Given w 14 x 145, A992 Grade 50 (Fy = 50 ksi) steel shape is used for column AC in Fig.1.
Given w 14 x 145, A992 Grade 50 (Fy = 50 ksi) steel shape is used for column AC in Fig.1. Service load P = 1,000 kips (70% dead load and 30% live load).
Required: Is the column safe, based on LRFD?
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Given w 14 x 145, A992 Grade 50 (Fy = 50 ksi) steel shape is used for column AC in Fig.1.
Problem 2. Design and select an ASTM A992 (Fy" 50 ksi) W-shape column to carry an...
Problem 2. Design and select an ASTM A992 (Fy" 50 ksi) W-shape column to carry an axial dead load of 140 kips and live lond of 420 kips. The column is 30 feet long, and is pinned top and bottom in both axes. In addition, the column is laterally braced about the y-y axis (local weak/minor axis of the section) and torsionally braced at the midpoint. Limit the column size to a nominal 14 in. shape, that is W14 shape...
Select the most economic A992 (Fy=50 ksi) W shape to use as a column for the...
Select the most economic A992 (Fy=50 ksi) W shape to use as a column for the following conditions. Axial dead load of 75 kips, axial live load of 75 kips, length of the column is 12 ft, with no intermediate bracing, pinned top and bottom 2, 3. Use table 10.6 to answer the following questions about A36 double angle compression struts, pinned at both ends. A double-angle compression member 8 ft long is composed of two A36 4x3x5/16 steel angles....
2. Design Wide flange column section only of A992 steel to serve as a pinned- end main member column 30 ft long to carry an axial compression loads in a braced structure, based on AISC LRFD metho...
2. Design Wide flange column section only of A992 steel to serve as a pinned- end main member column 30 ft long to carry an axial compression loads in a braced structure, based on AISC LRFD method. The dead load is 50 kips A992 13-0" and live load is 70 kips. The member has strong axis direction supported at 17ft height from the bottom of the column. Dead load is 20 kips and live load is 40 kips. Assume the...
Given: A W14X109 column (A992 steel) requires a base plate (A36 steel) design. Assume the base...
Given: A W14X109 column (A992 steel) requires a base plate (A36 steel) design. Assume the base plate will be on the full area of concrete support. The dead load compression in the column is 320 kips and the live load compression in the column is 600 kips. The concrete support under the base plate has a 28-day strength of fc 5 ksi. Required: Design the base plate with the goal of minimizing the required thickness.
Please answer questions 1 - 9. Be sure to circle final answers. Thank you! 6. Steel...
Please answer questions 1 - 9.
Be sure to circle final answers.
Thank you!
6. Steel Column Analysis Span B -- -- -- For the given axially loaded steel W-section, determine the maximum floor live load capacity, P LL. Assume the column is pinned top and bottom: K = 1.0, and there is no intermediate bracing. Use AISC-LRFD steel equations to determine phi Pn and the load. E = 29000 ksi. Span A -3- DATASET: 1 -2- W-section Fy Span...
Please refer AISC 15th edition 2. Select the lightest W shape to carry a uniformly distributed...
Please refer AISC 15th edition
2. Select the lightest W shape to carry a uniformly distributed dead load of 0.5 kips/ft and a live load of 1.0 kips/ft on a simply supported span of 42 ft. Adequate lateral support is provided. The live load deflection is limited to 360, Use A572 Grade 50 steel and LRFD. (credit weight 30)
Please refer AISC 15th edition 2. Select the lightest W shape to carry a uniformly distributed dead load of 0.5 kips...
Please refer AISC 15th edition
2. Select the lightest W shape to carry a uniformly distributed dead load of 0.5 kips/ft and a live load of 1.0 kips/ft on a simply supported span of 42 ft. Adequate lateral support is provided. The live load deflection is limited to 360, Use A572 Grade 50 steel and LRFD. (credit weight 30)
Find the lightest W section for a tension member made of A572 Grade 50 steel. The...
Find the lightest W section for a tension member made of A572 Grade 50 steel. The axial tension in the member due to dead load is 70 kips due to live load is 10 kips. The connections at the end of the member include 7/8 in diameter bolts, one per line.
