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FL# FL13192-R5 JU@W1Jedaa 6u1111Wled
Application Type Revision 7 i y 00
Code Version 2017 0Z01
Application Status Approved
a3AI30321
Comments
Archived ❑
Product Manufacturer James Hardie Building Products,Inc.
Address/Phone/Email 26300 La Alameda
Ste.250
Mission Viejo,CA 92691
(909)545-8359
chad.d iercksOjameshardie.com
He
Authorized Signature Chad Diercks
-"- -- -" Chatl:diercks0james ardi�com
Technical Representative Pingsheng Zhu kReVIEWED
Address/Phone/Email 10901 Elm Ave.Fontana,CA 92
(909)349-2927337 FOR
pingsheng.zhu@jar>COME COMPLIANCE
Quality Assurance Representative Pingsheng Zhu S'`T . Lt C_ IE COUNTY
Address/Phone/Email 10901 Elm Ave. �+ _ - --
Fontana,CA 92337 OCC t 61, /
(909)349-2927 C7 v `/ fl/
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a licensed
Florida Professional Engineer
❑ Evaluation Report-Hardcopy Received
Florida Engineer or Architect Name who developed Ronald I.Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA,Inc.-QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard,P.E.
571 Validation Checklist-Hardcopy Received
Certificate of Independence FL13192 R5 COI RIO-Certificate of Indeoendence.odf
Referenced Standard and Year(of Standard) Standard Year
ASTM C1186 2007
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13192 R5 Eouiv RIO-26928-17 ASTM C1186 eauivalencv.odf
Sections from the Code
htMc //iinznir fln"AnhnilrUr.v nrer/nr/nr nnn diti acnv?mrarn--w(rFVX( wtf)ntckO/,.7hC'mih14--_ 1/27/2070
Florida Building Code Online Page 3 of 3
Limits of Use Installation Instructions
Approved for use in HVHZ:Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal
Approved for use outside HVHZ:Yes Frarne.odf
Impact Resistant:N/A FL13192 R5 II ER RIO-2687-17 Plank Shingle to CMU.Ddf
Design Pressure:N/A FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathing.Ddf
Other:For use in HVHZ install in accordance with NOA 17- FL13192 R5 Ii NOA 17-0406.06.Ddf
0406.06 FL13192 R5 II Prevail-Lao-Sidinq--Installation.pdf
Verified By: Ronald I.Ogawa 24121
Created by Independent Third Party: No
Evaluation Reports
FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal
Frame.odf
FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.odf
FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathing.adf
FL13192 R5 AE NOA 17-0406.06.pdf
Created by Independent Third Party:Yes
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13/y r
PROJECT RIO-2683-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE®BRAND
FIBER-CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS
yy
JAMES HARDIE BUILDING PRODUCTS, INC.ST:. L C[E C'isi —t-
10901
;y10901 ELM AVENUE
FONTANA, CA 92337 BOCCI
`ONT r
TABLE OF CONTENTS °° `
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE 1A andl B, RESULTS OF TRANSVERSE LOAD TESTING 3-4
SUMMARY OF FASENTER DESIGN LOAD CALCULATIONS 5-6
TABLE 2A THROUGH TABLE 20,ALLOWABLE DESIGN LOADS BY PLANK WIDTH 7-11
DESIGN WIND LOAD PROCEDURES 12
TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 12
TABLE 4,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 13
TABLE 5,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 13
TABLE 6,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 13
TABLE 7,ALLOWABLE WIND SPEED (MPH)FOR HARDIEPLANK SIDING 14-57
LIMITATIONS OF USE 57
AS PRODUCT EVALUATOR,THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10,THE 2017 FLORIDA BUILDING CODE,
AND THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD I. OGAWA&ASSOCIATES, INC. ,����riii.�������
16835 ALGONQUIN STREET#443 t ,lot` pGAW,q
HUNTINGTON BEACH, CA 92649 ��� Q`';.••
714-292-2602
714-847-4595 FAX e
21
Fss' �
IONA�-
wol
1
RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292.2802
714-8474695 FAX
PROJECT.111¢2663-16
JAMES HARDIE BUILDING PRODUCTS,INC.
1-88B-542-7343
info gjam esha rdie.com
EVALUATION SUBJECT
HardlePlankiiD Lap Siding
James Hardie Product Trade Names covered In this evaluation:
HardiePlank®Lap Siding,CsmtPlankO Siding,Prevail-Lap Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Cade
2015 international Building CodeA
EVALUATION PURPOSE:
This analysis Is to determine the mandmttm design 3-second gust wind speed to be resisted by an assembly of HardlePlank(CemPiank,Prevail Lap)siding fastened to woad or metal framing with naffs or
screws.
