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Home My WebLink AboutENGINEERING EVALUATION REPORT" -, c� PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND - FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC FILE COPY JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 SCiAntN`Q BY St. Lucie County TABLE OF CONTENTS PAGE COVER PAGE I EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE I B, 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 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 714-847-4595 FAX ✓. RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-547-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 irdo@jameshardie.cem EVALUATION SUBJECT HardiaPanel® Siding James Hardie Product Trade Names covered in this evaluation: HaidiePanelO Siding, Cempanel@ Siding, PrevailTM Panel Siding EVALUATION SCOPE: ASCE7-10 2017 Florida Budding Code 2015 International Budding Code® EVALUATION PURPOSE This analysis is to determine the mmdmum design asecond gust wind speed to be resisted by an assembly of HardePanel (Cempanel, Proved Panel) siding fastened in mod or meal framing with naps or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Maledal properties HardiePanel Siding 2. Ramtech Laboratories Report IC-127694 (ASTM EMU) Transverse Load Test. 5/16° TNrk by 48 inch wide HardiePanel Siding Installed on 2X4 Hem -Fir mod studs spaced at 16 Inches on center m h a 6d common galvanized nad 3. Ramtech Laboratories Report IG1271-94 (ASTM EMU) Transverse Load Test. 5116" Thick by 48 inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized red 4. Ramtech Laboralodes, Inc. Report 10868-97/1475 (ASTM EMU) Transverse Load Test, 511T Thick by 48 inch wide Hardieleanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on ceeerveh a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag 5. Ramtech Laboratories, Report IC.1054419 (ASTM E330) Transverse Load Test 114• Thick by 48 inch vdde HaeiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on career with a No 8 X 1 in, long X 0.323 in head diameter ribbed bugle head screw S. Ramtech Laboratories, Report ICA 05MS (ASTM EMU) Transverse Load Test, 114H Thick by 48 inch wide HarrfiePanel Siding Installed on 20gauge Metal studs spaced at 24 inches on center vrith a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Rannoch Laboratories, Report 11149-98/1554d (ASTM EMU) Transverse Load Test 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 Inches on center with a ETBF 0.100 in. knurled shank X 1.5 in. long X0.25In. head diameter pin fastener & Ramtech Laboratories Report 16127394 (ASTM E72) Racking Shear Test 511V Thick by 48 inch vale HardiePanel Siding installed on 2X4 HemFir mod studs spaced at 16 inches on centerwith a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test 5/16-Thick by 48 inch wide HardiePanel Siding insfaffed on 2X4 Hem -Fir mod studs spaced at 24 inches on career with a fill common gahan¢ed nail 10. Ramtech Laboratmi S, Inc Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5/16• Thick by48 inch wide HaMiePanel Siding instated on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on centerwgh a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 Inch long ring shank