BEAM DESIGN
Beam ID
Grade of Concrete
=
=
101
(as per Analysis output)
30 (N/mm^2) (as per Design Basis)
Exposure Condition
Grade of Steel
Top/Bottom Cover
Side Cover
R/F as per IS code
Location
=
=
=
=
=
Spacer bar dia.
16 (mm)
Depth of Beam
Width of Beam
Thickness of slab
=
=
=
600 (mm)
250 (mm)
0 (mm)
M ('M' for Moderate , "S" for Severe, "VS" for Very Severe,
"E" for Extreme)
(as per IS:456 clause no. 8.2.2)
415 (N/mm^2)
40 (mm)
(as per IS:456 clause no. 26.4)
40 (mm)
(as per IS:456 clause no. 26.4)
456
(as per Design Basis)
span
Moments/Forces (Un-factored)
Load Case
=
Bending
=
Torsion
=
Load Factor
=
Shear
=
Load Factor
=
10
25 (T-m)
0 (T-m)
1.5
0 (T)
1.5
Factored Bending Moment :
Factored Torsional Moment:
Equivalent Bending Moment of Torsion :
Total Bending Moment
For Tension R/F
=
For Compression R/F
=
Factored Shear Force
Equivalent Shear Force of
Torsion
Total Shear Force
Effective Depth
(as per IS:456 clause no. 26.3.2(c))
(as per Analysis output)
(as per Analysis output)
(as per Analysis output)
(as per IS:456 clause no.36.4.1)
(as per Analysis output)
(as per IS:456 clause no.36.4.1)
=
=
=
37.5 (T-m)
0 (T-m)
0.00 (T-m)
(as per IS:456 clause no. 41.4.2)
37.50 (T-m)
0.00 (T-m)
(as per IS:456 clause no. 41.4.2)
(as per IS:456 clause 41.4.2.1)
=
=
0 (T)
0.00 (T)
(as per IS:456 clause no. 41.3.1)
0.00 (T)
527 (mm)
Limiting Moment Capacity of the section
=
28.70 (T-m)
(SINGLY REINFORCED BALANCED SECTION)
Designed as Doubly Reinforced Section
Area of steel required
Tension side
Compression side
=
=
2388 (mm^2)
520 (mm^2)
Max. permissible area of steel on tension
Min. permissible area of steel on tension
(as per IS:456 clause no. 41.4)
6000 (mm^2)
(as per IS:456 clause no. 26.5.1.1(b))
270 (mm^2)
(as per IS:456 clause no. 26.5.1.1(a))
Area of steel provided
Tension side
Comp. side
Layer-1 Layer-2 Layer-3
(Bottom-most)
25
25
3
2
Dia
Nos
Dia
Nos
Dia
Nos
Dia
Nos
Layer-5
16
3
Area of steel tension side
=
2453 (mm^2)
Area of steel comp. side
=
603 (mm^2)
Percentage of steel
=
1.86%
OK
Allowable maximum shear stress
=
Shear stress due to applied shear force (t
Permissable shear stress in concrete
Unbalanced shear force
Shear reinforcement
Dia.
No. of Legs
Layer-4
=
=
3.5 (N/mm^2)
(as per IS:456 Table 20)
0.00 (N/mm^2)
0.82 (N/mm^2)
(as per IS:456 Table 19)
0.00 (T)
8 (mm)
2
Spacing of stirups required
Spacing of stirups provided
OK
Deep Beam reiforcement area
Dia.
No. of bars required on each face
=
=
300.0 (mm)
(as per IS:456 clause no. 26.5.1.5 to 26.5.1.7)
30 (mm)
0 (mm^2)
(as per IS:456 clause no. 26.5.1.3)
8 (mm)
0
S:456 clause no. 26.4)
S:456 clause no. 26.4)
se no. 41.4.2)
.1.5 to 26.5.1.7)
Grade of concrete
Grade of Steel
=
=
30
415
(N/mm^2)
(N/mm^2)
Top/Bottom Cover
Side Cover
=
=
40 mm
40 mm
Load
Fact.
Ast
required Dia.
Spacer bar dia.
