Low Profile
|
|
|
|
|
|
COVERAGE |
|
||||
|
|
|
|
|
|
SECTION
PROPERTIES |
|
||||
|
|
NOM |
|
|
NET |
PANEL
TOP IN COMPRESSION |
PANEL
TOP IN COMPRESSION |
||||
|
|
THICK |
WT. |
Fy |
COVERAGE |
Ix |
Sx |
Ms |
Ix |
Sx |
Ms |
|
GAUGE |
(IN.) |
(PSF) |
(KSI) |
(IN.) |
(IN.
4/FT) |
(IN.
3/FT) |
IN-KIPS/FT |
(IN.
4/FT) |
(IN.
3/FT) |
IN-KIPS/FT |
|
29 |
.015 |
0.56 |
80.0 |
36.0 |
.0066 |
.0124 |
0.44 |
.0065 |
.0185 |
0.67 |
|
28 |
.016 |
0.74 |
80.0 |
36.0 |
.0077 |
.0144 |
0.52 |
.0073 |
.0208 |
0.75 |
|
26 |
.019 |
0.89 |
80.0 |
36.0 |
.0099 |
.0186 |
0.67 |
.0080 |
.0080 |
0.93 |
ALLOWABLE
UNIFORM LOADS IN POUNDS PER SQUARE FOOT
|
||||||||||||||||||
|
|
WIND
LOAD (STRESS) |
LIVE
LOAD (STRESS) |
LIVE
LOAD (DEFLECTION) |
|||||||||||||||
Gauge
|
2’ |
2.5’ |
3’ |
3.5’ |
4’ |
4.5’ |
2’ |
2.5’ |
3’ |
3.5’ |
4’ |
4.5’ |
2’ |
2.5’ |
3’ |
3.5’ |
4’ |
4.5’ |
|
29 |
160 |
102 |
70 |
52 |
40 |
32 |
120 |
77 |
53 |
39 |
30 |
24 |
120 |
75 |
43 |
27 |
18 |
13 |
|
28 |
187 |
118 |
82 |
61 |
46 |
37 |
140 |
89 |
62 |
46 |
36 |
28 |
140 |
87 |
51 |
32 |
21 |
15 |
|
26 |
290 |
153 |
106 |
78 |
60 |
48 |
180 |
115 |
80 |
59 |
45 |
36 |
180 |
112 |
65 |
41 |
27 |
19 |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
29
GAUGE R/T Exceeds 7.0 (AISI Sect. C3
4) |
|
|
|
|
|
|
|
|
|
|||||||||
|
28
GAUGE R/T Exceeds 7.0 (AISI Sect. C3
4) |
|
|
|
|
|
|
|
|
|
|||||||||
|
26 GAUGE Allow Int. Bearing @ 3” =
0.605 k/Ft. |
|
Allow
End Bearing @ 2” = 0.241 k/Ft. |
||||||||||||||||
Notes:
1. Section Properties and allowable stresses are calculated in accordance with the 1986 AISI specifications for light
gauge structural members.
2. Steel minimum yield strength is 80 KSI conforming to ASTM A446-85.
3. Values shown as allowable loads are based on panel covering three equal spans. Multiply by 0.8 for two span
allowable loads.
4. Allowable loads for wind have been increased by 33%. Panel weight has not been deducted. Minimum bearing length
must be checked.
5. For agricultural structures the UBC and SBCCI building codes require a minimum of 10 PSF roof live loads.
6. Deflection loads are limited by a maximum deflection ratio of L/180 of span.