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HomeMy WebLinkAboutENGINEERING EVALUATION REPORTSCANNE0 ,H tt{b �1 j s• By St Luele Count PROJECT RIO-2683-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PLANKS TO WOOD OR METAL IFRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FnnITANA. CA 92337 TABLE OF CONTENTS PAGE 1 COVER PAGE 2 EVALUATION SUBJECT I 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 3 TEST RESULTS TABLE I andl B, RESULTS OF TRANSVERSE LOAD TESTING 3-4 5-6 SUMMARY OF FASENTER DESIGN LOAD CALCULATIONS LOADS BY PLANK WIDTH 7-11 TABLE 2A THROUGH TABLE 20, ALLOWABLE IDESIGN 12 DESIGN WIND LOAD PROCEDURES TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 12 13 TABLE 4, ALLOWABLE STRESS DESIGN C&CI PRESSURES EXPOSURE B DESIGN C&C PRESSURES EXPOSURE C 13 TABLE 5, ALLOWABLE STRESS TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 13 14-57 TABLE 7, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING 57 LIMITATIONS OF USE THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN CODE, AS PRODUCT EVALUATOR, COMPLIANCE WITH THE R Q THE 20 51NTERNATIAONAL BUILDING 2017 CODE.FLORIDA BUILDING . A I PREPARED BY: RONALD I. OGAWA &ASSOCIATES, INC. ion�.� % IW 2- 0305 16835 ALGONQUIN STREET #443 ��° ' 4GAWq _ HUNTINGTON BEACH, CA 92649 e�0� �,.••" ST LUCIE COUNTY 714-292-2602 >�`` . •� BUILDING DIVISION 714-847-4595 FAX ; 21 REEVIEWED FOR CO N E : `• REVIEWED BY STp�Of �•v`re�` DATE / 'O .'• Q`,. • �� 6� PLANS AND PERMI '�Q••..•FLdR10: 6� MUST BE KEPT ON JOB ORw NO INSPECTION WILL BE MADE s�PONA�' 'Y•J RONALD L OGAWAASSOCIATES,INC. 16836 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-2924602 714-847-4595 FAX PROJECT: RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542 7343 info@jameshardie.com EVALUATION SUBJECT HardiePiank@ Lap Siding James Hardie Product Trade Names covered In this evaluation: HardiePlank@ Lap Siding, CemPlank@ Siding, Prevall' Lap Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 intemational Building Code@ EVALUATION PURPOSE: This analysis is to determine the num design 3-second gust wind speed to be resisted by an assembly mbly of HardilePlank (CemPiank, Prevall Lap) siding fastened to wood or metal framing with nags or screws. REFERENCE REPORTS: I 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePlank Siding 2. Ramterh Laboratories, Inc. Report 10593-96N395 (ASTM E330) Transverse load Test, 5116 Thick by 7.5 inch aide HardiePlank Lap Siding installed on 2X4 W-Firwood studs space at 16 inches on centerwith a 0.093 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 3. Ramtech Laboratories, Inc. Report IC•1034.88 (ASTM E330) Transverse Load Test, 511 S"ThIrl i by 9.5 inch wide HardiePiank Lap Siding installed on 2X4 Hem-Fvwood studs space at 16 inches on centerwith a Number ll gauge 1-314inch long galvanized reefing nag i 4. Ramtech Laboratories, Inc. Report IC•1020.88 (ASTM E330) Transverse Load Test. 5116" Thidr by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem-Fv wood studs space at 16 inches on center with a 6d common nag I 5. Ramtech Laboratories, Inc. Report 2149-07-10 (C) (ASTM E330) Transverse Load Test, 5A 6" Thick by 8.25 inch wide HardiePlank Lap Siding Installed on 2X4 Doug -Fir -Larch wood studs space at 16 inches on center with an 8d ring shank box nag, 0.113 inch shank by 0.260 inch head diameter by 2.375 inch long 6. Ramtech Laboratories, Inc. Report 2149-g7-10 (E) (ASTM E330) Transverse load Test, 5/16" Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug -Fir -Larch wood studs space at 16 Inches on center with a 0.092 inch shank by 02M Inch head diameter by 2.5 inch long galvar i ed siding nag 7. Ramtech Laboratories, Inc. Report 2341-08-06 (ASTM E330) Transverse Load Test, 5fiti Thick by 8.25 Inch wide HarciePlank Lap Siding installed on 2X4 Doug-Fu-Larch wood studs space at 16 inches on center with a 0.092 inch shank by 02U inch head diameter by 2 Inch long galvanized siding nag 8. Ramtech Laboratories, Inc. Report 2149-07-10 (F) (ASTM E330) Transverse Load Test, 5f16" Thick by 8.25 inch wide HardrePiank Lap Siding installed on 2X4 Spiuce-Pine-Fur wood studs space at 16 inches on center with a 0.092 inch shank by 0222 inch head diameter by 2.5 inch long galvanized siding nail 9. Ramlech Laboratories, Ina Report 11149/1654 (ASTM E330) Transverse Load Test 511 6"Thick by 6.25 inch wide Hardiell" Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 inches on center with ET&F knurled pin fastener iI 10. Ramtech Laboratories, Inc. Report 1114911554E (ASTM E330) Transverse Load Test 5/16' Thick by 8.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 RONALD 1. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET11443 HUNTINGTON BEACH. CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RI6-2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542 7343 info@jameshardie.twm Table 1B. Results of Transverse load Testing for Configurations with Wood Framing in 10593- IC 1020. 2149-07- 2149-07- 2341-08. 2149 0 - 0 Report Number 96/1395 IC 1g34 gg 88 10(C) 10( 06 (F1 Test Agency Ramtech Ramtech Ramlech Ramtech Ramtech Raintedr Ramtech Thickness (in.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width (in.) 7.6 9.5 9.5 0.25 8.25 825 8.25 2X4wood 2X4wood 2X4wood 2X4wood 2X4wood 2X4wood 2X4wood Frame Type Hem -Fir- Hem -Fir• Hem -Fir• DR. DFL DFL SPF Frame Spacing (In.) 16 16 16 16 16 16 16 8d ring 8d siding i 6d sd'mg 8d siding 8d sitting 1-3/4" 6d shank box na0, nl. nag, 0.092° Fastener Type na 0 0.093° XiL0.0 X X M No.11 ga. Roofing common nail, 0.1IT 0.092°X 0.092 X X X0.222" X nail X 0.260" X 0222° X 0.2W 2.5' mill 2.375• 2.5" 2" Fastener Length (in•) 2.5 135 2 2.375 2.5 2 2.5 Fastening Method Blind nail Blind nag Face nail Face nail Face nail Face nail Face nail Ultimate Load (psf) 92 146.6 199 296 263 165 168 Design Load (pst) 30.7 48.9 66.3 98.7 84.3 65.0 56.0 Effective Tributary Area (sgty 0.694 0.917 0.917 0.778 0.778 0.778 0.778 Fastener Load. as tested 21.3 44.8 60.8 76.7 65.6 42.8 43.6 (lb/fastener) Adjusted withdrawal design load 51.1 43.5 392 84.0 67.0 149A 43.0 (lb/fastener) , W Net Fastener Penetration (tn.), P 2.188 IA38 1.375 1.750 1.875 11.375 1.875 Wood specific Gravity, G 0.42 • 0.42 • 0.42 • 0.50 0.50 0.50 0.42 Nail Shank Diameter (in.), D 0.093 0.120 0.113 0113 OA92 0.092 0.092 Withdrawal design value per NOS 2015 or ESR-1539 Qblm. penetration), 14.6 18.9 L 17.8 30.0 22.3 W 0 42' 1 a this analysts in LL� ;aleulated fastenerwlhdrawal load is compared with the test result and the more conservative one Will be used - The assigned specific gravity of Hem Fr In NDS-2015 is 0.43, however hs use tic gravid of SPF lumber, vfiich is more popular. 1. Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2. Hart ieShingle Siding complies with ASTM C1186, standard Spermscation for Grade it, Type A NonasbestoSFiber-Cement Flat Sheets. 3. Calculated fastenerwithdrawal load is compared vrith the test result and the more conservalive one will be used For all cases In the table; the adjusled'withdrawal design value, W. is calculated as W=CD•W•P Where, CD = load duration tartar per NDS-2015 Table 2.32 for wind/earthquake load =1.6 W = withdrawal design value, calculated per NDS-2015 or ESR 1539, whichever applicable P = fastener embedment depth, in. When nail shank, D, 2 0.099 inch but 5 0.375 inch for smooth shank nails. NOS-2015 equation (112-3) is used to calculate withdrawal design value W -1380 • G(512) • D Where, G - wood specific gravity per Table 11.3.3A D - nail shank diameter, in. When nail shank. D. is less than 0.099 inch, or to the case of ring shank nags, the withdrawal design values were obtained from iCC-ES ESR-1539 Ta61e 2. a7 p0 fAr0.f B (s°°�•OGA 4' e o°e o .24 2 � o e -off STATE 0 ee° ` SOON&% RONALD 1. OGAWA ASSOCIATES, INC. ` 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: R10.2553.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542 7343 info@jameshardie.com Summary based on Resort 10593-9611395 (2.5 in long by 0.093 in shank by 0.222 In head diameter) sidfna nails blind nailed into wood studsl: Nail wi0ndrawal design load was determined to be 14.6lbrrn. penetration, based on ESR 1639 Table 2, for O.Og3" smooth shank nail with OA2 wood specific graft - The adjusted fastener withdrawal design value W = Co' W ' P=1.6'14.6'2.188 = 51.1 th. The tested design fastener load with a factor of safety 3 applied Is 21.3 pounds per fastener, which is less than the adjusted fastener withdrawal design value of 51.1 pounds, so to be conservative, the tested fastener load of 21.3 pounds will be used for the calculation. Calculation for 6d siding nail (2 in. long by 0.093 in. shank ill 0.222 in. head diameter) O�blind shank ba1led 0 22i to wood studs- head diameter) yields an adjusted fastener withdrawal design value of Using the same timber, but changing the nail length to a 6d siding nail (2 in tong by Y ,• 42.0 pounds per fastener Nail withdrawal design value, W=14.6lbfm penetration; Net Penetration for a 2" nail through 5116' fiber cement, P=1.688"; W = Co' W ' P =1.6.14.6"1.688 = 39A WHastener). Based on the rationale below, a 6d siding nail can be directly substituted for the 8d siding nag: 1)The mode of failure for the 2.5 inch long by 0.093 inch shank by 0.222 inch head diameter siding nags is fastener head pug through the fiber -cement, the head diameter controls the failure, the 6d and 8d siding nag have the same head diameter (0.222). and 2) The adjusted fastener valhdrawal design value for the 2 inch long by 0.093 inch shank by 0.222 inch head diameter siding rag is 39.41bRastener, tins ermeeds the test fastener design load of 21.3lbslfastener. For the two reasons above, the 6d siding nag blind nailed can directly substitute the 8d siding nag of the same shank and head diameters. Results in Table 2F are used to calculate allowable basic wind speed for the 6d siding nail (2 inch long by 0.093 inch shank by 0.222 inch head diameter) blind nailed Into wood studs. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: R10 2553-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-886-542 7343 info@jameshardie.com Table 213, Allowable Design Loads Based on Constant Fastener Load, ET&F 0.100" knurled shank x 0.313" HD x 1.5" long, W' OC 20ga Metal Studs, fasteners concealed (blind nail) Check for results using 8.25 inch plank values from Report Number 11149115546: Design load = ultimate failure load/FOS =-50psfr3 = -16.67 psf Effective tributary = ((plank width exposed to weather X stud sparing)/144) = ((8.26426) X 24)1144=1.1667 sq fL Fastener load = design load X tributary area=-16.67 X 1.1667 -19.44 pounds Calculated allowable it h load = fastener load tested condition divided by area tributary for the condition to be calculated N CD m 6 C' C W m mr m m N ma HardiePlank Wbdlh y z 2.9 W a 59C o m rn m o (inches) to 3 5.25 24 0.6667 -29.17 -19.44 6.25 24 0.8333 -23.33 -19.44 7.25 24 1 1.0000 -19.44 1 -19.44 7.5 24 1.0417 48.67 -19.44 8 24 1.1250 -17.28 -19.44 8.25 SO 24 1.1667 46.6T 49.44 9.25 24 1.3333 -14.58 -19.44 9.5 24 1.3750 A4.14 -19.44 12 24 1.7917 -10.85 -19.44 Table 2E, Allowable Design Loads Based on Constant Fastener Load, No. 8 X 1-SIN, long X 0.875" HD ribbed waferhead screw, 20ga. Metal Studs, fasteners concealed (blind nail) Check for results using 9.5 Inch plank values from Raped: Number IC-1035-88 Design load = ultimate failure IoadIFOS=-169.2psf13 =-66.4 psF Effective tributary = ((plank width exposed to weather X stud spacing)1144) _ ({9.5 125) X 16)1144 = 0.9167 sq ft Fastener load = design load X tributary area - 56A X 0.91671=-51.7 pounds r:almlated allowable design toad = fastener load tested co *1 divided b area trihutaryfor the condition to be calculated m -_0---__- C it m m m -+ W `ma HardiePlank Width o f S .Um _ C s m N m o (Inches) 1— 0 3 N 5.25 is 0.4444 -116.33 -51.70 6.26 16 0.5556 -93.06 51.70 7.25 16 0.6667 -77.55 -51.70 7.6 16 0.6944 -74.45 -51.70 a 16 0.7500 -68.93 -51.70 8.25 16 0.7778 -66.47 -51.70 9.25 16 0.8889 58.66 51.70 9.5 7169.2 16 0.9167 -56.40 51.70 12 16 1.1944 -43.28 51.70 I A. a mo mm m �m t��opc t a�i .off o HtU 300- 24 0.6557 1 -77.55 1 24 0.8333 -62.04 1 24 1.0000 -51.70 1 24 1.0417 -49.63 24 1.1250 45. 