1) The strain in the steel at failure is most nearly:
A. 0.002
B. 0.005
C. 0.018
D. 0.023
E. 0.003
2) Find the development length of the # 8 bar in tension.
Homework Answers
Add Answer to:
1) The strain in the steel at failure is most
nearly:
A. 0.002
B. 0.005
C....
1) Find minimum depth. Assuming it does not support partitions likely to be damaged. 2) If...
1) Find minimum depth. Assuming it does not support partitions
likely to be damaged.
2) If the beam were to fail in bond, the cracks (relative to the
plane defined by the longitudinal steel) will most likely be:
A. Vertical
B. Horizontal
C. Combination of vertical and horizontal
D. Inclined
E. None of the above
3) Find the spacing of the #3 U stirrups corresponding to a
design shear of 100 k
A 12 ft cantilever beam 21 in. wide...
1) Assuming Mcr = 125 k-ft, Ig = 47,250 in4 , Icr = 24,000 in3 , the moment of inertia for calculating a deflection cor...
1) Assuming Mcr = 125 k-ft, Ig = 47,250 in4 , Icr = 24,000 in3 ,
the moment of inertia for calculating a deflection corresponding to
Ma = 200 k-ft, is most nearly:
A. 47,250 in4
B. 24, 000 in4
C. 30,000 in 4
D. 38,500 in 4
E. Other (specify) (g)
2) Assuming ΔD = 0.5 in.; ΔLL = 0.3 in., and ξ = 1.5, the total
deflection of the beam is most nearly:
A. 0.8 in
B. 1.3...
HELP! Problem 6 Development Length (30 pts.) The required reinforcement steel area "As" for the lightweight reinforced concrete beam of figure 3 is 2.88 si. The No. 8 top bars are uncoated. C...
HELP!
Problem 6 Development Length (30 pts.) The required reinforcement steel area "As" for the lightweight reinforced concrete beam of figure 3 is 2.88 si. The No. 8 top bars are uncoated. Compute the development length (d), İffy 60,000 psi and fc 3.500 psi. a) Use the simplified equation Table 8-1) b) Use the ACI Equation 25.4.2.3a (Equation 8-10) c) Use the ACI Equation 25.4.2.3a with Ktr 0 (Equation 8-10) 18 3" 3@4 123 3" 448 bars 3.14 in2 26...
Problem ll The figure below shows a cantilever beam with b = 12-in containing 3-No 7 bars that are anchored in the column by standard 90° hooks. fc 4500 psi (normal weight) and fy- 60,000 psi. If the...
Problem ll The figure below shows a cantilever beam with b = 12-in containing 3-No 7 bars that are anchored in the column by standard 90° hooks. fc 4500 psi (normal weight) and fy- 60,000 psi. If the steel is stressed to fy at the face of the column, can these bars: a) be anchored by hooks into the column? The clear cover to the side of the hook is 2 34 -in. The clear cover to the bar extension...
Please answer in numerical order. 1. Use ρ-p0.004 and choose (you decide) the number (3 to...
Please answer in numerical order.
1. Use ρ-p0.004 and choose (you decide) the number (3 to 5) and size of steel bars from the attached table. Then proceed to determine (a) the size of the cross-sectional area, (b) the moment capacity of the RC section that you design, and (c) show where is the neutral axis on the diagram (or sketch a new one). 2.5" Given: fe 3,000 psi, fy -60,000 psi Concrete cracking strain 0.003 Initial yielding strain of...
The question needed to be solved is at the top. I provided tables used to solve this problem and ...
the question needed to be solved is at the top. I provided tables
used to solve this problem and an example problem.
Desian an economical rectongulay bean size and,select the reinforcing borsvebra Stinply Supported span of 2o feet This beann i to Corry a live lod of 1900 Ibs Jlt and a dead load of 1750 lift. Use a Concrete compresive stress of 3500 put, Mo.3 stirrups, and a Grade 0 ranbrcng Desitn the rechangular beam Codeng deflechoo and bendin...
