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ENGINEERING EVALUATION REPORT
RONALD 1. OGAWA ASSOCIATES, INC. _. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 , 714-292-2602 714-847-4595 FAX PROJECT: RIO-2688-17' JAMES HARDIE BUILDING PRODUCTS, INC.. 1-888-642-7343 . info@jarrieshardie.com. EVA UATION SUBJECT. :Hardie Plank@ Lap Siding i James I ardle Product Trade Names covered.in ttiis evaluations HardielP 8 Lep.Siding, CemPlank® Siding, Prevail- Lap -Siding EVA UATION SCOPE: ASCE 7-10 - 2017 Florida Building Code 2015 International Building Code® EVA UATION.PURPOSE: This en lysis is to determine ttie maximum design 3-second gust vend speed to be resisted by an assembly of HardiePlank (CemPlank, Prevail Lap) siding fastened to wood or metal framing with nails or scre4yS. REFERENCE REPORTS:. 1. Inte ek Report 3148f 04COQ-002, Transverse load testing on HardiePlank and HardiePanel Fiber -Cement panels Lek .; 2. Inie I i I i I Report 100717048COQ-003, Transverse load testing on HardiePlank and HardieShingle _ - '- � ,od9i���•.09AW 1 �'p•' Pt0R14�' SOON- ®°��e�oaiiAe/Qi0. I i. 2 RONALD I. OGAWA ASSOCIATES, INC. . 16835 ALGONQUIN STREET #443 -HUNTINGTON BEACH, CA 92649 714-292-2602 714847-4595 FAX PROJECT: RIO-2688 17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1 Results of Transverse Load Testing = Report Niumbar 3148104COQ.002 3148104COQ-062, 100717048COQ-003 100717048CCO-003 Test Ag hcy. Intertek. - .Intertek Intertek Intertek Thickness (in.) 0.3125 0.3125 :- 0.3125 0.3125 Width (i !) 5.25 9.25 8.25 8.25 Frame re j Wood 2" x 4" SPF w/ 7116" OSB'sheathing Wood 2° x 4" SPF w/ 7/16" OSB sheathing . Wood 2° x 4" SPF w/ 7/16" OSB sheathing Wood 2" x 4° SPF w/ 7/16" OSB sheathing Frame Spacing (in:) 12.. 12 .8 6 Fastene Type #8 w?ferhead screw, 1 5/8" x 0.375" HD #8.waferhead screw, 1 5/8" x 0.375" HD 4d ring shank siding 1:5" x 0.090" x 0.215" 4d ring shank siding 1.5" x 0.090" x 0.215" Fasteh jLength (inches). - 0.625 . . 1.625. "" 1.5 1.5 Fastening Method _ Blind nailed to OSB' Blind nailed to OSB Blind nailed to OSB Blind nailed to OSB Ultimate; Load (psf) .310.4 138.8 152 _ 198 _ Design III oad - 1035, 46.3 50.7 66.0 EffectivdiTributa' Area 0.333 0.667 . 0.389 0.292 Fastens (lb/faste (Load , as tested er) 34.5 30.8 19.7 19.3 - Adjusts (Ib/faste�,iwithdrawal'design load35.6 ier) , IM 35.6 Net Fa_s(ener Penetration (in.), P . 0.437 0.437 Wood Specific Gravity, G" " - 0.70 0.70 Nall Sh 'k Diameter (in.), D 0.090 0.090 WithdraWal 2015 or W design value per NDS . sR-1539 (lbrin: penetration), 50:9 50.9 Calculated fastener withdrawal load is compared with the test result and the more conservative one will be used 1. Allowal bIs design load is determined from ultimate load divided by a factor of safety of 3. 2. Hardi Plank Siding complies with ASTM C1186, Siandaril Specification for Grade ll, Type A Non -asbestos Fiber -Cement Flat Sheets. _ 3. An eq livalent,specific gravity of 0.70 for ring shank nails installed on OSB is recommended by APA TT7039C. 4: Cafc ated fastener.wdhdrawaI load is compared with the test result, and then the more conservative one will be used. For alcases in the table, the adjusted withdrawal design value, .W , is calculated as W1 CD"W•P when CD 1-7load duration factor per NDS=2015 Table 2.3.2 for wind/earthquake load =1.6 W - thdrawal design value, calculated per NDS-2015 or ESR-1539, whichever applicable P = astener embedment depth, in. When Mail shank. D, 2 0.099 inch buts 0.375 inch for smooth shank nails, NDS-2015 equation (11.2-3) Is used to calculate withdrawal design value W = 380G(5/2)' D Wher G =Fvood specific gravity per Table 11.3.3A D =I ' '1 shank diameter, in.. When ail shank, D, is less than 0.099 inch, or.in the case of ring shank nails, the. withdrawal design values were obtained from ICC-ES ESR-1539 Table 2. '00 46 � 17i tilt 121 //#. 3 RONALDL OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #40 HUNTINGTON BEACH, CA 92649 714492-2602 . 714-847-4595FAX PROJECT: RIO-2688-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jarneshardie.com'. For Tab e 2A to k the designs; loads will be calculated by proportioning the tributary area to each fastener, thereby design load to each fastener will be kept constant. By doing so, the allowable design load for adous HardiePlank widths and stud spacing will be determined. Table 2 Allowable Design Loads Based on Constant Fastonei Load, #8 wafer head screw x 0.375" HD, fasteners concealed (blind screw) at 12" O.C. to WSP sheathing only For 5.25 inch v4de HardiePlank:. Deslg6 load= ultimate failure.16ad/FOS = -310.4 psf / 3 = -103.5 p&f Effective tributary =*((plank width exp osed to weather X fastener spacing)/1 44) ((5.25-1.25) X 12)/144 = 0.333 sq.ft. Fastener load = design load- X tributary area =4015X 0.333=-34.5 pounds -For 9.2-5 inch wide HardiePlank: Design load = ultimate failure load/FOS = -138.8 00 3 46.3 psf Effective tributary = ((plank width exposed to weather X fastener spacing)/144) = ((9.25-1.25) X 12)/144 = 0.667 sq.ft. Fastener load = design load X tdbutary.area = -46.3.5.X 0.667 = -30.8 pounds The fastener loads for all other plank -widths were linear interplated from the two tests based on -plank width Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated 22 iZ -2 , :2 T Hardie lank Width E - =5 H cc .2 jiches) A) LL A A 9 AM ez. d! 3. 5.25 310.4 12 0.333 7103.5 34.6 .25 12 OA17 80.6 -33.6 7.25 12 0.500 65.3 -32.7 7.5 12 .0.621 -62.3 -32.4 18 12 0.563 56.9 -32.0 8:25 12 - 0.583 54A -31.8 9.25 -138.8 12 0.667 -46.3 30.8' 19.5 - 12 0.688 44.5 30.6 12 0.896 -31.6 -28.3' Table 2 Allowable Design Loads Based on Constant Fastener Load,-4d ringshank siding nail (1.5"x0.09"x0.2115"), fasteners concealed (blind nail) at V D.C. to WSP sheathing only For 8.25 inch wide HardiePlank: Design load =. ultimate fallure.loadtFOS = -152 psf/ 3 = 50.7 psf Effective tributary= ((plank width exposed to weather X fastener spacing)/144) ((8.25-1.25) kB)1144=0.389 sq.fL Fastener load = design load X tributary - area = -50.7 X 0.389 = -19.7 lbs The fastener. loads for all other plank width were calculated based on the same fastener load Calculated allowable d sigh load = fastener load tested condition divided by area tributaryfor the condition to be calculated 0 Si 2-6 Hardie lank Wdth 1 0 J_ 0 dr A� LL 0 ( thes) K U, -W .