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D 10.25 in. in. N0.375 in. I in. 0.5 in. 0.75 in 2 k/ft 1.0 in. A, –20 ft +20 ftH E = 29,000 ksi 1=7,800 in.4 D, Chord of – 20 ft- prinary beam C, (b) Support Settlements (a) Indeterminate Beam 2 k/ft A, =0 Af B Ay = 1.098 k Cy = 61.451 k B, = 122.373 k D, = 60.176 k Reactions 81.275 41.275 B -1.098 -20.176 -41.098 -60.176 Shear diagram (k) 803.54 A B -421.96 Bending moment diagram (k-ft) (c) Support Reactions and Shear and Bending Moment Diagrams for Continuous Beam FIG. 13.21

D 10.25 in. in. N0.375 in. I in. 0.5 in. 0.75 in 2 k/ft 1.0 in. A, –20 ft +20 ftH E = 29,000 ksi 1=7,800 in.4 D, Chord of – 20 ft- prinary beam C, (b) Support Settlements (a) Indeterminate Beam 2 k/ft A, =0 Af B Ay = 1.098 k Cy = 61.451 k B, = 122.373 k D, = 60.176 k Reactions 81.275 41.275 B -1.098 -20.176 -41.098 -60.176 Shear diagram (k) 803.54 A B -421.96 Bending moment diagram (k-ft) (c) Support Reactions and Shear and Bending Moment Diagrams for Continuous Beam FIG. 13.21

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 reactions and draw the shear and bending moment diagrams for the three-span continuous beam shown in Fig. 13.21(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 method of consistent deformations.

D 10.25 in. in. N0.375 in. I in. 0.5 in. 0.75 in 2 k/ft 1.0 in. A, –20 ft +20 ftH E = 29,000 ksi 1=7,800 in.4 D, Chord of – 20 ft- prinary beam C, (b) Support Settlements (a) Indeterminate Beam 2 k/ft A, =0 Af B Ay = 1.098 k Cy = 61.451 k B, = 122.373 k D, = 60.176 k Reactions 81.275 41.275 B -1.098 -20.176 -41.098 -60.176 Shear diagram (k) 803.54 A B -421.96 Bending moment diagram (k-ft) (c) Support Reactions and Shear and Bending Moment Diagrams for Continuous Beam FIG. 13.21
Transcribed Image Text:D 10.25 in. in. N0.375 in. I in. 0.5 in. 0.75 in 2 k/ft 1.0 in. A, –20 ft +20 ftH E = 29,000 ksi 1=7,800 in.4 D, Chord of – 20 ft- prinary beam C, (b) Support Settlements (a) Indeterminate Beam 2 k/ft A, =0 Af B Ay = 1.098 k Cy = 61.451 k B, = 122.373 k D, = 60.176 k Reactions 81.275 41.275 B -1.098 -20.176 -41.098 -60.176 Shear diagram (k) 803.54 A B -421.96 Bending moment diagram (k-ft) (c) Support Reactions and Shear and Bending Moment Diagrams for Continuous Beam FIG. 13.21
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