nag 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Sheer Test 5/16• Thick by 48 inch wide HardtePanel Siding installed on 2X4 Hem -Fir mod studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head suety 12 Ramfech Laboratories Report 11284-9911580 (ASTM E72) Racking Shear Test 5/16" Thick by 48 inch vnde HardiePanel Siding installed on 2X4 Hem-Fi-mad stutls spaced at 16 and 24 Inches on center with a ETBF 0.100 in. knuded shank X 1.5 in. long X 0.25 in. head diameter pin fastener cnN OGAWq q fl STATE OF i =��c FCORIOP ' 6c, JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infoQameshardie.com TEST RESULTS: Table 1a. Results of Transverse Load Testing RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener Spacing - PgowaMe Frame Ultimate Design Thickness Width Spacing Pedometer Real Load Load' Report Number Test Agency (in.) (in.) FamaT a (in.) Supports Supports Fastener Type (PSF) (PSF) IC-127(-94 Randech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common -149 49.7 IG1270-94 Ramtech 0.3125 48 2X4wood Hem -Fir 16 4 4 6d common -236 -73.7 IC-1271-94 Ra".6 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common -94 J7.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common -143 47.7 1086&97/1475 Rarmach 0.3125 48 2X4 wood, SG a 0.36 16 4 8 4d, 0.Wl In. shank X 0225 in. SO -30.0 HD X 1.5 in. Fong mg shank nail IG1054-89 Remtetli 0.25 Mn. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in 48 1.375 in metal said 16 6 6 head diameter ribbed bugle -169.9 -56.6 head screw IG1055-89 Ramtech Min. No. 20 gauge X 3.625 in. X Mr. No 8 X 1 in. long X 0.323 in 0.25 48 1.375 m metal said Z4 6 6 head diameter ribbed bugle -91.9 410.6 head scram, Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149.98/1554d RarMech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head -170 -56.7 diameter pin fastener 11149-98/1554d Rannoch 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head -101 -33.7 1.375 in metal stud diameter pin fastener uy a Faaar ni aarew ai,. 2. HardiePanel Siting complies with ASTM Cl186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls 1.2 Fastener Spacing n) 1 NI b rd tl Frame Ultimate Affa bl. Thickness Width Spacing Perimeter Feld Load Load' Report Number Test Agency (in.) (in) Fame Type (lo.) Supports Supports Fastener Type (plf) IC-1273-94 Ramtech 0,3125 48 2X4 wood Hem -Fir 16 6 6 Sit common 603.8 2013 IC-1273-94 Ramterh 0,3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IG7274-94 Ramlech 0.3125 48 2X4 wood Hem -Fr 24 6 6 64 common 4(i 153.3 IG1274-94 Ramlecli 0.3125 48 2X4 woad Hem-Flr 24 4 4 W cammon 637.5 212.5 10868-97/1475 Ramtach 0.3125 48 2X4 wood, SG a 0.36 16 4 B 4d, 0.091 in. shaddc X 0.225 in. r�B5.4 198.5 HD X 1.5 in. long ring shank doll IG7057439 Ramtech 0.25 48 Mn. No. 20 gauge X 3.625 in. X Mn. No 8 X 1 in. long X 0.323 in 1.375 in metal said 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Mo. No. 20 gauge X 3.625 in. X ET&F 0.100 in. krmded shank X 1128499H580 Ramterh 0.3125 48 1.375 in metal said 16 4 8 1.5 in. long X 0.25 in. head 1227.0 10.4 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ETSF 0.100 in. knurled shank X 11284-99/1580 Ramtetll 0.3125 48 1.375 in metal surd 24 4 B 1.5 in. long X 0.25 in. head 1060.0 132.5 diameter pin fastener oa a gas as be supportetl by framing. Panels shall be applied with the long dimension either paa8el or perperMiadar to r ' 2. The m"mum height-to4ength ratio for construction in this Table is 2:1. 