REFERENCE REPORTS:
1.Intertek Report 3057913(ASTM C1166)Material properties HardlePlank Siding
2.Ramtech Laboratories,Inc.Report 10593-9611395(ASTM E330)Transverse Load Test,5/16•Thick by 7.6 itch wide HardiePlank Lap Siding installed on 2X4 W-Rrwood studs space at 16 triches
on center with a 0.093 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail
3.Ramtech Laboratories,Inc, Report IG103488(ASTM E330)Transverse Load Test,511V Thick try 9.5 itch wide HardlePlank Lap Siding installed on 2X4 Hem-Fir wood studs space af-16 inches
on center vAth a Number 11 gauge 1-314 inch long galvanized roofing nail
C Ramtech Laboratories,Inc. Report IC-1020.88(ASTM E330)Transverse Load Test.5110'Thick by 9.5 itch wide HardiePlanik Lap Siding installed on 2X4 Hem-F/wood studs space at 16Inches
on center with a 6d common nal
5.Ramtech Laboratories,Inc Report 2149417-10(C)(ASTM E330)Transverse Load Test,5116'Tlictk by 825 itch wide HerdiePlank Lap Siding installed on 2X4 Doug-Fir-Larch mad studs space at
16 inches on center with an Rd ring shank box tail,0.113 inch stank by 0.260 Inch head diameter by 2.375 inch long
e.Ramtech Laboratories,Inc.Report 214W-1 0(E)(ASTM E330)Transverse Load Test,5116"Thick by 825 inch wide HardiePt",Lap Siding installed on 2X4 Doug-Fir-Larch woad studs apace at
16 inches on center with a 0.092 Inch shank by D.W inch head diameter by 2.6 itch long galvanized siring nail
T.Ramtech Laboratories.Inc Report 2341-08.06(ASTM E330)Transverse Load Test,5/16'Thick by 825 inch wide Hard ePkenk Lap Siding installed on 2X4 Doug-Rr-Larch wood studs space at 16
inches on center With a 0.092 Inch shank by 0.222 Inch head diameter by 2 Inch long galvanized Wig ilea•
8.Ramtech Laboratories,Inc Report 2149-07-10(F)(ASTM E330)Transverse Load Test,511 V Thick by 8.25 inch wide HardlePlank Lap Siding Installed on 2X4 Spruce-Pine-Fur wood studs space at
16 Inches on center with a 0.092 Inch shank by 0.222 Inch heed diameter by 2.5 Inch long galvanized siditp nag
9.Ramtech Laboratories,Inc.Report 11149/1654(ASTM E330)Transverse Load Test 5/16"Thick by 625 Inch wide HardlePlank Lep Siding installed on 20 gauge metal studs spaced at 16 and 24
Inches on center vdth ET&F knurled pin fastener
10.Ramtech Laboratories,Inc.Report 11149/15548(ASTM E330)Transverse Load Test 5116"Thick by 8.25 inch wile HardlePlank Lap Siding Installed on 20 gauge metal studs spaced at 16 and 24
OGAWA
0
121
-,. .SS10NA�. ,
2
RONALD L OGAWA ASSOCIATES,INC.
16836 ALGONQUIN STREET*443
HUNTINGTON BEACH,CA 92649
714-292-2802
714.847-4595 FAX
PROJECT:RIO-2553-15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888-542-7343
Info@j2mashandle.com
TEST RESULTS:
Table 1A.Results of Transverse Load Testing for ConfIgurations with Steel Framing
Report Number 11149 11149 11149 11149 11149 11149 IC 1035 88
11664 /1664 !15548. /15548 11554A /1554A
Test Agency Ramtech Ramasdt Ramtech Ramtedt Rambadt Rameedr Runtech
T in.) 0.3125 0.3125 0.8125 0.3125 0.3125 0.3125 0.3125
Width(in.) 626 8.25 8.25 825 12 12 8.5
Frame Type 20 Ca.steel 20 OIL
20 ga. 20 ga. 209s. 20 9a 20 ga.steel
ds
studs steel stustuds steel steel studs studs studs Sled 3ted etude
Frame Spacing(In.) 18 24 18 24 16 24 16
ET&F ET&F ET&F ET&F ET&F ET&F No.8X1-
allow0.100' 3.100' 0.100` 114"long X
kmrla knurls 0.100"
kmxled knurled knuried knurled knurled kratbd 0.375" _
Fastener Type shank shank SIM* shy shook Zhu* heed
diameter diameter diameter diameter diameter diameter
0.250'HD 0.250'HD x 0313' 0.313'HD x Q2W x 0.250' ribbed
x 11'r kmg x 1.5"kxtlq HD x 1.5' x 1xiong HD x 1.6' HD x 1.6• wafer head
10110 long long snow
Fastening Method Face nail Few nes Bind nag Blind nall Fax rat Face rtes Blind rag
Ulfimate Load(psi) 317 173 64 50 151 81 1692
Deslgn Load(paQ 106.7 67.7 21.3 167 59.3 27.0 5"
Effective Tributary Area(sqft) 01568 0.833 0,778 1.167 1.194 1.792 0.917
Fastener Load,as tested 58.7 45,1 166 19.4 80.1 41,.4 61.7
Iblfastener)
1.Atlawebte Design Load is the U ate Load dhrided by a odor of suety of 3.