66 24 T1667 W.31 24 13333 -38.78 24 13750 -37.fi0 24 1.7917 -28.86 Table 2F, Allowable Design Loads Based on Constant Fastener Load, 6d aiding nail Z.0" L, SPF Studs, fasteners concealed (blind -nail) Cheer for results using 7-5inch plank values from Report Number 10593.9611395. The 1611019119 example mill demonstrate the basic anatysis: Design load = ultimate failure load/FOS =-92psf/3 = 30.7psf Effective tributary = ((piankvildth exposed to weather X stud spacing)1144) = ((7.5-1.25) X 16)/144 = 0.694 sq.tL Fastener load - design load X tributary area =-30.7 X 0.694 =-21.3 pounds, vatich will be used for the calculation Adjusted fastener withdrawal load from NDS-2015 - 42.016Hastener, which is larger than the tested fastener load ralrtdated allowable deslan load = fastener load tested condition divided by area ulary for the conddion to be calculated N C m ,o -m am w c rn ? a.� C CG HardiePlank Width _E m a C a m a _ m (Inches) F 0 D U) W 4 .s . a o 5.25 16 0.4444 -47.92 -21.30 6.25 16 0.5556 38.33 -21.30 7.25 16 1. 0.6667 31.94 -21.30 7.5 -92 16 0.69" 30.67 21.30 g 16 0.7600 -28.40 -21.30 8.25 16 0.7778 -27.38 -2130 9.25 16 0.8889 -23.96 -21.30 9.5 16 0.9167 -23.33 -21.30 12 16 1.1944 -17.83 i -21.30 C m y m mn ^ m N �N�33e J 9 u ^ d a C qq 0%y 24 1 0.5557 -31.94 24 1 0.8333 -25.55 24 1.0000 -21.30 24 1.0417 -20.44 24 1.1250 -18.93 24 1.1667 -18.25 24 1.W33 75.77 24 1.3750 -15.49 24 1.7917 -11.89 rjGAWq 48 .24 ���� - FLORs ' r� JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642--7343 info@jameshardie.com RONALD L OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2553-15 Table 2G, Allowable Design Loads Based on Constant Fastener Load, NO.11ga. Roofing nail 131V L, SPF Studs, fasteners concealed (blind nail) Check for results using 9.5 inch plank values from Report Number IC-1034-88. 1 Design load = ultimate tenure loadlFOS =-146.6psfl3 = -48.9 psf Effective tributary = ((plank width exposed to weather X stud spacing)1144) = ((8.25-1.25) X 16)1144 = 0.9167 sq.iL Fastener load = design load X tributary area =-48.9 X .9167 = L44.79 pounds, which hill be used for the calculation Adjusted fastenerwvhdrawal load from NOS-2015 =43.5 Iti fastener, In this case it's more conservative and will be used for the calculation Calculated avowable design load = faslenerlas tested candid on divided b area'tnbutaryforthe r"ddinn to tie �wa�fea m y 02 c p, T m m a d J Si' `ma HardiePlank Width voE q E Nm a r >m^ � c m-0 ac 3° LL m y (inches) m m H c> > p 0 yr � Q w iEa m m y 0 °• .0 rW 525 16 0.4444 -97.88 -43.60 625 16 0.5556 -78.30 43.50 7.25 16 0.6667 -6525K433....60 7.5 16 0.6944 -62.6416 0.7500 ur8008.25 16 0.7778 55.939.2516 0.8889 46.949.5 -146 6 16 0.9167 47.4512 16 1.1944 36.42 c m m � m m m J vm u>� m a Cr N 24 0.6667 -65.25 '24 0.8333 -5220 -24 1:0000 -43.50 124 1.0417 -41.76 24 1.1250 38.67 24 1.l667 3729 124 1.3333 32.63 124 1.3760 -31.64 24 1.7917 2428 Table 2H, Allowable Design Loads Based on Constant Fastener Load, No.11ga. Roofmg nail Mir L, SPF Studs, fasteners concealed (blind nail) The design load in this'case is fanned by' both test result of report IC-1034-88 and Adjusted withdrawal load from NDS-2015 Siding design load in this case is equal to Fha adjusted fastener withdrawal design load (30.1 bbstener) erhulded by faeiennr fdhnfan. obit c v HardiePlank Width U O. N m m m _ (inches) 5 'n`Zit aVHm mrom o-mmc! em: 3aob 5.25 16 0.4444 -63.90 -28.4 6.25 16 0.5556 51.12 -28.4 7.25 16 0.6667 -42.60 28.4 7.5 16 0.6944 7WO.90 -28A 8 16 0 7500 37.87 -28.4 8.25 16 0.7778 36.51 -28 4 9.25 16 0.8889 31.95 -28.4 9 6 16 0.9167 30.98 28.4 12 16 1.1944 1 -23.78 -28.4 �e v O m- w�F na 24 0.6667 -4260 124 0.9333 34.06 24 1.0000 -28AQ ,24 1.0417 -2726 124 1.1250 -2524 124 1.1667 -24.34 24 1.3333 -21.30 124 13756 120.65 I24 L7917 -15.85 Table 21, Allowable Design Loads Based on Constant Fastener Load, 6d common nail r L. SPF Studs, fasteners exposed (face nail) Check for results using 9.5 inch plank values from Report Number IC-1020-88. Design load = ultimate failure load/FOS=-199psf13 =-66.3 psf Effective tributary = ((plank width exposed to weather X stud 4ating)1144) = 0.5-1.25) X 16)1144 = 0.9167 sq.tL Fastener load = design load X tributary area =-66.33 X 0.9167 =30.81 pounds Adjusted fastener withdrawal load from NDS-2015 - 39.2 Ib/fastener, in this case Its more conservative and will be used for the calculation Calculated 80owable design load = ed'usted fastoner vridnhawnt bad divided by area Dibutant for the rnnrfinnn in r,oV-Sm.A m c m L a HardiePlank Width a a m v a --• m m a^ � m d > m S c iu a j (inrJtaS) N U to Z- W` a 2 O LL 525 16 - 0.4444 1 -88.20 3920 625 16 0.5566 -70.56 3920 7.25 18 0.6667 78.00 3920 7.6 16 0.6944 5645 3920 8 16 0.7500 -52.27 3920 8.25 16 0.7778 50A0 39 00 925 16 0.8889 -44.10 3920 9.6 -199 16 0.9187 -4276 39.20 12 16 1.1944 -32.82 39.20 m c^ m Z 0 a-� _ ` wIE aaS 24 0.5667 48.80 24 0.8333 47.04 24 1.0000 -39.20 24 1.0417 37.63 24 1.1250' 34.84 24 1.1667 -33.60 24 1.3333 -29. 24 1.3750 -28.51 24 1.7917 -21.86 9,11t1(6� �, NA N .24 2 e -off � ESTATE 0F ONAV- JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642--7343 info@jameshardie.com RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2553-15 Table 2J, Allowable Design Loads Based on Constant Fastener Load, 8d common nail2.5" L, Hem•FirStuds, fasteners exposed (face nail) The design load in this case is limited by both test result of report IC-1020.88 and Adjusted withdrawal load from NDS-2016 Siding design load in this case is equal to the adjusted fastener withdrawal design load (30.1 Ib/fastener) divided byfastener tributary area. Design load = uhimate failure 10ad/FOS =-199psfI3 =-66.3 psf Effective tributary = ((plank width exposed to weather X stud sparang)1144) = ((9-64.25) X 16)/144 = 0.9167 sq.0. Fastener load = design load X tributary area = -66.33 X 0.9167 =-60.81 pounds, which will be used for the calculation Adjusted fastener withdrawal load from NDS-2015=65.8161tastener, which Is larger than the tested fastener Wad Calculated a0owable deal n load =fastener load tested eondi6dn divided by area utarV for the