3. In the steel framed assemblies the a8av2ble load is based on the immge load at 118 inch net deflection. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88&542-7343 info(@iameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load rapacity) is determined via compliance testing to transverse load national test standards. Via the transverse lead testing an allowable design lead is determined based on a factor of safetyoi3 applied to the ultimate test load. Since the allamble design load is based on fac orof safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for -Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASO). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design leads forfiber-cement siding are aligned vriN the wind speed requirements M ASCE 7- 10 Figure 26.6-1A, Figure 26.5-16, and Figure 26.5-1C. For this analysis, to co cufate the pressures in Tables 3.4. and 5, the lead combination will be in accordance with ASCE 7-10 Section 2A combining nominal leads using allowable stressdesgn, load combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure. Equation 1, %=0.0025VK,%'Ka`Vv (ref. ASCE 7-10 equation 30.3-i) q, , velocity pressure m height z K, , v0ocitypressure exposure coeficient evaluated at heightz Ka , topographic factor Ka , wind dvectionalityfadar V , basic wind speed (&second gust MPH) as determined from [20151BC, 2017 FBC] Figures 1609.3(1). (2). or (3); ASCE 7-10 Figures 26.5.1A B. or C Equation 2, V-V. (mf 2015IBC & 2017 FBC Section 1602.1 de initans) V,a , ultimate design wind speeds (bsecoad gust MPH) determined from (20151BC. 2017 FBC] Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5-1A B, or C Equation 3, p=V(GC, GCp) (ref. ASCE 7-10 equation 30.6-1) GCr , product of eztemal pressure coefficient and gust -effect factor GC, , product of internal pressure coefident and gust -effect factor p . design pressure (PSF) for siding (allowable desgn bad for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K'KZ Kd-V4 r(GC,-GCp) _ Allowable Stress Design, ASCE 7-10 Section 2.4.1, loadcombinab'on7 Equation 5, 0.613+0.6W (mf. ASCE 7-10 section 2.4. 1, load combination 71 D , dead load W ,wind lead To determine the Allowable Stress Design Pressure, apply the load tadorforW (wind) have Equation 4 to p (design pressum) defennined have equation 4 Equa0on6, p�=0.6`[p] Equation 7, P.d= 0.6.10.00256•K,•K.*K(V.4(GC,-GCp)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation 8, . V.=(pga/0.6.0.00256•K,9Cy9(a•(GCe-GCp))os Applicable to methods specified in Exceptions 1 through 3 of 12015 /BC, 2017 FBCj Section 1609. 1. i.. to determfae the allowable nominal design wind speed (Vaso) for Hardie Siring in Table 6, apply the conversion formula below, Equation 9, V. = V,a • (0.6f5 (ref 2015 IBC & 2017 FBC Swoon 1609.3. 