calcular curva de Interaccion

Dimensiones de la columna

b 55h 55Rec 6.5centroide P 27.5

f'c 280 kgf/cm2 28 Mpafy 4200 kgf/cm2 420 MPaN de barras 16 16#8As de la barra 5.1 cm2As 81.6 cm2Es 200000 Mpa 2000000 kgf/cm^2

Analisis Falla Balanceada1.1 calculo Cb

0.0030.0021

d 47.5

Cb 27.9411764706

1.2

0.0021947368 20.4411764706 0.0011210526 10.4411764706 -10.4411765 4.73684210526E-005 0.4411764706 -0.44117647 0.0010263158 -9.5588235294 9.55882353 0.0021 -19.5588235294 19.5588235 0 0 0 0 0 0

cs

Calculo Para condicin balanceada

=(_ )/ )_ (_+_

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1.3 Calculo de esfuerzos

f's1 4200f's2 2242.1052631579f's3 94.7368421053fs4 2052.6315789474f's5 4200f's6 0f's7 0f's8 0f's9 0f's10 0f's11 0f's12 0f's13 0f's14 0f's15 0

1.4 calculo de las fuerzas internasa 23.75

1.4.1 para flejes

eje N de barras x eje As comprobacion1 5 25.5 25.52 2 10.2 10.23 2 10.2 10.24 2 10.2 05 5 25.5 06 0 0 07 0 0 08 0 0 09 0 0 0

10 0 0 011 0 0 012 0 0 013 0 0 014 0 0 015 0 0 0

F1 69615.0 kgf 69.62F2 14865.2 kgf 14.87F3 628.1 kgf 0.63F4 13608.9 kgf 13.61F5 69615.0 kgf 69.62F6 0.0 kgf 0.00F7 0.0 kgf 0.00F8 0.0 kgf 0.00F9 0.0 kgf 0.00F10 0.0 kgf 0.00F11 0.0 kgf 0.00F12 0.0 kgf 0.00F13 0.0 kgf 0.00F14 0.0 kgf 0.00F15 0.0 kgf 0.00

_=__

1.4.2 compresion en el concreto

Cc 202076.875 kg-f 202.076875

1.4.3 Calulo de la carga axial Cond. Balanceada

Pb 193.0369907895 TonPb 193036.990789474 kgf

1.4.4 calculo del momento para cond. Balanceada

sumatoria de momentos al centroide plastico

M 6081136.22450658 kgf-cm 60.8113622

1.5 Calculo de la excentricidad

e 0.3150244002 m 31.50244 cm

2.0 Falla por compresion

0.0030.0021

?

2.0 calcular carga axial para carga aplicada en centroide plstico

0.75 0.65Pc 508583.985 kgfPc 508.583985 Ton

2.2 Plantear la ecuacion para Pb considerando el momento

c'ss

=(0,8 ^ )(_ 5 _1 )

=_

=/

2.3

2.4 Igualar Pc=Pb; y reemplazar las deformaciones

-231689.583401575C 27.94

2.5 calculo de Pc real

0.0021947029 0.0011209735 4.72440944882E-005 -0.0010264853 -0.0021002147 0 0 0 0 0 0

Calcular las n

[(0,85 ^ ) _1 ) + _1 ) ( ( _ _1+ _2 )( _ _2+ _3 ) _3(_4 ) _4 _5 )( _ _ ( _ _5 _1 _2 _3 )(0,85 ^ )]( + + _1= 7,5))(_ ( /

_2= 17,5))(_ ( /

_3= 27,5))(_ ( /

_4= (37,5 ))(_ /

_5= (47,5 ))(_ /

0 0 0 0

Pc 467509.27527058 Kgf 467.509275 Ton

2.6 calculo del momento parar falla a compresion

2.6.1 calculo de los esfuerzos

f's1 4200f's2 2241.9470293486f's3 94.4881889764f's4 -2052.9706513959f's5 -4200.4294917681f's6 0f's7 0f's8 0f's9 0f's10 0f's11 0f's12 0f's13 0f's14 0f's15 0

2.6.2 calculo de fuerzas

F1 69615F2 14864.1088045812F3 626.4566929134F4 -13611.195418755F5 -69622.118826056F6 0F7 0F8 0F9 0F10 0F11 0F12 0F13 0F14 0

F15 0

a 23.749Cc 202068.3665

M 6081258.67950022 kgf-cm 60.8125868 Ton-m

e 0.1300778188 m 13.0077819 cm

3 Falla a traccion

3.1 calcular Pt (carga axial mnima)

