Análisis Estructural Método de Cross Combinación 2

PREDIMENSIONAMIENTO

1 Predimensionamiento de Columnas.

DONDE:b = Dimension MenorD = Dimension MayorP = Carga total que soporta la columnan = Valor que depende de la posicion de la columnaf'c = Resistencia del concreto a la compresion

VALORES DE "n"TIPO UBICACIN CARGA

Columna Interiorn = 0,30

Columna Interiorn = 0,25

C2 y C3n = 0,25

C4 Columna de Esquinan = 0,20

n>1/3 Falla Frgiln

a)Para hallar "P", se realiza el metrado de cargas (Carga Muerta y Carga Viva), teniendo en cuenta los siguientes valores.

Los siguientes pesos unitarios nos permiten determinar algunas cargas permanentes de uso frecuente.

b) Predimensionamiento de Columna.

Datos de Carga:19.14 m100 Kg/m CM = 28710 Kg100 Kg/m100 Kg/m

N Pisos = 5Sobrecarga Carga Viva

Auditorio 400 Kg/m CV = 7656.00 Kg

Datos de Columna:P =n = 0.3

4200 Kg/cm 36366 Kg210 Kg/cm

Finalmente reemplazando en la siguiente expresin, obtendremos las dimensiones de la columna.

b x D = 634.96 cm

14.22 cm

AT =PVIGA =PACAB =PPROP =

1,10PG

fy = PG =f'C =

Pero bxD representa el rea de la seccin, es este caso al ser una columna circular determinaremos el radio mnimo necesario para esta seccin.

Rmin =

El rea en el plano de arquitectura es de 2827 cm2, con un radio de 30 cm, lo cual es correcto. (Solo ser necesario comprobar por rigideces en el diseo).

6.27

3.06

AT=19.14m2

VP 101 (30x60)VP 101 (30x60)

VP 1

06 (2

5x50

)VP

106

(25x

50)

2 Predimensionamiento de Vigas.a) Por Frmulas.

Datos de Carga:100 Kg/m100 Kg/m100 Kg/m

N Pisos = 5Sobrecarga Carga Viva

400 Kg/m

Datos de Diseo:4200 Kg/cm4200 Kg/cm7.40 m

El momento flector ltimo de una seccin cualquiera puede expresarse como sigue:

Para una seccin rectangular con acero solo en traccin, de acuerdo al ACI 381-05 se tiene, que el Momento ltimo es:

PVIGA =PACAB =PPROP =

Lugares de Asamblea con

asientos Mviles

fy =fy =Ln =

VP 101 (30x60)

VP 1

05 (2

5x50

)VP

105

(25x

50)

VP 1

06 (2

5x50

)VP

106

(25x

50)

8.03

3.06

B=3.06m

Considerando la seccin de momento positivo mximo, asumimos y reemplazamos en las expresiones anteriores, obteniendo:

0.092 Kg/cm Finalmente: h = 0.56 m3119.220 Kg/m b = 0.25 m1199.700 Kg/m

b) Correccin por Igualdad de Cuanta.

Datos:h 0.56 m 0.512 m Redondeandob 0.25 m

0.30 m

c) Correccin por Igualdad de Rigideces.

Datos:h 0.56 m 0.527 m Redondeandob 0.25 m

0.30 m

WU =

h0

b0

h0

b0

.55

.30

Por lo tanto se la seccion de la viga quedar como se muestra en la figura. .55

.30

3 Predimensionamiento de Muros de Stano.

Datos de EMS: = 17

0.80 Kg/cm1750.00 Kg/m3

H = 3.50 m

a) Clculo de Empuje.

qu = =

.55

.30

En nuestro Caso Tenemos un solo stano y por lo tanto, usamos el caso b.

k' = 0.7076

En el caso b tenemos como una carga Distribuida:

Datos de EMS: = 17 Kg/m

250.00 Kg/m1750.00 Kg/m3 3022.5 Kg/m

H = 3.50 m

b) Esquema de Funcionamiento.

Donde es el ngulo de rozamiento del relleno.

q = =

c) Dimensionamiento del Muro.

18512.6 Kg-m

db

MO =

c) Dimensionamiento de la Zapata.

1.83 m-1.80 m1.85 m

Por lo tanto quedar:

1.85 m

4 Predimensionamiento de Losas.

a) Especificaciones Codificadas para Losas.

Deflexiones Mximas en Losas:

B1 =B2 =B3 =

B =

Los resultados de la ecuacin anterior no deben ser menores que la siguiente expresin:

b) Clculo para Losa Maciza.

En el plano tenemos como libremente apoyadas, con un mximo.

3.00 m H = 0.15 m

c) Clculo para Losa Aligerada.

En el plano tenemos para losas apoyadas en Vigas principales con un mximo.

H = 0.19 m3.00 m

Redondeando:

H = 0.20 m

5 Predimensionamiento de Escaleras.

a) Clculo para Escaleras Circulares de Acceso a SUM.

Con ambos extremos continuos con un mximo.

4.80 m H = 0.17 m

Redondeando:

H = 0.15 m

Ln =

Ln =

Ln =

b) Clculo para Escaleras Recta de Acceso a SUM.

H = 0.15 m

c) Clculo para Escaleras Circulares en Pisos.

Con ambos extremos continuos con un mximo.

4.80 m H = 0.17 m

Redondeando:

H = 0.15 m

Ln =

PREDIMENSIONAMIENTO

Predimensionamiento de Columnas.

c1 c1c1c1

c4

c4 c4

c4c3 c3

c3 c3c2c2 c2

c2

Para hallar "P", se realiza el metrado de cargas (Carga Muerta y Carga Viva), teniendo en cuenta los siguientes valores.