1) V=,a, Nominal design vend speed(&second gust mph) (ref. 20151BC& 2017 FBC Sectoq Table 2, Coefficients and Constants used in Determining V and p, K, MU Zone s Height (it) Et¢ B Elm C Exp D Ka Ka GC GC - 0-16 0.7 0.85 1.03 1460 1 0.85 -lA 0.18 20 0.7 0.9 1.08 1 0.85 AA 0.18 25 0.7 0.94 IA2 1 0.85 -lA 0.18 30 0.7 0.98 1.16 1 0.85 AA 0.18 35 0.73 1.01 1.19 1 0.85 -lA 0.18 40 0.75 1.04 1.22 1 0.65 -L4 0.18 45 0.785 1.065 1.245 1 0.85 -7.4 0.18 50 0.81 1.09 1.27 1 0.85 -1A 0.18 55 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 0.a5 1.13 1.31 7 0.85 -1.4 0.18 100 0.99 126 1A3 tp60 1 0.85 -1.3 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-B474595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed 3-second gust) too 105 110 115 120 130 140 150 160 170 90 200 210 Height (8) B B B B B B B B B B B B B 0-15 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 J7.0 41.7 2.1 -57.8 -63.7 20 -14A -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 57.0 41.7 -52.1 -67.8 -63.7 25 -14A -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 52.1 -S7.8 53.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 -52.1 -57.8 53.735 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 418.6 43.5 Im -54.4 -6(1.2 416A4D -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 -35.3 40.1 45.3 -56.6 -62.7 -69.145 -16.2 -17.9 -19.6 -21.4 -23.3 -27.4 -31.7 -36A 41.5 46.8 -58.5 54.8 -71A50 -16.7 -184 -20.2 -22.1 -24.1 -28.2 52.] 57.6 42.8 48.3 -60.3 -66.8 -73.755 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 -38.5 43.8 495 -61.8 -68.5 -75.56019.3 -21.2 -ZL2 - 2 -29.6 J A 49. .9 0.-6 .100 -25.6 -26.2 -3t.0 33.8 -36.9 43.3 502 -576 55S -74.0 -92.4 -102.4 -112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-second gust) 1D0 105 110 115 120 130 140 150 160 170 180 19D 200 210 Height(8) C C C C C i C C C C C C C C C 0.15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -3 A -39.5 44.9 -50.7 56.8 -63.3 -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31A -36.4 41.8 47.5 5 3 -60.2 -67.0 -74.3 51.9 ' 25 -19.4 -21.4 -23.5 .25.6 -27.9 -32.8 -38.0 43.6 49.6 -56.0 -62.8 -70.0 -77.6 55.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -342 -39.6 45.5 -51.8 58.4 -65.5 -73.0 -80.9 A92 35 -20.8 .23.0 -25.2 -27.6 -30.0 -352 40.8 46.9 -53.3 4i0.2 57.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28A -30.9 -36.3 42.0 48.3 54.9 -62.0 59.5 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 -29.1 431.6 J7.1 43.1 49.4 56.2 53.5 -71.2 -79.3 -87.9 -96.9 50 -22.5 -24.8 -27.2 .29.7 412A 438.0 44.1 -50.6 -57.6 - -65.0 -72.9 -81.2 -89.9 -992 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 44.9 -51.5 -58.6 56.2 -74.2 -82.7 -91.6 -101.0 60 - 3.3 -2 .T -28I -30.8 3 .6 -39. - 2.4 -6 .4 - .1 -932 -102.8 100 -32.6 -35.9 -39A 43.1 46.9 -55.0 53.8 -73.3 53.4 -94.1 -105.5 -11 ].fi -130.3 -143.6 Table 5, Allowable Stress Design -Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3-second gus0 100 105 111) 115 120 130 140 15D 180 170 1 180 190 200 210 Heigh (it) D D D D D D 0 D D D D D D D 0-15 -21.2 -23.4 -25.7 48.1 J0.6 J5.9 41.6 47.8 -54A -61.4 -68.8 -76Y 55.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32:1 417.7 43.7 -50.1 -57.0 -64A -72.2 -BOA -89.1 -98.2 25 -23.1 -25.5 -28.0 430.6 - 1.3 -39.0 45.3 52.0 -59.1 -66.8, -74.9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 40.4. 