IS 456 KEY
45
1 Modification factor for tension reinforcement Ref IS 456:2000 Fig 4 % % IS 456 Fig 4 415 229.24 0.2 0.21 1.85 2 Modification factor for compression reinforcement Ref IS 456:2000 Fig 5 % IS 456 Fig 5 0.2 1.06 3 Ref IS 456:2000 Table 19 % 30 0.5 0.50 4 Ref IS 456:2000 Table 23 % 35 0.5 0.31 5 Ref IS 456:2000 Cl 40.2.1.1, Table 19 D k % of slab 30 0.5 150 1.30 0.65 6 Ref IS 456:2000 Cl B-5.2.1.1, Table 23 D k % of slab 30 0.5 150 1.30 0.403 7 Permissible compressive & tensile stress in concrete for working stress design met Ref IS 456:2000 Table 21, Cl B-2.1.1 30 10 8 3.6 8 Area of steel calculation by limit state design method Ref IS 456-2000 Cl G-1.1b For sections without compression reinforcement b D cc cg d Ast req mm mm mm of bar mm mm kNm 415 30 1000 150 30 8 112 10 255.48 9 Area of steel calculation by working stress method For sections without compression reinforcement b D cc cg d Ast req mm mm mm of bar mm mm kNm fy fs pt req. pt prov. MFt N/mm 2 N/mm 2 pc MFc Permissible shear stress in concrete (tc) for beams in limit state design method fck pt tc N/mm 2 N/mm 2 Permissible shear stress in concrete (tc) for beams in working stress design metho fck pt tc N/mm 2 N/mm 2 Permissible shear stress in concrete (ktc) for solid slabs in limit state design m fck pt k tc N/mm 2 N/mm 2 Permissible shear stress in concrete (ktc) for solid slabs in working stress desig fck pt k tc N/mm 2 N/mm 2 fck scbc scc sct N/mm 2 N/mm 2 N/mm 2 N/mm 2 fy fck Mu N/mm 2 N/mm 2 mm 2 fck sst Mu N/mm 2 N/mm 2 mm 2
-
Upload
regina-miller -
Category
Documents
-
view
62 -
download
2
description
essential IS parameters computation
Transcript of IS 456 KEY
IS 456-20001Modification factor for tension reinforcementRef IS 456:2000 Fig 4fyfspt req.pt prov.MFtN/mm2N/mm2%%IS 456 Fig 4415229.240.20.211.852Modification factor for compression reinforcementRef IS 456:2000 Fig 5pcMFc%IS 456 Fig 50.21.063Permissible shear stress in concrete (tc) for beams in limit state design methodRef IS 456:2000 Table 19fckpttcN/mm2%N/mm2300.50.504Permissible shear stress in concrete (tc) for beams in working stress design methodRef IS 456:2000 Table 23fckpttcN/mm2%N/mm2350.50.315Permissible shear stress in concrete (ktc) for solid slabs in limit state design methodRef IS 456:2000 Cl 40.2.1.1, Table 19fckptDkk tcN/mm2%of slabN/mm2300.51501.300.656Permissible shear stress in concrete (ktc) for solid slabs in working stress design methodRef IS 456:2000 Cl B-5.2.1.1, Table 23fckptDkk tcN/mm2%of slabN/mm2300.51501.300.4037Permissible compressive & tensile stress in concrete for working stress design methodRef IS 456:2000 Table 21, Cl B-2.1.1fckscbcsccsctN/mm2N/mm2N/mm2N/mm2301083.68Area of steel calculation by limit state design methodRef IS 456-2000 Cl G-1.1b For sections without compression reinforcementfyfckbDcccgdMuAst reqpt reqN/mm2N/mm2mmmmmmof bar mmmmkNmmm2%41530100015030811210255.480.239Area of steel calculation by working stress methodFor sections without compression reinforcementfcksstbDcccgdMuAst reqpt reqN/mm2N/mm2mmmmmmof bar mmmmkNmmm2%30230100015030811210429.530.38410Development length of bars by limit state design methodRef IS 456-2000 Cl 26.2.1, Cl 26.2.1.1fckfybarsdiatbdLdN/mm2N/mm2inmmN/mm2mm30415tension202.475211Development 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 21fcktype ofsst / sscbarsdiatbdLdN/mm2steelN/mm2inmmN/mm2mm30HYSD230tension201.671912Minimum reinforcement in either direction of slabRef IS 456-2000 Cl 26.5.2.1type ofbDAst min.steelmmmmmm2HYSD1000200240.0013Modulus of elasticity of concreteRef IS 456-2000 Cl 6.2.3.1fckEcN/mm2N/mm23027386.1314Flexural strength of concreteRef IS 456-2000 Cl 6.2.2fckfcrN/mm2N/mm2303.8315Maximum shear stress in concrete for limit state method of designRef IS 456-2000 Table 20 Cl 40.2.3fcktc 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 datafckfyVuTuMubDclear coverclear coversideon ten.faceon com.facecoverN/mm2N/mm2kNkNmkNmmmmmmmmmmm2041510050181350650404035cgcgddstirrupb1d1x1y1of tensionof comp.for tensionfor comp.diaface steelface steelface steelface steelassumedmmmmmmmmmmmmmmmmmm12.510597.50600.0010255.0547.5290.0580.0Equivalent shearRef IS 456-2000 Cl 41.3.1, Cl 40.2.3 & Table 20Vetvetc 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
![CFD-IS-456-2000[2] Copy](https://static.fdocuments.in/doc/165x107/55cf9296550346f57b97b84f/cfd-is-456-20002-copy.jpg)
