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HomeMy WebLinkAboutREVISION PRODUCT COMPLIANCE 8-4-17PROJECT R19�268&l7 ENGINEERING EVALUATION REPORT FO ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. SCANNED 10901 ELM AVENUE By FONTANA, CA 92337 etc. LMC ounA ;N4 13C.. TABLE OF CONTENTS_ PAGE 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 1 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: pGAWA RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX A���_ FL0Vk\O �e rT •�^� is C.k •1 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 HARDIE BUILDING PRODUCTS, INC. Im TION SUBJECT et® Siding Product Trade Names covered in this evaluation: Siding, Cempanel® Siding, Prevailm Panel Siding SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® PURPOSE: This alWysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REPORTS: 1. IntG tek Report 3057913 (ASTM C1186) Material properties HardiePanel Siding 2. Ralmtech Laboratories Report IC-127D-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch vide HardiePanel Siding installed an 2X4 Hem -Fr wood studs spaced at 16 Inches on ce{iterwith a 6d common galvanized nail 3. Re tech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on ceIilterwith a 6d common galvanized nail 4. Re �+mtech Laboratories, Inc. Report 10858-97/1475 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.226 inch head diameter by 1.5 inch long ring shank nail 5. Rarl tech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on cente a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ra tech Laboratories, Report IC-1065-09 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on centet;with a No 8 X 1 tn. long X 0.323 in head diameter ribbed bugle head screw 7. Ra Imtech Laboratories, Report I I149.98/1554d (ASTM E330) Transverse Load Test, 114" 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 X 0.26 in. head diameter pin fastener 8. Rai hntech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches an cente Iwith 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 installed on 2X4 Hem-Firwood studs spaced at 24 inches on center th a 6d common galvanized nail 10. Ramtech Laharstones, Ina Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 Inches on centerwith a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ri Iintech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem-Firwood studs spaced at 16 and 24 inches Ion center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. R' mtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches ion center with a ETBF 0.100 in. knurled shank X 1.5 In. long X 0.25 in, head diameter pin fastener OGAG�q', a '. STATE OF F(0R1,03' 2 HARDIE BUILDING PRODUCTS, INC. 1111 iT RESULTS: J r a, Results of Transverse Load Testing I 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 Allowable Frame Ultimate Design Report Number Thickness Width Spacing Perimeter Feld Load Load' Test Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener Type (PSF) (PSF ;I IC-1270-94 Ramtech 1.3125 48 2X4 wood Hem -Fir 16 6 6 6d common -149 -49.7 ' PI IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common -236 -78.7 11 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common -94 -31.3 11 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common -143 -47.7 III 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG 2 0.35 16 4 8 4d, 0.091 in. shank X 0.225 in. 90 -30.0 HD X 1.5 In. long ring shank nail IC-1054 89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in 1.375 in metal stud 1 fi 6 6 head diameter ribbed bugle 169.9 56.6 head screw IC-1055 89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X