I provided an example problem, the question asked is the last photo included. I also provided the...
I provided an example problem, the question asked is
the last photo included. I also provided the tables used.
Span leng DL-1550 LL-1400b/ Desigh this r da fHetion and bendmg 5000 fsi :5Ksi Grade G0 steel fyr Goks d shrvup 6.5" No. 4 stimpr 名 De Flechon ChantGo ection min h llo llo 30-1.5b 3b b. guess h-5(18")-27'. h-2.0(К")-36 b-an," b: 15" Try 1-3a 1.2. (215 /1. (1400)4,gaol/ 964, 000l- 0ooa 00 Fc-5 ksi y G0,000pst E-0.85-[065 (5 ksi-4)-DXO 15...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12%...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12% 1 2. 3 0.893 0.797 012 4 6 7 8 9 10 .............. 11 12 0.990 0.980 0.971 0.961 0.951 0.942 0.933 0.923 0.914 0.905 0.896 0.887 0.879 0.870 0.861 0.853 0.844 0.836 0.828 0.820 0.780 0.742 0.672 0.608 2% 0.980 0.961 0.942 0.924 0.906 0.888 0.871 0.853 0.837 0.820 0.804 0.788 0.773 0.758 0.743 0.728 0.714 0.700 0.686 0.673 0.610 0.552 0.453 0.372...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12%...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12% 1 2. 3 0.893 0.797 012 4 6 7 8 9 10 .............. 11 12 0.990 0.980 0.971 0.961 0.951 0.942 0.933 0.923 0.914 0.905 0.896 0.887 0.879 0.870 0.861 0.853 0.844 0.836 0.828 0.820 0.780 0.742 0.672 0.608 2% 0.980 0.961 0.942 0.924 0.906 0.888 0.871 0.853 0.837 0.820 0.804 0.788 0.773 0.758 0.743 0.728 0.714 0.700 0.686 0.673 0.610 0.552 0.453 0.372...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12%...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12% 1 2. 3 0.893 0.797 012 4 6 7 8 9 10 .............. 11 12 0.990 0.980 0.971 0.961 0.951 0.942 0.933 0.923 0.914 0.905 0.896 0.887 0.879 0.870 0.861 0.853 0.844 0.836 0.828 0.820 0.780 0.742 0.672 0.608 2% 0.980 0.961 0.942 0.924 0.906 0.888 0.871 0.853 0.837 0.820 0.804 0.788 0.773 0.758 0.743 0.728 0.714 0.700 0.686 0.673 0.610 0.552 0.453 0.372...
1) Find minimum depth. Assuming it does not support partitions
likely to be damaged.
2) If the beam were to fail in bond, the cracks (relative to the
plane defined by the longitudinal steel) will most likely be:
A. Vertical
B. Horizontal
C. Combination of vertical and horizontal
D. Inclined
E. None of the above
3) Find the spacing of the #3 U stirrups corresponding to a
design shear of 100 k
A 12 ft cantilever beam 21 in. wide...
1) Assuming Mcr = 125 k-ft, Ig = 47,250 in4 , Icr = 24,000 in3 ,
the moment of inertia for calculating a deflection corresponding to
Ma = 200 k-ft, is most nearly:
A. 47,250 in4
B. 24, 000 in4
C. 30,000 in 4
D. 38,500 in 4
E. Other (specify) (g)
2) Assuming ΔD = 0.5 in.; ΔLL = 0.3 in., and ξ = 1.5, the total
deflection of the beam is most nearly:
A. 0.8 in
B. 1.3...
HELP!
Problem 6 Development Length (30 pts.) The required reinforcement steel area "As" for the lightweight reinforced concrete beam of figure 3 is 2.88 si. The No. 8 top bars are uncoated. Compute the development length (d), İffy 60,000 psi and fc 3.500 psi. a) Use the simplified equation Table 8-1) b) Use the ACI Equation 25.4.2.3a (Equation 8-10) c) Use the ACI Equation 25.4.2.3a with Ktr 0 (Equation 8-10) 18 3" 3@4 123 3" 448 bars 3.14 in2 26...