- A 2 11 M 0 15.25 a 0.222 "-88.7 -19.7 6.25 8 0.278 -70.9 -19.7 17.25 8 0.333. -59.1 -19.7 7.6 8 0.347 -56.7 19.7 18 8 0.375 -52.5 -19.7 8.25 -152 .8 0.389- -50.7. 49.7 9.25 8 0.444 .44.3 -19.7 9.5 8 .0.458 43.0 -19.7 912 8 0.597 33.0 719.7 Table 2 Allowable Design Loads Based on Constant Fastener Load, 4d ring shank siding nail (1.5"x0.09"x0.'215"), fasteners concealed (blind nail) at 6" O.C. to WSP sheathing only For 8.25 Inch wide HardiePlank: Design load= ultimate failure load/FOS = -198 pd/3 =-50.7 psf Effective tributary =((plank width exposed to weather X fastenerspacing)/144) ((8.25-1.25) X 6)1144 = 0.292sq.ft. -Fastener load = design load X tributary area = -66 X 0.292 = -19.3 lbs The fastener loads for all other plank width were calculated based on the same fastener load Calculitedallowable d inriload "_ fastener load tested condition divided by area tributary for the condition to be .1culatiiii:111 -2 IS a .0 Hard!6111ank Width E o E 0 5 V. Uj ((nches) 0 D LL W Lu IL LL _1 .25- 6- 0A67 .-115.8 -19.3 - 25 6 0.208 -92.6 j -19.3 25 6 0.250. . -77.2 -19.3 ,7.5 6, 0.260 -74.1 -19.3- I18 6 0.281 '-68.6 -19.3 0.25 1 -198 6 0.29-2 -66.0 .19.3- '6 055 6 -0.333 -57.9 _19.3 0.344 -7-:56-1 -19.3 11112 0.448 _43.1 -19.3 4 STATE. 0 F RONALD 1. OGAWA ASSOCIATES, INC. . 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649_ 714 292-2602 714-847-4595 FAX PROJECT: RIO-2688-17 JAMES HARDiE BUILDING PRODUCTS, INC. L1_888-542-7343 info(pj ameshard ie.com i - DESIG N" WIND LOAD PROCEDURES: Fiber- ant siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowabl design load is.determ ad based on a factor of safety of 3 applied to the ultimate test load. Since th allowable design load is.based on factor of safety of 3, allowable design loads on fibervcement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (A$D). By usinc 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 7 110 Figure 26.5-1A, Figure:26.5.1B, and Figure 26.5-1 C. For this lnalysls, to calculate the pressures in Tables 4, 5, and 6, 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 O.ti, applied to the wind velocity pressure. Equatio 11, qe 0.0025l'uZ .. (ref. ASCE 7-10 equation 31 qr , velocitypressure at height z- K , velocity pressure exposure coefficient evaluated at height z Kn,topographicfactor " K , wind directionality factor V.. basic wind speed (3-second.gustMPH) as determined from 12015IBC, 2017 FBC] Figures 1609.3(1), (2) or-(3); ASCE 7-10 Figures 26:5-1A, B,' or C Equatio 2 V=va _ (ref."2015:18C & 2017 FBC Section 1602.1 definitions) V,a , ultimate design wind speeds (3-second gust MPH) determined from [40151BC,.2017 FBC] Figures 1609.3(1), (2) or (3); ASCE 7-10 Figures 26.5- 1A B, or G Equatio 3, P q�'(GCl (ref. ASCE 7-10 equation 30.6-1) GCP ; product of external pressure coefficient and gust -effect factor GCp , product of internal pressure coefficient and gusVeffecf factor p , design pressure (PSF) for siding (allowable design load for siding) To dete ine design pressure, substitute qinto Equation 3, i Equatio 14, p=0.00256•K •Ki•K`Va2*(GCp GCa), Allowab Stress Design, ASCE 7-10 Section 2.4.1, load combination 7, Equatio 5, :0.6D+0.6W : - (ref. ASCE 7-10 section 2.4.1, load combination 7J D dead load .. W , wind load (load due to wind pressure). i I - To.dete ine the Allowable Stress Design Piessi apply the load factil.. W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equatio iii 6, Paw = 0.6'[p] Equatio 1 7, pffid = 0.6'[0.00256'K.'Kr'K'V,a2•(GCp GC,;)] I Equatioi 7 is used to populate Table 4, 5, and 6. Todi ine the allowable ultimate basic wind speed for Hardie Siding in Table 7,- solve Equation 7 for V,m, Equatio 8, Vw =(pmd/0.6'0.00256•K•Kr'K'(GCrGCpi))ns Applica e to methods specrf' red in Exceptions i through 3 of j2015 IBC, 2017 FBCJ Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 7,�pply the conversion formula below, . 1 Equatio Eafficients V A = V, ' (0.6)as (ref. 2015ISC & 2017 FBC Section 1609.3.1) .„ ; Nominal design wind speed (3-second gust mph) fret'. 2015 IBC & 2017 FBC Section 1602.11 Table 3, and Constants used in Determining V and p, e/G�iiir j .: 1 K. _ Wall Zone 5 He Ohl (ft) Exp B Exp C Ezp D Kn Kd GC .GC 15 0.7 0.85 1.03 hl 1 0.85 -1.4 • 0.18 . 20 0.7 0.9 . - 1.08 .1 0.85 . AA 0.18 25 0.7" 0:94 1.12 1 0.85 -1.4, 0.18 . 30 " 0.7 0.98 1.16. 1 0.85 -1.4 0.18 - 35 0.73 1.01 1.19 1 0.85 • AA 0.18 ' 40 0.76. 1:04 . 1.22 1 0.85 AA - 0.18' 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 5o 0.81 1.09 1.27 1 -0.85 -1.4 0.18 55 _ 0.83 1.11 1.27 1' 0.86 -1.4 0.18 60 0.85 1.13 1.31 1 0.85 -1.4' 0.18 00 0.99 1:26 .1.43% .1 h>60 1, 1 1 .0.89 -1.8 0.18 fBl®0 ios.. s+'1 OGAbyq`' -Al 4, 1V8 +' 4121 -��• STATE OF 40NALD I: OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 _ HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2688-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1=886-542-7343 . info@iameshardie.cam - Table 4 Allowable Stress Design •- Component and Cladding (C&C) Pressures (PSF) to be Resisted -at Various Wind Speeds - Wind.Exposure Category B, Wed peed (B.- d gust) - "" 100 . 105 . 1.10 - -115. .120 130` 140 . ' 150 160. 176 . 180 . 190. 200 210 H ight (ft) I B- B B B B B B B B B a" B I B B 0-15 -14A -15.9. -'-17.6 -19.1 .