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3 in. T 3 - The short 22-in. x 22-in. tied column shown in the following...
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....
Find the maximum design axial load strength for the tied column
of cross section shown in Figure 1.1. Check the ties. Assume a
short column. Use f’c = 4000 psi and fy = 60,000 psi for both
longitudinal steel and ties. Also, draw the flexural and shear
reinforcement on a sketch.
Case 1: Design of Short Columns- Small Eccentricity Find the maximum design axial load strength for the tied column of cross section shown in Figure 1.1. Check the ties....
3. Determine the value of Pn for the short tied column if ex 500 mm. The concrete strength is 28 MPa and the steel is fy-413 MPa. Using Interaction Diagram Design a 300 mm wide rectangular short tied column to be used to support the following: Pu 2000 kN and Mu 450 kN-m. Place the bars in the two end faces. The concrete strength is 28 MPa and the steel with fy-413 MPa. Select a column with approximately 2 percent...
2. Design a square-tied reinforced concrete column to support the design loads shown below. Assume that the column must be designed with the reinforcement placed around the edges and y = 0.8. Take f.' = 4,000 psi and fy - 60,000 psi. Assume you have to use #9 bars for the longitudinal reinforcement. (35 pts.) P, - 400 kips M. -125 ft-kips
Problem 4 (30 points) Design a short square tied column to carry an axial dead load of 150 kips and a live load of 400 kips. Assume that the applied moments on the column are negligible. Use fc = 4,000 psi and fy = 60,000 psi. Assume a steel ratio of 3% (pg = 0.03).
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Case 2: Design of Short Columns - Small Eccentricity Determine whether the spiral column of cross section shown in Figure 2.1 is adequate to carry a factored axial load Pu of 540 kips. Assume small eccentricity. Check the spiral. Use fc 4000 psi and fy -60,000 psi. 큠.φ @ 2 7-'8 bars 1cover Figure 2.1 Spiral Column
Case 2: Design of Short Columns - Small Eccentricity Determine whether the spiral column of cross section shown in Figure 2.1...
Problem 1. (40 pts) Here is a design for a beam as shown in Figs Check if this section can resist the following loading conditions in the beam according to ACI-318. Use fc -4000 psi and fy - 60,000 psi. Assume that the clear cover is 1.5" (typical) for all and the vertical spacing between #8 bars is 1 inch. Both End (L Center (L2) #8 bars #8 Stirrup #3@ 8" 8#8 bars 20 in Stirrup: 6# 8 bars Pu=15...
The 22 in does not have to do with this problem
22 in. 3. Using equilibrium equations, determine the values of P. and M. for the rectangular column cross-section shown assuming it is 14" strained to -0.003 (compression) on the right-hand edge and the rebars in the opposite side are strained to +0.0010 (tension). Use f'c = 4000 psi and fy = 60,000 psi. Assume 6-#9 bars. 2.5 15 2.5
Calculate the interaction diagram for the following 18" x 18"
column with 4 #10 bars for the following 5 control points:
1) Po when Mn = 0.
2) Pn and Mn for ec = 0.003 and es = 0.00207
3) Pn and Mn when ec = 0.003 and es = 0.005
4) Mn when Pn = 0
5) Pn = Tn and Mn = 0
Then plot the diagram with the correct PHI applied and the 0.8
or 0.85 for...
m 3: (20 points) Design the stirrup spacing for the beam shown below. Change your design between Zones 1, 2, and 3 of the beam length, using a uniform spacing in each zone. Ignore the self-weight of the beam. Loads on the beam are service loads so load factors must be applied according to ACI 318 (subscripts "d" and T" denote dead and live loads, respectively). Material strengths are fe 4,0oo psi and fy 60,000 psi. The total factored shear...