*. 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.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Question
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
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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