2.HardleShingle Siding complies with ASTM C1188,Standard Specfta8on forGrade ll,Type A loon-asbestos Aber-Cement Hat Sheets.
1a1 pGAWA
4 * �
• STAB Of '
F 1
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IONP
3
RCNALD L OGAWA ASSOCIATES,INC.
1 e835 ALGONQUIN STREET#443
HUNITiNGTON BEACH,CA 92649
.714-292-2602
714-647.4595 FAX
PROJECT:RIO-25&3.15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888-642-7343
info@jameshardle.com
Summary based on Report l(-'11034.88 Ilio.11aa 1.75"lona roofing Pall blind nailed Into wood studs):
The adjusted fastener withdrawal design value,W,is calculated per NDS-2015:
Specific gravity,G=0.42(use the specific gravity of SPF lumber instead of 0.43 for Hem Rr),
Nail shank diameter,D=O.f20';
Neil penetration depth for 1.75'nail Installed on 5118"ilber cement plank,P=1,438';
Calculated withdrawal design value,W-1380'G(512)'D=1380'(0.42)"2.6'0.120 a 18.9 bra n penetration;
Adjusted withdrawal design value,W=CD'W•P-1.6.18.9'1.438-43.5 b.
The tested design fastener load with a factor of safety 3 applied Is 44.8 pounds per fastener,wfedl is larger than the NDS adjusted fastener withdrawal design%-&A i C
Hence for calculation of allowable basic wind speed,tested fastener toad of 43.5 pounds for a No.11 gauge 1.75 inch long roofing nail v4t be used.
In Table 2G below,the fastener load is held constant at 435 Ibsflastenar for each plank width,Bre alowable,sift design load is hack calculated from the tested tassrr;W-
Siding design load is equal to fastener design load divided by fastener tributary. Results InTabie 2G are used to calculate allowable basic wind speed for the Nu car'';atter -1
long roofing nail.
Calculation for No.11 ga.1.25"long roofing nail blind nailed into wood studs:
Report IC-1034-88(1.75'long 11 ga.roofing nail)yielded a tested fastener load of 44.79 thlfastener with the failure mode being fastener head pull through the
we know that the fiber-cement fastened blind nailed with a roofing nal is limited to 44.79IbUstsner. Using the same timber as specified in Report W,10", bub eaw 1"M
length to a 1.25 inches long yields an adjusted fastener withdrawal design value of 26.4 pounds per fastener.
Calculated withdrawal design value,W a 18.9 IbAn.penetration;
Nag penetration depth for 1.25'nail Installed over 5/16^fiber cement plank,P=0.938';
Adjusted withdrawal design vahre,W-CO'W•P=1,6.16.9'0.938-28.4 hHastener. -
In this case,the adjusted withdrawal design value is the control factor,since it's less than the tested design fastener load.Siding design bad is equiai to fastener desiZn iost s AIL,
IbRastener divided by fastener tributary. See Table 2H beinw,for the calculated siding design bads for each plank width, Results in Table 2H are used to calculate aiorsmar Wrt rmrz
for the Number 11 gauge 1.25 inch long roofing nail used in a blind nail application.
Summary based on Report 1020-86 f6d common nett face nalled into wood studs!:
The aklusted fastener withdrawal design value based on NDS-2015 Is 39.2 pounds per fastener. The tested design fastener load with a factor of safety 3 applied is ISD.3;a s a
fastener. The NDS adjusted fastener withdrawal design vskie of 39.2 pounds is more conservative waren compared against the tested fastener load. Hence for cal¢3srr-sin wze
basic wind speed,the siding deslgn load for a 6d common nag face nailed will be calculated based on the NDS-2015 adjusted fastener withdrawal design value 39.2 bsYx.e ',sx
Table 21 below for the calculated adding design loads for each plank width using a fid common. Results in Table 21 are used to calculate allowable basic wind speed far the i
nail,face Haled.
Calculation for 8d common nail face nailed into wood studs:
We would like to use the ultimate test values obtalned in report 1020-68,to do this we propose substituting an fid common nail for the tested 6d common nag. Doing tis
resolves the disparity between the NDS and tested values on fasteners. Uow are the rationale for substituting the 8d common for the 6d common nail used in testing rr pzi ' .xk a
achieve the stated ultimate test load of 199 psf,a design load of 66.3 psi:
1)Use the same timber as in the report,but flange the rag to a larger 8d common nab(2.5"long x 0.131"shank diameter x 0.281'tread diameter);
2)The Bit common yields en NDS adjusted fastener w1thdrawal design value of 66.8 pounds par fastener
Specific gravity,G=0.42;Shank dlameter,D=0.131';Net Penetration for a 2.5'nae though two layers of 6116"fiber cement-1.876';
Withdrawal design value,W-1390•G(5/2)'D 20.87 IbAn penetration;
Adjusted withdrawal design value,VV=CD•WP 1.6.20.67'1.675=62.0 lb.
