Use of BuildingFloor HeightHeight of PlinthDepth of FoundationLive LoadFloor FinishRoofInterior wall thicknessExterior wall thicknessConcrete GradeMain Steel GradeSecondary Steel GradeBearing capacity of soilExposure condition

INFORMATION INPUTS

Insert the type of Panel 1Length of the Shorter Span (c/c distance in mm), Lx 3000Length of the Longer Span (c/c distance in mm), Ly 6000Thickness of the ceiling plaster (mm)Floor Finish (in kN/m^2) 1weight of light weight partition (kN/m^2)Live Load (KN/m2) 4Unit weight of Concrete used (KN/m^3) 25Charactristic Strength of Concrete used (MPa) 20Charactristic Strength of Steel used (MPA) 415Enter the min clear cover you want to provide (in mm) 20

Thickness of External Walls (in mm) 230Thickness of Internal Wall (in mm) 150Bearing Capacity of Soil (in kN/m^2) 200

Ly/Lx 2Floor Height (in mm) 3350

Unit weight of Masonry used (KN/m^3) 20

IT IS A ONE WAY SLAB

Effective DepthData Value

Assuming percentage of steel (in %) 0.4Assumed diameter of bars (in mm) 10

Fs(in N/mm2) 240.7Modification Factor (M.F.) 1.33

Type of Span One Way Continuous SlabCoeffient for type of slab (IS 456: 2000) 26

86.755349913244790

115

Effective Spanc/c span 3000

Width of support (in mm) 230Clear Span (in mm) 2770

1/12 th of Clear Span (in mm) 230.833333333333

Check for effective span (IS 456:2000, Pg 35, cl.22.2)

Effective Span (in mm) 2860

Required Effective Depth, dreq

Provided Effective Depth, dprov

Overall Depth, Dprov

Use lesser value of c/c distance & clear span+d

Load Calculations

Dead LoadSelf Wt. of Slab (in kN/m) 2.875

Floor finish for 1 mt. length (in kN/m) 1Dead Load (in kN/m) 3.875

Factored Dead Load (in kN/m) 5.8125Live Load

Live Load (in kN/m) 4Factored Live load (in kN/m) 6

Bending Moment Calculations

At SupportsSupport Condition Interior Supports

Dead Load Coefficent (IS 456:2000) - 1/12Live Load Coefficient (IS 456:2000) - 1/9

-3.96-5.45

Total Moment at Support (in kN/m) -9.42At Span

Span Type Near Middle of End SpanDead Load Coefficent (IS 456:2000) 1/12Live Load Coefficient (IS 456:2000) 1/10

3.964.75

Total Moment at Span (in kN/m) 8.72

Main Reinforcement

At Selected SupportPt (in %) 0.347096644159568

312.386979743611

295.679308573157

16.7076711704541

8

Provided c/c Spacing of extratop reinforcement 100050.2654824574367

At Selected Span

Pt (in %) 0.319358462216096287.422615994486

Diameter of steel bars to be provided (in mm) 8Provided c/c Spacing of reinforcement 170

295.679308573157

MDL (in kN/m)MLL (in kN/m)

MDL (in kN/m)MLL (in kN/m)

Total Ast req ( in mm^2)

Ast already available at the support from selected span( in mm^2)

Ast req after deduction ( in mm^2)

Diameter of extratop reinforcement bars to be provided (in mm)

Ast prov as extratop reinforcement ( in mm^2)

Ast req ( in mm^2)

Ast prov ( in mm^2)

Distribution Steel

Provide minimum % of steel of bD 0.12138

Diameter of steel bars to be provided (in mm) 8Provided c/c Spacing of reinforcement 360

139.626340159546

Ast req ( in mm^2)

Ast prov ( in mm^2)

No Type of Panel1 Interior Panel

2 One Short Edge Discontinuous

3 One Long Edge Discontinuous

4 Two Adjacent Edges Discontinuous

5 Two Short Edges Discontinuous

6 Two Long Edges Discontinuous

7Three Edges Discontinuous(one long edge continuous)

8Three Edges Discontinuous(one short edge continuous)

