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HomeMy WebLinkAboutENGINEERINGSCANN5®
BY ����/� PROJECT RIO-2688-17
ENGINE��If� @VA a �°TI©N REPORT FOR ATTACHING JAMES HARDIE® BRAND
FIBER -CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE
1
EVALUATION SUBJECT
2
EVALUATION SCOPE
2
EVALUATION PURPOSE
2
REFERENCE REPORTS
2
TEST RESULTS
3
TABLE 1, RESULTS OF TRANSVERSE LOAD TESTING
3
TABLE 2A THROUGH TABLE 2C, ALLOWABLE DESIGN LOADS BY PLANK WIDTH
4
DESIGN WIND LOAD PROCEDURES
5
TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p
5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B
6
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C
6
TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D
6
TABLE 7, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING
7-12
LIMITATIONS OF USE
12
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.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
V OGA
o, 2 121
STATE Of
vt
FILE COPY
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.
1-888-542-7343
info@jameshardie.com
EVALUATION SUBJECT
HardiePlank® Lap Siding
James Hardie Product Trade Names covered In this evaluation:
HardiePlank® Lap Siding, CemPlank® Siding, PrevailTM Lap Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 Intemational Building Code®
EVALUATION PURPOSE:
This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePlank (CemPlank, Prevail Lap) siding fastened to wood or metal framing with nails
or screws.
REFERENCE REPORTS:
1. Intertek Report 3148104COQ-002, Transverse load testing on HardiePlank and HardiePanei Fiber -Cement panels
2. Intertek Report 100717048COQ-003, Transverse load testing on HardiePlank and HardieShingle
STAT%
- FsSION AV
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2688-17
I,I JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
RESULTS:
1. Results of Transverse Load Testing
Report Number
T
3148104C0Q-002
3148104C0Q-002
100717048C0Q-003
100717048C0Q-003
Test Agency
Intertek
Intertek
Intertek
Intertek
Thickness (in.)
0.3125
0.3125
0.3125
0.3125
Width (in.)
5.25
9.25
8.25
8.25
Frame Type
Wood 2" x 4' SPF
w/ 7/16'
OSB sheathing
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
Frgme Spacing (in.)
12
12
8
6
Fastener Type
1
#8 waferhead screw, 1
5/8" x 0.375" HD
#8 waferhead screw, 1
5/8" x o.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"
Fastener Length (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
D9s1 n Load
303.5
46.3
50.7
66.0
Effective Tribute Area
0.333
0.667
0.389
0.292
F ' stener Load , as tested
Qb/fsstener)
34.5
30.8
19.7
39.3
4i justed withdrawal design load
(I16/fastener) , W
35.6
35.6
Net Fastener Penetration (in.), P
0.437
0.437
Wood Specific Gravity, G
0.70
0.70
Nail Shank Diameter (in.), D
0.090
0.090
11thdrawal design value per NDS
2015 or ESR-1539 (Ihfin. penetration),
W
50.9
50.9
calculated fastener withdrawal load is compared with the
test result and the more conservative one will be used
Allowable design toad is determined from ultimate load divided by a factor of safety of 3.
HardtePlank Siding complies with ASTM C1186, Standard Specification for Grade Il, Type A Non -asbestos Fiber -Cement Flat Sheets.
An equivalent specific gravity of 0.70 for ring shank nails installed on OSB is recommended by APA TT-039C.
Calculated fastener withdrawal load is compared with the test result, and then the more conservative one will be used.
For all cases in the table, the adjusted withdrawal design value, VP, is calculated as
W=CD•W•P
Where,
CD = load duration factor per NDS-2015 Table 2.3.2 for windlearthquake load = 1.6
W = withdrawal design value, calculated per NDS-2015 or ESR-1539, whichever applicable
P = fastener embedment depth, in.
When nail shank, D, 2 0.099Inch but 5 0.375 inch for smooth shank nails, NDS-2015 equation (11.2-3) Is used to calculate withdrawal design value
W = 1380 • G(5/2) • D
Where,
G = wood specific gravity per Table 11.3.3A
D = nail shank diameter, in.
When nail shank, D, Is less than 0.099 inch, or in the case of ring shank nails, the withdrawal design values were obtained from ICC-ES ESR-1539 Table 2.
01°°\0 ----�ryr�� gyp.
°°° GAW
A-0
�21
,a � STAZ� Of
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.
1-888-542-7343
infb@jameshardie.com
For Table 2A to 2C 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, #8 wafer head screw x 0.376" HD, fasteners concealed (blind screw) at 12" O.C. to WSP sheathing only
For 5.25 inch wide HardiePlank:
Design load = ultimate faBure load/FOS = -310.4 psf / 3 = -103.5 psf
Effective tributary= ((plank width exposed to weather X fastener spacing)/144) = ((5.25-1.25) X 12)/144 = 0.333 sq.ft.
Fastener load = design load X tributary area = -103.5 X 0.333 = -34.6 pounds
For 9.25 inch wide HardiePlank:
Design load = ultimate failure load/FOS=-138.8 psf/ 3 =-46.3 psf
Effective tributary = ((plank width exposed to weather X fastener spacing)/144) = ((92&1.25) X 12)/144 = 0.667 sq.fL
Fastener bad = design load X tributary 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
c
10
G
a
'a
l0
O
c
C
c�
HardiePlank Width
y c
m
aT'
'.
iny
a o
(Inches)
o=
H U
m a
u- e)
rC •C
- v
Il
V_ J
5.25
310.4
12
0.333
-103.5
34.5
625
12
OA17
-80.6
-33.5
7.25
12
0.500
-65.3
-32.7
7.5
12
0.521
-62.3
-32.4
8
12
0.563
-56.9
-32.0'
B25
12
0.583
-54.4
-31.8
9.25
438.8
12
0.667
-46.3
30.6
9.5
12
0.688
-44.5
-30.6
12
12
0.896
-31.6
-28.3
Table 2% Allowable Design Loads Based on Constant Fastener Load, 4d ring shank siding nail (1.5"x0.09"x0216"), fasteners concealed (blind nail) at 8" O.C. to WSP sheathing only
For 8.25 inch wide HardiePlank:
Design load = ultimate failure IoadIFOS = -152 psf/ 3 = -50.7 psf
Effective tributary = ((plank width exposed to weather X fastener spacing)/144) = ((825.125) X 8)/144 = 0.389 sq.ft.
Fastener load = design load X tributary area = -50.7 X 0.389 = -19.7 Ibs
The fastener loads for all other plank width were calculated based on the same fastener load
Calculated allowable design load = fastener load tested condition divided by area tributary for the condition to be calculated
HardiePlank Width
y a E
= W
P
o y
- m
inches
()
pro»
W93
wt��
oEL
ILJ
5.25
8
0.222
-88.7
-19.7
6.25
8
0.278
-70.9
-19.7
7.25
8
0.333
-59A
-19.7
7.5
8
0.347
-56.7
-19.7
8
8
0,375
-52.5
-19.7
8.25
-152
8
0.389
-60.7
49.7
9.25
8
0.444
44.3
-19.7
9.5
8
0.458
43.0
-19.7
12
8
0.597
-33.0
-19.7
Table 2C, Allowable Design Loads Based on Constant Fastener Load, 4d ring shank siding nail (1.6"x0.09"x0215"), 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 psf/ 3 = -50.7 psf
Effective tributary = ((plank width exposed to weather X fastener spacing)/144) = ((825.125) X 6)1144 = 0.292sq.ft.
