Sheet :

Cont'd :

ØØØØ

top reinforcement

= =

DESIGN DATA - 1 :DESIGN DATA - 1 :DESIGN DATA - 1 :DESIGN DATA - 1 :

= =

= =

= =

= =

= =

=

=

=

d' = / c/c

fe

Effective Depth for Strong Axis ( d )

( Eff. Depth = Total Depth -Clear cover - Dia.of Stirrup - (No. of Bar Layers -0.5)*Bar Dia.)

Effective Depth for Weak Axis ( d weak axis ) ØØØØ in 2 layers / c/c

( Eff. Depth = Web Width - Clear cover - Dia. of Stirrup - Dia of Side Bar / 2) Bottom reinforcement

Maximum Steel Ratio ( Rho )max = = %

Minimum Steel Ratio ( Rho )min = 0.85/Fy = %

Outer Stirrup

Sid

e R

ein

forc

em

en

t

sp

c <

=3

00

252 Kn-m

502 kN Total Depth( D ) 1400 mm

1002

7Ø

25

Clear Cover 30 mm

Size of Bar 25 mm

No. of Bar Layers 2

Ok

10 mmSize of Stirrup

( RECTANGULAR SECTION ONLY )( RECTANGULAR SECTION ONLY )( RECTANGULAR SECTION ONLY )( RECTANGULAR SECTION ONLY ) 500500500500

kN Web Width (bw) 500 mm

14

00

1

40

0

14

00

1

40

0 Axial Tension (Nu)

Muy (weak axis) 502 Kn-m fy 415 N/mm^2

7Ø

25

Torsion (Tu)

Vu

1/2

Calculation sheet

DESIGN OF RCC BEAM INCLUDING , BI-AXIAL MOMENT, TORSION AND AXIAL DESIGN OF RCC BEAM INCLUDING , BI-AXIAL MOMENT, TORSION AND AXIAL DESIGN OF RCC BEAM INCLUDING , BI-AXIAL MOMENT, TORSION AND AXIAL DESIGN OF RCC BEAM INCLUDING , BI-AXIAL MOMENT, TORSION AND AXIAL

FORCES.FORCES.FORCES.FORCES.(BASED ON IS 456-2000)(BASED ON IS 456-2000)(BASED ON IS 456-2000)(BASED ON IS 456-2000)

5555 20202020

Verified by :

Revision Notes :

Project :

Subject :

Enter Data in Cells Marked

Prepared by : Date : Job No. :

BEAM AT LEVEL :BEAM AT LEVEL :BEAM AT LEVEL :BEAM AT LEVEL :

Muz 2001 Kn-m fc' 25 N/mm^2

MEMBER :MEMBER :MEMBER :MEMBER : D / (5 - 8)D / (5 - 8)D / (5 - 8)D / (5 - 8)AT TOPAT TOPAT TOPAT TOPTOP ROOFTOP ROOFTOP ROOFTOP ROOF

Only

20 Ø

1323

OUT PUT - 1: OUT PUT - 1: OUT PUT - 1: OUT PUT - 1:

Ast lim/bd

0.0120fck b d^2

Mu lim

25252525450

200

2L

12 Ø

200

2L

Internal Stirrup

53 mmType of steel

415 0.138

0.0400 4.0000

mm

mm 22222222

xu lim/d

0.480

0.00205 0.2048

Visit

www.abqconsultants.com

This program Designs and

Optimises RCC BEAM INCLUDING ,

BI-AXIAL MOMENT, SHEAR,

TORSION AND AXIAL FORCES AS

PER IS 456-2000

Written and programmed by

:-

A B Quadri

www.abqconsultants.com

abquadri@yahoo.com

abquadri@gmail.comAAAA Reinforcement for Weak Axis MomentReinforcement for Weak Axis MomentReinforcement for Weak Axis MomentReinforcement for Weak Axis Moment