Predimensionamiento de Columna.

6.27

3.06

AT=19.14m2

VP 101 (30x60)VP 101 (30x60)

VP 1

06 (2

5x50

)VP

106

(25x

50)

Predimensionamiento de Vigas.

VP 101 (30x60)

VP 1

05 (2

5x50

)VP

105

(25x

50)

VP 1

06 (2

5x50

)VP

106

(25x

50)

8.03

3.06

B=3.06m

h 0.55 mb 0.30 m

h 0.55 mb 0.30 m

Predimensionamiento de Muros de Stano.

19.00 m30.00 m

Predimensionamiento de Losas.

Predimensionamiento de Escaleras.

CLCULO DE MOMENTOS (MTODO DE CROSS)

Anlisis del Prtico 4 Combinacin 2

Nudo A B CMiembro AD AB BA BE BC CBLongitud 2.90 8.12 8.12 3.20 7.78 7.78CU (Kg/m) 0 3119.22 3119.22 0 1199.7 1199.7E. Estructural D = 0.60 m b = 0.30 m h = 0.55 m D = 0.60 m b = 0.30 m h = 0.55 m D =I 0.10179 0.00416 0.00416 0.10179 0.00416 0.00416K 0.03510 0.00051 0.00051 0.03181 0.00053 0.00053F.D. 0.986 0.014 0.016 0.968 0.016 0.017MEMP 0.0 17138.7 -17138.7 0 6051.3 -6051.3Nudo D E FMiembro DA DG DE ED EB EH EF FELongitud 2.90 3.20 8.12 8.12 3.20 3.20 7.78 7.78CU (Kg/m) 0 0 1199.7 1199.7 0 0 3119.22 3119.22E. Estructural D = 0.60 m b = 0.30 m h = 0.55 m D = 0.60 m b = 0.30 m h = 0.55 m D =I 0.10179 0.10179 0.00416 0.00416 0.10179 0.10179 0.00416 0.00416K 0.03510 0.03181 0.00051 0.00051 0.03181 0.03181 0.00053 0.00053F.D. 0.521 0.472 0.008 0.008 0.492 0.492 0.008 0.008MEMP 0.0 0.0 6591.8 -6591.8 0.0 0.0 15733.4 -15733.4Nudo G H IMiembro GD GJ GH HG HE HK HI IHLongitud 3.20 3.20 8.12 8.12 3.20 3.20 7.78 7.78CU (Kg/m) 0 0 3119.22 3119.22 0 0 1199.7 1199.7E. Estructural D = 0.60 m b = 0.30 m h = 0.55 m D = 0.60 m b = 0.30 m h = 0.55 m D =I 0.10179 0.10179 0.00416 0.00416 0.10179 0.10179 0.00416 0.00416K 0.03181 0.03181 0.00051 0.00051 0.03181 0.03181 0.00053 0.00053F.D. 0.496 0.496 0.008 0.008 0.492 0.492 0.008 0.008MEMP 0.0 0.0 17138.7 -17138.7 0.0 0.0 6051.3 -6051.3Nudo J K LMiembro JG JM JK KJ KH KN KL LKLongitud 3.20 3.52 8.12 8.12 3.20 3.52 7.78 7.78CU (Kg/m) 0 0 1199.7 1199.7 0 0 3119.22 3119.22E. Estructural D = 0.60 m b = 0.30 m h = 0.55 m D = 0.60 m b = 0.30 m h = 0.55 m D =I 0.10179 0.10179 0.00416 0.00416 0.10179 0.10179 0.00416 0.00416K 0.03181 0.02892 0.00051 0.00051 0.03181 0.02892 0.00053 0.00053F.D. 0.519 0.472 0.008 0.008 0.515 0.468 0.009 0.009

MEMP 0.0 0.0 6591.8 -6591.8 0.0 0.0 15733.4 -15733.4

Nudo M N OMiembro MJ MP MN NM NK NQ NO ONLongitud 3.52 2.80 8.12 8.12 3.52 3.52 7.78 7.78CU (Kg/m) 0 0 3119.22 3119.22 0 0 1199.7 1199.7E. Estructural D = 0.60 m b = 0.30 m h = 0.55 m D = 0.60 m b = 0.30 m h = 0.55 m D =I 0.10179 0.10179 0.00416 0.00416 0.10179 0.10179 0.00416 0.00416K 0.02892 0.03635 0.00051 0.00051 0.02892 0.02892 0.00053 0.00053F.D. 0.440 0.553 0.008 0.009 0.491 0.491 0.009 0.009MEMP 0.0 0.0 17138.7 -17138.7 0.0 0.0 6051.3 -6051.3

Nudo P Q R

Tramo PM QN

Longitud 2.80 3.52CU (Kg/m) 0 0

E. Estructural D = 0.60 m b = 0.30 m h = 0.55 m D = 0.60 m b = 0.30 m h = 0.55 m D =I 0.10179 0.00540K 0.03635 0.00153F.D. 0.00 0.00MEMP 0.0 0.0

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m7800 Kg/ m 7800 Kg/ m

7800 Kg/ m 7800 Kg/ m

7800 Kg/ m 7800 Kg/ m

7800 Kg/ m 7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

CLCULO DE MOMENTOS (MTODO DE CROSS)

