Table 1 Coefficients for Negative Moments for Slab (Continuous Edge) Ratio
m
CASE 1
A
B
2
4
5
6
0.050
0.075
0.071
7
8
9
0.033
0.061
0.061
0.033
0.038
0.065
0.056
0.029
0.043
0.068
0.052
0.025
0.049
0.072
0.046
0.021
0.055
0.075
0.041
0.017
0.061
0.078
0.036
0.014
0.068
0.081
0.029
0.011
0.074
0.083
0.024
0.008
0.080
0.085
0.018
0.006
0.085
0.086
0.014
0.005
0.089
0.088
0.010
0.003
A
1.00 CA neg
0.045
CB neg
0.045
0.95 CA neg
0.050
CB neg
0.041
0.90 CA neg
0.055
CB neg
0.037
0.85 CA neg
0.060
CB neg
0.031
0.80 CA neg
0.065
CB neg
0.027
0.75 CA neg
0.069
CB neg
0.022
0.70 CA neg
0.074
CB neg
0.017
0.65 CA neg
0.077
CB neg
0.014
0.60 CA neg
0.081
CB neg
0.010
0.55 CA neg
0.084
CB neg
0.007
0.50 CA neg
0.086
CB neg
0.006
1 2 3 4 5 6 7 8 9
3
B
0.076
0.050 0.055
0.072
CASE1: CASE1: All sides discontinuou discontinuouss CASE2: CASE2: All sides Continuo Continuous us CASE3: Both short short sides continuous CASE4: One short and one long sides continuous CASE5: CASE5: Both long sides continuou continuouss CASE6: CASE6: One long side continuo continuous us CASE7: CASE7: One short side cont continuou inuouss CASE8: One long and two short short sides continuous CASE9: One short and two two long sides continuous
0.057 0.083
0.086 0.051
0.085
0.088 0.044
0.086
0.091 0.038
0.087
0.093 0.031
0.088
0.095 0.024
0.089
0.096
0.008 0.094
0.022
0.083
0.011 0.092
0.028
0.082
0.015 0.089
0.035
0.062
0.019 0.085
0.043
0.079
0.024 0.081
0.050
0.080
0.029 0.076
0.056
0.067
0.034 0.071
0.061
0.075
0.040 0.066
0.065
0.079
0.045 0.060
0.070
0.071
0.006
0.019 0.090
0.097 0.014
Table 2 Coefficients for Dead Load Positive Moments in Slabs Ratio
m
CASE 1
A
B
2
3
4
5
6
7
8
9
B
A
1 CA DL
0.036
0.018
0.018
0.027
0.027
0.033
0.027
0.020
0.023
CB DL
0.036
0.018
0.027
0.027
0.018
0.027
0.033
0.023
0.020
0.95 CA DL
0.040
0.020
0.021
0.030
0.028
0.036
0.031
0.022
0.024
CB DL
0.033
0.016
0.025
0.024
0.015
0.024
0.031
0.021
0.017
0.9 CA DL
0.045
0.022
0.025
0.033
0.029
0.039
0.035
0.025
0.026
CB DL
0.029
0.014
0.024
0.022
0.013
0.021
0.028
0.019
0.015
0.85 CA DL
0.050
0.024
0.029
0.036
0.031
0.042
0.040
0.029
0.028
CB DL
0.026
0.012
0.022
0.019
0.011
0.017
0.025
0.017
0.013
0.8 CA DL
0.056
0.026
0.034
0.039
0.032
0.045
0.045
0.032
0.029
CB DL
0.023
0.011
0.020
0.016
0.009
0.015
0.022
0.015
0.010
0.75 CA DL
0.061
0.028
0.040
0.043
0.033
0.048
0.051
0.036
0.031
CB DL
0.019
0.009
0.018
0.013
0.007
0.012
0.020
0.013
0.007
0.7 CA DL
0.068
0.030
0.046
0.046
0.035
0.051
0.058
0.040
0.033
CB DL
0.016
0.007
0.016
0.011
0.005
0.009
0.017
0.011
0.006
0.65 CA DL
0.074
0.032
0.054
0.050
0.036
0.054
0.065
0.044
0.034
CB DL
0.013
0.006
0.014
0.009
0.004
0.007
0.014
0.009
0.005
0.6 CA DL
0.081
0.034
0.062
0.053
0.037
0.056
0.073
0.048
0.036
CB DL
0.010
0.004
0.011
0.007
0.003
0.006
0.012
0.007
0.004
0.55 CA DL
0.088
0.035
0.071
0.056
0.038
0.058
0.081
0.052
0.037
CB DL
0.008
0.003
0.009
0.005
0.002
0.004
0.009
0.005
0.003
0.5 CA DL
0.095
0.037
0.080
0.059
0.039
0.061
0.089
0.056
0.038
CB DL
0.006
0.002
0.007
0.004
0.001
0.003
0.007
0.004
0.002
1 2 3 4 5 6 7 8 9