3)The made of failure for the lid common man(report 1020.88)Is fastener Y,&drawai from Umber. Since the 8d common mall has a larger bearing area under the festene
the 6d common,we can anUcipate at least the same fastener put through capacity from an ed common nam_
6d common head bearing area(head diameter=0.266 Inches,shank diameter 0.113 indaas)=0.0455 sq"as;
•8d common head bearing area(head diameter-0.281 inches,shank diameter 0.131 Inchea)-0.0485 sq inches;
4)The NOS adjusted fastener withdrawal design value for the fid common is 62.0 flaftstenar,this exceeds the tested fastener design load of 60.8 IbVastener(for a 6d aur-:,-r
report 1020-68),therefore we can use the ultimate failure pressure of 199 lost to tabulate a design pressure 6&3 per with an 8d common nail(60.8 lbs listener),this will be a:c-t r:
calculate wind design a
For the 4 reasons above,the Ild common can be directly substituted for ft lid common used in report 1020-86.See Tabic 2J for the calculated sitting design loads for each los=m`_
Results in Table 2J are used to calculate allowable basic wind speed for the 8d common nag face mailed into wood studs.
Summary based on Report 2149-07-10(Cl f8d ring shank box nail face nailed into wood studs)
Nag withdrawal design load was determined to be 3016An.penetration,based on ESR-1539 Table 2,for 0.113"deformed shank nail with 0.50 wood specific gravity. :
Neil penetration depth for 2.375'long nag through two layers of 5118"fiber cement planks,P=1.75'; ,
The adjusted fastener withdrawal design value W=Co•W•P=1.6'30'1.75=84.0 Ib,
Off n t a r
A
The tested design fastener load with a factor of safety 3 applied is 78.7 pounds per fastener,which is less then ire adjusted fastener withdrawal design value
calculation of allowable basic whnd speed,tested►asleraer load of 76.7 pounds vitt be used. a5� •,•
i
In Table 2K below,the festerw 1900 is heltl gonatant gt 76.71039asll:nor Ilii cdW pldf6k Will,Ne ahwAW 5NBI19 0e*rl WO IS Dat*Cal Walled fluill Ulu±1060 I8
Sidingdesign load is equal to fastener design load divided fastener tribute Results In Table 2K are used to calculate aflOW le basic wind speed for 8d rill s
9 p by tributary. sP 9
nailed into wood studs.
a
:r :t= �
RONALD 1.OGAWA ASSOCIATES.INC.
16835 ALGONQUIN STV--ET#443
HUNTINGTON BEACH,CA-92649
714-292-2602
714-847-4595 FAX
PROJECT:RIO-2553-15
JAMES HARDIE BUILDING PRODUCTS.INC.
1-888-542-7343
info&jameshardle.com
Table 20,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 13/4"L.SPF Studs,fasteners concealed(blind nail)
Check for results using 9.6 Inch plank values from Report Number IG1034-88.
Design load■tdtimate failure load/FOS--146.6psf/3=-48.9 psf
Effective tributery-((plank width exposed to weather X stud spacing)/144)_((825 1.25)X 16)fl44=0.9167 sq.ft
Fastener load-design toad X tn'butary area=-48.9 X.01 67=-44.79 pounds,which vA be used for the calculation
Adjusted fastener withdrawal bad from NDS-2015=43.5 9Yfastener,in this case it's more conservative and wN be used for the calculation
CalcWated wable design load.fastener load tested condalsn divided by area sty for the condition to be calculated
a
e vo �
a•J m > J
HardisPlank Wdth c E Vl S it LL
inches v, a ° '.5 t $ a
5.25 18 0.4444 -97,88 -43.50 24 0.6667 -6535
6.25 is 11.6556
M.45 -43AC
3.50 24 0,8333 -52.20
7,25 ,50 24 1.0000 -43,50
7.5 18 50 24 1.041 -41.76
a to 3.50 1.1 38,67
8.25 IF- .50 24 687 37 29
9.25 18 .0 24 1.3333 32.63
0.6 -148! 16 3.60 24 t, flit 51.64
12 18 24 1.7917 -24.28
'able 2H,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 1-114-L,SPF Studs,fasteners concealed(blind nail)
The design load in this case is limited by both test result of report IC-1034.138 and Adjusted withdrawal load from NDS-2015
Siding design load in this ease Is equal to the adjusted fastener withdrawal design bad 30.1 b/fastener divided by fastener tributary area.
