2. A steel column 10 m long is fabricated from W section and a cover plate. Determine the safe axial load that the column can carry. Fy = 345 MPa, E = 200 GPa. Use AISC/NSCP Specs. 310 mm cover plate I6 mm y2 10 m W 310 x 107 a) Both ends of column are fixed b) Both ends of column are hinged c) One end fixed, the other end hinged Use design values of k. W 310 x 107 A= 13600 mm? d = 311 mm Ix = 248x10° mm ly = 81.2x10° mm

A built up section of A992 steel, F, = 345 mPa is %3D made from plates fully welded together. The flanges consist of PL16×380 and PL12×500 for the web. Use the NSCP 2015 specifications. PL16×380 W̟ = 1.5wp A Wu = 3.6wp 10m Which of the following best gives the maximum service dead load, wp? O 40.2 kN/m 26.8 kN/m O 10.8 kN/m O 96.6 kN/m B. PL12x500

A built up compression section is shown in the figure. This forms a non-standard wide flange section. Assume KL - 2.4 m. Use A36 steel with Fy-248 MPa. Use NSCP Specifications. E-200 GPa a) Compute the reduction factor Qs, for unstiffened elements. 276mm STEEL DESIGN - CIVIL ENGINEERING 250mm 12mm 6mm

A plate is used as a tension member, to carry a deadload = 300 KN and live load of 260 KN. Steel used is A36, Fy= 248 MPa, Fu = 400 MPa. If the width of the tension plate is 210 mm, determine: a) The thickness of the plate based on NSCP 2015 ASD, bult used is M20.------ b) The thickness of plate based on NSCP 2015 LRFD. Bolt used is M20.-------- I M20 bolts- 210 mm -Tension Plate

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A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 3/4 inch boltas shown below. Use A36 steel with Fy-36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFD Properties and Dimension Ag=35.30 in^2 x = 6.24 in ry= 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in k=1.54 d=14.5 Y k1=1.5 bf=14.7 tf-0.94 X -tw=0.59 H

In steel design use nscp 2015 i need a complete solutions ty..

A W14 x 61 must support a concentrated service live load of 665 KN applied to the top flange. Assume that the load is at a distance of at least half the beam depth from the support and design a bearing plate. Use E= 345 MPa for the beam, E= 250 MPa for the plate and fe'= 21 MPa. Use LRFD

A 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

Q3) The beam shown in Figure below has lateral support at the ends only. The concentrated loads are live loads. Use A992 steel and select a W shape. (Do not check deflections. Use C-1). 23 k 25 k ttst