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

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

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

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

jud mx0.872513.96

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

Vs1 (kg) 19165.44Vc1 (kg) Err:501Vu (kg) 21847.0515Mfp (kg.cm) 2730881.43

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

123

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

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M (ton.m)

p (ton)

0 1 2 3 4 5 6 7 8

-100

-50

0

50

100

150

200

Columna 20x20

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M (ton.m)

p (ton)

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

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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

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M (ton.m)

P (ton)

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

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M (ton.m)

P (ton)

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)

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

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250

3/81/25/83/47/81columna 3-2

Axis Title

Axis Title

x y5.8 5.255.8 10.55.8 15.75

0 200 400 600 800 1000 1200

-150

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-50

0

50

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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