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![Giren, (K2)u= luft, (KL)x=42++ Steel section: 1992 กาสวยๆ Jก 9 = 18132 +2(33)]* (18-2) (32)3 12 - 12 . = 4561.6 in 4 simila](http://img.homeworklib.com/questions/e2deea40-d56c-11ea-bc69-1b98494b5ff0.png?x-oss-process=image/resize,w_560)
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Problem 1: Compute the maximum service axial compression load permitted on the built-up cross-section of the...
Determine the service axial compressive load (P) permitted on HSS 10x8x⅜ (Fy = 65 ksi) having...
Determine the service axial compressive load (P) permitted on HSS 10x8x⅜ (Fy = 65 ksi) having (KL)x = 20 ft and (KL)y = 10 ft. The load consists 35% dead load and 65% live load. Design code to comply with: 2016 AISC LRFD. (Hint: FTB L.S. need not be considered for a HSS section
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...
ermine the maximum value of service load P that can be carried by this beam usingA...
ermine the maximum value of service load P that can be carried by this beam usingA RFD considering 1) bending: 2) shear strength and 3) deflection limit of L/360. The load P is 25% dead load and 75% ght. T and at the mid-span point only. Beam section is built-up of A992 steel plates, as shown. Use the User Note in section F2, page 16.1-48 to calculate Lr for this doubly symmetric section with o live load. Disregard the self-wei...
A rectangular beam that must carry a service live load of 2.47 kips/ft and a calculated...
A rectangular beam that must carry a service live load of 2.47
kips/ft and a calculated dead load of 1.05 kips/ft on an 18 ft
simple span is limited in cross section for architectural reasons
to 10 in. width and 20 in. total depth. If fy=60,000 psi and
fc′=4,000 psi, what steel area(s) must be provided.
A rectangular beam that must carry a service live load of 2.47 kips/ft and a calculated dead load of 1.05 kips/ft on an 18...
. Deisgn a reinforced concrete cross-section with unknown dimensions Problem 1 Design the steel reinforcement for...
. Deisgn a reinforced concrete cross-section with unknown dimensions Problem 1 Design the steel reinforcement for the beam shown in Figure 1 that supports its own self-weight, a uninformly distributed dead load, a uniformly distributed live load, and a live point load located at midspan. In your solution, you should select the area of reinforcement, the number and size of reinforcing bars, and the section depth in order to receive full credit. Assume J 5,000 psi, fy 60,000 psi. 16...
L MetroPCS 12:08 AM 1 27% Back Problem 3 6. The span length and cross section of e are shown. The...
l MetroPCS 12:08 AM 1 27% Back Problem 3 6. The span length and cross section of e are shown. The beam is ue The concrete and reinforcing steel 3100 lbf/in, f, = 35,000 lbf/in. and A,ミ2.5 are 4 ft live load, P dead load, Wo7 lbf/ft 9.5 in 16 in 13 in steel reinforcing bars beam cross 8 ft The balanced reinforcing steel ratio for this beam accordance with ACI specifications is most nearly (A) 0.037 (B) 0.046 (C)...
The single-story unbraced frame shown below is subjected to dead load, roof live load, and wind load Figure 1 shows the...
The single-story unbraced frame shown below is subjected to dead load, roof live load, and wind load Figure 1 shows the results of a first-order analysis relative to the columns of the frame. The axial load and end moment (also equal to the maximum moment in the column) are given separately for the different load cases (i.e., dead load, roof live load, and lateral wind load). All vertical loads are symmetrically placed and contribute only to the Mnt moments (i.e.,...
1. Determine the design capacity in compression for a built-up T-shape composed of a 38 x...
1. Determine the design capacity in compression for a built-up T-shape composed of a 38 x 12" plate for the flange and a ¼ x 8" plate for the web. Assume the plates are spot- welded together every 18" along the length of the member. KLx-10' and KLy 5'. KLz- 12'. Steel is A992. Ne for ll problems, consider all aplicable compression failure modes (flexural buckling, dexural-torsional buckling, and local (slender element) buckling failures.
A plate girder cross section consists of two flanges, 1 ½ inches × 15 inches, and a 5/16-inch × 6...
