S12 way Slab design Data Input
C/C distance of longer span (Ly) =7214mmC/C distance of shorter
span (Lx) =4775mmAssume support widths =300mmNominal cover =30mmBar
dia =10mmunit density of concrete =25kN/m3Grade of Concrete
(Fck)25MpaGrade of Steel (Fy) =500MpaDepth CalculationAssume
effective depth (dx) =118mm(goal seek for diff = 0)Clear short span
=4475mmeffective short span =4593mmBy deflection criteria of beams,
span/effective depth ratio=26modification factor =1.5effective
depth =118mmdiff =0Overall depth D =153mmProvide D =150mmEffective
depth (dx) =115mmEffective depth (dy) =105mmEffective short span
(lx) =4590mmEffective long span (ly) =7019mmAspect ratio (r) =
ly/lx =1.529LoadingSelf weight of slab =3.75kN/m2Imposed Load
=2.5kN/m2(IS 875_2)Finishes =1kN/m27.25kN/m2
factored load (x1.5) =10.875kN/m2
Design Moments & Shear
Moment Coefficientsly/lx = 1.529Short span (x)Long Span
(y)Negative moment at cont. edge0.0760.047Positive moment at mid
span0.0570.035
Shearavg effective depth (d) =110mmclear short span (lxn)
=4475mm
Design shear ==23.137kN/mfor fst190240multiplying factor (k)
=1.3(Cl. 40.2.1.1, IS 456)lowerhigherlowerhigherpt0.30.40.30.4kt
=1.891.681.471.34
for pt =0.310.31kt =1.8691.457Detailingfor fst =222.241) Main
Reinforcementkt =1.60
Maximum spacing of barsminimum of 3d or 300 mm3dx =345mm3dy
=315mmMaximum spacing of bars =300
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyCheck for Deflection ControlBar dia
(mm)Spacing (mm)Area (mm2)RemarksR = M/bd^2(% of steel), ptArea
(mm2)Min. Steel reqdpt providedStrength (tc) N/mm2k*tcStress (tv)
N/mm2Remarksfst N/mm2ktl/d maxl/d providedprov < maxNegative
moments at continuous
edge0.07617.4110200392.70OK1.3170.32371.411800.340.360.4680.210OKonly
for mid spanPositive moment at Mid
span0.05713.0610220357.00OK0.9870.24273.581800.310.3110.4040.210OK222.241.641.639.9130434783ok
ForLONG SPAN ayMy (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyBar dia (mm)Spacing (mm)Area (mm2)RemarksR
= M/bd^2(% of steel), ptArea (mm2)Min. Steel reqdpt
providedStrength (tc) N/mm2k*tcStress (tv) N/mm2RemarksNegative
moments at continuous
edge0.04710.7710250314.16OK0.9770.24246.931800.300.3040.3950.210OKPositive
moment at Mid
span0.0358.028250201.06OK0.7270.17181.511800.190.290.3770.210OK
Reinforcement extension over supportsshort span
=573.75mm0.125llong span =877.375mm
Bottom reinf distance from supportslxlycont =0.25
lcontinuous1147.51754.75disc =0.15 ldiscontinuous688.51052.85
2) Torsional reinforcementarea of reinforcement for maximum
midspan moment A =357.00mm2
Extension of reinforcement over support =lx/5 =918mm
For extreme corners = 3/4 A =267.75mm2Assume bar dia =8mmNos.
