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Objectives: At the end of this examination, students will be able to: 1. Apply the live...
1. For the building shown below, calculate the dead load, reduced live load, and maximum design...
1. For the building shown below, calculate the dead load, reduced live load, and maximum design load per IBC 2012, LRFD load combinations. Beam loads should be in plf, column loads should be in kips. [To be done by hand.] Note: It is acceptable check only equations 16-1 and 16-2 of IBC 2012. a. Beam I b. Веam II olumn A/3-supporting 1 story d. Column B/2- supporting 1 story C e. Column B/2-supporting 4 stories Given loading: Dead Load 60...
A column in a 2-story building supports loads from the second floor and the roof. Loads...
A column in a 2-story building supports loads from the second floor and the roof. Loads were calculated and are provided below: Roof Dead = 18,000 pounds Roof Live = 14,400 pounds Wind (down) = 36,000 pounds Wind (up) = 60,000 pounds Floor Dead - 32,000 pounds Floor Live - 39,000 pounds. Using applicable ASD load combinations (refer to Ch. 2 of your textbook), determine the following: a. The maximum axial compression load in pounds for the column supporting the...
I don’t want the answers just a plan on how to solve the problem Live Loads and Roof Live Loads Problem 1 (10 points)-A pitched roof system is comp are spaced 32 in o.c. The trusses have a 5:12 pi...
I don’t want the answers just a plan on how to solve the
problem
Live Loads and Roof Live Loads Problem 1 (10 points)-A pitched roof system is comp are spaced 32 in o.c. The trusses have a 5:12 pitch. Determine the roof live load (w, i (a) an interior truss and (b) an exterior truss (end truss, with no roof overhang). Finally, sketch FBDs (elevation view) of each truss(one interior truss; one exterior truss) showing the roof live load...
Design a square tied column to carry axial service loads of 320 kips dead load and 190 kips live load. There is no identified applied moment. Assume that the column is short. Use f’c =4000 psi and fy...
Design a square tied column to carry axial service loads of 320
kips dead load and 190 kips live load. There is no identified
applied moment. Assume that the column is short. Use f’c =4000 psi
and fy = 60,000 psi. Also, draw the flexural and shear
reinforcement on a sketch.
Case 3: Design of Short Columns - Small Eccentricity Design a square tied column to carry axial service loads of 320 kips dead load and 190 kips live load....
1.) According to the requirements of the International Building Code (IBC) as well as the values...
1.) According to the requirements of the International Building Code (IBC) as well as the values requires by ASCE/SEI 7-10, the following equations conform to their requirements for the use of load factors. (a) U 1.4 D (b) U- 1.2 D1.6 L+0.5 (Lor S r ..ACI Equation 5.3.1b (c) U-1.2 D + 1.6L (L, or S or R) + (L or 0.5W) ACI Equation 5.3.1c (d) U- 1.2 D+1.0 W+L+0.5 (Lt 1 or Si or R)ACI Equation 5.3.1d (e) U...
1.) According to the requirements of the International Building Code (IBC) as well as the values...
1.) According to the requirements of the International Building Code (IBC) as well as the values requires by ASCE/SEI 7-10, the following equations conform to their requirements for the use of load factors. (a) U 1.4 D (b) U- 1.2 D1.6 L+0.5 (Lor S r ..ACI Equation 5.3.1b (c) U-1.2 D + 1.6L (L, or S or R) + (L or 0.5W) ACI Equation 5.3.1c (d) U- 1.2 D+1.0 W+L+0.5 (Lt 1 or Si or R)ACI Equation 5.3.1d (e) U...
1.) According to the requirements of the International Building Code (IBC) as well as the values...
1.) According to the requirements of the International Building Code (IBC) as well as the values requires by ASCE/SEI 7-10, the following equations conform to their requirements for the use of load factors. (a) U 1.4 D.. (b) U-1.2D+1.6L +0.5 (L+or S or R.)...ACI Equation 5.3.1b (c) U-1.2D +1.6L (L or S or R) + (L or 0.5W) ...ACI Equation 5.3.1c (d) U = 1.2 D + 1.0 w + L + 0.5 (Lr l or Sl or R) ACI...
please help me with my homework Problem 2 Using the set of LRFD Load Combinations provided...
please help me with my homework
Problem 2 Using the set of LRFD Load Combinations provided on the class sheet determine the controlling factored design strength, Mu, considering the following unfactored (actual) dead, roof live and wind loads. Find Mo. Mu and Mw considering each of the beam set-ups on their own and then determine the controlling factored combination of the loads, and therefore the moment carried by the beam. These loads are all acting on the same beam, but...
roof A beam is part of the framing system for the floor of an office building....
roof A beam is part of the framing system for the floor of an office building. The floor is subjected to both dead loads and live loads. The maximum moment caused by the service dead load is 45 ft-kips, and the maximum moment for the service live load is 63 ft-kips (these moments occur at the same location on the beam and can therefore be combined). 2-3 a. If load and resistance factor desig n is used, determine the maximum...
A floor beam supports the following loads. Determine the load diagrams for the various (7) loac combinations DL= 1...