Pt 46796.75 kgf 46.79675

0.0212119267C 20.5440959444

0.0019047948 0.0004445213 0.0010157523 0.0021 0.0021

Ptreal 140074.837036676 kgf 140.074837 Ton

f's 1 3809.5896688902f's 2 889.0425607438f's 3 2031.5045474026f's 4 4200f's 5 4200

=(0,10 ^ 0,85) )_ ( _

=[0,85 ^ _1 + _1 _1 ) _1+ _2 _2 ) _2+ _3 _3 ) _3 _4 _4 ) _4 _5 _5 ) _5 _1 _2 _3 )0,85 ^ ]_ ( ( ( ( ( ( + +

F1 63143.9487618551F2 5894.3521777314F3 13468.8751492793F4 27846F5 69615

a 17.4624815528Cc 148579.524291737

M 5635579.81400534 kgf-cm 56.3557981 Ton-m

e 0.4023263516 m 40.2326352 cm

ConvencionesCb Profundidad del bloque de compresiones para condicion balanceadab ancho efectivo; el valor adoptado debe ser perpendicular a la excentricidadd altura efectivaRec Recubrimientoh altura

ubicacin del refuerzoejes N de var x eje separacin distancia al centroidvarilla

1 5 47.5 20 12 2 37.5 10 23 2 27.5 0 34 2 17.5 -10 45 5 7.5 -20 56 0 67 0 78 0 89 0 9

10 0 1011 0 1112 0 1213 0 1314 0 1415 0 15

1617181920

0.65 0.85 para flejes

comprobacion

comprobacionTon 69615 kgf 69.615 TonTon 14865.1578947368 kgf 14.8651578947 TonTon 628.1052631579 kgf 0.6281052632 TonTon -13608.947368421 kgf -13.6089473684 TonTon -69615 kgf -69.615 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 TonTon 0 kgf 0 Ton

Ton

Tonf-m

[(0,85 ^ ) _1 ) + _1 ) ( ( _ _1+ _2 )( _ _2+ _3 ) _3(_4 ) _4 _5 )( _ _ ( _ _5 _1 _2 _3 )(0,85 ^ )]( + +

Ton

=[0,85 ^ _1 + _1 _1 ) _1+ _2 _2 ) _2+ _3 _3 ) _3 _4 _4 ) _4 _5 _5 ) _5 _1 _2 _3 )0,85 ^ ]_ ( ( ( ( ( ( + +

Profundidad del bloque de compresiones para condicion balanceadaancho efectivo; el valor adoptado debe ser perpendicular a la excentricidad

ubicacin del refuerzox y

7.5 7.517.5 7.527.5 7.537.5 7.547.5 7.547.5 17.547.5 27.547.5 37.547.5 47.537.5 47.527.5 47.517.5 47.5

7.5 47.57.5 37.57.5 27.57.5 17.5

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Columna

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columna0

5555

00

Flejes Refuerzo0 6.5 6.5 7.5 7.50 48.5 6.5 17.5 7.5

55 48.5 48.5 27.5 7.555 6.5 48.5 37.5 7.5

0 6.5 6.5 47.5 7.547.5 17.547.5 27.547.5 37.547.5 47.537.5 47.527.5 47.517.5 47.5

7.5 47.57.5 37.57.5 27.57.5 17.5

0 00 00 0

Estado de Falla Pu (Ton) Mu (Ton-m) C (cm)columna cargada axialmente 508.583985 0 0

73.87269.98466.09662.208

58.3254.43250.54446.65642.768

falla por compresion 567.4 49.77 38.88557.15 50.94 37.7861176

546.9 52.08 36.6922353536.69 53.2 35.5983529526.64 54.29 34.5044706516.63 55.37 33.4105882

506.6 56.45 32.3167059496.73 57.51 31.2228235486.84 58.6 30.1289412477.12 59.69 29.0350588

350 #DIV/0!300 28250200150100

50

falla balanceada 193.036991 60.8113622 27.9411765187.687256 60.5939289 27.2014684182.337521 60.342859 26.4617604176.987786 60.0581525 25.7220523171.638051 59.7398095 24.9823443166.288315 59.3878299 24.2426362

160.93858 59.0022138 23.5029282155.588845 58.5829611 22.7632201

150.23911 58.1300719 22.023512

144.889375 57.6435461 21.283804falla a traccion 140.074837 56.3557981 20.5440959

e (cm)0

13.00778199.142959719.52276467

9.912612510.308749810.717534811.142913511.577718312.036808812.5104795

31.5024432.284519633.094043833.9335013

34.80569135.713772136.661323637.6524172

38.691704

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Chart Title

39.784522540.2326352

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Hoja1Hoja2