45.9 53.8 41.3 -592 -77.5 -86A -95.7 -105.5 35 -24.5 -27A -29.7 -32.5 -35.3 41.5 48.1 -552 42.8 -70.9 -79.5 -88.6 -982 .108.3 40 -25.2 -27.7 -30.5 �1.3 -36.2 42.5 49.3 -55.6 -64A -72.7 -81.5 -90.9 -100.7 -111.0 45 -25.7 -28.3 -31.1 -34.0 -37.0 43A 50.3 -57.8 -65.7 -742 -83.2 -92Y -102.7 -113.3 50 -26.2 -28.9 -31.7 44.6 -37.7 443 51.3 -58.9 -67.1 -75.7 - 1.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32.2 4352 -38.3 45.0 -522 -59.9 -68.1 -76.9 486.2 -96.1 -106A -117.4 60 -2 .0 -29.6 d2. .7 -38.9 3.0 50.8 -69.2 - 8.1 -8].6 -9 . -1 08.1 -1 9.2 100 -37.0 40.8 4 3 48.9 -53.2 -62.5 -72.5 532 -94.6 -106.8 -119.8 -133.4 -147.9 -163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent WIh the 2DI5 IBC, 2015 IRC and the 2017 Florida Building Code k ; # ■ ! § l;:N|» ƒ � � � � � � � ■ /§§ k ()m \ / i k � R!20a ! 2. ! i!§! 2 w®| \\ i �= 5 ! /��w~• »x� � : �)\\ + A m oNaJ w S ++ W P: �. � J mm W �w�n�3m + � •a te ++ NN U UUPU +++ UJJ W Cl yG< cn ��JJ O NAU NUNN�Jw tUJNJ N I UUJU- +N WNd H N0JN NNJ+NO "ho 53� N w.m6C0 ji r N6 V`�'6 fOs 3 'O V T N WLI YOU JfO+NWANNJNONAJOW� 4 � 1 ONwNJDAN yy A N>JIUO� ' •Q +.+i m g�Y YI � O b00++�++ J rDONA000Wg1 N�WD AyPANy�+4i+.� +fiUJ041 fJW OROO N UN00WW WwUwiAaJ�NWNW t0 � a << O101�fml �DONR NIi NW bOO O+W RN Y10N �p � 151A�'m �AII:� V JN�d Y ONI ONN iI N+NLI...ONUS � j%O O�NQZ O .Mg S Y4 PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS - PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1A, RESULTS OF TRANSVERSE LOADTESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 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 714-847-4595 FAX A RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 (1)714-292-2602;(F)71"47-4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePane* Siding James Handle Product Trade Name. covered in this evalwAlow. HerdielsweIG Siding, Cempaneas Siding, PrevailTM Panel Sidifg EVALUATION SCOPE: ASCE 7-10 2017 Raise Building Code 2015International Building Code 20151ntem.tonal Residential Code JAMES HARDIE BUILDING PRODUCTS, INC. 1-068-W-7343 info@jameshard'e.com EVALUATION PURPOSE: This analysis is to detemgne me marimum design 8-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to mod fumngs on eiNerwood or metal frarmng with nails or screws. REFERENCE REPORTS: 1. Intertek Report 102024353CO"OIA, Transverse load lest on HarfiePanel. TEST RESULTS: Table Ia. Results of Transverse Load Testing Frame Fastener U16mate Allowable Test Thi&ness Wdth Spacing Spacing Fastener Type Load Design Load Report Number Agency (in.) (in.) Framer e' m. m.) and Dimensions SF) (PSF) Failure Mode 102024363C00-001A Intertek 0.3125 48 2X4 most soul, 34'thirlt by 16 6 No. a X 125' long X 032T HD _160.] 53.6 pull Waugh rtrecture 3.5'Wde SPF tuning robed bugle head screws 1Wg 4363COW(11A Inemak 0.3125 46 2X4 mod shag 3i4'lhi& by 16 8 No. 8 X 1.2S long X C323 HD _131.4 d3.B pull through 3.5'wlde SPF furring fibbed bugle head screws 102024363COOA0IA Intertek 0.3125 48 2X4 wood stud, 3M'thick by 16 12 N. 8 X 1.29 long X 0.323-HD 106.1 .35.4 pull Nrough 3.5- wide SPF furring diced! bugle head screws 102024383COD-001A Intertek 0.3125 48 2X4 wood stud, 3/4- thick by 16 6 0.0917 honk X 0216' HD z 1.5' -147.6 <9.2 pug through Rmcture 3.5'vntle SPF forting longring shank nail 711=�COQ-001A 102024363C00-O01A Intertek 0.3125 48 2X4 mod shad, 3/ Welt by 24 a No. 8 X 1.25' long X 0.323'HD -027 276 pull through Amcture 3.5' wide SPF tuning fibbed bugle head sonsus I. At fasteners were installed an tuning vnmom penetration moo metremmg members. 