-20.8 . -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 20 . -14.4 " -15.9 -17.5 AM -20.8" -24.4 - -28.3 -32.5 -37.0 - -41.7 - -46.8 -52.1 757.8 "-63.7 11 25 -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 30 -" -14.4 --15.9 -17.5' -19.1 -20.8 -24.4° -28.3 -32.5' -37.0- -41.7 •-46.8 -52.1 757.8 r63.7 35 -15.1 .: -16.6 -18.2 A9.9 -21.7 -26.4: -29.5 -33.9 38.6 -43.5 -48.8 .r544 -60.2. -66A 40 -15.7 - -17.3 -19.0 -20.7 42.6 -26.5 -30.7 ' -35.3 -40.1 - 45.3 _1 -50.8 -56.6 -62.7 1 -69.1 45 -16.2 . -17.9 -19.6 -21A -23.3 -27A- -31.7 -36.4 -41.5 --46.8. -52.5 -58.5 64.8a 50 - -16.7 " _ • -18A -20.2 - -22.1 24.1 - -28.2 , -32.7 -37.6 - _ 42.8 48.3 54.T -60.3 16.855 . -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 --38.5 -43.8 - -49.5 . 55.5 -61.& 685I60 -1 9. - -2 . -232 2 .2 296'- 34.4 39.5 9 6.8 :63.3 - 0.1-2B.2 -31.0 -33.8 -36.9' '-43.3 50.2 -57.6" " 65.5 -74.0 ' 82.9 -92A -102.4 Table.b1� Ilowable Stress Design- Component , and Cladding "(C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category C, Wind se Speed (3 "d gust) 100 105 1.10- 115. 120-'. 130 140 -150- 160. 170 -- 180 190- .-200 210 Heghtft C- C C C -C C C C -C C C -C C C 15 -17.5 -19.3 -21.2 -23.2- -25.2 -29.6 -34A -39.5 -44.9 -50.7 - -56.8 -63.3 -70.1 -77.3 120 -18.6 -20.5 -22.5 -24.6 -26.7 . -31.4 . -36A -41.8 -47.5 -53.7 -60.2 "-67.0 -74.3 -81.9 25 -19.4 -21.4 -23.5 -25.6 -27.9- 32.8 -38.0 43.6 -49.6 -66.0 - -62.8 -70.0 -77.6 -86.6 30 -20.2 ' -22.3 . -24.5 . -26.7 -29.1' 34.2 -39.6 -45.5 51.8 58.4 " -65.6 -73.0 -80.9 -89.2 35 : -20.8 -23.0 725.2 -27.6 30;0, -35.2 -40.8 -46.9 53.3 -60.2 - -67.5 -75.2 .-83.3 --91.9. 'r40 ' -21.5 -23.7. -26.0 . -28A -30.9 36.3 -42.0 48.3 54.9 - -62.0 " -69.5 -77A --85.8 -94.6" 45. . -22.0 24.2 -26.6 -29.1. -31 A -37.1 -43.1 -49A 56.2 - -63:5 -71.2 -79.3. -87.9 -96.9 50 -22.6 24.8 272 -29.7 32.4 -38.0- 44.1 50.6 -57.6 -65.0 -72.9 _-81.2 -89.9. -99.2 155 -22.9 -25.2 -27.7 . -30.3 310 -38.7 -44.9 -51.5 . 58.6 -66.2 " -74.2 -82.7 -91.6 -101.0 60 -23.3 _ . -2 . -28.2 -30.8 -33.6 -39,4" -4 .7 _ -52. -6 . _ - -93.2 - 02 8 .100 " -32.6 . -35.9' 39A -43.1 . 46.9 '. -55.0 -63.8' -73.3 . -83A • =94.1 -105.5 -117.9 -130.3 -14 3.6 Table 6 Ilow.able Stress Design-- Component and Cladding,(C8:C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure. Category D, Wind se Speed'(3- °d gust) - " 100 105 ' 1-10, 115. -120 130 : 140 150" 160. 110 180 190 200 ' 210 He ght (ft) : D. D: D D D D D: D D D. D. D D D 15 -21.2 -23A. ' -25.7 ' -28.1 -30.6 '35.9 -41.6 -47.8 -54A -61 A' -68.8 -76.7 - -85.0 =93.7 ' 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 -23.1 - -25.5` -28.0 -30.6 '-33.3 -39.0- -45.3' -52.0- 59.1 46.8 -74:9 -83A -92A -101.9 OD •-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 f35 -24.5 - -27.1 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 0 -25.2 -27.7 --30.5 -33.3 36.2. -42.6 -49:3 -56.6 -64.4 -"-72.7 . -81:6 -90.9 -100.7 -111.0 745 -25.7 - " _ -28.3 - -31.1 - 34.0 37.0 -43.4" -50.3 -57.8" -65.7 -74.2 -83.2 1-92.7 -102.7 413.3 0 -26.2 . -28.9 31.7 -34.6 -37.7 -44.3 . - -51.3 - -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 -26.6 -29.3. -32.2 . -35.2 38.3 45.0 • 52.2- '59.9 . -68.1 .776.9 -86.2 -96.1 -106.4 -117A „60 -2 . -29.8 -32. . -35. -38.9 45:7. - 3.0 -60.8. 769.2 -78.1 -8 .6 -97.6 -- D8. -119.2 100 -37.0 -40.8 - 44.7 -48.9 -53.2 62.5. -72.5 -83.2 -94.6 -106.8 -119.8 A33A -147.9 -163.0 Tables 4 N%SV .s RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 -HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2688-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888542-7343 Table 7, info@ja!n6shardie.co.m: 7 OGAW Ilowable Wind Speed (mph) for HardiePlank Lap Siding (Analytical Method in ASCE 7-10 Chapter30 C&C Part 1 and Pa rr3 S •• ", m . 2015IBC, 2017 F8C. 2015 IBC, 2017 FBC \ 121 , •� Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, e Va3,5, ve 4 STA E OF . (3-second gust mph) (3-second gust mph) �$ " 0'.,. Applicable to methods / , F , th - speafied in [2015 IBC, Applicable to methods C p (q e - - 2017 FBC Section s cified in Exceptions 1 a " 1 Pe•• 1609.1.1. as determined -through 3 of 2015 IBC, s� [,/pfVAt g A I [2D15 IBC, 2017 FBCJ 2017 FBC] Section Figures 1609.3(1), (2) a 1609.1.1. 3. Coefficients used inTable 6calculations for VW, Wind exposure category Wind exposure category Siding ll, Produ Product Thickness (inches) Width' Cinches) " Fastener- .Type Fastener Spacing Frame Type_ Fastener Spacing. (inches) Building + s Height' " (feet) B C D B C D Allowable Design Load' (PSF) Exp B Exp C Exp D Ka Ki GCp GC, - . - 0.15 26B 243 221 207 -188 171 -103.5- 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 268 236 216 207" 183 167 -103.5 0.7 0.9 1.58 1 0.85 -1.4 0.18 :No. 8 x 1- 2X4 wood 25 268 231 212 207 - 179 164 -103.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 30- 268 1 226 208 207 175 161 AD3.5 . 0.7 0.98 1.16 1 0.85 -1.4 0.18 Hard)ePl .. nk 5116 5.25. 5/8" long x 0.375" HD ribbed waferhead screwss Blind screwed to WSP or 20 ga. :steel ' framing, 7/16" thick WSP sheathing 12 35 262 223 205 203 173 169 -103.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 257 220 203 199 170 157 -1o3.5 0.76 i.o4 122 1 0.85 -1.4 0.18 45" 253 217 201 196 168 155 -103.5 0.785 1.065 1245 1 O.a5 -1.4 0.18 50 249 215 199 193 166 154 -103.5 0.81 1.09 127 1 0.85 -1.4 0.18 55 246 213 -197 190 165 .153 -103.5 0.83 1.11 129 1 0.85 -1.4 0.18 - 60 243 211 196 188 163 162 -103.5 0.E5 1.13 1.31 1 0.85 -1.4 0.18 ' .100 - 201 . 178 167 156 138 - 130 -103.5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 236 214 195 183 166 151 -80.6" 0.7 0.85 1.03 hs60 1 0.85 -1.4 07 20 236 208 190 183 - 161 - 147 -Eo.6 0.7 Oil 1.08 1 0.85 -14 0.18 No. 8 z 1- 2X4 wood 25 236 204 187 183 158 145 -80.6 " 0.7 0.94 1.12 1 0.85 -1A 0.18 30 236 200 184 18T.155 142 -80.6 0.7 0.98 - 1.16 1 0.85 -1.4 0.19 HardiePI nk 5/16 6.25 . - 518" long x 0.375" HD ribbed " waferhead screwsa Blind screwed to WSP or 20 ga. steel- " framing, 7/16"thick WSP sheathing 12 35 231 197 181 179 152 140 -80.6 0.73 1.01 1.19 1 0,85 -1.4 0.18 40 227 194 179 176 150 139 40.6 0.76 1.04 122 1 0.85 -1.4 0.1E 45 223 192 .177 173 148 137 -80.6 0.795 1.095 1.245 1 0.85 -1A 0.18 50 220 189. 