diagramas de interacción
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ACERO DE REFUERZO
Denominacin Dimetro cm rea cm2# pulg.3 3/8" 0.952 0.7134 1/2" 1.27 1.2675 5/8" 1.588 1.9796 3/4" 1.905 2.857 7/8" 2.222 3.8798 1" 2.54 5.067
PROPIEDADES DEL ACERO DE REFUERZO ND1Fy (kg/cm2) 4200 mn 1% (cm/cm) 2.00E-03Es (kg/cm2) 2.10E+06
PROPIEDADES DEL CONCRETO fc (kg/cm2) 250 210 fc (kg/cm2) 1u (cm/cm) 3.00E-03 250 250 Err:501Ec (kg/cm2) Err:501 280
350DATOS DIAGRAMA DE INTERACCIN
Detalles de Seccin de columnaAncho (B) cm Alto (H) cm Altura til (d) cmRc cm d cm
20 20 Err:501 4 4
Ycp(cm) Cb Nro cabillas D. cabilla # Ascab10 9.6 4 8 5.067
FALLA A COMPRESIN PURAPU (kg) Err:501 165.819
FALLA A TRACCIN PURAPU (Kg) -85125.6 -85.126
FALLA BALANCEADAAs (cm2) 10.134Pu (kg) Err:501 34.680Mu (kg.cm) Err:501 716.059
FLEXIN PURA 3.1669% cumple 3.1669% cumple
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Evaluacin Acero Superior Err:501 fs Err:501b Err:501 sobre-reforzadaAs 10.134
Clculo de MUsobre-reforzada no aplica Err:501 sobre-reforzada
c Mu (kg.cm) c Err:501 Err:501 Err:501 evaluar races
no aplicaTrminos para ecuacin 2do grado Trminos para ecuacin 2do grado
a b c a2Err:501 Err:501 Err:501 Err:501
C1 2.42 Vlido Cc1C2 -3.04 No existe Cc2
Mu(c1) (kg.cm) Mu(Cc1) (kg.cm)Err:501 641.8446390263 Err:501
Mu(c2) (kg.cm) Mu(Cc2) (kg.cm)Err:501 Err:501 Err:501
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ACERO DE REFUERZO
Fy(kg/cm2) 2800 4200 5000 5200S S-40 S-60 S-75W W-60 W-70
ND33%
2 3 wmx0.425 0.85 0.21675
DATOS DIAGRAMA DE INTERACCINDetalles de Seccin de columna 4
Ac(cm2) 5400
Ast cm2 t20.268 6.3338% si cumple ND1
cumple ND3
FLEXIN PURA
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Evaluacin Acero inferior kud mx 1.00E-03 fs2 2.10E+03 0.3 3.1669% comp 1.80E-03 10
As 10.134
evaluar condicin Err:501Mu (kg.cm)
Err:501
Trminos para ecuacin 2do gradob2 c2 a3 b3 c3
Err:501 Err:501 Err:501 Err:501 0
4.72 Vlido Cc3 Err:501 Err:501-7.79 No existe Cc4 Err:501 Err:501
Mu(Cc1) (kg.cm)749.5676531704 Err:501
Mu(Cc2) (kg.cm)Err:501
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jud mx0.872513.96
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ACERO DE REFUERZO
Denominacin Dimetro cm rea cm2 Fy(kg/cm2)# pulg. S 3 3/8" 0.952 0.713 W4 1/2" 1.27 1.2675 5/8" 1.588 1.9796 3/4" 1.905 2.857 7/8" 2.222 3.8798 1" 2.54 5.067
PROPIEDADES DEL ACERO DE REFUERZO ND1 ND3Fy (kg/cm2) 4200 mn 1% 4% (cm/cm) 2.00E-03Es (kg/cm2) 2.10E+06
PROPIEDADES DEL CONCRETO fc (kg/cm2) 250 210 fc (kg/cm2) 1u (cm/cm) 3.00E-03 250 210 0.85Ec (kg/cm2) Err:501 280
350DATOS DIAGRAMA DE CORTE
Detalles de Seccin de columnaAncho (B) cmAlto (H) cm Altura til (d) cmRc cm d cm Ac(cm2)
20 20 16 4 4 400
Ycp(cm) Cb Nro cabillas D. cabilla # Ascab Ast cm210 9.6 4 4 1.267 5.068
ZONA A COMPRESIN PURAPc (kg) Err:501Vc (kg) Err:501Vs (kg) 19165.44Vu (kg) 26784.3041Mc (kg.cm) 3348038.01 33480.3800937