rand'tinn to he r�lmaar r m w v C m a m Width 'O -• 10 yG E fn N a m^ 2 a;m CvHardiePlank myN mc°>�o5.25 113B.02 m minches) 16 0.4444 -60.81 6.25 16 0.5556 409.46 -60.81 7.25 16 0.6867 -91.22 -60.81 7.5 16 0.6944 -87 57 760.81 9 16 0.7500 $1.08 60.81 8.25 16 0.7778 78.18 -60.81 9.25 16 U88 99 -68.41 60.81 9.5 -199 16 0.9167 -66.33 Z0.81 12 16 1.1944 -50.91 -60.81 m m C C ym m m O m J v �€ m a y O b wF:� aoIL 124 0.6657 1 -91.22 124 0.8333 -7297 124 1.0000 -60.81 124 1.0417 •58.38 124 1.1250 -54.05 124 1.1667 -52.12 124 1.3333 -45.61 24 1.3750 -44.22 124 1.7917 :33.94 Table 2K, Allowable Design Loads Based on Constant Fastener Load, Ed (2-3/8"L) ring shank box nail, DFL Studs, fasteners exposed (face nail) Check for results using 825 Inch plank values from Report Number 214947-10 (C). Design load = ultimate failure IoadIFOS=-296psf/3 =-98.7 psf Effective tributary = ((plank width exposed to weather X stud +acing)/144) = ((8.25-125) X 16)1144 = 0.778 sq.fL Fastener load - design load X tributary area =-98.7 X 0.778 = 76.74 pounds, which wM be used for the calculation Adjusted fastener withdrawal load per ESR-1539 = 84 th/fastener, which is larger than the test fastener load Calcuated a0owable design load = fastener load tested condition divided by area utary for the rmndainn to he r�rm aata l d C m m m HardiePlank Width y E v r c ai m y inches) H ti v33 a m m a H m ri 5.25 16 0A444 -172.67 7( .25 16 0,5556 -138.13 76.74 7.25 16 0.6667 -115.11 76.74 7.5 16 0.6944 -110.51 76.74 a 16 1 0.7500 -102.32 776.44 8.25 -296 16 0.7778 41B.67 776.74 9.95 16 0.8889 -86.33 6.74 9.5 16 0.9167 -83.72 .7412 J76 16 11944 6.74 C m m m m 0 t� o5c oil o. 3 m� oyrn I 24 0.6657 -115.11 1 24 0.8333 -92.09 I 24 1.0000 76.74 1 24 1.0417 -73.67 1 24 1.1250 -68.21 i 24 1.1667 -65.78 I 24 1.3333 -57.56 1 24 1.3750 -55.81 1 24 1.79 77 -42.83 Table 2L Allowable Design Loads Based on Constant Fastener Load, 8d siding nail (0.092" shank), DFL Studs, fasteners exposed (face nail) Check for results using 9.25 inch plank values from Report Number 2149-07-10 (E7. Design load = ultimate failure Ioad1FOS=-253psf13 =-84.3 psf Effective tributary = ((plank width exposed to weather X stud; spadng)/144) _ ((8.25-1.25) X 16)f144 = 0.778 sq.R Fastener load = design load X tributary area =-84.3 X 0.778;= -65.59 pounds, which wll be used for the calculation The adjusted nail withdrawal load per ESR-1539 = 67.0 Ibffasterter, which is larger than the test fastener load. Calculated ailowab►e design load = fastener load tested condition divided by area inbutary for the conditinn to he ralmrlatcri m C m v HardlePlank Width vO R H E �» No i m p m a Z a C m ii Cl c v v o (Ind18S) l0 V j to G W M 10 0 0 a Ii 5.25 16 0.4444 -147.58 65.59 6•25 16 0.5556 -118.07 -65.59 7•26 16 0.6667 -98.39 -65.59 7.5 16 0.6944 W.45 -66.59 a 16 0.7500 -8776 .59 8.25 -263 16 0.7778 .84.33 -66.59 9.25 16. 0.8889 -73.79 -65.59 9.5 16 0.9167 -7156 -65.59 12 16 1.1944 -54.91 -65.59 c m m 0 c a o m d rj to w ao� 24 0.6667 -98.39 24 0.8333 -78.71 24 1.0000 -65.59 24 1.0417 62 97 24 1.1250 58.30 24 1.1667 -56.22 24 1.3333 -49.19 24 13750 -47.70 24 1.791 I -X67 10 JAMES HARDIE BUILDING PRODUCTS, INC. 1-BBB-542-7343 info@jameshardie.com RONALD L OGAWA ASSOCIATES, INC. 16835 ALGONQWIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-0595 FAX PROJECT. RIO-2553-15 Table 2M, Allowable Design Loads Based on Constant Fastener load, 6d siding nail (0.092" shank), DFL Studs, fasteners exposed (face nail) Check for results using 8.25 inch plank values from Report Number 2341-OB-06. Design load = ultimate fallure load/FOS =-165psf/3 =-55 psf, Effective tributary = ((plank width exposed to weather X stud spacing)/144) = ((8.25-1.25) X 16)/144 = 0.778 sq.fL Fastener load = design load X tributary area =-55.0 X 0.778 =-42.70 pounds, which w11 be used for the calculation The adjusted nail withdrawal load per ESR-1539 = 49.1 lbflastener, which is larger than the test fastener load. Calculated a0owabie deli n toad =fastener load tested condition divided b area mbutary forthe-lifi"" iin h ,ror..,,r".e,, F70w-cc dm Width v "5� }amHardiePlank 3 y iz :p G W= fA o O 53 a LL 16 -96.25 -42.78 16 0.6556 -7700 -42.78 16 0.6667 64.17 -42.78 16 Q6944 -6160 -42.78 15.25 16 0.7500 57.04 -42.78 -165 16 0.7778 55.00 -47-78 16 0.8889 -4833 -42,78 16 0.917 16 1.1944 -35.81 .78 42.78 A �d m CL 9 u 3 yti a°ia� 00 1 24 0.6667 -64.17 1 24 0.8333 -51.33 1 24 1.0000 -42.78 1 24 1.0417 -41.07 24 1.12 00 -38.02 1 24 1.16 77 -36.67 24 1.3333 1 24 1.3750 24 1.7917 -23.8B I Table 2N, Allowable Design Loads Based on Constant Fastener Load, 8d siding nail (o.092" shank), SPF Studs, fasteners exposed (face nail) Check for results using 8.25 inch plank values from Report Number 2149.07-10 (F). Design load = ultimate failure load/FOS =-168psfn =-56.0 psf Effective tributary= ((plank width exposed to weather X studlspac3ng)1144) = ((8.25-1-25) X 16YI44 = 0.778 sq tt Fastener Toad = design load X tributary area = 56.0 X 0.7781=-43.56 pounds The adjusted nail withdrawal load per ESR-1539 = 43.01b/tastener, which is more conservative and will be used for the calculation. Calculated allowable deli n load = fastenerload tested condi0on divided by area Uibutary for the rs,mliri"" t' r,a ,."r,.,,,.e.. H Q C U m � p M HardiePlank Width vat yw � a� `ma (inches) F rro rism 5.25 16 0.4444 -96.75 43.00 625 16 0.5556 -77.40 -43.00 75 16 0.66 77 -64.50 -43.OD 7.5 16 0.6944 -61.92 -43A0 8 16 0.7500 57.33 Zff0o 8,25 -168 _ 16 0.7778 -55.29 -43.00 9.25 16 0.8889 -4B.36 -43.00 9.5 16 0.9f67 -46.91 -03.00 12 16 1.1944 -36.00 -43.00 I rn m o a -� % m ate^ r°3 mil 3 o : yco ` ro2 wr=a c ;it crz I 24 0.6667 -64.56 24 0.833 i -51.60 I 24 1 1.0000 -43.011 1 24 1.0417 -4128 1 24 1.1250 -38.22 24 1.1667 -36.86 24 1.3333 .32.25 24 1.3750 -3127 24 1.7917 24.00 11 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com L1CO11n1\ 11911\IJ 1 t%Ar% RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET*443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2553-15 Fiber -cement siding transverse load capacity (wind load capacity) is determined via compfrance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load Is based on factor of 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 (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested"allowable design loads for fiber -cement siding are a8gned with the wind speed requirements in ASCE 7-10 Figure 26.5•1A, Figure 26.5-18, and Figure 26.