Fastener load = design load X tributary area = -66 X 0.292 = -19.3 Ibs
The fastener loads for all other plank width were calculated based on the same fastener load (��/���iifi000
Calculated allowable desi n load = fastener load tested condition divided by area tributary for the condition to be calculaW o0
N
a
cvoil
C = ,
C C -
d Z
= .�. •-•
m
ua
N
HardiePlank Width
y c E
H m fi
w a
i`
o m
H m
(Inches)
d�
IT vai `
.
w
a
a o �
W �
5.25
6
0.167
-115.8
-19.3
6.25
6
0.208
-92.6
-19.3
7.25
6
0.250
-77.2
-19.3
7.5
6
0.260
-74.1
-19.3
8
6
0.281
-68.6
-19.3
8.25
498
6
0.292
-66.0
-19.3
9.25
6
0.333
57.9
-19.3
9.5
6
0.344
-56.1
-19.3
12
6
0.448
43.1
-19.3
$\- ®GAIN
121
a
-o STATE OF
��.c•' FORIOP •�' '%
' s8/0NA1-E ,
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-BBM42-7343
lnfo@jameshardie.com
I WIND LOAD PROCEDURES:
lent siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an
design load is determined based an a factor of safety of 3 applied to the ultimate test load.
the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress
n, and therefore should be used with combination loading equations for Allowable Stress Design (ASD).
ig 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
7-10 Figure 26.5-1A4 Figure 26.5-18, and Figure 26.5.1C.
this analysis, 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 toads using allowable stress
' n, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure.
q,=0.00256'VK,i Kd'V2 (ref. ASCE 7-10 equation 30.3-1)
% , velocity pressure at height z
K, , velocity pressure exposure coefficient evaluated at height z
Kn , topographic factor
Kd , wind directionality factor
V , basic wind speed (3-second gust MPH) as determined from 12015 IBC, 2017 FBC] Figures 1609.3(1), (2) or (3); ASCE 7-10 Figures 26.5.1A, B,
or C
V=V,a (ref. 2015 IBC 6 2017 F8C Section 1602.1 definitions)
V,d, , ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2) or (3); ASCE 7-10 Figures 26.6-
1A, B, or C
p=q,'(GC,-GCd) (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 gust -effect factor
p , design pressure (PSF) for siding (allowable design load for siding)
determine design pressure, substitute q, into Equation 3,
uation 4, p=0.00256•K,`K„`Kd•V,a2•(GCp GCd)
Stress Design, ASCE 7-10 Section 2.4.1, load combination 7,
61 0.6D + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7)
D , dead load
W , wind load (load due to wind pressure)
determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
uation 6, p,sd - 0.6`[p]
uation 7, pad = 0.610.00256%*K„`Kd'V c2•(GCP GCo;)]
7 is used to populate Table 4, 5, and 6.
determine the allowable ultimate basic wind speed for Hardie Siding in Table 7, solve Equation 7 for V,,,,
uation 8, V,d, = (p„d/0.6'0.00256'K,'Kn•Kd'(GCP GCd))o.s
Applicable to methods specffied in Exceptions 1 through 3 of (2015 IBC, 2017 FBC) Section f609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in
Table 7, apply the conversion formula below,
Equation 9, V., = V., • (0.6f, (ref. 2015 IBC & 2017FBC Section 1609.3.1)
V„d , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC & 2017 FBC Section 1602.1)
Table 3, Coefficients and Constants used in Determining V and p,
I s
IWeil Zone 5
Height (ft)
Exp B
Exp C
Exp D
Kn
Kd
GC
GC
0-15
0.7
0.85
1.03
hs60
1
0.85
-1.4
0.18
20
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
0.7
o.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
0.86
-1 A
0.18
40
1 0.76
1.04
1.22
1
0.85
1.4
0.18
45
0.785
1.065
1.245
1
0.85
-1.4
0.18
5o
0.81
1.09
1.27
1
0.85
-1.4
0.18
55
0.83
1.11
1.29
1
0.85
-1.4
0.18
60
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
0.99
1.26
1.43 1
h>60
1 1
0.85
-1.8 1
0.18
NA N
A
\\\ ' Y S
4121
` a
-off STATE OFk OR
0
0810NAX E ix
RONALD I. OGAWA ASSOCIATES, INC.
16836 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2688-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
Wind Speed (3-
second gust)
100
105
110
1151,
120
130
140
150
160
170
180
190
200
210
Height (ft)
B
B
B
B
B
B
B
B
B
B
B
B
B
B
0-15
-14A
-15.9
-17.6
-19.1
-20.8
-24A
-28.3
-32.5
-37.0
-41.7 -
-46.8
-52.1
-67.8
-63.7
20
-14.4
-15.9
-17.5
-19.1
-20.8
-24.4
-28.3
-32.5
-37.0
-41.7
-46.8
-52.1
-57.8
-63.7
25
-14.4
-15.9
-17.5
-19.1
-20.8
-24A
-28.3
-32.6
-37.0
A1.7
-46.8
-62.1
-57.8
-63.7
30
-14.4
-15.9
-17.5
-19.1
-20.8
-24A
-28.3
-32.5
-37.0
-41.7
-46.8
-52.1
-57.8
-63.7
35
1 -15.1
-16.6
-18.2
-19.9
-21.7
-25.4
-29.5
-33.9
-38.6
-43.5
-48.8
-54A
-60.2
-66A
40
-15.7
-17.3
-19.0
-20.7
-22.6
-26.5
-30.7
-35.3
-40.1
-45.3
-50.8'
-56.6
-62.7
-69.1
45
-16.2
-17.9
-19.6
-21.4
23.3
27.4
-31.7
-36.4
-41.5
416.8
-52.5
-58.5.
-64.8
-71A
50
-16.7
-18A
-20.2
-22.1
-24.1
-28.2
-32.7
-37.6
-42.8
-48.3
54.1
-60.3
-66.8
-73.7
55
-17.1
-18.9
-20.7
-22.6
-24.7
-28.9
-33.6
-38.5
-43.8
-49.5
-55.5
-61.8
-68.5
-76.5
6
21.2
3.
2 .2
29.6
0.
6.8
-a-
- 0.1
- .3
100
-25.6
-28.2
-31.0
-33.8
-36.9
-43.3
-50.2
-57.6
-65.5
74.0
82.9
-92.4
702.4
-112.9
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C.
Wind Speed (3-
second gust)
100
105
110
115
120
130
140
150
160
170
180
190
200
210
Height ft
C
C
C
C
C
C
C
C
C
C
C
C
C
C
0-15
-17.5
-19.3
-21.2
-23.2
-25.2
-29.6
-34.4
-39.5
-44.9
-50.7
56.8
-63.3
-70.1
-77.3
20
-18.6
-20.5
-22.5
-24.6
-26.7
-31A
-36A
41.8
-47.5
-53.7
-60.2
-67.0
-74.3
-81.9
25
-19A
-21A
-23.5
-25.6
-27.9
-32.8
-38.0
43.6
49.6
-56.0
-62.8
-70.0
-77.6
.85.5
30
-20.2
-22.3
-24.5
-26.7
-29.1
-34.2
-39.6
-45.5
51.8
58A
-65.5
-73.0
-80.9
-89.2
35
1 -20.8
-23.0
-25.2
-27.6
-30.0
-35.2
40.8
46.9
53.3
-60.2
-67.5
-75.2
-83.3
-91.9
40
-21.5
-23.7
-26.0
-28A
-30.9
-36.3
42.0
-48.3
54.9
-62.0
-69.5
-77.4
-85.8
-94.6
45
-22.0
-24.2
-26.6
'-29.1
-31.6
-37.1
43.1
49A
56.2
-63.5
-71.2
-79.3
-87.9
-96.9
50
-22.5
-24.8
-27.2
-29.7
-32A
-38.0
44.1
50.6
-57.6
-65.0
-72.9
-81.2
-89.9
-99.2
55
-22.9
-25.2
-27.7
-30.3
-33.0
-38.7
44.9
-51.5
58.6
-66.2
-74.2
-82.7
-91.6
-101.0
60
-2 .