175 170 147 136 -80.6 0.81 1.09 1.27 1 0.85 -t.4 0.18 55. 217 188 174 168 145 135 -80.s 0.83 1.11 1.29 1 o.es -1.4 5.1e - 60 214 186 173 166 144 134 -80.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100" 177 - 157 148 137 122 114 -80.6 0.99 126 1.43 h>50 1 0.85 -1.8 0.18 - - 0-15 213 193 175 165 150 136 -65.3 0.7 0.85 1.03 h580 1 0.85 wlA 0.18 20 213 188 171 165 145 133 -65.3- 0.7 0.9 1.08 1 0.85 -1.4 0.18 No. 8 x 1- 2X4 wood 25 213 184 168 166 -142 130 -65.3 0.7 0.94 1.12 1 0.85 AA 0.1E 30 213 180 165 165 139 128 -65.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 HardlePl k { 5116 7.25 5/8" long x 0.375° HD ribbed waferhead screws s Blind screwed to WSP .. or 20 ga. steel " .framing, 7/16" thick WSP sheathing 12 35 208 177 163 • 161 137 126 -65.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 204 175, 161 158" 135 125 -65.3 0.76 1.04 122 1 0.85 -1.4 0.1E 45 201 172 159 156 134 124 -55.3 0.7a5 1.065 1.245 1 0.85 -1.4 0.18 50 198 170 158 153 132 122 -65.3 - 0.81 1.09 127 1 0.85 -1.4 0.18 55 195 169 157 151 131 121 -65.3 0.83 1.11 1.29 1 0.95 -1.4 0.18 60 193 167. 155 150 130 120 -65.3 0.8.5 1.13 1.31 " 1 0.95 -1.4 0.18 100. 160 142 133 .124 110 103 65.3 0.99 126 1.43 h>60 1 o.es -1.E 0.18 0.15 206 188 171 161 146 133 623 " 0.7 0.85 1.03 th560 1 0.85 -1.4 0.18 Hard)ePlalnk _ 5/16 " 7.5 No. 8 x 1- 5/8° long x 0.375' HD ribbed wafedhead screws a - - - Blind screwed to WSP 2X4 wood or 20 ga. steel. framing, 9 7/16°thick WSP sheathing 12 _ 20 208 183 167 161 -142 130 -62.3. 0.7 0.9 1.08 1 0.85 -1.4 O.tB 25 208 179 164 161 139 127 -62.3 0.7 0.94 1.12 1 1 0.85 0.85 -1.4 -1.4 0.18 0.18 . 30 208 176 161 161 136 125 -62.3 0.7 0.98 1.18 35 203 173 159 158- 134 123 -62.3 0.73 1c01 1-19 1 0.85 -1.4 0,19 40 199 170 157 154 132 122 -62.3 0.79 1.04 122 1 0.85 -1.4 0.18 45 196' 168. 156 152 130 .121 -62.3 0.785 1.066 1.245 .1 0.85 -IA 0.18 50 193 166 154 150 129 119 -82.3 0.81 1.09 127 1 0.85 -1.4 0.18 55 191 165 .153 148 128 119 -62.3 0.83 1.11 129 1 0.85 -1.4 0.18 1 60 188 163 152 146 127 118 -62.3 0.85 1.13 1.31 1 10.85 -1.4 0.18 100 156 138 130 121 107 101 62.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 - - - 0.15 " 198 180 164 164 1- 139 127 -56.9 0.7 1 0.85 1.03 hs60 1 0.85 -1.4 0.18 HardiePi k 5/16 8 - No. 8 x 1- 518" long x 0.375" HD ribbed ' waferhead screws 'Blind screwed to WSP 2X4 wood or 20 ga. - steel framing, 7/16" thick WSP sheathing 12 - 20 . 198 175 160 154 -136 124 1 -56.9 0.7 0.9 t.08 1 0.85 -1.4 0.18 25 198 171 157 154 133 122 1 -56.9 47 0.94 1.12 1 0.85 -1.4 0.18 30 198 168 164 154 130 119 -56.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 . 194 165 152 151 128 118 -56.9 0.73 1.01 1.19 1 0.85 AA 0.18 40 190 163 150 148 126 116 -66.9 0.76 1.04 122 1 0.85 -IA 0.18 45 187 161 149 1 145 125 115 -56.9 0.785 1.065 1.245 1 0.85 -1.4 a18 50' 184 159 147 143 123 114 58.9" 0.81 1.09 1.27 1 0.85 -1.4 a1a 55 .. 182 158 146 t41 122- 113 -56.9 0.83 1.11 . 129 1 0.85 -1.4 0.18 60 180 156 145 139 121 112 -56.8 0.65 1.13 1.31 1 0.85.-1.4 0A 100 149 132 124 115 102 96 -56.9 0.99 126 1.43 h>eo 1 0.85 -1.8 O.iB RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 ' HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX . PROJECT: RIO-2688-17 - JAMES HARDIE BUILDING PRODUCTS, INC. no88-542-7343 @d meshardie.Com o0�1�111��. OGAliji a 20151BC, 2017 FBC 2015 IBC, 2017 FBC \\. 0. [ Allowable, Ultimate Allowable, Nominal � 2 Design Wind, Speed, -Design Wind, Speed, V V (3-second gust mph) (3-secondust mph) t ••, STATE OF ; - Applicable to methods t/ �• • 3; specified in [20151BC, Applicable to methods /� C 0 R 10 P •' •• 0� - _ - 2017 FBC] Section specified in Exceptions 1_ Z��%O , , , , • „� , �� 1609.1.1. as determined by through 3 of 12015 IBC, - 120151BC, 2017 FBC] 2017 FBC] Section A Figures 1809.3(1), (2) or 1609.1.1. �joC1!1 pl11 - - - (3). Coefficients used In Tabte rt��il�8bons for VW, Wind exposure category Wind exposure category Siding K. Produ Product Thickness (Inches) Width (inches) Fastener Type Fastener Spacing .' Frame Type Fastener Spacing (inches) Building Helghf'Z (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D K. ICd GC GC 0-15 194 176 160 150 .136 124 -54.4- 0.7 0.85 .1.03 hs60 1 0.85 -lA 0.18 - 20 194 171 156 150 133 121 --54.4. 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePl nk 5/16 8.25 - No. 8 x 1- 5l8" long x 0.375" HD ribbed waferhead screws - Blind screwed to WSP 2X4 wood or 20 ga. steel framing, 7/16" thick WSP. sheathing 12 - 25 194 168 153 150 130 119 -54.4 0.7 0.84 1.12 1 0.85 AA 0.18 30 .194 164 151 150 127 117 -54.4 0.7 0.98 1.18 1 0.85 -1.4 o.1e 35 190 ' 162 149 147 125 115 -54.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 186 159 ' 147 144 ' 123 114 54.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 183 157' 146 142 122 113 -54.4 0.785 1.055 1.245 1 o.a5 -1.4 0.18 50 180' 156 144 140 121 112 -54.4 0.81 1.09 7 7 1 0.85 -1.4 0.18 . 55- 178 . 154 143 . 138 119 - 111 -54.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 176 153 142 136 118 110 -54.4 0.05 1.13 1.31 1 0.85 -1.4 0.18 100. 1 146 1 129 121 113 100 94 -54A 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 0-15 179 162 148 139 . 126 114 -46.3 . 0.7 0.85 1.03 hs50 1 0.85 -1.4 0,18 20 179 158 144 139 122 1.112 -48.3 0.7 0.9 1.08 1 0.85 -1.4 0.19 HardiePl ink 6116 9.25 - No.8x1- 5!8" long z 0.375" HD ribbed waferhead Screws Blind- screwed to WSP 2X4wood or 20 ga. steel framing, 7/16" thick WSP sheathing 12 25 .179 154 -142 139 120 110 -46.3 0.7 0.84 1.12 1 0.85 AA 0.18 30 179 151 139 139 117 108 -46.3 0.7 0.9a 1,16 1 0.55 -1.4 0.18 35 176 149 137 136 115 106 -46.