N O N O O e N O N O •ll O� O o 0 UI O N O N O UNi O N 0 O N O N O N O N O N m+ S 6 O fT O W O O N N N Ta IO m my(Jn>>pp'a 'n m'm 'm 'm .IYVW mmmm y411J fJ0APJWY V.N++arNO I.Ni i'iu �'iwuum'v .'.:I N :Im W N W W mmw6:, rp W N A N V+A N Nytl�q AMJ m ON q+mn A YO +W P V1 V bNNNN W W 10+1J [I1 W+ +� Itl W W W f0N> NJ tl1P m O A W +PY r+ • ONLOI WW+AA LA ¢ �M „�{ tp ATj�� 41 O�O $$ L� p$ iS N V A mWWbWmmWb+b��+++'f ID0 NWAWW�A + N 41 P W Y NNNO b+ + A WJm1��bbWWlp NAWWW�ooNNAypAp�(]�((n� NOOt�b+++++NNNNW Ci �SL ��GI w� N V WWmWWWWWWWWCGpp o' ++JW m qqW W�Ipp ��ppb+�yP�PP��yyW�jAAA ppGGOOCC++++� O p�w S pdO a Oq Oq O O O O O O O pip O O O O O O O O �Op m O Om O O p O O O Om m O O OO O ,\O1 O O O O �O�pp �O�pp G q N q W m W r :.1 Y m V 9 tWT W+ i W pI r V V m m W m 6� �'8=��mPr �'w 2N$+�gn�� MGM ��8�'&$'o°��w��.8�83��'o��i'o :3 {� •J N p py N q i N N y N� QQ LI m ` � j i$Y i� yl� J y N N p OI p(� N m V �+ IS V yi 13 W A p N W fpu W i b Y N N m W N m W fyT✓ i .p �� N m W N m W � fp y� N m O+i W O � K%:'si N a 91 po qo qm o6 qo (off mo mo m0 m0 m0 0 N m0 Nn m0 m0 WA 0 y0y g q0q mo N P1r m0 0 �li Pli. o po g N me m mo mo Y1 1T mom o W omm qoq W N Ili Wo o N In pop o mpm N oqq o N N o o g mom qoq N m mom omm m N cp mem g 111 o m mom o V1 o o N 0 m0m g N m0m W0m N W 0 g //OFFA �—''�� / W N W m U. [li N P m N N [Ri m o p o 0 0 0 o p o p o 0 0 0 0 0 o c o 0 0 0 o a o o c o p o o p o 0 0 0 0 0 0 0 p 0 0 0 o p o +m 0 0 m 'm 0 0 'm 0 w F O9 Y;aCr,� n RONALD 1. OGAWA ASSOCIATES, INC. - 16M ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-947.4595 FAX PROJECT: RIO.2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. I-BBS- 42-7343 info@]ameshardle.com `0 p111\VIIIIIIU pggi ' 20121BC. 2014 FBC 20121BG 2014 FBC _ 24121 _ Allowable, Ultimate Allowable. Nominal •,. �. Design Y&W. Speed. Design WhM,Speed • �•. -'- - ..STATE7Q� Va'- V.�. - - ;OF. -,,: 3-second gust in (3-secoM gust mph) ;��- Applicable m methods (2012ISI Applicable to maN�a - st• LCo p tin specifiedin Exception1 ' �ji,'rU1Edt1y"`1a1V�,• Seollon Se-FSCI Obi 1609.1.1. as detemMsd b1 2014 FBCI Section (2012 MD. 2014 Figures 1609A. B, or C. 1609.1.1. Coealcfe w used fn Tabb6 oetculailene ter Vm Wmtl a sun: C D Wnd exposure B tat C D Sd K Product Width Fastener Fastener Frame Stud Building Allowable Product Thickness (inches) Type Spacing Type Spacing Heights' B Load K. GCm 0Cr des) (inches) (fee) (PSF) flm a Fxy C Exp Dih�.SWOI 0-15 198 180 163 153 139 126 -58,6 0.7 0.85 1,03 0.85 -7.4 0.18 Ob5 -7.4 0.78 20 198 175 159 153 135 123 -566 0.7 0.9 1.08 2b 198 171 157 153 732 121 -5fi.fi 0.] 0.84 1.12 0.ffi -1.4 0.18 Min. No 8 X in. No 8long Min. too. 30 198 167 154 153 130 119 S6b 0.7 0.98 lee o.as -1.4 0.18 1 X 0.323 in 20 gauge 35 194 165 152 750 128 lie -56.6 0.73 1.01 1A9 0.85 -1A 0.18 head 6 X3.825 in. X 18 40 190 162 160 147 126 116 -seta 0.]6 to4 722 0.ffi -1A o.ta HardlePane� 114 48 diameter 1.3751n 45 187 161 148 145 124 116 -56.6 0.7ffi 1.065 1245 0.0 -IA 0.18 50 184 159 147 143 123 114 -56A a.81 1.09 X 0.85 -1.4 0.18 ribbed metal 55 182 157 146 141 122 113 -56.6 O.B3 777 129 0.85 -7,4 0.18 bugle head stud 60 160 156 146 139 121 112 56.6 0.85 1.13 1.31 0.85 4.4 0.18 SMW1 700 149 132 124 115 102 Se -sa,6 ON 126 743 0.85 -1.8 0.18 0-15 t46 132 120 113 102 93 -30b 0.7 0.85 1.03 1�0 1 am -1.4 0,18 1 0.85 -1.4 0.18 20 146 128 117 113 99 91 -30.6 