Anlisis del Prtico 4 Combinacin 2

CCB CF7.78 3.20

1199.7 00.60 m b = 0.30 m h = 0.55 m

0.00416 0.101790.00053 0.03181

0.017 0.983-6051.3 0.0

FFE FI FC

7.78 3.20 3.203119.22 0 0

0.60 m b = 0.30 m h = 0.55 m0.00416 0.10179 0.101790.00053 0.03181 0.03181

0.008 0.496 0.496-15733.4 0.0 0.0

IIH IL IF

7.78 3.20 3.201199.7 0 0

0.60 m b = 0.30 m h = 0.55 m0.00416 0.10179 0.101790.00053 0.03181 0.03181

0.008 0.496 0.496-6051.3 0.0 0.0

LLK LO LI

7.78 3.52 3.203119.22 0 0

0.60 m b = 0.30 m h = 0.55 m0.00416 0.10179 0.101790.00053 0.02892 0.03181

0.009 0.472 0.519

2,88

3,52

3,52

3,52

3,20

3,20

3,20

3,20

3,20

2,90

7,788,12

CM CV

CMCV

CM CV

CMCV

CMCV

-15733.4 0.0 0.0

OON OR OL7.78 3.52 3.52

1199.7 0 00.60 m b = 0.30 m h = 0.55 m

0.00416 0.10179 0.101790.00053 0.02892 0.02892

0.009 0.495 0.495-6051.3 0.0 0.0

R

RO

3.520

0.60 m b = 0.30 m h = 0.55 m0.101790.02892

0.000.0

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

2,88

3,52

3,52

3,52

3,20

3,20

3,20

3,20

3,20

2,90

7,788,12

CM CV

CMCV

CM CV

CMCV

CMCV

-582

3.7

1358

.10

-164

2.26

-109

3.46

803.

00

6628

.71

-844

6.1

-343

1.72

00.

52

-645

4.0

379.

79

-495

.47

-192

4.73

3003

.63

2638

.62

-155

5.00

-850

0.9

00.

50

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

-151

6.3

260.

06

-511

.29

-129

5.46

2528

.24

2561

.13

-163

4.78

-342

4.2

00.

52

-963

2.5

402.

53

-916

.19

-551

.96

1256

.01

1757

.59

-404

6.50

-753

3.9

00.

44

-397

7.8

0.00

-346

.95

0.00

1104

.77

0.00

-473

5.63

0.00

00

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m

14100 Kg/ m7800 Kg/ m 7800 Kg/ m

7800 Kg/ m 7800 Kg/ m

7800 Kg/ m 7800 Kg/ m

7800 Kg/ m 7800 Kg/ m

8,00 8,00

3,50

2,80

2,80

2,80

2,88

3,52

3,52

3,52

3,20

3,20

3,20

3,20

3,20

2,90

7,788,12

CM CV

CMCV

CM CV

CMCV

CMCV

16990.77.7090210.7884

-47.918.123.486.4

-246.517138.7

A B

0.99 -17138.7 0.02 0.97

0

-168

92.1

-171

5.86

1605

.99

3314

.35

-328

4.52

-546

.73

528.

23

-169

90.7 172.9 0

2,88

3,52

3,52

3,52

3,20

3,20

3,20

3,20

3,20

2,90

7,788,12

CM CV

CMCV

CM CV

CMCV

CMCV

-168

92.1

-171

5.86

1605

.99

3314

.35

-328

4.52

-546

.73

528.

23

-169

90.7

-123.336.211.721.6

6580.09 -24.019.8 4.1-4.1 -17039.44-16.0-21.996.7

-106

6.8

-500

.18

669.

93

-505

.21

1123

.84

-272

5.39

5367

.03

-449

6.83

-36.2-50.1 0

0.01 6591.8 0.49 0.01

D E

0.47 -6591.8 0.01 0.49

0

-310

9.99

-425

0.44

6007

.27

1319

.31

-990

.95

-962

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1230

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-756

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-25.0-43.948.4-8.1-8.0

17025.40 -8.16.1 -6708.945.7-31.0-2.042.5

-303

6.5

112.

63

-252

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682.

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2.70

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86

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0.50 -17138.7 0.01 0.49

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47 -6591.8 0.01 0.47

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-809

3.0

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6.97

2512

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878.

80

-183

2.38

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361.

57

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16.0 4.5 0

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6327.24.2749513.8558

22.5-33.037.850.0

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20

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93

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TRAMO A-B

Datos: SMA = 0 R'B = 12670.04 Kg X =MAB = 16990.66 Kg-mMBA = 17039.44 Kg-m SFY = 0 RA = 12658.03 Kg MMAX =

L = 8.12 mW = 3119.22 Kg/m

TRAMO B-C

Datos: SMA = 0 RC = 4609.74 Kg X =MBC = 6327.20 Kg-mMCB = 5883.01 Kg-m SFY = 0 R''B = 4723.93 Kg MMAX =

L = 7.78 m

RA

MAB

R'B

MBA

L

W

W = 1199.70 Kg/m

TRAMO D-E

Datos: SMA = 0 R'E = 4886.65 Kg X =MDE = 6580.09 Kg-mMED = 6708.94 Kg-m SFY = 0 RD = 4854.91 Kg MMAX =

L = 8.12 mW = 1199.70 Kg/m

TRAMO E-F

Datos: SMA = 0 RF = 12141.83 Kg X =MEF = 15646.08 Kg-mMFE = 15708.82 Kg-m SFY = 0 R''E = 12125.70 Kg MMAX =