&1C. i For this analysis, to calculate the pressures in Tables 4, 5, and 6, the load combination will be in accordance with ASCE 7-10 Section 2A combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind veloei ty ' pressure. i Equation 1, q6=0.00256'K *VKd•V2 Pd.. ASCE7-10 equation 30.3-1) q1 , velocity pressure at height z I K- , velocity pressure exposure coefficient evaluated at height z Kn , lopographicfactor Kd , wind directionality factor V , basic wind speed (3- Equation 2, V=V,e (ref. 2015 tBC & 2017 FBC Section 1602-1 definitions) VLn , ultimate design wind speeds (3-second gust MPH) determin from [201518C, 2017 FBC) Figures 1609.3(1),1609.3(2), or 1609.3(3); ASCE 7-10 Fgures 26.5.1A, a, or C Equation 3, p=q�•(GCo GC,J (ref. ASCE7-10 equation 30.6-1) GCp . product of extemal pressure coefficient and gust -effect factor GC,; , product of internal pressure coefficient and gust -effect factor; p , design pressure (PSF) for siding (allowable design load for siding) To determine design pressure, subsbTute q. into Equation 3, i Equation 4, p=0,00256•K,•Kn Kd`V,t2*(GC, GCS I Allowable Stress Resign, ASCE 7-10 Section 24.1, load combination 7, Equation 6, 0.613 + 0.6W D dead load (ref. ASCE 7-10 section 24.1, load combination 7) , I W , Wind load Qoad due to wind pressure) To determine the Allowable Stress Oes4n pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation s, prod = 0.6•(p) Equation 7, pad=0.6j0.00256'K,M(• *V,.�'(GC,-GCP)) Equation 7 is used to populate Table 4, 5, and 6. i To determine the allowable ultimale basic wind speed for Hardie SiaGng in Table 7, solve Equation 7 for V,a, Equation 6, V,d = (p„d/0-6'0.00256•KZ•K,,*Iq(GC.- GC,,))os I Applicable to methods specified in Exceptions f through 3 of 120f51BC, 2017 FBC) Section 16091.1., to determine the allowable nominal design wind speed (Vasil) for Hardie Siding in Table 7, apply the conversion lomrule below, Equation 9, Vad = V,a • (0.6)as W. 20151BC&2017FBCSe pd4969.r'�A Vad , Nominal design wind speed (3-second gust mph) {ref. 2015iBC & 2017FBCi$�cn Table 3, Coefficients and Constants used in Determining V and p, K. h560 wan Zone W Exp B 0.1 Exp C 0.85 Exp D 1.03 Ka 1 Ka 0.85 G -tA GC 0.18 0.7 0.9 1.08 0.7 0.94 112 1 0.85 -f.4 0.18 1 0.85 -1A 0.18 0.7 0.98 1.16 35 0.73 1.01 1.19 1 0.85 1 -1.4 0.18 1. 0.85 -1A 0.18 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 0.81 1.09 127 55 0.83 1.11 1.29 1 0.85 ; -1A 0.18 1 0.85 --1A - 0.18 i! • � 4 V �� � Sir�iE OF •.• 4(,l a . � a F�Qa d �1 e�` • •'••........• 1 12 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jamesbardie.com RONALD L OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714492-2602 714-847-4595 FAX PROJECT. J R I O-2553-15 Table S. Allowable Stress Design -Component and Cladding (C&C) pressures (PSF) to be Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Wind Speed (3- second gust) 100 105 110 115 120 130 Tables 4, S. and 6 are based an ASCE 7-10 and consistent with The 2015 IBC, 2016IRC and the 2017 Speeds- Wind Exposure Catann-a .150 7g 160 B --- 170 180 190 200 210 32.Sa-, 37,0 B -41.7 B B B -46.8 -S2.1 -57.6 B -63.7 2l5= 37.0 -41.7 46.8 S21 - 7,8 -63.7 -32.5 37.0 -41.7 -46.8 52.1 -67,6 -63.7 325 37.0 -41.7 -45.8 52.1 -67 63,7 33.9 -38.6 -43.5 48.6 54,4 602 -66A -35.3 -40.1 45,3 50.6 56.6 -62.7 36.4 41.5 46.8 S25 58.6 -64.8 37,6 -428 48 3 =54:1 -60.3 -66.8 J.3 •38.5 39, 43.6 49.5 65.5 -61.6 -68.5 4.9 -50, - 6 8 63,3 - 0. •57,6 -65.5 74.0 829 -924 -1024 -1129 at Various Wind Speeds - Wind Exonsurp r fpnnn, r, 140 IC 150 160 170 1B0 - 190., 200 210 . 34,4 C -39.5 C -44,9 C 50,7 C 56.8 C -63.3 C C -70.1 -77.3 W4 41.8 -47,5 53.7 -602 -67.0 -74.3 -81.9 38.0 43.6 -49,6 -56.0 -62.6 70.0 77.6 .85. 39.6 -W5 SL8 -58.4 -65.5 -73.0 -80.9 -892 f0a 120 -46.9 -53.3 -60.2 -67.5 - .2 -83.3 -91.9 13,1 -48.3 -54.9 -62.0 -0.5 77,4 -85,8 -94.6 49.4 762 -63.5 -71.2 -79.3 -87.9 -96.9 k.1 W.9 -50.6 -57.6 -35.0 -729' =812 -89.9 -99,2 5.7 -51.5 2.4 56,6 59.7 862 74-2 7827 SL6 -101,0 67,4 - 5 84.1 - 32 -10 8 13.8 -7333 -WA -94.1 -105.5 -117.6 -130.3 7143.6 at Various Wind Speeds - Wind Exposure Category D, 150 160 170 180 190 200 Building Code. 13 RONALD I. OGAWAASSOCIATES, INC. 16836 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com a 121 q r� m ♦ 'o ' 201518C, 2017 FBC 2015/BC, 2017 FBC a ~ •, STA E OF ����c'•FZOR10 ' 6, ' ,. Coefficients used in Table 6 calculations for V,e Allowable, Ultimate Design Wind, Speed, a.s (3-second gust mph) Allowable, Nominal Design Wind, Speed, �a, (3-second gust mph) Appgesbletomethods 8C, spedfied in I Section 20.1 FBC] Section 1609.1.1.ias determined by Figures 1609.3(1), 1609.3(2), or 16D9.3(3) Applicable in to methods specified in ExcapBons 1 through 3 of [20151BC, 2017 FBC] Section 1609.1.1. Wind exposure category Wind exposure category Siding K. Product Product Thickness inches (inches) Width (Inches) Fastener Type Fastener Spacing Frame Type Stud Sparing (inches) Building Heighe. feet (feet) B C D B C D Allowable Design Load (PSG Exp B Exp C F-xp D K. I(, GCp GC HardiePlank 5116 725 No. 11 ga. X 1-314" long Roofing nag Blind nail 2X4 Wood SPF a 16 0-15 213 1 193 175 165 149 136 -65.3 0.7 Ma5 1.03 hse0 1 0.85 -1.4 0.18 20 213 1 188 171 165 145 133 -65.3 0.7 0.9 1.08 1 0.85 -IA 0.18 25 213 1 184 168 165 142 130 -65.3 03 0.84 1.12 1 0.85 AA 0.18 30 213 1 180 165 165 139 128 -65.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 208 1 177 163 161 137 126 -65.3 0.73 1.01 1.19 1 0.85 AA 0.18 40 204 1 174 161 158 135 125 -65.3 0.78 1.04 1.22 1 0.85 -IA 0.18 45 201 1 172 159 156 134 124 -65.3 0.785 1.065 1.245 1 0.85 AA 0.18 50 198 1 170 158 153 132 122 -65.3 Mal 1.09 1.27 1 0.85 AA 0.18 55 195 1169 157 151 131 121 -65.3 0.83 1.11 1.29 1 0.85 -IA 0.16 . 