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Calculation No.
CALCULATION SHEET
Project No.
onlinestructuraldesign.com
Project:
Calc. By
Date
Rev.
Subject:
Checked By
Date
Input
Output
Beam characteristics
Shears, Moments and Deflections
Beam loads
Beam characteristics
No. of Load Cases
1
2
3
L =
ft
beam length
I =
in
4
moment of inertia
E =
ksi
element elasticity modulus
Load Case
UDL
UDL + 1 concentrated load
UDL + 2 concentrated loads
1 concentrated load
2 concentrated loads
w =
kip/ft
uniformly distributed load
P
1
=
kip
a=
ft
b=
ft
concentrated load
P
2
=
kip
a=
ft
b=
ft
concentrated load
Load Case
UDL
UDL + 1 concentrated load
UDL + 2 concentrated loads
1 concentrated load
2 concentrated loads
w =
kip/ft
uniformly distributed load
P
1
=
kip
a=
ft
b=
ft
concentrated load
P
2
=
kip
a=
ft
b=
ft
concentrated load
Load Case
UDL
UDL + 1 concentrated load
UDL + 2 concentrated loads
1 concentrated load
2 concentrated loads
w =
kip/ft
uniformly distributed load
P
1
=
kip
a=
ft
b=
ft
concentrated load
P
2
=
kip
a=
ft
b=
ft
concentrated load
Load Combinations (Load Factors)
For Bending Moments and Shear Force Calculation
For Deflection Calculation
Position for internal forces and deflection calculations
x =
ft
Maximum moment and shear
M
max
=
kip*ft
V
max
=
kip
Maximum deflection
D
max
=
in
Reactions
R
1
=
kip
R
2
=
kip
M
x
=
kip*ft
V
x
=
kip
D
x
=
in
Reactions
1
UDL
R1
R2
2
UDL + 1 concentrated load
3
UDL + 2 concentrated loads
1 concentrated load
2 concentrated loads
Bending
x (%)
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
0.22
0.24
0.26
0.28
0.3
0.32
0.34
0.36
0.38
0.4
0.42
0.44
0.46
0.48
0.5
0.52
0.54
0.56
0.58
0.6
0.62
0.64
0.66
0.68
0.7
0.72
0.74
0.76
0.78
0.8
0.82
0.84
0.86
0.88
0.9
0.92
0.94
0.96
0.98
1
x (ft)
0
0.18
0.36
0.54
0.72
0.9
1.08
1.26
1.44
1.62
1.8
1.98
2.16
2.34
2.52
2.7
2.88
3.06
3.24
3.42
3.6
3.78
3.96
4.14
4.32
4.5
4.68
4.86
5.04
5.22
5.4
5.58
5.76
5.94
6.12
6.3
6.48
6.66
6.84
7.02
7.2
7.38
7.56
7.74
7.92
8.1
8.28
8.46
8.64
8.82
9
ULS
UDL
P1
P2
UDL
P1
P2
UDL
P1
P2
Total
0.0
2.9
5.6
8.2
10.7
13.1
15.4
17.6
19.6
21.5
23.3
25.0
26.6
28.1
29.4
30.6
31.7
32.7
33.6
34.4
35.0
35.5
35.9
36.2
36.4
36.5
36.4
36.2
35.9
35.5
35.0
34.4
33.6
32.7
31.7
30.6
29.4
28.1
26.6
25.0
23.3
21.5
19.6
17.6
15.4
13.1
10.7
8.2
5.6
2.9
0.0
Shear
ULS
UDL
P1
P2
UDL
P1
P2
UDL
P1
P2
Total
16.2
15.6
14.9
14.3
13.6
13.0
12.3
11.7
11.0
10.4
9.7
9.1
8.4
7.8
7.1
6.5
5.8
5.2
4.5
3.9
3.2
2.6
1.9
1.3
0.6
0.0
-0.6
-1.3
-1.9
-2.6
-3.2
-3.9
-4.5
-5.2
-5.8
-6.5
-7.1
-7.8
-8.4
-9.1
-9.7
-10.4
-11.0
-11.7
-12.3
-13.0
-13.6
-14.3
-14.9
-15.6
-16.2
Deflection
SLS
UDL
P1
P2
UDL
P1
P2
UDL
P1
P2
Total
0.0
0.0
0.1
0.1
0.2
0.2
0.3
0.3
0.4
0.4
0.5
0.5
0.5
0.6
0.6
0.6
0.6
0.7
0.7
0.7
0.7
0.7
0.8
0.8
0.8
0.8
0.8
0.8
0.8
0.7
0.7
0.7
0.7
0.7
0.6
0.6
0.6
0.6
0.5
0.5
0.5
0.4
0.4
0.3
0.3
0.2
0.2
0.1
0.1
0.0
0.0
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