16 ft 8 ft 8 ft 一年 JU Deal-column member The memer is A992 steel (Fy=50 ks member is laterally braced at its ene Pp = 100 k P= 150 k PL= 10 k %3D Pp = 100 k PL = 150 k 1.052 O 1.034 O 0.964 O 0.943
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- A 14 ft long W12 x 65 beam-column is part of a braced frame and supports service loads of Pp = 180 k and PL 110 k. These loads are applied to the member at its upper end with an eccentricity of 3 in so as to cause bending about the major axis of the section. Check the adequacy of the member if it consists of A992 steel. Assume C, Cmx = 1.0. %3D %3D = 1.0 andStructural mechanics - The ultimate tensile strength of mild steel is 200 N/mm2. A tie of equal legs angle section has to carry an axial pull of 150 kN. Decide suitable dimensions of the section if the mean thickness is 10 mm. Take factor of safety as 2.Determine the forces in all of the members of the following trusses. Summarize your answers in the table. Show complete solution. G H F 15 ft 30 ft A E Joočõoo Jo000 B C D - 40 ft- 40 ft- 40 ft 40 ft- 25 k 20 k Member Force Tension or Compression 1. AH 2. HG 3. GF 4. FE 5. ВН
- A simply supported beam with span of 6.5 m is subjected to a counterclockwise moment at the left support and a clockwise moment at the right equal to 30% of the moment at the left support, both acting in the plane of the minor axis of the beam. The beam is not restrained against lateral buckling. The beam is A36 steel with yield strength Fy = 248 MPa. Properties for this problem are: rT = 0.053 m d = 0.60 m bf = 0.200 m tf = 0.015 m S = 0.00211 m3 Determine the allowable flexural stress in the compression flange, in MPa. Determine the maximum value of the moment at the left support, in kN-m.A beam is built-up from the following A36 plates: 420x20 plates as flanges and 500x20 plate as web. The beam is simply-supported and subjected to concentrated load at midspan. The member is laterally supported at the ends only Limiting L Values:Lp = 4.762 mLr = 11.810 m Section Properties:A = 27200 mm2Ix = 1 370 026 667 mm4Sx = 5 269 333.333 mm3rx = 224.430 mmIy = 246 960 000 mm4Sy = 1 176 000 mm3ry = 95.286 mmJ = 3 626 666.667 mm4c = 1.0 (doubly symmetric I-shaped member)rts = 110.753 mmho = 520 mm Compute for the ultimate moment capacity (in kN-m) of the beam if it spans 10m. Please answer this asap.for upvote.thanksQuestion # 1: Determine the force in each member of the truss and state if the members are in tension or compression. 300 lb 600 15 B 60015 GOO G 11. 244in. 6 ft load at point B, D, F = 600 lb load at pount A and H=300 lb distance AC = CE =EG = GH = 8FT -80---SA- [Answer: FAB=15001b-C. Fac-12001b-T, Fac0, For-12001b-T, Fan+ 12001b-C, F₁-601b-C. Form 721h-T, Use symmetry to obtain the rest of the members]
- A beam is built-up from the following A36 plates: 420x20 plates as flanges and 500x20 plate as web. The beam is simply-supported and subjected to concentrated load at midspan. The member is laterally supported at the ends only. Limiting L Values:Lp = 4.762 mLr = 11.810 m Section Properties:A = 27200 mm2Ix = 1 370 026 667 mm4Sx = 5 269 333.333 mm3rx = 224.430 mmIy = 246 960 000 mm4Sy = 1 176 000 mm3ry = 95.286 mmJ = 3 626 666.667 mm4c = 1.0 (doubly symmetric I-shaped member)rts = 110.753 mmho = 520 mm Compute for the ultimate moment capacity (in kN-m) of the beam if it spans 4m. Please answer this asap. For upvote Thank you so muchA compound steel (E = 30,000 ksi) bar is subjected to the loads shown. Bar (1) has a cross-sectional area of A1 = 0.35 in.2 and a length of L1 = 105 in. Bar (2) has an area of A2 = 0.35 in.2 and a length of L2 = 115 in. Bar (3) has an area of A3 = 0.13 in.2 and a length of L3 = 35 in. The loads and angles are P = 30 kips, α = 38°, Q = 10 kips, β = 62°, and R = 12 kips. Determine the vertical deflection of end A. A downwards deflection is positive, while an upwards deflection is negative.Calculate the area A of the A36 steel truss member by , where Fmax is the highest load in the truss members,
- A compound steel (E = 30,000 ksi) bar is subjected to the loads shown. Bar (1) has a cross-sectional area of A₁ = 0.30 in.² and a length of L₁= 115 in. Bar (2) has an area of A2 = 0.30 in.² and a length of L₂ = 130 in. Bar (3) has an area of A3 = 0.20 in.2 and a length of L3=45 in. The loads and angles are P = 22 kips, a = 38°, Q = 15 kips, ß = 61°, and R = 10 kips. Determine the vertical deflection of end A. A downwards deflection is positive, while an upwards deflection is negative. D (1) L₁ (2) B Tox A -U R 24°C Cloudy (3) Q L2 L3A compound steel (E = 30,000 ksi) bar is subjected to the loads shown. Bar (1) has a cross-sectional area of A1 = 0.30 in.2 and a length of L1 = 115 in. Bar (2) has an area of A2 = 0.30 in.2 and a length of L2 = 130 in. Bar (3) has an area of A3 = 0.20 in.2 and a length of L3 = 35 in. The loads and angles are P = 29 kips, α = 37°, Q = 10 kips, β = 55°, and R = 14 kips. Determine the vertical deflection of end A. Consider a free body diagram that cuts through member (1) and includes the free end of the bar. Calculate the internal force and the deformation that occurs in member (1). Tension and elongation are positive, while compression is negative.A compound steel (E = 30,000 ksi) bar is subjected to the loads shown. Bar (1) has a cross-sectional area of A₁ = 0.35 in.² and a length of L₁ = 95 in. Bar (2) has an area of A₂ = 0.35 in.² and a length of L₂ = 130 in. Bar (3) has an area of A3 = 0.15 in.² and a length of L3 = 30 in. The loads and angles are P = 28 kips, a = 33°, Q = 16 kips, B = 61°, and R = 13 kips. Determine the vertical deflection of end A. A downwards deflection is positive, while an upwards deflection is negative. D (1) Li P B B A (2) (3) VR B O P L2 L3