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1a. Find the capacity for a wide-flange tension member:
Steel type
A36
A992
Choose a W-shape:
W12x336
W12x305
W12x279
W12x252
W12x230
W12x210
W12x190
W12x170
W12x152
W12x136
W12x120
W12x106
W12x96
W12x87
W12x79
W12x72
W12x65
W12x58
W12x53
W12x50
W12x45
W12x40
W12x35
W12x30
W12x26
W12x22
W12x19
W12x16
W12x14
Bolt size
1/2 in.
5/8 in.
3/4 in.
7/8 in.
1 in.
Number of lines of bolts
4
8
12
1
2
3
Only flanges connected with at least 3 bolts per line
Only web connected with at least 4 bolts per line
Analyze for yielding:
Analyze for rupture
1b. Find the capacity for a single angle tension member:
Steel type: A36
Choose an angle:
L5x5x7/8
L5x5x5/8
L5x5x7/16
L5x5x5/16
L4x4x3/4
L4x4x1/2
L4x4x3/8
L4x4x1/4
Bolt size
1/2 in.
5/8 in.
3/4 in.
7/8 in.
1 in.
Number of lines of bolts
1
2
3
One leg connected with at least 4 bolts per line
One leg connected with 2-3 bolts per line
Analyze for yielding:
Analyze for rupture
2. Find the lightest steel W-shape for the column:
Steel type
A992
A36
Height
feet
inches
meters
K
1
0.5
0.65
0.7
0.8
1.2
2
2.1
2.2
2.3
2.4
Axial load
kips
pounds
kilonewton
newton
Limit KL/r to 200
No limits on KL/r
3. Find the compressive capacity for any steel section:
Steel yield stress
Fy = 50 ksi
Fy = 46 ksi
Fy = 42 kis
Fy = 36 ksi
Effective length (feet)
Min. radius of gyration (in.)
Gross area (in2)
Answer:
4. Select the lightest W-shape for the beam and girder in Fig. 1:
Steel type
A992
A36
Dimension "A" (feet)
Dimension "B" (feet)
Number of spaces, "n"
2
3
4
Dead load (psf)
Live load (psf)
Ignore live load reduction?
Yes
No
Total load deflection limit
L/240
L/180
L/120
Live load deflection limit
L/360
L/240
L/180
Answer:
Check for total load deflection:
Check for live load deflection:
Answer:
Check for total load deflection:
Check for live load deflection:
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