L = 7.78 mW = 3119.22 Kg/m

TRAMO G-H

Datos: SMA = 0 R'H = 12680.58 Kg X =MGH = 17025.40 Kg-mMHG = 17159.76 Kg-m SFY = 0 RG = 12647.49 Kg MMAX =

L = 8.12 mW = 3119.22 Kg/m

TRAMO H-I

Datos: SMA = 0 RI = 4665.96 Kg X =MHI = 6121.79 Kg-m

MIH = 6114.98 Kg-m SFY = 0 R''H = 4667.71 Kg MMAX =L = 7.78 m

W = 1199.70 Kg/m

TRAMO J-K

Datos: SMA = 0 R'K = 5289.36 Kg X =MJK = 3241.72 Kg-mMKJ = 6640.55 Kg-m SFY = 0 RJ = 4452.21 Kg MMAX =

L = 8.12 mW = 1199.70 Kg/m

TRAMO K-L

Datos: SMA = 0 RL = 13135.59 Kg X =

MKL = 7830.17 Kg-mMLK = 15624.33 Kg-m SFY = 0 R''K = 11131.95 Kg MMAX =

L = 7.78 mW = 3119.22 Kg/m

TRAMO M-N

Datos: SMA = 0 R'N = 12666.35 Kg X =MMN = 17082.03 Kg-mMNM = 17100.87 Kg-m SFY = 0 RM = 12661.71 Kg MMAX =

L = 8.12 mW = 3119.22 Kg/m

TRAMO N-O

Datos: SMA = 0 RO = 4642.20 Kg X =MNO = 6165.59 Kg-mMON = 5973.93 Kg-m SFY = 0 R''N = 4691.47 Kg MMAX =

L = 7.78 mW = 1199.70 Kg/m

RP = 0.00 Kg RP = 0.00 Kg RP =MP = -3977.80 Kg-m MP = 2728.74 Kg-m MP =

MPRP MQRQ MRRR

4.06 m

8692.94 Kg-m

3.94 m

2973.24 Kg-m

RA

MAB

R'B

MBA

L

W

4.05 m

3243.28 Kg-m

3.89 m

7922.73 Kg-m

4.05 m

8615.45 Kg-m

3.89 m

2958.61 Kg-m

3.71 m

5019.57 Kg-m

3.57 m

12033.80 Kg-m

4.06 m

8616.54 Kg-m

3.91 m

3007.48 Kg-m

50.34 Kg882.58 Kg-m

MPRP MQRQ MRRR

TRAMO A-B-CDEFORMACION EN EL PRIMER TRAMO

E = 217370651.19I = 0.00416

X1 X21

3119.22 kg/m B A

8.1216990.66212658.026 17393.967

-1.27 0.520.59 0.51

PARA X1 0 4.06M1 = 16990.66241 + 12658.03 X

m1 = -1.27 + 0.59 X

PARA X2 0 4.06M1 = 5438.82 + 22003.71 X

m1 = -0.50 + 0.41 X

PARA X3 0 7.78M1 = -5883.01 + 4609.74 X

m1 = 0.26 -0.10 X

EL DESPLAZAMIENTO ES :

