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1)Design #3 U-Shaped Stirrups for the following beam: L 30 ft f,c 4 ksi fy 60...
concrete design Design a circular column with spiral reinforcement to resist a service dead load of 350 kips and a service live load of 325 kips. For your design: Use fe'-5 ksi and f, 60 ksi....
concrete design
Design a circular column with spiral reinforcement to resist a service dead load of 350 kips and a service live load of 325 kips. For your design: Use fe'-5 ksi and f, 60 ksi. Utilize an initial reinforcement ratio, Ps 0.03. . Use a clear cover of 1.5 inches. . Limit your design to #8 bars for longitudinal reinforcement. Design both longitudinal and spiral reinforcement.
Design a circular column with spiral reinforcement to resist a service dead load...
Design a rectangular simple supported beam to carry service loads of 1.05 kips/ft of dead load...
Design a rectangular simple supported beam to carry service loads of 1.05 kips/ft of dead load (DL) (self-weight included) and 2.47kip/ft live load (LL) on a span length of 18 ft. The beam is limited to be (due to architectural reasons) 10” wide with an overall depth of 20”. Use f’c= 3,000 psi and fy= 40,000psi. Design the longitudinal reinforcement (flexure design) and the web reinforcement (Stirrups).
Design a rectangular simple supported beam to carry service loads of 1.05 kips/ft of dead load...
Design a rectangular simple supported beam to carry service loads of 1.05 kips/ft of dead load (DL) (self-weight included) and 2.47kip/ft live load (LL) on a span length of 18 ft. The beam is limited to be (due to architectural reasons) 10” wide with an overall depth of 20”. Use f’c= 3,000 psi and fy=40,000psi. Design the longitudinal reinforcement (flexure design) and the web reinforcement (Stirrups).
The T-beam shown in Figure 1 supports the un-factored dead load of 1.4 kips/ft and live...
The T-beam shown in Figure 1 supports the un-factored dead load
of 1.4 kips/ft and live load of 1.5 kips/ft. The dead load does not
include the self-weight of the beam. The material properties are as
follows: fc’=3000 psi; fy=60,000 psi. Design the shear
reinforcement (stirrups). Plot the stirrups distribution along the
span of the beam.
DL= 1.4 kips/ft ; L2=1.5 kips/Ft * 75 Sz=7 X * b=3616. hr-6in k ) انا امه hw-lain + * bw=12 in
Problem 4 (30 points) Design a short square tied column to carry an axial dead load...
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).
(40 pts) The simply supported beam shown in the figure below is being designed for shear. #3 stirrups (Grade 40) are to be used. 2. Wu = 4 kips/ft (includes self weight) wDL-1 kips/ft, wu...
(40 pts) The simply supported beam shown in the figure below is being designed for shear. #3 stirrups (Grade 40) are to be used. 2. Wu = 4 kips/ft (includes self weight) wDL-1 kips/ft, wu 1.75 kips/ft h= 18" d = 15" L=20ft- fe-4000 psi Yoon- 150 lbf/t E-29,000 ksi fy60 ksi 2 IS Draw the factored shear envelope for Vu c. d. Determine the resistance to shear provided by the concrete. Are there any regions where no shear stirrups...
5. For the beam and properties shown: Ec 4,030 ksi f=6ksi fy=60 ksi h-12" fr=530 psi...
5. For the beam and properties shown: Ec 4,030 ksi f=6ksi fy=60 ksi h-12" fr=530 psi E,-29,000 ksi 4-# 11 y = 150 pcf 2.5" b-18" Find: .Cracking moment based on gross section properties (10 pts) a b. Service moment corresponding to 0.45 fe, 0.4f, (10 pts) Nominal Flexural Strength (use Whitney Stress block) (10 pts) c. d. Does this beam satisfy ACI 9.6.1? (10 pts) e. If B 0.75, is the beam closest to a tension controlled or compression...
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...
Given the following data: Column DL-200 kips LL-90 kips X-15 in y-15 in di 8/8 in f, = 60 ksi; fe-4.0 ksi; Footing = 50 ksi (Dead load) (Live load) (Column size) (8#8 bars) 3.0 ksi q, = 3.0 ksf M...
Given the following data: Column DL-200 kips LL-90 kips X-15 in y-15 in di 8/8 in f, = 60 ksi; fe-4.0 ksi; Footing = 50 ksi (Dead load) (Live load) (Column size) (8#8 bars) 3.0 ksi q, = 3.0 ksf M.-260 kip-ft Design suitable footings, so that the column is concentrie with the footing.
