Use A992 steel and compute the nominal compressive strength of a WT12 x 51.5 with an effective length of 4.88 m with respect to each axis. Evaluate using LRFD and ASD.
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Use A992 steel and compute the nominal compressive strength of a WT12 x 51.5 with an effective length of
4.88 m with respect to each axis. Evaluate using LRFD and ASD.
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- Is the beam shown below adequate for moment stresses? Use LRFD. Take the elastic section modulus as 123.0 in3, Steel yield stress as 59.72 ksi, and use wuL2/8 to calculate the required moment strength.Compute the nominal compressive strength for a WT10.5 x 91 with an effective length of 18 feet with respect to each axis. Use A992 steel and the procedure of AISC Section E4 (not the column load tables).A W 14 x 500 is used as a beam to support a concrete floor system. The floor is to carry a total load of 120 kPa. The beam is simply supported over a span of 7 meters. Assume the beam is laterally supported over its length, the allowable bending stress is 0.66Fy, and the allowable shear stress on gross section is 0.4Fy. Use A36 steel with Fy = 250 MPa. Determine the following:a. center-to-center spacing of the beams without exceeding the allowable bending stressb. center-to-center spacing of the beams without exceeding the allowable shear stress.
- A W21 × 101 is used as a compression member with one end fixed and the other end free. The length is 9m. Fy = 345 MPa. 1. What are the slenderness limits for the W-section?2. What is the nominal compressive strength?Analyze the beam section shown below reinforced with 4 - 16mm bars. Use f'c=21 MPa and fy=415 MPa. a) Determine the ultimate moment capacity of the beam in kN-m b) Determine the required area of reinforcing steel at balanced condition, in mm^2 c) If the given section is reinforced with 10-16mm bars, determine its ultimate moment capacity in kN-mA W8 x 31 of A992 steel (Fy = 50 ksi) is used as a beam with lateral support at 5-foot intervals. Assume that C6 = 1.0 and compute the nominal flexural strength.For W8 × 31: 2t= 9.19. Zx = 30.4 in.3, Sx = 27.5 in.8, Lp = 7.18 ft.
- A rectangular beam has dimensions of 250 mm width and an effective depth of 430 mm. It is subjected to shear dead load of 102 kN and shear live load of 114 kN. Use f'c = 20.7 MPa and fyt = 276 MPa for 12 mm diameter U-stirrup. Design the required spacing of the shear reinforcement.Determine the design compressive strength and allowable compressive strength of W10 x 19 of A992 steel column a length of 16 feet and is fixed in lower ends and hinge in upper end. (Fy=345 MPa)Does the column shown below have enough available strength to support the given working loads?Use LRFD. Take E=20,232 ksi ,ry=2.3 in, K=1,Fy=59.0 ksi, Ag=32.7 in
- Determine the flexural strength of a W14x 68 of A572 Grade 50 steel subject to a. Continuous lateral support. b. An unbraced length of 20 ft with Cb = 1.0. c. An unbraced length of 30 ft with Cb = 1.0.A W 360 x 44 of A992 steel column (Fy =345 MPa) having a length of 4m is fixed at both ends. Compute the effective width, be, of the slender web.Compute the value of reduction factor, Q, due to slender elementsin compression members.Compute the nominal compressive strength of the W-section.Properties of W 360 x 44Ag = 5710 mm2d = 351 mmbf = 171 mmtf = 9.78 mm tw = 6.86 mmkdes = 19.9 mmk1 = 19.1 mmrx = 146 mmry = 37.8 mmA steel section has the following properties: A = 0.012 m^2 rt = 0.053m tf = 0.016m Sx = 0.00208 m^3 d=0.210m Fy=248MPa The 5m Beam is subjected to an axial tensile load of 20 kN and a uniformly distributed lateral load of 15 kN/m. a. Compute the axial tensile stress if axial load only existed. b. Compute the axial tensile stress if bending only existed. c. Compute value of both axial and bending moment interaction value.