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 172 147 136 133 114 106 -46.3 0.76 1.04 122 1 0.85 -1.4 0.18 45 169 - 145 134 131 112 104 -46.3 0.785 1.055 1245 1 0.85 AA 0.18 50 166 143 133 129 - 111 103 -46.3 0.81 1.09 127 1 0.85 -1.4 0.18 55 164 142 132 127 110 102 -46.3 0.83 1.11 129 1 0.65 -1.4 0.18 60 162 141 131 126 109 101 -46,3 0.85 1.13 1.31. 1 0.85 -1.4 0.18 -100 134. 119 112 104 92 87 -46,3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.16 - 0-15 176 159 .145 136 123 112 -44.5 .0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 176 155 141 136 120 109 -44.5 0.7 0.9 1.08 1 0.85 -1A 0.18 No. 8 x 1- 2X4 wood 25 176 152 139 136 117 108 -44.5 0.7 0.94 1.12 1 0.85 -lA 0.18 30 176 148 136 136 115 108 -44.5 0.7 0.98 1.16 t 0.85 -1.4 0.18 HardiePl k 5/16- -_ 9.5." 5/8' long is 0.375" HD ribbed waferhead Blind screwed to WSP or 20 ga., steel framing, 7/16'thick _ 12 . 35 .172 146 135 133 113 104 -44.5 0.73 1.01 1.19 1 0.85 -1A 0.18 40 169 - 144 133 131 112 103 -44.5 ' 0.76 1.04 1.22 1 0.85 -1.4 0.18 45 166 142 132 128 110 102 -44.5 0.785 1.065 1.245 1 0.85 -1.4 0.18 screws WSP sheathing 50 163 141 130 126 109 101 -44.5 0.81 1.09 1.27 1 0.85 -IA 0.18 55 161 139 129 125 108 100 44.5 0.83 1,11 1.29 1 0.85 -1.4 0.18 - 60 159 138 128 -123 107 99 -44.5 0.85 1.13 1.31 1 0.85 -IA 0.18 100 132 117' 102 91 -44.5 0.99 126 143 h>60 1 0.85 -1.8 0.18 0-15 148 134 122 115 104 94 -31.6 0.7 0.85 1.03 tisso 1 285 -1.4 0.18 .20 148 131 119 115 lot 92 -31.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 -_ 8 x 1.- 2X4 wood 25 - 148 128 .117 - - 116 99 91 -31.6 0.7 0.94 1.12 1 0.85 -IA 0.18 30 148 125 115 -115 97- 89 -31.6 0.7 0.98 1.16 1 '0.85 -IA 0.18 HardiePl - nk 5/16' 12. -No. 5/8" long x 0.375" HD ribbed waferhead Blind screwed to WSP or 2U ga. steel framing, 7/16" thick WSP sheathing 12 - 35 145 123 113 112 95 88 -31.s 0.73 1.01 1.19 1 1 0.85 0.85 -1.4 -1.4 0.18 5. 88 40 142 121 112 110 94 87 -31.8. 0.76 1.04 1.22 140 120 111 108 .93 66 -31.6 0.7a5 1.065 1.245 1- 0.95 -1A 0.18 138 119 - 107 92 - -31.6 0.91 1.09 127 1 0.85 -1.4 0.18 445 136 118 105 91 -31.6 0.83 1.11 1.29 1 0.85 -14 0.18 134 116 - 104 90 - .31.6 0.85 1.13 131 1 0.85 -14 0.18 111 86 -31.8 0.99 126 1.43 h>Bo 1 0.85 -1.8 0.18 . - 0-15 248 225 204 192 174 168 -88.7 0.7 0.85 1.o3 h560 1 0.85 -1.4 0.18 20 248 ' 219 199 192 169 155 -88.7 0.7 0.9. 1.08 1 0.85 -lA 0.18 0.0901, 2X4 wood 25 248 214 196 192 166 152 -88.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 so- 248 1 209 192 192 162 149 -88.7 0.7 0.98 1 1.16 1 0.85 -lA 0.18 HardiePl nk 5116 5:25 shank 0.215"HD X 1:5"long ring shank nails - Blind nailed to WSP or 20 ga. . steel framing, 7/16'thidk WSP sheathing 8 35 243 206 - 190 188 160 147 .88.7 0.73 1.01 1.19 �1 0.85 -1.4 0.18 40 - 238 203. 188 184 157 145 98.7 076 1.04 122 1 0.85 -1.4 0.1E 45 234 201 :186 181 156 144 -88.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 230 199. 184 178 154 143 -88.7 0.81 1.09 127 1 0.85 -1.4 0.19 55 228 197 -183 176 152 141 -as.7 0.83 1.11 -129 1 0.85 -1.4 0:18 - 60 225 - 195 181 174 151 R) -88.7 0.85 1.13 1.31 1 10.85 -IA 0.18 100 186 165 155 144 1 128 1 120 as.7 0.99 1.28 1.43 jh>60- -1 1 0.85 -1.8, 0.18 i a RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA92649 714-292-2602 - t 714-847-4595 FAX q0 �• �� 11 a PROJECT: RIO-2688-17 �JAMES HARDIE BUILDING PRODUCTS, INC- e 1-888-542-7343 i m nfo@jameshardie.com 1 1 20151BC, 2017 FBC 20151BC, 2017 FBC Allowable; Ultimate Allowable, Nominal '� •• • • Ft O R,Q `r`•.' \�� eo\ Design. Wind, Speed, Design Wind, Speed, ;� • . • . • • 6 •p•� (\� - V25 Ve�4.5 S U SIO (3-second gust mph) (3-second gust mph) IV A� t - - Applicable to methods �''�✓P/PPP!!!0 specified in [2015 IBC, Applicable to methods - 2017 FBC] Section specified In Exceptions 1 - - 1609.1.1. as determined by through 3 of 12016 IBC, ' [201518C,"2017 FBC] 2017 FBC]SeWon Figures 1609.3(1), (2) or 1609.1.1. . ' (3). Coefficients used in Table 6 calculations for VW, - Wind exposure category Wind exposure category Siding .K, Produ Product Thickness (inches) Width (inches) Fastener Type Fastener Spac ng _ Frame Type Fastener Spacing (inches) Building HeighP - (feet) B C D B C D Allowable Design Load (PSF) Exp B Exp C Exp D Ka Kd GC G i 0-15 222 201 183 172 156 142 -70.9 0.7 0.85 1.037580 1- 0.85 -1.4 0.18 20. 222 195 178 172 151 138 -70.9- 0.7 0.9 1.08 1 0.85 -1A 0.18 HardiePl nk 5/16 6.25 0.090" shank X 0.215" HD X long Blind nailed to 2X4 wood or 20 ga. steel framing, - 6 - 25 222 191 175 172 148 136 -70.9 0.7 0.94 1.12 1 0.85 -1:4 0.18 30 222 187 172 172 145 133 -70.9 0.7 0.98 1.16 1 0.85 -1A 0.18 35 217 185 170 168 143 132 -70.9 0.73 1.01 1.19 1 o:85 40 213 182 168 165 141 130 -70.9 0.76 1.04 1.22 1 0.85 g s ring shank nails WSP 7/16" thick WSP sheathing 45 209 180 166 162 139 129 -70.9 0.785 1.055 1245 1 0.85 -1.4 0.18 50 206 178 165 160' 138 127 -70.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55. 204 176 163 158 136 126 -70.9 0.83 1.11 129 1 0.85 -1.4 0.18 60 201 174 162 156 135 125 '-70.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 139 129 114 107 -70.9 0.99 128 1.43 h>60 1 0.85 -1.8 0.18 ' 0-15 202 194 167 157 142 129 -59.1 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 163 157 138 126 -59.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 202. 175 160 157 135 124 -59.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 HardiePle p4 nk 6116 7.25 0.090" shank X 0.215" HD ri f.5 nk ring shank nails Blind. nailed to WSP 2X4 wood or 20 ga. steel framing, 7/16" thick WSP sheathing 8 30 202 171 ' 157 157 132 122 59.1 0.7 0.98 1.16 1 0.65 -1.4 0.16 35 198 . 16B 155 153 130 120 -59.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 194 166 153 150 129 119 -59.1 0.75 1.04 122 1 0.95 -1.4 0.18 45 191 164 152 148 127 118 -59.1 0.785 1.065 1245 1 0.85 -1.4 0.18 50 188 162 150 146 126 116 -59.1 0.81 1.09 127 1 0.85 -1.4 0,18 55 186 161 149 144 124 115 -59.1 0.83 1.11 129 1 0.85 -1.4 0.18 60 184 159 148 142' 123 115 -59.1 0.85 1.13 1.31 .1 O.aS -1.4 me 100 1 152 135 126 118- 104 98 -59.1 0.99 1.26 1.43 h160 1 0.81 -1.8 0.18 0-15 198 180 163 154 139 127 -56.8 0.7 0.85 1.03 h580 1 0.85 -1.4 0.18 .. 