9 Four Edges Discontinuous

10 Cantilever

Type of PanelInterior Panel

One Short Edge DiscontinuousOne Long Edge Discontinuous

Two Adjacent Edges DiscontinuousTwo Short Edges DiscontinuousTwo Long Edges Discontinuous

Three Edges Discontinuous(one long edge continuous)Three Edges Discontinuous(one short edge continuous)

Four Edges Discontinuous

Cantilever

INFORMATION INPUTS

Assumed width of beam (in mm) 230Assumed depth of beam (in mm) 300

Assumed width of column (in mm) 300Assumed breadth of column (in mm) 300No. of Slabs trasferring load on beam 2

Please Enter Overall Depth of Slab (in mm)Type of Beam Main BeamType of Slab 1 One Way SlabType of Slab 2 One Way Slab

Floor Finish (in kN/m^2)Live Load (in kN/m^2)

Orientation of Beam to be Designed Parallel to Ly

Load Calculation

Self Wt. of Slab (in kN/m^2) 2.875Floor Finish (in kN/m^2) 1Dead Load (in kN/m^2) 3.875Live Load (in kN/m^2) 4

Dead Load CalculationDead Load from Slab(s) (in kN/m^2) 11.625

Masonry wall (in kN/m) 9.15Self Wt. of beam rib (in kN/m) 1.06375

Total Dead Load (in kN/m) 21.83875Factored Dead Load (in kN/m) 32.758125

0.75*DL 24.56859375Live Load Calculation

Live Load (in kN/m) 12Factored Live Load (in kN/m) 18

Total Load on BeamTotal Load on Beam (in kN/m) 50.758125

Is L.L. < 0.75*D.L. ? TRUE

Length of the Shorter Span of Slab 1 (c/c distance in mm), Lx1

Length of the Longer Span of Slab 1 (c/c distance in mm), Ly1

Length of the Shorter Span of Slab 2 (c/c distance in mm), Lx2

Length of the Longer Span of Slab 2 (c/c distance in mm), Ly2

INFORMATION

Load Calculations

Type of ColumnEnter No. of Floors of Building

Roof (Terrace Slab)

Live load (in kN/m^2)Overall Depth of Slab Provided (in mm)

Self Weight of slab (in kN/m^2)Roof finish (in kN/m^2)Total load (in kN/m^2)

Factored load (in kN/m^2)

Typical floorLive load (in kN/m^2)

Overall Depth of Slab Provided (in mm)Self Weight of slab (in kN/m^2)

Floor finish (in kN/m^2)Total load (in kN/m^2)

Factored load (in kN/m^2)

Walls

Weight of internal wall (kN/m)Factored weight of internal wall (in kN/m)

Weight of Exterior wall (kN/m)Factored weight of Exterior wall (in kN/m)

Total Weight of Walls (in kN/m)

Main Beam

Breadth of Beam (in mm)Depth of Beam (in mm)

Rib of Beam (in mm)Weight of Main Beam (in kN/m)

Factored weight of Main Beam (in kN/m)

Secondary Beam

Breadth of Beam (in mm)Depth of Beam (in mm)

Rib of Beam (in mm)Weight of Secondary Beam (in kN/m)

Factored weight of Secondary Beam (in kN/m)

Length of Walls, Main Beam & Secondary Beam

No. of Slabs tranferring Weight on the Column to be designedEnter Slab details in Clockwise Direction of Slabs (Start from Top Left Slab)

Length of Slab 1 on X - Axis (in m)Length of Slab 1 on Y - Axis (in m)Length of Slab 2 on X - Axis (in m)Length of Slab 2 on Y - Axis (in m)Length of Slab 3 on X - Axis (in m)Length of Slab 3 on Y - Axis (in m)Length of Slab 4 on X - Axis (in m)Length of Slab 4 on Y - Axis (in m)

Floor Area transferring Load on Column (in m^2)Length of Walls (in m)

Length of Main Beam (in m)Length of Secondary Beam (in m)

Load on Column

Roof and (n-1)th floorRoof slab (in kN)

Walls (in kN)Main Beams (in kN)