HardiePlank Width % m c c
Inches ` ^ o a J rn ° $ o
6.25 16 0.4444V -63.90 -28.4 24 0.6667 60
5.25 Is 0.5556 -51.12 -MA 24 0.8333 34.08
ffl25
1 0.6857 -42.60 -28A 24 -26A0
18 0.6944 -40.90 -28.4 24 1,0417 -27.26
0.7500 -37.87 -26.4 Z4 1.1250 ,24
18 8 .51 -284 24 1,1667 24,34
16 0.8889 31,95 -28A 24 1.9339 -21,30
16 "167 30.98 28.4 24 1.3750 16 1.1944 -23,78 --2U4- 24 1,7917 -15.85
'able 21,Allowable Design Loads Based on Constant Fastener Load,ad common nail r t.8pF studs,fasteners exposed(face nail)
Check for results using 9.5 Inch plank values from Report Number ICA M-88.
Design load-ultimate failure load/FOS=-199psf/3--66.3 psf
Effective tributary-((plank width exposed to weather X stud sparing)1144)=((9.5-125)X 16)1144.0.9167 sgJL
Fastener load=design load X trbutary area=-66.33 X 0.9167 s-60.81 pounds
Adjusted fastener wkhdrewal load from NM-2015-39.2 tb/festener,in this case it's more conservative and vda be used for the calculation
Calculated aflowable design load= usted fastener waldrawel bed divided by arae tributary for the condition to be calculated
a a
Cf
p �, St J i• N 4 2, .�J
x y a c
HerdkPlank Width S ID m c a c •-W c t S �° LL
� to In N
nchas d O? ul a ti O .fi W N d
Z5 16 0.4444 1 -88.20 -39.20 4 0.6667 -58.80
6.25 18 0.5556 -39,20 24 0,8333 4 .04
7 25 16 0.6667 1 -58.80 -39.20 24 1.0000 -39.20
7.51 16 0.6944 A5 -39.20 1.0417 .69
8 10 0.7600 32.27 3920 24 1.1250 -34.e4 1
- , ��
•2 16 0.77783 50,40 -3 24 1.667 33.60 loll OGAVyA
9.25 16 0.8899 r14.f0 3920 1 29A0 11 n�� A
9,6 -i69 I 16 0.1"61- .{2,76 38 1,3 -28,51
1216 1.1944 32.82 39 2(1 24 1.7917 -21.88 \11
v
• 24 2
• OF
' $TATE � w
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET 11443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4595 FAX
PROJECT:RIO-255315
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888-542-7343
info§jameshardie.com
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I nAn
Fiber-cement sitling transverse load capacity(wind load capacity)Is determined Na compliance testing to transverse load national test standards.Via the transverse load testing an
allmvable 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-oeman sidmg correlate directly to required design pressures for Alloviable Stress
Design,and therefore should be used wth rvmhination loading equations for Allowable Stress Design(ASD).
By using the combination loading equations for Allowable Stress Design(ASD),the tested allowable design bads for fiber-cement siding are aligned with the wind speed requirements in
ASCE 7-10 Figure 26.5-1A,Figure 26.6.1 B,and Figure 26.5-1C.
For this analysis,to calculate the pressures In Tables 4,5,and 6,the load combination vnll be in accordance with ASCE 7-10 Section 2.4 combining nominal toads using allowable stress
design,load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure.
Equation 1, q,n0.0025b K,'K�'i('VZ fret.ASCE 7-10 equation 30.3-1)
q,,velocity pressure at height z
Ka,velocity pressure exposure coefficient evaluated at height z
Kn.topographlcfactor
Ke,wind directionalityfador
V,basic wind
speed(3
Equation 2,
VaV,. (ref 2015(BC b 2017 FRC Section 1602.1 de6r0ons)
V,.,ultimate design wind speeds(3-second gust MPH)determined from 12015 IBC,2017 FBC)Figures 1509,3(l).16093(2),or 1609.3(3);
ASCE 7-10 Figures 26.5.1A,8,or C
Equation 3, p=q,•(GCo GCW) (ref.AXE7-10equation 306-1)
GCp,product of external pressure coefficient and gust-effect factor
GC,,,product of internal pressure coefficient and gust-affect factor
p,design pressure(PSF)for siding(allowable design load for siding)
To determine design pressure,substitute q,into Equation 3,
Equation 4, p=0.00256*VKe•Ka`V,n7'(GCy(3CO)
Allowable Stress Design,ASCE 7.10 Section 2.4.1,load cornb+nallon 7,
Equation 5, 0.60+0.6VJ (iaf.ASCE 7-10 section Z4.1,bad combfnaffon 7)
D,dead load
W,wind load(food due to wind pressure)
To dehlmrirte the Mowabla Stress Design Pmssum,apply the load tactor lorW(wind)them Equation 4 to p(design pressure)determined from equation 4
Equation 6, pM-0.6'(p]
Equation 7, p.,a.0.610.0025M,•K„'K4'V,.2(GCP-GC,J)
Equation 7 is used to populate Table 4,5,and 6.