= 0.069 mm

MA =RA = RB =

MA (V) = MB(V) =RA(V) = RB(V) =

TRAMO D-E-FDEFORMACION EN EL PRIMER TRAMO

E = 217370651.19I = 0.00416

X1 X21

1199.70 kg/m E D

8.126580.0904854.914 17012.351

-1.27 0.520.59 0.51

PARA X1 0 4.06M1 = 6580.0904528 + 4854.91 X

m1 = -1.27 + 0.59 X

PARA X2 0 4.06M1 = 15771.56 + 29154.18 X

m1 = -0.50 + 0.41 X

PARA X3 0 7.78M1 = -15708.82 + 12141.83 X

m1 = 0.26 -0.10 X


= -0.01 mm

MD =RD = RE =

MD (V) = ME(V) =RD(V) = RE(V) =

TRAMO G-H-IDEFORMACION EN EL PRIMER TRAMO

E = 217370651.19I = 0.00416

X1 X21

3119.22 kg/m H G

8.1217025.39712647.486 17348.289

-1.27 0.520.59 0.51

PARA X1 0 4.06M1 = 17025.397341 + 12647.49 X

m1 = -1.27 + 0.59 X

PARA X2 0 4.06M1 = 6108.16 + 22014.25 X

m1 = -0.50 + 0.41 X

PARA X3 0 7.78M1 = -6114.98 4665.96 X

m1 = 0.26 -0.10 X


= 0.07 mm

MG =RG = RH =

MG (V) = MH(V) =RG(V) = RH(V) =

TRAMO J-K-LDEFORMACION EN EL PRIMER TRAMO

E = 217370651.19I = 0.00416

X1 X21

1199.70 kg/m K J

8.123241.7224452.207 16421.303

-1.27 0.520.59 0.51

PARA X1 0 4.06M1 = 3241.7221551 + 4452.21 X

m1 = -1.27 + 0.59 X

PARA X2 0 4.06M1 = 23418.49 + 29556.89 X

m1 = -0.50 + 0.41 X

PARA X3 0 7.78M1 = -15624.33 13135.59 X

m1 = 0.26 -0.10 X


= -0.0013 mm

MJ =RJ = RK =

MJ (V) = MK(V) =RJ(V) = RK(V) =

TRAMO M-N-ODEFORMACION EN EL PRIMER TRAMO

E = 217370651.19I = 0.00416

X1 X21

3119.22 kg/m N M

8.1217082.02512661.713 17357.821

-1.27 0.520.59 0.51

PARA X1 0 4.06M1 = 17082.025427 + 12661.71 X

m1 = -1.27 + 0.59 X

PARA X2 0 4.06M1 = 5782.28 + 22000.02 X

m1 = -0.50 + 0.41 X

PARA X3 0 7.78M1 = -5973.93 4642.20 X

m1 = 0.26 -0.10 X


= 0.07 mm

MM =RM = RN =

MM (V) = MN(V) =RM(V) = RN(V) =

TRAMO A-B-C TRAMO A-B-CDEFORMACION EN EL PRIMER TRAMO

X31199.70 kg/m

C

7.785883.0104609.739

-0.26-0.10

-1559.61 X212066.30 /EI

-599.85 X2108423.83 /EI

599.85 X2-58452.69 /EI

MC =RC =

MC(V) =RC(V) =

TRAMO D-E-F TRAMO D-E-FDEFORMACION EN EL PRIMER TRAMO

X33119.22 kg/m

F

7.7815708.82312141.830

-0.26-0.10

-599.85 X24591.36 /EI

-1559.61 X2142438.04 /EI

1559.61 X2-152763.57 /EI

MF =RF =

MF(V) =RF(V) =

TRAMO G-H-I TRAMO G-H-IDEFORMACION EN EL PRIMER TRAMO

X31199.70 kg/m

I

7.786114.9764665.958

-0.26-0.10

-1559.61 X212027.91 /EI

-599.85 X2109384.50 /EI

599.85 X2-58656.38 /EI

MI =RI =

MI(V) =RI(V) =

TRAMO J-K-L TRAMO J-K-LDEFORMACION EN EL PRIMER TRAMO

X33119.22 kg/m

L

7.7815624.33013135.585

-0.26-0.10

-599.85 X24340.21 /EI

-1559.61 X2154838.67 /EI

1559.61 X2-160310.73 /EI

ML =RL =

ML(V) =RL(V) =

TRAMO M-N-O TRAMO M-N-ODEFORMACION EN EL PRIMER TRAMO

X31199.70 kg/m

O

7.785973.9324642.199

-0.26-0.10

-1559.61 X212052.76 /EI

-599.85 X2108870.84 /EI

599.85 X2-58610.86 /EI

MO =RO =

MO(V) =RO(V) =

TRAMO A-B-CDEFORMACION EN EL SEGUNDO TRAMO

E = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m2 B A

8.1216990.66212658.026

0.24-0.09

PARA X1 0 4.06M1 = 16990.6624099

m1 = 0.24

PARA X2 0 4.06M1 = 5438.82

m1 = 6.50

PARA X3 0 7.78M1 = -5883.01

m1 = -1.22


= 1.76 mm

MA =RA = RB =

MA (V) = MB(V) =RA(V) = RB(V) =

TRAMO D-E-FDEFORMACION EN EL SEGUNDO TRAMO

E = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m E D

8.126580.0904854.914

0.24-0.09

PARA X1 0 4.06M1 = 6580.09045281

m1 = 0.24

PARA X2 0 4.06M1 = 15771.56

m1 = 6.50

PARA X3 0 7.78M1 = -15708.82

m1 = -1.22


= 2.90 mm

MD =RD = RE =

MD (V) = ME(V) =RD(V) = RE(V) =

TRAMO G-H-IDEFORMACION EN EL SEGUNDO TRAMO

E = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m H G

8.1217025.39712647.486

0.24-0.09

PARA X1 0 4.06M1 = 17025.3973415

m1 = 0.24

PARA X2 0 4.06M1 = 6108.16

m1 = 6.50

PARA X3 0 7.78M1 = -6114.98

m1 = -1.22


= 1.78 mm

MG =RG = RH =

MG (V) = MH(V) =RG(V) = RH(V) =

