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SU00',fi" merican Buildings Company
7
8.1.11 Standing Seam 360 Panel Properties and Section Properties
PANEL PROFILE
24"
2 29132� 2• I � 3'
491W 51/16' 51116' 49116' /4'
2 3/8' is 1/4' 2 51e•
CROSS SECTION
Engineering
Properties
of American
Buildings Company Standing
Seam 360 Panel (ASD)
Designated
Steel
Base
Total
Panel Base
Top In
Bottom In
Gage
Yield
Metal
Thick.
Metal Weight
Compression
Compression
Fb
Of
KSI
Thick.
(In.)
(lbs. / ft.z)
KSI
Ix
Sx
Me
&
Sx
Me
Steel
(In.)
(In.4 / ft.)
(In.3 / ft.)
K4N. / ft.
(In.4./ ft.)
(In.3 / ft.)
K4N. / ft.
24 Ga.
50
0.0225
0.0241
1.13
0.278
0.116
3.48
0.126
0.080
2.41
30
22 Ga.
50
0.0300
0.0316
1.50
0.372
0.159
4.76
0.177
0.111
3.32
30
Gage
Of
Panel
No.
of
Spans
Load
Type
Mabmum Total Uniform Load in PSF
Span Lengths, Ft.
1.50
2.
1 250
3.00
3,50
4.00
4.50
5.00
1
POS
1032
B
5811
B
1 372
B
258
B
190
B
145
B
115
B
93
B
24 Ga.
2
POS
548
B+s
340
B+5
230
B+s
165
B+s
123
B+s
96
B+S
76
B+s
62
B+s
3
POS
631
B+s
402
B+s
275
B+s
199
B+S
151
B+5
117
B+S
94
B+s
71
a+5
4
POS
606
B+s
382
B+s
261
B+s
188
B+S
142
B+S
110
B+S
B8
B+s
7
0 B+s
1
POS
1409
B
793
B
507
B
352
B
259
B
198
B
157
B
127
B
22 Ga.
2
POS
798
B+s
487
B+s
325
B+s
231
B+s
173
B+5
133
B+s
106
B+s
86
B+s
3
POS
930
B+5
580
B+s
393
s+s
282
BLS212
B+S
164
B+s
131
B+s
107
B+s
4
POS
889
a+S
551
B+s
371
s+s
266
B+s
199
B+S
1 154
B+s
123
a+s
100
B+s
1. The panels are checked for bending (B), shear (S), combined bending and shear (B+S) and deflection (D). The controlling check is noted in the table.
Deflection is limited to span/60.
2. Section Properties are calculated in accordance with the 2012 North American Specification for the Design of Cold -Formed Steel Structural &bmbe/s.
3. Minimum yield strength of 24 and 22 gage steel is 50.000 psi.
4. Steel panels are either aluminum -zinc alloy or G-90 coaled. The base metal thickness is used in determining section properties.
5. Positive load (POS) is applied inward toward the panel supports, and is applied to the outer surface of the full panel cross-section.
Revised 08-28-2015 (EB.04.2015) Section 8.1.11 Page 1
American Buildings Company
Index•
Tables la, lb, lc & ld: DESIGN UPLIFT for wind speeds <_ 110 mph (IBC and Legacy Codes older
than 2006).
The values in these tables are the maximum allowable loads from either UL 580
or E 1592 tests. The values from E 1592 tests include a Dynamic Conversion
Factor. Unless noted otherwise, the values were checked for screw pullout in 16
gauge (0.060") material using two screws per panel clip. .
Tables 2a, 2b, 2c & 2d: DESIGN UPLIFT for wind speeds > 110 mph (IBC and Legacy Codes older
than 2006).
The values in this table are the maximum allowable loads from either UL 580 or
E 1592 tests. Unless noted otherwise, the values were checked for screw pullout
in 16 gauge (0.060") material using two screws per panel clip.
Example 1
Tables 3a, 3b & 3c: DESIGN UPLIFT for Standing Seam lI for all wind speeds (2006 and newer
versions of IBC).
