HomeMy WebLinkAboutENGINEERING EVALUATION REPORT t'
GANNEC
BY
St Lucie County PROJECT RIO-2683-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND
FIBER-CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS
ST. LUCIE COUNTY
BUILDING DIVISION
THESE PLANS AND ALL PROPOSED WOR*MES HARDIE BUILDING PRODUCTS,INC. REVIEWE
ARE SUBJECT TO ANY CORRECTIONS10901-ELM AVENUE FOR COMPL E
REQUIRED BY FIELD INSPECTORS THAT FONTANA,CA 92337 REVIEWED BY
DATE —, — �
MAY BE NECESSARY IN ORDER TO PLANS AND ERMIT
COMM WITH All nliPLI ±mw q -9 MUST BE KEPT ON JOB OR
TABLE OF CONTENTS NO INSPECTION WILL BE MADE
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PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE I and1 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.
CONCRLED FASTENERS OR ATTACHMENTS
ARE THE RESPONSIBILITY OF THE PREPARED BY:
CONTRACTOR OF RECORD RONALD 1. OGAWA&ASSOCIATES, INC.
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4595 FAX
PROJECT:RIO-2553-16
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888-642-7343
info@iameshardie.com
EVALUATION SUBJECT
HardlePlank®Lap Siding
James Hardie Product Trade Names covered in this evaluation:
HardlePlank®Lap Skiing,CemPlank®Siding,PrevaflTM Lap Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015International Building Code®
EVALUATION PURPOSE:
This analysis is to determine the mandmum design 3-second gust wind speed to be resisted by an assembly of HanflePlank(CemPiank,Prevail Lap)siding fastened to wood or metal framing with nails or
screws.
REFERENCE REPORTS:
1.IMertek Report 3067913(ASTM C1186)Material properties HardtePlank Siding
2.Ramtech Laboratories,Irrc.Report 10593-96l1395(ASTM E330)Transverse Load Test,5/16"Ttdck by 7.5 inch wide HardiePlank Lap Siding Installed on 2X4 W Firwood studs space at 16 inches
on center with a 0.093 inch shank by 0222 inch head'diameter by 2.5 inch long galvanized siding nail
3.Ramtech Laboratories,Inc. Report IG1034.88(ASTM E330)Transverse Load Test,5/16"Thick by 9.5 inch wide HardiePlank Lap Siding Installed on 2X4 Hem•Firwood studs space at 16 inches
on center with a Number 11 gauge 1-3/41nch long galvanized roofing nag
4.Ramtech Laboratories,Inc.Report IC-1020-88(ASTM E330)Transverse Load Test,5/16"ThIck by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem-Fir wood studs space at 16 Inches
on center with a 6d common nab
5.Ramtech Laboratories,Ina Report 2149.07--10(C)(ASTM E330)Transverse Load Test,5/16"Think by 8.26 inch wide HardiePiank Lap Siding installed on 2X4 Doug-Fir-Larch wood studs space at
16 inches on center with an 8d ring shank box nab,0.113 inch shank by 0.260 inch head diameter by 2.375 inch long
G Ramtech Laboratories,Inc.Report 2149.07-10(E)(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardlePlank Lap Siding Installed on 2X4 Doug-Fir-Larch wood studs space at
16 inches on center with a 0.092 inch shank by 0.222 inch head diameter by 2.5 Inch long galvanized siding nag
7.Ramtech Laboratories,Inc.Report 2341-0&06(ASTM E330)Transverse Load Test,5/16'Thidr by 8.25 inch wide HarifiePlank Lap Siding Installed on 2X4 Doug-Fir-Larch wood studs space at 16
inches on carter with a 0.092 Inch shank by 0.222 inch head diameter by 2 Inch long galvanized siding nail
8.Ramtech Laboratories,Inc.Report 2149-07-10(F)(ASTM E330)Transverse Load Test,5116"Thick by 825 inch wide HardiePlank Lap Sidng installed on 2X4 Spruce-Pine-Fur wood studs space at
16 inches on center with a 0.092 inch shank by 0.222 Inch head diameter by 2.5 inch long galvanized siding nail