=5.3267045455Povide =5Spacing =229.5mm
For 1 edge continuous = 0.5 * 3/4 A =133.87mm2Assume bar dia
=6mmNos. =4.7348484848Povide =5Spacing =229.5mm
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =4.775mly =7.214mUDL on slab =10.875kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =25.96kN/m(w)
ly = 7.214Max. Moment =49.33kNm(wl2/12)4.7754.93t-m(l)Max. Shear
or Rxtn =30.99kN(wl/4)3.10t
max intensity of D DL =25.96kN/m(w1)effects on beam will be due
to slab on both sides, so (x2)lx = 4.775Beam 2-3max Intensity of
UDL =25.96kN/m(w2)
2.38752.4392.3875Max. Moment =144.24kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)14.42t-mMax. Shear or Rxtn
=62.66kN(0.5*(w1x+w2y)6.27t
A
S22 way Slab design Data Input
C/C distance of longer span (Ly) =4775mmC/C distance of shorter
span (Lx) =3607mmAssume support widths =300mmNominal cover =30mmBar
dia =10mmunit density of concrete =25kN/m3Grade of Concrete
(Fck)25MpaGrade of Steel (Fy) =500MpaDepth CalculationAssume
effective depth (dx) =88mm(goal seek for diff = 0)Clear short span
=3307mmeffective short span =3395mmBy deflection criteria of beams,
span/effective depth ratio=26modification factor =1.5effective
depth =88mmdiff =0Overall depth D =123mmProvide D =150mmEffective
depth (dx) =115mmEffective depth (dy) =105mmEffective short span
(lx) =3422mmEffective long span (ly) =4580mmAspect ratio (r) =
ly/lx =1.338LoadingSelf weight of slab =3.75kN/m2Imposed Load
=3kN/m2(IS 875_2)Finishes =1kN/m27.75kN/m2
factored load (x1.5) =11.625kN/m2
Design Moments & Shear
Moment Coefficientsly/lx = 1.338Short span (x)Long Span
(y)Negative moment at cont. edge0.0670.047Positive moment at mid
span0.0500.035
Shearavg effective depth (d) =110mmclear short span (lxn)
=3307mm
Design shear ==17.944kN/mfor fst190240multiplying factor (k)
=1.3(Cl. 40.2.1.1, IS 456)lowerhigherlowerhigherpt0.20.30.20.3kt
=01.891.681.47
for pt =0.210.21kt =0.1891.659Detailingfor fst =2251) Main
Reinforcementkt =1.22
Maximum spacing of barsminimum of 3d or 300 mm3dx =345mm3dy
=315mmMaximum spacing of bars =300
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyCheck for Deflection ControlBar dia
(mm)Spacing (mm)Area (mm2)RemarksR = M/bd^2(% of steel), ptArea
(mm2)Min. Steel reqdpt providedStrength (tc) N/mm2k*tcStress (tv)
N/mm2Remarksfst N/mm2ktl/d maxl/d providedprov < maxNegative
moments at continuous
edge0.0679.128250201.06OK0.6900.16188.131800.170.360.4680.163OKonly
for mid spanPositive moment at Mid
span0.0506.818250201.06OK0.5150.12139.171800.170.3110.4040.163OK259.621.53929.7565217391ok
ForLONG SPAN ayMy (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyBar dia (mm)Spacing (mm)Area (mm2)RemarksR
= M/bd^2(% of steel), ptArea (mm2)Min. Steel reqdpt
providedStrength (tc) N/mm2k*tcStress (tv) N/mm2RemarksNegative
moments at continuous
edge0.0476.408250201.06OK0.5800.14143.751800.190.3040.3950.163OKPositive
moment at Mid
span0.0354.768250201.06OK0.4320.10106.271800.190.290.3770.163OK
Reinforcement extension over supportsshort span
=427.75mm0.125llong span =572.5mm
Bottom reinf distance from supportslxlycont =0.25
lcontinuous855.51145disc =0.15 ldiscontinuous513.3687
2) Torsional reinforcementarea of reinforcement for maximum
midspan moment A =201.06mm2
Extension of reinforcement over support =lx/5 =684.4mm
For extreme corners = 3/4 A =150.80mm2Assume bar dia =8mmNos.
=3Povide =5Spacing =171.1mm
For 1 edge continuous = 0.5 * 3/4 A =75.40mm2Assume bar dia
=6mmNos. =2.6666666667Povide =5Spacing =171.1mm
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =3.607mly =4.775mUDL on slab =11.625kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =20.97kN/m(w)
ly = 4.775Max. Moment =22.73kNm(wl2/12)3.6072.27t-m(l)Max. Shear
or Rxtn =18.91kN(wl/4)1.89t
max intensity of D DL =20.97kN/m(w1)effects on beam will be due
to slab on both sides, so (x2)lx = 3.607Beam 2-3max Intensity of
UDL =20.97kN/m(w2)
1.80351.1681.8035Max. Moment =48.39kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)4.84t-mMax. Shear or Rxtn
=31.15kN(0.5*(w1x+w2y)3.11t
A
S32 way Slab design Data Input
C/C distance of longer span (Ly) =7214mmC/C distance of shorter
span (Lx) =4216mmAssume support widths =300mmNominal cover =30mmBar