60 193 1167 155 149 130 120 -65.3 0.85 1.13 1.31 1 0.85 .1A 0.18 100 160 1142 133 124 110 103 .65.3 0.99 1.26 1.43 tn60 1 0.85 -1.8 0.18 HardiePlank 5/16 7.5 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF 8 16 0-15 208 1 189 172 161 146 133 -62.6 0.7 0.85-1.03 hs60 1 0.85 .1.4 0.18 20 208 1184 168 161 142 130 -62-6 0.7 0.9 1.08 1 0.85 AA 0.18 25 208 ' 180 165 161 139 128 -62.6 0.7 0.94 1.12 1 0.85 -1A 0.18 30 208 1 176 162 161 136 125 -52.6 0.7 0.98 1.16 1 0.85 AA 0.18 35 204 1 173 160 168 134 124 -67-6 0.73 1.01 1.19 1 0.05 -IA 0.18 40 200 1 17l 158 155 132 122 -62.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 197 1 169 156 152 131 121 -62.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 194 1167 155 150 129 120 -62.6 0.61 1.09 127 1 0.85 -1.4 0.18 55 191 165 153 148 128 119 -62.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 189 1. 152 146 127 118 -62.6 0.a5 1.13 1.31 1 0.85 -1.4 0.18 10D 156 1139 130 121 107 101 -626 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 8 No. 11 ga. X 1-3/4" long Roofing nag Blind nail 2X4 Wood SPFa 16 0-15 200 1182 165 155 141 128 -58.0 0.7 0.85 1.03 hs60 1 0.86 -IA 0.18 20 200 177 161 155 137 125 -58.0 0.7 0.9 1.08 1 0.85 -lA 0.18 25 200 1173 158 155 134 123 -58.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 200 1 169 156 155 131 121 -58.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 196 167 154 152 129 119 .58.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 192 1 164 162 149 127 118 -58.0 0.76 1.04 1.22 1 0.85 AA 0.18 45 189 1 162 150 147 126 116 -%a 0.7&5 1.a65 1.z45 1 0.85 4A 0.19 50 186 1161 149 144 124 115 -58.0 0.81 1.09 1.27 1 0.85 AA 0.18 55 184 1159 148 143 123 114 -58.0 0.83 1.11 1.29 1 0.85 -IA 0.18 60 182 158 147 141 122 113 SB.O 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 151 133 125 117 103 97 58.0 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 8.26 No. 11 ga. X 1-3/4" long Roofing nag Blind nail 2X4 Wood SPF a 16189 0-15 197 1179 162 152 138 126 -55.9 0.7 0.85 1.03 hs60 1 1 0.85 0.85 -1.4 AA 0.18 0.18 197 174 158 152 134 123 55.9 0.7 0.9 1.08 197 1170 156 162 132 120 -55.9 0.7 0.94 1.12 1 0.85 -1.4 0.19 197 1166 153 152 129 118 -55.9 0.7 D.9a 1.16 1 0.85 AA 0.18 193 1164 151 149 127 117 -55.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 K40 1161 149 146 125 115 -55.9 0.76 1.04 1.22' 1 0.65 1.4 0.18 186 160 148 144 124 114 -55.9 0.795 1.065 1.245 1 0.85 -14 0.18 183 158 146 142 122 113 .55.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 181 1156 145 140 121 112 -65.9 0.83 1.11 129 1 0.85 -IA 0.18 179 155 144 138 120 111 .65.9 0.85 1.13 1.31 1 0.86 AA 0.18 100 148 131 123 114 101 95 -55.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 9.25 No. 11 ga. X 1-3/4" long Roofing nag Blind nail 2X4 Wood SPF' 16 G-15 184 1167 152 143 129 118 48.9 0.7 0.85 1.03 jhsS0 1 1 0.85 0.85 -lA -1.4 0.18 0.18 20 184 1162 148 143 126 115 -48.9 0.7 0.9 1.08 25 184 169 145 143 123 113 -48.9 0.7 0.94 1.12 1 0.85 -IA 0.18 30 184 1156 143 143 120 111 -48.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 180 1163 141 140 119 109 48.9 0.73 1.01 1.19 1 615 -1.4 6.18 40 177 i 151 139 137 117 108 -48.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 174 ;149 138 135 116 107 48.9 0.785 1.065 1.245 1 0.05 -1.4 0.18 50 171 1147 137 133 114 106 -48.9 0.81 1.09 1.27 1 0.85 -IA 0.18 55 169 1146 136 131 113 105 -48.9 0.83 1.11 1.29 1 0.85 -IA 0.18 60 167 1145 135 129 112 104 -48.9 0.85 1.13 1.31 1 0.85 -IA 0.18 100 138 1123 115 107 95 89 -48.9 0.99 1.26 1.43 h>60 1 O.ti5 -1.8 0.18 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com I RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2683-17 I OGAW4 21 w OFe 2015 IBC, 2017 FBC 20151BC, 2017 FBC ," -a STATEI.: a •'•• • F P .• ° �/C` ••. �_ � R�O ,- � �" S/ • 11 t 1► • • ` 1 ' � O N Ill / Coeficients used In Table 6 calculations for V"11 Allowable, Ultimate Design V1gnd, Speed, ..e (3-second gust mph) Allowable, Nominal Design Wind, Speed, se (3-se n gust mph) Applicable to methods spedfiaO in [20151BC, 2017 FBC] Section 1609.1.1. as determined by Figures 1609.3(1), 1609.3(2), or 1609.3(3) Applicable to methods specified in Exceptions 1 through 3 of 120161BC, 2017 FBC] Section 1609.1.1. Wind exposure catego Wind exposure catego Siding K. Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches Building Heigh 7 (feet) B C D B C D Allowable Design Load (PSF7 Exp B Exp C Exp D Kn Ke G GC HardiePlank 5/16 _- 9.5 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF a 16 0-15 181 1165 150 140 127 116 -47.5 0.7 0.85 1.03 hs60 1 0.85 AA 0.18 20 181 1160 146 140 124 113 -47.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 181 1157 143 140 121 111 -47.5 0.7 0.94 1.12 1 0.85 -IA 0.18 30 181 1153 141 140 119 109 -47.5 0.7 0.95 1.16 1 0.85 •1A 0.18 35 178 1151 139 138 117 108 -47.5 0.73 1.01 1.19 1 0.85 AA 0.18 40 174 1149 137 135 115 106 -47.5 0.76 1.04 1.22 1 0.85 -IA 0.18 45 171 1147 136 133 114 105 -47.5 0.785 1.055 1.245 1 0.85 AA 0.18 50 169 1145 135 131 113 104 -47.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 167 1144 134 129 112 103 -47.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 165 1143 133 127 111 103 -47.5 OAS 1.13 1.31 1 0.85 -1.4 0. 88 too 136 1121 113 106 94 88 47.5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 12 No. 11 ga. X 1-314" long Roofing nag Blind nail 2X4 Wood SPF a 16 0-15 169 1144 131 123 112 101 -36.4 0.7 0.85 1.03 hs60 1 0.85 AA OAS 20 159 1140 128 123 108 99 -36.4 0.7 0.9 1.08 1 US -lA 0.18 25 159 1137 126 123 106 97 -36A 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 159 1134 123 123 104 95 -36A 0.7 0.98 1.16 1 0.85 -1.4 0.19 35 155 1132 122 120 102 94 -36.4 0.73 1.01 1.19 1 0.85 AA 0.18 40 152 1130 120 118 101 93 36.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 150 ' 1129 119 116 100 92 -36A 0.785 1.065 1245 1 0.86 -1.a 0.18 50 148 1127 118 114 99 91 -WA 0.81 1.09 1.27 1 0.85 .1.4 0.18 55 146 1126 117 113 98 91 -36.4 1.1 1.11 1.2s 1 0.85 -1.4 0.18 60 144 1125 116 112 97 90 -36A 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 119 I - 92 -36.