RCC DOUBLY REINFORCED BEAM BY IS 456 : 2000 (LSM)
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For Fe 415 and Fe 500 only DESIGN OF DOUBLY REIN Balanced Sectio INPUT VALUES fck 20 Mpa fy 415 Mpa Mu 1410 kNm Vmax= 1580 kN b 400 mm D 1000 mm Tension cover 40 mm Compression Cover 40 mm d 960 d' 40 pt lim 0.96 1 xu max = 459.94 mm ku,max = 0.479 mm Ru,max = 2.76 Mpa 2 Mu lim = 1015.8 Mpa 3 Mu lim < Mu 4 Ast 1 = 3668.84473517837 3668.844735178 5 M1 = Mu - Mu lim = 394.2 6 Asc = M1 / [(fsc-fcc)(d-d')] 1238.2
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SHEET CAN CALCULATE AST AND ASC FOR DOUBLE REINFORCED BEAM.... CHANGE READ VALUES ONLY
Transcript of RCC DOUBLY REINFORCED BEAM BY IS 456 : 2000 (LSM)
For Fe 415 and Fe 500 only
DESIGN OF DOUBLY REINFORCED BEAMBalanced Section
INPUT VALUES
fck 20 Mpa σsvfy 415 Mpa fccMu 1410 kNm fscVmax= 1580 kN
b 400 mm use bars of diameter foD 1000 mmTension cover 40 mmCompression Cover 40 mm
d 960d' 40
pt lim 0.96
1 xu max = 459.94 mmku,max = 0.479 mmRu,max = 2.76 Mpa
2 Mu lim = 1015.8 Mpa
3 Mu lim < Mu Therefore Design as
4 Ast 1 = 3668.84473517838 3668.844735178 pt lim = 0.96 for M20 and Fe415
5 M1 = Mu - Mu lim = 394.2 kNm
6 Asc = M1 / [(fsc-fcc)(d-d')] 1238.2 sq. mm
7 Asc (fsc - fcc ) = Ast2 (0.87fy)
Ast2 = 1186.9
8 Ast =Ast1 + Ast2 = 4855.71 mm2Asc = 1238.21 mm2
9 provide Ast bottom 10 nos 25provide Ast top 3 nos 25
`10 SHEAR DESIGNTv = 3.95 Mpa
pt = 1.26
Tc = 0.65 Mpa
Shear Design Required as Tv > Tc
V balance = 1320 kn
using 4 legged 12
Sv = 75.6340363636364
mm φ bars for vertical stirrups ,
DESIGN OF DOUBLY REINFORCED BEAM415 230
230 Mpa8.92355 from table d'/d = 0.042
25 mm
Doubly Reinforced
pt lim = 0.96 for M20 and Fe415
φ barsφ bars
For Fe 415 and Fe 500 only
DESIGN OF DOUBLY REINFORCED BEAMBalanced Section
INPUT VALUES
fck 20 Mpa σsvfy 415 Mpa fcc
fscMu 1410 kNmVmax= 1120 kN
b 400 mm use bars of diameter foD 1000 mmTension cover 40 mmCompression Cover 40 mm
d 960d' 40
pt lim 0.96
1 xu max = 459.94 mmku,max = 0.479 mmRu,max = 2.76 Mpa
2 Mu lim = 1015.8 Mpa
3 Mu lim < Mu Therefore Design as
4 Ast 1 = 3669 3669 pt lim = 0.96 for M20 and Fe415
5 M1 = Mu - Mu lim = 394.2 kNm
6 Asc = M1 / [(fsc-fcc)(d-d')] 1238.2 sq. mm
7 Asc (fsc - fcc ) = Ast2 (0.87fy)
Ast2 = 1186.9
8 Ast =Ast1 + Ast2 = 4855.71 mm2Asc = 1238.21 mm2
9 provide Ast bottom 10 nos 25provide Ast top 3 nos 25using 4 legged 10Sv = 81 mm
mm φ bars for vertical stirrups ,
DESIGN OF DOUBLY REINFORCED BEAM
230 Mpa8.92355 from table d'/d = 0.042
25 mm
Doubly Reinforced
pt lim = 0.96 for M20 and Fe415
φ barsφ bars
For Fe 415 and Fe 500 only
DESIGN OF DOUBLY REINFORCED BEAMBalanced Section
INPUT VALUES
fck 20 Mpa σsvfy 415 Mpa fccMu 1340 kNm fscVmax= 1500 kN
b 400 mm use bars of diameter foD 1000 mmTension cover 40 mmCompression Cover 40 mm
d 960d' 40
pt lim 0.96
1 xu max = 459.94 mmku,max = 0.479 mmRu,max = 2.76 Mpa
2 Mu lim = 1015.8 Mpa
3 Mu lim < Mu Therefore Design as
4 Ast 1 = 3668.84473517838 3668.844735178 pt lim = 0.96 for M20 and Fe415
5 M1 = Mu - Mu lim = 324.2 kNm
6 Asc = M1 / [(fsc-fcc)(d-d')] 1018.4 sq. mm
7 Asc (fsc - fcc ) = Ast2 (0.87fy)
Ast2 = 976.1
8 Ast =Ast1 + Ast2 = 4644.97 mm2Asc = 1018.35 mm2
9 provide Ast bottom 10 nos 25provide Ast top 3 nos 25
`10 SHEAR DESIGNTv = 3.75 Mpa
pt = 1.21
Tc = 0.66 Mpa
Shear Design Required as Tv > Tc
V balance = 1236 kn
using 4 legged 10
Sv = 56.0932038834951
mm φ bars for vertical stirrups ,
DESIGN OF DOUBLY REINFORCED BEAM
230 Mpa8.92355 from table d'/d = 0.042
25 mm
Doubly Reinforced
pt lim = 0.96 for M20 and Fe415
φ barsφ bars
For Fe 415 and Fe 500 only
DESIGN OF DOUBLY REINFORCED BEAMBalanced Section
INPUT VALUES
fck 20 Mpa σsvfy 415 Mpa fccMu 1260 kNm fscVmax= 1440 kN
b 400 mm use bars of diameter foD 800 mmTension cover 40 mmCompression Cover 40 mm
d 760d' 40
pt lim 0.96
1 xu max = 364.12 mmku,max = 0.479 mmRu,max = 2.76 Mpa
2 Mu lim = 636.6 Mpa
3 Mu lim < Mu Therefore Design as
4 Ast 1 = 2904.50208201621 2904.502082016 pt lim = 0.96 for M20 and Fe415
5 M1 = Mu - Mu lim = 623.4 kNm
6 Asc = M1 / [(fsc-fcc)(d-d')] 2501.8 sq. mm
7 Asc (fsc - fcc ) = Ast2 (0.87fy)
Ast2 = 2398.0
8 Ast =Ast1 + Ast2 = 5302.54 mm2Asc = 2501.77 mm2
9 provide Ast bottom 11 nos 25provide Ast top 6 nos 25
`10 SHEAR DESIGNTv = 4.50 Mpa
pt = 1.74
Tc = 0.75 Mpa
Shear Design Required as Tv > Tc
V balance = 1200 kn
using 4 legged 10
Sv = 45.7393333333333
mm φ bars for vertical stirrups ,
DESIGN OF DOUBLY REINFORCED BEAM415 230
230 Mpa8.92355 from table d'/d = 0.053
25 mm
Doubly Reinforced
pt lim = 0.96 for M20 and Fe415
φ barsφ bars
For Fe 415 and Fe 500 only
DESIGN OF DOUBLY REINFORCED BEAMBalanced Section
INPUT VALUES
fck 20 Mpa σsvfy 415 Mpa fccMu 1480 kNm fscVmax= 1740 kN
b 400 mm use bars of diameter foD 1000 mmTension cover 40 mmCompression Cover 40 mm
d 960d' 40
pt lim 0.96
1 xu max = 459.94 mmku,max = 0.479 mmRu,max = 2.76 Mpa
2 Mu lim = 1015.8 Mpa
3 Mu lim < Mu Therefore Design as
