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Problem 4 Select a C10 shape to be used as a 14 ft long tension member...
Select the lightest C section that will safely support the service tensile loads PD = 50...
Select the lightest C section that will safely support the service tensile loads PD = 50 k and PL = 65 k. The member is to be 14 ft long and is assumed to have two lines of holes for 4-in bolts in the web. Assume that there are at least three holes in each line 3-in on center. Use A36 steel. Neglect block shear.
Please complete the 3 design problems. Problem 1. Select the lightest W12 section available to support...
Please complete the 3 design problems. Problem 1. Select the lightest W12 section available to support working tensile loads of PD - 250k and PL - 325k. The member is to be 30ft long and is assumed to have two lines of holes for 1-inch bolts in each flange. There will be at least three bolts in each line 4-in on center. Neglect Block Shear Problem 2. Select the lightest available W12 section to support the axial loads PD -...
Steel Design 2. (50 pts) Design an A36-steel tension member 16 ft long consisting of two...
Steel Design
2. (50 pts) Design an A36-steel tension member 16 ft long consisting of two channels, bolted through their webs to a single 1 inch gusset plate, to transmit 75 kips DL and 93 kips LL. The bolts are 7/8 in. Bolt spacing 4 inch and bolt edge distance 3 inch. In addition to checking block shear in the channels, design the thickness of the gusset plate to resist block shear.
2_...-3.5.1.3.5. 1 2 Q.4. A C7 x 9.8 tension member is connected to a 2/7-in.-thick gusset...
2_...-3.5.1.3.5. 1 2 Q.4. A C7 x 9.8 tension member is connected to a 2/7-in.-thick gusset plate. Both the member and the gusset plate are A36 steel C79.8 O o o a) (15%) Compute the available block shear strength of the tension member for LRFD b) (10%) Compute the available block shear strength of the gusset plate for LRFD t-217 Wh-diameter bolts
4) Find the most efficient (i.e., with the smallest weight per unit length) single angle tension...
4) Find the most efficient (i.e., with the smallest weight per unit length) single angle tension member of A36 steel to resist the following service loads: dead load- 60 kips, live load 120 kips, and wind load = 50 kips. The member will be connected through one leg with 3/4-in diameter bolts in two lines and four or more bolts in each line (see figure below). Assume that the bolts are aligned and shear block failure is prevented. The member...
Select a 30-ft long pair of angles (double-angles), A36 steel, to support a tensile dead load...
Select a 30-ft long pair of angles (double-angles), A36 steel, to support a tensile dead load of 65 k and a live load of 22 k for the case assigned. Assume the angles are separated back-to-back % in. by a connected gusset plate, and that the connection is welded. Neglect block shear, design for long legs back-to-back LLBB using and use a conservative shear lag factor of U = 0.85. Slenderness ratio is not exceed 300. Components of problem: •...
Q2) American Standard Channel shape, C10 x 20, is connected to a gusset plate with 3/4-inch-diameter...
Q2) American Standard Channel shape, C10 x 20, is connected to a gusset plate with 3/4-inch-diameter bolts as shown below. The steel is A36. If the member is subjected to dead load and live load only, what is the service dead load capacity if the live-to-dead load ratio is 3? Assume that Ac = 0.85A. O 0 O 0 O 0 C10 X 20
3. Design a tension member using a single angle of A36 steel with bolted connections (4...
3. Design a tension member using a single angle of A36 steel with bolted connections (4 bolts minimum). Loads are: 20 Kips DL, 15 Kips LL. The design must satisfy both LRFD and ASD requirements. Make any reasonable assumption in the design process.
Problem 3: Design of Steel Beam for Bending with Varying Unbraced Lengths Select the lightest A992...
Problem 3: Design of Steel Beam for Bending with Varying Unbraced Lengths Select the lightest A992 steel W-shape for the beam shown below using LRFD. Only consider design (neglect shear a bracing situations: a. Continuous lateral support of the compression flange b. Lateral support at beam ends and at the point of the concentrated load c. Lateral support only at beam ends PD = 10k PL-20k WD-3.33 k/ft w, = 6.67 k/ft 10' 20' 30'
2. (30 pts) Determine the block shear strength of the tension member shown below. Bolts diameter...