A floor beam supports the following loads. Determine the load diagrams for the various (7) loac combinations DL= 1.15k/ft LL- 1.85 k/ft (horizontal) = 15k Eh-20 k Ev=.3k/ft CE Load Combinations Factored Loads from ASCE 7one in terms of pla (Strength Design Method) Ldesign 1.4D Ldesign 1.2D +1.6 L + 0.5 (Lroof or Snow) Ldesign 1.2D +1.6 (Lroof or Snow) + (.5L or .8 Wind) Ldesign = 1.2D + 1.6 Wind +0.5 L+ 1 2. 3. .5(Lroof or Snow) 4....
1. For the building shown below, calculate the dead load, reduced live load, and maximum design load per IBC 2012, LRFD load combinations. Beam loads should be in plf, column loads should be in kips. [To be done by hand.] Note: It is acceptable check only equations 16-1 and 16-2 of IBC 2012. a. Beam I b. Веam II olumn A/3-supporting 1 story d. Column B/2- supporting 1 story C e. Column B/2-supporting 4 stories Given loading: Dead Load 60...
A column in a 2-story building supports loads from the second floor and the roof. Loads were calculated and are provided below: Roof Dead = 18,000 pounds Roof Live = 14,400 pounds Wind (down) = 36,000 pounds Wind (up) = 60,000 pounds Floor Dead - 32,000 pounds Floor Live - 39,000 pounds. Using applicable ASD load combinations (refer to Ch. 2 of your textbook), determine the following: a. The maximum axial compression load in pounds for the column supporting the...
I don’t want the answers just a plan on how to solve the
problem
Live Loads and Roof Live Loads Problem 1 (10 points)-A pitched roof system is comp are spaced 32 in o.c. The trusses have a 5:12 pitch. Determine the roof live load (w, i (a) an interior truss and (b) an exterior truss (end truss, with no roof overhang). Finally, sketch FBDs (elevation view) of each truss(one interior truss; one exterior truss) showing the roof live load...
Design a square tied column to carry axial service loads of 320
kips dead load and 190 kips live load. There is no identified
applied moment. Assume that the column is short. Use f’c =4000 psi
and fy = 60,000 psi. Also, draw the flexural and shear
reinforcement on a sketch.
Case 3: Design of Short Columns - Small Eccentricity Design a square tied column to carry axial service loads of 320 kips dead load and 190 kips live load....
1.) According to the requirements of the International Building Code (IBC) as well as the values requires by ASCE/SEI 7-10, the following equations conform to their requirements for the use of load factors. (a) U 1.4 D (b) U- 1.2 D1.6 L+0.5 (Lor S r ..ACI Equation 5.3.1b (c) U-1.2 D + 1.6L (L, or S or R) + (L or 0.5W) ACI Equation 5.3.1c (d) U- 1.2 D+1.0 W+L+0.5 (Lt 1 or Si or R)ACI Equation 5.3.1d (e) U...
1.) According to the requirements of the International Building Code (IBC) as well as the values requires by ASCE/SEI 7-10, the following equations conform to their requirements for the use of load factors. (a) U 1.4 D (b) U- 1.2 D1.6 L+0.5 (Lor S r ..ACI Equation 5.3.1b (c) U-1.2 D + 1.6L (L, or S or R) + (L or 0.5W) ACI Equation 5.3.1c (d) U- 1.2 D+1.0 W+L+0.5 (Lt 1 or Si or R)ACI Equation 5.3.1d (e) U...
1.) According to the requirements of the International Building Code (IBC) as well as the values requires by ASCE/SEI 7-10, the following equations conform to their requirements for the use of load factors. (a) U 1.4 D.. (b) U-1.2D+1.6L +0.5 (L+or S or R.)...ACI Equation 5.3.1b (c) U-1.2D +1.6L (L or S or R) + (L or 0.5W) ...ACI Equation 5.3.1c (d) U = 1.2 D + 1.0 w + L + 0.5 (Lr l or Sl or R) ACI...
please help me with my homework
Problem 2 Using the set of LRFD Load Combinations provided on the class sheet determine the controlling factored design strength, Mu, considering the following unfactored (actual) dead, roof live and wind loads. Find Mo. Mu and Mw considering each of the beam set-ups on their own and then determine the controlling factored combination of the loads, and therefore the moment carried by the beam. These loads are all acting on the same beam, but...
roof A beam is part of the framing system for the floor of an office building. The floor is subjected to both dead loads and live loads. The maximum moment caused by the service dead load is 45 ft-kips, and the maximum moment for the service live load is 63 ft-kips (these moments occur at the same location on the beam and can therefore be combined). 2-3 a. If load and resistance factor desig n is used, determine the maximum...
A floor beam supports the following loads. Determine the load diagrams for the various (7) loac combinations DL= 1.15k/ft LL- 1.85 k/ft (horizontal) = 15k Eh-20 k Ev=.3k/ft CE Load Combinations Factored Loads from ASCE 7one in terms of pla (Strength Design Method) Ldesign 1.4D Ldesign 1.2D +1.6 L + 0.5 (Lroof or Snow) Ldesign 1.2D +1.6 (Lroof or Snow) + (.5L or .8 Wind) Ldesign = 1.2D + 1.6 Wind +0.5 L+ 1 2. 3. .5(Lroof or Snow) 4....
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