To determine the allowable ultimate basic wind speed for Hardie Siding in Table 7,sabre Equation 7 for V,.,
Equation 8, V,a o(pn,10.6.0.00256•K�•K.•Ke•(GCp GCrJ)as
Applicable to methods spech%id in Exceptions 1 through 3 of(201518C,2017 FBC)Section 1609.1.1.,to determine the allowable nominal design wind speed(Vaso)for Hardie Siding in
Table 7,apply the conversion formula below,
Equation 9, V„a-V.•(0.6)aaref.201518C d 2017 FOC Ss f1�I
r
V�,Nominal design wind speed(3-second Oust mph) (ref.2015/8C b 2017 FBr
1
Table 3,Coefficients and Constants used in Determining V and p, 1111,K. Wall �,
1
Height(R) B Ettp C EW0 Ka Zarw GCM
,` n •••
0.15 0.7 0.85 1.03 h560 1 1 0.85 -1.4 0.18
20 0,7 09 1.08 1 1 0.e5 -1.4 0.16 .
25 0.7 0.94 1.12 1 1 0.85 -1.4 0.18 a OC l
30 0.7 0.98 1.16 1 0.85 -1.4 0.18 ` r
36 0.73 1.01 1.10 1 0.66 -1A 0.1a � .4 STS f
40 0.76 1.04 1.22 1 0.85 1 -1.4 0.18
45 0.785 1.065 1.2451 065 -14 0.18 n (9 '• , iL, ,'� t)
50 0.81 1.08 12T 1 065 -1.4 0.10
55 O.B3 1.11 1.29 1 0.95 1
-.4 0.18
12
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80 1 0.85 1 1.13 1 1.31 1 0.65 1 -1.4 1 0718
100 0.99 1 1.28 1 1.43 1 h>60 I 1 I 0 -1.5 10.16
Table 4,Allowable Stress Design-Componarvt and Cladding(CSC)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category e,
Wind Speed(3
aeoond ust) 100 105 110 115 120 130 140 160 160 170 180 190 200 210
ht(ft B 8 B _8 _8 8 B B 8 B
0.15 -1 .4 -1b, •i -19,1 410,8 -24.4 -28.3 325 -37.0 -41.7 -46.8 -52.1 578 -633
20 -14.4 -i S -1 -19. -20.8 4, -28.3 32,5 -37.0 -41. -46,8 52,1 -57,8 AV
25 -4.4 -15,9 -173 -19,1 4.4 -,28,3 -32,5 3 .0 41,7 -46,6 52,1 57,8 -63.7
30 A A -15.9 -17.5 19,1 -20.8 -24.4 -28.3 32,5 -37.0 _-71-7-7-68 -62,1 57,6 -63.7
35 -5.1 -16A -18.2 -19.9 -211Y 25. -29.6 33.9 38,6 -43-5 -48.8 54,4 -60.2 -66,4
40 -16.7 _117j -1911 -20.7 -22,6 -26.5 30.7 35.3 .40.1 -45.3 -50,8 56.6 52,7 -69,1
45 -18 2 -17, 9 411. -23.3 -27.4 -31.7 -98.4 -41.5 -46.6 52.5 58 -64.8 -71.4
50 -16.7 •1811 -221 -24,1 262 32,7 747.8 X28 4163 .54,1 608 58,8 -73.7
55 -1 .i -18 9 20.7 -22 6 28. 33.8 38 5 43 8 49. -66.5 -61.8 -68,6 -
1 .8 - 1.0 33.8 -65.5 -4.0 -62.5 -92.4 -02.4 -112.9
Table 5,Allowable aMess Design-Component and Cladding(C&C)Pressures(1`31F)to be Restated at Various Wind Speeds-Wind Exposure Category C,
Wind Speed(3
secondgust) 100 106 110 115 120 130 140 150 160 170 190 190 200 210
H ht ft C C C C C C C C C C C
0.1 -17. .19.3 -21.2 2 29.6 39.5 44,9 50,7 b6 8 63,5 -70.1 -77.3
20 -18.6 -22 6 -24,6 -25.7 31.4 -35. -41,8 -47.5 -53.7 2 ,0 774,3 .81,9
25 -19.4 .211A 5 -2 ,6 _7-_27_F_ 32.8 3811 -43.6 -49.6 -56.0 -62,8 -70,0 -77,6 -85,5
30 2 3 -24,5 -26.7 -291 341 _V.6 45.5 518 -56,4 655 -7911 -80.9 .892
S -208 -23.0 -26.2 -2,a -30.0 3 -4&9 -53,3 -602 1 -67.5 -75.2 -83,3 -91.9
40 -21.5 -23 -2&0 -26.4 30.9 -36.3 -42 -48.3 54,9 -62.0 -69,5 -77.4 -85.8 44.6
45 -22.0 --f4-.2 26.8 -29.1 -31.8 .37,1 -45,1 49.4 563 -63.5 -711.2 - .3 -87.9 -96,9
60 -----722 __24S__24.8 =2 _7_.297. 324 38.0 50.6 57.6 -65.0 T2 9 81.2 -89.9 -99.2
55 22.9 2 27. 33 9 0 51. -58.6 -68.2 --742 82,
- 7 91.6 -101.0
2 .
