12 ft. 15 ft W B D 3 ft -6 ft- 6000 lb-ft
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solve all forces, w= 450 lb/ft
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- FOLLOW INSTRUCTIONS AND WITH FBD FOR UPVOTE THANKS. DO AMM ONLY. DO AMM ONLYA W 250 x 49 steel column 6.0m long must support an axial load of 140kN plus an eccentric load p applied on the minor axis at a point 178mm from major axis. Determine the value of P using AISC Specs, with Fb = 138Mpa, Fy = 250Mpa, and k = 1.0. Properties of W 250 x 49: A = 650mm2, Sx = 572 x 103mm3, ry = 49.20mm, rx = 106mm. Using AISC Column-Interaction formula: fa/Fa + fb/Fb = 1.0 where, fa = actual axial compressive stress = F/A, fb = actual compressive bending stress = M/Sx, Fa = allowable axial compressive stress, Fb = allowable compressive bending stress.Determine all zero member foce by fast way.
- At-beam has a width of flange equal to 700mm and a thickness of 100mm. It has an effective depth of 450mm and the width of the web section is 350mm. It is reinforced at the bottom with a steel area of 2925sq.mm. fc'=17.24MPa, fy=413.7MPa. The depth of the compression block is _mm. A. 136.00mmB. 146.00mmC. 126.00mmD. 156.00mmPrblm. 7b.d(mm)=125 q(kN/m)=3.0 F(kN)=2.0 T allow(MPa)= 2.5
- please solve according to ACI 318M-19Compute the value of EIb at the right end of the overhanging beam. ‘0 360 1b 120 1b/ft1. Channel section and angular section with longer leg vertical Given: Channel section C9x13.4 Wide Flange Section W10x33 Angle section L6x4x 3/4 a. Area b. Centroid c. moment of inertia (lx and ly) d. section modulus ( Sx and Sy) e. radius of gyration ( rx and ry)