= =

= >= adopt =

BBBB Reinforcement divided equally between top and bottom bars

= = =

= Aat Fat all (d-d') /2 = * * / 2 = Kn.m

CCCC

= + Tu * 1 + D/b + = + * ( 1 + 1400 / 500 ) +

= =

DDDD Total Required Reinforcement for Strong Axis :-Total Required Reinforcement for Strong Axis :-Total Required Reinforcement for Strong Axis :-Total Required Reinforcement for Strong Axis :- =

ØØØØ = =

ØØØØ =

1). Capacity of the equivalent Reinforced Section 1). Capacity of the equivalent Reinforced Section 1). Capacity of the equivalent Reinforced Section 1). Capacity of the equivalent Reinforced Section

To make the section fully effective balanced section should be used.

Xu = Xu lim = 0.48 d =

Xu - d' -

= = N/mm2

0.36 fck b Xu + 0.87*fyc*Asc = 0.87*fy*Ast

* * * + * * = * *

+ ØØØØ =

ØØØØ =

20 Ast

Ast

22 20 Ast 6912 mm2

6597 mm2

361

now

εsc = εc =635 53

*0.0035

Xu 635

0.00321 .:.:.:.: fsc

22222222 20

502 Kn.m <=

Reinforcement for Axial TensionReinforcement for Axial TensionReinforcement for Axial TensionReinforcement for Axial Tension

Ast 3415

502

mm^2

Muy lim 924 Kn.m

Muy / d b^2 1.874 (Rho) =

Ok

1390

Mez Muz

1.7

2001 252

1.7

2883 Ok - Design as Singly ReinforcedMuz lim 3017Kn.m

Ok

Reinforcement for Strong Axis MomentReinforcement for Strong Axis MomentReinforcement for Strong Axis MomentReinforcement for Strong Axis Moment

kN Aat

<=

0.00573840 0.00050 (Rho) = 0.00573840

N/mm^2

For Muy

mm^2Axial Tension

Prep By : A B Quadri- Abq Consultants - 9959010210 - em-abquadri@yahoo.com-12-2-826/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com

5555 20 @ Top

250.36 500 635 0.87 356

500

14

00

1354

26450

(Ast)min (Moment +Torsion+ Axial Tension )

635

1571 0.87 415

356

21212121

mm

Equivalent Moment for Axial Tension Mat 1390 361 1270 318.77

Mat 318.77

useuseuseuseOk

mm^2

mm^2

mm^2 Ok

Kn.m

Ft all 361

mm^2

Asc (top) 1571

Ast 6912 Ast(max)@ Bottom

Ast = = 6565 mm2Try

Adopt

2856600 486155

Visit

www.abqconsultants.com

This program Designs and

Optimises RCC BEAM INCLUDING ,

BI-AXIAL MOMENT, SHEAR,

TORSION AND AXIAL FORCES AS

PER IS 456-2000

Written and programmed by

:-

A B Quadri

www.abqconsultants.com

abquadri@yahoo.com

abquadri@gmail.com

9959010210

9959010211

Find Xu Let Xu =

- = = N/mm2

* * - *

* *

.:.:.:.: = 0.36 fck b Xu (d - 0.42 Xu) + fsc Asc (d-d')

= * * * *( - * ) + * *

= + =

:-:-:-:-

Per vertical face of Beam.

EEEE

1 Skin Reinforcement :

The Maxm. Spacing of skin reinf = 300 mm

mm^2

2 Reinf. For Moment Muy :

= useuseuseuse ØØØØ //// mm c/c

SUMMARY:SUMMARY:SUMMARY:SUMMARY:

Final Spacing of Stirrups ( s ) mm

Total No. of Legs of Stirrups

Minimum area of one Outer Leg mm^2 / @ / mm L

Minimum area of one Inner Leg mm^2 / @ / mm L

Required Shear Strength ( Vu )

0.0035 fsc

431

3415

=

20 Ø

2920 Kn.m >= 2883 Kn.m OK

1323 0.42 431

reqd209

80 200 mm (Total 2 nos) 12 Ø 200 2 reqd

1002.00 Kn

Ok7777

2200 mm

Ast / side 3415

Ast / side

(Total 2 nos)