20 198 175 160 154 135 124 -58.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePl nit 5/16 7.5-" 0.0901+ shank 0;21.5" HD X 9.5" long Blind nailed to 2X4 wood or20ga. steel framing, 8 ' 25 198 171 157 154 133 121 Ss.B 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 '198 168 154 154 130 119 -58.8 0.7 0.98 1.16 1 0.85 -1A 0.18 35 194 165 152 150 128 118 -58.8 0.73 101 1.19 1 0.85 -1.4 0.18 40 19D - 163 150 147, 126 116 -56.8 0.76 1.04 122 1 0.85 -1.4 0.18 " - ring shank nail s - WSP - 7./16, thick - WSP sheathing 45 187 161 149 . 145 124 115 -%.S 0.785 1.065 1.245 1 0.e5 -1.4 0.18 50 184 159 -147 143 123 114' -56.8 0.81 1.09 1.27 1 0.85 .1.4 0.18 55 182 157" 146 141 122 113 56.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 _ 60 - .180 156 145 •139 - 121 112 -55.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 149 132 124 116 102 96 56.8 0.99 1.25 1.43 h>60 1 0.85 -1.6 0.1a 0-15 191 173 157. 148 134 122 -52.5 - 0.7 0.85 1.03 hS60 1 0.85 -1.4 0.18 20 191 168 154 148 " 130 119 -52.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePl rlk 5/16 8 . 0.090". shank X '0.215"HD X 1:5" long ring Shenk nag - Blind hailed to WSP 2X4 wood or 20 ga.. steel framing, 7/16'.thick WSP- sheathing 8 . 25 191 165 151 148 128 117 -52.5 0.7 0.04 1.12 1 0.85 -1.4 0.18 30 19t. 161 148 148 .125 115 -525 0.7 0.98 1.18. 1 0.85 -1A 0.18 35 187 159 146 145 123 113 -52.5 0.73 1.01 1.19 1 1 0.85 0.85 -1.4 -1.4 0.18 0.18 40 183 156 144 142 121 112 -52.5 0.76 1.04 122. 45 180 155 143 140 120 111 -52.5 0.785 1.065 1245 1 0.85 -1.4 0.18 50- ' 177 153 142 137 ."118 110 -52.5 .0.81 1.09 127 1 .0.85.-1.4 0.15 55 175 151 141 136 117 109 -52.5 0.03 1.11 129 1 0.95 -1.4 0.18 - 60 173 150 -139 134 - 116 : 108 -52.6 0.05 1.13 1.31 1 0.85 -1.4 0.18 - loll 143 127 119 111 98 92 -525 0.99 1.28 1.43 Iv60 1 I 0.85 -1.8 0.18 0-15 187 170 154 145 132 120 -50.7 0.7 0.B5 1.03 h$80 1 0.85 -1A 0.18 - 20 187 165. 151 145 128 117 .50.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePl nk 5/16 825 O.D90" shank X 0.215° HD X 1:5" long ding shank nails - Blind nailed to WSP 2X4 wood or 20 ga. steel framing, 7/16" thick WSP sheathing 8 25 187 162 148 145 125 115 -50.7 - 0.7 0.94 1.12 1 0.85 -1.4 0.18 .30 187 158 146 145 123 113 -50.7 0.7 0.98 1.1a 1 0.85 -1.4 0.18 35 183 156 144 142 121 111 -50. 7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 180 154 142 139 119 110 -50.7 0.76 1.04 122 1 0.85 -1.4 0.18 45 177 152 140 137 - 118 109 -50.7 1 0.785 1.065 1.245 1 0.85 -1.4 0.18 .-50 174 150 139 135 116 108 -50.7 0.81 1.09 127 1 0.85 -IA 0.18 55 172 149 138 133 115 107 - -50.7 9.83 1.11 1'.29 1 O.a5 -1.4 0.18 - 60 170 147 137 - 132 •114 106 --50.7 - 0.85 1.13 1.31 1 0.85 -1.4 0.18 100- 141 125 117 109 97 91 -50.7. 0.99 1 128 1 1.43 h>60 1 o.85 71.8. 0.18 • O IIAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HU_ NTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2688-17 �,B///>Bid>/iseo®tea 0GAWq ' mo(o0amesnarme.com C� w N 4121 2015IBC, 2017 FBC 20151BC, 2017 FBC ° a Allowable, Ultimate Allowable, Nominal ,v .. Design,Wind, Speed, Design Wind, Speed;' ��'Q �. STATE OF V„ .5; Vesd 's, (3-second gust mph) (37second gust mph) - _ Applicable to methods (�A�••.,,,,,,••.'• b/ _specified in 12015 IBC, Applicable to methods UU / ,1 2017 FBCj Section specified in Exceptions 1 ' o- "pgp� A L ,. 1609.1.1, as determined by through 3 of [20151BC, 12016IBC, 2017 FBC) _2017 FSC] Section Figures 1609.3(1), (2) or 1609.1.1. (3). Coefficients used In Table 6 calculations for VW, Wind exposure category Wind exposure category Siding K. Produ �' Product Thickness (inches) Width (inches) 'Fastener Type Fa stener Spacing Frame Type Fastener Spacing (Inches) Building Heighe. Z (feet) 6 C D B C D Allowable Design g Load (PSF) Exp B Exp C Exp D Kn Ka GC, GCd " - 0-15 175 159 _ 144 136 123 112 -44.3 0.7 0.85 1.03 hs60 1 0.85 AA 0.1a - 20 176 155 141 136 " -120 109 -44.3 0.7 0.9 1.08 1 0.85 -1.4 0.18. HardiePla k 5116 9.25 0.0901,. shank X 0.215"HD X1.5°long ring shank nails Blind nailed to WSP 2X4 wood or 20 ga. steel framing, 7/16'thick WSO .sheathing. 8 25 175 .151 139 136 117 107 -44.3 0.7 0.94 1.12 1 0.85 -1.4 0.2 30 175 148 136 136 115 : 105 -44.3 0.7 0.98 1.16 1 0.85 -1.4 0.la 35 172 146 134 133 -113 104 -44.3 0.73 1.01 1.19 1 0.85 -IA 0.18 40 168 144 133 130. 111 103 -44.3 0.76 1.04 1.22 1 O.a5 -1.4 0.18 45 165 142 131 128 110 102 44.3 0.785 1.065 1.245 1 0.95 -1.4 0.18 50 163 140 130. 126 109 101 -44.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 - 55 161 139 129 126 108 100 -44.3 0.83 1.11 129 1 0.85 FlA 0.18 60 - 159 138 128 123 1D7 99 . -44.3 0.85 1.13 1.31 1 0.85 -IA 0.18 100 132 117 .102 90 -44.3 0.99 126 1.43 Iv60 1 0.8.5 -1.8 0.18 0-15 173 157 .142 134 121 110. -43.0 0.7 0.85 1.03 h580 1 0.85 -1.4 0.18 20 173 152 139 134' 118 108 :.ao 0.7. 0.9 1.08. 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 0.090" shank X 0.215° HD X 1,5°.long ring shank nails Blind nailed to WSP 2X4 wood or 20 ga. steel framing, 7/16" thicc WSP sheathing 8 25 173 149 136 134 115 106' -43.0 0.7 0.94 1.12 - 1 0.85 -IA 0.18 30 173 146 134 134, 113 104 -43.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35.- 169- 144 132 . 131 Ill 103 -43.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 166 142 131 128 110 . 101 -43.0 0.76 1.04 122 1 0.85 -1.4 0.18 45 163 ' 140 129 126 108 100 -43.0 0.785 1.065 1245 1 0.85 -1A 0.18 50 160 138 128 124 - 107 99 ` -43.0 0.81 1.09 . 1.27 1 0.85 -1.4 0.18 55 158 137 127 123 106 98 -43.0 0.83 1.11 1.2s 1 0.85 AA .0.18 - - . 60 . 157 136 126 121 105 98 -43A - 0.85 1.13 -1.31 1 1 OAS -IA 0.18 100 1 130 1 115 100 89 -43.0 0.99 126 lA3 h>60 1 0.85 -1.8 0.18 - " 0-15 151 1 137 125 117 106 97 -33.0 0.7 0.85 1.03 haM 1 0.85 AA 0.18 20 151. 1 133 122 117 103 94 ' -33.