- 0. - 8
100 35.0 38.4 -43,1 .9 $3. -94,1 ,6 -130,3 -143.6
Table 6,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category D.
Wind Speed(3-
secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 20D 210
Hei ft D D D D D D 0 D M57 .4 D D D D
0.15 212 23.4 -25.7 28.1 30.6 35,9 41.6 X7.6 68 8 -76, 85,0 41.7
2022 3 24,6 -27.0 29.5 32 1 37,7 43,7 50,1 - 2 80.4 69.1 -98.2
25 -23.1 26.5 -28.0 30.8 39,3 -39.0 -45.3 62,0 749 83.4 52A -101.830 -23.9 ,28. ,29,0 -31.6 -34.5 40.4 -46.9 -53.8 -775 .85,4 -95. -105335 q-�24.5 .1 ,29.7 32.5 35.3 -41.5 48.1 552 -79.5 -88,6 -983 -10&3
40 -27.7 -33.3 36,2 -42.6 -495 58,6 -8 -�9 -100.7 -11 A
-34.0 31.0 -43.4 -50-3 •57.0 ,7 -7 -892 -1 -113
50 •28.9 31.7 34.6 37.1 513 58 9 57.1 75.7 84.9 g4 a -104 8 -115 5
55 -29.3 322 35.2 •38.3 52.2 59.9 -68.1 76.9 -66.2 -98,1 -100.4 -117.4
60 8 -8, 6 -
- •too8 2 -72.5 -932 -94.6 -106,8 -Ilkg 7337 - o
Tables 4,5,and 6 are based on ASCE 7-10 and consistent with the 2015 IBC,2015 IRC and the 2017 F1orlda Balding Cade.
10,101/1/lirrr,�a'
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a
infotr8ijemeahardie.crom
121
2015 BG 2077 F9G 2015 lBG 2077 FBC ti
Allowable.Ultimate Allowable,Nominal ••,• SIM OF t Q• e
Design tAiirW,Speed, Design Wnd,
V14.9 Speed,
_per•.��ORIDa `�,`�ee
(3-seeond gust mph) 3-second gust mph � ss •',•••••••'
ApplrablelwAdhoda s CONAL
ApplcaEle to methods /i,
°2D°dFOCIISKIon apadhW in Exceptions 1 I
1609.1.1,es datennned b through 3 of[2015180,
Figures 1609.3(1), 2017 F8C)Section -�~
I9W.3(2),or 1609.3(3) 1809.1.1. Coemcients used in Table 6 calculations(or Vs,
WbW a)vmre CategoFy Wind a oswmm ory Siding ;0.941.12
A6owuble
Product TProduct With Fastener Fastener Frame Stud , Dcsign
(Inches) (inches) Type Spacing Type (Inches) HM 8 C D B C D Load
(PSF) B 1`, K.
0-15 -65.3 0.7 hSW 1 0.85 -1.4 0.18
20 213 188 171 165 145 133 -Ou 0.7 1 10.851-1.41 0.18
25 213 164 186 165 142 130 135.3 0.7 1 0.86 -111 0.18No.11 ga. 30 213 180 135 165 139 128 -a" 0.7 J CA -1A 0.18
X 1-314" 2X4 35 208 177 103 161 137 126 -65.3 0.73 1.01 1.18 1 0.85 -IA 0.1a
HardiaPiank 5118 7.25 long Blind nail Wood 16 40 204 174 161 158 135 125 -65.3 0.78 1.04 122 1 0.36 -IA 0.15
Roollng SPF' 45 201 172 159 156 134 124 56.3 0.785 1.065 1-245 1 0.85 -IA 0.78
na0 60 198 170 158 163 132 122 -06,3 OAt 1.09 127 1 0.66 71,4 0,18
56 195 169 167 151 131 121 -66.3 0.83 1.11 129 1OA6 -1.4 0.18
60 193 167 155 149 130 120 -95.3 0.85 1.13 1.31 1 066 •111 0.18
100 160 142 133 124 110 103 .85.3 019 326 1.43 hs80 1 10.861•111 I ate
0.15 208 189 1 2 161 146 133 -828 0.7 0.85 1.03 h%W 1 0.86 -IA 10.18
20 206 194 168 161 142 130 -626 0.7 0.0 1.08 t 0116 -tA n15
25 208 180 165 161 139 128 •62.8 0.7 044 1.12 1 OBS -IA OAS
No.11 ga. 30 208 176 162 161 136 125 -me 0.7 0.98 1.18 1 0.85 -1A 0.18
X 13!41 2X4 35 204 173 160 156 134 124 828 473 1.01 1.18 1 OAS AA 0.78