OJ 0.9 1.08 25 146 126 115 113 97 89 d0-6 0,7 0.94 1.12 1 0.85 0.18 Min. No 8 MI11. No, 30 148 123 113 113 95 88 aO,B 0.7 (Lee 1,16 t 0.ffi 4.4 dA 0.18 t be. long X 20 gauge 35 143 121 112 110 94 86 -30.6 073 1b1 1.19 t 0.ffi -74 0.18 0.3231n X3.825 40 740 119 7f0 108 93 85 -30s o.7s t0a 722 1 o.es -1.4 ale Ire3I 6 in. 24 45 137 118 109 106 91 85 -M.6 0.185 1,oes 1.245 1 0.85 4.4 OAS HardiaPaneM 1/4 48 diameter ribbed 1.375 in meal 50 135 717 108 105 90 eta -30.6 0.81 L09 7.27 7 0.85 71.4 0.78 65 134 116 107 104 90 83 -30.6 0.83 1.11 1.29 1 0.85 4A 0.18 bugle head stud 60 132 115 106 102 89 82 J0.6 0.ffi 1.13 1.31 1 O.ffi .1.4 0.18 sueW1 100 t09 97 91 85 75 70 -30.fi 0.99 126 1.43 1a60 1 0.0 .1.8 0.18 0-15 198 180 163 153 139 127 -56.7 0.7 0.65 1103 '60 1 0.85 -74 0.18 ET&F t 0.05 -tA 0./8. TO 198 175 160 153 135 124 4b,7 0.7 0.9 1.08 25 198 171 157 153 132 121 -%1 0.7 0.94 1.12 1 0.85 -1.4 0.18' 0,100 in. Min. No. 30 198 167 154 153 130 119 -56.7 0.7 0.98 1.16 1 Ob5 4I 1 knurled 2g gauge 35 194 165 152 150 728 118 -56.7 0.73 1.ot t19. 1 0.85 0.18 shankX X3.625 40 187 163 150 145 126 115 -%.7 122 1 4A 0.85 -1.4 0.16 1.5 M. long 4 edge X 76 HerdiePaneYel SM6 48 Xhea in. BHeld 3 45 187 161 149 145P22 115 4ifi.7 .78 0785 .@6 1.Ofi5 7.245 1 0.ffi -1.4 0.18 Matl 1.375 N mew 50 184 159 147 143 114 -56.1 0.81 t.0e t.2] 1 0b5 -fA 0.18 55 182 157 146 141 113 -56.7 0.83 1.11 1.29 1 -IA 0.18 diameter stud 180 158 t45 139 112 56.7 0.85 L73 1.31 1 -1.4 0.18 pin fig fastener 100 149 732 124 115 96 -56] D.99 t26 t.43 1v60 1 -t.e me 0-15 153 139 126 11 9B -33.7 0.7 0.ffi 1.03 hem 1 -1.a 0.18 ET&F20 1 -1.4 0.18 153 135 123 118 95 -33.7 0.7 0.9 1.08 25 153 132 121 118 94 -33.] 0.7 094 1.12 1 .1.4 0.18 0.100 in. Min. No. 30 153 129 119 118 92 -93.7 0.7 0.98 tt6 1 -1.4 0.18 I knurled 2g gauge 35 150 127 117 116 91 -33.7 0.73 t07 1.19 1 4.4 0.18 shank % X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 t.22 1 -7.4 0.1 1.5 b. long 4 edge 24 HansePane� 6116 48 X D.25 in. Bfield In. X 45 144 124 115 112 98 89 -33..7 0.785 1.065 1245 t -tA 0.18 head 13751n 50 142 122 113 110 95 88 W7 0.81 1.09 127 7 '•7.4 0.18 diameter metal stud 55 740 t21 173 t09 94 87 •33.1 0.83 1.11 129 i -1.6 0.18 60 139 120 112 107 93 87 -33.7 OS5 1.13 7.31 1 -1.4 0.18 pin f8aFe9e� too 115 102 95 89 79 74 -33.7 0.89 126 1.43 I ffl 1 -1.8 0.18 1 c,.e,.T Shea r ..tfate the metal framirm at least three fu0 threads. 2. Kmuled shank pins shall penetrate the metal framing at least 1/4Inch. 3. Building height= maan mof height (in feet) of a building, except that eave height shelf be used for roof angle O less than or equal to 1W (2-12 roof slope). 4. We= the ultimate design wind speed (3second gust mph) as determined by 1201216C, 2014 FBC] Figures 1e09A. 16099, Or 1609C: ASCE 7-10 Figures 26.5-1A, 28.5-1B, or 26.5-1C. 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,1609E and 1609C are ultimata design wind speeds. VuIL and shag be converted in accordance with 12012 IBC, 2014 FBC] Section 1609.3. to nominal design wind speeds. Vesd, when the provisions of the standards referenced In 12012 IBC, 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed Is permitted. 8. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Pan 1 and Pali 3: 151=1, Kd=0.85, GCp 1.4 (hs60), GCp=-1.8 (IP60), GCF=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested-