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sLAB.xls

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STAIR CASE Data T = 250 mm R = 165.0 mm 200mm Slab thick = 200 mm Floor finish = 1 KN/m2 0.23 Fck = 25 Fymain = 500 main 250mm Fysec = 500 Distributors 165mm Effective span = 2.409 m 0.23 2.044 m 1.8 Load 3.871m Loding on going Loding on landing Effective depth d = 175 mm Dead load = 5.99 KN/m2 Dead load = 5.00 KN/m2 Step load = 2.06 KN/m2 Floor finish = 1.00 KN/m2 Floor finish = 1.00 KN/m2 Live load = 3.00 KN/m2 Live load = 3.00 KN/m2 Total loa = 9.00 KN/m2 Total dead load = 12.05 KN/m2 factored total load = 13.5 KN/m2 actored total load = 18.08 KN/m2 Reinforcement Maximum moment occur at X 18.080 13.5 Reaction A = 33.73 X A = B B = 29.56 2.409 m 1.462 m Vu = 30.565 X = 1.866 m ζv = 0.175 Max.Factored moment = 31.462 KN ζc = 0.426 Main bar Mu/Bd^2 R Ast req Min Ast Ast.pro Diameter mm2 mm2 mm2 mm 1.027 0.2485 434.942 210 628.00 10 Distributors Ast req Min Ast Ast.pro Diameter mm2 mm2 mm2 mm 210.000 210 251.20 8
Transcript
Page 1: sLAB.xls

STAIR CASEData

T = 250 mmR = 165.0 mm 200mm

Slab thick = 200 mmFloor finish = 1 KN/m2 0.23

Fck = 25Fymain = 500 main 250mm

Fysec = 500 Distributors165mm

Effective span = 2.409 m

0.23 2.044 m 1.8 m

Load3.871m

Loding on going Loding on landingEffective depth d = 175 mm

Dead load = 5.99 KN/m2 Dead load = 5.00 KN/m2Step load = 2.06 KN/m2 Floor finish = 1.00 KN/m2

Floor finish = 1.00 KN/m2 Live load = 3.00 KN/m2Live load = 3.00 KN/m2

Total load = 9.00 KN/m2Total dead load = 12.05 KN/m2 factored total load = 13.5 KN/m2

Factored total load = 18.08 KN/m2

Reinforcement

Maximum moment occur at X

18.080 13.5 Reaction

A = 33.73 KNX

A = B B = 29.56 KN

2.409 m 1.462 mVu = 30.565 KN

X = 1.866 m ζv = 0.175 N/mm2

Max.Factored moment = 31.462 KN ζc = 0.426 N/mm2

Main barMu/Bd^2 R Ast req Min Ast Ast.pro Diameter Spacing

mm2 mm2 mm2 mm mm

1.027 0.2485 434.942 210 628.00 10 125

DistributorsAst req Min Ast Ast.pro Diameter Spacingmm2 mm2 mm2 mm mm

210.000 210 251.20 8 200

Page 2: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 3.96mS. No. = S1

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.59m

Cover = 20 mm

Ly (Long span) = 3.96 mLx (Short span) = 2.59 m

Ly/Lx = 1.53 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.125 m Position of partion wall = No wall

d = 105 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 3.125 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 0.00 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 2 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 9.19 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 4

Moment Load on beamdead load live load

Mx (+ve) = 3.659 kNm Short span C.edge Reaction kN/mMx (-ve) = 4.879 kNm Short span D.C edge Reaction kN/mMy (+ve) = 2.095 kNm Long span C.edge Reaction kN/mMy (-ve) = 2.794 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 24.64 < 105 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 24.667Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0934 98.04 150 201 8 250Mx (-ve) = 0.1252 131.43 150 201 8 250My (+ve) = 0.0531 55.77 150 201 8 250My (-ve) = 0.0710 74.58 150 201 8 250

Page 3: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 2.93mS. No. = S2

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.52m

Cover = 20 mm

Ly (Long span) = 2.93 mLx (Short span) = 2.52 m

Ly/Lx = 1.16 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.15 m Position of partion wall = Parallel to the span

d = 130 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0.3 m

LOAD: 1 All edge continuousDead load = 3.75 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 4.24 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 4.8 kN/m2 5 Two short edge discontinuousLive load = 2 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 23.69 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 1

Moment Load on beamdead load live load

Mx (+ve) = 4.559 kNm Short span C.edge Reaction kN/mMx (-ve) = 6.079 kNm Short span D.C edge Reaction kN/mMy (+ve) = 3.610 kNm Long span C.edge Reaction kN/mMy (-ve) = 4.813 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 32.35 < 130 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 19.385Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0757 98.38 180 201 8 250Mx (-ve) = 0.1013 131.74 180 223 8 225My (+ve) = 0.0598 77.69 180 201 8 250My (-ve) = 0.0800 103.94 180 201 8 250