Min,No 8 X 1 in. long X 0.323 in 1.375 in metal stud 24 6 6 head diameter ribbed bugle -91.9 -30.6 head screw 11149-98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 ET&F 0.100 in. knuded shank X 1.5 in. long X 0.25 in. head -170 1.375 in metal stud diameter pin fastener -56.7 I Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 ET&F 0.100 in. knurled shank11149.98/1554d 1.5 in. long X 0.25 in. head 1.375 in metal stud diameter pin fastener -101 -33.7 2. He ePanel Siding complies with ASTM C1186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. I Table b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls' s i Fastener Spacing Frame Ultimate Allowable Report Thickness Width Spacing Perimeter Field Load' Load' Number Test Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener Type (PH) (Oft) 11 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 11 ICA273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 11 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 II iC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-97H475 Ramtech 0.3125 48 2X4 wood, SG? 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 595.4 198.5 HD X 1.5 in. long ring shank nail MinNo. 20 gauge X 3.625 in. X Min. No 8 X 1 In. long X 0.323 in J� IC-1057-89 Ramtech 0.25 48 1.375 in metal stud 16 & 24 6. 6 head diameter ribbed bugle 99D.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 1128499/1580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in, head 1227.0 153.4 diameter pin fastener 11284 99/1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 1.375 In metal stud 24 4 8 1.5 in. long X 0.25 in. head 1 g60.o 132.5 diameter pin fastener �.i --_ __�__ _.._.. __ __��_..__ _� .._......y...................................... .........,y ................ c.u.c, ...... awua. 2. height -to -length ratio for construction In this 3. Int e steel framed assemblies he allowable [Dad is baseTable d onthe a erage load at 1/8 inch net deflection, ee69t t 0001 • 0 G A I \ 17 3 HARDIE BUILDING PRODUCTS, INC. RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 DESIGN WIND LOAD PROCEDURES: Fiber- I lment siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design toad is determined based on a factor of safety of 3 applied to the ultimate lest load. Since Mile allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures far Allowable Stress Design, and thereto ' should be used with combination loading equations for Allowable Stress Design (ASD). By usinllg the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figgie 26.5.1A, Figure 26.5.19, and Figure 26.5-1 C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. 1. qz=0.00256'Kz*Ktt•Kd`V2 (ref. ASCE 7-10 equation 30.3-1) q� , velocity pressure at height z K� , velocity pressure exposure coefficient evaluated at height z K,r , topographic factor Kd , wind directionality, factor V , basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B. or C 2, V=Vw (ref. 2015 IBC 8 2017 FBC Section 1602.1 definitions) V e , ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5.1A, B, or C 31 p=%*(GCP GCp) (rel. ASCE 7-10 equation 30.6-1) GCp , product of external pressure coefficient and gust -effect factor GC, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To detq imme design pressure, substitute q, into Equation 3, uate Eqn 4, p=0.00256•Kz*K# Kd•V, 2*(GCp-GCpl) Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 5, 0.61) + 0.6111 (ref. ASCE 7-10 section 2.4.1, load combination 7) D ,dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p„d = 0.6•[p] Equation 7, p„d = 0.6•[0.00256'K,•Kn•Kd'V,a2•(GCp GCp;)] Equatic n 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,', Equatli!P 8, V r = (p„d/0.6'0.00256'K *Ka•Kd•(GCp GCa))ns 6, appilkith EquaQp to methods specified in Exceptions 1 through 3 of (201518C, 2017 FBC] Section 1609.1.1.. to determine the allowable nominal design wind speed (Vasa) for Hardie Siding in Table e conversion formula below, 9, Vmd = VA ' (0.6)0'5 (ref. 2015 IBC 8 2017 FBC Section 1609.3.1) V„d , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC B 2017 FBC Sectioq If8l.