TRAMO J-K-LDEFORMACION EN EL SEGUNDO TRAMO

E = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m K J

8.123241.7224452.207

0.24-0.09

PARA X1 0 4.06M1 = 3241.72215512

m1 = 0.24

PARA X2 0 4.06M1 = 23418.49

m1 = 6.50

PARA X3 0 7.78M1 = -15624.33

m1 = -1.22


= 3.20 mm

MJ =RJ = RK =

MJ (V) = MK(V) =RJ(V) = RK(V) =

TRAMO M-N-ODEFORMACION EN EL SEGUNDO TRAMO

E = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m N M

8.1217082.02512661.713

0.24-0.09

PARA X1 0 4.06M1 = 17082.0254266

m1 = 0.24

PARA X2 0 4.06M1 = 5782.28

m1 = 6.50

PARA X3 0 7.78M1 = -5973.93

m1 = -1.22


= 1.77 mm

MM =RM = RN =

MM (V) = MN(V) =RM(V) = RN(V) =

TRAMO A-B-CDEFORMACION EN EL SEGUNDO TRAMO

1 X31199.70 kg/m2

B C

7.785883.010

17393.967 4609.739

0.48 1.220.60 0.49

+ 12658.03 X -1559.61 X25394.69 /EI

-0.09 X

+ 22003.71 X -599.85 X21278456.22 /EI

+ 0.09 X

+ 4609.74 X 599.85 X2309485.31 /EI

+ 0.49 X

MC =RC =

MC(V) =RC(V) =

TRAMO D-E-FDEFORMACION EN EL SEGUNDO TRAMO

1 X33119.22 kg/m

E F

7.7815708.823

17012.351 12141.830

0.48 1.220.60 0.49

+ 4854.91 X -599.85 X22085.94 /EI

-0.09 X

+ 29154.18 X -1559.61 X21810650.57 /EI

0.09 X

12141.83 X 1559.61 X2808740.67 /EI

0.49 X

MF =RF =

MF(V) =RF(V) =

TRAMO G-H-IDEFORMACION EN EL SEGUNDO TRAMO

1 X31199.70 kg/m

H I

7.786114.976

17348.289 4665.958

0.48 1.220.60 0.49

+ 12647.49 X -1559.61 X25403.18 /EI

-0.09 X

+ 22014.25 X -599.85 X21297184.71 /EI

+ 0.09 X

4665.96 X 599.85 X2310499.06 /EI

+ 0.49 X

MI =RI =

MI(V) =RI(V) =

TRAMO J-K-LDEFORMACION EN EL SEGUNDO TRAMO

1 X33119.22 kg/m

K L

7.7815624.330

16421.303 13135.585

0.48 1.220.60 0.49

+ 4452.21 X -599.85 X21248.26 /EI

-0.09 X

+ 29556.89 X -1559.61 X22040286.20 /EI

+ 0.09 X

13135.59 X 1559.61 X2849252.14 /EI

+ 0.49 X

ML =RL =

ML(V) =RL(V) =

TRAMO M-N-ODEFORMACION EN EL SEGUNDO TRAMO

1 X31199.70 kg/m

N O

7.785973.932

17357.821 4642.199

0.48 1.220.60 0.49

+ 12661.71 X -1559.61 X25417.50 /EI

-0.09 X

+ 22000.02 X -599.85 X21287561.28 /EI

+ 0.09 X

4642.20 X 599.85 X2310302.81 /EI

+ 0.49 X

MO =RO =

MO(V) =RO(V) =

TRAMO A-B-C

TRAMO D-E-F

TRAMO G-H-I

TRAMO J-K-L

TRAMO M-N-O

TRAMO A-B-C

GIRO EN AE = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m B 1 A

8.1216990.66212658.026

1.00-0.12

PARA X1 0 4.06M1 = 16990.6624099

m1 = 2.00

PARA X2 0 4.06M1 = 5438.82

m1 = 3.89

PARA X3 0 7.78M1 = -5883.01

m1 = 0.00

EL GIRO ES :

1.73 rad

MA =RA = RB =

MA (V) = MB(V) =RA(V) = RB(V) =

=

TRAMO D-E-F

GIRO EN DE = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m E 1 D

8.126580.0904854.914

1.00-0.12

PARA X1 0 4.06M1 = 6580.09045281

m1 = 2.00

PARA X2 0 4.06M1 = 73864.30

m1 = 3.89

PARA X3 0 7.78M1 = -15708.82

m1 = 0.00

EL GIRO ES :

3.71 rad

MD =RD = RE =

MD (V) = ME(V) =RD(V) = RE(V) =

=

TRAMO G-H-I

GIRO EN GE = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m H 1 G

8.1217025.39712647.486

1.00-0.12

PARA X1 0 4.06M1 = 17025.3973415

m1 = 2.00

PARA X2 0 4.06M1 = 6108.16

m1 = 3.89

PARA X3 0 7.78M1 = -6114.98

m1 = 0.00

EL GIRO ES :

1.74 rad

MG =RG = RH =

MG (V) = MH(V) =RG(V) = RH(V) =

=

TRAMO J-K-L

GIRO EN JE = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m K 1 J

8.123241.7221554452.207475

1.00-0.12

PARA X1 0 4.06M1 = 3241.72215512

m1 = 2.00

PARA X2 0 4.06M1 = 81511.22

m1 = 3.89

PARA X3 0 7.78M1 = -15624.33

m1 = 0.00

EL GIRO ES :

3.91 rad

MJ =RJ = RK =

MJ (V) = MK(V) =RJ(V) = RK(V) =

=

TRAMO M-N-O

GIRO EN ME = 217370651.19I = 0.00416

X1 X2

3119.22 kg/m N 1 M

8.1217082.0254312661.71299

1.00-0.12

PARA X1 0 4.06M1 = 17082.0254266

m1 = 2.00

PARA X2 0 4.06M1 = 5782.28

m1 = 3.89

PARA X3 0 7.78M1 = -5973.93

m1 = 0.00

EL GIRO ES :