9.Ramtech Laboratories,Inc.Report 11149/1554(ASTM E330)Transverse Load Test 5116"Thick by 6.25 inch wide HardiePlank Lap Siding Installed on 20 gauge metal studs spaced at 15 and 24
inches on center with ETBF knurled pin fastener
10.Ramtech Laboratories,Inc.Report 1114911554E(ASTM E330)Transverse Load Test 5/16"Thick by 825 inch wide HardiePiank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET 9443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4595 FAX
PROJECT:RIO-2553-15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-88B-542-7343
Info@jameshardie.com
TEST RESULTS:
Table I Results of Transverse Load Testing for Configurations with Steel Framing
Report Number 11149 11149 11149 11149 11149 11149 ICr1035 88
/1554 11554 11554E H554B 11654A /1554A
Test Agency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech
Thickness(In.) 0.3125 0.3125 0.3125 0.3126 0.3125 0.3125 0.3125
Width(in.) 625 6.25 8.25 825 12 12 9.5
Z0 go. 20 go. 20 go.20 go.steel 20 ga. 20 go. ZD go.steel
Frame Type studs steel surds steel steel studs steel steel studs
studs sleds studs
Frame Spacing(in.) 16 24 16 24 16 24 16
ETBF ETBF ETBF No.8 X 1-
ETBF ETBF 010 ET&F 0.100" 0.100' 1/4"long X
OADW 0.100' 0.100'
kneed knurled kmnled knurled knurled knurled head
shank shank shank head
Fastener Type shank shank shank
diameter diameter diameter diameter
diameter diameterx diameter
x
x 0.313' x 0.250' x 0.250" ribbed
0250'HD 0.250"HD HD x 1.6" 0.313'HD HD x 1.5' HD x 1.5" wafer head
x 1.5'long x 1.5"long long x 1.5"long long long screw
Fastening Method Face nail Face nail Blind nail Blind nail Face nail Face nail Blind nag
Ultimate Load(psf) 317 173 64 50 151 81 169.2
Design Load(psf) 105.7 57.7 21.3 16.7 50.3 27.0 56.4
Effective Tributary Area(sgft) 0.556 0.833 0.778 1.167 1.194 1.792 0.917
Fastener Load,as tested(lb/fastener) 58.7 48.1 16.6 19.4 60.1 48.4 51.7
1.Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3.
2.HardleShingle Siding complies with ASTM C1186,Standard Specificafion for Grade 11,Type A Non-asbestos Fiber-Cement Rat Sheets.
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4695 FAX
PROJECT.RIG-2663-15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888-542-7343
infb@jameshardle.com
Table 18.Results of Transverse Load Testing for Configurations with Wood Framing
Report Number 10593- IG1034 68 IC-1020• 2149-07- 2149A7-POFLSh
2149-07-10
9611395 88 10 C 10 E
Test Agency Ramtech Ramlech Ramtech Ramtech Ramtech Ramtech
Thickness On.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125
Width(in.) 7.5 9.5 9.5 825 8.25 825
Frame Type 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood
Hem-Flr• Hem-Fir• Ham-Fir• DFL DFL SPF
Frame Spacing(m.) 16 16 16 16 16 16 16
8d ring 8d siding 6d siding
8d siding 1314" ed sid'ag
nag6d shank box nail. nail
Fastener Type 0 093' N°'11 ga common nag.0.113'0.092'X 0.092'X ➢,0.092'
X 0.222"X Roofing nag X 0.260"X 0.222"X 0.222"X X 0222•X
2.5' nail 2.375' 2.5" 2' 2.5'
Fastener Length(in.) 2.5 1.75 2 2.375 2.5 2 2.5
Fastening Method Blind nag Blind nag Face nag Face nail Face nag Face nail Face nail
Ultimate Load(psf) 92 146.6 199 296 253 166 168
Design Load(psf) 30.7 48.9 66.3 98.7 84.3 55.0 56.0
Effective Tributary Area(sq8) 0.694 0.917 0.917 0.778 0.778 0.T78 0.778
Fastener Load.as tested(Ibtfastener) 21.3 44.8 60.8 78.7 65.6 1 428 43.6
Adjusted withdrawal design load Calculated fastenervdhdmwal load is compared with the test result
(Iblfaslener),W 51.1 43.6 39.2 84.0 67.0 1 49.1 43.0 and the more conservative one mall be used.
