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2 k/ft 20 ft -20 ft- -20 ft E = 29,000 ksi I= 7,800 in.+ (a) Continuous Beam A B C D VAB in. in. 1 in. B' IWCD D (b) Chord Rotations Due to Support Settlements MBA MCB B MCD (c) Free-Body Diagrams of Joints B and C 41.38 81.79 808 41.79 20.4 808 2 k/ft 2 k/ft 2 k/ft B4 427.7 B 427.7 A D 1.38 41.38 81.79 41.79 20.4 60.4 B, = 123.17 C, = 62.19 (d) Member End Moments and Shears 2 k/ft A 1.38 k 123.17 k 62.19 k 60.4 k FIG. 15.10 (e) Support Reactions

2 k/ft 20 ft -20 ft- -20 ft E = 29,000 ksi I= 7,800 in.+ (a) Continuous Beam A B C D VAB in. in. 1 in. B' IWCD D (b) Chord Rotations Due to Support Settlements MBA MCB B MCD (c) Free-Body Diagrams of Joints B and C 41.38 81.79 808 41.79 20.4 808 2 k/ft 2 k/ft 2 k/ft B4 427.7 B 427.7 A D 1.38 41.38 81.79 41.79 20.4 60.4 B, = 123.17 C, = 62.19 (d) Member End Moments and Shears 2 k/ft A 1.38 k 123.17 k 62.19 k 60.4 k FIG. 15.10 (e) Support Reactions

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Determine the member end moments and reactions for the three-span continuous beam shown in Fig. 15.10(a) due to the uniformly distributed load and due to the support settlements of 5
8 in. at B, 11
2 in. at C, and 3
4 in. at D. Use the slope-deflection method.

2 k/ft 20 ft -20 ft- -20 ft E = 29,000 ksi I= 7,800 in.+ (a) Continuous Beam A B C D VAB in. in. 1 in. B' IWCD D (b) Chord Rotations Due to Support Settlements MBA MCB B MCD (c) Free-Body Diagrams of Joints B and C 41.38 81.79 808 41.79 20.4 808 2 k/ft 2 k/ft 2 k/ft B4 427.7 B 427.7 A D 1.38 41.38 81.79 41.79 20.4 60.4 B, = 123.17 C, = 62.19 (d) Member End Moments and Shears 2 k/ft A 1.38 k 123.17 k 62.19 k 60.4 k FIG. 15.10 (e) Support Reactions
Transcribed Image Text:2 k/ft 20 ft -20 ft- -20 ft E = 29,000 ksi I= 7,800 in.+ (a) Continuous Beam A B C D VAB in. in. 1 in. B' IWCD D (b) Chord Rotations Due to Support Settlements MBA MCB B MCD (c) Free-Body Diagrams of Joints B and C 41.38 81.79 808 41.79 20.4 808 2 k/ft 2 k/ft 2 k/ft B4 427.7 B 427.7 A D 1.38 41.38 81.79 41.79 20.4 60.4 B, = 123.17 C, = 62.19 (d) Member End Moments and Shears 2 k/ft A 1.38 k 123.17 k 62.19 k 60.4 k FIG. 15.10 (e) Support Reactions
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