2 .
28.2
-30.8
-33.6
39.
- 2.
93.2
- 02.8
100
32.6
35.9
39.4
43.1
46.9
-55.0
-63.8
-73.3
-83.4
-94.1
-105.5
-117.6
-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-
second gust)
100
105
110
115
120
130
140
150
160
170
180
190
200
210
Heigh ft)
D
D
D
D
D
D
D
D
D
D
D
D
D
D
0-15
-21.2
-23.4
-25.7
-28.1
-30.6
-35.9
-41.6
-47.8
-54A
-61A
-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
-BOA
-89.1
-98.2
25
-23.1
-25.5
-28.0
-30.6
-33.3
-39.0
-45.3
-52.0
-59.1
-66.8
-74.9
-83A
-92.4
-101.9
30
-23.9
-26.4
-29.0
-31.6
-34.5
40.4
-46.9
53.8
-61.3
-69.2
-77.5
-86A
-95.7 '
-105.5
35
-24.5
-27.1
-29.7
-32.5
-35.3
41.5
48.1
55.2
-62.8
-70.9
-79.5
-88.6
-98.2
-108.3
40
-25.2
-27.7
-30.5
-33.3
-38.2
42.5
49.3
-56.6
-64.4
-72.7
-81.5
-90.9
-100.7
-111.0
45
-25.7
-28.3
-31.1
-34.0
-37.0
43.4
-50.3
57.8
-65.7
-74.2
-83.2
-92.7
-102.7
-113.3
50
-26.2
-28.9
-31.7
-34.6
-37.7
-44.3
51.3
-58.9'
-67.1
-76.7
-84.9
-94.6
-104.8
-115.5
55
-26.6
-29.3
-32.2
-35.2
-38.3
-45.0
52.2
59.9
-68.1
-76.9
-86.2
-96.1
-106A
A 17A
D
-
99.8
- 22.
38.9
0
-60.
6 .
5 .
-9 .
08.T
-
100
37.0
40.8
-44.7
48.9
332
-62.5
72.5
33.2
94.6
-106.8
-1 9.8
-133A
-147.9
-163.0
Tables 4, 5, and 6 are based on ASCE 7-10 and consistent with the 2015 IBC, 20151RC and the 2017 Florida Building Code,
i
I' 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.
1-888-542-7343
info@jameshardie.com ') OG w,A
+11f1 Q "®
,� .......•• '7
Tabl 7, Allowable Wind Speed (mph) for HardlePlank Lap Siding (Analytical Method in ASCE 7-10 Chapter30 CBC Part 1 and Par(h3 S' •. ®�
�A
'
2015 FBC
2015 017
� d
`� •" 4121
��� STAEOF ti
Q •' pp pq .' • a� /
•�••. Il �O, 6yt
(t ' • • • • •' ^6� '•Qy +
^S,O Al A 1
''•>o t It i'1 L
Coefficients used in Table 6 calculations for VW,
lowabl , U17
Allowable, Ultimate
Design Wind, Speed,
as
��'
(3-second gust mph)
Allowable, Nominal
lowabl , Nominal
Design Wind, Speed,
4.5
°.''
(3-second gust mph)
Applicable to methods
specified in [20151BC,
2017 FBC] Section
1609.1.1. as determined by
[2015 IBC, 2017 FBC)
Figures 1609.3(1), (2) or
(3).
Applicable to methods
specified in Exceptions 1
through 3012015 IBC,
2017 FBC] Section
1609.1.1.
Wind exposure catego
Wind exposure sate o
Siding
K,
L
odud
Product
Thickness
(inches)
Width
(inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Fastener
Spacing
(inches)
Building
Heightr•z
(feet)
B
C
D
B
C
D
Allowable
Design
Load
(PSF)
E� 8
Exp C
Exp D
K.
Kd
GC.
GCpj
H8 iePlank
5/16,
5.25
No. 8 x 1-
5/8" 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
0-15
268
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
1.08
1
0.85
-1.4
0.18
25
268
231
212
207
179
164
-103.5
0.7
0.94
1.12
1
0.85
.1.4
0.18
30
268
226
208
207
175
161
-103.6
0.7
0.98
1.16
1
0.85
-1.4
0.18
35
262
205
203
173
159
1035
0.73.
1.01
1.19
1
0.85
-1.4
0.19
40
257
203
199
170
157
1035
0.76
1.04
122
1
0.85
-1.4
0.1E
45
253
201
196
168
155
103.5
0.7e5
1.065
1.245
1
0.85
-1.4
0:1e
50
249
M13
199
193
166
154
103.5
0.81
1.09
127
1
0.85
-1.4
0.18
55
246
197
190
165
163
-103.5
0.83
1.11
12s
1
0.85
-1.4
0.18
60
243
196
188
163
152
-103.5
0.95
1.13
1.31
1
0.85
-14
018
100
201
167
156
138
130
-103.6
0.99
126
1.43
h>W
1
10.851
-1.11
0.18
ardiePlank
i
5/16
6.25
No. 8 x 1-
5/8" long x
0.375" HD
ribbed
waferhead
screws6
Blind
screwed
to WSP
2X4 wood
or 20 ga.
steel
framing,
7/16°thick
WSP
sheathing
12
0.15
236
214
195
183
166
151
-80.6
0.7
0.85
1.03
h560
1
0.85
-1.4
0.18
20
236
208
190
183
161
147
-80.6
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
236
204
187
183
158
145
-80.6
0.7
0.94
1.12
1
0.85
71,4
0.18
30
236
200
184
183
155
142
.80.6
o,7
o.98
1.16
1
0.95
-1.4
0.18
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
-80.6
0.76
1.04
122
1
0.85
-1.4
F. 88
45
223
192
177
173
148
137
-80.6
0.785
1.085
1,245
1
0.85
AA
0.18
50
220
189
175
170
147
136
-80.6
0.81-
1.08
1.27
1
0.85
-IA
0.18
55
217
188
174
168
146
135
-80.6
0.83
1.11
129
1
0.85
AA
0.18
60
214
186
173
166
144
134
-80.6
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
1 177
157
148
137
122
114
-80.6
0.99
126
1A3
h>60
1
0.85
-1.8
0.18
ardiePlank
5/16
7.25
No. 8 x 1-
5/8" long x
0.375° HD
ribbed
waferhead
screws s
Blind
screwed
to WSP
2X4 wood
or 20 ga.
steel
framing,
7/16" thick
WSP
sheathing
12
015
213
193
175
165
150
136
65.3
0.7
0.85
1.03
hs8a
1
0.85
-1.4
0.18
20
213
188
171
165
145
133
-85.3
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
213
184
168
165
142
130
-66.3
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
213
180
165
165
139
128
-65.3
0.7
0.98
1.16
1
0.85
AA
0.18
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
0.18
45
201
172
159
156
134
124
-65.3
0.785
1.065
1.245
1
0.85
-1.4
0.18
50
198
170
158
153
132
122
-65.3
0.81
1.09
1.27
1
0.85
AA
0.1E
55 .