dia =10mmunit density of concrete =25kN/m3Grade of Concrete
(Fck)25MpaGrade of Steel (Fy) =500MpaDepth CalculationAssume
effective depth (dx) =104mm(goal seek for diff = 0)Clear short span
=3916mmeffective short span =4020mmBy deflection criteria of beams,
span/effective depth ratio=26modification factor =1.5effective
depth =104mmdiff =0Overall depth D =139mmProvide D =150mmEffective
depth (dx) =115mmEffective depth (dy) =105mmEffective short span
(lx) =4031mmEffective long span (ly) =7019mmAspect ratio (r) =
ly/lx =1.741LoadingSelf weight of slab =3.75kN/m2Imposed Load
=2kN/m2(IS 875_2)Finishes =1kN/m26.75kN/m2
factored load (x1.5) =10.125kN/m2
Design Moments & Shear
Moment Coefficientsly/lx = 1.741Short span (x)Long Span
(y)Negative moment at cont. edge0.0640.037Positive moment at mid
span0.0480.028
Shearavg effective depth (d) =110mmclear short span (lxn)
=3916mm
Design shear ==18.711kN/mfor fst240290multiplying factor (k)
=1.3(Cl. 40.2.1.1, IS 456)lowerhigherlowerhigherpt0.20.30.20.3kt
=1.681.471.41.23
for pt =0.20.2kt =1.681.4Detailingfor fst =2481) Main
Reinforcementkt =1.64
Maximum spacing of barsminimum of 3d or 300 mm3dx =345mm3dy
=315mmMaximum spacing of bars =300
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyCheck for Deflection ControlBar dia
(mm)Spacing (mm)Area (mm2)RemarksR = M/bd^2(% of steel), ptArea
(mm2)Min. Steel reqdpt providedStrength (tc) N/mm2k*tcStress (tv)
N/mm2Remarksfst N/mm2ktl/d maxl/d providedprov < maxNegative
moments at continuous
edge0.06410.5310250314.16OK0.7960.19218.381800.270.360.4680.170OKonly
for mid spanPositive moment at Mid
span0.0487.908250201.06OK0.5970.14162.131800.170.3110.4040.170OK259.621.53935.052173913ok
ForLONG SPAN ayMy (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyBar dia (mm)Spacing (mm)Area (mm2)RemarksR
= M/bd^2(% of steel), ptArea (mm2)Min. Steel reqdpt
providedStrength (tc) N/mm2k*tcStress (tv) N/mm2RemarksNegative
moments at continuous
edge0.0376.0910300261.80OK0.5520.13136.571800.250.3040.3950.170OKPositive
moment at Mid
span0.0284.618250201.06OK0.4180.10102.671800.190.290.3770.170OK
Reinforcement extension over supportsshort span
=503.875mm0.125long span =877.375mm
Bottom reinf distance from supportslxlycont =0.25
lcontinuous1007.751754.75disc =0.15 ldiscontinuous604.651052.85
2) Torsional reinforcementarea of reinforcement for maximum
midspan moment A =201.06mm2
Extension of reinforcement over support =lx/5 =806.2mm
For extreme corners = 3/4 A =150.80mm2Assume bar dia =8mmNos.
=3Povide =4Spacing =268.7333333333mm
For 1 edge continuous = 0.5 * 3/4 A =75.40mm2Assume bar dia
=6mmNos. =2.6666666667Povide =4Spacing =268.7333333333mm
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =4.216mly =7.214mUDL on slab =10.125kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =21.34kN/m(w)
ly = 7.214Max. Moment =31.61kNm(wl2/12)4.2163.16t-m(l)Max. Shear
or Rxtn =22.50kN(wl/4)2.25t
max intensity of D DL =21.34kN/m(w1)effects on beam will be due
to slab on both sides, so (x2)lx = 4.216Beam 2-3max Intensity of
UDL =21.34kN/m(w2)
2.1082.9982.108Max. Moment =123.04kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)12.30t-mMax. Shear or Rxtn
=54.49kN(0.5*(w1x+w2y)5.45t
A
S42 way Slab design Data Input
C/C distance of longer span (Ly) =4216mmC/C distance of shorter
span (Lx) =3607mmAssume support widths =300mmNominal cover =30mmBar
dia =10mmunit density of concrete =25kN/m3Grade of Concrete
(Fck)25MpaGrade of Steel (Fy) =500MpaDepth CalculationAssume
effective depth (dx) =88mm(goal seek for diff = 0)Clear short span
=3307mmeffective short span =3395mmBy deflection criteria of beams,
span/effective depth ratio=26modification factor =1.5effective
depth =88mmdiff =0Overall depth D =123mmProvide D =150mmEffective
depth (dx) =115mmEffective depth (dy) =105mmEffective short span
(lx) =3422mmEffective long span (ly) =4021mmAspect ratio (r) =
ly/lx =1.175LoadingSelf weight of slab =3.75kN/m2Imposed Load
=5kN/m2(IS 875_2)Finishes =1kN/m29.75kN/m2
factored load (x1.5) =14.625kN/m2
Design Moments & Shear
Moment Coefficientsly/lx = 1.175Short span (x)Long Span
(y)Negative moment at cont. edge0.0470.037Positive moment at mid
span0.0350.028
