IS 456-20001Modification factor for tension reinforcementRef IS 456:2000 Fig 4

fyfspt req.pt prov.MFtN/mm2N/mm2%%IS 456 Fig 4415229.240.20.211.85

2Modification factor for compression reinforcementRef IS 456:2000 Fig 5

pcMFc%IS 456 Fig 50.51.15

3Permissible shear stress in concrete (tc) for beams in limit state design methodRef IS 456:2000 Table 19

fckpttcN/mm2%N/mm2300.70.57

4Permissible shear stress in concrete (tc) for beams in working stress design methodRef IS 456:2000 Table 23

fckpttcN/mm2%N/mm2350.50.31

5Permissible shear stress in concrete (ktc) for solid slabs in limit state design methodRef IS 456:2000 Cl 40.2.1.1, Table 19

fckptDkk tcN/mm2%of slabN/mm2300.51501.300.65

6Permissible shear stress in concrete (ktc) for solid slabs in working stress design methodRef IS 456:2000 Cl B-5.2.1.1, Table 23

fckptDkk tcN/mm2%of slabN/mm2300.51501.300.403

7Permissible compressive & tensile stress in concrete for working stress design methodRef IS 456:2000 Table 21, Cl B-2.1.1

fckscbcscc sct N/mm2N/mm2N/mm2N/mm2301083.6

8Area of steel calculation by limit state design methodRef IS 456-2000 Cl G-1.1b For sections without compression reinforcement

fyfckb DcccgdMu Ast reqpt reqN/mm2N/mm2mmmmmmof bar mmmmkNmmm2%41530100015030811210255.480.23

9Area of steel calculation by working stress methodFor sections without compression reinforcement

fcksst b DcccgdMu Ast reqpt reqN/mm2N/mm2mmmmmmof bar mmmmkNmmm2%30230100015030811210429.530.384

10Development length of bars by limit state design methodRef IS 456-2000 Cl 26.2.1, Cl 26.2.1.1

fckfybarsdiatbd Ld N/mm2N/mm2inmmN/mm2mm30415
swa: swa:Development length for plain barsfy=250N/mm2 for bars up to 20 mm dia.fy=240N/mm2 for bars over 20 mm dia.The development lengths given above are for a stress of 0.87 fy in the bartension202.4752

11Development length of bars by working stress method of designRef IS 456-2000 Cl 26.2.1, Cl B-2.2, Table 22, Cl B-2.1.2, Table 21

fcktype of sst / sscbarsdiatbd Ld N/mm2steelN/mm2inmmN/mm2mm30HYSD230
swa: swa:Development length for plain barssst=140 N/mm2 for bars up to 20 mm dia.sst=130 N/mm2 for bars over 20 mm dia.ssc=130 N/mm2

Development length for Fe 415 steelsst=230 N/mm2 ssc=190 N/mm2

Development length for Fe 500 steelsst=275 N/mm2ssc=190 N/mm2

tension201.6719

12Minimum reinforcement in either direction of slab Ref IS 456-2000 Cl 26.5.2.1

type of bDAst min.steelmmmmmm2HYSD1000200240.00

13Modulus of elasticity of concrete Ref IS 456-2000 Cl 6.2.3.1fckEcN/mm2N/mm21519364.92

14Flexural strength of concreteRef IS 456-2000 Cl 6.2.2

fckfcr N/mm2N/mm2303.8315Maximum shear stress in concrete for limit state method of designRef IS 456-2000 Table 20 Cl 40.2.3

fcktc maxN/mm2N/mm2202.816Maximum shear stress in concrete for working stress method of designRef IS 456-2000 Table 24 Cl B 5.2.3fcktc maxN/mm2N/mm2201.817Design of beam (singly reinf.) subjected to torsion by limit state design methodRef IS 456-2000 Cl 41.3, Cl 41.4Given datafckfyVu Tu Mu bDclear coverclear coversideon ten.faceon com.facecoverN/mm2N/mm2kNkNmkNmmmmm mm mm mm2041510050181350650404035

cgcgddstirrupb1d1x1y1of tensionof comp.for tensionfor comp.dia face steelface steelface steelface steelassumedmmmmmmmmmmmmmmmmmm12.510597.50600.0010255.0547.5290.0580.0

Equivalent shear Ref IS 456-2000 Cl 41.3.1, Cl 40.2.3 & Table 20Ve tvetc maxResultkNN/mm2N/mm2IS 456-2000 Cl 41.3.1328.571.572.8tau_v tau_c,design for shear0.50.560.493.1tau_v tau_c,design for shear0.50.380.311.9tau_v