Page 4: sLAB.xls

CODE: IS 456 & SB:16 DESIGN OF SLAB

DATA: 2.15mFloor Second floor

S. No. S3Grade of concrete 25 N/mm2 1.03m

Grade of steel 415 N/mm2Cover 20 mm

Ly (Long span) 2.15 mLx (Short span) 1.03 m

Ly/Lx = 2.09 > 2

One way slab condition satisfied

SlabSlab thickness D 0.1 m Partion wall

d 76 mm Position of partion wall = Parallel to the spanSpan length = 1.03 m

Sunkan depth 0.3 m Wall thick = 0.115 mWall height = 3 m

Weight of wall = 6.9 kN/m

Support condition 2 1 Simply support2 Continuous support

LOAD:Dead load = 2.5 kN/m2

F.Finish = 1 kN/m2Wall load = 6.90 kN/m2

Sunkan load = 4.8 kN/m2Live load = 3 kN/m2

1.5 (DL) = 22.800 kN/m21.5 (LL) = 4.500 kN/m2

DESIGN:

Moment Load on beamdead load live load

End support (-) = 1.207 kNm Short span C.edge Reaction kN/mEnd middle (+) = 2.493 kNm Short span D.C edge Reaction kN/m

First interior support (-) = 2.949 kNm Long span C.edge Reaction kN/mFirst interior middle (+) = 1.910 kNm Long span D.C edge Reaction kN/mOther interior support (-) = 2.546 kNm

Depth check

Effective depth d = 18.703 < 76 mmHence Safe

Deflection

Basic L/d = 30 M.F = 2.00Allowable L/d = 60.000 > Actual L/d = 13.553

Hence safeREINFORCEMENT

Ast req Min Ast Ast provided dia of bar Spacing (mm2/m) (mm2/m) (mm2/m) mm mm

End support (-) 0.0584 44.412 120 201 8 250End middle (+) 0.1220 91.752 120 201 8 250

First interior support (-) 0.1449 108.541 120 201 8 250First interior middle (+) 0.0930 70.278 120 0 0 150 Not OKOther interior support (-) 0.1247 93.704 120 0 0 150 Not OK

Page 5: sLAB.xls

Distrinbutors 120 120 201 8 250

Page 6: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 3.37mS. No. = S4

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.59m

Cover = 20 mm

Ly (Long span) = 3.37 mLx (Short span) = 2.59 m

Ly/Lx = 1.30 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.125 m Position of partion wall = No wall

d = 105 mm Wall thick = 0 mWall height = 0 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 3.125 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 0.00 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 2 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 9.19 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 4

Moment Load on beamdead load live load

Mx (+ve) = 3.174 kNm Short span C.edge Reaction kN/mMx (-ve) = 4.232 kNm Short span D.C edge Reaction kN/mMy (+ve) = 2.095 kNm Long span C.edge Reaction kN/mMy (-ve) = 2.794 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 24.64 < 105 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 24.667Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0808 84.86 150 201 8 250Mx (-ve) = 0.1083 113.67 150 201 8 250My (+ve) = 0.0531 55.77 150 201 8 250My (-ve) = 0.0710 74.58 150 201 8 250

Page 7: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 3.37mS. No. = S5

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.55m

Cover = 20 mm

Ly (Long span) = 3.37 mLx (Short span) = 2.55 m

Ly/Lx = 1.32 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.15 m Position of partion wall = Parallel to the span

d = 130 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0.3 m

LOAD: 1 All edge continuousDead load = 3.75 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 4.19 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 4.5 kN/m2 5 Two short edge discontinuousLive load = 3 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 24.67 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 1

Moment Load on beamdead load live load

Mx (+ve) = 5.654 kNm Short span C.edge Reaction kN/mMx (-ve) = 7.539 kNm Short span D.C edge Reaction kN/mMy (+ve) = 3.849 kNm Long span C.edge Reaction kN/mMy (-ve) = 5.133 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 33.40 < 130 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 19.615Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0941 122.39 180 201 8 250Mx (-ve) = 0.1262 164.07 180 201 8 250My (+ve) = 0.0638 82.90 180 201 8 250My (-ve) = 0.0853 110.93 180 201 8 250

Page 8: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 5.065mS. No. = S6

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.59m

Cover = 20 mm

Ly (Long span) = 5.065 mLx (Short span) = 2.59 m

Ly/Lx = 1.96 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.125 m Position of partion wall = No wall

d = 105 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 3.125 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 0.00 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 3 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 10.69 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 4

