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Steel Beam: Code References

This document provides a summary of the structural analysis of a steel beam with the following key details: - The beam is a W18x55 spanning 28.729 feet and is fully braced against lateral buckling. - The maximum bending stress ratio is 1.037 which meets the allowable ratio of 1.0. - The maximum shear stress ratio is 0.291 which is well below the allowable ratio of 1.0. - Deflections and reactions are calculated and reported for various load combinations.

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Niyat Patel
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95 views2 pages

Steel Beam: Code References

This document provides a summary of the structural analysis of a steel beam with the following key details: - The beam is a W18x55 spanning 28.729 feet and is fully braced against lateral buckling. - The maximum bending stress ratio is 1.037 which meets the allowable ratio of 1.0. - The maximum shear stress ratio is 0.291 which is well below the allowable ratio of 1.0. - Deflections and reactions are calculated and reported for various load combinations.

Uploaded by

Niyat Patel
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
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File = C:\Users\nvpatel\Desktop\THEANA~1.

EC6
ENERCALC, INC. 1983-2015, Build:6.15.7.24, Ver:6.15.7.24

Steel Beam

Licensee : STERLING ENGINEEIRNG GROUP

Lic. # : KW-06009668
--None-Description :

CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, ASCE 7-10
Load Combination Set : ASCE7-10

Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Major Axis Bending
Bending Axis :
Load Combination :ASCE7-10

Fy : Steel Yield :
E: Modulus :

50.0 ksi
29,000.0 ksi

D(0.375) L(0.6)
D(1.93) L(3.09)
D(1.3) L(1.76)

Span = 28.729 ft
W18x55

Service loads entered. Load Factors will be applied for calculations. .

Applied Loads

Beam self weight NOT internally calculated and added


Load for Span Number 1
Uniform Load : D = 1.30, L = 1.760 k/ft, Extent = 0.0 -->> 21.0 ft, Tributary Width = 1.0 ft
Point Load : D = 1.930, L = 3.090 k @ 21.0 ft
Uniform Load : D = 0.050, L = 0.080 ksf, Extent = 21.0 -->> 28.729 ft, Tributary Width = 7.50 ft

DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable

Load Combination
Location of maximum on span
Span # where maximum occurs

1.037 : 1
W18x55
435.375 k-ft
420.000 k-ft
+1.20D+0.50Lr+1.60L+1.60H
14.077ft
Span # 1

Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection

1.014
0.000
1.748
0.000

in
in
in
in

Maximum Shear Stress Ratio =

Ratio =
Ratio =
Ratio =
Ratio =

Section used for this span


Vu : Applied
Vn * Phi : Allowable

Load Combination
Location of maximum on span
Span # where maximum occurs

Design N.G.
0.291 : 1
W18x55
61.729 k
211.770 k
+1.20D+0.50Lr+1.60L+1.60H
0.000 ft
Span # 1

339 <360
0 <360
197
0 <180
.

Maximum Forces & Stresses for Load Combinations


Load Combination
Segment Length
Span #
+1.40D+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+0.50Lr+1.60L+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+1.60L+0.50S+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+1.60Lr+0.50L+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+1.60Lr+0.50W+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+0.50L+1.60S+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+1.60S+0.50W+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+0.50Lr+0.50L+W+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+0.50L+0.50S+W+1.60H
Dsgn. L = 28.73 ft
1
+1.20D+0.50L+0.20S+E+1.60H
Dsgn. L = 28.73 ft
1
+0.90D+W+0.90H

Max Stress Ratios


M
V

max Mu +

Summary of Moment Values


max Mu Mu Max
Mnx
Phi*Mnx

Cb

Rm

Summary of Shear Values


VuMax
Vnx
Phi*Vnx

0.426

0.121

178.97

178.97

466.67

420.00

1.00 1.00

25.52

211.77

211.77

1.037

0.291

435.37

435.37

466.67

420.00

1.00 1.00

61.73

211.77

211.77

1.037

0.291

435.37

435.37

466.67

420.00

1.00 1.00

61.73

211.77

211.77

0.575

0.162

241.52

241.52

466.67

420.00

1.00 1.00

34.33

211.77

211.77

0.365

0.103

153.41

153.41

466.67

420.00

1.00 1.00

21.88

211.77

211.77

0.575

0.162

241.52

241.52

466.67

420.00

1.00 1.00

34.33

211.77

211.77

0.365

0.103

153.41

153.41

466.67

420.00

1.00 1.00

21.88

211.77

211.77

0.575

0.162

241.52

241.52

466.67

420.00

1.00 1.00

34.33

211.77

211.77

0.575

0.162

241.52

241.52

466.67

420.00

1.00 1.00

34.33

211.77

211.77

0.575

0.162

241.52

241.52

466.67

420.00

1.00 1.00

34.33

211.77

211.77

File = C:\Users\nvpatel\Desktop\THEANA~1.EC6
ENERCALC, INC. 1983-2015, Build:6.15.7.24, Ver:6.15.7.24

Steel Beam

Licensee : STERLING ENGINEEIRNG GROUP

Lic. # : KW-06009668
--None-Description :
Load Combination
Segment Length
Dsgn. L = 28.73 ft
+0.90D+E+0.90H
Dsgn. L = 28.73 ft

Span #
1
1

Max Stress Ratios


M
V
0.274
0.077
0.274

max Mu +
115.05

0.077

max Mu -

115.05

Summary of Moment Values


Mu Max
Mnx
Phi*Mnx
115.05
466.67
420.00
115.05

466.67

420.00

Cb Rm
1.00 1.00
1.00 1.00

Summary of Shear Values


VuMax
Vnx
Phi*Vnx
16.41 211.77
211.77
16.41

211.77

211.77

Overall Maximum Deflections


Load Combination
+D+L+H

Span
1

Max. "-" Defl


1.7477

Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only

Location in Span

Load Combination

14.365
Support notation : Far left is #1

Support 1
43.138
10.939
18.231
43.138
18.231
18.231
36.911
36.911
18.231
18.231
36.911
36.911
36.911
10.939
10.939
18.231

Support 2
33.678
8.338
13.897
33.678
13.897
13.897
28.732
28.732
13.897
13.897
28.732
28.732
28.732
8.338
8.338
13.897

24.907

19.781

Max. "+" Defl


0.0000
Values in KIPS

Location in Span
0.000

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