CASE1: All sides discontinuous CASE2: All sides Continuous CASE3: Both short sides continuous CASE4: One short and one long sides continuous CASE5: Both long sides continuous CASE6: One long side continuous CASE7: One short side continuous CASE8: One long and two short sides continuous CASE9: One short and two long sides continuous
Table 3 Coefficients for Live Load Positive Moments in Slabs Ratio
m
CASE 1
A
2
3
4
5
6
7
8
9
B
B
A
1 CA LL
0.036
0.027
0.027
0.032
0.032
0.035
0.032
0.028
0.030
CB LL
0.036
0.027
0.032
0.032
0.027
0.032
0.035
0.030
0.028
LL
0.040
0.030
0.031
0.035
0.034
0.038
0.036
0.031
0.032
CB LL
0.033
0.025
0.029
0.029
0.024
0.029
0.032
0.027
0.025
0.9 CA LL
0.045
0.034
0.035
0.039
0.037
0.042
0.040
0.035
0.036
CB LL
0.029
0.022
0.027
0.026
0.021
0.025
0.029
0.024
0.022
0.85 CA LL
0.050
0.037
0.040
0.043
0.041
0.046
0.045
0.040
0.039
CB LL
0.026
0.019
0.024
0.023
0.019
0.022
0.026
0.022
0.020
0.8 CA LL
0.056
0.041
0.045
0.048
0.044
0.051
0.051
0.044
0.042
CB LL
0.023
0.017
0.022
0.020
0.016
0.019
0.023
0.019
0.017
0.75 CA LL
0.061
0.045
0.051
0.052
0.047
0.055
0.056
0.049
0.046
CB LL
0.019
0.014
0.019
0.016
0.013
0.016
0.020
0.016
0.013
0.7 CA LL
0.068
0.049
0.057
0.057
0.051
0.060
0.063
0.054
0.050
CB LL
0.016
0.012
0.016
0.014
0.011
0.013
0.017
0.014
0.011
0.65 CA LL
0.074
0.053
0.064
0.062
0.055
0.064
0.070
0.059
0.054
CB LL
0.013
0.010
0.014
0.011
0.009
0.010
0.014
0.011
0.009
0.6 CA LL
0.081
0.058
0.071
0.067
0.059
0.068
0.077
0.065
0.059
CB LL
0.010
0.007
0.011
0.009
0.007
0.008
0.011
0.009
0.007
0.55 CA LL
0.088
0.062
0.080
0.072
0.063
0.073
0.085
0.070
0.063
CB LL
0.008
0.006
0.009
0.007
0.005
0.006
0.009
0.007
0.006
0.5 CA LL
0.095
0.066
0.088
0.077
0.067
0.078
0.092
0.076
0.067
CB LL
0.006
0.004
0.007
0.055
0.004
0.005
0.007
0.005
0.004
0.95 CA
1 2 3 4 5 6 7 8 9
CASE1: All sides discontinuous CASE2: All sides Continuous CASE3: Both short sides continuous CASE4: One short and one long sides continuous CASE5: Both long sides continuous CASE6: One long side continuous CASE7: One short side continuous CASE8: One long and two short sides continuous CASE9: One short and two long sides continuous
Standard Reinforcing Mild Steel Bar Diameter and Cross Sectional Area Bar No Bar Dia (mm) Bar Dia (in) Area (mm2)
8 mm 10 mm 12 mm 14 mm 16 mm 20 mm 22 mm 25 mm 28 mm 32 mm 38 mm #3 #4 #5 #6 #7 #8 #9 #10 #11 #14
8 10 12 14 16 20 22 25 28 32 38 9.5 12.7 15.9 19.1 22.2 25.4 28.7 32.3 35.8 43.0
0.315 0.394 0.472 0.551 0.630 0.787 0.866 0.984 1.102 1.260 1.496 0.375 0.500 0.625 0.750 0.875 1.000 1.128 1.270 1.410 1.693
50.27 78.54 113.10 153.94 201.06 314.16 380.13 490.87 615.75 804.25 1134.11 71.26 126.68 197.93 285.02 387.95 506.71 644.73 817.27 1007.39 1452.35
2
Area(in )
0.08 0.12 0.18 0.24 0.31 0.49 0.59 0.76 0.95 1.25 1.76 0.11 0.20 0.31 0.44 0.60 0.79 1.00 1.27 1.56 2.25
Load Calculation on Slabs
Yield stress of mild steel, f y (psi)
60000
28-days comp strength of concrete, f' c (psi)
3000
Thickness of the slab, t (in) Effective Depth in A direction, d A (in)
4.5 3.5
