E. Combined Flexure and Axial Example E.3: Second Order Bending and Axial Given: Braced column with factored loads and end moments shown. Grade 50 steel. Fixed connections with no sidesway or lateral translation. MUYA = -144 kip ft. MuyB = 144 kip ft; Actual length is 21.5 ft. Required: Determine adequacy according to AISC. Axial Interaction

E. Combined Flexure and Axial Example E.3: Second Order Bending and Axial Given: Braced column with factored loads and end moments shown. Grade 50 steel. Fixed connections with no sidesway or lateral translation. MUYA = -144 kip ft. MuyB = 144 kip ft; Actual length is 21.5 ft. Required: Determine adequacy according to AISC. Axial Interaction

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

Q7/ A precast beam is to be used as a bridge over a small roadway. Concrete dimensions are b= 500 mm, and h = 700 mm. The effective depth d = 600 mm. Concrete and steel strengths are 42 MPa and 420 MPa, respectively. Using approximately one-half the maximum tensile reinforcement permitted by the ACI Code (select the actual size of bar and number to be used), determine the design moment capacity of the girder. If the beam is used on a 9 m simple span, and if in addition to its own weight it must support railings, curbs, and suspended loads totaling 7 kN/m, what uniform service live load limit should be posted?
For the truss loaded as shown, calculate the axial force in members BD, BE, and DE. Use method of joints.
The beam shown below is subjected to a uniform live load, ωL = 1k/ft. In addition, the beam must resist a superimposed dead load, ωD.S = 0.8k/ft as well as its self-weight. The concrete strength is 6,000 psi and the steel is Grade 60. The beam is not in contact with the ground or exposed to weather (hint: cover). Calculate the nominal and design shear strengths of the beam section. Is the beam shear design adequate? If so, redesign the beam to make the design more economical. If not, redesign the beam for shear to ensure the design is adequate per ACI 318-19 standards. . The beam shown below is subjected to a uniform live load, ωL = 1k/ft. In addition, the beam must resist a superimposed dead load, ωD.S = 0.8k/ft as well as its self-weight. The concrete strength is 6,000 psi and the steel is Grade 60. The beam is not in contact with the ground or exposed to weather (hint: cover). Calculate the nominal and design shear strengths of the beam section. Is the beam shear designadequate? If…
Determine the nominal axial compressive strength, Pn for the following cases: a. L= 15 ft b. L = 20 ft Note: Pinned both end support W10 x 33 A992 steel r = 1.94 in E = 29000 ksi L Fy = 50ksi Note: Ag = 9.71 in^2
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
4. A beam-column made of a W200x71 ASTM A992 steel, Class 1 section, is subject to factored axial compression C=1300KN and a factored transverse point load, P=100 kN, located as shown in the diagram below. Pt creates bending about the strong axis. The member has a length, L=4.0m, it is pinned at its ends and is part of an unbraced frame. Lateral torsional buckling is prevented thus does not apply. Determine whether or not this member is adequate as a beam column. 2L/3 L/3
Use the method of sections to determine the forces in members AB, FG, AH, AG, GH, BI, and CI. State whether the forces are in tension or compression. MEMBER FORCE FORCE TYPE AB FG AH AG GH BI CI
Question 6: Determine the LRFD design compressive strength for the shown built-up compression member composed of 2 channel (MC) sections welded to a plate. The effective buckling length of the member (KL=21 ft 2 in). Use steel with F, = 42 ksi. PL를X 12 KL = 21 A 2 in F, = 42 ksi Hint: Use parallel axis theorem to find moment of inertia about x and y axis. MC 13 x 50
with fbd please
Determine the design flexural strength in ft kips of a W12 x 35 of A242 (Fy = 50ksi) steel subject to a. Continuous lateral support. Blank 1 b. An unbraced length of 10 ft with Cb = 1.0. Blank 2 C. An unbraced length of 20 ft with Cb = 1.0. Blank 3 W12x35 ... 10.30 in2 d= 12.500 in. tw = 0.300 in. bf = 6.580 in. 0.520 in. T= 10-1/9 in. k= 0.8200 in. k1 = 0.7500 In. gage 3 1/2 In. it d'Af = 1.740 n. 3.88 205.00 n.4 Sx- 45.80 n.3 IX= 5.250 n. ly= Sy = 24.50 7.47 In.43 ry = 1.540 n. Zx = Zy = J= Cw = 51.20 n.3 n.3 11.50 0.74 in.4 879 n.6 a = 55.42 n. Wno = 19.60 m2 Sw= 18.80 n.4 9.75 in43 Qw =| 25.40 in.3
ㅏ 2m 2P 2m B Im 4cm 8cm 4cm 4cm 12cm 4cm An overhanging beam is constructed by four wood plates with rectangular cross-section by nails as shown in the figure. If the allowable stresses are oo-10 MPa and t-1 MPa: a) Determine the load P that the beam can carry safely. b) If each nail can support a shear force of Q=2 kN, determine the required nail spacing e using the load P calculated in question (a).
A W420x85 steel beam is fully restrained with a uniformly distributed live load of 25 kN/m. The beam has a span of 10m. Use A36 steel. Properties of W40 x 85 A = 10839 mm2 %D bf = 180 mm tf = 18 mm %3D tw = = 11 mm Ix = 310 x 106 mm4 %3D d = 420 mm (Note: Since this is a built-up section, for checking of web slenderness, use h = d - 2t;) %3D 1) Calculate the design shear strength of the section. Check if the section is adequate in shear. USE LRFD and U = 1.2D + 1.6L. %3D 2) Is the maximum deflection at the midspan of the beam due to live load adequate? 3) Calculate the maximum uniform live load that can be carried by the beam.