Slab thickness
MOMENTS
S.NO.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
BEAM ID Location Load
Case
101
102
span
span
sup
10
10
(mm)
250
450
525
(mm)
600
950
1150
Bending Torsion
(T-m)
25
105
90
(T-m)
0
0
0
=
=
16 (mm)
0 (mm)
R/F detail
456
Exposure condition = Moderate
Tension side R/F
Load
Fact.
Shear
Force
(T)
1.5
1.5
1.5
0
25
30
1.5
1.5
1.5
(mm^2) (mm)
2387.866
25
6128.296
32
3749.588
28
Layer-1
Nos. Dia.
3
6
8
(mm)
0
0
Nos.
0
0
Dia.
(mm)
25
25
Layer-2
Nos. Dia.
2
6
(mm)
0
Nos.
0
Dia.
(mm)
0
Layer-3
Nos. Dia.
0
(mm)
0
Compression side R/F
Nos.
Dia.
(mm)
Layer-4
Nos. Dia.
(mm)
Nos.
Dia.
(mm)
Layer-5
Nos. Dia.
(mm)
Nos.
Ast
Asc
provided required Dia.
(mm^2)
2453
7767
4924
(mm^2) (mm)
520.0712
16
534.065
15
0
20
Layer-1
Nos. Dia.
3
6
8
(mm)
0
0
Nos.
0
Dia.
(mm)
0
Layer-2
Nos. Dia.
0
(mm)
0
Shear reinforcement
Nos.
Dia.
(mm)
Layer-3
Nos. Dia.
(mm)
Nos.
Asc
provided
Vus
(mm^2) (N/mm^2) (T)
602.88
0.00
0.00
1059.75
0.95
4.57
2512.00
0.78
9.92
dia.
No. of Sp. req.
(mm)
8
8
8
Legs
2
4
2
Deep Beam R/F
Sp. prov. Area
(mm)
(mm)
300
30
301
200
172.7538
100
dia
No. of
bars on
(mm^2) (mm) each face
0
8
1
427.5
8
5
603.75
8
7
Comments
Main reinforcement
OK
OK
OK
Shear reinforcement
OK
OK
OK
MAXIMUM SHEAR STRESS
CONCRET M20
(TABLE 20)
M25
2.8
M30
3.1
M35
3.5
3.7
DESIGN SHEAR STRESS OF CONCRETE (TABLE 19)
% STEEL
0.0015
0.0025
0.005
0.0075
0.01
0.0125
0.015
0.0175
0.02
0.0225
0.025
0.0275
0.03
& ABOVE
0.0186195
0.0197591
0.0085567
M25
M30
M35
0.29
0.36
0.49
0.57
0.64
0.7
0.74
0.78
0.82
0.85
0.88
0.9
0.92
0.29
0.37
0.5
0.59
0.66
0.71
0.76
0.8
0.84
0.88
0.91
0.94
0.96
0.29
0.37
0.5
0.59
0.67
0.73
0.78
0.82
0.86
0.9
0.93
0.96
0.99
0.7979127
0.8161449
0.5945873
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.8182562
0.8378557
0.6095873
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
0.8382562
0.8578557
0.6165461
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.2115385
0.2115385
0
0
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
Err:502
0.2112821
0.2112821
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.2112821
0.2112821
NOMINAL COVER TO MEET DURABILITY REQ (TABLE 16)
EXPOSURE
MODERATE
SEVERE
VERY SEVERE
EXTREME
NOMINAL COVER
30
45
50
75
SP 16
TABLE F
415
500
0.05
355
424
0.1
353
412
0.15
342
395
0.2
329
370
d'/d
0.0910816
353.35674
414.14042
TABLE G
Ast2
415
500
Asc
0.6
0.5
0.05
0.63
0.52
d'/d
0.1
0.63
0.54
0.15
0.65
0.56
0.2
0.68
0.6
#REF!
#REF!
#REF!
M40
AND ABOVE
4
M40 & above
0.3
0.38
0.51
0.6
0.68
0.74
0.79
0.84
0.88
0.92
0.95
0.98
1.01
0.8570474
0.8784702
0.6265461
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.01
0.2212821
0.2212821
