A 3 meter high W14 x 43 columns in a 5-Story steel braced frame is pinned at the top and bottom and has no intermediate bracing. Determine the available strength of the column. Use A992 steel. a) LRFD b) ASD
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- Select 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 coQ2) 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 DPu Pu Pu 7'-6" 7'-6" 7'-6" 7'-6" W24 x 207 The self weight of the beam has not been included in the estimated loads and needs to be accounted for . Determine the factored connection load PD=35k PL= 55k
- The 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 12Figure 1.5 m E -2 m- 3 kN D B -2 m 1 of 1 Identify the zero-force members in the truss. Check all that apply. BE DE CD AB AE BD BC Submit Drouido Foodbook Request AnswerA square hollow steel strut of thickness 10 mm is pin connected to two connector plates of thickness, 12 mm. The connector plates are welded to the base plate of thickness, 12mm. The base plate is fastened to the concrete base by 4-16 mm diameter anchor bolts. The diameter of the pin is 16 mm.
- 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.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.A plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.
- A circular hollow section (CHS) member is to be used as an internal column in a multi- storey building. The column has pinned boundary conditions at each end, and the inter-storey height is H m. The critical combination of actions results in a design axial force of Ned kN. Select a suitable CHS section and assess the suitability of application in grade S steel. NEd [H]Design Specifications 1st and 2nd floor Member Roof Deck Load (Typical) Live Load Item Superimposed Dead Load (Typical) Live Load Superimposed Dead a. b. C. For the structural plan attached, Hint: Self-weight B1 B2 Notes: 1. For simplicity, neglect self-weight of concrete slab B3 G1 G2 C1 C2 Design Loadings Application Slabs Slabs Slabs Slabs Value 4 3 2 3 4 4 4 Value 4 means pinned means continuous Assume all members have the same stiffness (same El) for simplicity 8 4 6 Unit kN/m kN/m kN/m kN/m kN/m kN/m kN/m Unit kPa kPa kPa kPa Determine the factored bending moment (LRFD) to be used in the design of Beam B1 in kNm. Determine the factored shear force (LRFD) to be used in the design of Girder G2 in kN. Determine the factored axial load (LRFD) to be used in the design of Column C1 in kN. -I T C2 G2 C1 G1 C1 5000 B3 1 B2 B1 B2 C2 C1 ∙H. GROUND FLOOR FRAMING PLAN C1 I G2 H G1 İ 8 C2 C1 G1 C1 5000 B3 1 B2 B1 + B2 1 B3 . C2 C1 I C1 SECOND FLOOR AND ROOF DECK FRAMING PLAN G1 G1