NEED HELP!!! STEEL AND TIMBER DESIGN
Posted: Sat May 21, 2022 1:41 pm
NEED HELP!!! STEEL AND TIMBER DESIGN
1. An angular section 160 mm x 120 mm x 10mm is made up of a A36 steel and the bolts are 20mm in diameter. Fu = 400 MPa, Fy = 248 MPa and U=0.85. a. Compute the effective net area of the section. b. Compute the allowable tensile strength of the angle. c. Compute the allowable block shear strength. 10 mm 50 40 100 60 160 mm T 60 mm 120 mm
2. A seat angle 100 mm x 150mm x 16mm with a length of 200 mm and attached to a column supports a load of 50 kN. The seat angle is attached to the column by two rows of two 20mm rivets per row on the longer leg. The row of rivets are 62.5 mm apart and 56 mm from the top and 31.5 mm from the bottom of the 150 mm leg of the seat angle. a. Compute the maximum bending stress of the seat angle b. Compute the shearing stress of the rivets c. Compute the maximum tensile stress between the rivets and the seat angle. -1007 -r 40 KN -200 11167 56 OO 150 оо 625 131.5
100 3. A non-encased composite section W 400 x 46 steel for the simple span of 9m beam shown in figure has a 100 mm concrete slab fc' =20.7 MPa. Fy = 250 MPa, E =200000 MPa. Assume no shoring to be used. It carries a total dead load including wt. of beam of 7 kN/m and a total live load of 19 kN/m. The effective width of slab is 2250 mm. with a slab thickness of 100mm. Properties of W Section: 2250 mm A = 5884 mm2 d = 403.4 mm Ix = 156.09 x 10 mm Sx = 773.5 x 10 mm n=9 tf = 9.65 mm tw = 6.70 mm a. Compute the stress of steel before concrete hardens. b. Compute the total stress of steel after concrete hardens. c. Compute the stress of concrete after concrete hardens. d. Compute the max. shear stress of steel section e. Compute the deflection for loads before concrete hardens. f. Compute the deflection for loads after concrete hardens. g. Compute the number of shear connectors needed for full composite action if the capacity of each shear connector is 52 kN. I 403.4 mm
4. A cross section near the end of a simply supported girder consists of flange plates, 37.5 mm x 450 mm and a web plate, 9.5 mm x 2250 mm. The girder is of A 36 steel and has lateral support of the compression flange every 3.6 m. Use NSCP Specs. a. Compute the section modulus b. Compute the safe moment capacity of this section. c. Compute the clear distance between transverse stiffeners if the end reaction is 1427 KN.
95 mm 1375 11625 1143.75 NA 2250 2325 1 of 2 375 450 mm
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2. A seat angle 100 mm x 150mm x 16mm with a length of 200 mm and attached to a column supports a load of 50 kN. The seat angle is attached to the column by two rows of two 20mm rivets per row on the longer leg. The row of rivets are 62.5 mm apart and 56 mm from the top and 31.5 mm from the bottom of the 150 mm leg of the seat angle. a. Compute the maximum bending stress of the seat angle b. Compute the shearing stress of the rivets c. Compute the maximum tensile stress between the rivets and the seat angle. -1007 -r 40 KN -200 11167 56 OO 150 оо 625 131.5
100 3. A non-encased composite section W 400 x 46 steel for the simple span of 9m beam shown in figure has a 100 mm concrete slab fc' =20.7 MPa. Fy = 250 MPa, E =200000 MPa. Assume no shoring to be used. It carries a total dead load including wt. of beam of 7 kN/m and a total live load of 19 kN/m. The effective width of slab is 2250 mm. with a slab thickness of 100mm. Properties of W Section: 2250 mm A = 5884 mm2 d = 403.4 mm Ix = 156.09 x 10 mm Sx = 773.5 x 10 mm n=9 tf = 9.65 mm tw = 6.70 mm a. Compute the stress of steel before concrete hardens. b. Compute the total stress of steel after concrete hardens. c. Compute the stress of concrete after concrete hardens. d. Compute the max. shear stress of steel section e. Compute the deflection for loads before concrete hardens. f. Compute the deflection for loads after concrete hardens. g. Compute the number of shear connectors needed for full composite action if the capacity of each shear connector is 52 kN. I 403.4 mm
4. A cross section near the end of a simply supported girder consists of flange plates, 37.5 mm x 450 mm and a web plate, 9.5 mm x 2250 mm. The girder is of A 36 steel and has lateral support of the compression flange every 3.6 m. Use NSCP Specs. a. Compute the section modulus b. Compute the safe moment capacity of this section. c. Compute the clear distance between transverse stiffeners if the end reaction is 1427 KN.
95 mm 1375 11625 1143.75 NA 2250 2325 1 of 2 375 450 mm