Moment Load on beamdead load live load

Mx (+ve) = 4.960 kNm Short span C.edge Reaction kN/mMx (-ve) = 6.613 kNm Short span D.C edge Reaction kN/mMy (+ve) = 2.438 kNm Long span C.edge Reaction kN/mMy (-ve) = 3.250 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 26.58 < 105 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 24.667Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.1273 133.67 150 201 8 250Mx (-ve) = 0.1710 179.56 150 201 8 250My (+ve) = 0.0619 64.97 150 201 8 250My (-ve) = 0.0828 86.93 150 201 8 250

Page 9: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 2.59mS. No. = S7

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.553m

Cover = 20 mm

Ly (Long span) = 2.59 mLx (Short span) = 2.553 m

Ly/Lx = 1.01 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.15 m Position of partion wall = Parallel to the span

d = 130 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0.3 m

LOAD: 1 All edge continuousDead load = 3.75 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 4.19 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 4.5 kN/m2 5 Two short edge discontinuousLive load = 2 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 23.16 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 4

Moment Load on beamdead load live load

Mx (+ve) = 5.518 kNm Short span C.edge Reaction kN/mMx (-ve) = 7.358 kNm Short span D.C edge Reaction kN/mMy (+ve) = 5.132 kNm Long span C.edge Reaction kN/mMy (-ve) = 6.843 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 38.57 < 130 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 19.638Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0918 119.40 180 201 8 250Mx (-ve) = 0.1231 160.05 180 201 8 250My (+ve) = 0.0853 110.93 180 201 8 250My (-ve) = 0.1143 148.63 180 201 8 250

Page 10: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 3.96mS. No. = S8

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.897m

Cover = 20 mm

Ly (Long span) = 3.96 mLx (Short span) = 2.90 m

Ly/Lx = 1.37 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.125 m Position of partion wall = No wall

d = 105 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 3.125 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 0.00 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 2 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 9.19 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 1

Moment Load on beamdead load live load

Mx (+ve) = 2.811 kNm Short span C.edge Reaction kN/mMx (-ve) = 3.748 kNm Short span D.C edge Reaction kN/mMy (+ve) = 1.851 kNm Long span C.edge Reaction kN/mMy (-ve) = 2.467 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 23.16 < 105 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 27.590Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0715 75.04 150 201 8 250Mx (-ve) = 0.0957 100.46 150 201 8 250My (+ve) = 0.0469 49.20 150 201 8 250My (-ve) = 0.0626 65.77 150 201 8 250

Page 11: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 3.275mS. No. = S8

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 1.755m

Cover = 20 mm

Ly (Long span) = 3.275 mLx (Short span) = 1.755 m

Ly/Lx = 1.87 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.1 m Position of partion wall = Parallel to the span

d = 80 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 2.5 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 5.91 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 3 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 18.61 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 1

Moment Load on beamdead load live load

Mx (+ve) = 2.626 kNm Short span C.edge Reaction kN/mMx (-ve) = 3.501 kNm Short span D.C edge Reaction kN/mMy (+ve) = 1.376 kNm Long span C.edge Reaction kN/mMy (-ve) = 1.834 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 19.97 < 80 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 21.938Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.1159 92.70 120 201 8 250Mx (-ve) = 0.1555 124.44 120 201 8 250My (+ve) = 0.0601 48.11 120 201 8 250My (-ve) = 0.0805 64.37 120 201 8 250

Page 12: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 2.59mS. No. = S10

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 1.755m

Cover = 20 mm

Ly (Long span) = 2.59 mLx (Short span) = 1.755 m

Ly/Lx = 1.48 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.1 m Position of partion wall = Parallel to the span

d = 80 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 2.5 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 5.91 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 3 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 18.61 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 1

Moment Load on beamdead load live load

Mx (+ve) = 2.237 kNm Short span C.edge Reaction kN/mMx (-ve) = 2.983 kNm Short span D.C edge Reaction kN/mMy (+ve) = 1.376 kNm Long span C.edge Reaction kN/mMy (-ve) = 1.834 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 19.97 < 80 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 21.938Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.0984 78.76 120 201 8 250Mx (-ve) = 0.1320 105.61 120 201 8 250My (+ve) = 0.0601 48.11 120 201 8 250My (-ve) = 0.0805 64.37 120 201 8 250

