AW14 x 53 of Grade 70 steel is used as a compression member. It is 30 feet long, pinned at the top and fixed at the bottom, and has additional bracing in the weak direction. The column is braced (pinned) on its weak axis 10 ft form the top and bottom. What is the nominal strength in axial compression for the member? O 659 kips O 761 kips O 856 kips O 733 kips
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- A. A truss member is made with a pair of 4"x 3" x 3/8" angles with the long legs back to back. The angles are 36 ksi steel and are attached at the connection by a 3/8 in. plate running between the angles. The unbraced length is 12 feet and consider both ends fixed. What is the allowable axial load in compression? In tension? How does the compression capacity change if I connect them with a %" plate in between? Does it change tension capacity? (a) 12 C. A 28 foot column is braced top and bottom about the X-X axis and has K bracing as shown on the Y-Y axis only. It is built of A36 steel and is a W12 x 30 section. Can it support an axial load of 165 kips? State its actual capacity.determine the member stresses of the truss shown. indicate if the stress in the member is in tension or compression. present complete and neat solutions. p1-30kN W-25kN/m P2=51kN AH Av Im P₂ Im P₂ Im P₂ Im Av W 1.6mUSE NSCP 2010 A rectangular beam reinforced for both tension and compression barshas an area of 1450 mm² for compression bars and 4350 mm² fortension bars. The tension bars and compression bars are placed at a distance of 600 mm and 62.5 mm respectively from the top of thebeam. The beam width 300 mm, fc’ = 21 MPa, fy = 415 MPa andtension steel covering is 60 mm.If it is 8 m-simply-supported beam that carries three concentratedservice live loads P applied at three quarter points of the beam (exceptat the supports), neglecting the self weight of the beam, determine themaximum value of service load P in kiloNewtons.
- Q2) The members of the truss structure shown below is plain concrete. The compressive strength of the concrete is 25 MPa. Compute the maximum load P that can be carried by the structure. (Cross section of each member of the truss is 200 x 200 mm and don't use material factors and do not consider slenderness) Comment on your results briefly. P A& 2m SC 2 m 1380 2m DDetermine the kind of amount of stress in members of the truss shown by the method of joints or method of section P1 = 12KN P2 = 20KN P3 = 30KN P4 = 40KN P5 = 50KN U 2 U 5 Lo L1 L, L3 L4 L5 P P 5 P 1 P 2 P3 Span = 6 m at 1 m e ach pan el He ight of tru ss = 2 mThe below figure represents a section of a pre- stressed beam. For a no-tension design where a is the permissible stress in concrete, the total moment carrying capacity is (a) (c) d/2 bd² 6 d/2 bd²oc 3 -b- (b) (d) bd² oc 4 bd²a 12
- 4.3-4 Determine the available strength of the compression member shown in Figure P4.3-4. in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. 15 HSS 10x6x ASTM A500, Grade B steel (Fy=46 ksi) 2/3A rectangular tied braced column is reinforced with 6-28mm bars as shown in the figure below. Check the adequacy of the column for the following gravity loads: - - - - - - Service dead load = 1050kN Service live load = 850 kN Service dead load moment = 39 kN-m Service live load moment = 27 kN-m top=bott. = 1.0 40 lu = 5.0m f = 27.6 N/mm², fy = 414 N/mm² axis of bending 500mm Ties 10mm@300c/c } 350mm At eccentricity of 40mm P M +40 + 500mm MU +40- P Top end Bott. endSelect all zero-force members in the truss shown below. Check the box for zero- force members 3 m 3 m 12 m, 8 @ 1.5 m DE O LK ЕР O HF O BC BM EF OM CD BN LO O DK FI O co
- A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.Use the composite beam tables and select a W-shape and stud anchors for the following conditions: Span length = 18 6 Beam spacing = 9 ft Total slab thickness = 51 2 in. (the slab and deck combination weighs 57 psf). Lightweight concrete with a unit weight of 115 pcf is used Construction load = 20 psf Partition load = 20 psf Live load = 225 psf Fy=50 ksi and fc=4 ksi A cross section of the formed steel deck is shown in Figure P9.8-9. The maximum live-load deflection cannot exceed L/360 (use a lower-bound moment of inertia). a. Use LRFD. b. User ASD.If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.