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

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Problem 2 Figures on page 3 show the partial framing plan and elevations of a three story steel structure. The floor dead load is 60 psf and the floor live load is 80 psf. The roof dead load is 20 psf and the roof live load is 10 psf. Assume that the stair load is the same as the floor load. Using the LRFD load combinations, find the: (a) (b) (c) (d) (e) Ultimate loading for the beams B-1 through B-9, located on the second level. Ultimate loading for the beams RB-1 through RB-9, located on the roof. Ultimate loading for the girders G-3 through G-5, located on the second level. Ultimate loading for the girders RG-3 through RG-5, located on the roof. Ultimate loading for the columns G-1 through G-3, H-1, and H-2 between the first and second levels. Compare the loading in columns G-3, H-1, and H-2 by adding up the loads transfered to them from the beams and the girders they support, and the tributary areas. Maximum shear and moments for the beams B-2, B-4, G-3, and G-4, on the second…
Knowing that fy = 60, 000 psi, determine whether the beam shown below satisfy the 9 Code crack control provisions. No. 3 stirrup 1" clear 2 No. 8 bars 2 No. 9 and 2 No. 8 bars cover 12"
2. Roof joists are spaced at 2m and span 6m between supporting girders, and joist depth of 600mm. The allowable deflection limits for OWSJ are L/360 under snow load. The OWSJS are subjected to a dead load of 2.96kPa which includes the estimate joist weight of 0.15kPa, an occupancy load of 2.4kPa, and the following: SULS 1.99kPa SSLS = 1.25kPa Select a suitable OWSJ which satisfies the limit states design.
Can you please solve the calculations with equations and step by step and use space Gass software for diagrams?I will be grateful to you for this help.All the best and Thank you so much in advance.