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
[email protected] 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 - [email protected]/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
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 - [email protected]/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
`
Recommended
