A beam is simply supported and has a span of 12 m. The beam is a W33x240 with Ex-345 MPa. Compute the allowable (ASD) and ultimate (LRFD) uniformly distributed load that can be safely carried by the beam including its weight: A. If the compression flange has lateral supports only at its ends and the midspan. Express your answer in kN/m. (ASD) B. If the compression flange has lateral supports only at its ends and the midspan. Express your answer in kN/m. (LRFD)

A beam is simply supported and has a span of 12 m. The beam is a W33x240 with Ex-345 MPa. Compute the allowable (ASD) and ultimate (LRFD) uniformly distributed load that can be safely carried by the beam including its weight: A. If the compression flange has lateral supports only at its ends and the midspan. Express your answer in kN/m. (ASD) B. If the compression flange has lateral supports only at its ends and the midspan. Express your answer in kN/m. (LRFD)

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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1/ Calculate maximum deflection of the beams 2/ Check the suitability of the section assuming the code limitation of L/240. 3/ If maximum deflection doesn’t meet the code requirement, propose your solution
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A beam is simply supported and has a span of 12 m. The beam is a W33×240 with Ey=345 MPa. Compute the allowable (ASD) and ultimate (LRFD) uniformly distributed load that can be safely carried by the beam including its weight: A. If the length of the beam is 14m and the compression flange has lateral supports only at its ends and the midspan. Express your answer in N/m. (ASD) B. If the length of the beam is 14m and the compression flange has lateral supports only at its ends and the midspan. Express your answer in kN/m. (LRFD)| (Ctrl) Properties of W33×240: Weight = 3.51 kN/m tw = 21.08 mm x = 352.54 mm A = 45,548 mm? Ix = 5,660.75 × 10® mmª ry = 92.34 mm d = 850.9 mm ly = 388.34 × 10® mm Jc = 14.51 x 106 mm* bị = 402.97 mm Sx = 13,322.68 × 10° mm3 ris = 105.92 mm %3D t = 35.56 mm Sy = 1,933.67 x 10° mm3 %3D
The compression member shown is made of HE300B section. If Fy is equal to 320 MPa:a) Check the section for local buckling. b) Determine the maximum compressive service load that can be supported if the live load is twice as large as the dead load.
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2. Determine the lightest W-shape for a column 30' tall in a braced frame. The column is braced at mid-height in the weak direction. The loads are 100k dead load and 200k live load. The bottom of the column is pinned and the top of the column is constrained in rotation.* Use A572 Grade 60 steel. *Not tronslation.
Problem 1.A compression member is 30 feet long. It is made up of ASTM A500 Grade B (Fy= 46 ksi and Fu = 58 ksi) rectangular HSS 12x8x3/16. Assume k-value equals to 1.0 and Q= 1.0 . If the member carries an axial load composed of 26 kips dead load and 77 kips live load, is the member adequate? Use E=29000 ksi. a. Solve for the gross area.b. Compute for the design strength against squash load.c. Solve for the moment of inertia and radius of gyration for both axes. (X-X and Y-Y)d. Compute for the design strength against global buckling.e. Solve for kL/rfor both axes.(X-X and Y-Y)f. Solve for Fcr.g. Solve for design strength against local buckling.Check first if Local Buckling is applicable.h. Compute for the ultimate load to be carried by the member. Use LRFDLoad Combination.i. Does this member have enough strength? Why or why not?
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Example 2 (H.W) : For the simply supported beam of section shown in figure below, calculate the flexural stresses at ends and mid-span at all loading stages, then check these stresses with ACI limitations use fei' = 29 MPa, fe'= 35 MPa, Fpi= 1300 MPa, final losses =20 % live load= 5 kN/m, dead load =5 kN/m in addition to its own weight, span length= 13 m, class U and all live load is sustained. 600 mm 75 mm 700 mm I 50 mm 100 mm 100 mm
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A simply supported rectangular beam of span 'L' and depth 'd' carries a central load 'W'. The ratio of maximum deflection to maximum bending stress is A. L²/6 Ed C. L²/ 48 Ed B. L²/8 Ed D. L²/ 12 Ed