195
169
157
151
131
121
-65.3
0.83
1.11
1.29
1
0.85
-1.4
0.18
60
193
167
155
150
130
120
-65.3
0.85
1.13
1.31
1
0.65
-1.4
0.1E
100
160
142
133
124
110
103
-65.3
0.99
1.2e
1.43
h>60
1
0.85
-1.8
0.1E
ardlePlank
6/16
7.6
No. 8 x 1-
5/8" 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
0.16
208
188
171
161
146
133
-62.3
0.7
0.85
1.03
h560
1
1
0.85
-1.4
0.18
20
208
183
167
161
142
130
-62.3
0.7
0.9
1.08
1
0.85
-1.4
0.1E
25
208
179
164
161
139
127
-62.3
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
208
176
161
161
136
125
-62-3
0.7
0.98
1.16
1
1
o.e5
0.85
-1.4
-1.4
0.18
0.18
35
203
173
159
158
134
123
82.3
0.73
4.01
1.19
40
199
170
157
154
132
122
-62.3
0.76
1.04
122
1
0.85
-1.4
0.18
45
196
168
156
152
130
121
-62.3
o.785
1.085
1.245
1
0.85
-1.4
018
50
193
166
154
150
129
119
-62.3
0.81
1.09
1.27
1
0.85
-1A
0.18
55
191
165
153
148
128-
119
-62.3
0.83
1.11
129
1
0.85
1 AA
0.18
60
188
163
.162 1
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
126
1.43
h>e0
t 10.8S
-1.8
0.18
I
HardlePlank
5/16
8
No. 8 x 1-
5/8" long x
0.ribb HD
ribbed
waferhead
screws
Blind
screwed
to. WSP
2X4 woad
or 20 ga.
steel
framing,
7/15"thick
WSP
sheathing
12
0-15
198
180
164
154
139
127
-56.9
0.7
0.85
1.03
hs60
1
0.85
-1.4
0.18
20
198
175
160
154
136
124
-56.9
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
198
171
157
164
133
122
-56.9
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
198
168
154
164
130
119
-56.9
0.7
0.98
1.18
1
0.85
AA
0.18
35
194
165
152
151
128
118
-55.9
0.73
1.01
1.19
1
0.85
-1.4
0.18
40
190
163
150
148
126
116
-56.9
0.76
1.04
122
1
0.85
AA
0.18
45
187
161
149
145
125
115
-56.9
0.795
1.065
1.245
1
0.e5
-1.4
0.18
50
184
159
147
143
123
114
-50.9
0.81
1.09
1.27
1
0.a5
-1.4
0.18
65
182
158
146
141
122
113
-56.9
0.83
1.11
1.29
1
0.85
-1.4
0.18
60
180
156
145
139
121
112
-5d9
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
149
132
124
115
102
96
-56.9
0.99
1.26
1.43
Iv80
1
0.85
-1.8
0.18
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET 9443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2688-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardle.com
►�''�o'I �k 0GAW
"
2015 IBC, 2017 FBC
2015 IBC, 2017 FBC
R�10, q-1
^Allowable,
•� STATE OF QZ
= O� •,• �`�D1 .•�� ' �'�
•, O n !O ` ,0
.,, •
A .........
, • [,
iJs/O
- 1V �. G ,
Coefficients used in Tabfe/dEd%/ilj��ons for V""
UltimateAllowable,
Design Wind,, Speed,
3.5
3-second gust mph)
Nominal
Design Wind, Speed,
4,5
(3-se n gust mph)
Applicable to methods
specified in [2015IBC,
2017 FBC] Section
1809.1.1. as determined by
[2015 IBC, 2017 FBC]
Figures 1609.3(1), (2) or
(3).
Applicable to methods
specified In Exceptions 1
through 3 of [2015180.
2017 FBCj Section
1609.1.1.
Wind exposure categoryWind
e)q3osure categorySiding
K
Product
Product
Thickness
(inches)
VNd�
(Inches)
Fastener
Type
Fastener
Sparing
Frame
Type
Fastener
Sparing
(finches)
Building
Height' 2
(feet)
B
C
D
B
C
D
Allowable
Design ,
Load
(PSF)
Exp B
Exp C
Exp D
K,r
Kd
GC
GC
HardlePlank
5116
8.25
No. 8 x 1-
618" long x
0.375" HD
ribbed
waferhead
screwse
Blind
screwed
to WSP
2X4 wood
or 20 ga.
steel
framing,
7/16" thick
WSP
sheathing
12
0-15
194
176
160
160
136
124
-64.4
0.7
0.85
1.03
h560
1
0.85
-IA
0.18
20
194
171
156
150
133
121
-54.4
0.7
0.9
1.08
1
0.85
-IA
0.18
25
194
168
163
150
130
119
-54A
0.7
0.94
1.12
1
0.85
-IA
0.18
30
194
164
151
150
127
117
-54A
0.7
0.98
1.16
1
0.85
-IA
0.18
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
-64.4
0.785
1.065
1.245
1
6. 55
-1A
0.10
50
180
156
144
140
121
112
-54.4
0.81
1.U9
1.27
1
0.85
-1A
0.18
55
178
154
143
138
119
111
-54A
o.e3
1.11
1.29
1
0.85
-1.4
0.18
60
176
153
142
136
118
110
-54.4
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
146
129
12l
113
100
94
-54.4
0.99
1.26
1.43
hv60
1
0.85
-1.e
078
HardlePlank
5/16
9.25
No. 8 x 1-
5/8" long x
0.375" HD
ribbed
waferhead
screwse
Blind
screwed
to WSP
2X4 wood
or 20 ga.
steel
framing,
7/16" thick
WSP
sheathing
12
0-15
179
162
148
139
126
114
-46.3
0.7
0.85
1.03
h560
1
0.86
-1.4
0.18
20
179
158
144
139
122
112
-46.3
0.7
0.9
1.0a
1
0.85
-1A
.18
25
179
154
142
139
120
110
-46.3
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
179
151
139
139
117
108
-46.3
0.7
0.98
1.16
1
0.85
-1.4
078
'35
175
149
137
136
115
106
-45.3
0.73
1.01
1.19
1
0.85
-IALO1.8
40
172
147
136
133
114
105
-4e.3
6.76
1.54
122
i
o.a5
.1.4
45
169
145
134
131
112
104
-46.3
0.785
1.085
1.245
1
0.85
-1.4
50
166
143
133
129
111
103
4E.3
0.81
1.09
127
1
0.85
-1.4
55
164
142
132
127
110
102
-46.3
0.83
1.11
129
1
0.05
.1.4
60
162
141
131
126
109
101
-46.3
0.85
1.13
1.31
1
o.a5
-1A
100
134
119
112
104
92
87
4fi.3
0.99
1.26
1.43
tv80
1
0.65
-1.8
HardlePlank
5116
9.5
No. 8 x 1-
5/8° long x
0.375"HD
ribbed
aferscrews
screwsa
Blind
screwed
to WSP
2X4 wood
or 20 ga.
steel
framing,
7/16'lhldk
WSP
sheathing
12
0-15
176
159
145
136
123
112
-44.5
0.7
0.85
1.03
h560
1
0.85
-1.4
.