�/���o�%_ Table 21 Coefficients and Constants used in Determining V and p, IN K. jWallZone5 1 Height (ft) Exp B Exp C Exp D Kd Kd GC GC 015 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 II 20 0.7 0.9 1.08 1 0.85 -1A 0.18 1111 25 0.7 0.94 1.12 1 0.85 AA 0.18 it 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 II 40 0.76 1.04 1.22 1 -1.4 0.18 II 45 0.785 1.065 1.245 -1-A 0.18 III 50 0.81 1.09 1.27 -1.4 0.1855 0.83 1.11 1.29 EZ -1.4 0.1 BII 60 0.85 1.13 1.31 -1.4 0.18I 100 0.99 1.26 143 h>60 1.8 0.18 � • SAO, RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 HARDIE BUILDING PRODUCTS, INC. Allowable Stress Design - Component and Claddina (C&C1 Pressures (PSFI to be Resisted at Various Wind Snoods -Wind Exonsum Catenam R_ Wind S eed 3-second oust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) B B 8 8 B B B B B B B B B B II 0-15 -14.4 -15.9 -17.5 -19.1 -20.8 -24A -28.3 -32.5 -37.0 41.7 46.8 -52.1 -57.8 -63.7 IJ 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 11 25 -14A -15.9 -17.5 -19.1 -20.8 -24A -28.3 -32.5 -37.0 41.7 -46.8 -52.1 -57.8 -63.7 II 30 -14A -15.9 -17.5 -19.1 -20.8 -24A -28.3 -32.5 -37.0 41.7 46.8 -52.1 -57.8 -63.7 111 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25A -29.5 -33.9 -38.6 43.5 -48.8 -54.4 -60.2 -66.4 I'I 40 -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 -35.3 40.1 -45.3 -50.8 -56.6 -62.7 -69.1 Ili 45 -16.2 -17.9 1 -19.6 -21.4 -23.3 -27.4 -31.7 -36.4 -41.5 -46.8 -52.5 58.5 -64.8 -71.4 50 -16.7 18.4 -20.2 -22.1 -24.1 28.2 32.7 37.6 �2.8 -08.3 54.1 0.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 -38.5 -43.8 49.5 -55.5 -61.8 -68.5 -75.5 LI 60 - -19. -21.2 -23. -26.7 -29.6 34A -39.5 .9 0. B - 3. 70. -7 .3 I!I 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -57.6 =65.5 -74.0 -82.9 -92.4 -102.4 -112.9 III Tablg 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) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 III Height (it) C C C C C C C C C C C C C C IJ 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 56.8 -63.3 -70A -77.3 11 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36A -11.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 Id 25 -19.4 -21.4 - 33.5 - 55.6 -27.9 732.11 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 -77.6 -85.5 J 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 -45.5 -51.8 -58.4 -65.5 73.0 780.9 789.2 1:1 35 -20.8 -23.0 -252 -27.6 -30.0 -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 1! 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6 Id 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 43.1 49A -562 -63.5 -71.2 -79.3 -87.9 -96.9 .1 50 -22.5 -24.8 -27.2 -29.7 32.4 -38.0 -44.1 -50.6 57.6 -65.0 72.9 -81.2 -89.9 -99.2 1:155 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 -51.5 -58.6 -66.2 742 -82.7 -91.6 -101.0 I 60 -23.3 -2 . - 8. - 0.8 - .6 -39.4 -4 . -52A - 9. -6 A - -9 .2 - 02.8 II 100 -32.6 35.9 -39.4 -03.1 -06.9 -55.0 63.8 73.3 83.4 94.1 105.5 -117.6 -130.3 -143.6 'I TabIQ"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 gust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 1 210 Height (ft) D D D D D D D D D D D D D D 0.15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -47.8 -54A -61.4 -68.8 -76.7 -85.0 -93.7 II 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64A -72.2 -80.4 -89.1 -98.2 II 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 52.0 -59.1 -66.8 -74.9 -83.4 -92.4 -101.9 111 30 -23.9 -26.4 -29.0 -31.6 -34.5 40.4 46.9 -53.8 -61.3 -69.2 -77.5 -86A -95.7 -105.5 I 35 -24.5 -27.1 -29.7 -32.5 -35.3 41.5 48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 11 40 -25.2 -27.7 -30.5 -33.3 -36.2 -42.5 49.3 -56.6 -64.4 -72.7 -81.5 -90.9 -100.7 -111.0 I 45 -25.7 -28.3 -31.1 -34.0 -37.0 43A -50.3 -57.8 -65.7 -74.2 -832 -92.7 -102.7 -113.3 III 50 -25.2 -28.9 -31J -34.6 -37.7 -44.3 51.3 -67.1 -753 -84.9 -94.6 -104.8 -115.5 III 55 -26.6 -29.3 -32.2 -35.2-38.3-00 -52.2 -68.1 76. -1106.4 -117.4 60 IIl. -29.8 -32. -3 . -36 - 3 -6 -69 -08.1 -13 19,2 37.0 -00.8 44.7 -08.9 -53.2 -62.5 72.5 94.6 106.E .9-1.0100 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code F1 6 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2502 714-847-4595 FAX PROJECT: RIC-2686-17 AMES HARDIE BUILDING PRODUCTS, INC. 'lltOl������i�' 1-888-542-7343 ��� nfo@jameshardie.com OGAWq \\ V Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)' 20151BC, 2017 FBC 2015/BC, 2017 FBC Allowable, Ultimate Allowable, Nominal = Design Wind, Speed, Design Wind, Speed, � S of (3-second gust mph) (3-second gust mph) �O . PLO R,QS.,• 1 Applicable tomethods o F�. ••.,,,..••� specified in 12015 IBC, Applicable to methods e (��� 2017 FBC] Section specified (n Exceptions i O Q N A i 1609.1.1. as determined by thmug 3 of [2 15IBC,2017 ctlon Figures 1609.3(1), (2). or 1609.1.1. (3). Coefficients used in Table 6 calculations Produ Product Thickness (inches) Width (Inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building He)ghts' (feet) B C D B C D Allowable Design Load (PSG jExpBjExpG Fxp D Ka fed GC, GC Hari iePan I& 5/16 48 6d r+ %6 --""'�---t- JC4 ' - MR, Hem-F., . _�6. 0-15 186 168 153 144 130 118 -49.7 0.7 0.05 1.03 hs60 1 0.85 -1.4 0.18 20 186 164 149 144 127 116 -49.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 186 160 147 144 124 114 -4.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 3D 186 1 157 144 144 121 112 1 -49.7 0.7 0.98 1.16 1 0.85 -1.41 0.18 a? 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85$-IA0.18 "7 40 176 152 141 138 118 109 -as.7 0.76 1.04 1.22 1 0.65 45 175 150 139 136 117 108 -49.7 0.785 1.065 1.245 1 0.85 50 172 149 138 134 115 107 -49.7 0.81 1.09 1.27 1 a.85 55 170 147 137 132 114 106 -49.7 0.83 1.11 1.29 1 0.85 60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 0.85 100 139 124 116 108 95 90 -49.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePa 610 5/16 48 Bd common 4 2X4 woad Hem -Fir 16 015 233 212 192 181 164 149 -78.7 0.7 0.85 1.03 hs80 1 0.851 AA 10.18 2D 233 1 206 188 181 159 146 -78.7 0.7 D.s i.ae 1 o.a5 -1.4 0.1a 25 233 1 201 105 181 156 143 -78.7 0.7 0.94 1.12 1 0.85 -1A 0,18 30 233 1 197 181 18l 153 140 -78.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 229 194 179 177 151 139 -78.7 0.73 1.01 1.19 1 0.85 AA 0.18 40 224 192 177 174 148 137 .78.7 0.75 1.04 1.22 1 0.85 AA 0.18 45 220 189 175 171 147 336 -78.7 0.785 1.065 1.245 1 0.85 -1A 0.18 5D 217 187 173 168 145 134 -78.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 214 185 172 166 144 133 -78.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 212 184 171 164 142 132 -78.7 0.85 1.13 1.31 1 0.85 -1.4 10.18 100 175 155 146 136 120 113 -78.7 0.99 1.26 1.43 h>60 1 0.85 1 -1.8 10.18 HardiePanel® 5/16 48 6d common 6 2X4 wood Hem -Fir 24 CW5 147 134 1 121 114 W3 94 -31.3 0.7 0.85 1.03 hs6o 1 0.85 -1.4 10.18 20 147 130 119 114 Jilt 92 -31.