Shearavg effective depth (d) =110mmclear short span (lxn)
=3307mm
Design shear ==22.574kN/mfor fst240290multiplying factor (k)
=1.3(Cl. 40.2.1.1, IS 456)lowerhigherlowerhigherpt0.20.30.20.3kt
=1.681.471.41.23
for pt =0.20.2kt =1.681.4Detailingfor fst =2481) Main
Reinforcementkt =1.64
Maximum spacing of barsminimum of 3d or 300 mm3dx =345mm3dy
=315mmMaximum spacing of bars =300
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyCheck for Deflection ControlBar dia
(mm)Spacing (mm)Area (mm2)RemarksR = M/bd^2(% of steel), ptArea
(mm2)Min. Steel reqdpt providedStrength (tc) N/mm2k*tcStress (tv)
N/mm2Remarksfst N/mm2ktl/d maxl/d providedprov < maxNegative
moments at continuous
edge0.0478.058250201.06OK0.6090.14165.351800.170.360.4680.205OKonly
for mid spanPositive moment at Mid
span0.0355.998250201.06OK0.4530.11122.191800.170.3110.4040.205OK259.621.53929.7565217391ok
ForLONG SPAN ayMy (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyBar dia (mm)Spacing (mm)Area (mm2)RemarksR
= M/bd^2(% of steel), ptArea (mm2)Min. Steel reqdpt
providedStrength (tc) N/mm2k*tcStress (tv) N/mm2RemarksNegative
moments at continuous
edge0.0376.3410250314.16OK0.5750.14142.331800.300.3040.3950.205OKPositive
moment at Mid
span0.0284.808250201.06OK0.4350.10106.971800.190.290.3770.205OK
Reinforcement extension over supportsshort span
=427.75mm0.125long span =502.625mm
Bottom reinf distance from supportslxlycont =0.25
lcontinuous855.51005.25disc =0.15 ldiscontinuous513.3603.15
2) Torsional reinforcementarea of reinforcement for maximum
midspan moment A =201.06mm2
Extension of reinforcement over support =lx/5 =684.4mm
For extreme corners = 3/4 A =150.80mm2Assume bar dia =8mmNos.
=3Povide =5Spacing =171.1mm
For 1 edge continuous = 0.5 * 3/4 A =75.40mm2Assume bar dia
=6mmNos. =2.6666666667Povide =5Spacing =171.1mm
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =3.607mly =4.216mUDL on slab =14.625kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =26.38kN/m(w)
ly = 4.216Max. Moment =28.60kNm(wl2/12)3.6072.86t-m(l)Max. Shear
or Rxtn =23.78kN(wl/4)2.38t
max intensity of D DL =26.38kN/m(w1)effects on beam will be due
to slab on both sides, so (x2)lx = 3.607Beam 2-3max Intensity of
UDL =26.38kN/m(w2)
1.80350.6091.8035Max. Moment =44.30kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)4.43t-mMax. Shear or Rxtn
=31.82kN(0.5*(w1x+w2y)3.18t
A
S52 way Slab design Data Input
C/C distance of longer span (Ly) =7214mmC/C distance of shorter
span (Lx) =3886mmAssume support widths =300mmNominal cover =30mmBar
dia =10mmunit density of concrete =25kN/m3Grade of Concrete
(Fck)25MpaGrade of Steel (Fy) =500MpaDepth CalculationAssume
effective depth (dx) =95mm(goal seek for diff = 0)Clear short span
=3586mmeffective short span =3681mmBy deflection criteria of beams,
span/effective depth ratio=26modification factor =1.5effective
depth =95mmdiff =0Overall depth D =130mmProvide D =150mmEffective
depth (dx) =115mmEffective depth (dy) =105mmEffective short span
(lx) =3701mmEffective long span (ly) =7019mmAspect ratio (r) =
ly/lx =1.897LoadingSelf weight of slab =3.75kN/m2Imposed Load
=3kN/m2(IS 875_2)Finishes =1kN/m27.75kN/m2
factored load (x1.5) =11.625kN/m2
Design Moments & Shear
Moment Coefficientsly/lx = 1.897Short span (x)Long Span
(y)Negative moment at cont. edge0.0880.047Positive moment at mid
span0.0670.035
Shearavg effective depth (d) =110mmclear short span (lxn)
=3586mm
Design shear ==19.565kN/mfor fst240290multiplying factor (k)
=1.3(Cl. 40.2.1.1, IS 456)lowerhigherlowerhigherpt0.20.30.20.3kt
=1.681.471.41.23
for pt =0.220.22kt =1.6381.366Detailingfor fst =255.451) Main
Reinforcementkt =1.55
Maximum spacing of barsminimum of 3d or 300 mm3dx =345mm3dy
=315mmMaximum spacing of bars =300
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyCheck for Deflection ControlBar dia
(mm)Spacing (mm)Area (mm2)RemarksR = M/bd^2(% of steel), ptArea
(mm2)Min. Steel reqdpt providedStrength (tc) N/mm2k*tcStress (tv)
N/mm2Remarksfst N/mm2ktl/d maxl/d providedprov < maxNegative
moments at continuous
edge0.08814.0110200392.70OK1.0600.26294.681800.340.360.4680.178OKonly
for mid spanPositive moment at Mid
span0.06710.678200251.33OK0.8070.19221.381800.220.3110.4040.178OK255.451.5540.332.1826086957ok