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 5.25 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF a 24 0-15 213 193 175 165 149 136 -65.3 0.7 0.85 1.03 hs60 1 OAS -1.4 0.18 20 213 188 171 165 145 133 -65.3 0.7 0.9 1.08 1 0.85 AA 0.18 25 213 1184 168 165 142 130 -55.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 213 1180 165 165 139 128 -65.3 0.7 0.98 1.16 1 0.85 AA 0.18 35 208 1177 163 161 137 126 -65.3 0.73 1.01 1.19 1 0.85 AA 0.18 40 204 174 161 158 135 125 -65.3 0.76 1.04 1.22 1 0.85 AA o.ta 45 201 1172 159 156 134 124 .65.3 0.785 1.085 1.245 1 0.85 -1.4 0.18 50 198 1170 158 153 132 122 .65.3 0.81 1.09 1.27 1 0.85 4.4 0.18 55 195 1169 157 151 131 121 •65.3 0.1 1.11 1.29 1 0.85 -i.4 0.18 60 193 1167 155 149 130 120 -65.3 0.85 1.13 1.31 1 0.85 AA 0.18 100 160 1142 133 124 110 103 -65.3 0.99 126 1A3 h>60 1 0.85 -1.8 0.18 HardiePlank 5116 6.25 No. 11 go. X "/4" long Roofing nail Blind nail 2X4 Wood SPF a r 24 0-15 190 -1173 157 147 134 121 -52.2 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 190 1168 - 153 147 130 119 -52.2 0.7 0.9 1.08 1 0.85 AA 0.18 25 190 it64 150 147 127 116 -52.2 0.7 0.94 1,12 1 0.85 .1.4 0.18 30 190 1161 148 147 124 114 -52.2 0.7 0.98 1.16 1 0.85 -lA o.la 35 186 �158 146 144 123 113 -62.2 0.73 1.01 1.19 1 0.85 -IA 0.18 40 182 �156 144 141 121 112 -522 0.78 1.04 122 1 0.85 -1.4 0.18 45 180 154 143 139 119 110 -52.2 0.785 1.065 1.245 1 0.85 -1.4 DAB So 177 1162 141 137 118 109 -52.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 175 ;151 140 135 117 108 52.2 0.83 1.11 1.29 1 0.85 AA 0.18 60 173 -150 139 134 116 108 -52.2 0.85 1.13 1.31 110.851 AA 0.18 100 143 .127 119 111 98 92 -52.2 0.99 1.26 1 0.85 -1.8 0.18 HardiePlank 5/16 7.25 No. 11 ga. X 13/4" long Roofing nail Blind nail 2X4 Wood SPFa 24 G•15 174 158 143 134 122 111 -43.5 0.7 OR5 hs60 1 0.85 -IA 0.18 20 174 i153 140 134 119 108 -43.5 0.7 0.9 1 0.85 -1.4 0.18 25 174 150 137 134 116 106 -43.5 0.7 0.94 jh>60 1 0.85 -14 0.18 30 174 147 135 134 114 104 -43.5 0.7 0.98 1 0.85 -1.4 0.18 35 170 144 133 132 112 103 -43.5 0.73 1.01 1 0.85 -1.4 0.18 40 167 142 131 129 110 102 43.5 0.76 1.04 1 0.85 -1.4 0.18 45 164 141 130 127 109 101 -43.5 0.785 1.065 . 1 0.85 -1.4 0.18 50 161 139 129 125 108 100 -43.6 0.81 1.09 127 1 85 0IN -14 018 55 159 1311 128 123 107 99 -43.5 11 1.11 1.2o 1 60 158 137 127 122 106 98 43.5 0.85 1.13 1.31 1 100 130 116 101 90 43.5 0.99 1.26 1.43 h>60 1 19 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642-7343 info@jameshardie.com R.1.OGq q a 1�1 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Vi r • STATE OF .,4 w \qti ••.®�'�► ,� y° _� /} p• • • • • • • / + `O��"✓N�� f" `` Coefficients used In Table 6 calculations for VW, Allowable, Ultimate Design Wind, Speed, as (3-second gust mph) Allowable, Nominal Design Wind, Speed, s6 (3-sec ndgustmph) Applicable to methods specified in [201518C, 2017 FBC) Section 1609.1.1. as determined by Figures,1509.3(1), 1609.3 2 , 3 () i or 1609.3 () Applicable to methods specified in Exceptions 1 through 3 of (2015 IBC. 2017 FBC) Section 1609.1.1. Wind exposure category Wind exposure category Siding V, _ Product Product Thickness (Inches) Width Qnches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches Building Height'' (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Ka Vd I GC. GCa HardiePlank 5/16 7.5 No. I I ga. X 1-3/4" long Roofing nag Blind nail 2X4 Wood SPF 6 24 GAS 170 154 140 132 120 109 -41.8 0.7 0.85 1.03 hs60 1 0.85 -1.4 0. 88 20 170 150 137 132 116 106 -41.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 170 147 135 132 114 104 -41.8 0.7 0.94 1.12 1 0.85 -1A 0.18 30 170 144 132 132 111 102 -41.8 0.7 0.98 1.16 1 0.85 -IA 0.18 35 167 142 130 129 110 101 -41.8 0.73 1.01 1.19 1 0.85 AA 0.16 40 163 140 129 126 108 100 -41.8 0.76 1.04 1.22 1 0.85 -IA 0.16 45 161 138 128 124 107 99 -41.8 0.785 1.065 1.245 1 0.85 -IA 0.18 50 158 136 126 123 106 98 -41.8 0.81 1.09 1.27 1 0.85 .1.4 0.18 55 156 135 125 121 105 97 -41.8 0.83 1.11 1.29 1 0.65 -IA 0.18 60 154 134 124 120 104 96 41.8 0.85 1.13 1.31 1 0.85 -IA 0.18 100 128 113 99 88 41.8 0.99 1.26 1.43 hv60 1 0.85 -1.8 0.18 HardiePlank 5/16 8 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF s 24 0-15 164 149 135 127 115 105 -38.7 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 164 144 132 127 112 102 -38.7 0.7 0.9 1.08 1 0.85 -IA 0.18 25 164 141 129 127 109 100 -38.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 164 138 127 127 107 99 -38.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 160 136 126 124 106 97 -38.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 167 134 124 122 104 96 -38.7 0.76 1.04 1.22 1 D.BS 0.18 45 155 133 123 120 103 95 -38.7 0.785 1.065 1.245 1 0.85 0.18 50 152 131 122 118 102 94 38.7 0.81 1.09 127 1 0.85 �AA 0.18. 55 150 130 121 116 101 93 -38.7 0.83 1.11 129 1 0.85 0.18 60 149 129 120 115 100 93 -38.7 0.85 1.13 1 1.31 1 0.85 -IA 0.18 100 123 95 -38.7 0.99 1.28 1 1.43 h-60 1 0.85 -1.8 0.18 HardiePlank 5116 8.25 No. 11 ga. X 1-3/4" long Roofing nag Blind nail 2X4 Wood SPF' 24 0.15 161 146 132 124 113 103 -37.3 0.7 0.85 1.03 hs6o 1 0.85 -1.4 0.18 20 161 1421 129 124 110 100 -37.3 0.7 0.9 1.08 1 0.85 AA 0.18 25 161 1391 127 124 107 98 -37.3 0.7 0.94 1.12 1 0.85 AA 0.18 30 161 136 125 124 105 97 -37.3 0.7 0.98 1.16 1 0.85 -IA 0.18 35 157 134, 123 122 104 95 -37.3 0.73 1.01 1.19 1 0.85 -1.4 6.18 40 154 132, 122 119 102 94 -37.3 0.76 1.D4 1.22 1 0.85 -IA 0.18 45 152 130, 121 118 101 93 -37.3 0.785 1.085 1.245 1 0.85 -1.4 0.18 50 149 129: 119 116 100 92 -37.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 148 1281 118 114 99 92 .37.3 0.83 1.11 1 1.29 1 0.18 60 146 126 117 113 98 91 -37.3 0.85 1.13 1.31 1 0.18100 121 94 -37.3 0.99 1.26 1.43 h>60 1 0.180-15 HardiePlank 5116 9.25 11 ga. 1-3/4" long Roofing nag Blind nail 2X4 Wood SPF a 24 150 136 124 116 106 96 -32.6 0.7 0.85 1.03 WO 1 j-IA 4 0:1820 150 133 121 116 103 94 -32.6 0.7 0.9 1.08 1 0.1825 15D 130 119 116 10D 92 32.6 0.7 Dsa 1.12 t 4 0.1BNo. 30 ISO 127 117 116 98 90 -32.6 0.7 0.95 1.16 14 0.18X 35 147 125 1 115 114 97 89 -32.6 0.73 1.01 1.19 1 4 o.1a 40 144 123 114 112 95 B8 -32.s 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 142 122 113 110 94 87 .32.