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePlank 5116 12 0.090" shank X 0.215" HD X long . Blind nailed to 2X4 wood or.20 ga.. steel framing, 8 25 151 1 130 119 117 101 93 -310 0.7 0.94 1.12 1 0.85 -IA o.18 30 151 . ' 128. 117 117 99 91 -33.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 148 126 116 115 97 90 -33.0 0.73 1.01 1.19 1 0.85 AA 0.18 40 145 124 114 112, 96 89 - -33.0 0.76 1.04 122 1. 0.85 AA 0.18 ringg shank nail a WSP - .7/16'thick WSP sheathing 45 143 123 113 111 95 88 -33.0 0.785 1.065 1.245 1 0.85 AA 0.18 50 141 121 112 109 94 87 .33.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 139 120 Ill 108 93 86 33.0 0.83 1.11 1.29 1 0,85 -1 .4 0.16 60 137 119 110 106 92 86 -33.0 0.85 1.13 1.31 1 4 0.18 100 114 88 -33.0 0.99 128 1 1.43' hv60 1 10.85 -1.8 1 0.18 0-15 . 283 257 233. •219 199 181 -115.8 0.7 0.85 1 1.03 hs60 1 0.85 -1.4 0.18 20 283 _ 250 228 219 193 177 --115.8 0.7 0.9 1 1.08 . 1 0.85 -1A 0.18 HardlePl nk 5/16 5.26 0.090" . shank X 0.215' HD X long Blind hailed to 2X4 wood or.20 ga. steel framing, 6 " 26 283 244 224 219 189 . 173 -115.a 0.7 0.94 1.12 1 D.as -1.4 0.18 30 . 283 239 220 219 185 170 -115.8 0.7 0.98 Ma. 1 0.85 -1.4 0.18 35 277 236 217 215 183 168 -115.8 0.73 1.01 1.19 1 1 0.85 0.85 -1.4 -1.4 0.18 0.18 .40 272 232 215 211 180 166 -115.8 0.76 1.04, 122. s ringg shank nails*. . WSP 7/16" thick ' WSP,- sheathing 45 267 230 212 207 178 164'OM-115.6 0.785 1.085 1.245 1 0 -1-A 0.18 50 263 • 227 210 204 -176 163 -115.8 0.81 1.09 1.27 1 o.ss-1.4 '0.18 55 260 225 209 201 174 162 -115.8 OA3 1.11 129 1 0:85:1 AA 1 0.18 . - 60 257 223 207 199 173 160 -115.8 0.85 1.13 1.31 1 1 0.65 -1.4 10.18 100 213 189 177 165 146 137 -115.8 0.99 1 1.26 1 1.43 h>80 110.851 -1.9 1 0.18 0-15 253 230 209 196 178 162 -92.6 0.7 1 0.85 1 1.03 11560 1 0.85 -1.4 0.1a 20 253 223 204 1 196 173 158. -92.6 0.7 0.9 1.08 1 OAS -1.4 0.18 HardieP . la nk .5/16 _ 6.25. 0.090" shank X 0.215" HD X 1.5° long ring shank nails Blind to WSP . 2X4 wood or 20 ga. steel. framing, 7/16' thick WSP . sheathing 6 25 253 219 200 1 196 169 155 -92.6 0.7 0.94 1.12 1 0.85 -1.4 0.1B 30 253 214 197 196 166 152 -92.6 0.7 0.98 1.1s t o.es -1.4 0.18 35 248 211 194 1 192 163 150 -92.6 0.73 1.01 1.19 1 DAS -1.4 0.18 40 243 208 192 188 161 149 -92.6 0.76 1.04 1.22 1 OM O -IA 0.18 45 239 205 190 185 169 147 -92.0 0.785 1.085 1.245 1 6.85 -1.4 0.18 . so 235 -. 203 188 182 157 146 -92.6 0.81 1.09 127. 1 0.85 -1.4 0.18 55 2331 201 187 180 156 145 -92.6 0.83 1.11 12s 1 0.85 -1.4 0.18 - - 60 230 199 - 185 178 154 143 -92.6 0.85 1.13 .1.31 1 0.85 --1.4 0,18 - 100 190 169 158 - 147 131 123 -92.8 0.99 128 1A3 h>600.18 10 RONALD I., OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX 1AU- UADM- of m -K- Mic- rote" ,;, PROJECT: RIO-2688-17 OGAWq 1-888-542-7343 info@jameshardie.com - y\ NO 4 21 20151BC, 2017 FBC 20151BC, 2017 FBC T '. rA O� Allowable, Ultimate Allowable, Nominal '� �- S IF �� 7 Design Wind, Speed, Design Wind, Speed, _ •, Q` , - - FLO Vim', Vim', 9� (3-second gust mph) (3-second gust mphs .�FSSrO - - Applicable to methods N A� - - - - specified in(20151BC, Applicable to methods s��o/9 2017 FBC) Section specified in Exceptions 1 - 1809.1.1. as determined by through 3'of [20151BC, I=5IBC. 2017 FBC] 2017 FBC) Section ' - Figures 1609.3(1), (2) or 1609.1.1. - - - - (3). - Coefficients used In Table 6 calculations for Vd, Wind exposure categoryWind exposure categorySiding K. Produ - Product Thickness inches . ( ) Width ' (nrhes) Fastener Type Fastener Spacing Frame Type Fastener Spacing (inches) Building Heights' 1 (feet) B C D 8 C D Allowable Design Load (SF) Exp B Exp C Exp D ' . Kn Ka I..p G 0-15 231 210 191 179 163 148 -77.2 0.7 0.85 1.03 h560 1 0.85 1 -1A 0.18 20. 231 204 186 179 158 144 -772. 0.7 . 0.9- 1.08 1 o.a5 -1A 0.18 HardiePl k 5116 7.25 0.090° shank X 0.215" HD X long Blind nailed to 2X4 wood or 20 ga. steel.. . framing, 6 25 231 200 183 179 155 142 -77.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 231 195 180 179 151 139 -77.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 226. 192 177 175 -149 137 -77.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 . 222 190 175 172 147 136 -77.2 0.76 1.04 122 1 0.85 -1.4 0.18 " g s ring shank nags WSP 7116"thick WSP- sheathing - 45 218 187 173 169 145 134 -77.2 0.785 1,065 1.245 1 0.1 -1A 0.18 - 50 .215 185 172 166 144 133 -T7.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 212 184 170 164 142 132 -77.2 0.83 1.11 129 1 0.&5 -1.4 0.18 60 210 182. 169 163 141 ' 131 -77.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 174 154 145 135 119 112 -77.2 0.99 128 1.43 h>60 1 0.85 1 -1.8 0.18 0-15 227 206 187 175 159 145 -74.1 0.7 0.85 1.03 IN= 1 0.85 -1.4 0.18 1 20 227 200 182 175 155 141 -74.1 0.7 0.9 1.08 1 0.85 AA 0.18 HardiePl nk -'5116 7:5 - shank_X 0.215" HD X g s long ring s hank nails Blind nailed to WSP 2X4 wood or-20 ga. steel . framing, 7116" thick WSP sheathing 6 25 227 195 179 175 151 139 -74.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 30.227 191. 176 175 148 136 -74.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 222 189 174 172 146 135 -74.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 217 166 172 168 144 133 -74.1 0.76 1.04 122 1 0.85 -1.4 0.18 45 214 . 184 170 166 142 132 -74.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 211 182 168 .163 141 130 -74.1 0.81 1.09 127 1 0.85 -1.4 0.18 55 208 180 167 161 139 ' 129 -74.1 0.83 1.11 129 1 10.851 .1A 0.18 fi0 206 178 166 159 .138 128 -74.1 0.85 1.13 1.31 1 1 10.851 -1.4 10.18 100 -170 151 142 132 117 110 -74.1 0.99 1.26 1A3 h>60 1 0.85 -1.8 0.18 - . 0.15 218 198 - 180 169 153 139 -68.6 0.7 0.85 1.03 h560 1 0.85 .1.4 0.18 20 218 192 176 .169 149 136 -68.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 HardiePl nk 5116 8 . 0.090". she.nkX 0.215" HD X 1.5"long . Blind nailed to 2X4 wood or 20 ga. -steel 'framing, 6 25 218 188 1 172 169 146 133 -68.