ForLONG SPAN ayMy (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyBar dia (mm)Spacing (mm)Area (mm2)RemarksR
= M/bd^2(% of steel), ptArea (mm2)Min. Steel reqdpt
providedStrength (tc) N/mm2k*tcStress (tv) N/mm2RemarksNegative
moments at continuous
edge0.0477.4810300261.80OK0.6790.16168.981800.250.3040.3950.178OKPositive
moment at Mid
span0.0355.578250201.06OK0.5050.12124.751800.190.290.3770.178OK
Reinforcement extension over supportsshort span
=462.625mm0.125llong span =877.375mm
Bottom reinf distance from supportslxlycont =0.25
lcontinuous925.251754.75disc =0.15 ldiscontinuous555.151052.85
2) Torsional reinforcementarea of reinforcement for maximum
midspan moment A =251.33mm2
Extension of reinforcement over support =lx/5 =740.2mm
For extreme corners = 3/4 A =188.50mm2Assume bar dia =8mmNos.
=3.75Povide =5Spacing =185.05mm
For 1 edge continuous = 0.5 * 3/4 A =94.25mm2Assume bar dia
=6mmNos. =3.3333333333Povide =5Spacing =185.05mm
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =3.886mly =7.214mUDL on slab =11.625kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =22.59kN/m(w)
ly = 7.214Max. Moment =28.42kNm(wl2/12)3.8862.84t-m(l)Max. Shear
or Rxtn =21.94kN(wl/4)2.19t
max intensity of D DL =22.59kN/m(w1)effects on beam will be due
to slab on both sides, so (x2)lx = 3.886Beam 2-3max Intensity of
UDL =22.59kN/m(w2)
1.9433.3281.943Max. Moment =132.72kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)13.27t-mMax. Shear or Rxtn
=59.53kN(0.5*(w1x+w2y)5.95t
A
S62 way Slab design Data Input
C/C distance of longer span (Ly) =3886mmC/C distance of shorter
span (Lx) =3607mmAssume support widths =300mmNominal cover =30mmBar
dia =10mmunit density of concrete =25kN/m3Grade of Concrete
(Fck)25MpaGrade of Steel (Fy) =500MpaDepth CalculationAssume
effective depth (dx) =88mm(goal seek for diff = 0)Clear short span
=3307mmeffective short span =3395mmBy deflection criteria of beams,
span/effective depth ratio=26modification factor =1.5effective
depth =88mmdiff =0Overall depth D =123mmProvide D =150mmEffective
depth (dx) =115mmEffective depth (dy) =105mmEffective short span
(lx) =3422mmEffective long span (ly) =3691mmAspect ratio (r) =
ly/lx =1.079LoadingSelf weight of slab =3.75kN/m2Imposed Load
=5kN/m2(IS 875_2)Finishes =1kN/m29.75kN/m2
factored load (x1.5) =14.625kN/m2
Design Moments & Shear
Moment Coefficientsly/lx = 1.079Short span (x)Long Span
(y)Negative moment at cont. edge0.0520.047Positive moment at mid
span0.0390.035
Shearavg effective depth (d) =110mmclear short span (lxn)
=3307mm
Design shear ==22.574kN/mfor fst240290multiplying factor (k)
=1.3(Cl. 40.2.1.1, IS 456)lowerhigherlowerhigherpt0.20.30.20.3kt
=1.681.471.41.23
for pt =0.20.2kt =1.681.4Detailingfor fst =2481) Main
Reinforcementkt =1.64
Maximum spacing of barsminimum of 3d or 300 mm3dx =345mm3dy
=315mmMaximum spacing of bars =300
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyCheck for Deflection ControlBar dia
(mm)Spacing (mm)Area (mm2)RemarksR = M/bd^2(% of steel), ptArea
(mm2)Min. Steel reqdpt providedStrength (tc) N/mm2k*tcStress (tv)
N/mm2Remarksfst N/mm2ktl/d maxl/d providedprov < maxNegative
moments at continuous
edge0.0528.918250201.06OK0.6730.16183.541800.170.360.4680.205OKonly
for mid spanPositive moment at Mid
span0.0396.688250201.06OK0.5050.12136.501800.170.3110.4040.205OK259.621.53929.7565217391ok
ForLONG SPAN ayMy (kNm/m)Reinforcement ProvidedReinforcement
RequirementShear AdequacyBar dia (mm)Spacing (mm)Area (mm2)RemarksR
= M/bd^2(% of steel), ptArea (mm2)Min. Steel reqdpt
providedStrength (tc) N/mm2k*tcStress (tv) N/mm2RemarksNegative
moments at continuous
edge0.0478.058250201.06OK0.7300.17182.221800.190.3040.3950.205OKPositive
moment at Mid
span0.0355.998250201.06OK0.5440.13134.431800.190.290.3770.205OK
Reinforcement extension over supportsshort span
=427.75mm0.125llong span =461.375mm
Bottom reinf distance from supportslxlycont =0.25
lcontinuous855.5922.75disc =0.15 ldiscontinuous513.3553.65
2) Torsional reinforcementarea of reinforcement for maximum
midspan moment A =201.06mm2
Extension of reinforcement over support =lx/5 =684.4mm
For extreme corners = 3/4 A =150.80mm2Assume bar dia =8mmNos.