Page 13: sLAB.xls

CODE: IS 456 & SB:16 DESIGN OF SLAB

DATA: 3.615mFloor Second floor

S. No. S11Grade of concrete 25 N/mm2 1.755m

Grade of steel 415 N/mm2Cover 20 mm

Ly (Long span) 3.615 mLx (Short span) 1.755 m

Ly/Lx = 2.06 > 2

One way slab condition satisfied

SlabSlab thickness D 0.1 m Partion wall

d 76 mm Position of partion wall = No wallSpan length = 1.755 m

Sunkan depth 0 m Wall thick = 0.115 mWall height = 3 m

Weight of wall = 6.9 kN/m

Support condition 2 1 Simply support2 Continuous support

LOAD:Dead load = 2.5 kN/m2

F.Finish = 1 kN/m2Wall load = 0.00 kN/m2

Sunkan load = 0 kN/m2Live load = 3 kN/m2

1.5 (DL) = 5.250 kN/m21.5 (LL) = 4.500 kN/m2

DESIGN:

Moment Load on beamdead load live load

End support (-) = 1.251 kNm Short span C.edge Reaction kN/mEnd middle (+) = 2.734 kNm Short span D.C edge Reaction kN/m

First interior support (-) = 3.157 kNm Long span C.edge Reaction kN/mFirst interior middle (+) = 2.166 kNm Long span D.C edge Reaction kN/mOther interior support (-) = 2.888 kNm

Depth check

Effective depth d = 19.044 < 76 mmHence Safe

Deflection

Basic L/d = 30 M.F = 2.00Allowable L/d = 60.000 > Actual L/d = 23.092

Hence safeREINFORCEMENT

Ast req Min Ast Ast provided dia of bar Spacing (mm2/m) (mm2/m) (mm2/m) mm mm

End support (-) 0.0606 46.066 120 201 8 250End middle (+) 0.1341 100.636 120 201 8 250

First interior support (-) 0.1554 116.228 120 201 8 250First interior middle (+) 0.1057 79.729 120 0 0 150 Not OKOther interior support (-) 0.1418 106.306 120 0 0 150 Not OK

Page 14: sLAB.xls

Distrinbutors 120 120 201 8 250

Page 15: sLAB.xls

CODE REF:IS 456 and SP16 AA CONSULTANTS

PROJECT NUMBER: DESIGNED BY:PROJECT NAME:DATA:

Floor = First floor 3.96mS. No. = S12

Grade of concrete = 25 N/mm2Grade of steel = 415 N/mm2 2.59m

Cover = 20 mm

Ly (Long span) = 3.96 mLx (Short span) = 2.59 m

Ly/Lx = 1.53 < 2 Two way slab condition satisfied

Slab Partion wallSlab thickness D = 0.1 m Position of partion wall = Parallel to the span

d = 80 mm Wall thick = 0.115 mWall height = 3 m

Sunkan depth = 0 m

LOAD: 1 All edge continuousDead load = 2.5 kN/m2 2 One short edge discontinuous

F.Finish = 1 kN/m2 3 One long edge discontinuousWall load = 4.13 kN/m2 4 Two adjacent edge discontinuous

Sunkan load = 0 kN/m2 5 Two short edge discontinuousLive load = 3 kN/m2 6 Two long edge discontinuous

1.5 (DL+LL) = 15.95 kN/m2 7 Three edge discontinuous (one long edge continuous)8 Three edge discontinuous (one short edge continuous)

DESIGN: 9 Four edge discontinuousEdge conditions = 1

Moment Load on beamdead load live load

Mx (+ve) = 4.297 kNm Short span C.edge Reaction kN/mMx (-ve) = 5.730 kNm Short span D.C edge Reaction kN/mMy (+ve) = 2.568 kNm Long span C.edge Reaction kN/mMy (-ve) = 3.424 kNm Long span D.C edge Reaction kN/m

Depth checkShort span Effective depth d = 27.28 < 80 mm Hence Safe

DeflectionBasic L/d = 20.000 M.F = 2.00

Allowable L/d = 40.000 > Actual L/d = 32.375Hence safe

REINFORCEMENTPt Ast req Min Ast Ast provided dia of barSpacing

(mm2/m) (mm2/m) (mm2/m) mm mmMx (+ve) = 0.1921 153.68 120 201 8 250Mx (-ve) = 0.2591 207.29 120 251 8 200My (+ve) = 0.1133 90.62 120 201 8 250My (-ve) = 0.1520 121.62 120 201 8 250

Page 16: sLAB.xls

Plinth beam

Ground levelEarth beam

1.5m

Page 17: sLAB.xls

Roof beam 230x450 mm(Up to fouth floor)

Plinth beam230x300 mm

Earth beam230x300 mm

Page 18: sLAB.xls

Slab S1

dia of barSpacing mm mm

Short span Mx at mid (+) ve = 8 250Short span Mx at Support (-)ve = 8 250

Long span My at mid (+) ve = 8 250Long span My at support (-)ve = 8 250

Slab S2

dia of barSpacing mm mm

Short span Mx at mid (+) ve = 8 250Short span Mx at Support (-)ve = 8 250

Long span My at mid (+) ve = 8 250Long span My at support (-)ve = 8 250