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 140 120 112 108 93 86 -32.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 13B 119 111 107 92 86 -32.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 136 118 106 92 -32.6 0.85 1.13 1.31 1 0.85 AA OAF 100 113 87 -32.6 0.99 1.26 1.43 h>80 1 0.85 -1.8 0.1a HardiePlank 5116 9.5 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF a 24 0-15 148 134 122 115 104 94 -31.6 0.7 0.85 1.03 h2= 1 0.85 -1.4 0.18 20 148 130 119 116 101 92 -31.6 0.7 0.9 1.08 1 0.85 -1A 0.18 25 148 128 117 115 99 91 -31.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 14B 125 ', 115 115 97 89 -31.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 145 123 113 112 95 88 -31.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 142 121 112 110 94 87 -31.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 140 120 111 108 93 86 -31.8 0.7B5 1.065 1.245 1 0.85 -1.4 1 0.18 50 138 119 107 92 -31.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 136 117 105 91 -31.6 0.83 1.11 129 1 0.85 -1.4 0.1a 60 134 116 104 90 -31.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 10D III 86 -31.6 1 0.99 1 1.26,1 1.43 jh>60 1 0.85 -1.8 0.18 20 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie,com RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2683-17 Designjwnd, Speed, Design Wind, Speed, 'Vut4,6 V .d, 6 (3-second gust mph) (3-second gust mph) Applicable to methods spedfied in [20151BC, Applicable to methods 2017 MCI Section specified in Exceptions 1 509.1.1.Figures determined by through 3 of 1201S IBC, Figures 1609.3(.3 2017 FBC) Section 1609.3(2), or 1809.3(3) 1609.1.1. And exposure categorV Wind exposure categoi +a�ao9a¢\ pGAWq• e,A N Coefficients usedlif"11A8fe 8 calculations for Product Product Thickness (inches) Width (inches) Fastener Type Fastener Spacing Frame Type Stud Spacing (inches) Building Heigh 7 (feet B C D B C D Allowable g n Load Load (PSF) Exp B Exp C Exp D Ka Kd GC GC HardiePlank 5116 12 No. 11 ga. X 1-3/4" long Roofing nail Blind nail 2X4 Wood SPF a 24 0-15 130 118 100 91 -24.3 0.7 0.85 1.03 h960 1 0.85 -1.4 0.18 20 130 114 100 89 -24.3 0.7 0.9 1.08 1 p.as -1.4 0.18 25 130 1 112 100 67 -24.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 130 100 -24.3 0.7 0.98 1.16 1 0.a5 -1A 0.18 35 127 98 -24.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 124 96 -24.3 0.76 1.04 1.22 1 0.85 -lA DAB 45 122 - 95 -24.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 121 93 -24.3 Mel 1.09 127 1 0.85 -1.4 0.18 55 119 92 -24.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 118 91 -24.3 0.85 1.13 1.31 1 0.85 -1A 0.18 100 -24.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardlePlank 5116 5.25 No. 11 ga. X 1-1/4" long Roofing Blind nail 2X4 Wood SPFa 16 0-15 210 191 173 163 148 134 -63.9 0.a5 1.03 hs60 1 0.85 -lA 0.18 20 210 186 169 163 144 13l -63.9 0.9 1.08 1 0.85 -lA 0.18 25 210 182 166 163 141 129 -63.9 0.94 1.12 1 0.85 -1A 0.18 30 210 178 163 163 138 127 -63.9 F0.785 0.98 1AB 1 0.85 -1.4 D.18 35 206 175 161 160 136 125 -63.9 1.01 1.19 1 0.85 -1.4 0.18 40 202 173 159 156 134 123 063.9 1.04 1.22 1 0.85 -1.4 0.18 45 199 171 158 154 132 122 -03.8 1.065 1.245 1 0.85 -tA 0.18nail 50 196 169 156 151 131 121 -63.9 1.09 1.27 1 0.85 -IA 0.18 55 193 167 155 150 129 120 -63.9 0.83 1.11 1 1.29 1 0.85 -1.4 0.18 60 191 166 154 148 128 119 -83.9 0.85 1.13 1 1.31 1 0.85 -1.4 18 100 158 140 131 122 108 102 -83.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5/16 6.25 No. 11 ga. X 1-1/4" long Roofing nail Blind nail 2X4 Wood SPFa 16 0.15 188 171 155 146 132 120 -51.1 0.7 0.85 1.03 hs50 1 0.85 -1.4 0.18 20 188 166 151 146 129 117 -51.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 188 162 149 146 126 115 -51.1 0.7 0.94 1.12 1 0.85 -IA 0.18 30 188 159 146 146 123 113 -61.1 0.7 0.98 1.16 1 0.85 -lA 0.18 35 184 157 144 143 121 112 -51.1 0.73 1.01 1.19 1 0.85 -1A 0.18 40 181 154 142 140 120 110 -51.1 0.75 1.04 1.22 1 0.85 -lA 0.18 45 178 153 141 138 118 109 -51.1 0.785 1.065 1.245 1 0.85 -1.4 D.18 50 175 151 140 135 117 108 -51.1 0.81 1.09 1.z7 1 0.95 -1A 0.18 55 173 149 139 134 116 107 -51.1 0.83 1.11 1.29 1 0.85 -IA 0.18 60 171 148 138 132 115 107 -51.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 141 125 118 109 97 91 -51.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 HardiePlank 5116- � T" 7.25 -JR070ng No. 11 No. a X 1-1/4^-° long l�` :Blind nail -2X4^- Wood SPFa 16 0-15 161;72P 156 142 133 121 110 -42.6 0.7 0.85 1.03 hs60 1 0.85 -1A 0.18 20 14V2% 151 138 133 117 107 42.6 0.7 0.9 1.08 1 0.85 -IA 0.18 25 172 148 136 133 115 105 42.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 172 145 133 133 112 103 -42.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 168 143 132 130 Ill 102 42.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 165 141 130 128 109 101 -42.6 0.76 I 0 1.2z 1 1 0.85 0.85 -1.4 -1.4 0.18 0.18 45 162 739 129 126 108 100 42.8 0.795 1.065 1.z45 50 160 138 128 124 107 99 -42.6 pool 1.09 1.27 1 p.85 -1.4 0.15 55 158 136 127 122 106 98 -4z.6 0.83 1.1t 1.zs 1 p.s5 -1.4 0.18 60 156 135 126 121 105 97 -42.6 0.85 1.13 1.31 1 10.851 -1A 1 0.18 100 129 114 100 89 -42.6 0.99 1.26 1.43 h>60 1 10.651 -1.8 1 0.18 HardiePlank 5/16 7.5 No. 11 ga. X 1-1/4" long Roofing nail Blind nail 2X4 Wood SPFa 16 0-15 168 153 139 130 118 107 -40.9 0.7 0.85 1.03 hs60 1 0.85 -1.4 1 0.18 20 168 148 135 130 115 105 -40.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 16B 145 133 130 112 103 1 40.9 0.7 0.94 1 1.12 1 0.85 -1.4 0.18 30 16B 142 131 130 110 101 1 40.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 165 140 129 128 109 100 49.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 162 138 127 125 107 99 40.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 169 136 126 123 106 98 -40.9 0.785 1.065 1.245 1 0.85 -IA 0.18 50 156 135 125 121 104 97 -40.9 0.81 1A9 127 1 0.65 -IA 0.18 55 155 134 124 120 104 96 40.9 0.83 loll 1.28 1 0.85 -IA 0.18 60 153 132 123 8 1198 103 95 -40.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 126 112 87 -40.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 21