2213 707

sht 2/2sht 2/2sht 2/2sht 2/2

FFFF

189

DESIGN FOR COMBINED SHEAR , TORSION AND AXIAL FORCES :-DESIGN FOR COMBINED SHEAR , TORSION AND AXIAL FORCES :-DESIGN FOR COMBINED SHEAR , TORSION AND AXIAL FORCES :-DESIGN FOR COMBINED SHEAR , TORSION AND AXIAL FORCES :-

Required Reinforcement for Weak Axis

200

4

331=

200

Reinforcement for Shear & Torsion :-Reinforcement for Shear & Torsion :-Reinforcement for Shear & Torsion :-Reinforcement for Shear & Torsion :-

Refer Next Sheets for Design :-

Skin Reinf.Skin Reinf.Skin Reinf.Skin Reinf. RequiredRequiredRequiredRequired

Skin ReinforcementSkin ReinforcementSkin ReinforcementSkin Reinforcement

εsc =

Required for TorsionRequired for TorsionRequired for TorsionRequired for Torsion

Ask mm2

= 431 mm6912

mm^2

mm2 25

0.00307

DDDD

Total Required Longitudinal Reinforcement for Weak Axis Total Required Longitudinal Reinforcement for Weak Axis Total Required Longitudinal Reinforcement for Weak Axis Total Required Longitudinal Reinforcement for Weak Axis

Skin Reinf. at each side , ( Ask / side ) =

=

355 1571

500

355.:.:.:.:431 53*

300 mm

331

1571 1270

Rho = 0.01045<=0.0020 <= 0.0400 Ok

354.54

Mu

0.360 25 500

431 mm

0.87.:

431

415

0.360 25

Xu =

`

Required Shear Strength ( Vu )

Required Torsion Strength ( Tu )

Shorter Dimension ( X )

Longer Dimension ( Y )

Effective Depth ( d )

Shorter Center-TO-Center Dimension of Closed Stirrup ( X1 )

Longer Center-TO-Center Dimension of Closed Stirrup ( Y1 )

Shear and Torsion ChecksShear and Torsion ChecksShear and Torsion ChecksShear and Torsion Checks Use / mm max allowed

= + * = + * =

= Kn = <= Τc max = n/mm2 =

Vus = - = - = Kn =

Minimum Shear Reinforcement :

Entire Torsion will be carried by outer two legs of Stirrups

= mm2 Use = L

= mm2 Use = L

SUMMARY:SUMMARY:SUMMARY:SUMMARY:

Final Spacing of Stirrups ( s ) mm

Total No. of Legs of Stirrups

Minimum area of one Outer Leg mm^2 / @ / mm L

Minimum area of one Inner Leg mm^2 / @ / mm L

mm

1323 mm

Prep By : A B Quadri- Abq Consultants - 9959010210 - em-abquadri@yahoo.com-12-2-826/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com

βShear Strength Concrete ( Vuc)

200

4

209 200 mm

1002.00 Kn

1400

reqd

2

=

252.00 Kn.m

500 mm

( Eff. Depth = Total Depth -Cover - Dia.of Stirrup - (No. of Bar Layers -0.5)*Bar Dia.)

430 mm

Vez Vuz 1002 1.6 1808 Kn

200 mm c/c4 L 300<= Ok

1.6 Tu

2 reqd

As 113 Ok

Area of Stirrup required for one (1) outer leg

Area of Stirrup required for one (1) inner leg

2

20 Ø 200

431.16 Τc 2.777

1808 1.0451377.24 Pt

3.10 Ok

reqd

209 20 Ø As 314 Ok

80 12 Ø

80

Vez * Sv

0.87 * fy * d

Asv = = 577 mm2

431.16Vez Vuc

> 111

0.4 * b * Sv=

(Total 2 nos legs)

(Total 2 nos legs)200 mm 12 Ø 200

2 reqd

0.65

111 mm2

0.87 * fy

Asv

(min)

Ok

252

b 0.50

1330 mm

`