Q4-a) A laterally un-restrained simply supported beam 457 x 191 x 82 UB S 275 having span of 8 m designed to carry ultimate design load of 100 kN at center of beam as shown in figure Q4-a. Check the adequacy of the un-restrained beam between point A and B where beam is laterally intermittent restrained. Assumo

Q4-a) A laterally un-restrained simply supported beam 457 x 191 x 82 UB S 275 having span of 8 m designed to carry ultimate design load of 100 kN at center of beam as shown in figure Q4-a. Check the adequacy of the un-restrained beam between point A and B where beam is laterally intermittent restrained. Assumo

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

l8
Home Work (Compound Truss) For the truss shown in figure, find the axial forces for the members (HG), (GI) and (EI). Hint: take the part (EDFC) as free body diagram. 3m 2ml 2m 3m 2m 2m 5kN F G 2m 2m 2m 2m 3m
0.9D+1.3W (When considering the wind load during construction) Calculation of required strength for axial force, shear force and bending moment of AB, BC, and DE members in 3 hinged frame Factored Load Application status
35. For the beam loading of Figure P3-34, design the beam choosing a commercially available shape in standard SI units from Appendix 15 with the smallest cross-sectional area that will limit the bending stress to 100 MPa. R₂ 800 N -0.81 400 N 600 N --0.3 m--03 m--04m- B C |9.3m-22- 200 N
Home Work (Compound Truss) For the truss shown in figure, find the axial forces for the members (HG), (GI) and (EI). Hint: take the part (EDFC) as free body diagram. 3m 2ml 2m 3m 2m 2m 5kN F G 2m 2m 2m 2m 3m
616. For the beam loaded as shown in Fig. P-616, determine (a) the deflection and slope under the load P and (b) the maximum deflection between the supports. Ans: (b) Max. Ely = Pa³b/93 P + Ar Figure P-616 and P-617 k -L
a) Write and explain one advantage and onedisadvantage of using intermediate stiffeners in plate girders. b) If a plate girder design was initially determined to require intermediate stiffeners, but one optedtonot use them, how else could the plate girder be designed to achieve the same shaer capacity. c) A w-shepe beam is bent in bi-axial bending. All loading passes through its shear center. Please explain why the flexural strenght about its weak axis is the fullplastic moment capacity regardless of Lb
AW 21 x 93 A36 steel is used for a cantilever beam with a span of 5.0m PROPERTIES OF W 14 x 132 A = 17 600 mm? , = 862 x10 mm d = 549 mm 4 = 38.7 x10 mm tw = 14.7 mm bị = 214 mm t, = 23.6 mm The beam is used to carry a distributed dead load of 60kN/m and a distributed live load of 75KN/m A. Determine the shear flow at neutral axis. B. Determine the allowable shear capacity of the section using ASD NSCP 2001 C. Determine the design shear capacity of the section using LRFD NSCP 2015
Design a W section for a beam of A36 steel Fy=248 Mpa to carry a uniform load of 293 kN/m on a simply supported span of 1.5 m. Assume lateral bracing is adequate for stability Pa. has Properties of W sections available W 12 x 27 W 12x 31 W 14 x 26 Wt of beam 394.9 N/m 453.4 N/m 380.27 N/m Area 5129 5890 4948 Depth (d) Flange width (b) Flange thickness (t) Web thickness (tw) Moment of inertia (1,) Section Modulus (S,) 303.78 165.02 307.09 165-74 352.81 127.64 10.16 11.81 10.62 6.02 673 648 84.9 x 10° mm 560.4 x 10 mm 99.5 x 10 mm 101.56 x 10° mm nmer 674.3x 10 mm 575.2 x 10 mm ht to bnan