Some tables include a 50% increase in the allowable uplift values in the corner
and perimeter zones. The values in these tables are the maximum allowable
loads fiom E 1592 tests. Unless noted otherwise, the values were checked for
screw pullout•in 16 gauge (0.060") material using two screws per panel clip.
Tables 4a thru 4e: DESIGN UPLIFT for Standing Seam 360 for all wind speeds (2006 and newer
versions of 113C).
Some tables include a 50% increase in the allowable uplift values in the corner
and perimeter zones. The values in these tables are the maximum allowable
loads from E 1592 tests. Unless noted otherwise, the values were checked for
screw pullout in 16 gauge (0.060") material using two screws per panel clip.
Tables 5a & 5b: DESIGN UPLIFT for Loc Seam for all wind speeds (2006 and newer versions of
IBC).
Some tables include a 50% increase in the allowable uplift values in the corner
and perimeter zones. The values in these tables are the maximum allowable
loads from E 1592 tests. Unless noted otherwise, the values were checked for
screw pullout in 16 gauge (0.060") material using two screws per panel clip.
Tables 6a & 6b: DESIGN UPLIFT for Loc Seam 360 for all wind speeds (2006 and newer
versions of IBC).
Some tables include a 50% increase in the allowable uplift values in the corner
and perimeter zones. The values in these tables are the maximum allowable
loads from E 1592 tests. Unless noted otherwise, the values were checked for
screw pullout in 16 gauge (0.060") material using two screws per panel clip.
Table 7a: DESIGN UPLIFT for Seam Loc for all wind speeds (2006 and newer versions
of 1BC).
The values in these tables are the maximum allowable loads from E 1592 tests.
Unless noted otherwise, the values were checked for screw pullout in 16 gauge
(0.060") material using two screws per panel clip.
Example 2
IBC Version
NASPEC Version Adopted by IBC
2000
1996
2003
2001
2006
2001 with 2004 Supplement
2009
2007
2012
2007 with 2010 Supplement
Revised 5-14-2012 (EB.08.2012) Section 8.2, Page 2
American Buildings Company
•
Joo
�oaJu.
Table 4e: Applicable to roofs designed to the 2009 and newer versions of IBC.
24 GA. STANDING SEAM 360
See Table 4e for.uptift values with Reinforced Clips and Seam Clamps
DESIGN UPLIFT (PSI)
Applicable to roofs designed to the 2009 and newer
versions of IBC*
Purlin
Spacing
Ft.
Mid -Field
Edge Strip & Corner
Zones*
Purlin Thicknesses
Purlin Thicknesses
16 Ga.
> 15 Ga.
16 Ga.
> 15 Ga.
1.00
149.1
149.1
149.1
149.1
1.50
129.9
129.9
136.4
136.4
2.00
110.6
110.6
136.4
136.4
2.50
91.4
91.4
136.4
136.4
3.00
83.0
83.0
123.8
123.8
3.50
73.4
74.5
109.6
111.3
4.00
64.3
66.1
95.9
98.7
4.50
57.1
57.7
85.2
86.1
5.00
49.3
49.3
73.5
73.5
5.27
44.7
44.7
66.7
66.7
*These tables include a 50%
increase in the allowable uplift
values in the corner and perimeter
zones as allowed for by the 2012
NASPEC Section D6.2.1a with the
added stipulation that the purlin
spacing in the corner and perimeter
zones cannot be greater than the
purlin spacing in the mid -field of
the roof. This increase is
applicable to purlin spacings
between 5.27' and 2.5'. The values
for spacings less than 2.5' use the
higher of the E1592 results without
the increase and the value at 2.5'.
The increase is only allowed when
anchor failure is the controlling
failure mode. Therefore, no
increase is included for spans less
than 2.5' because failure occurred
in these tests away from the
anchors. This increase is not
allowed in Canada.
Table 4d: Applicable to roofs designed to the 2009 and newer versions of IBC.
22 GA. STANDING SEAM 360
See Table 4e for uplift values with Reinforced Clip and Seam Clamps
DESIGN UPLIFT (PSF)
Applicable to roofs designed to the 2009 and newer versions of IBC*
Purlin
Spacing
Ft.
