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*. A simply-supported beam has fe=3,000 psi and is reinforced with Grade 60 steel (3 #9 bars). If wL=1.5 Kip/t, and wp=1 kip/ft (including self-weight), determine the maximum instantaneous live load deflection. 12" 20' 0"- 17" 20" E. = 57000 F 5ML² 3- #9 5wL2 %3D 48EI 384EI TABLE 3.9.1 TOTAL AREAS FOR VARIOUS NUMBERS OF REINFORCING BARS Number of Bars Nominal Diameter Weight Bar 8. 9. 10 (in.) (lb/ft) 7. Size 4 0.77 0.88 0.99 1.10 0.33 0.44 0.55 0.66 0.376 0.11 0.22 0.375 #3 2.00 1.60 1.80 1.20 1.40 0.668 0.20 0.60 0.80 1.00 0.40 0.500 3.10 1.86 2.17 2.48 2.79 0.62 0.93 1.24 1.55 # 5 1.043 0.31 0.625 2.64 3.08 3.52 3.96 4.40 0.88 1.32 1.76 2.20 1.502 0.44 0.750 4.80 5.40 3.00 3.60 4.20 6.00 1.80 2.40 1.20 2.044 0.60 #7 0.875 7.90 5.53 6.32 4.74 7.11 1.58 2.37 3.16 3.95 2.670 0.79 1.000 # 8 6.00 7.00 8.00 10.00 9.00 3.00 4.00 5.00 3.400 1.00 2.00 1.128 #9 7.62 8.89 10.16 11.43 12.70 3.81 5.08 6.35 4.303 1.27 2.54 1.270 #10 9.36 10.92 12.48 14.04 15.60 4.68 6.24 7.80 5.313 1.56 3.12 1.410 #11 6.75 9.00 11.25 13.50 15.75 18.00 20.25 24.00 28.00 32.00 36.00 22.50 7.65 4.50 2.25 1.693 #14 40.00 8.00 12.00 16.00 20.00 4.00 2.257 13.60 #18 #14 and #18 bars are used primarily as column reinforc ement and are rarely used in beams. e min # 0.004 for beams with factored axial load less than 2.0 0.1A (ACI-9.3.3.1) 1.5 0.90 psp (Eq 3.6.2) Spiral { 1.0 0.75 0.65 Other 0.5 Tension controlled Compression contralled Iransition 48 60 =0.005 013 6 12 18 24 30 36 0.375 0.6 Duration of load, months 0.429 Fig. R24.2.4.1-Multipliers for time-dependent deflections. 2.

*. A simply-supported beam has fe=3,000 psi and is reinforced with Grade 60 steel (3 #9 bars). If wL=1.5 Kip/t, and wp=1 kip/ft (including self-weight), determine the maximum instantaneous live load deflection. 12" 20' 0"- 17" 20" E. = 57000 F 5ML² 3- #9 5wL2 %3D 48EI 384EI TABLE 3.9.1 TOTAL AREAS FOR VARIOUS NUMBERS OF REINFORCING BARS Number of Bars Nominal Diameter Weight Bar 8. 9. 10 (in.) (lb/ft) 7. Size 4 0.77 0.88 0.99 1.10 0.33 0.44 0.55 0.66 0.376 0.11 0.22 0.375 #3 2.00 1.60 1.80 1.20 1.40 0.668 0.20 0.60 0.80 1.00 0.40 0.500 3.10 1.86 2.17 2.48 2.79 0.62 0.93 1.24 1.55 # 5 1.043 0.31 0.625 2.64 3.08 3.52 3.96 4.40 0.88 1.32 1.76 2.20 1.502 0.44 0.750 4.80 5.40 3.00 3.60 4.20 6.00 1.80 2.40 1.20 2.044 0.60 #7 0.875 7.90 5.53 6.32 4.74 7.11 1.58 2.37 3.16 3.95 2.670 0.79 1.000 # 8 6.00 7.00 8.00 10.00 9.00 3.00 4.00 5.00 3.400 1.00 2.00 1.128 #9 7.62 8.89 10.16 11.43 12.70 3.81 5.08 6.35 4.303 1.27 2.54 1.270 #10 9.36 10.92 12.48 14.04 15.60 4.68 6.24 7.80 5.313 1.56 3.12 1.410 #11 6.75 9.00 11.25 13.50 15.75 18.00 20.25 24.00 28.00 32.00 36.00 22.50 7.65 4.50 2.25 1.693 #14 40.00 8.00 12.00 16.00 20.00 4.00 2.257 13.60 #18 #14 and #18 bars are used primarily as column reinforc ement and are rarely used in beams. e min # 0.004 for beams with factored axial load less than 2.0 0.1A (ACI-9.3.3.1) 1.5 0.90 psp (Eq 3.6.2) Spiral { 1.0 0.75 0.65 Other 0.5 Tension controlled Compression contralled Iransition 48 60 =0.005 013 6 12 18 24 30 36 0.375 0.6 Duration of load, months 0.429 Fig. R24.2.4.1-Multipliers for time-dependent deflections. 2.