20
176
155
141.
136
120
109
-44.5
0.7
0.9
1.08
1
0.85
-1A
0.18
25
176
152
139
136
117
108
-44.5
0.7
0.94
1.12
1
0.85
-1.4
0.19
30
176
148
136
136
115
106
-44.5
0.7
0.98
1.16
1
0.85
-IA
0.18
35
172
146
135
133
113
104
-44.5
0.73
1.01
1.1s
1
o.e5
-1A
0.18
40
169
144
133
131
112
103
-44.5
036
1.64
1.22
1
0.85
-1A
0.18
45
166
142
132
128
110
102
-44.5
0.785
1.065
1.245
1
0.85
-1.4
0.18
50
163
141
130
126
109
101
-44.5
0.81
1.09
1.27
1
0.85
-1A
0.18
55
161
139
129
125
108
100
-44.5
0.83
1.11
1.29
1
1
0.85
0.85
-1A
-1.4
0.18
0.18
60
159
138
128
123
107
99
-44.6
0.a5
1.13
1.31
100
132
117
102
91
-44.5
0.99
125
1.43
h>60
1
0.85
:La.
418
HerdiePlank
5/16
12
No. 8 x 1-
5/8" long x
0.375" HD
wafribbed
screws
Screws5
Blind
screwed
to WSP
2X4 wood
or 20 ga.
steel
framing,
7/16" thick
WSP
sheathing
12
0-15
148
134
122
115
104
94
-31.6
0.7
0.85
1.03
hs60
1
0.85
-1A
0.18
20
148
131
119
115
101
92
-31.6
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
148
128
117
115
99
91
-31.6
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
148
125
115
115
97
89
-31.8
0.7
0.98
1.16
1
0.85
-IA
0.18
35
146
123
113
112
95
88
-31.6
0.73
1.01
1.19
1
0.85
-1.4
0.18
40
142
121
112
110
94
87
-31.6
0.76
1.04
1.22
1
0.85
-IA
0.18
140
120
111
108
93
86
-31.6
0.785
1.085
1.245
1
0.85
-1.4
0.19
138
119
107
92
-31.6
0.81
1.09
1.27
1
0.85
-1.4
0.18
M60
136
118
105
91
-31.6
0.83
1.11
1.20
1
0.85
-1.4
0.18
134
116
104
90
-31.6
0.95
1.13
1.31
1
0.85
-1.4
0.19
111
86
-31.6
0.99
126
1.43
1k�60
1
0.85
-1.8
0.18
HardiePlank
5116
5.25
0.090"
shank X
0.216" HD
X 1.5" long
ring shank
nail s
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7l16" thick
WSP
sheathing
8
015
248
225
204
192
174
158
8e.7
0.7
0.85
1.03
hsso
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
-1A
0.18
25
248
214
196
192
166
152
-88.7
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
248
209
192
192
162
149
-88.7
0.7
0.98
1.16
1
0.a5
-1.4
0.18
35
243
206
190
188
160
147
-88.7
0.73
1.01
1.19
1
o.es
-1A
o.18
40
238
203
188
184
157
145
-88.7
0.76
1.04
1.22
1
0.85
-1.4
0.18
45
234
201
186
181
156
144
98.7
0.785
1.065
1.245
1
0.85
-1.4
I, .18
50
230
199
184
178
154
143
-88.7
0.81
1.09
127
1
0.85
-1.4
0.18
55
228
197
183
176
152
141
-88.7
0.83
1.11
129
1
0.85
-1.4
0.18
60
225
195
181
174
1'61
140
-W.7
0.85
1.13
1.31
1
0.85
-IA
0A8
100
186
165
165
144
128
120
-88.7
0.99
12s
1.43
h>so
1
0.95
-1.8
0.18
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.
1-888-542-7343
Info@jameshardte.com
0.2 1 1
"�r (\C
2015 IBC, 2017 FBC
2015 IBC, 2017 FBC
�� J ` f1 k `� k•� \\�
1J Ft O p,QQ` .• •�� tl\\
' • ., �,, • tl�
...� A
SS,0p
I V l 1�
'.4�'''�so///////I
Coefficients used in Table 6 calculations for V,+k
Allowable, Ultimate
Design Wind, Speed,
V03.5,
(3-second gust mph)
Allowable, Nominal
Design Wind, Speed,
V..d
(3-second gust mph)
Applicable to methods
specified in 12015 IBC,
2017 FBC) Section
1609.1.1. as determined by
[2015 IBC, 2017 FBC)
Figures 1609.3(1), (2) or
(3).
Applicable to methods
specified in Exceptions 1
through 3 of [20161BC,
2017 FBC) Section
1609.1.1.
Wind exposure catego
Wind exposure category
Siding
K
P I duct
Product
Thickness
Qnches)
Width
(incites)
Fastener
Type
Fastener
Spacing
Frame
Type
Fastener
Spa ring
(inches)
Building
Height . 2
(feet)
B
C
D
B
C
D
Allowable
Design
load
(PSF)
Exp B
Exp C
Exp D
Ka
K,i
I Gq,,
G
Haj i
5/16
6.25
0.090"
shank X
0.5"long 215" HD
X1.ePlank
ring shank
nail'
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/161 thick
WSP
sheathing
8
0-15
222
201
183
172
156
142
-70.9
0.7
0.85
1.03
h950
1
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
-1.4
0.18
25
222
191
175
172
148
136
-70.9
0.7
0.94
1.12
1
0.05
-1A
0.18
30
222
187
172
172
145
133
-70.9
0.7
0.98
1.16
1
0.65
AA
OAS
35
217
185
170
168
143
132
-70.9
0.73
1.01
1.19
1
0.95
-1.4
0.18
40
213
182
168
165
141
130
-70.9
0.76
1.04
1.22
1
0.85
-1.4
0.18
45
209
180
166
162
139
129
-70.9
0.785
1.065
1.245
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
f.29
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
100
166
148
139
129
114
107
-70.9
0.99
1.26
1.43
h>60
1
0.85
-1.9
0.18
Hi iePlank
I,
5116
7.25
0.090"
shank X
0.215" HD
X 1.5" n
k
ring shank
nail'
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/16" thick
WSP '
sheathing
8
0-15
202
184
167
157
142
129
-59.1
0.7
0.85
1.03
h560
1
0.85
-1.4
0.18
20
202
178
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
-IA
0.18
30
202
171
157
157
132
122
-59.1
0.7
0.98
1.16
1
0.85
-1.4
0.18
35
198
168
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
0.76
1.04
122
1
0.85
-1.4
0.18
45
191
164
152
148
127
118
-59.1
0.785
1.055
1.245
1
0.85
-1.4
0.18
S0
186
162
150
146
126
116
-59.1
0.81
1.09
1.27
1
0.85
-1.4
0.18
55
186
161
149
144
124
115
-59.1
0.83
1.11
1.29
1
0. 55
AA
0.18
60
184
159
148
142
123
115
-59A
0.85
1.13
1.31
1
0.85
AA
0.18
100
152
135
126
118
1g4
98
-59.1
0.99
1.26
1.43
h>60
1
0.85
.1.8
DAB
rdiePlank
5/16
7.5
0.090"
shank X
0.215" HD•
X 1.5" long
ring shank
nail'
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/16'thick
WSP
sheathing
8
0-16
198
180
163
154
139
127
-56.8
0.7
0.86
1.03
hs6o
1
0.85
-1.4
0.19
20
198
175
160
154
135
124
-56.8
0.7
0.9
1.08
1
F85
-1.4
0.18
25
198
171
157
154
133
121
56.8
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
198
168
154
154
130
119
-56.8
0.7
0.98
1.16
1
0.85
-lA
0.18
35
194
165
152
150
128
118
56.8
0.73
1.01
1.18
1
0.85
-1.4
0.18
40
190
163
150
147
126
116
-56.8
0.78
1.04
1.22
1
0.85
AA
0.18
45
187
161
149
145
124
115
56.8
0.795
1.065
1.245
1
0.85
-1.4
0.1b
50
184
159
147
143
123
114
-58.8
0.81
1.09
1.27
1
0.85
-1.4
0.18
55
182
157
146
141
122
113
-W.8
o.63
1.11
1.29
1
0.85
-1.4
0.18
60
180
156
145
139
121
112
56.8
0.95
1.13
1.31
1
0.85
-1.4
0.18
100
149
132
124
115
102
96
56.8
0.99
1.26
1.43
h>60
1 10.85
-1.0
0.18
!