2. Allowable load Is detemuned from ultimate load divided by a factor of safety of 3. 3. HandiePanel Siding complies with ASTM C1186. Standard Sped afgn forGmde fl, Type A Ncn1imbesics Fiber -Cement Flat Sh"ist Table lb. Analysis of Allowable Load for 08 Screwat IV O.C. #B Screws do FastenerSpacingin. 6 12 10 Framespacingin. 16 16 16 Fastener Tribute area R' 0.89 1.33 1.11 Allowable load 33.8 35.4 38.8 Individual fastener load b. 38.9 47.2 43.1 The fastener load forts screw at IV O.C. was ealcuiated as Me average dMe test results far 8' and 12' O.C. The allowable load for screw at the spacing of 1W O.C. Into fuming can be calculated by imerpelating the results of same fastenerw r and 12' D.C. since bam tests had same failure mode of fastener pull through from me panels As shown In the labia, me ailawable load fare stews installed at 10- O.C. to wood tuning is 38.8 psf. Justification of Using the Results on Light Gauge Steel Flaming In Me subject configurations, all fasteners were attached to naming only, so whether the Tuning is s lached to wood or steel haling does not effect panels' bansverse lead capacity. It's the project engineer's responsibilityto ensure the forting attachment and framing mem o= to have suRdem load capacities. RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET41<43 HUNTINGTON BEACH, CA 92649 (T) 714-292-2602; (F) 714-847-4595 PROJECT. RIO-2689A7 JAMES HARDIE BUILDING PRODUCTS, INC. "88-542-7343 infogameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load natonal test standards. Via the transverse load testing an allowable design load is determined based on afactor of safety of 3 applied to Me ultimata test load. Equation 1, q,=0.002569Vi"'V fief. ASCE 7-10 equation 30.3-1) q, . velocity Pressure at height z Kr , velocity pressure exposure coefficient evaluated at height z Ka, topograpidcfactor Equation 2, Ka,wtnd dim donAityfador V. basicwindspeed(3 econd Bust MPH) as deterMnedfrom20151BC Figures 1611(2).aria); ASCE7-10 Figures26.5-1q B, or V=V,a (ref 20151BC Section 1602.1 definitions) V,a , ulbmate design wind speeds (3-second gust MPH) delemuned from 20151BC Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.&IA, B, or C Equation 3, p V(GCrGCy) fief. ASCE 7-10 equation 30.61) GCv , pm lud of external pressure coefAdenl and gusbe8ed factor GCq , product of internal pressure coaffident and gust -effect factor p , design pressure (PSF) for siding (allowable design load for siding) To determine desgn pressure, subatdute q� tole Equatsn 3, Equation 4, p-0.00256'K(',VKaWa'(GCp-GCwJ Allowable Stress Design, ASCE 7-10 Season 2.4, 1, load cOmDirlatron7 Equation 5, 0.6D-6.8W (ref. ASCET-10 section 2.4. 1, load aomNnason 7) 0, dead load W , wind load To determine the Allowable Stress Design Pressure, apply the horn Equation 4 to p (design pressure) deternloW hom equation 4 Equation e, p.