A column is to support an axial dead load of 900 kN and an axial live load of 1240 kN. Use fy = 414 MPa and f’c = 27.6 MPa. Assume 2% steel ratio and use 28 mm main bars and 10 mm ties/ spiral. Use NSCP 2015- and a 30-mm steel cover
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A column is to support an axial dead load of 900 kN and an axial live load of 1240 kN. Use fy = 414 MPa and f’c = 27.6 MPa. Assume 2% steel ratio and use 28 mm main bars and 10 mm ties/ spiral. Use NSCP 2015- and a 30-mm steel cover
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- AWT205 x 30 structural steel section (see Appendix B for cross-sectional properties) is used for a 9.7 m column. Assume pinned connections at each end of the column. Determine: (a) the slenderness ratio. (b) the Euler buckling load. Use E = 200 GPa for the steel. (c) the axial stress in the column when the Euler load is applied. Answer: (a) Slenderness ratio - i (b) Per kN (c) a = MPaThere is a 6m long column. Its section is made up by 3 steel plates welding flame cutting automatic welding flange side. The two sides of column are pinned. And there is a supporting point at the middle of column in x-direction. Determine the axial compression resistance. a. Use Q390 steel b. Use Q235 steel c. Discuss the effect of steel grąde (yield stress) on the compressive behavior of column. 280 IN otf fot 3m mA 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. end
- Compute for the nominal moment capacity of the beam section as shown: fc=28 MPa fy=414 MPa, B=0.85 and assume steel yields. Then compute for the actual Es.Qz- Find the, Critical load Pe using E=2x1ổ Pc Pery 4mUSE 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.
- A concrete circular column with a radius of 350mm has f'c-25 MPa and is braced against sidesway. The column is assumed to be pinned on both ends with an unsupported length is 6.1meters. The column is subjected to the following service loads: Axial Dead Load =350 kN Axial Live Load=480 kN Moment due to Dead Load on the top of the column = 125 kN-m Moment due to Dead Load on the bottom of the column = 60 kN-m Moment due to Live Load on the top of the column = 122 kN-m Moment due to Live Load on the bottom of the column = 75 kN-m. If the moments bent the column in a singular curve, determine the following: 1. Critical Load on the column, kN 2. Moment Magnifying factor 3. Design Moment of the column, kN-m.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 DDesign a rectangular beam to carry a live load of 1.5 kips/ft and a dead load of 1.5 kips/ft inn addition to the beam weight for a simple span of 32 ft use an approximate steel ratio P of about 0.375 of the balanced amount and also satisfy aci table 9.5 use fc' 4000 psi fy 40.000 psi and dy=60.000 psi
- Grath fas A cantlever AB o erath lm carries a from klev. uniformly distributed load, wNm fe fired end A to the free end B. Te the cantilever Consista a horizontal thicknees lomm and with 120mm as shown in fhe below, plars plate4 figure calculate the total permiseiblé diafribte load,wif the meximum bending Stress is not exceeding 10OMH/mt. Ignore the grore te weight a the tlefe Im 120mmA 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 square hollow steel strut if thickness 10mm is pin connected to two connector plates of thickness, 12mm. The connector plates are welded to the base plate of thickness, 12mm. The base plate is fastened to te concrete base by 4-16mm diameter anchor bolts. The diameter of the pin is 16mm. Which of the following most nearly gives the shearing stress in the anchor bolts? Choices 150.00 MPa 59.68 MPa 51.69 MPa 119.37 MPa