Net Fastener Penetration(in.),P 2.188 1.438 1.375 1.750 1.875 1.375 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 0.113 0.092 0.092 0.092
Withdrawal design value per NDS
20%or ESR-1539(@fin.penetration), 14.6 18.9 17.8 30.0 22.3 22.3 14.3
W
•The assigned specific gravity of Hem Fir in NDS-20151s 0.43,however 0.42 Is used in this analysis In orderto match the specific gravity of SPF lumber,which Is more popular.
1.Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3.
2.FlardieShingle Siding complies with ASTM C1186,Standard Specification for Grade 11,Type A Non-asbestos Fiber-Cement Flat Sheets.
3.Calculated fastener withdrawal load is compared with the test result and the more conservative one will be used.
For all cases or the table,the adjusted withdrawal design value,W,is calculated as
WM=CD•W•P
Where,
CD=load duration factor per NDS-2015 Table 2.32 for wlndlearthquake load=1.6
W=withdrawal design value,calculated per NDS-2015 or ESR-1639,whichever applicable
P=fastener embedment depth,in.
When nail shank,0,2 0.099 inch but 5 0.375 inch for smooth shank nails,NDS-2015 equation(11.23)is used to calculate withdrawal design value
W=1380•G(512)•0
Where,
G=wood specific gravity per Table 11.3.3A
0=nag shank diameter,in.
When nail 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.
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-095 FAX
PROJECT:RIO.2553-15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-88t1-542-7343
infb@lameshardie.com
Summary based on Report 10 5 93-9 81139 5 12.5 in.Iona by 0,093 in,shank by 0.222 in.head diameter)siding nails blind nailed into wood studs):
Nail withdrawal design load was determined to be 14.61b4n.penetration,based on ESR 1539 Table 2,for 0.093"smooth shank nag with 0.42 wood specific gravity.
The adjusted fastener withdrawal design value W=CD•W•P=1.6"14.6"2.188=51.1 lb.
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 by 0.222 in. head diameter)blind nailed Into wood studs:
Using the same timber,but changing the nail length to a 6d siding nail(2 in.long by 0.093 in,shank by 0.222 in. head diameter)yields an adjusted fastener withdrawal design value of
42.0 pounds per fastener
Nail withdrawal design value,W=14.6 Ib/n penetration;
Net Penetration for a 2"nail through 5/16"fiber cement,P=1.688";
W=Co•W•P=1.6-14.6.1.688=39A lbffastener).
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 Wthdrawal design value for the 2 inch long by 0.093 inch shank by 0.222 inch head diameter siding nag is 39A IlWastener,this exceeds the test fastener
design load of 21.3ibsflastener.
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 nag(2 inch long by 0.093 inch shank by 0.222 inch head diameter)blind na fed bdo wood studs.
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4595 FAX
PROJECT:RIG-2553-15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888-642 7343
Info(Djameshardie.com
Summary based on Report IC4034-881No.11ga 1.75"Iona roofing nail 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 Fir):
Nail shank diameter,D=0.120•;
Nail penetration depth for 1.76"nag Installed on 5H Wilber cement plank,P=1.438";
Calculated withdrawal design value,W=1380•G(5/2)•D=1380•(0.42)A2.5'0.120=18.9 lbfin penetration;
Adjusted withdrawal design value,W=CD•W•P=1.6*18.9*1.438.43.5 lb.
