0.00kN

302.59kN 302.59kN0.00kN 0.00kN

1104.44t-m

1104.44t-m0.00m

Depth of beam assumed= D 1500 mm

B 1500 mm

Thickness of fillet at supports 0 mm

Grade of Concrete M30

Permissible stress in concrete 10.000 N/mm2

Permissible stress in steel 190.000 N/mm2

m= 9.33

k= 0.329

j= 0.890

Q= 1.466

@centre @ support

1 Effective depth mm 1440 1440

2 LA=n=kd mm 474.35 474.35

3 Cover=dc= mm 50 50

4 Reaction at supports t 302.585

Moment due to Torsion

5 Tu kN 100

6 Mt= kN-m 117.65

SPAN MOMENTS

7 Moment from analysis t-m 1104.44 0.00

M2=0.00t-m

M1=0.00t-m

41.45t/sq.m

14.600m

SL.NO. DETAILS unitTop member(AB)

A

B

FIXED

SIMPLY SUPPORTED

8 Total Moment from analysis=M=M+Mt= t-m 1222.08 117.65

9 Moment due to balancd section=M1= t-m 464.88 464.88

10 Balance moment=M2=M-M1 t-m 757.20 0.00

11 d-d' mm 1390.00 1390.00

12 Stress in compression steel level N/mm2 8.95 8.95

13 Stress in conc. surrounding steel N/mm2 10.00

14 Q2 in Q2 xAsc= N/mm2 161653.00

15 Ast1=M1/(fst jd)= mm2 18724.46 4738.58

16 Ast2=M2/[(d-dc) fst] mm2 28126.25 0.00

17 Ast_bal mm2 18724.46 4738.58

18 total tension steel Ast= mm2 46850.71 4738.58

19 Asc=Compression steel= mm2 47.59

20 Compression steel= mm2 45951.16 0.00

21 Effective depth required mm 2335 724

22 Over all depth d mm 1506 1500.00

23 Min steel= 0.20 % mm2 4518.00 4500

Min steel for temp 0.30 % mm2 6777.00 4500

Minimum steel for beam mm2 4424.10

Details of tension steel

Dia of main bar mm 32 20

Area mm2 804.25 314.16

Spacing 25.42 100.00

No. of rods 60 16

Spacing provided 25 100

Area of steel provided mm2 48254.86 3141.59

pt= % 2.136 0.140

Details of compresion steel

Dia of main bar mm 20 16

Area mm2 314.16 201.06

Spacing mm 500.00 0.00

No. 2

Spacing provided 250 0

Area of steel provided mm 1256.64 0.00

pt= % 0.087 0.000

Distribution Steel:

Area of steel 20.00 % mm2 9650.97 628.32

Dia of main bar mm 16 12

Area mm2 201.06 113.10

Spacing mm 20.83 180.00

Spacing provided mm 20.00 180.00

Area of steel provided mm2 10053.10 628.32

Check for shear

shear force= t 242.90

Thicknes of fillet mm 0.00

Shear stress N/mm2 1.10

Max. Shear N/mm2 2.20 OK

% of steel= 0.140

correction factor= 1.00

Permissible shear stress= N/mm2 0.18

Permissible Shear stress k� N/mm2 0.18

Balance shear N/mm2 0.920

kg/sq.cm 9.02

DESIGN OF STIRRUPS

Balance shear N 1986896.89

Dia mm 10

Area sq.mm 78.54

No. of legs 10

Asv= sq.mm 785.40

Spacing of stirrups mm 108.15

say 105

Check for deflection

Fck= 30

Mod. Elasticity of conc=Ec= N/mm2 27386

M.I. of section=Ic= mm4 4.22E+11

mm 730

fs= 93

Permissible deflection L/325 = 44.923pt= 0.1396

Modification factor= mm 1.7960

delta mm 2122.56 NOT OK

To find tension in the members

At top=

Tensile/compressive stress=

At botttom=

Tensile stress=

Ast=

Dia bars

Area

Spacing

Spacing provided=

Side face reinforcement(for beams)

Depth of beam mm 1500

Requirement provide side face reinforcement

Area of side face mm2 2250000

Area of steel required=Ast= mm2 2250

Dia of bar mm 12

Area mm2 1.1309734

No 1

Spacing mm 750

Spacing provided= mm 300

10mm dia10L STP @105c/c 16Nos. of # 20

2.05m 2.05m

60Nos. of # 32

1500

1500

14.6m

2Nos. of # 20 #20@100C/C or 16Nos. of #

or #10 ,10L STP @105C/C

#20@250C/C

Side reinforcement

AT CENTRE AT SUPPORTS

60Nos. of # 32or

#32@25C/C

#12@300C/C [ No. 1 ]