Mid -Field
Edge Strip & Corner Zones*
Purlin Thicknesses
Purlin Thicknesses
16 Ga.
15 Ga.
14 Ga.
> 13 Ga.
16 Ga.
15 Ga.
14 Ga.
>_ 13 Ga.
1.00
148.8
148.8
148.8
148.8
190.3
190.3
190.3
190.3
1.50
141.7
141.7
141.7
141.7
171.3
190.3
190.3
190.3
2.00
128.5
134.6
134.6
134.6
153.4
171.3
190.3
190.3
2.50
102.8
114.8
127.5
127.5
153.4
171.3
190.3
190.3
3.00
85.7
95.7
107.0
114.7
127.9
142.8
159.7
171.1
3.50
73.4
82.0
91.7
101.8
109.6
122.4
136.9
151.9
4.00
64.3
71.8
80.3
89.0
95.9
107.1
119.8
132.8
4.50
57.1
63.8
71.3
76.1
85.2
95.2
106.5
113.6
5.00
51.4
57.4
63.3
63.3
76.7
85.7
94.4
94.4
5.27
48.8 1
54.5
56.3
56.3
72.8
81.3
84.0
84.0
Notes:
a) All values are from ASTM E 1592 tests with a check of the clip-to-purlin connection using 2
screws unless noted otherwise, and a minimum 16 gauge (0.060") purlin.
b) Interpolation between spans is acceptable, but extrapolation for spans less than P-0" and greater
than 5'-3'/" is not allowed.
Revised 08-28-2015 (EB.04.2015) Section 8.2, Pagel 1
M
ye
0
American Buildings Company
Table 4e: Applicable to roofs designed to the 2009 and newer versions of IBC.
DESIGN UPLIFT (PSF)
Applicable to roofs designed to the 2009 and newer versions of IBC*
Purlin
Spacing
t,
Reinforced Clips
SSH: SSPC_ with SSCH
SS360: S3PC- R
Seam Clamps,
RSC '.
Mid -Field
Edge Strip & Corner Zones*
Mid-
Field
Edge
Strip &
Corner
Zones* .
Purlin
Thicknesses
Purlin
Thicknesses
Purlin Thicknesses,
16 Ga.
15 Ga.
>_ 14 Ga.
16 Ga.
15 Ga.
> 14 Ga.
> 16 Ga,
1.00
101.0
101.0
101.0
150.7
150.7
150.7
119.3
178.1
1.50
101.0
101.0
101.0
150.7
150.7
150.7
109.3
163.2
2.00
101.0
101.0
101.0
150:7
150.7
150.7
' 99.4
148.3.
2.50
101.0
101.0
101.0
150.7
150.7
150.7
.89.4
133.4
3.00
85.7
92.6
92.6
127.9
138.1
138.1
79.6
118.9
3.50
73.4
82.0
84.1
109.6
122.4
125.5
69.9
104:3
4.00
64.3
71.8
75.7
95.9
107.1
112.9
60.1
89.7
4.50
57.1
63.8
67.2
85.2
95.2
100.3
50.3.
, 75.1
5.00
51.4
57.4
58.8
76.7
85.7
1 87.7
40.6
60.5
5.27
48.8
54.2
54.2
72.8
80.9
80.9
35.3^
52.6^
A: 45.6 psf in the mid -field and 68.1 psf in the perimeter when seam clamps are located at the roof clips
and midspan between the roof clips.
*This table includes a 50% increase in the allowable uplift values in the corner and perimeter zones as
allowed for by the 2012 NASPEC Section D6.2.1a with the added stipulation that the purlin spacing in
the corner and perimeter zones cannot be greater than the purlin spacing in the mid -field of the roof.
This increase is not allowed in Canada.
Notes:
a) All values are from ASTM E 1592 tests with a check of the clip-to-purlin connection using 2
screws unless noted otherwise, and a minimum 16 gauge (0.060") purlin.
b) Interpolation between spans is acceptable, but extrapolation for spans less than 1'-0" and greater
than 5'-3Y4" is not allowed.
Revised 08-28-2015 (EB.04.2015) Section 8.2, Page 12