=3Povide =5Spacing =171.1mm
For 1 edge continuous = 0.5 * 3/4 A =75.40mm2Assume bar dia
=6mmNos. =2.6666666667Povide =5Spacing =171.1mm
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =3.607mly =3.886mUDL on slab =14.625kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =26.38kN/m(w)
ly = 3.886Max. Moment =28.60kNm(wl2/12)3.6072.86t-m(l)Max. Shear
or Rxtn =23.78kN(wl/4)2.38t
max intensity of D DL =26.38kN/m(w1)effects on beam will be due
to slab on both sides, so (x2)lx = 3.607Beam 2-3max Intensity of
UDL =26.38kN/m(w2)
1.80350.2791.8035Max. Moment =35.49kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)3.55t-mMax. Shear or Rxtn
=27.46kN(0.5*(w1x+w2y)2.75t
A
Beam_1-2DATASpan of the beam =ERROR:#REF!mAssume width of beam
(b) =0.15mAssume depth of beam (D) =0.18mSIMPLE BEAMAssume clear
cover =25mmAssume main reinforcement dia () =12mm(taken from
below)Assume width of support columns =0.6mConcrete density
=2.5t/m3Concrete grade ="1" 0Characteristic Compr. Strength (Fck)
=2548.42t/m2Permissible stress in concrete (Fc) =1132.631t/m2Steel
grade =Fe 500Characteristic Tensile Strength (Fy)
=50968.400t/m2Permissible stress in steel (Fs)
=29546.898t/m2xu,max/d =0.46
Maximum moment acting on the beam =ERROR:#REF!t-m(M)Torsion
acting on the beam (if any) =0.000t-m(T)Equivalent Moment (Mu,lim)
=ERROR:#REF!t-mAdequacy of beam sectionEffective depth
calculationsupport cond factora) From deflection criteria (L/d)
=ERROR:#REF!m26b) From Limiting Moment =ERROR:#REF!mmax accepted
=ERROR:#REF!m(REQD)Provided =0.180mERROR:#REF!d/b =1.20(generally
1.5-2)Steel RequirementArea of Main steel required
=256.966mm2Provide12 bars @3. nos +0 bars @0. nos
=339.292mm2ADEQUATE
Pt =1.26
Nos. in one layer =3Spacing =0.044mOKSay 0.05mSide face
Reinforcement =NOT REQUIREDmm2(on each side)
Provide10 bars @2. nos +12 bars @1. nos =270.177mm2CHECK BAR DIA
AND NOS.(Cl. 26.5.1.3, IS 456)
Development Length (Cl. 26.2.1, IS 456)=
f =12mmss =230N/mm2tbd =1.4N/mm2"1" 0
Ld =0.49m
Shear Stress in ConcretePt = 100 As/b d =1.257"1" 0Max shear
acting (Vu) =ERROR:#REF!t(at d from support)shear stress acting
=ERROR:#REF!t/m2ERROR:#REF!Design shear resistance (Vuc)
=65.24t/m2(calculate from table)Design Shear (Vus = Vu - Vuc)
=ERROR:#REF!t/m2ERROR:#REF!tAssume dia of shear reinf. =8mmlegged
=2Area of steel (Asv) =100.53mm2spacing (sv) =200mm c/cshear
resistance provided =4.01tERROR:#REF!Crack Widths (Service Loads) -
Limiting value 0.2 mmb =0.15mAst =339.292mm2M =ERROR:#REF!t-mEs
=20387359.8369011t/m2Ec =2548419.98t/m2Ece =1274209.99t/m2m
=16.00t/m2Cmin =25.00mmh = D =0.18md =0.18mdia of bar =12.00mmbar
spacing =0.05meffective cover =31.00mm
N.A at working loads
x^2 + 0.072x - 0.013 = 00.0720.013x =0.084mIc
=0.0001m4Determination of crack width at a point directly under a
bar on tension facex1 =0.096m1 =ERROR:#REF!a =0.18mm
=ERROR:#REF!acr =Cmin = 25.00mmWcr
=ERROR:#REF!mmERROR:#REF!Determination of crack width at a point