ZONA A TRACCIN PURAPU (Kg) -21285.6Pt (kg) -14000Vs (kg) 19165.44Vt (kg) 19165.44M (kg.cm) 2395680
ZONA A FLEXIN PURA
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Vs1 (kg) 19165.44Vc1 (kg) Err:501Vu (kg) 21847.0515Mfp (kg.cm) 2730881.43
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ACERO DE REFUERZO
2800 4200 5000 5200S-40 S-60 S-75
W-60 W-70
Smx (cm)5
DATOS DIAGRAMA DE CORTE4 2
Acero por corte 8 4D. cabilla # Ascab Nro cabillas 6
3 0.713 1Astc cm2 Nro ramas L (cm) t
0.713 2 250 6.3338% si cumple ND1cumple ND3
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123
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Diagrama a flexin axialF.B
A. refuerzo C.P T.P P.U M.U F.FP0.8913% 96.372 -11.978 34.680 2.772 1.2681.5838% 105.209 -21.286 34.680 3.330 1.9932.4738% 116.565 -33.247 34.680 4.048 2.8703.5625% 130.458 -47.880 34.680 4.926 3.9004.8488% 146.870 -65.167 34.680 5.963 6.0956.3338% 165.819 -85.126 34.680 7.161 7.496
1/2" 5/8"x y x y x y0 96.37 0 105.21 0 116.57
2.77 34.68 3.33 34.68 4.05 34.681.27 0 1.99 0 2.87 0
0 -11.98 0 -21.29 0 -33.25
7/8" 1"x y x y x y0 130.46 0 146.87 0 165.82
4.93 34.68 5.96 34.68 7.16 34.683.90 0 6.10 0 7.50 0
0 -47.88 0 -65.17 0 -85.13
%4 3/8"4 1/2"4 5/8"4 3/4"4 7/8"
4 1"
3/8"
3/4"
0 1 2 3 4 5 6 7 8
-100
-50
0
50
100
150
200
Columna 20x20
3/81/25/83/47/81
M (ton.m)
p (ton)
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0 1 2 3 4 5 6 7 8
-100
-50
0
50
100
150
200
Columna 20x20
3/81/25/83/47/81
M (ton.m)
p (ton)
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Diagrama a flexin axialF.B
A. refuerzo C.P T.P P.U M.U F.FP0.3656% 202.622 -11.978 84.533 8.393 1.3180.6497% 211.459 -21.286 84.533 9.417 2.3411.0149% 222.815 -33.247 84.533 10.733 3.6571.4615% 236.708 -47.880 84.533 12.342 5.2671.9892% 253.120 -65.167 84.533 14.244 7.1682.5985% 272.069 -85.126 84.533 16.439 9.364
1/2" 5/8"x y x y x y0 202.62 0 211.46 0 222.82
8.39 84.53 9.42 84.53 10.73 84.531.32 0 2.34 0 3.66 0
0 -11.98 0 -21.29 0 -33.25
7/8" 1"x y x y x y0 236.71 0 253.12 0 272.07
12.34 84.53 14.24 84.53 16.44 84.535.27 0 7.17 0 9.36 0
0 -47.88 0 -65.17 0 -85.13
%4 3/8"4 1/2"4 5/8"4 3/4"4 7/8"
4 1"
3/8"
3/4"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
-150.00
-100.00
-50.00
0.00
50.00
100.00
150.00
200.00
250.00
300.00
Columna 30x30
3/81/25/83/47/81
M (ton.m)
P (ton)
-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
-150.00
-100.00
-50.00
0.00
50.00
100.00
150.00
200.00
250.00
300.00
Columna 30x30
3/81/25/83/47/81
M (ton.m)
P (ton)
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Diagrama a flexin axialF.B
A. refuerzo C.P T.P P.U M.U F.FP0.1981% 351.372 -11.978 156.060 18.802 1.9170.3519% 360.209 -21.286 156.060 20.291 3.4060.5497% 371.565 -33.247 156.060 22.205 5.3200.7917% 385.458 -47.880 156.060 24.546 7.6611.0775% 401.870 -65.167 156.060 27.312 10.4271.4075% 420.819 -85.126 156.060 30.506 13.620
