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30'-0" (typical) W 24 x 55 W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.) - (2½") 36'-0" (typical) W 12 x 22 ) 28 K W 24 x 55 W 12 x 16 (TOS)-(2) (3) 28 K 9's W 24 x 55 W 12 x 16 3.0 ft. O.C. W 12 x 22 2nd and 3rd Floor Plans (2) 28 K 9's W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 12 x 22 (9) 28 K 9's 3.0 ft. C (2) 28 K 9's W 16 x 26 W 24 x 68' (T.O.S.) (2½") W 12 x 22 S-6 (9) 28 K 9's 3.0 ft. O.C. W 12 x 22 9) 28 K 9's 3.0 ft. O.C W 27 x 84 W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 16 x 26 ) 28 K 3.0 ft. 0.0 W 27 x 84 ) 28 K 3.0 ft. O.C. W 12 x 22 W 24 x 84 (T.O.S.)-(2½") W 12 x 16 2) 28 K 9's W 21 x 44 (T.O.S.)-(2½") W 24 x 84 (T.O.S.) (2½") W 21 x 44 (T.O.S.)-(2½") AISC Office Building Steel Building Case Study Lawrence, Kansas A ISC Design Engineers Sheet #: S-2 Scale: 3/32" = 1'-0" Sheet: 2 of 9

30'-0" (typical) W 24 x 55 W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.) - (2½") 36'-0" (typical) W 12 x 22 ) 28 K W 24 x 55 W 12 x 16 (TOS)-(2) (3) 28 K 9's W 24 x 55 W 12 x 16 3.0 ft. O.C. W 12 x 22 2nd and 3rd Floor Plans (2) 28 K 9's W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 12 x 22 (9) 28 K 9's 3.0 ft. C (2) 28 K 9's W 16 x 26 W 24 x 68' (T.O.S.) (2½") W 12 x 22 S-6 (9) 28 K 9's 3.0 ft. O.C. W 12 x 22 9) 28 K 9's 3.0 ft. O.C W 27 x 84 W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 16 x 26 ) 28 K 3.0 ft. 0.0 W 27 x 84 ) 28 K 3.0 ft. O.C. W 12 x 22 W 24 x 84 (T.O.S.)-(2½") W 12 x 16 2) 28 K 9's W 21 x 44 (T.O.S.)-(2½") W 24 x 84 (T.O.S.) (2½") W 21 x 44 (T.O.S.)-(2½") AISC Office Building Steel Building Case Study Lawrence, Kansas A ISC Design Engineers Sheet #: S-2 Scale: 3/32" = 1'-0" Sheet: 2 of 9

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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Question
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Consider the floor framing plan included on the next page. Using an unfactored floor dead load
of 75 pounds per square foot and an unfactored floor live load of 65 pounds per square foot,
complete the following:

Determine the minimum required design load and design moment for the W24x68 girder
spanning between column A3 and column B3. 

30'-0" (typical) W 24 x 55 W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.) - (2½") 36'-0" (typical) W 12 x 22 ) 28 K W 24 x 55 W 12 x 16 (TOS)-(2) (3) 28 K 9's W 24 x 55 W 12 x 16 3.0 ft. O.C. W 12 x 22 2nd and 3rd Floor Plans (2) 28 K 9's W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 12 x 22 (9) 28 K 9's 3.0 ft. C (2) 28 K 9's W 16 x 26 W 24 x 68' (T.O.S.) (2½") W 12 x 22 S-6 (9) 28 K 9's 3.0 ft. O.C. W 12 x 22 9) 28 K 9's 3.0 ft. O.C W 27 x 84 W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 16 x 26 ) 28 K 3.0 ft. 0.0 W 27 x 84 ) 28 K 3.0 ft. O.C. W 12 x 22 W 24 x 84 (T.O.S.)-(2½") W 12 x 16 2) 28 K 9's W 21 x 44 (T.O.S.)-(2½") W 24 x 84 (T.O.S.) (2½") W 21 x 44 (T.O.S.)-(2½") AISC Office Building Steel Building Case Study Lawrence, Kansas A ISC Design Engineers Sheet #: S-2 Scale: 3/32" = 1'-0" Sheet: 2 of 9
Transcribed Image Text:30'-0" (typical) W 24 x 55 W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.)-(2½") W 21 x 44 (T.O.S.) - (2½") 36'-0" (typical) W 12 x 22 ) 28 K W 24 x 55 W 12 x 16 (TOS)-(2) (3) 28 K 9's W 24 x 55 W 12 x 16 3.0 ft. O.C. W 12 x 22 2nd and 3rd Floor Plans (2) 28 K 9's W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 12 x 22 (9) 28 K 9's 3.0 ft. C (2) 28 K 9's W 16 x 26 W 24 x 68' (T.O.S.) (2½") W 12 x 22 S-6 (9) 28 K 9's 3.0 ft. O.C. W 12 x 22 9) 28 K 9's 3.0 ft. O.C W 27 x 84 W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 24 x 68 (T.O.S.) (2½") W 16 x 26 ) 28 K 3.0 ft. 0.0 W 27 x 84 ) 28 K 3.0 ft. O.C. W 12 x 22 W 24 x 84 (T.O.S.)-(2½") W 12 x 16 2) 28 K 9's W 21 x 44 (T.O.S.)-(2½") W 24 x 84 (T.O.S.) (2½") W 21 x 44 (T.O.S.)-(2½") AISC Office Building Steel Building Case Study Lawrence, Kansas A ISC Design Engineers Sheet #: S-2 Scale: 3/32" = 1'-0" Sheet: 2 of 9
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