1.74 rad

MM =RM = RN =

MM (V) = MN(V) =RM(V) = RN(V) =

=

TRAMO A-B-C

GIRO EN A

X31199.70 kg/m

B C

7.785883.010

17393.967 4609.739

0.00 0.000.62 0.50

+ 12658.03 X -1559.61 X2238105.70 /EI

-+ 0.12 X

+ 22003.71 X -1559.61 X21137319.54 /EI

+ 1.12 X

0.50 X 599.85 X2185724.80 /EI

0.50 X

MC =RC =

MC(V) =RC(V) =

TRAMO D-E-F

GIRO EN D

X31199.70 kg/m

E F

7.7815708.823

17012.351 12141.830

0.00 0.000.62 0.50

+ 4854.91 X -1559.61 X256912.75 /EI

-+ 0.12 X

+ 29154.18 X -1559.61 X23257514.86 /EI

+ 1.12 X

0.50 X 599.85 X237039.61 /EI

0.50 X

MF =RF =

MF(V) =RF(V) =

TRAMO G-H-I

GIRO EN G

X31199.70 kg/m

H I

7.786114.976

17348.289 4665.958

0.00 0.000.62 0.50

+ 12647.49 X -1559.61 X2238207.72 /EI

-+ 0.12 X

+ 22014.25 X -1559.61 X21154670.59 /EI

+ 1.12 X

0.50 X 599.85 X2182214.66 /EI

0.50 X

MI =RI =

MI(V) =RI(V) =

TRAMO J-K-L

GIRO EN J

X31199.70 kg/m

K L

7.7815624.33005144

16421.3028636 13135.58526174

0.00 0.000.62 0.50

+ 4452.21 X -1559.61 X227656.36 /EI

-+ 0.12 X

+ 29556.89 X -1559.61 X23471845.60 /EI

+ 1.12 X

0.50 X 599.85 X238318.16 /EI

0.50 X

ML =RL =

ML(V) =RL(V) =

TRAMO M-N-O

GIRO EN M

X31199.70 kg/m

N O

7.785973.931885172

17357.8209027 4642.198506705

0.00 0.000.62 0.50

+ 12661.71 X -1559.61 X2238805.61 /EI

-+ 0.12 X

+ 22000.02 X -1559.61 X21145703.89 /EI

+ 1.12 X

0.50 X 599.85 X2184348.95 /EI

0.50 X

MO =RO =

MO(V) =RO(V) =

TRAMO A-B-C

TRAMO D-E-F

TRAMO G-H-I

TRAMO J-K-L

TRAMO M-N-O

TRAMO A-B-C

GIRO EN BE = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m B A

8.1216990.6624112658.02599

0.00-0.12

PARA X1 0 4.06M1 = 16990.6624099

m1 = 0.00

PARA X2 0 4.06M1 = 5438.82

m1 = 1.10

PARA X3 0 7.78M1 = -5883.01

m1 = 0.00

EL GIRO ES :

0.85 rad

MA =RA = RB =

MA (V) = MB(V) =RA(V) = RB(V) =

=

TRAMO D-E-F

GIRO EN EE = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m E D

8.126580.0904534854.914127

0.00-0.12

PARA X1 0 4.06M1 = 6580.09045281

m1 = 0.00

PARA X2 0 4.06M1 = 73864.30

m1 = 1.10

PARA X3 0 7.78M1 = -15708.82

m1 = 0.00

EL GIRO ES :

2.02 rad

MD =RD = RE =

MD (V) = ME(V) =RD(V) = RE(V) =

=

TRAMO G-H-I

GIRO EN HE = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m H G

8.1217025.3973412647.48631

0.00-0.12

PARA X1 0 4.06M1 = 17025.3973415

m1 = 0.00

PARA X2 0 4.06M1 = 6108.16

m1 = 1.10

PARA X3 0 7.78M1 = -6114.98

m1 = 0.00

EL GIRO ES :

0.86 rad

MG =RG = RH =

MG (V) = MH(V) =RG(V) = RH(V) =

=

TRAMO J-K-L

GIRO EN KE = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m K J

8.123241.7221554452.207475

0.00-0.12

PARA X1 0 4.06M1 = 3241.72215512

m1 = 0.00

PARA X2 0 4.06M1 = 81511.22

m1 = 1.10

PARA X3 0 7.78M1 = -15624.33

m1 = 0.00

EL GIRO ES :

2.15 rad

MJ =RJ = RK =

MJ (V) = MK(V) =RJ(V) = RK(V) =

=

TRAMO M-N-O

GIRO EN NE = 217370651.19I = 0.00416

X1 X2

1199.70 kg/m N M

8.1217082.0254312661.71299

0.00-0.12

PARA X1 0 4.06M1 = 17082.0254266

m1 = 0.00

PARA X2 0 4.06M1 = 5782.28

m1 = 1.10

PARA X3 0 7.78M1 = -5973.93

m1 = 0.00

EL GIRO ES :