1/2" 5/8"x y x y x y0 351.37 0 360.21 0 371.57
18.80 156.06 20.29 156.06 22.21 156.061.92 0 3.41 0 5.32 0
0 -11.98 0 -21.29 0 -33.25
7/8" 1"x y x y x y0 385.46 0 401.87 0 420.82
24.55 156.06 27.31 156.06 30.51 156.067.66 0 10.43 0 13.62 0
0 -47.88 0 -65.17 0 -85.13
%4 3/8"4 1/2"4 5/8"4 3/4"4 7/8"
4 1"
3/8"
3/4"
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
-200.00
-100.00
0.00
100.00
200.00
300.00
400.00
500.00Columna 40x40
3/81/25/83/47/81
M (ton.m)
P (ton)
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
-200.00
-100.00
0.00
100.00
200.00
300.00
400.00
500.00Columna 40x40
3/81/25/83/47/81
M (ton.m)
P (ton)
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Diagrama a flexin axialF.B
A. refuerzo C.P T.P P.U M.U F.FP0.1240% 542.622 -11.978 249.263 35.593 2.5150.2203% 551.459 -21.286 249.263 37.547 4.4700.3442% 562.815 -33.247 249.263 40.059 6.9820.4957% 576.708 -47.880 249.263 43.132 10.0550.6746% 593.120 -65.167 249.263 46.762 13.6850.8812% 612.069 -85.126 249.263 50.954 17.876
1/2" 5/8"x y x y x y0 542.62 0 551.46 0 562.82
35.59 249.26 37.55 249.26 40.06 249.262.52 0 4.47 0 6.98 0
0 -11.98 0 -21.29 0 -33.25
7/8" 1"x y x y x y0 576.71 0 593.12 0 612.07
43.13 249.26 46.76 249.26 50.95 249.2610.05 0 13.69 0 17.88 0
0 -47.88 0 -65.17 0 -85.13
%4 3/8"4 1/2"4 5/8"4 3/4"4 7/8"
4 1"
3/8"
3/4"
0 2 4 6 8 1012141618202224262830323436384042444648505254-200
-100
0
100
200
300
400
500
600
700
Columna 50x50
3/81/25/83/47/81
M (ton.m)
P (ton)
-
0 2 4 6 8 1012141618202224262830323436384042444648505254-200
-100
0
100
200
300
400
500
600
700
Columna 50x50
3/81/25/83/47/81
M (ton.m)
P (ton)
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Diagrama a flexin axialF.B
A. refuerzo C.P T.P P.U M.U F.FP0.5432% 144.185 -11.978 56.897 508.345 101.8160.9653% 153.021 -21.286 56.897 587.456 180.9281.5078% 164.378 -33.247 56.897 689.129 282.6012.1714% 178.270 -47.880 56.897 813.508 406.9802.9554% 194.683 -65.167 56.897 960.449 553.9213.8606% 213.631 -85.126 56.897 1130.096 723.568
x y0 144.18485
508.344572 56.896875101.8164 0
0 -11.9784
x y0 153.02115
587.455772 56.896875180.9276 0
0 -21.2856
x y0 164.37755
689.129372 56.896875282.6012 0
0 -33.2472
x y0 178.27
813.508172 56.896875406.98 0
0 -47.88
x y0 194.68255
960.449372 56.896875553.9212 0
0 -65.1672
x y0 213.63115
1130.09577 56.896875723.5676 0
0 -85.1256
%4 3/8"4 1/2"4 5/8"4 3/4"4 7/8"
4 1"
0 200 400 600 800 1000 1200
-150
-100
-50
0
50
100
150
200
250
3/81/25/83/47/81columna 3-2
Axis Title
Axis Title
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x y5.8 5.255.8 10.55.8 15.75
0 200 400 600 800 1000 1200
-150
-100
-50
0
50
100
150
200
250
3/81/25/83/47/81columna 3-2
Axis Title
Axis Title
Diagrama Interaccin generalDiagrama corte (general)D.I 20x20D.I 30x30D.I 40x40D.I 50x50Tablas de D.I 25x25
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