=0.6'(p) Equation7, p,,=0.6'[0,002W['.'Kn'I(aW.2'(GC,-GCy)I Equation 7is used to populate Table 3, 4, and 5. To determine the allowable ultimate bass wind speed for Hardie Siding m Table 6, solve Equation 7 for V,a, Equation 8, V,a=(p_10.6'0.00256'K:Ka'W'(GCv-GCpaf' APplsable to methods specified in Eacepaons 1 through 3 of W15 IBC Section 1609. 1. 1., to determine the allowable nomsal design wind speed (Vasa) for Hardie Siding in Table 6, apply the conversion formula babw, Equation 9, V� = V. (0.6)os [ref. 20151BC Section fW9,3,1) Vw , Nominal design wind speed (bsemnd gust mph) [ref. 20151BC Section 1602.1) pGAWA 0 IJ RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 M 714-292-2602; (F) 714-847-4595 PROJECT. RIO-2689.17 Table 2, Coefficients and Constants used In Determining V and P. K I WaII2.5 Helghl (0) - EMS I ExP C..I E¢ D _Rn. Ye Gr, D 0.15 0.7 1 0.85 1 1.03 hose 1 0.85 -1.4 0.18 20 0.7 0.9 1 1.08 1 0.85 -1.4 OAS 25 0.7 0.94 1.12 1 0.85 AA 0.18 30 0.7 16 1 0.85 -1.4 0.18 35 0.1319 1 am -IA 0.18 40 0.7622 1 0.85 -1.4 0.18 45HEE 1.78545 1 085 -1.4 0.18 60 0.6127 ffll.0661.2� 1 0.85 -1.4 0.18 55 0.839 1 0.85 -1.4 0.18 60 0.8531 1 0.85 -14 M18 0.9943 h>60 1 0.85 JAMES HARDIE BUILDING PRODUCTS, INC. 1588542-73d3 into@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Restated at Various Wind Speeds - Wind Exposure Category B, no Speed 3-second gust 100 105 110 1 115 120 130 140 150 160 1T1 ISO 190 1 200 210 Height (it) B 8 B B B B B B B B B B B B 0-15 -14A -15.9 -17.6 -19.1 -20S -24.4 38.3 32.6 31.0 41.7 - S -62.1 57.8 53.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -244 38.3 -32.6 .37.0 -01.7 46.8 52.1 -57.8 53J 25 -14.4 -15.9 77. 7191 -20.8 -24.4 -28.3 32.5 37.0 11.7 4&a -62.1 57.8 4i3] 30 -14.4 -16.9 -17.5 -19.1 -20.6 .24.4 -28.3 325 37.0 41.7 4B.8 -52.1 -57.8 30.7 35 -16.1 -16.6 -18.2 _D -10.9 -21.7 -25.4 .29.5 33.9 38.6 43.5 48.8 -544 502 5&d 40 -15.7 -17.3 TO -20.7 -22.6 .26.5 30,7 35.3 40.1 46.3 SD.B 56.6 4 .7 391 45 -16.2 -17.9 ASS Q1.4 -23.3 .27.4 771 7 38.4 41.5 4(1.8 S25 -58.5 54.8 -71.4 50 -16.7 -18.4 -202 321 -24.1 .28.2 327 37.6 42.8 48.3 54.1 30.3 -fi6.8 -73.7 55 -17.1 -18.9 -20.7 -226 -24.7 .28.9 33.6 38.5 43.8 49.5 55.5 51.8 33.5 -75.5 -1 . - 9.3 -2 ,2 -2 -2 . - 9. 34. 3 . ,9 0. 68 763,3 1 W -25.6 38.2 31.0 I 338 36.9 1 43.3 50.2 5].6 35.5 -]4.0 32.9 4Y2.4 -1024 -112.9 Table 4, Alowable Stress Design -Component and Cladding (C&CI Pressures (PSFI to be Resisted at Various Winal Speeds - Wind Exposure Category C, no Speed 3aeccntl guat 100 105 110 1 115 120 in 140IINA 1W 170 180 190 203 210 Height (it) C C C C C C CC C C C C C 0-15 -17.5 -19.3 -21.2 -232 .25.2 -29.6 3 A 44.9 50.7 _NA 53.3 -70.1 -77.3 20 -1&6 -20.5 -22.5 34.6 -26.7 31.4 4ISA47.5 53.7 50.2 57.0 -74.3 31.9 25 -19.4 .21.4 -23.5 -25.6 -2].9 328 3&049.6 58.0 528 -70.0 -n.6 35.5 30 .20.2 -22.3 -24.5 -26.7 -20.1 414.2 39.6 51.8 58,4 55.5 -73.0 -80.8 59.2 35 -20.8 -23.0 -25.2 37.6 30.0 -35.2 4al) 53.3 50,2 57.5 -75.2 -0.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 309 38.3 420 54.9 -620 59.5 -T7.4 -85.8 -94.6 45 -220 -242 -26.6 -29.1 31.6 37.1 -43.1 -562 53,6 -71.2 -79.3 3].9 -96.9 50 -225 -24.8 -272 -29.7 324 38.0 -44.1 57.6 55.0 -7ZI) 31.2 399 55 -22.9 -252 -27.7 30.3 43.0 38.7 44.9 58.6 58.2 -74.2 327 -91.6 -101.0 60 -23.3 -2 . -28.2 30. 33.6 39.4 5. 