Problem ll The figure below shows a cantilever beam with b = 12-in containing 3-No 7 bars that are anchored in the column by standard 90° hooks. fc 4500 psi (normal weight) and fy- 60,000 psi. If the steel is stressed to fy at the face of the column, can these bars: a) be anchored by hooks into the column? The clear cover to the side of the hook is 2 34 -in. The clear cover to the bar extension...
Please answer in numerical order.
1. Use ρ-p0.004 and choose (you decide) the number (3 to 5) and size of steel bars from the attached table. Then proceed to determine (a) the size of the cross-sectional area, (b) the moment capacity of the RC section that you design, and (c) show where is the neutral axis on the diagram (or sketch a new one). 2.5" Given: fe 3,000 psi, fy -60,000 psi Concrete cracking strain 0.003 Initial yielding strain of...
the question needed to be solved is at the top. I provided tables
used to solve this problem and an example problem.
Desian an economical rectongulay bean size and,select the reinforcing borsvebra Stinply Supported span of 2o feet This beann i to Corry a live lod of 1900 Ibs Jlt and a dead load of 1750 lift. Use a Concrete compresive stress of 3500 put, Mo.3 stirrups, and a Grade 0 ranbrcng Desitn the rechangular beam Codeng deflechoo and bendin...
I provided an example problem, the question asked is
the last photo included. I also provided the tables used.
Span leng DL-1550 LL-1400b/ Desigh this r da fHetion and bendmg 5000 fsi :5Ksi Grade G0 steel fyr Goks d shrvup 6.5" No. 4 stimpr 名 De Flechon ChantGo ection min h llo llo 30-1.5b 3b b. guess h-5(18")-27'. h-2.0(К")-36 b-an," b: 15" Try 1-3a 1.2. (215 /1. (1400)4,gaol/ 964, 000l- 0ooa 00 Fc-5 ksi y G0,000pst E-0.85-[065 (5 ksi-4)-DXO 15...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12% 1 2. 3 0.893 0.797 012 4 6 7 8 9 10 .............. 11 12 0.990 0.980 0.971 0.961 0.951 0.942 0.933 0.923 0.914 0.905 0.896 0.887 0.879 0.870 0.861 0.853 0.844 0.836 0.828 0.820 0.780 0.742 0.672 0.608 2% 0.980 0.961 0.942 0.924 0.906 0.888 0.871 0.853 0.837 0.820 0.804 0.788 0.773 0.758 0.743 0.728 0.714 0.700 0.686 0.673 0.610 0.552 0.453 0.372...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12% 1 2. 3 0.893 0.797 012 4 6 7 8 9 10 .............. 11 12 0.990 0.980 0.971 0.961 0.951 0.942 0.933 0.923 0.914 0.905 0.896 0.887 0.879 0.870 0.861 0.853 0.844 0.836 0.828 0.820 0.780 0.742 0.672 0.608 2% 0.980 0.961 0.942 0.924 0.906 0.888 0.871 0.853 0.837 0.820 0.804 0.788 0.773 0.758 0.743 0.728 0.714 0.700 0.686 0.673 0.610 0.552 0.453 0.372...
1 Appendix B Present value of $1. PVF PV=FV Percent Period 1% 5% 8% 9% 12% 1 2. 3 0.893 0.797 012 4 6 7 8 9 10 .............. 11 12 0.990 0.980 0.971 0.961 0.951 0.942 0.933 0.923 0.914 0.905 0.896 0.887 0.879 0.870 0.861 0.853 0.844 0.836 0.828 0.820 0.780 0.742 0.672 0.608 2% 0.980 0.961 0.942 0.924 0.906 0.888 0.871 0.853 0.837 0.820 0.804 0.788 0.773 0.758 0.743 0.728 0.714 0.700 0.686 0.673 0.610 0.552 0.453 0.372...
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