A plate girder cross section consists of two flanges, 1 ½ inches × 15 inches, and a 5/16-inch × 66-inch web. A572 Grade 50 steel is used. The span length is 55 feet, the service live load is 2.0 kips/ft, and the dead load is 0.225 kips/ft, including the weight of the girder. Bearing stiffeners are placed at the ends, and intermediate stiffeners are placed at 6-2" and 12'-9" from each end. Does this girder have enough shear strength? a....
2. The composite beam cross section shown below consists of a W16 x 45 steel with...
2. The composite beam cross section shown below consists of a W16 x 45 steel with ASTM A572 grade 50 and 4in. normal weight (145 pef) concrete slab, with 28-day strength of 3ksi. Assume full-composite action. Consider only the loads shown in the figure. b = 66 Service Leads Construction Dead Load: 0.75 k. Superimposed Dead Load: 0.25 kft. Live Load-1.1 kft. -W16 X 45 L-36-0 a) Determine the design bending strength in k-ft of the composite section using formula....
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...
ermine the maximum value of service load P that can be carried by this beam usingA RFD considering 1) bending: 2) shear strength and 3) deflection limit of L/360. The load P is 25% dead load and 75% ght. T and at the mid-span point only. Beam section is built-up of A992 steel plates, as shown. Use the User Note in section F2, page 16.1-48 to calculate Lr for this doubly symmetric section with o live load. Disregard the self-wei...
A rectangular beam that must carry a service live load of 2.47
kips/ft and a calculated dead load of 1.05 kips/ft on an 18 ft
simple span is limited in cross section for architectural reasons
to 10 in. width and 20 in. total depth. If fy=60,000 psi and
fc′=4,000 psi, what steel area(s) must be provided.
A rectangular beam that must carry a service live load of 2.47 kips/ft and a calculated dead load of 1.05 kips/ft on an 18...
. Deisgn a reinforced concrete cross-section with unknown dimensions Problem 1 Design the steel reinforcement for the beam shown in Figure 1 that supports its own self-weight, a uninformly distributed dead load, a uniformly distributed live load, and a live point load located at midspan. In your solution, you should select the area of reinforcement, the number and size of reinforcing bars, and the section depth in order to receive full credit. Assume J 5,000 psi, fy 60,000 psi. 16...
l MetroPCS 12:08 AM 1 27% Back Problem 3 6. The span length and cross section of e are shown. The beam is ue The concrete and reinforcing steel 3100 lbf/in, f, = 35,000 lbf/in. and A,ミ2.5 are 4 ft live load, P dead load, Wo7 lbf/ft 9.5 in 16 in 13 in steel reinforcing bars beam cross 8 ft The balanced reinforcing steel ratio for this beam accordance with ACI specifications is most nearly (A) 0.037 (B) 0.046 (C)...
The single-story unbraced frame shown below is subjected to dead load, roof live load, and wind load Figure 1 shows the results of a first-order analysis relative to the columns of the frame. The axial load and end moment (also equal to the maximum moment in the column) are given separately for the different load cases (i.e., dead load, roof live load, and lateral wind load). All vertical loads are symmetrically placed and contribute only to the Mnt moments (i.e.,...
1. Determine the design capacity in compression for a built-up T-shape composed of a 38 x 12" plate for the flange and a ¼ x 8" plate for the web. Assume the plates are spot- welded together every 18" along the length of the member. KLx-10' and KLy 5'. KLz- 12'. Steel is A992. Ne for ll problems, consider all aplicable compression failure modes (flexural buckling, dexural-torsional buckling, and local (slender element) buckling failures.
A plate girder cross section consists of two flanges, 1 ½ inches × 15 inches, and a 5/16-inch × 66-inch web. A572 Grade 50 steel is used. The span length is 55 feet, the service live load is 2.0 kips/ft, and the dead load is 0.225 kips/ft, including the weight of the girder. Bearing stiffeners are placed at the ends, and intermediate stiffeners are placed at 6-2" and 12'-9" from each end. Does this girder have enough shear strength? a....
2. The composite beam cross section shown below consists of a W16 x 45 steel with ASTM A572 grade 50 and 4in. normal weight (145 pef) concrete slab, with 28-day strength of 3ksi. Assume full-composite action. Consider only the loads shown in the figure. b = 66 Service Leads Construction Dead Load: 0.75 k. Superimposed Dead Load: 0.25 kft. Live Load-1.1 kft. -W16 X 45 L-36-0 a) Determine the design bending strength in k-ft of the composite section using formula....
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