The tested design fastener load with a factor of safety 3 applied Is 44.8 pounds per fastener,which Is larger than the NDS adjusted fastenerwithdrawal design value of 43.5 pounds.
Hence for calculation of allowable basic wind speed,tested fastener load of 43.5 pounds for a No.11 gouge 1.75 inch long roofing nail will be used.
In Table 2G below,the fastener load is held constant at 43.5 Ibs/fastener for each plank width,the allowable siding design load is back calculated from the tested fastener design load.
Siring design load is equal to fastener design load divided by fastener tributary. Results in Table 2G are used to calculate allowable basic wind speed for the Number 11 gauge 1.76 inch
long roofing nag.
Calculation for No.I I ga.1.25"long roofing nail blind nailed Into wood studs:
Report IC-1034-88(1.75"long 11 ga.roofing nag)yielded a tested fastener load of 44.79 lb/lastener with the failure mode being fastener head pug through the fiber-cemenL Therefore
we know that the fiber-cement fastened blind nailed with a roofing nag is united to 44.79 Mastener. Using the same timber as specified in Report IC-1034.88, but changing the nag
length to a 1.25 inches long yields an adjusted fastener withdrawal design value of 28A pounds per fastener.
Calculated withdrawal design value,W-18.9 Wn.penetration;
Nag penetration depth for 1.25"nag installed over 6/16"fiber cement plank,P=0.930";
Adjusted withdrawal design value,W=CD•W•P=1.6.18.9.0.938=28.4 W/fastener.
In this case,the adjusted withdrawal design value is the control factor,since it's less than the tested design fastener load.Siding design load is equal to fastener design load of 28.4
Ib/fastener divided by fastener tributary.See Table 2H below,for the calculated siding design loads for each plank width. Results in Table 2H are used to calculate allowable wind speed
for the Number 11 gauge 1.25 inch long roofing nag used in a blind nag application.
Summary based on Report 1020-88(6d common nail face nailed Into wood studs):
The adjusted 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 60.8 pounds per
fastener.The NDS adjusted fastener Wthdrawraf design value of 39.2 pounds is more conservative when compared against the tested fastener load. Hence for calculation of allowable
basic wind speed,the siding design load for a 6d common nag face nailed will be calculated based on the NDS-2015 adjusted fastener withdrawal design value 39.2 lbsHastener. See
Table 21 below for the calculated siding design loads for each plank width using a 6d common. Results in Table 21 are used to calculate allowable basic wind speed for the 6d common
nag,face nailed.
Calculation for 8d common nail face nailed into wood studs:
We would like to use the ultimate test values obtained in report 1020-88;to do this we propose substituting an 8d common nail for the tested 6d common nail. Doing this substitution
resolves the disparity between the NDS and tested values on fasteners. Below are the rationale for substituting the lid common for the 6d common nail used in testing report 1020-88 to
achieve the stated ultimate test load of 199 list,a design load of 66.3 psf:
1)Use the same timber as in the report,but change the nag to a larger 8d common nag(2.5"long x 0.131"shank diameter x 0281"head diameter);
2)The 8d common yields an NDS adjusted fastener withdrawal design value of 65.8 pounds per fastener
Specific gravity.G=OA2;Shank diameter,D=111.131%Net Penetration for a 2.5"nag trough two layers of 5/16"fiber cement=1.875";
Withdrawal design value,W=1380•G(5f2)•D=20.67 Win pertetiation;
Adjusted withdrawal design value,W=CD'W'P=1.6.20.67.1.875=62.0lb.