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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*. A simply-supported beam has fe=3,000 psi and is reinforced with Grade 60 steel (3 #9 bars). If wL=1.5 Kip/t, and wp=1 kip/ft (including self-weight), determine the maximum instantaneous live load deflection. 12" 20' 0"- 17" 20" E. = 57000 F 5ML² 3- #9 5wL2 %3D 48EI 384EI
Transcribed Image Text:*. A simply-supported beam has fe=3,000 psi and is reinforced with Grade 60 steel (3 #9 bars). If wL=1.5 Kip/t, and wp=1 kip/ft (including self-weight), determine the maximum instantaneous live load deflection. 12" 20' 0"- 17" 20" E. = 57000 F 5ML² 3- #9 5wL2 %3D 48EI 384EI
TABLE 3.9.1 TOTAL AREAS FOR VARIOUS NUMBERS OF REINFORCING BARS Number of Bars Nominal Diameter Weight Bar 8. 9. 10 (in.) (lb/ft) 7. Size 4 0.77 0.88 0.99 1.10 0.33 0.44 0.55 0.66 0.376 0.11 0.22 0.375 #3 2.00 1.60 1.80 1.20 1.40 0.668 0.20 0.60 0.80 1.00 0.40 0.500 3.10 1.86 2.17 2.48 2.79 0.62 0.93 1.24 1.55 # 5 1.043 0.31 0.625 2.64 3.08 3.52 3.96 4.40 0.88 1.32 1.76 2.20 1.502 0.44 0.750 4.80 5.40 3.00 3.60 4.20 6.00 1.80 2.40 1.20 2.044 0.60 #7 0.875 7.90 5.53 6.32 4.74 7.11 1.58 2.37 3.16 3.95 2.670 0.79 1.000 # 8 6.00 7.00 8.00 10.00 9.00 3.00 4.00 5.00 3.400 1.00 2.00 1.128 #9 7.62 8.89 10.16 11.43 12.70 3.81 5.08 6.35 4.303 1.27 2.54 1.270 #10 9.36 10.92 12.48 14.04 15.60 4.68 6.24 7.80 5.313 1.56 3.12 1.410 #11 6.75 9.00 11.25 13.50 15.75 18.00 20.25 24.00 28.00 32.00 36.00 22.50 7.65 4.50 2.25 1.693 #14 40.00 8.00 12.00 16.00 20.00 4.00 2.257 13.60 #18 #14 and #18 bars are used primarily as column reinforc ement and are rarely used in beams. e min # 0.004 for beams with factored axial load less than 2.0 0.1A (ACI-9.3.3.1) 1.5 0.90 psp (Eq 3.6.2) Spiral { 1.0 0.75 0.65 Other 0.5 Tension controlled Compression contralled Iransition 48 60 =0.005 013 6 12 18 24 30 36 0.375 0.6 Duration of load, months 0.429 Fig. R24.2.4.1-Multipliers for time-dependent deflections. 2.
Transcribed Image Text:TABLE 3.9.1 TOTAL AREAS FOR VARIOUS NUMBERS OF REINFORCING BARS Number of Bars Nominal Diameter Weight Bar 8. 9. 10 (in.) (lb/ft) 7. Size 4 0.77 0.88 0.99 1.10 0.33 0.44 0.55 0.66 0.376 0.11 0.22 0.375 #3 2.00 1.60 1.80 1.20 1.40 0.668 0.20 0.60 0.80 1.00 0.40 0.500 3.10 1.86 2.17 2.48 2.79 0.62 0.93 1.24 1.55 # 5 1.043 0.31 0.625 2.64 3.08 3.52 3.96 4.40 0.88 1.32 1.76 2.20 1.502 0.44 0.750 4.80 5.40 3.00 3.60 4.20 6.00 1.80 2.40 1.20 2.044 0.60 #7 0.875 7.90 5.53 6.32 4.74 7.11 1.58 2.37 3.16 3.95 2.670 0.79 1.000 # 8 6.00 7.00 8.00 10.00 9.00 3.00 4.00 5.00 3.400 1.00 2.00 1.128 #9 7.62 8.89 10.16 11.43 12.70 3.81 5.08 6.35 4.303 1.27 2.54 1.270 #10 9.36 10.92 12.48 14.04 15.60 4.68 6.24 7.80 5.313 1.56 3.12 1.410 #11 6.75 9.00 11.25 13.50 15.75 18.00 20.25 24.00 28.00 32.00 36.00 22.50 7.65 4.50 2.25 1.693 #14 40.00 8.00 12.00 16.00 20.00 4.00 2.257 13.60 #18 #14 and #18 bars are used primarily as column reinforc ement and are rarely used in beams. e min # 0.004 for beams with factored axial load less than 2.0 0.1A (ACI-9.3.3.1) 1.5 0.90 psp (Eq 3.6.2) Spiral { 1.0 0.75 0.65 Other 0.5 Tension controlled Compression contralled Iransition 48 60 =0.005 013 6 12 18 24 30 36 0.375 0.6 Duration of load, months 0.429 Fig. R24.2.4.1-Multipliers for time-dependent deflections. 2.
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