midway between bars on tension facex1 =0.096m1 =ERROR:#REF!a
=0.18mm =ERROR:#REF!acr =33.82mmWcr
=ERROR:#REF!mmERROR:#REF!Determination of crack width at a point
bottom corner of beam on tension facex1 =0.096m1 =ERROR:#REF!a
=0.18mm =ERROR:#REF!acr =37.84mmWcr
=ERROR:#REF!mmERROR:#REF!Determination of crack width at a point
2/3(d-x) from N.A.x1 =0.064m1 =ERROR:#REF!a =0.15mm =ERROR:#REF!acr
=38.66mmWcr =ERROR:#REF!mmERROR:#REF!Cost of Conc Sectionrate of
steel =72274rs/mttotal weight =ERROR:#REF!mtcost of reinf steel
=ERROR:#REF!rsrate of M25 concrete = 6159.15rs/m3total vol
=ERROR:#REF!m3cost of conc =ERROR:#REF!rstotal cost
=ERROR:#REF!rs
Beam_2-3 DATASpan of the beam =ERROR:#REF!mAssume width of beam
(b) =0.2mAssume depth of beam (D) =0.25mSIMPLE BEAMAssume clear
cover =25mmAssume main reinforcement dia () =16mm(taken from
below)Assume width of support columns =0.6mConcrete density
=2.5t/m3Concrete grade ="1" 0Characteristic Compr. Strength (Fck)
=2548.42t/m2Permissible stress in concrete (Fc) =1132.631t/m2Steel
grade =Fe 500Characteristic Tensile Strength (Fy)
=50968.400t/m2Permissible stress in steel (Fs)
=29546.898t/m2xu,max/d =0.46
Maximum moment acting on the beam =ERROR:#REF!t-m(M)Torsion
acting on the beam (if any) =0.000t-m(T)Equivalent Moment (Mu,lim)
=ERROR:#REF!t-mAdequacy of beam sectionEffective depth
calculationsupport cond factora) From deflection criteria (L/d)
=ERROR:#REF!m26b) From Limiting Moment =ERROR:#REF!mmax accepted
=ERROR:#REF!m(REQD)Provided =0.250mERROR:#REF!d/b =1.25(generally
1.5-2)Steel RequirementArea of Main steel required
=475.862mm2Provide16 bars @3. nos +0 bars @0. nos
=603.186mm2ADEQUATE
Pt =1.21
Nos. in one layer =4Spacing =0.045mOKSay 0.05mSide face
Reinforcement =NOT REQUIREDmm2(on each side)
Provide10 bars @2. nos +12 bars @1. nos =270.177mm2CHECK BAR DIA
AND NOS.(Cl. 26.5.1.3, IS 456)
Development Length (Cl. 26.2.1, IS 456)=
f =16mmss =230N/mm2tbd =1.4N/mm2"1" 0
Ld =0.66m
Shear Stress in ConcretePt = 100 As/b d =1.206"1" 0Max shear
acting (Vu) =1.220t(at d from support)shear stress acting
=24.400t/m2OKDesign shear resistance (Vuc) =70.1t/m2(calculate from
table)Design Shear (Vus = Vu - Vuc) =-45.700t/m2-2.285tAssume dia
of shear reinf. =8mmlegged =2Area of steel (Asv) =100.53mm2spacing
(sv) =200mm c/cshear resistance provided =5.57tOKCrack Widths
(Service Loads) - Limiting value 0.2 mmb =0.2mAst =603.186mm2M
=ERROR:#REF!t-mEs =20387359.8369011t/m2Ec =2548419.98t/m2Ece
=1274209.99t/m2m =16.00t/m2Cmin =25.00mmh = D =0.25md =0.25mdia of
bar =16.00mmbar spacing =0.05meffective cover =33.00mm
N.A at working loads
x^2 + 0.096x - 0.024 = 00.0970.024x =0.114mIc
=0.0003m4Determination of crack width at a point directly under a
bar on tension facex1 =0.136m1 =ERROR:#REF!a =0.25mm
=ERROR:#REF!acr =Cmin = 25.00mmWcr
=ERROR:#REF!mmERROR:#REF!Determination of crack width at a point
midway between bars on tension facex1 =0.136m1 =ERROR:#REF!a
