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8:. Determi t, ne the nominal uniform load that this beam can support,including its own weight,if - 60,000 psi and...
Q2. Determine the nominal concentrated load Ph (neglecting beam weight) that will cause a bending moment...
Q2. Determine the nominal concentrated load Ph (neglecting beam weight) that will cause a bending moment equal to Mn in the beam shown in Fig Q2. f-4000 psi, fy 60,000 psi. (25%) 72 8 ft 22 in 28 in 6#10 3 in 26 ft 16 in Fig Q2
IJsing transformed area, what allowable uniform load, w, can the beam below support in addition to...
IJsing transformed area, what allowable uniform load, w, can the beam below support in addition to its own weight for a 30-ft simple span? Concrete weight 150Ib/f, f,24,000psi, and f 1,350 psi. (10 pts.) 17 5#11 3"
For the simply supported beam shown, the span is 40 ft, dead load including own weight...
For the simply supported beam shown, the span is 40 ft, dead load including own weight is 5 k/ft and live load is 4 k/ft. Assume fy-60,000 psi and fc 4000 psi, find: Size of the longitudinal reinforcement at the critical section (5 points) Spacing of U stirrups # 4 at the critical section (support width is 12 in.) (5 points) a. b. 48" 26.5" As 16
Problem 2.17 Using transformed area, what allowable uniform load can this beam support in addition to...
Problem 2.17 Using transformed area, what allowable uniform load can this beam support in addition to its own weight for a 28-ft simple span? Concrete weight = 150 lb/ft 24,000 psi, and fe = 1800 psi. (Ans. 2.757 k/ft) 8 in. 16 in. 6 in. 4 in. 8 in. 32 in. n=8 17 in. 5 #10 3 in 20 in.
2. Calculate the instantaneous deflections: 6pt, due to the dead and live loads together, and o, due to the live load only. Use fy 60,000 psi, f in the WD value. 4000 psi, and n 8. Beam weight is...
2. Calculate the instantaneous deflections: 6pt, due to the dead and live loads together, and o, due to the live load only. Use fy 60,000 psi, f in the WD value. 4000 psi, and n 8. Beam weight is incl WD 1.6 k/ft WL 2.4 k/ft 24 in. 4 #10 30 ft
2. Calculate the instantaneous deflections: 6pt, due to the dead and live loads together, and o, due to the live load only. Use fy 60,000 psi, f in...
The simply supported beam shown spans 20 ft and, in addition to its own weight carries...
The simply supported beam shown spans 20 ft and, in addition to its own weight carries a uniformly distributed service dead load of 1.75 kips/ft and a uniformly distributed live load of 3.0 kips/ft. Five no. 9 bars running the full length of the beam arc used as flexural reinforcement. Assume f,-60,000 psi and fc4000 psi, No. 3 stirrups are used. a. Determine the theoretical spacing of stirrups at the critical section using the detailed expression for the shear strength...
8-7 A rectangular beam with cross section b h=24 in., and d tored load of 3.9...
8-7 A rectangular beam with cross section b h=24 in., and d tored load of 3.9 kips/ft, including its own dead load. The beam is simply supported with a is reinforced with five No. 7 Grade-60 bars, two of which are cutoff between midspan and the and three of which extend 10 in. past the centers of supports. f= 4000 psi. (normal weight). The beam has Grade 60 No. 3 stirrups satisfying AC Code Sections 9.7.6.2.2 and 9.6.3.3. 14 in.,...
15.3. psi. Design a single-column footing (including dowels) to support an 11 in. square column reinforced...
15.3. psi. Design a single-column footing (including dowels) to support an 11 in. square column reinforced with eight No. 9 (No. 29) bars centered 2.5 in. from the column faces (equal number of bars on each face). The unfactored axial dead load = 135 kips, and the unfactored axial live load=125 kips. For the column, f=4000 psi and f=60,000 psi. The base of the footing will be 3 ft below grade. The allowable soil bearing pressure is 3000 lb/ft2. Material...
3. A rectangular simply supported beam has to carry a 9,500,000o Ib-in including self-weight. T 14 in. x 26 in. Given: 6-14 23.5 in, psi; and & -60,000 psi (a) Compute the maximum moment carr...