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 147 127 116 114 98 g0 -31.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 147 124 114 114 96 89 -31.3 0.7 0.98 1.16 1 0.85 -1.4 He 35 144 123 113 112 95 87 -31.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 -1.4 0.1e 45 139 119 110 108 92 06 -31.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 137 118 - 106 91 - -31.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 135 117 - 105 91 - -31.3 0.a3 1.11 1.29 1 0.85 -1.4 0.18 60 134 116 - 103 90 - -31.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 10D 111 - 86 - -31.3 0.99 1.26 1.43 h>60 1 0.851-1.8 0.18 HardiePanei® ii 5/16 48 common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 -47.7 0.7 0.95 1.03 h560 1 0.a.5 I -IA 0.18 20 182 160 146 141 124 113 -47.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 182 167 144 141 121 111 -47.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 182 164 141 141 119 109 -47.7 0.7 0.98 1.18 1 1 0.86 0.85 -1.4 -1.4 OAS 0.18 35 170 151 139 138 117 108 -47.7 0.73 1,01 1.19 40 174 149 138 135 116 107 -47.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 172 147 136 133 114 106 -47.7 0.785 1.a65 1.245 1 o.a5 -1.4 0.18 5o 169 146 135 131 113 105 -47.7 0.81 1.09 1.27 1 0.85 -1.4 o.1a 55 167 144 134 129 112 104 -47.7 0.83 1.11 1.29 1 0.85 -IA 0.18 60 165 143 133 126 111 103 -47.7 0.85 1.13 1.31 1 10.851 -1.4 0.18 100 137 121 114 106 94 88 -47.7 0.99 1.26 1A3 h>60 1 0.85 -1.8 o.18 HardieP IN100 I® 5/16 48 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 wood SG20.36 16 0-15 144 131 119 112 101 92 -30.0 0.7 0.85 1.03 h660 1 0.85 -1.4 0.18 20 144 127 116 112 98 90 -30.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 144 124 114 112 96 88 -30.0 0.7 0.94 1.12 1 0.85 -J.4 I o.18 30 144 122 112 1 112 1 94 87 -30.0 0.7 0.98 1.16 1 0.85 -1.4 10.18 35 141 120 Ill 109 93 86 -30.0 0.73 1.ol 1.19 1 0.05 -1.4 0.10 40 138 118 107 92 3a.o 0.76 1.oa 12z 1 o.es -J.4 0.18 45 136 117 - 105 91 - -30.0 0.785 1.065 1.245 1 0.86 -1.4 0.18 50 134 116 104 89 - -30.0 0.81 1.09 1.27 1 0.85 .1.4 0.18 55 132 114 103 89 30.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 131 113 101 88 - -30.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 - -30.0 0.99 1 1.26 1 1.43 h>60 1 0.85 -1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-847-4595 FAX PROJECT: RIO-2686-17 AMES HARDIE BUILDING PRODUCTS, INC. 1 888-542 7343 i Ifo@jameshardie.com l 2015/BC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, VWa, Vase (3-second gust mph) (3-second gust mph) Applicable to methods Applicable to methods specified in [20151BC, specified in Exceptions 1 20t7 FBC) Section through 3 of [2015 IBC, by 2017 FBC) Section 1Figures as d.3(1), Figures 1809.3(1), (2), or 2). (3) 1609.1.1. Coefficients used in Table 6 calculations for V „ Wind exposure category Wind exposure category Siding K Produc(i Product Thickness Width Fastener Fastener Frame Stud Spacing Building Heighta r B C D B C D Allowable Design I II (inches) Qnches) Type Spacing Type Cinches) (feet) woad (PSF) Exp B Exp C Exp D K. Kf GCp GCp 0-15 198 180 163 1 153 1 139 126 1 -56.6 0.7 0.86 1.03 hs60 1 0.85 -1.4 0.18 Min. No 8 X 20 198 175 169 153 135 123 1 -56.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 198 171 157 163 132 121 -56.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 1 in. long X Min. No. 30 198 167 154 153 130 119 56.6 0.7 0.98 1.16 1 Us -1.4 0.18 0.323 in 20 ga. head (33 mil) X 35 194 165 152 150 128 118 -56.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePan 18 1/4 48 diameter 6 3.625 in. 16 40 190 162 150 147 126 116 -56.6 0.76 1.04 1.22 1 0.85 -1.4 0. t8 ribbed X 1.375 45 187 161 148 145 124 115 -56.