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 218 la4 169 169 .143 131 -68.6 0.7 0.98 1.16 1 0.85 -1.4 0.19 35 213 181 167 165 141 130 -68.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 209 179 165. 162 139 128 -68.6. 0.76 1.04 122 1 0.85 -t4 0.19 r ng shank - nail', WSP 7/16° thick WSP sheathing - 45 206 177 163 159 137 127 -68.6 0.785 1.065 1.245 1 0.95 -1.4 0.19 50 203 175 162 157 135 125, -68.6 0.81 1.09 127 1. 0.85 -1.4 0.18 55 200. 173 161 155 134 124 - 68.6 0.83 1.11 1.29 1 0.85 -1.4 0.16 60 198 172 159 153 133 123 6e.6 0.e5 t13 1.31 1 0.85 -1.4 0.18 100 164' 145 136 127 112 106 -68.6 0.99 1.26 1A3 h>80 1 0.85 -1.6 0.18 0.15 214 194 176 166 150 137 ss.o 0.7 o.es 1.03 IuBo 1 a.as -1.a o.ta 20' 214 189 172 166 146 '133 -66.0 0.7 0.9 1.08 1 0.85 -1.4 0.16 - - HardiePl ik 5/16 - 8.25 - 0.090., shank X 0.215" HD, X 1.5° long Blind nailed to 2X4 wood ..or 20 ga. steel framing, _ 6 25 214 184 169 166 143 131 -66.0 0.7 0.94- 712 1 o.es -1.4 0.18 30 214 181 166 .166- 140 129 -66.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 209 178 164 162 138 127 -66.0 0.73 1.01 �.19 1 0.65 .1.4 0.18 40 205. 175 162 159 136 125 -66.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 rinshank g nags WSP 7116" thick - WSP. sheathing - 45 202 173 160 156 134 124 66.0 0.785 1.0e5 1.245 1 0.e5 AA 0.18 50. 199 171 159 154 133 123 -88.0 0.81 1.09 127 1 0.8 5 -1.4 0.18 55 196- 170 1 157 152 132 ' 122 -66.0 0.63 1 1.11 1 129 1 0.85 AA 0.18 60 .194 168 156 150. 130 121 -66.0 0.85 1 1.13 1 1.31 1 0.85 -1A 0.18 -100 161 - 142 134 124 -110 104 -66.0 0.99 1 128 1 1.43 h>60 1 0.85 1 -1.8 0.18 - - 0.15. 200 182 165 155 141 128 -57.9 0.7 0.85 1.03 hsW 1 0.85 -1A Me . 20 ZOD 177 161 155 137 125 -57.9 0.7 0.8 1.08 1 0.85 -1.4 0.18 HardiePl nk 5/16 9.25 0.090" shank X 0.215" HD X 1.5°long Blind nailed to 2X4 wood or 20 ga. steel framing, .6 25 200' 173 158 155 134 123 57.9- 0.7 0.84 1.12 1 0.85 -1A 0.18 30 200 . 169 156 155 131 120 -57.9 0.7 0.98 1.16 1' 0.85 -1A 0.18 35 196 167 154 152 129 119 -57.9 0.73 1.01 1.19 '1 0.85 -1A D.18 40 . 192 164 152 149 127 117 -57.9 0.76 1.04 122 1 0.05 -1:4 0.18 - ring shank -nails WSP 7116"thick WSP sheathing 45 189 162 150 146 . 126 116 57.9 o.7e5 1.085 1.245 1 0.85 -1.4 0.18 50 - . 186 160 149 144 •124 . 115 -57.9 0.81 1.09 1.27 1 a-s -1.4 0.18 55 184 159 148 142 123 114 -57.s 0,e3 1.11 1.29 1 o.as -1.4 0.19 60. 182 158 146 141 122 113 1 -57.9 0.85 1 1.13 1 1.31 1 10.851 -1.4 0.18 too 150 17. 133 125 117 /03 97 -57.9 0.99 1 126 1 1.43 ItP6O 1 10.85 1 -1.E 10.18 I' m RONALD I. OGAWA ASSOCIATES, INC., 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602 7146847-4595 FAX PROJECT_ RIO-2688-17 LES HARDIE BUILDING'PRODUCTS, INC. {i-888-542-7343 1i info@lameshardie.com 2015IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate :Allowable, Nominal Design Wind, Speed, Design Wind, Speed, Vpry3'.5 , V SAS 1 (3-second gust mph) (3-second gust mph) . -Applicable to methods . - - spedfied In [20151BC, Applicable to methods - - - 2017 FBC] Section specified in Exceptions 1 1 1609A.1. as determined by through 3 of (20151BC, 12015113C, 2017'FSC] 2017.FBC) Secton . - - - -Figures 1609.3(1), (2) or 1609.1.1. - - (3). - Coefficients used In Table 6 calculations for - - - Wind exposure category Wind exposure category Siding K. Producll. Product Th(ckness. Width Fastener Fastener Frame Fastener. Spacing Building Heightl.2 B. C D. B G D' Allowable Design (inches) (inches) _ Type Spacing • Type- ' (inches ) (feet) Load' -: (PSF) Exp B. Exp C Ekp D Ka Ka 4 0-15 197 179 163 153 139 126 -56.2 0.7 0.85 1.03 hs60 1 0.85 - 20 197 174 159 153 135 123 -58.2 0.7 0.9 1.08 1 0.95 0.09U" .2X44rood 25 '197 170 156 153" 132 121 -56.2 0.7 0.94 1.12 1 0.85 30 197 167 .153 .153 129 119 -56.2 0.7 0.98 1.16 1 -0.85 ' - • 'shank" or20 ga. 35 193 164 151 150 .127 117 .. -56.2 0.73 1.01 1.19 1 0.85 0:215"HD Blind -' .steel 40 189 162 :149 147 . 125 116 -56.2 0.76 1.04 1.22 1 0.85 HardlePI nk 5/16 9.5 X 1.5"long nailed to framing, 6 ring shank . WSP 7/16" thick 45 186 160 148 144 124 115 -562 0.765 1.065 1.245 9 0.85 50 .183 158 146 142, 122 113 -58.2 0.81 1.09 1.27 1 0.85 nag' WSP 55 181 157 145 140 121 113 56.2 0.83 1.N .129 1 0.b5 sheathing ' - - 60 179 155 144 139 120 112 -58:2 0.85 1.13 1.31 1 0.85 - 100 . 148 131 123 115- 102 95 -56.2 0.99 1.28 1.43 h160 1 0.85 - ' - D•15 173 157 142 134 121 110 - -43.1 0.7 0.65 1.03 hs60 1 0.85 - 20 173 152 139 134 118 108 -49.1 0.7 0.9 1.08 1 0.85 - 0.090" 2X4 woad 25 173 149 137 134 115 106 -43.1 0.7 0.94 1.12 1 0.85 30 173 146 134 134 - 113 1 D4 -43.1 0.7 0.98 1.16 1 0.85 - shank X - or20 ga. 35 169 - 144 132 131 111 103 " -43.1 0.73 1.01 1.19 1 0.85 . 0.215" HD Blind steel .' 40 166 142 131 128 110 101 -43.1 0.76 1.04 122 1 0.e5 HardiePl ink 5116 12 X 1.5"[on g nailed to framing, 6 45 163 14o 130 126 108 100 -43.1 0.785 1.055 1.245 1 .0.85.- ring shank WSP 7/16° thick 50 161 138 .:128 124 . 107 99. -43.1 .0.81 1.09 127 1 0.85 - nails- WSP 55 159. 137 127 123 106 .99 -43.1 0.83 1.11 1.29 1 0.85 • sheathing 60 -157 136 126 121 -105 - 98 -43.1 0.85 1.13 1.31 1 0.85 - " 100 .130 - 115 101 . 89 -43.1 0.99 126 1.43 h>60 1 0.85 - 1. Building height = mean roof height (in feet) of a building, except that eave height shall be used.for roof angle O less than or equal to 10" (2-12 roof slope). 2. Linear t terpolation of building height a 60 ft) and wind speed is permitted. � 3. V. = ul mate design wind speed 4. V w = ominal design wind speed 5. Wind s M ed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Ifi=1, Ka=0.85; GCp 1.4 (hs60), GCP 1.8 (h>60), GCp,-0.18. 6. Fasten {� length shall be sufficient to penetrate back side of the WSP sheathing by at least 1/4" for nails or 3 fug theads far. screws. LIMITA IONS'OF USE:' 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 0'd�/6Jliasii�s� '•, - .. _ ..��` �e .ate .2421a a .-o �• STATE QF e • �� . orii�l0/AJJ� i 12 . r