ardiePlank
t.
5/16
8
0.D90"
shank X
0.215" HD
X long
ringgshank
nail'
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/16"thick
WSP
sheathing
8
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
AA
0.18
25
191
165
151
148
128
117
-52.5
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
191
161
148
148
125
115
-525
0.7
0.98
1.18
1
0.85
-1.4
0.18
35
187
159
146
145
123
113
-62.5
0.73
1.01
1.10
1
0.85
-IA
0.18
40
183
156
144
142
121
112
-52.5
0.76
1.04
1.22
1
0.851-1.4
1-8
45
180
155
143
140
120
Ili
-52.5
0.765
1.o65
1.245
1
0.85
-1.4
0.18
50
177
153
142
137
118
110
-62.6
0.81
1.09
1.27
1
0.85
AA
o.1s
55
175
151
141
136
117
109
-52.5
0.83 1
1.11 1
1.29
1
0.85
-1.4
0.18
60
173
160
139
134
116
108
-52.5
0.85 I
1A3 1
1.31
1
0.85
-1.4
0.18
100
143
127
119
Ili
98
92
-52.5
0.99
1.28
1.43
h>60
1
0.85
-1.8
0.18
ard[ePlank
5/16
8.25
0.090"
shank X
0.215" HD
X 1.5" long
ring shank
Hall'
'
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7H 6" thick
WSP
sheathing
8
0-15
187
170 -
154
146
132
120
-50.7
0.7
0.85
1.03
hs60
1
0.85
-1.4
0.18
20
187
165
151
145
128
117
-50.7
0.7
0.9
1.08
1
0.85
AA
0.18
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
1.18
1
L85
-1.4
0.18
35
183
156
144
142
121
Ili
-50.7
0.73
1.01
1.19
1
0.86
-1.4
0.18
40
180
164
142
139
119
110
-50.7
0.76
1.04
1.22
1
0.85
-1.4
0.18
45
177
152
1
137
118
109
-60.7
0.785
040
1,5
1.246
1
0.85
-1.4
0.18
50
174
150
139
135
116
108
-60.7
0.81
1.09
1.27
1
0.85
-1.4
0.18
55
172
149
138
133
115
107
-50.7
0.83
1.11
1.29
1
0.8.9
-1.4
0.18
60
170
147
137
132
114
106
-50.7
0.85
1.13
1.31
1
us
-1.4
FI-8
100
141
125
117
109
97
91
50.7
0.99
126
1.43
h>60 1
1
0.85
-1.9
0.18
9
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-8474595 FAX
PROJECT: RIO-2688-17 '�I�0111011.0""0��'
JAMES HARDIE BUILDING PRODUCTS, INC. 1ilI tOGq �o
1-888-542-7343 ,e1 `` L
info@jameshard]e.com
N . 4121
20151BC, 2017 FBC
20151BC, 2017 FBC
>
4 �,•. STATE OF •,'
. J'
��C •�' FC 0 R10P •� • 60/1
w �('C'n ...........•''
UUy�
80
V P,��''yy�B AL '
+ �f,S01111®1
Coefficients used In Table 6 calculations for VW,
Allowable, Ultimate
Design Wind, Speed,
V�3,5
3-second gust mph)
Allowable, Nominal
Design Wind, Speed,
V. �1.5
(3-second gust mph)
Applicable to methods
specified in 12015 IBC,
2017 FBC] Section
1609.1.1. as determined by
120151BC, 2017 FBC]
Figures 1609.3(1), (2) or
(3).
Applicable to methods
specified in Exceptions 1
through 3 of [20151BC,
2017 FBC] Section
1609.1.1.
Wind exposure category
Wind exposure category
Siding
K.
Product
Product
Thickness
(inches)
Width
(inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Fastener
Spacing
(inches)
Building
Height'•Z
(feet)
B
C
D
B
C
D
Allowable
Design
Load
(PSF)
Exp B
Exp C
Exp D
K,
K.
GC
G
HardiePlank
5/16
9.25
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" thick
WSP
sheathing
8
0-16
175
159
144
136
123
112
-44.3
0.7
0.85
1.03
hs60
1
0.05
-IA
0.18
20
175
155
141
136
120
109
-44.3
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
175
151
139
136
117
107
-44.3
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
175
148
136
136
115
105
-44.3
0.7
0.98
1.18
1
0.85
-1.4
0.18
35
172
146
134
133
113
104
-44.3
0.73
1.01
1.19
1
0.85
-1.4
0.18
40
168
144
133
130
111
103
-44.3
0.76
1.04
1.22
1
O.ar,
-1.4
0.18
45
165
142
131
128
110
102
-44.3
0.785
1.065
1.245
1
0.85
-1.4
0.18
50
163
140
130
126
109
101
-44.3
0.81
1.09
1.27
1
0.05
-1.4
0.18
55
161
139
129
125
108
100
-44.3
0.83
1.11
129
1
0.85
-1.4
0.18
60
159
138
128
123
107
99
-44.3
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
132
117
102
90
-44.3
0.99
126
1.43
jh>60
1
10.85
-1.8
0.1a
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,
7116' thick
WSP
WSP
8
0-15
173
157
142
134
121
110
-43.0
0.7
0.85
1.03
hs60
1
0.85
-IA
0.18
20
173
152
139
134
118
108
-43.0
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
173
149
136
134
115
106
-43.0
0.7
0.94
1.12
1
0.85
-1.4
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
111
103
-43.0
0.73
1.01
1.19
1
0.85
-1A
0.18
40
166
142
131
128
110
101
-43.0
0.76
1.04
1.22
1
0.85
-lA
0.18
45
163
140
129
126
108
100
-43.0
0,785
1.065
245
1
o.es
.1.4
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
1.29
1
0.85
-1.4
10.18
60
157
136
126
121
105
98
-43.0
0.a5
1.13
1.31
1 1
1 0.85
-IA,I
0.18
100
130
115
100
89
-43.0
0.99
126
1.43
h>60
1
0.85
-1.8
1 0.16
HardiePlank
5116
12
0,090"
shank X
0.215" HD
X 1.5" long
ring shank
nail s
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7116" thick
WSP
sheathing
8
0-16
151
137
125
117
106
97
-33.0
0.7
0.85
1.03
hs60
1
0.85
-1.4
0.18
20
151
133
122
117
103
94
-33.0
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
151
130
119
117
101
93
-33.0
0.7
0.94
1.12
1
0.85
-1A
0.18
30
151
128
117
117
99
91
-33.0
0.7
0.98
1.16
1
0.85
-IA
0.18
35
148
126
116
115
97
90
-33.0
0.73
1.01
1.19
1
0.85
-IA
0.18
40
145
124
114
112
96
89
-33.0
0.76
1.04
1.22
1
(Las
-1.4
0.18
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
1.2
1
0.85
AA
0.18
55
339
120
111
108
93
86
-W.o
0.83
1.11
1.zs
1
1
0.85
0.85
-1.4
-1.4
0.18
0.18
60.