3)The mode of failure for the 6d common nag(report 1020-88)is fastener withdrawal from timber. Since the lid common nag has a larger bearing area under the fastener head than
the 6d common,we can anticipate at least the same fastener pull trough capacity from an 8d common naik
•6d common head bearing area(head diameter=0.266 inches,shank diameter 0.113 inches)=0.0455 sq inches;
•8d common head bearing area(head diameter=0.201 inches,shank diameter 0.131 inches)-0.0485 sq Inches;
4)The NDS adjusted fastener withdrawal design value for the Ild common is 62.0 lb/fastener,this exceeds the tested fastener design load of 60.8 IbsHastener(for a 6d common in
report 1020.88),therefore we can use the ultimate failure pressure of 199 psf to tabulate a design pressure 66.3 psf with an 8d common nag(60.8lbs/fastener),this wag be used to
calculate wind design.
For the 4 reasons above,the lid common can be directly substituted for the 6d common used in report 1020.88. See Table 2.1 for the calculated siding design loads for each plank width.
Results in Table 2.1 are used to calculate allowable basic wind speed for the 8d common nag face nailed into wood studs.
Summary based on Report 2149-07-10(C)(8d ring shank box nail face nailed into wood studs):
Nag withdrawal design load was determined to be 30 Ibin.penetration,based on ESR-1539 Table 2,for 0.113"deformed shank nail Win 0.60 wood spec gravity.
Nag penetration depth for 2.376'long nail trough two layers of 5116"fiber cement planks,P=1.75";
The adjusted fastener withdrawal design value W=Co•W•P=1.6.30.1.75=84.0 lb. ' g f Or A W W-F.
The tested design fastener load with a factor of safety 3 applied is 76.7 pounds per fastener,width is less than the adjusted fastener withdrawal design value 1Opa�Wc.-He(npE.fO�"
calculation of allowable basic wind speed,tested fastener load of 76.7 pounds Wit be used. 1
In Table 2K below,the fastener load is held constant at 76.7lbs/fastener for each plank width,the allowable siding design load is back calculated from the tested fa e• I I d
Siding design load is equal to fastener design load divided by fastener tributary. Results in Table 2K are used to calculate allowable basic wind speed for ej ring s
nailed into wood studs.
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RONALD 1.OGAWA ASSOCIATES,INC.
16835 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4595 FAX
PROJECT:RIO-2553-15
JAMES HARDIE BUILDING PRODUCTS,INC.
1-888542-7343
info@iameshordle.com
For Table 2A to 2N 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 various HardiePlank widths and stud spacing will be determined.
Table 2A,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.250"HD x 1.5"long,l6"OC 20ga Metal Studs,fasteners exposed(face nail)
Check for results using 6.25 Inch plank values from Report Number 11149/1554 and 11149/1554A
Design load-ultimate failure Ioad/FOS=317psf/3=-105.7 psf
Effective tributary-((plank width eoposed to weather X stud spacing)/144)=((6.25-1.25)X 16)/144-0.556 sq.ft.