2. Select the lightest W-shape for the column shown below. Use A572 grade 50 steel. (30...
2. Select the lightest W-shape for the column shown below. Use A572 grade 50 steel. (30 points) D=380 kips L = 1140 kips |--- ----- Strong Axis Weak Axis
Find the capacity of the column Pr. Assume Fy = 50 ksi. Column is braced laterally...
Find the capacity of the column Pr. Assume Fy = 50 ksi. Column is braced laterally in all directions at the mid-height. (0) Draw the buckled shape of column. (ii) Find the recommended design K value. (iii) What is the unbraced length of column (iv) Find the capacity of column (W) Can the column support a loading of DL-300kips, LL-400kips Hint: Pn uses resistance factor . Use the appropriate design method (LRFD or ASD). You can use the design tables...
Problem 2. Design and select an ASTM A992 (Fy" 50 ksi) W-shape column to carry an axial dead load of 140 kips and live lond of 420 kips. The column is 30 feet long, and is pinned top and bottom in both axes. In addition, the column is laterally braced about the y-y axis (local weak/minor axis of the section) and torsionally braced at the midpoint. Limit the column size to a nominal 14 in. shape, that is W14 shape...
Select the most economic A992 (Fy=50 ksi) W shape to use as a column for the following conditions. Axial dead load of 75 kips, axial live load of 75 kips, length of the column is 12 ft, with no intermediate bracing, pinned top and bottom 2, 3. Use table 10.6 to answer the following questions about A36 double angle compression struts, pinned at both ends. A double-angle compression member 8 ft long is composed of two A36 4x3x5/16 steel angles....
2. Design Wide flange column section only of A992 steel to serve as a pinned- end main member column 30 ft long to carry an axial compression loads in a braced structure, based on AISC LRFD method. The dead load is 50 kips A992 13-0" and live load is 70 kips. The member has strong axis direction supported at 17ft height from the bottom of the column. Dead load is 20 kips and live load is 40 kips. Assume the...
Given: A W14X109 column (A992 steel) requires a base plate (A36 steel) design. Assume the base plate will be on the full area of concrete support. The dead load compression in the column is 320 kips and the live load compression in the column is 600 kips. The concrete support under the base plate has a 28-day strength of fc 5 ksi. Required: Design the base plate with the goal of minimizing the required thickness.
Please answer questions 1 - 9.
Be sure to circle final answers.
Thank you!
6. Steel Column Analysis Span B -- -- -- For the given axially loaded steel W-section, determine the maximum floor live load capacity, P LL. Assume the column is pinned top and bottom: K = 1.0, and there is no intermediate bracing. Use AISC-LRFD steel equations to determine phi Pn and the load. E = 29000 ksi. Span A -3- DATASET: 1 -2- W-section Fy Span...
Please refer AISC 15th edition
2. Select the lightest W shape to carry a uniformly distributed dead load of 0.5 kips/ft and a live load of 1.0 kips/ft on a simply supported span of 42 ft. Adequate lateral support is provided. The live load deflection is limited to 360, Use A572 Grade 50 steel and LRFD. (credit weight 30)
Please refer AISC 15th edition
2. Select the lightest W shape to carry a uniformly distributed dead load of 0.5 kips/ft and a live load of 1.0 kips/ft on a simply supported span of 42 ft. Adequate lateral support is provided. The live load deflection is limited to 360, Use A572 Grade 50 steel and LRFD. (credit weight 30)
2. Select the lightest W-shape for the column shown below. Use A572 grade 50 steel. (30 points) D=380 kips L = 1140 kips |--- ----- Strong Axis Weak Axis
Find the capacity of the column Pr. Assume Fy = 50 ksi. Column is braced laterally in all directions at the mid-height. (0) Draw the buckled shape of column. (ii) Find the recommended design K value. (iii) What is the unbraced length of column (iv) Find the capacity of column (W) Can the column support a loading of DL-300kips, LL-400kips Hint: Pn uses resistance factor . Use the appropriate design method (LRFD or ASD). You can use the design tables...
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