=0.25mm =ERROR:#REF!acr =33.4mmWcr
=ERROR:#REF!mmERROR:#REF!Determination of crack width at a point
bottom corner of beam on tension facex1 =0.136m1 =ERROR:#REF!a
=0.25mm =ERROR:#REF!acr =38.67mmWcr
=ERROR:#REF!mmERROR:#REF!Determination of crack width at a point
2/3(d-x) from N.A.x1 =0.091m1 =ERROR:#REF!a =0.20mm =ERROR:#REF!acr
=48.12mmWcr =ERROR:#REF!mmERROR:#REF!Cost of Conc Sectionrate of
steel =72274rs/mttotal weight =ERROR:#REF!mtcost of reinf steel
=ERROR:#REF!rsrate of M25 concrete = 6159.15rs/m3total vol
=ERROR:#REF!m3cost of conc =ERROR:#REF!rstotal cost
=ERROR:#REF!rs
Simply supportedSlab design (Simply Supported)Data
InputDimension of longer span (ly) =4.5mDimension of shorter span
(lx) =3.16mNominal cover for steel 30mmImposed load =2.5kN/m2(IS
875_2)Surface finish =1kN/m2Fck =20N/mm2Fy =500N/mm2Unit density of
concrete25kN/m3Depth Calculation (Serviceablity)ly/lx =1.42 < 2,
two waylx/D =28(as per support conditions)(use avg of S/S &
cont. where applicable for cont & discont. edge)Min. Required
Overall depth D =112.86mmProvide D =120mm(min. 150mm)
Design Moments & ShearDead load of slab =3kN/m2Ultimate Load
(w) =9.75kN/m2
Maximum Shear in either direction =Vu =w (lx/2)15.41kN/m
Mulim = Rlim bd^2FeRlim (N/mm2)2503.004152.785002.68
Value of Rlim to be used =2.68N/mm2
Min. value of shear strength =0.28N/mm2(Table 19, IS
456)multiplying factor (k) =1.3(Cl. 40.2.1.1, IS 456)
ForSHORT SPAN ax Mx (kNm/m)Reinforcement ProvidedEffective depth
(d)Shear AdequacyReinforcement RequirementBar dia (mm)Spacing
(mm)Area (mm2)RemarksReqd (mm)Provided (mm)RemarksStrength (tc)
N/mm2Stress (tv) N/mm2Remarks(% of steel), ptArea (mm2)Min. Steel
reqdSimply Supported on Four
Sides0.0999.648200251.327OK59.9786OK0.3640.179OK0.25215144
ForLONG SPAN ay My (kNm/m)Reinforcement ProvidedEffective depth
(d)Shear AdequacyReinforcement RequirementBar dia (mm)Spacing
(mm)Area (mm2)RemarksReqd (mm)Provided (mm)RemarksStrength (tc)
N/mm2Stress (tv) N/mm2Remarks(% of steel), ptArea (mm2)Min. Steel
reqdSimply Supported on Four
Sides0.0514.978200251.327OK43.0486OK0.3640.179OK0.25215144
NOTES FOR TABLE1)Bending moment coefficients taken from Table
26, (Annex D), IS 4562)Moment values are calculated per unit
width3)ONLY INPUT VALUES IN THE TABLE4)% steel (pt) calculated from
Table 19, IS 456pt = 100 As/bd5)Minimum area of steel = 0.12% of
bD6)Minimum bar dia to be used = 8mm
Loads for Supporting Beams
lx =3.16mly =4.5mUDL on slab =9.75kN/m2
The loads of triangular segment A will be transferred to beam
1-2 and the same of trapezoidal segment B will be transferred to
beam 2-3
Beam 1-2max intensity of D DL =15.41kN/m(w)
ly = Max. Moment =12.82kNm(wl2/12)3.161.28t-m(l)Max. Shear or
Rxtn =12.17kN(wl/4)1.22t
max intensity of D DL =15.41kN/m(w1)lx = Beam 2-3max Intensity
of UDL =13.07kN/m(w2)
1.581.341.58Max. Moment =29.58kNm(w1x2/3 +
w2y/2*(x+y/4))(x)(y)(x)2.96t-mMax. Shear or Rxtn
=20.92kN(0.5*(w1x+w2y)2.09t
A