Fastener load=design load X tributary area=-105.67 X 0.656=58.7 pounds
Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated
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HardlePlank Width H a jF. m wo ® 's' w'i H m
_ rn
(inches) 9 ki� ro W e o° I
6.25 16 0.4444 -132.08 -58.70
6.25 317 16 0.5556 405.67 58.70
7.25 16 1 0.6667 -88.06 58.70
7.5 16 0.6944 -84.53 58.70
8 16 0.7500 -78.27 58.70
8.25 16 0.7778 -75.48 58.70
9.25 16 0.8889 -66.04 -58.70
9.5 16 0.9167 -64.04 58.71)
12 451 16 1.1944 50.33 -60.12
Table 2B,Allowable Design Loads Based on Constant Fastener Load,ETBF M100"knurled shank x 0.250"HO x 1.5"long,24"OC 20ga Metal Studs,fasteners exposed(face nag)
Check for results using 6.25 inch plank values from Report Number 11149/1554 and 1114911554A
Design load=ultimate failure load/FOS=173psf/3=67.67 psf
Effective tributary=((plank width exposed to weather X stud spacing)1144)=((6.25.1.25)X 24)1144=0.8333 sq.fL
Fastener load=design load X tributary area=57.67 X 0.8333=48.06 pounds
Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated
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o m ) d ^ a ma
o a y
HardiePlank Width y 5r= 0 m a o. o W
Cinches) F U G V7 W F O i
5.25 24 0.6667 -72.08 -48.06
6.25 473 24 0.8333 -57.67 48.06
7.25 24 1.0000 48.06 -48.05
7.5 24 1.0417 46.13 48.06
8 24 1.1260 -42.72 48.06
8.25 24 1.1667 41.19 -08.06
9.25 24 1.3333 -36.04 48.06
9.5 24 1.3750 -34.95 48.06
12 -81 1 24 1 1.7917 -27.00 -4&38
Table 2C,Allowable Design Loads Based on Constant Fastener Load,ETBF 0.100"knurled shank x 0.313"HD x 1.6"long,16"OC 20ga Metal Studs,fasteners concealed(blind nail)
Check for results using 8.25 inch plank values from Report Number 11 14911554B.
Design load=ultimate failure load/FOS=-64psf/3=-21.33 psf
Effective tributary=((plank width exposed to weather X stud spacing)H44)=(CL25-1.25)X 16)/144=0.778 sq.ft
Fastener load=design load X tributary area=-21.33 X 0.778=-16.59 pounds
Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated
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HardiePlank Width m E aa LL
-riches °'c°>> o=i w w o a li 3 I)/o
6.25 16 0.56 29.87 -16.59 eo(If' \•�GAW4
7.25 16 0.6667 -24.89 -16.59 Ali
7.5 16 0.6944 -23.89 -16.59 i` • '
8 16 03500 -22.12 -16.59 �• 3`3�
8.25 -64 15 0.7778 -21.33 -16.59
9.25 16 0.8889 -18.67 -16.59 L 1
9.5 16 0.9167 -18.10 -16.59 ; O�
12 16 1.1944 -13.89 -16.59 `
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100
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RONALD 1.OGAWA ASSOCIATES,INC. _
16836 ALGONQUIN STREET#443
HUNTINGTON BEACH,CA 92649
714-292-2602
714-847-4696 FAX
PROJECT:RIO-2553-15
JAMES HARDIE BUILDING PRODUCTS,INC.
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Table 2D,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.313"HD x 1.5"long,24"OC 20ga Metal Studs,fasteners concealed(blind nail)
Check for results using 8.25 gncth plank values from Report Number 1114911554B.
Design load=ultimate failure bad/FOS=S0psV3=-16.67 psf
Effective tributary=((plank width exposed to weather X stud spacingY144)=((8.25.1.2M X 24)I144=1.1667 sq.fL
Fastener load=design load X tributary area=-16.67 X 1.1667=-19.44 pounds
Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated
0
HardlePlank Width 2 E a w =v
_ y m m
(Inches) 9 3 s w w I-.mom. a 4; LL 3
5.25 24 0.6667 -29.17 -19.44
6.25 24 0.8333 -23.33 -19.44
7.25 24 1.0000 -19.44 -19.44
7.5 24 1.0417 -18.67 -19.44
8 24 1.1250 -17.28 -19.44
8.25 -50 24 1.1667 -16.67 -19.44
9.25 24 1.3333 -14.68 -19.44
9.5 24 1.3750 -14.14 -19.44