3. A rectangular simply supported beam has to carry a 9,500,000o Ib-in including self-weight. T 14 in. x 26 in. Given: 6-14 23.5 in, psi; and & -60,000 psi (a) Compute the maximum moment carrying capac nal dimensions cannot exceed .i d-d-23.5 in, d'-2.5 in, h-26 in.f'-5,000 of this member as a singly The e reinforced section to satisfy tension-contro lled failure ubly reinforced mem (b) Does the beam need to be designed as a doubly reinforcein forced part (c)...
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...
Q2. Determine the nominal concentrated load Ph (neglecting beam weight) that will cause a bending moment equal to Mn in the beam shown in Fig Q2. f-4000 psi, fy 60,000 psi. (25%) 72 8 ft 22 in 28 in 6#10 3 in 26 ft 16 in Fig Q2
IJsing transformed area, what allowable uniform load, w, can the beam below support in addition to its own weight for a 30-ft simple span? Concrete weight 150Ib/f, f,24,000psi, and f 1,350 psi. (10 pts.) 17 5#11 3"
For the simply supported beam shown, the span is 40 ft, dead load including own weight is 5 k/ft and live load is 4 k/ft. Assume fy-60,000 psi and fc 4000 psi, find: Size of the longitudinal reinforcement at the critical section (5 points) Spacing of U stirrups # 4 at the critical section (support width is 12 in.) (5 points) a. b. 48" 26.5" As 16
Problem 2.17 Using transformed area, what allowable uniform load can this beam support in addition to its own weight for a 28-ft simple span? Concrete weight = 150 lb/ft 24,000 psi, and fe = 1800 psi. (Ans. 2.757 k/ft) 8 in. 16 in. 6 in. 4 in. 8 in. 32 in. n=8 17 in. 5 #10 3 in 20 in.
2. Calculate the instantaneous deflections: 6pt, due to the dead and live loads together, and o, due to the live load only. Use fy 60,000 psi, f in the WD value. 4000 psi, and n 8. Beam weight is incl WD 1.6 k/ft WL 2.4 k/ft 24 in. 4 #10 30 ft
2. Calculate the instantaneous deflections: 6pt, due to the dead and live loads together, and o, due to the live load only. Use fy 60,000 psi, f in...
The simply supported beam shown spans 20 ft and, in addition to its own weight carries a uniformly distributed service dead load of 1.75 kips/ft and a uniformly distributed live load of 3.0 kips/ft. Five no. 9 bars running the full length of the beam arc used as flexural reinforcement. Assume f,-60,000 psi and fc4000 psi, No. 3 stirrups are used. a. Determine the theoretical spacing of stirrups at the critical section using the detailed expression for the shear strength...
8-7 A rectangular beam with cross section b h=24 in., and d tored load of 3.9 kips/ft, including its own dead load. The beam is simply supported with a is reinforced with five No. 7 Grade-60 bars, two of which are cutoff between midspan and the and three of which extend 10 in. past the centers of supports. f= 4000 psi. (normal weight). The beam has Grade 60 No. 3 stirrups satisfying AC Code Sections 9.7.6.2.2 and 9.6.3.3. 14 in.,...
15.3. psi. Design a single-column footing (including dowels) to support an 11 in. square column reinforced with eight No. 9 (No. 29) bars centered 2.5 in. from the column faces (equal number of bars on each face). The unfactored axial dead load = 135 kips, and the unfactored axial live load=125 kips. For the column, f=4000 psi and f=60,000 psi. The base of the footing will be 3 ft below grade. The allowable soil bearing pressure is 3000 lb/ft2. Material...
3. A rectangular simply supported beam has to carry a 9,500,000o Ib-in including self-weight. T 14 in. x 26 in. Given: 6-14 23.5 in, psi; and & -60,000 psi (a) Compute the maximum moment carrying capac nal dimensions cannot exceed .i d-d-23.5 in, d'-2.5 in, h-26 in.f'-5,000 of this member as a singly The e reinforced section to satisfy tension-contro lled failure ubly reinforced mem (b) Does the beam need to be designed as a doubly reinforcein forced part (c)...
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...
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