HardieP(ank 5116 7,6 long Blind nail Wood 16 40 200 171 168 1 132 122 a2,6 0.76 1.04 122 1 0.86 -1.4 ala
Roofing SPF° 45 197 ISO 156 1 152 131 121 -M 4786 1.066 12x3 1 0.a5 •tA 0.18
nall 50 194 167 155 1 160 129 120 -828 Oat 1.09 127 7 0.85 -1.4 0.16
55 191 165 153 148 128 119 -026 0.83 1.11 129 1 0.x5 AA 0.18
60 189 164 152 146 127 118 -e2A 0.851.13 1.31 110.85 -1.4 0.18
100 156 139 130 121 107 101 -me 0.99 126 1.43 tP6o 1 I OAS •IA 0.18
0.15 200 182 165 155 141 1 -58.0 01 1 OM I 1.03 hs60 110.85 -1.4 0.18
20 200 177 161 155 137 125 -5811 0.7 OA 1.08 1 0.85 -111 0.18
26 200 173 158 155 134 123 -68.0 0.7 0.94 1.12 1 0115 -1-11; a
No.11 g9. 30 200 169 158 155 131 121 -0.0 0.7 CA 1.18 1 0.85 -IA 0.18
X 1314' 20 35 196 167 154 152 129 119 58.0 0.73 1Ai 1.ig 1 0.85 -1A 0.18
Hard(ePlank 5116 8 long Blind nail Wood 16 40 192 104 152 149 127 118 -W 0.78 1.01 122 1 0A5 -IA 0.18
Roofina SPF 1 49 189 162 190 147 128 116 -wo 0.725 1.066 1946 1 a" -1.4 0.10
nae 50 186 161 149 144 124 115 4" OAI 1.09 127 _L.18S •1.4 0.18
55 164 159 148 143 123 114 -W.0 OA3 1.11 128 1 0.85 -1.4 0.18
60 182 158 147 141 122 113 5811 O-5 1111 1117 11 1 OAS -1A 0.18
100 161 133 126 117 103 97 -SBA 0118 1.28 1.43 h-W 1 0.85 -/.8 0.18
0.15 197 179 162 162 138 126 -MO 0.7 OAS 1.03 h%W 7 0.85 -1.4 0.18
20 187 174 158 152 134 123 •55.9 0.7 0.9 1119 1 0.85 AA 0.18
25 197 170 166 162 132 120 -Me 0.7 0.W 1.12 1 0.86 •1.4 0.16
No.11 g0. 30 187 166 163 162 129 118 -5611 0.7 MOB 1.16 1 OA6 -1.4 0.16
X 1314' 2X4 36 193 184 151 149 127 117 4K9 0.73 1117 1.19 1 OAS .1A 0.18
Hard(ePlank 5116 8.25 long Blind nail Wood 1B 189 181 149 146 125 115 -Me 0.76 1.04 122 1 0.05 -tA 0.18
Roofing SPF' 45 186 160 148 144 124 114 -6611 0.785 1.065 1245 1 0.86 AA 0,18
nail 60 183 Ilia 748 142 122 113 56.6 0.61 1,ee 127 1 0.86 -1.4 0.78
65 181 156 145 140 121 112 55.9 OA3 1.77 729 1 0.95 4A 0.18
60 174 155 144 138 120 111 %9 0,26 7.15 1551 11 1 0.86 -1.4 0,18
100 148 137 123 114 1 101 B6 •5511 OA9 128 1.43 Ithw4mm 1 am -111 0.18
045 184 167 152 143 1 129 118 -48.9 0.7 0.x6 1 1.03 IhOOD 1 0.85 -IA 0.16
20 184 162 148 143 126 115 -469 0.7 0.9 1 1.85 1 1 OAS -IA 0.18
26 184 159 145 143 123 113 4490.7 0.94 1.12 1 0.65 -1.4 0.19
No.11 ga. 30 184 150 143 143 120 111 -48.9- 0.7 0.98 1.16 1 0.96'-IA 0.I8
X 1314' 2X4 35 180 163 141 140 till 109 -48.9 0.73 1111 1.19 1 OA -1.4 0.78
HerdlePlenk 5116 925 Icing Blind nall Wood 16 40 177 161 139 137 117 108 -448 78 1.04 122 1 OAS AA 0_18
Rooting SPF 1 45 174 149 138 136 118 107 -48.9 0.786 1.085 1.245 1 0.85 -4.4 0.18
nod 50 171 147 137 133 114 106 -48.9 1XSI 1.09 127 1 0.85 -1A 0.18
65 169 146 138 tat 113 108 4e8 0.80 1.11 128 1 0.45 •tA 0.18
60 187 i4b 136 129 112 104 488 0.86 1.13 1.31 1 OAS -IA 0.18
100 138 123 115 107 95 89 488 OM 128 tA3 1 085 -111 0.18
18