137
119
110
106
92
86
-33.0
0.85
1.13
1,31
100
114
88
.33.0
0.99
1.26
1.43
h160
1
0.85
-1.8
0.18
Hard]ePlank
5/16
5.25
0.090"
shank X
0.216" HD
X 1.5°long
ring shank
na88
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/16° thick
WSP
sheathing
6
0-15
283
267
233
219
199
181
-115.8
0.7
0.85
1.03
hs60
1
0.85
-1.4
0.18
20
283
250
228
219
193
177
-115.8
0.7
0.9
1.08
1
0.85.-1.4.
0.18
25
283
244
224
219
189
173
-115.8
0.7
0.94
1.12
1
o.a5
-1A
0.18
30
283
239
220
219
11315
170
-115.8
0.7
0.98
1.16
1
0.85
-1.4
0.18
35
277
236
217
215
183
168
-115.8
0.73
1.01
1.19
1
0.85
-IA
0.18
40
272
232
215
211
180
166
115.e
o.7e
1.04
122
1
as
-lA
0.18
45
267
230
212
207
178
164
115.8
0.785
1.065
1.245
1
0.85
-1.4
0.18
50
263
227
210
204
176
163
-115.8
0.81
1.09
127
1
0.85
-1.4
0.18
55
260
225N204
201
174
162
-115.8
0.83
1.11
128
1
0.85
-lA
0.18
60
257
223-
199
173
160
-115.8
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
213
189
165
146
137
-115.8
0.99
1.26
1.43
h>80
1
0.85
-1.8
0.18
HardiePlank
5/16
6.25
0.090"
shank X
a 215" HD
X 1.5' long
ring shank
nails
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/16'thick
WSP
sheathing
6
0-15
253
230
196
178
162
-92.6
0.7
0.85
1.03
h560
1
0.85
-1.4
0.18
20
253
223
196
173
158
-92.6
0.7
0.9
1.08
1
0.85
AA
0.18
25
253
219
196
169
155
-92.6
0.7
0.94
1.12
1
0.65
-lA
0:18
30
253
214
196
166
152
-92.6
0.7
0.98
1A6
1
0.85
-1.4
0.18
35
248
211
192
163
150
-92.6
0.73
1.01
1.19
1
0.85
-1.4
0.18
40
243
208
192
138
161
149
-92.6
0.76
1.04
122
1
0.85
-1.4
0.18
45
239
205
190
185
159
147
-92.6
0.785
1.065
1.245
1
0.85
-IA
0.18
50
235
203
188
182
157
146
-92.6
0.81
1.09
1.27
1
0.85
-lA
0.18
55
233
201E
180
156
145
92.8
0.83
1.11
128
1
0.85
-1.4
0.18
60
230
199
178
154
143
92.8
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
190
169
147
131
123
-s2.8
0.99
126
1.43
h>60
1
0.85
-1.8
0.18
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.
1-888-542-7343
info@jameshardie.com
a A
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42
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e
2015IBC, 2017 FBC
2015IBC, 2017 FBC
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' FFsS(0 N A�- a as
'Jo�����////////°
Coefficients used In Table 6 calculations for Vm,
Allowable, Ultimate
Design Wind, Speed,
(3-second gust mph)
Allowable, Nominal
Design Wind, Speed,
3-se nd gust mph
Applicable to methods
specified in[2015IBC,
2017 FBC] Section
1609.1.1. as determined by
1201518C, 2017 FBC)
Figures 1609.3(1), (2) or
(3).
Applicable to methods
specified In Exceptions 1
through 3 of (2015 IBC,
2017 FBC] Section
1609.1.1.
Wind exposure categoryWind
exposure categorySiding
K.
Prildud
Product
Thidrnesa
(inches)
Width
(inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Fastener
Spacing
(inches)
Building
Height' Z
(feet)
B
C
D
B
C
D
ADowable
Design
Load
(PSG
ExP B
F-xp C
EXP D
Y.
Ike
G
G
Herd
!
ePlenk
5116
7.25
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" thick
WSP
sheathing
6
0-15
231
210
191
179
163
148
-77.2
0.7
0.85
1.03
h560
1
0.85
AA
0.18
20
231
204
186
179
158
144
-77.2
0.7
0.9
1.08
1
0.85
AA
0.18
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
1.1e
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
T7.2
0.76
1.04
1.22
1
0.85
-1.4
0.18
45
218
187
173
169
145
134
-77.2
0.785
1.065
1.245
1
0.85
-1.4
0.18
50
215
185
172
166
144
133
-77.2
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
1.29
1
0.85
-1.4
0.18
60
210
182
169
163
141
131
-77.2
0.85
1.13
1.31
1
0.65
-1.4
0.18
100
174
164
145
135
119
112
-772
0.99
1.26
1.43
h>60
1
0.85
-1.8
0.18
HardiePlank
5/16
7.5
0.090"
shank X
0.216" HD
X g long
ring shank
nags
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7116" thick
WSP
sheathing
6
0-15
227
206
187
175
159
145
-74.1
0.7
0.85
1.03
hs60
1
0.85
-1.4
0.18
20
227
200
182
175
155
141
-74.1
0.7
o.9
1.o6
1
0.85
-1.4
0.18
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
186
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
0.86
-1.4
D.18
50
211
182
168
163
141
130
-74.1
0.81
1.09
1.27
1
0.85
-1.4
D.18
55
208
180
167
161
139
129
-74.1
o.83
1.11
129
1
0.85
-1.4
0.18
60
205
178
166
159
138
128
-74.1
0.115
1.13
1.31
1
0.85
-1.4
0.18
100
170
151
142
132
117
110
-74.1
0.99
1.26
IA3
h 0
1
0.65
:1.8
0.18
HetdlePlank
I�
5/16
8
0.09D"
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" thick
WSP
sheathing
6
0.15
218
198
180
169
153
139
-68.6
0.7
0.85
1.03
hs60
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
25
218
168
172
169
146
133
-68.6
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
218
184
169
169
143
131
-68.6
0.7
0.98
1.16
1
0.85
-1.4
0.18
35
213
181
167
165
141
130
-88.6
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
0.115
-1.4
0.18
45
208
177
163
159
137
127
-68.6
0.785
1.065
1.245
1
0.85.-1.4.