2. (30 pts) Determine the block shear strength of the tension member shown below. Bolts diameter = 7/8 in, A36 steel is used (Table 2-4 XN, A16 s 58 kse DO 3232 -in. bolts 19 (3) /8" bolts 3" bolt spacing (fy = 36 ksi P. 2-487 (Table 1-7) Ag = 2.50 in ² p. 1-48 - 1.00 in t. 3/8" And = [3.5"-(7/6" + /6")] (3/8") = 10.94 in? Ag. = (7.5") (2/6") - 2.81 in? Anu = [7.5...
Select the lightest C section that will safely support the service tensile loads PD = 50 k and PL = 65 k. The member is to be 14 ft long and is assumed to have two lines of holes for 4-in bolts in the web. Assume that there are at least three holes in each line 3-in on center. Use A36 steel. Neglect block shear.
Please complete the 3 design problems. Problem 1. Select the lightest W12 section available to support working tensile loads of PD - 250k and PL - 325k. The member is to be 30ft long and is assumed to have two lines of holes for 1-inch bolts in each flange. There will be at least three bolts in each line 4-in on center. Neglect Block Shear Problem 2. Select the lightest available W12 section to support the axial loads PD -...
Steel Design
2. (50 pts) Design an A36-steel tension member 16 ft long consisting of two channels, bolted through their webs to a single 1 inch gusset plate, to transmit 75 kips DL and 93 kips LL. The bolts are 7/8 in. Bolt spacing 4 inch and bolt edge distance 3 inch. In addition to checking block shear in the channels, design the thickness of the gusset plate to resist block shear.
2_...-3.5.1.3.5. 1 2 Q.4. A C7 x 9.8 tension member is connected to a 2/7-in.-thick gusset plate. Both the member and the gusset plate are A36 steel C79.8 O o o a) (15%) Compute the available block shear strength of the tension member for LRFD b) (10%) Compute the available block shear strength of the gusset plate for LRFD t-217 Wh-diameter bolts
4) Find the most efficient (i.e., with the smallest weight per unit length) single angle tension member of A36 steel to resist the following service loads: dead load- 60 kips, live load 120 kips, and wind load = 50 kips. The member will be connected through one leg with 3/4-in diameter bolts in two lines and four or more bolts in each line (see figure below). Assume that the bolts are aligned and shear block failure is prevented. The member...
Select a 30-ft long pair of angles (double-angles), A36 steel, to support a tensile dead load of 65 k and a live load of 22 k for the case assigned. Assume the angles are separated back-to-back % in. by a connected gusset plate, and that the connection is welded. Neglect block shear, design for long legs back-to-back LLBB using and use a conservative shear lag factor of U = 0.85. Slenderness ratio is not exceed 300. Components of problem: •...
Q2) American Standard Channel shape, C10 x 20, is connected to a gusset plate with 3/4-inch-diameter bolts as shown below. The steel is A36. If the member is subjected to dead load and live load only, what is the service dead load capacity if the live-to-dead load ratio is 3? Assume that Ac = 0.85A. O 0 O 0 O 0 C10 X 20
3. Design a tension member using a single angle of A36 steel with bolted connections (4 bolts minimum). Loads are: 20 Kips DL, 15 Kips LL. The design must satisfy both LRFD and ASD requirements. Make any reasonable assumption in the design process.
Problem 3: Design of Steel Beam for Bending with Varying Unbraced Lengths Select the lightest A992 steel W-shape for the beam shown below using LRFD. Only consider design (neglect shear a bracing situations: a. Continuous lateral support of the compression flange b. Lateral support at beam ends and at the point of the concentrated load c. Lateral support only at beam ends PD = 10k PL-20k WD-3.33 k/ft w, = 6.67 k/ft 10' 20' 30'
2. (30 pts) Determine the block shear strength of the tension member shown below. Bolts diameter = 7/8 in, A36 steel is used (Table 2-4 XN, A16 s 58 kse DO 3232 -in. bolts 19 (3) /8" bolts 3" bolt spacing (fy = 36 ksi P. 2-487 (Table 1-7) Ag = 2.50 in ² p. 1-48 - 1.00 in t. 3/8" And = [3.5"-(7/6" + /6")] (3/8") = 10.94 in? Ag. = (7.5") (2/6") - 2.81 in? Anu = [7.5...
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