Secondary Beams (in kN)Total (in kN)

(n-1)th and (n-2)th floorFloor slab (in kN)

Walls (in kN)Main Beams (in kN)

Secondary Beams (in kN)Total from (n-1)th to (n-2)th floor (in kN)

Loads from Upper Floor (in kN)Total load (in kN)

1st Floor and PlinthTotal Load from Upper Floors to Plinth (in kN)

Column between Plinth and FootingFloor Slab at Plinth? (By default no Floor Slab)

Considering only Plinth Beams, no WallsWeight of Main Plinth Beams (in kN)

Weight of Secondary Plinth Beams (in kN)Weight of Column (in kN)

Floor slab (in kN)

Total Load on Footing (in kN)

INPUTS

Load Calculations

Interior Column4

Roof (Terrace Slab)

1.5135

3.3751.5

6.3759.5625

Typical floor4

1353.375

18.375

12.5625

Walls

8.713.05

Not RequiredNot Required

13.05

Main Beam

230450315

1.811252.716875

Secondary Beam

230300165

0.948751.423125

Length of Walls, Main Beam & Secondary Beam

4Enter Slab details in Clockwise Direction of Slabs (Start from Top Left Slab)

64646666

30 To be done14 To be done11 To be done

3 To be done

Load on Column

Roof and (n-1)th floor286.875

182.729.885625

4.269375503.73

(n-1)th and (n-2)th floor376.875

182.729.885625

4.269375593.73503.73

1097.46

1st Floor and Plinth2284.92

Column between Plinth and FootingNo

29.8856254.269375

6.75Not Required

2325.825

INFORMATION INPUTS

Total Factored Load on Footing (in kN)Breadth of Column (in mm), b 300Width of Column (in mm), D 600

Bearing Capacity of soil (in kN/m^2) 200Charactristic Strength of Concrete used (MPa) 20Charactristic Strength of Steel used (MPA) 415

Size of Footing

Design working Load (in kN) 1550.55Assume Dead Load of Footing as 10% of Column Load (in kN) 155.055

Total Working Load (in kN) 1705.605Area of Footing Required (in m^2) 8.528025

Difference between dimensions of column (in m) 0.3Breadth of footing required (in m) 2.77412807517044Width of footing required (in m) 3.07412807517044

2.83.1

Area of Footing Provided (in m^2) 8.68

Net Upward Pressure (p)

Net Upward Pressure, p (in kN/m^2) 267.952188940092

Bending Moment

U.D.L. along X - direction (in kN/m) 750.266129032258U.D.L. along Y - direction (in kN/m) 830.651785714285

Length for Critical Section of Footing (in m) 1.25586.145413306451648.946707589286

Depth of Footing

Assume offset provide (in mm) 75Width of Resisting Section for X - direction (in mm) 750Width of Resisting Section for Y - direction (in mm) 450

559.911443821575686.976510289525

Try Overall Depth (in mm) 800

Provided Breadth of footing (in m), bprov

Provided Width of footing (in m), dprov

Muy

Mux

dx req(in mm)dy req(in mm)

Assumed diameter of reinforcement bars provided (12mmф by default)

744732

Average Depth (in mm) 738Assumed edge depth (by default 230mm) (in mm)

Reinforcement along X - Axis

Pt required (in %) 0.777512603.11357231209

No. of Bars Required of Assumed Diameter 242714.33605270158

Check for Cracking

Reinforcement along Y - Axis

Pt required (in %) 0.4991885312835422740.54503674664

No. of Bars Required of Assumed Diameter 252827.43338823081

dx prov(in mm)dy prov(in mm)

Ast required (in mm^2)

Ast provided (in mm^2)

Ast required (in mm^2)