12 24 1.7917 -10.85 -19.44
Table 2E,Allowable Design Loads Based an Constant Fastener Load,No.8 X 1-518"long X 0.375"HD ribbed waferhead screw,209a.Metal Studs,fasteners concealed(blind nail)
Check for results using 9.6 Inch plank values from Report Number IC•1035-88
Design load=ultimate failure 108dIFOS--169.2psf/3=-56A psf
Effective tributary=((plank width exposed to weather X stud spadng)1144)=((9.5.1.25)X 16)1144=0.9167 sq.fL
Fastener load=design load X tributary area=-56A X 0.9167=-51.7 pounds
Calculated alowable design load=fastener load tested co lion divided by area tributary for the condition to be calculated
o m a� ma air
HardlePlank Width _ Oil 2
yea o ,�. maQ owra mm oo ma Cr omW
(inches) nm-rg9 ia� w�� oa viJ in.-cr uzlF� aoa
5.25 16 0.4444 -116.33 -5130 24 0.6667 -77.55
6.25 16 0.056 -93.06 -51.70 24 0.8333 -62.04
7.25 16 0.6667 -77.55 -51.70 24 1.0000 -51.70
7.5 16 0.6944 -74.45 -51.70 24 1.0417 -49.63
8 16 0.7500 -68.93 -51.70 24 1.1250 -45.96
8.25 16 0.7778 -66.47 -51.70 24 1.1667 -44.31
9.25 16 0.8889 -58.16 -51.70 24 1.3333 -38.78
9.5 -169.2 16 0.9167 -56A8 51.70 24 1.3750 -37.60
12 16 1.1944 -43.28 -61.70 24 1.7917 -28.86
Table 2F,Allowable Design Loads Based an Constant Fastener Load,6d siding nail2.0"L,SPF Studs,fasteners concealed(blind nail)
Check for results using 7.¢inch plank values from Report Number 10593-9611395.The following example will demonstrate the basic analysis:
Design load=ultimate failure IoadIFOS=-92psfrS=-30.7psf
Effective tributary-((plank width exposed to weather X stud spacing)I144)_((7.51 25)X 16)1144=0.694 sq.f.
Fastener load=design load X tributary area=-303 X 0.694--21.3 pounds,which wig be used for the calculation
Adjusted fastener withdrawal load from NDS-2015=42.0 IbHastener,which is larger than the tested fastener load
Calculated allowable design load=fastener load tested condition divided by area utary for the condition to be calculated
m v m v
a u Q o u
m
vim yy ?�.. a ee ram
HardlePlank Width v E arc1
" o O1 o
m O cp o m o m a a• o m y
(inches) F f.1� iz- O a limp N�-C. IC:?. O E
5.25 16 0.4444 r47.92 -21.30 24 0.6667 -31.94
6.25 16 0.W56 -38.33 -21.30 24 0.8333 -25.56 /lllll�����""���i��
5 92 16 0.9" -30.67 -21.30 24 1.0417.0900 -21.30
l as 14411 OGA W,
7 5 9
8 16 0.7500 -28.40 -21.30 24 1.1250 -18.93
8.25 16 0.7778 -27.38 -21.30 24 1.1667 -18.25 �i�
9.25 16 0.8889 -23.96 -21.30 24 1-1333 -15.97 k� %v
9.6 i6 0.9167 -23.23 -21.30 24 1.3750 15.49 24 1It
12 16 1.1944 -17.83 -21.30 24 1.7917 -11.89 -�(
....
B
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JAMES HARDIE BUILDING PRODUCTS,INC.
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Table 2G,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 13/4"L,SPF Studs,fasteners concealed(blind nall)
Check for results using 9.6 inch plank values from Report Number IC-1034-88.
Design load=ultimate fallum load/FOS=-146.6ps83=48.9 psf
Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.26-1.25)X 16)/144=0.9167 sq.fL
Fastener load=design load X tributary area=-48.9 X.9167=-44.79 pounds,which will he used for the ralmlatlon
Adjusted fastener withdrawal lead from NDS-2015=43.5 @/Fastener,in this case We more conservative and wig be used for the calculation
Calculated stowable design load=fastener load tested condition divided by area tnbutary for the condition to be calculated
w c m m e m vm
°• 'a � o o � o
mv��g om u�� O1t^i my vm '1a�aV 3wri
HerdlePlank Width �, c E ,� m a o w v) m in m F3 m o o o m rn
inches mob � c ate - 0E. mo e Mew - inn.