0.18
50
203
175
162
157
135
125
-68.6
0.81
1.09
1.27
1
0.85
-1.4
0.18
55
20D
173
161
165
134
124
-68.6
0.83
1.11
1.29
1
0.85
AA
0.18
60
198
172
159
153
133
123
-68.6
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
164
145
136
127
112
106
-68.6
0.99
1.26
1.43
tv60
1
0.85
-1.8
0.18
Ha
diePlank
5/16
8.25
0.09D"
shankX
0.215" HD,
X 1.5" long
ring shank
nails
Blind
nailed to
WSP
2X4 wood
or20ga,
steel
framing,
7/16" thick
WSP
sheathing
6
0-15
214
194
176
166
150
137
-W.0
0.7
0.85
1.03
hS60
,
1
0.85
-1.4
0.18
20
214
189
172
166
146
133
-66.0
0.7
0.9
1.08
1
0.85
-1.4
0.18
25
214
184
169
166
143
131
-66.0
0.7
0.s4
1.12
1
0.85
-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
T. 99
1
Fes
.1.4
0.18
40
205
175
162
159
136
125
-66.0
0.76
1.04
1.22
1
1
0.85
0.85
-1.4
-1.4
0.18
0.18
45
202
173
160
156
134
124
-66.0
0.785
1.085
1.245
50
199
171
159
154
133
123
-66.0
0.81
1.09
127
1
0.85
-1.4
0.18
55
196
170
157
152
132
122
-66.0
0.83
1.11
1.29
1
0.85
-1A
0.18
60
194
168
156
150
130
121
-66.0
0.85
1.13
1.31
1
0.85
-1.4
0.18
100
161
142
134
124
110
104
-66.0
0.99
126
1.43
h�60
1
0.85
-1.8
0.18
HardiePlank
5/16
9.25
0.090"
shank X
0.215" HD
X g s long
ring shank
nails
Blind
nailed to
WSP
2X4 woad
or 20 ga.
steel
framing,
7/16" thick
WSP
sheathing
6
0.15
200
182
165
155
141
128
-57.9
0.7
0.85
t03
hsW
1
0.85
-1.4
0.18
20
200
177
161
155
137
125
-57.9
0.7
a.9
1.o8
1
0.85
-1.4
0.18
25
200
173
158
155
134
123
-57.9
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
200
169
156
155
131
120
-57.9
0.7
O.s8
1.16
1
0.86
-1.4
0.18
35
196
167
154
152
129
119
-57.9
0.73
1.01
1.18
1
0.85
-1.4
0.18
40
192
164
152
149
127
117
-57.9
0.76
1.04
1.22
1
o.es
-1.4
0.18
45
189
162
150
146
126
116
-57.9
0.785
1.065
1.24s
1
0.85
-1.4
one
50
186
160
149
144
124
115
57s
o.a1
tos
1.27
1
0.85
-1.4
ono
55
184
159
148
142
123
114
-57.9
0.a3
1.11
1.29
1
0.85
AA
0.18
60
182
158
146
141
122
113
57s
0..
1.13
1.3t
1
os5
-t.a
0.19
100
150
133
125
117
103
97
57s
Dss
1.26
1.a3
roso
t
o.85
-ta
0.1a
h
,P
11
!I
RONALD I. OGAWA ASSOCIATES, INC.
16836 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2688-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542 7343
info@jameshardie.com
2015 IBC, 2017 FBC
2015IBC, 2017 FBC
Allowable, Ultimate
Allowable, Nominal
Design Wind, Speed,
Design Wind, Speed,
V paa
V -as
3-second gust mph)
3-second gust mph)
Applicable to methods
specified In [20151130,
Applicable to methods
2017 FBC] Section
specified In Exceptions 1
1809.1.1. as determined by
through 3 of (2016 IBC,
[20151BC, 2017 F8C]
2017 FBC] Section
Figures 1609.3(1), (2) or
1609.1.1.
(3).
Coefficients used In Table 6 calculations for Vd,
Wind a osure category
Wind exposure category
Siding
K,
Product
Product
Thickness
(inches)
Width
(inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Fastener
Spacing
(inches)
Building
Height 7 2
(feet)
B
C
D
B
C
D
Anowabla
Design
Load
(PSF)
Exp B
Exp C
Exp D
Kn
Kd
GC
G Pi
0-15
197 '
179
163
163
139
126
-W.2
0.7
0.85
1.03
h960
1
0,85
AA
0.18
20
197
174
159
153
135
123
-5s.2
0.7
0.9
1.08
1
0.85
-1A
0.18
HardiePlank
5116
9.5
0.090"
shank X
0.215" HD
long
Blind
nailed to
2X4 wood
or 20 ga.
steel
framing,
6
25
197
170
156
153
132
121
-562
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
197
167
153
153
129
119
-56.2
0.7
0.98
1.16
1
0.85
-1.4
0.18
35
193
164
151
150
127
117
-56.2
0.73
,1.01
1.19
1
0.85
-1.4
0.18
40
189
162
149
147
125
116
562
0.76
1.04
122
1
0.95
-1.4
0""
X 1.5"
ring shank
nail a
WSP
7/16" thick
WSP
sheathing
45
186
160
148
144
124
115
-58.2
0.785
1.085
1.245
1
0.85
-1A
0.18
50
183
158
146
142
122
1 113
-56.2
0.81
1'09
_ 1.27
1
0.85
-1.4
0.18
55
181
157
145
140
121
113
-58.2
0.83
1,11
1.29
1
0.85
-1.4
0.18
60
179
155
144
139
120
112
-562
0.85
1.13
1.31
1
6 e5
-1.4
ma
100
148
131
123
115
102
95
-562
0.99
1.26
1.43
h>60
1
0.85
-1.8
0.16
0-15
173
157
142
134
121
110
-43.1
0.7
o:a5
1.03
hs60
1
0.85
AA
0.18
20
173
152
139
134
118
108
-43.1
0.7
0.9.
' 1.08
1
1
0.85
-1A
0.18
HardiePlank
5/16
12
0.090"
shank
0.215" HD
X 1.5" long
doll shank
nape
Blind
nailed to
WSP
2X4 wood
or 20 ga.
steel
framing,
7/16'thick
WSP
sheathing
6
25
173
149
137
134
115
105
-43.1
0.7
0.94
1.12
1
0.85
-1.4
0.18
30
173
146
134
134
113
1D4
-43.1
0.7
0.98
1.16
1
0.85
-1A
0.1e
35
169
144
103
-43.1
0.73
1.01
1.19
1
0.85
-1A
0.18
40
166
142
110
101
-43.1
0.76
1.04
1.22
1
0.85
-1.4
0.19
45
163
140
108
100
-43.1
0.785
1.065
1,245
1
0.85
-1.4
0.18
50
161
138
2132131111
107
99
-43.1
0.81
1.09
1.27
1
0.85
-1.4
0.18
55
159
137
106
99
-43.1
0.63
1.11
1.29
1 ,
�o.s5
-1,
167
136
105
98
-43.1
0.85
1.13
1.31
1
0.85
A
Hill
100
130
11589
-43.1
0.99
1.26
1.43
h>60
1
0.85
-1.0
1. Building height
= mean
roof he[aht
(in feet)
of a building.
except
that eave
he[aht shall
be
used for
roof anale
a less
than
or eaual
to 10' (2-12
roof
slope).
2. Unear interpolation of building height 0 60 0) and wind speed Is permitted.
3. V,d, = ultimate design wind speed
4. V �d = nominal design wind speed
5. Wind speed design assumptions per Analytical Method In ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: It!=1, Kd=0.85, GCP 1 A (hs60), GCP 1.8 (h>60), GCP,r--0.18.
6. Fastener length shall be sufficient to penetrate back side of,the WSP sheathing by at least 1/4" for nails or 3 full theads for screws.
LIMITATIONS OF USE:
1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06
12