0.85 rad

MM =RM = RN =

MM (V) = MN(V) =RM(V) = RN(V) =

=

TRAMO A-B-C

GIRO EN B

X31199.70 kg/m

B 1 C

7.785883.00965924

17393.97 4609.73934128

1.00 0.000.75 0.27

+ 12658.03 X -599.85 X2-46944.21 /EI

-+ 0.12 X

+ 22003.71 X -599.85 X2714002.08 /EI

+ 1.02 X

0.27 X 599.85 X2100281.64 /EI

0.27 X

MC =RC =

MC(V) =RC(V) =

TRAMO D-E-F

GIRO EN E

X31199.70 kg/m

E 1 F

7.7815708.8228591

17012.35 12141.8303151

1.00 0.000.75 0.27

+ 4854.91 X -599.85 X2-14979.94 /EI

-+ 0.12 X

+ 29154.18 X -599.85 X21822548.13 /EI

+ 1.02 X

0.27 X 599.85 X219991.64 /EI

0.27 X

MF =RF =

MF(V) =RF(V) =

TRAMO G-H-I

GIRO EN H

X31199.70 kg/m

H 1 I

7.786114.97590533

17348.29 4665.95755137

1.00 0.000.75 0.27

+ 12647.49 X -599.85 X2-46950.50 /EI

-+ 0.12 X

+ 22014.25 X -599.85 X2722955.35 /EI

+ 1.02 X

0.27 X 599.85 X298386.17 /EI

0.27 X

MI =RI =

MI(V) =RI(V) =

TRAMO J-K-L

GIRO EN K

X31199.70 kg/m

K 1 L

7.7815624.3300514

16421.30 13135.5852617

1.00 0.000.75 0.27

+ 4452.21 X -599.85 X2-10490.72 /EI

-+ 0.12 X

+ 29556.89 X -599.85 X21933818.88 /EI

+ 1.02 X

0.27 X 599.85 X220682.06 /EI

0.27 X

ML =RL =

ML(V) =RL(V) =

TRAMO M-N-O

GIRO EN N

X31199.70 kg/m

N 1 O

7.785973.93188517

17357.82 4642.19850671

1.00 0.000.75 0.27

+ 12661.71 X -599.85 X2-47046.95 /EI

-+ 0.12 X

+ 22000.02 X -599.85 X2718306.74 /EI

+ 1.02 X

0.27 X 599.85 X299538.69 /EI

0.27 X

MO =RO =

MO(V) =RO(V) =

TRAMO A-B-C

TRAMO D-E-F

TRAMO G-H-I

TRAMO J-K-L

TRAMO M-N-O

TRAMO A-B-C

GIRO EN CE = ###I = 0.00416

X1 X2

1199.70 kg/m B A

8.1216990.662412658.026

0.000.00

PARA X1 0 4.06M1 = 16990.66241

m1 = 0.00

PARA X2 0 4.06M1 = 5438.82

m1 = 0.89

PARA X3 0 7.78M1 = -5883.01

m1 = -2.00

EL GIRO ES :

0.78 rad

MA =RA = RB =

MA (V) = MB(V) =RA(V) = RB(V) =

=

TRAMO D-E-F

GIRO EN FE = ###I = 0.00416

X1 X2

1199.70 kg/m E D

8.126580.090454854.91413

0.000.00

PARA X1 0 4.06M1 = 6580.090453

m1 = 0.00

PARA X2 0 4.06M1 = 73864.30

m1 = 0.89

PARA X3 0 7.78M1 = -15708.82

m1 = -2.00

EL GIRO ES :

1.96 rad

MD =RD = RE =

MD (V) = ME(V) =RD(V) = RE(V) =

=

TRAMO G-H-I

GIRO EN IE = ###I = 0.00416

X1 X2

1199.70 kg/m H G

8.1217025.397312647.4863

0.000.00

PARA X1 0 4.06M1 = 17025.39734

m1 = 0.00

PARA X2 0 4.06M1 = 6108.16

m1 = 0.89

PARA X3 0 7.78M1 = -6114.98

m1 = -2.00

EL GIRO ES :

0.79 rad

MG =RG = RH =

MG (V) = MH(V) =RG(V) = RH(V) =

=

TRAMO J-K-L

GIRO EN LE = ###I = 0.00416

X1 X2

1199.70 kg/m K J

8.123241.722164452.20747

0.000.00

PARA X1 0 4.06M1 = 3241.722155

m1 = 0.00

PARA X2 0 4.06M1 = 81511.22

m1 = 0.89

PARA X3 0 7.78M1 = -15624.33

m1 = -2.00

EL GIRO ES :

2.07 rad

MJ =RJ = RK =

MJ (V) = MK(V) =RJ(V) = RK(V) =

=

TRAMO M-N-O

GIRO EN OE = ###I = 0.00416

X1 X2

1199.70 kg/m N M

8.1217082.025412661.713

0.000.00

PARA X1 0 4.06M1 = 17082.02543

m1 = 0.00

PARA X2 0 4.06M1 = 5782.28

m1 = 0.89

PARA X3 0 7.78M1 = -5973.93

m1 = -2.00

EL GIRO ES :

0.78 rad

MM =RM = RN =

MM (V) = MN(V) =RM(V) = RN(V) =

=

TRAMO A-B-C

GIRO EN C

X31199.70 kg/m

B C

17.78

5883.009659238317393.97 4609.7393412785

0.00 1.000.63 0.37

### -599.85 X20.00 /EI

+ 0.00 X

### -599.85 X2663390.80 /EI

+ 1.00 X

0.37 X 599.85 X241000.17 /EI

0.37 X

MC =RC =

MC(V) =RC(V) =

TRAMO D-E-F

GIRO EN F

X31199.70 kg/m

E F

17.78

15708.8228591217012.35 12141.830315085

0.00 1.000.63 0.37

+ 4854.91 X -599.85 X20.00 /EI

+ 0.00 X

### -599.85 X21685331.14 /EI

+ 1.00 X

0.37 X 599.85 X283565.42 /EI

0.37 X

MF =RF =

MF(V) =RF(V) =

TRAMO G-H-I

GIRO EN I

X31199.70 kg/m

H I

17.78

6114.975905326417348.29 4665.957551366

0.00 1.000.63 0.37

### -599.85 X20.00 /EI

+ 0.00 X

### -599.85 X2671628.28 /EI

+ 1.00 X

0.37 X 599.85 X242005.05 /EI

0.37 X

MI =RI =

MI(V) =RI(V) =

TRAMO J-K-L

GIRO EN L

X31199.70 kg/m

K L

17.78

15624.3300514416421.30 13135.585261745

0.00 1.000.63 0.37

+ 4452.21 X -599.85 X20.00 /EI

+ 0.00 X

### -599.85 X21787799.95 /EI

+ 1.00 X

0.37 X 599.85 X283199.40 /EI

0.37 X

ML =RL =

ML(V) =RL(V) =

TRAMO M-N-O

GIRO EN O

X31199.70 kg/m

N O

17.78

5973.931885171917357.82 4642.1985067053

0.00 1.000.63 0.37

### -599.85 X20.00 /EI

+ 0.00 X

### -599.85 X2667348.29 /EI

+ 1.00 X

0.37 X 599.85 X241394.05 /EI

0.37 X

MO =RO =

MO(V) =RO(V) =

PredimensionamientoPrticoClculos de ReaccionesDeflexionesGiros

Análisis Estructural Método de Cross Combinación 2

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