Effective Depth in B direction, d B (in) Assuming 1ft strip of slab, b (in)
3 12
Service Dead Load, w DL (psf)
195
Service Live Load, w LL (psf)
40
Factored Dead Load, w u,DL=1.2×DL(psf)
234
Factored Live Load, w u,LL =1.6×LL (psf)
64
Factored Load, w u =wu,DL+wu,LL (psf)
298
Slab No Slab Case No Short Clear Span, A (ft) Long Clear Span, B (ft) Ratio
m
A
S1 S2 S3 7 9 9 11.0833 14.5 9.5 15 15.5833 15.5833 0.73889 0.93048 0.60963
B
***MATCH function doesnot work with MROUND properly, so input the ratio, m manually otherwise it will not work
0.75
0.95
0.60
Rounding ratio,m C A,neg
0.75 0.000
0.95 0.065
0.60 0.085
CB,neg
0.044
0.029
0.006
C A,DL
0.051
0.024
0.036
CB,DL
0.020
0.017
0.004
C A,LL
0.056
0.032
0.059
CB,LL
0.020
0.025
0.007
2
0
4072.54 2286.03
2
2950.2
2098.63 434.198
M A,neg=C A,neg×wu*A (lb-ft/ft) MB,neg=CB,neg×wu*B (lb-ft/ft) 2
M A,DL=C A,DL×wu,DL*A (lb-ft/ft) 2
MB,DL=CB,DL×wu,DL*B (lb-ft/ft) 2
M A,LL=C A,LL×wu,LL*A (lb-ft/ft) 2
MB,LL=CB,LL×wu,LL*B (lb-ft/ft) M A,pos=M A,DL+M A,LL (lb-ft/ft) MB,pos=MB,DL+MB,LL (lb-ft/ft) 1
M A,neg,discont= /3*M A,pos (lb-ft/ft) ***if any 1
MB,neg,discont= /3*MB,pos (lb-ft/ft) ***if any
1465.98 1180.76 760.266 1053
966.019 227.299
440.26 430.592 340.784 288
388.544 108.792
1906.24 1611.36 1101.05 1341
1354.56 336.091
635.412 537.119 367.017 447
451.521
112.03
2
As,min=0.0018bt for fy=60000 psi (in /ft) 2
As required for M A,neg (in /ft)
0.0972 0
2
As required for M A,pos (in /ft)
0.0972
0.0972
0.28063 0.15158
0.12544 0.10542 0.07133 2
As required for M A,neg,discont (in /ft) ***if any
0.04081 0.03443 0.02346
2
0.23687 0.16427 0.03251
2
0.10279 0.10386 0.0251
As required for M B,neg (in /ft) As required for M B,pos (in /ft) 2
As required for M B,neg,discont (in /ft) *** if any 2
As for M A,neg (in /ft)
0.03348 0.03382 0.00832 0.0972 0.28063 0.15158
2
As for M A,pos (in /ft)
0.12544 0.10542 0.0972 2
As for M A,neg,discont (in /ft) ***if any
0.0972
0.0972
0.0972
2
0.23687 0.16427 0.0972
2
0.10279 0.10386 0.0972
As for MB,neg (in /ft) As for MB,pos (in /ft) 2
As for MB,neg,discont (in /ft) *** if any
0.0972
0.0972
0.0972
#3 0.11
#3 0.11
#3 0.11
Bar no used Area of the reinforcing bar (in2) Spacing required to fulfill A s for M A,neg (in c/c)
13.5802 4.70363 8.70822
Spacing required to fulfill A s for M A,pos (in c/c)
10.5231 12.5212 13.5802
Spacing required to fulfill A s for M A,neg,discont (in c/c) ***if any
13.5802 13.5802 13.5802
Spacing required to fulfill A s for MB,neg (in c/c)
5.5727 8.03543 13.5802
Spacing required to fulfill A s for MB,pos (in c/c)
12.8422 12.709 13.5802
Spacing required to fulfill A s for MB,neg,discont (in c/c) *** if any
13.5802 13.5802 13.5802 9 9 9
Maximum Spacing Criteria <=2t Spacing Provided to fulfill A s for M A,neg (in c/c)
9
4.5
8.5
Spacing Provided to fulfill A s for M A,pos (in c/c)
9
9
9
Spacing Provided to fulfill A s for M A,neg,discont (in c/c) ***if any
9
9
9
Spacing Provided to fulfill A s for MB,neg (in c/c)
5.5
8
9
Spacing Provided to fulfill A s for MB,pos (in c/c)
9
9
9
Spacing Provided to fulfill A s for MB,neg,discont (in c/c) *** if any
9
9
9
Depth Check