Ast provided (in mm^2)

fy xumax/d Dia of bar No. of bar250 0.53 10 1415 0.48 12 2500 0.46 16 3

18 420 522 624 728 832 9

101214

Modification Factor

FsPt & Mf

120Pt 0 0.2 0.4 0.6 0.8 1 1.2 1.4Mf 2 2 2 2 1.8 1.6 1.5 1.4

145Pt 0 0.2 0.4 0.6 0.8 1 1.2 1.4Mf 2 2 2 1.8 1.57 1.42 1.34 1.28

190Pt 0 0.2 0.4 0.6 0.8 1 1.2 1.4Mf 2 2 1.7 1.42 1.29 1.2 1.15 1.1

240.7Pt 0 0.1 0.15 0.2 0.4 0.6 0.8 1Mf 2 2 1.84 1.71 1.33 1.15 1.07 1

290Pt 0 0.2 0.4 0.6 0.8 1 1.2 1.4Mf 2 1.4 1.12 0.98 0.9 0.85 0.8 0.78

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Percentage tension reinforcement

Mod

ifica

tion

Fact

or

Type of Span CantileverSimply Supported

Continuous

Table 12 Bending Moment Coefficents (Cl. 22.5.1)

Type of Load Span Moment Suppor MomentNear Middle of End Span At Middle of Interior Span At Support Next to the End Support

1/12 1/16 - 1/10

1/10 1/12 - 1/9

Dead load and imposed load (fixed)

Imposed load (not fixed)

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Percentage tension reinforcement

Mod

ifica

tion

Fact

or

Table 13 Shear for Coefficients (Cl. 22.5.1 and 22.5.2)

Type of Load At End SupportAt Support Next to the End Support

Outer Side Inner Side

0.40 0.60 0.55

0.45 0.60 0.60

Dead load and imposed load (fixed)

Imposed load (not fixed)

Modification FactorPt & Mf

1.6 1.8 2 2.2 2.4 2.6 2.8 31.35 1.3 1.25 1.2 1.17 1.15 1.1 1.0951.6 1.8 2 2.2 2.4 2.6 2.8 3

1.21 1.16 1.12 1.1 1.08 1.05 1.02 11.6 1.8 2 2.2 2.4 2.6 2.8 3

1.05 1 0.97 0.93 0.92 0.91 0.9 0.891.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8

0.95 0.91 0.88 0.84 0.83 0.82 0.81 0.8 0.81.6 1.8 2 2.2 2.4 2.6 2.8 3

0.74 0.71 0.7 0.69 0.685 0.68 0.675 0.67

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Percentage tension reinforcement

Mod

ifica

tion

Fact

or

span <=10 mt span >10 mt Note for Two way slabs: Pg 39 7 Not Applicable

20 Not Applicable Not Applicable26 Not Applicable Not Applicable

Table 12 Bending Moment Coefficents (Cl. 22.5.1)

Suppor Moment At Support Next to the End SupportAt Support Next to the End Support At Other Interior Supports Interior Supports

- 1/10 - 1/12

End Support

- 1/9 - 1/9

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Percentage tension reinforcement

Mod

ifica

tion

Fact

or

Table 13 Shear for Coefficients (Cl. 22.5.1 and 22.5.2)At End Support

At Support Next to the End SupportAt All Other Interior Supports Outer Side of Support Next to the End Support

Inner Side Inner Side of Support Next to the End Support

0.55 0.50 At Interior Supports

0.60 0.60

Modification FactorPt & Mf

Fs Mf Pt120 2 0.4145 2 0.4190 1.7 0.4

240.7 1.33 0.4290 1.12 0.4

30.8

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Percentage tension reinforcement

Mod

ifica

tion

Fact

or

At Support Next to the End Support Near Middle of End SpanAt Middle of Interior SpanEnd Support

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 30

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

Percentage tension reinforcement

Mod

ifica

tion

Fact

or

At End SupportOuter Side of Support Next to the End SupportInner Side of Support Next to the End SupportAt Interior Supports

Charactristic Strength of Concrete used (MPa)

1520253035404550

Characteristic Strength of Steel used (MPA)250415500

dia ast8 8 50.26548

10 8 50.265481216182022

1 Main Beam2 Secondary Beam

One Way SlabTwo Way Slab

Parallel to LxParallel to Ly

Beta 1 #DIV/0!Beta 2 #DIV/0!

0.1480.1380.133

Interior ColumnExterior Column not at CornerExterior Column at CornerColumn at L Shaped Joint

YesNo