5.25 16 0.4444 -97.88 -43.50 24 0.6667 -0.25
6.26 16 0.5556 -78.30 -43.50 24 0.8333 -52.20
7.25 16 1 0.6667 -65.25 43.50 24 1.0000 -43.50
7.5 16 0.6944 -62.64 43.50 24 1.0417 -11.76
8 16 0.7600 -68.00 43.50 24 1.1250 -38.67
8.25 16 0.7778 -55.93 43.50 24 1.1667 37.29
9.25 __Y�_ 16 0.8889__48.9A._ -43.50 24 1.3333 32.63
77 ti' '.,::. 148 8 18 i s_ `0 9167 ::i47 45 ..`r43;50:5 24 1,3750 -31.64
12 16 1.1944 -36A2 -43.50 24 1.7917 24.28
Table 2H,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 1414"L,SPF Studs,fasteners concealed(blind nail)
The design load In this case is limited by both test result of report IC-1034-88 and Adjusted withdrawal load from NDS-2015
Siding deseillin load in this case Isequal to the a usted fastener withdrawal desl n load 30.1 IbBastener divided by fastener tributary area.
O,fA m C C d �W 7 a C
HazdiePlank Width v t o mB s m a. 01 r v
om mma ,r om� y`gym � o m ahr ofAm
(inches) ink w c m o� Q LL J ink w ;E
5.25 16 1 0.4444 -63.90 -28A 24 0.6667 -42.60
6.25 16 0.5555 -51.12 -28A 24 0.8333 -34.08
7.25 1 16 0.6667 -42.60 -28A 24 1.0000 -28AO
7.5 16 0.6944 -40.90 -28.4 24 1.0417 -27.26
8 16 0.7500 37.87 728.4 24 1.1250 25.24
8.25 16 03778 -36.51 -28A 24 1.1667 -24.34
9.25 16 0.8889 31.95 -28.4 24 1.3333 -21.30
9.5 16 0.9167 30.98 -20A 24 1.3750 -20.65
12 161 1.19" -23.78 -28.4 24 .1.7917 -15.85
Table 21,Allowable Design Loads Based on Constant Fastener Load,6d common nail 2"L,SPF Studs,fasteners exposed(face nail)
Check for results using 9.5 inch plank values from Report Number IC-1020.88.
Design bad-ultimate failure load/FOS=-199psf?3=-66.3 psf
Effective tributary=((plank width exposed to weather X stud spacng)/144)=((9,6.1.25)X 16)/144=0.9167 sq.fL
Fastener load=design load X tributary area=-66.33 X 0.9167=-60.81 pounds
Adjusted fastener withdrawal load from NDS-2015=39.2 @lfastener,in this case it's more conservative and VA be used for the calculation
Caladated allowable design load=adjusted fastener withdrawal load divided by area tributary for the condition to be calculated
m s hp J
v•,.oi. Ccm gym,-. aem ca yro ��x 301�
HerdiePlenk Width m o o 3 5 z e m a m cc c ac w o m a
nches) h_U0 rn w 1 o a. LL J m.S
5.25 16 0.4444 -88.20 -3920 24 0.6667 -58.80
625 16 0.6556 -70.56 -39 20 24 0.8333 47.04
725 16 0.6667 -58.80 -39.20 24 1.0080 39.20
7.5 16 0.6944 -56A5 3920 24 1.0417 37.63
8 16 0.7500 -52.27 3920 24 1.1250 34.84
1.1667 -33.60 9.25 16 0.8889 -44.10 -39.20 24 1.3333 -29.40 1tttOGAWq
9.5 -199 16 0.9167 -42.76 -39.20 24 1.3760 -28.51 as
12 16 1.1944 -32.82 -39.20 24 1.7917 -21.88
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