4 Ast 1 = 3668.84473517838 3668.844735178 pt lim = 0.96 for M20 and Fe415
5 M1 = Mu - Mu lim = 464.2 kNm
6 Asc = M1 / [(fsc-fcc)(d-d')] 1458.1 sq. mm
7 Asc (fsc - fcc ) = Ast2 (0.87fy)
Ast2 = 1397.6
8 Ast =Ast1 + Ast2 = 5066.45 mm2Asc = 1458.06 mm2
9 provide Ast bottom 11 nos 25provide Ast top 3 nos 25
`10 SHEAR DESIGNTv = 4.35 Mpa
pt = 1.32
Tc = 0.69 Mpa
Shear Design Required as Tv > Tc
V balance = 1464 kn
using 4 legged 10
Sv = 47.3573770491803
mm φ bars for vertical stirrups ,
DESIGN OF DOUBLY REINFORCED BEAM415 230
230 Mpa8.92355 from table d'/d = 0.042
25 mm
Doubly Reinforced
pt lim = 0.96 for M20 and Fe415
φ barsφ bars
For Fe 415 and Fe 500 only
DESIGN OF DOUBLY REINFORCED BEAMBalanced Section
INPUT VALUES
fck 20 Mpa σsvfy 415 Mpa fccMu 710 kNm fscVmax= 813 kN
b 400 mm use bars of diameter foD 800 mmTension cover 40 mmCompression Cover 40 mm
d 760d' 40
pt lim 0.96
1 xu max = 364.12 mmku,max = 0.479 mmRu,max = 2.76 Mpa
2 Mu lim = 636.6 Mpa
3 Mu lim < Mu Therefore Design as
4 Ast 1 = 2904.50208201621 2904.502082016 pt lim = 0.96 for M20 and Fe415
5 M1 = Mu - Mu lim = 73.4 kNm
6 Asc = M1 / [(fsc-fcc)(d-d')] 294.5 sq. mm
7 Asc (fsc - fcc ) = Ast2 (0.87fy)
Ast2 = 282.3
8 Ast =Ast1 + Ast2 = 3186.80 mm2Asc = 294.51 mm2
9 provide Ast bottom 7 nos 25provide Ast top 1 nos 25
`10 SHEAR DESIGNTv = 2.54 Mpa
pt = 1.05
Tc = 0.62 Mpa
Shear Design Required as Tv > Tc
V balance = 614.6 kn
using 4 legged 10
Sv = 89.3055645948584
mm φ bars for vertical stirrups ,
DESIGN OF DOUBLY REINFORCED BEAM415 230
230 Mpa8.92355 from table d'/d = 0.053
25 mm
Doubly Reinforced
pt lim = 0.96 for M20 and Fe415
φ barsφ bars
SCHEDULE OF BEAMS
STEEL STIRRUPSFOR LARGEST MOMENT FOR LARGEST SHEAR FORCE
ID SIZE W X D TOP BOTTOM
RB1 400 X 1000 3-25φ 4L -10φ @ 80 C/CRB2 400 X 1000 3-25φ 10-25φ 4L -10φ @ 50 C/CRB3 400 X 800 6-25φ 11-25φ 4L -10φ @ 45 C/CRB4 400 X 1000 3-25φ 11-25φ 4L -10φ @ 45 C/CRB5 400 X 800 2-25φ 7-25φ 4L -10φ @ 80 C/C
SCHEDULE OF SLABS
ID THICKNESSSTEEL REINFORCEMENTMM - AST X -ASTY ASTX
RS1 325 16φ @150 C/C 16φ @150 C/C 16φ @200 C/CRS2 250 16φ @200 C/C 16φ @200 C/C 16φ @250 C/CRS3 175 16φ @250 C/C 16φ @250 C/C 16φ @300 C/CRS4 150 - - 16φ @300 C/C + EXTRA BOTTOM
ALONG SUPORT 16φ @150 C/C
10-25φ
STIRRUPS SIDE FACEFOR LARGEST SHEAR FORCE
3-16φ3-16φ3-16φ3-16φ3-16φ
ASTX ASTY REMARK
16φ @200 C/C 16φ @200 C/C16φ @250 C/C 16φ @250 C/C16φ @300 C/C 16φ @300 C/C
16φ @300 C/C + EXTRA BOTTOM CANTILEVER SLABALONG SUPORT 16φ @150 C/C
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