Situation 3. A W12x81 is used as a column. The effective length in either principal direction is 20ft. Using A992 steel, determine the axial compressive strength (ASD & LRFD). Properties of WT12x81: A = 23.9 in.² d = 12.5 in. by - 13.0 in. t = 1.22 in. tw = 0.705 in. 1x == 3.50 in. ry = 3.05 in. by/2t, = 5.31 d/tw = 17.7 y = 2.70 in. Ix = 293 in.* ly = 221 in. J = 9.22 in.
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- A W12x79 of A573 Grade 60 (Fy = 415 MPa) steel is used as a compression member. It is 6.6 m long, fixed at the top and bottom, and has additional support in the weak direction at mid-height. Properties of the section are as follows: A = 14,500 mm^2 Ix = 258.6 x 10^6 mm^4 Iy = 84.375 x 10^6 mm^4 Calculate the effective slenderness ratio with respect to strong axis buckling using theoretical value of k.12 A W12x79 of A573 Grade 60 (Fy = 415 MPa) steel is used as a compression member. It is 6.8 m long, fixed at the top and bottom, and has additional support in the weak direction at mid-height. Properties of the section are as follows: A = 14,500 mm^2 Ix = 258.6 x 10^6 mm^4 Iy = 84.375 x 10^6 mm^4 Calculate the critical slenderness ratio with respect to weak axis buckling using theoretical value of k.Question (1): A rectangular beam has a width b = 400 mm, and effective depth d = 850 mm and a total height h = 900 mm. The beam is subjected to an ultimate moment Mu = 1500 kN.m and an ultimate shear force Vu = 700 kN. 1- ) Design the beam for flexure to calculate the required area of steel. 2-) Using stirrups Φ 10 mm ( No.10) diameter, calculate the required spacing (s) between the stirrups at the ultimate shear force section. For all questions, Use f’c= 28 MPa and Fy= 420 MPa
- 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 mmThe rigid bar BC is supported by the steel rod AC of cross-sectional area 0.35 in2. Find the vertical displacement (in inches and absolute value) of point Ccaused by the 2684-lb load if x = 9.9 ft and θ = 49.3ᵒ. Use E = 29213 ksi for steel. Note: Round off the final answer to four decimal places.A W12x79 of A573 Grade 60 (Fy = 415 MPa) steel is used as a compression member. It is 8 m long, pinned at the top fixed at bottom with additional lateral support at mid height in the weak direction. The properties are as follows: Ag = 14,500 sq.mm, Ix= 258.6 x10^6 mm ^4 Iy=84.375 x 10^6 mm^4. 55. calculate the critical slenderness ratio with buckling about strong axis.
- Read the question carefully and give me right solution according to the question. A W12x79 of A573 Grade 60 (Fy=415 MPa) steel is used as a compression member. It is 8 m long, pinned at the top fixed at the bottom, and has additional support in the weak direction at mid-height. Properties of the section are as follows: A = 14,500 mm^2 Ix = 258.6 x 10^6 mm^4 Iy = 84.375 x 10^6 mm^4 Calculate the effective slenderness ratio with respect to strong axis buckling using theoretical value of k.Situation 17. A w12x79 of A573 Grade 60 (Fy-415MPa) steel is used as a compression member. It is 8m long pinned at the top fixed at bottom with additional lateral support at mid height in the weak direction. The properties are as follows Ag=14,500 sq.mm = 258.6x10^6 mm^4 Iy=84.375x10^6 mm^4 Calculate the critical slenderness ratio with buckling about strong axis. calculate the critical slenderness ration with buckling about weak axis. calculate the flexural buckling stress Fcr in MPAThe beam-column in the figure below is a member of a braced frame. A second-order analysis was performed with factored loads and reduced member stiffnesses to obtain the moments and axial force shown. Use LRFDand determine whether this member is adequate. Suppose that P = 165 kFor W10 x 60 with L, = 15 ft and C6 = 1.0: ф,M, = 257 ft-kips, ф,M, = 280 ft-kips;for Lc = 15 ft: cPr = 556 kips.
- P10.10. A W27×94 section of A572 Grade 50 steel 34 feet long, it is used as a simply supported beam. It is subjected to a factored concentrated load of 90 kips at 12 feet from each support. In addition, the beam is subjected to a factored moment of 340 kips-ft at its left end (counterclockwise). Neglect the self-weight of the beam in the calculations, and check whether the beam is safe according to the LRFD. Lateral support is only provided at the ends and load points.A W12x79 of A573 Grade 60 (Fy = 415 MPa) steel is used as a compression member. It is 8 m long, pinned at the top fixed at bottom with additional lateral support at mid height in the weak direction. The properties are as follows: Ag = 14,500 sq.mm, Ix= 258.6 x10^6 mm ^4 Iy=84.375 x 10^6 mm^4. 58. Calculate the nominal axial strength of the column in KNCompute for the force in members FH, GH, and GI (USE METHOD OF SECTIONS) *For load P, take the last digit of your ID number example: ID # : 2187525, then P= 5 kN IF ZERO IS THE LAST DIGIT, TAKE THE 2ND TO THE LAST DIGIT example: ID #: 2187520, then P= 2 kN