Given the following data: Column DL-200 kips LL-90 kips X-15 in y-15 in di 8/8 in f, = 60 ksi; fe-4.0 ksi; Footing = 50 ksi...
A rectangular beam having b=16 in and d=26 in spans 28 ft face to face of...
A rectangular beam having b=16 in and d=26 in spans 28 ft face
to face of simple supports. It is reinforced for flexure with 6#11
bars that continue uninterrupted to the ends of the span. It is to
carry service dead load 2.0 kips/ft (including self weight) and
service live load 3.6 kips/ft, both uniformly distributed along the
span. Design the shear reinforcement using vertical U stirrups.
Economize the spacing of stirrups in appropriate number of bands.
Material strengths are...
concrete design
Design a circular column with spiral reinforcement to resist a service dead load of 350 kips and a service live load of 325 kips. For your design: Use fe'-5 ksi and f, 60 ksi. Utilize an initial reinforcement ratio, Ps 0.03. . Use a clear cover of 1.5 inches. . Limit your design to #8 bars for longitudinal reinforcement. Design both longitudinal and spiral reinforcement.
Design a circular column with spiral reinforcement to resist a service dead load...
Design a rectangular simple supported beam to carry service loads of 1.05 kips/ft of dead load (DL) (self-weight included) and 2.47kip/ft live load (LL) on a span length of 18 ft. The beam is limited to be (due to architectural reasons) 10” wide with an overall depth of 20”. Use f’c= 3,000 psi and fy=40,000psi. Design the longitudinal reinforcement (flexure design) and the web reinforcement (Stirrups).
The T-beam shown in Figure 1 supports the un-factored dead load
of 1.4 kips/ft and live load of 1.5 kips/ft. The dead load does not
include the self-weight of the beam. The material properties are as
follows: fc’=3000 psi; fy=60,000 psi. Design the shear
reinforcement (stirrups). Plot the stirrups distribution along the
span of the beam.
DL= 1.4 kips/ft ; L2=1.5 kips/Ft * 75 Sz=7 X * b=3616. hr-6in k ) انا امه hw-lain + * bw=12 in
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).
(40 pts) The simply supported beam shown in the figure below is being designed for shear. #3 stirrups (Grade 40) are to be used. 2. Wu = 4 kips/ft (includes self weight) wDL-1 kips/ft, wu 1.75 kips/ft h= 18" d = 15" L=20ft- fe-4000 psi Yoon- 150 lbf/t E-29,000 ksi fy60 ksi 2 IS Draw the factored shear envelope for Vu c. d. Determine the resistance to shear provided by the concrete. Are there any regions where no shear stirrups...
5. For the beam and properties shown: Ec 4,030 ksi f=6ksi fy=60 ksi h-12" fr=530 psi E,-29,000 ksi 4-# 11 y = 150 pcf 2.5" b-18" Find: .Cracking moment based on gross section properties (10 pts) a b. Service moment corresponding to 0.45 fe, 0.4f, (10 pts) Nominal Flexural Strength (use Whitney Stress block) (10 pts) c. d. Does this beam satisfy ACI 9.6.1? (10 pts) e. If B 0.75, is the beam closest to a tension controlled or compression...
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...
Given the following data: Column DL-200 kips LL-90 kips X-15 in y-15 in di 8/8 in f, = 60 ksi; fe-4.0 ksi; Footing = 50 ksi (Dead load) (Live load) (Column size) (8#8 bars) 3.0 ksi q, = 3.0 ksf M.-260 kip-ft Design suitable footings, so that the column is concentrie with the footing.
Given the following data: Column DL-200 kips LL-90 kips X-15 in y-15 in di 8/8 in f, = 60 ksi; fe-4.0 ksi; Footing = 50 ksi...
A rectangular beam having b=16 in and d=26 in spans 28 ft face
to face of simple supports. It is reinforced for flexure with 6#11
bars that continue uninterrupted to the ends of the span. It is to
carry service dead load 2.0 kips/ft (including self weight) and
service live load 3.6 kips/ft, both uniformly distributed along the
span. Design the shear reinforcement using vertical U stirrups.
Economize the spacing of stirrups in appropriate number of bands.
Material strengths are...
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