5B. 5. • .5 -93.2 -102.8 IN 326 35.9 39.4 431 4&9 Si0 53.8 3i4 NA -105.5 AV.8 -130.3 -143.8 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, tl Speed 3-second gust 1W 105 1 110 116 120 130 140 15D 160 170 1S0 190 200 210 Height 8) D D D D D D D D D D D D D D 0.15 -21.2 -23.4 -26.7 -2&1 30.6 35.9 41.6 47.8 -54.4 51.4 5 8.8 -76.7 -N.0 -93.7 20 -223 -24.6 -27.6 -29.5 42.1 47.7 43.7 -50.1 5].0 54.4 -722 30.4 394 -98.2 25 -23.1 -25.5 -28.0 30.6 43.3 39.0 45.3 52.0 59.1 56.8 -74.9 1 4 -1A -101.9 30 -23.9 -28.4 -29.0 41.6 34.5 40.4 46.9 -M.8 51.3 59.2 -77.5 36.4 -95.7 -105.5 35 .24.5 - A -29,7 325 35.3 41.5 48.1 55.2 b .B -70.9 -79.5 38.fi -98.2 -108.3 40 -25.2 -27.7 30.5 333 40.2 42.5 49.3 -56.6 54A - 22.7 :W 5 -90.9 -1 W,7 -111.0 45 -25.7 -28.3 .31.1 34.0 37.0 43.4 5a3 57.8 -65.7 -742 732 -927 -1027 -113.3 50 -262 -28.9 -31.7 34.8 37.7 44.3 51.3 -58.9 37.1 -75.7 34.9 -94.6 -104.8 -115.5 55 -26.6 _ -29.3 322 35.2 -3&3 45.0 522 59.9 48.1 76.9 36 2 - 66.1 406A -117.4 4 ,8 2 3 . 3&9 4 . 3.0 50, 59.2 3 ,6 -i 1 - 1 . 100 3].0 40.8 44.] 4&9 53.2 52.5 -72.5 332 -54.6 -106.8 -119.8 -133.4 -td7.9 -163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent wilt the 20151BC, 2016IRC a'',�Q�• aGAWA S5 ••• . FI i7R1�P'• "1 I� L-S1lwu1NX- , �y7n pp71 r. fA1 ar+ tQtQ July 30, 2017 Pingsheng Zhu, P.E. Product Compliance Engineer' James Hardie Building Products 10901 Elm Ave. Fontana, CA 92337 Re: NOA-17-0406.06 Relative to FBC 2017 Project RIO-2679AA-17 Dear Pingsheng: After review of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance with the 2017 Florida Building Code. Referenced Standards in the 2017 FBC: 1. Wood: AWC NDS-2015&SDPWS•2015 2. Structural Loads: ASCEISEI-7-10 3. Concrete: ACE-318-14 ,4. Masonry: TMS402-20161ACI530-131ASCE.5.13. 5. Structural Steel: AISC 360-10 (Including manual of steel constmc6n 2010 (10 edition)) 6. Cold -formed Steel: AISI100-12 7. Aluminum: ADM-1-2015 In addition, I am making the followingStatement of Independence as requested: 1. Ronald Ogawa, does not have nor does itintend to acquire or will 4 acquire any financial interest in any company manufacturing or distributing products for which evaluations are issued,, 2. Ronald Ogawa is not owned, operated or controlled by anycomparry manufacturing or distributing products it evaluates or inspect. 3. Ronald Ogawa Inc does not have, nor will it acquire a financial interest in. any company manufacturing or distributing products for which reports are being issued. 4. Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the product Should you have any questions on anything, please contact me. Sincerely, Ronald 1. Ogawa, P!E: , U RI Ogawa & Associates, Inc: [AS Laboratory Approval, TL 360 IAS Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency (714) 292-2602 ronf5riooawa.com CC: Roger Ogawa — RI Ogawa & Associates, Inc. Karen Ogawa — RI Ogawa & Associates, Inc. r" p6AWq A•'•. STA'�OF :'� ��: Lab Address: 1985 Sampson Avenue, Corona, CA 92879 a. Phone (714) 321-4939 a Fax (714) WS-1815 • E-mail: ro eq rtcadogawa wm Mailing Address: 16835 Algonquin SL #443, Hun&rgtan Beach, CA 92649 • Phone (702) 4913710+ Fax (714) 908-1815 a E-mail: dobbyQ60cawa.com Engineering a Quality Control a Product Development a Inspections 9 Code Consulting a Expert WMess 9 Testing