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 bugle head in metal 50 1814 159 147 143 123 114 -56.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 screw 1 stud 55 182 157 146 141 122 113 -56.6 0.63 1.11 1.29 1 0.85 -1.4 0.18 60 180 156 145 139 121 112 -56.6 0.a5 1.13 1.31 1 0.85 -1.4 0.18 100 149 132 124 115 102 96 -56.6 0.99 126 1.43 h>60 1 0.a5 -1.8 0.18 0-15 146 1 132 120 113 102 93 -30.6 0.7 0.85 1.03 h58o 1 0.85 -1.4 0.18 Min. No 8 X 20 146 128 117 113 99 91 -30.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 1 in. long X Min. No. 25 146 126 115 113 97 89 -30.6 0.7 0.94 t,12 1 0.85 -1.4 10.181 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 0.323 in 20 ga. head (33 mil) X 35 143 121 112 110 94 86 -30.6 0.73 1.01 1.19 0.18 HardiePanel® 1/4 4E diameter 6 3.625 in. 24 40 140 119 110 108 93 85 -30.6 0.76 1.04 1.22 0.18 ribbed X 1.375 45 137 116 106 91 -30.6 0.785 1.D65 1.245 0.18 bugle head in metal 50 135 117 - 105 90 - -30.6 0.81 1.09 1.27 %e5 0.18 screws stud 55 134 116 - 104 90 - -30.6 0.83 1.11 1.29 0.18 6D 132 115 - 102 89 - -30.6 0.05 1.13 1.31 0.18 100 - - -30.6 0.99 125 1.43 h,60 1 0.a5 -1.8 0.18 ETBF 0-15 198 180 163 153 139 127 -56.7 0.7 0.85 1.03 h!;60 1 0.85 -1.4 0.18 20 198 175 160 153 135 124 -56.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.100 in. knurled Min. No. 25 198 171 157 153 132 121 -56.7 0.7 0.94 1.1z 1 0.85 -1.4 o.1e shank X 20 ga. 30 198 167 154 153 130 119 -56.7 0.7 D.98 1.16 1 0.85 -1A 0.18 HardiePa 1.5 in, long 4 edge (33 mil) X 35 194 165 152 150 128 118 -56.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 190 163 150 147 126 116 -56.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 are 5/16 48 X 0.25 in. 8 field 3.625 in. 16 head X 1.375 45 187 161 149 145 124 115 -56.7 0.785 1.065 1.245 1 0.85 -1A 0.18 diameter in metal 50 184 159 147 143 123 114 -56.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 pin stud 55 182 157 146 141 122 113 -56.7 0.83 1.11 1.2s 1 0.85 -1.4 0.111 60 180 156 145 139 121 112 -56.7 0,e5 1.t3 1.31 1 0,65 -1.4 0.18 fastenerz 100 149 132 124 116 102 96 -56.7 0.99 126 1.43 hv60 1 0.85 -1.8 0.18 ET&F 0-15 153 139 126 118 107 98 -33.7 0.7 0.85 1.03 h--60 1 0.85 -1.4 0.18 20 153 135 123 118 104 95 -33.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.100 in. knurled Min. No. 25 153 132 121 118 102 94 -33.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 153 129 119 118 100. 92 -33.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 20 ga. 1.5 in. long 4 edge (33 mil) X 35 150 127 117 116 99 91 -33.7 0.73 1.01 1.19 1 0.85 -1.4L0.181HardtePa .ei® 5/16 48 X 0.25 in. 8 field 3.625 in. 24 40 147 125 116 114 97 90 -33.7 0.7s t.va 1.z2 1 o.es -1 ahead X 1.375 45' 144 124 115 112 96 89 -33.7 0.785 1.D65 1445 1 0.85 -1.4diameterin metal 50 142 122 113 110 95 88 -33.7 0.81 1.09 1.27 1 0.85 -1.4pin stud 55 140 121 113 109 94 87 -33.7 0.83 1.11 1.29 1 0.85 -14fastener' 60 139 120 112 t07 93 67 =33.7 0.85 1.13 1.31 1 0.85 -1A100 115 - - 890.99 1.26 10 1 0.85 -1.8 1. SfdeWS shall aenetrate the metal fmminn at Ipaet thmp Gdl fhm-fc 2. Knurled (Shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building �eight = mean roaf height (in feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 10• (2-12 roof 4. V,m = ultijnate'design wind speed 5. V d = "I maesign wind speed 5. Linear interpotl dlation of buildfng height (5 60 ft) and wind speed is permitted. Win d nd sp, ed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kn=1, Ka-0.85, GCp `I A (hs60), GCp 1 LIMITATIONS OF USE: n 1) Fastepullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 7 ''•� OGAWq Q� .. m �.• r CTr* '�� o