Download pdf - metodo de KANI

UNIVERSIDAD NACIONAL PEDRO RUIZ GALLO

FACULTAD DE INGENIERIA CIVIL SISTEMAS Y ARQUITECTUTA ESCUELA PROFESIONAL DE INGENIERIA CIVIL

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ANLISIS ESTRUCTURAL I GRUPO N: 17

SEXTA PRCTICA CALIFICADA

ANLISIS ESTRUCTURAL I

PROBLEMA 1. En prtico cargado como se muestra por el mtodo de kani

determinar:

a) Los momentos en los extremos de las barras.

b) Las reacciones en los apoyos.

c) Los diagramas N, V y M.

d) Las deflexiones en de las vigas.

Grupo 17

P = 3.7p

W = 3.7

H = 19

a = 3.1

b = 3.30



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A. CALCULO DE MOMENTOS

1. PORTICO SIN DESPLAZAMIENTO

1.1 MOMENTOS DE EMPOTRAMIENTO

12 = 16.154

21 = +16.154

34 = 24.230

43 = +24.230

45 = 19.384

54 = +19.384



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1.2 FACTORES DE DISTRIBUCION

RIGIDECES RELATIVAS FACTORES DE DISTRIBUCION

NUDO 1

12 =30 553

12 620= 670.867

= .

13 =30 303

12 330= 204.545

= .

= .

NUDO 2

21 =30 553

12 620= 670.867

= .

24 =30 303

12 330= 204.545

= .

= .

NUDO 3

31 =30 303

12 330= 204.545

= .

34 =40 703

12 620= 1844.086

= .

36 =40 303

12 396= 227.273

= .

= .

NUDO 4

43 =40 703

12 620= 1844.086

= .

42 =30 303

12 330= 204.545

= .

45 =35 753

12 620= 1291.919

= .

47 =40 503

12 396= 1052.189

= .

= .

NUDO 5

54 =35 653

12 620= 1291.919

= .

58 = (3

4) (

40 283

12 396) = 138.586

= .

= .

NUDO 8

= (

) = . =

= .



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1.3 CALCULO DE LOS MMENTOS DE PISO.

NIVEL 1-2

=

= .

NIVEL 3 - 5

= . ( + )

= .

1.5. COEFICIENTES DE GIRO

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .

=

= .



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=

= .

1.4. COEFICIENTES DE DESPLAZAMINETO

SEGUNDO PISO

= . = (.)

. .

= . = (.)

. .

= .

PRIMER PISO

= . = (.)

.= .

= . = (. )

.= .

= . = (. )

.= .

= .



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1.5. PROCESO ITERATIVO

3 4

-16.154 16.1545.773 -8.40214.545 -5.66715.514 -4.79715.448 -4.78915.444 -4.86115.462 -4.89215.472 -4.90115.475 -4.90315.476 -4.903

9.894 21.823

20.900

1 5 2

-24.23 24.23 -19.384 19.384

9.816 -0.703 -0.401 -0.492 -8.75321.896 13.611 7.766 9.536 -4.38917.955 18.571 10.596 13.010 -8.24716.219 19.795 11.294 13.868 -9.68815.741 20.042 11.435 14.041 -10.05315.631 20.085 11.460 14.071 -10.12915.608 20.092 11.464 14.076 -10.14215.603 20.093 11.465 14.077 -10.14415.602 20.093 11.465 14.077 -10.14527.068 80.019 -60.545 -1.375 13.171

62.700 62.700

1.7311.7341.746

-0.383

-16.154-0.117

16.154-0.117-0

.383

1.210 -0.939

-0.210 -0.023

-0.147

4.846-0.120 -0

.452-0.045

-0.405

-24.23-0.050

1.731

-2.562

-0.750 -0.750-15.832

-0.078

-15.832

19.384-0.048

1.089

1.760

4.718

-9.895

2.429

4.4354.7304.7104.7094.7144.7174.718

1.731

-1.728

1.510

-20.659 -20.659

-1.463

-1.482

2.223

-1.492

2.228

-21.062-21.062

-21.062 -21.062

2.2131.999

2.699

-21.164 -21.164

-17.940 -83.057

1.9401.9261.9241.9231.923

-14.185

-17.476 -80.908

-1.113-15.042 -69.640-0.240

1.7991.992

-12.883

-10.940

-1.460

2.196

-21.108-21.072-21.063

2.060

-13.171

-0.471

-10.657

-0.885-1.039-1.078-1.087-1.088-1.088-1.088

-0.147-9.172

-10.988-10.994-10.995-10.995-10.995-10.995

-83.424-83.471-83.474-83.474-83.474-83.474

-18.020-18.030-18.031-18.030-18.030-18.030

-16.108 -72.009 0.000

2.2292.229

-18.100

2.229

-1.494-1.495-1.495

-21.823

-21.108-21.072-21.063-21.062-21.062



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5.0. CLCULO DE LOS MOMENTOS FINALES

M12= .

M21=21.823

M13=.

M31=.

M24=21.283

M42=.

M34=27.008

M43=.

M36=14.185

M63=16.108

M47=1.461

M74=.

M45=1.375

M54= .

M58=13.171

M85=0.000

B. CALCULO DE REACCIONES

R6y= 5.486

M6= 16.108

R7y= 56.328

M7= 1.380

R8y= 20.107

M8= 0.000



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C. DIAGRAMAS DE N, V y M



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D. CALCULO DE DEFLEXION EN EL CL DE LAS VIGAS

a. LA DEFLEXION EN TRAMO 1-2

1 = (10.054 +

2 ) + 9.894 1.852

1

=

2

= (10.054 +

2 ) + 9.894 1.852 3.7( 1.55)

=

2

2 = (20.286 +

2 ) 21.823 1.852

2

=

2

= (20.286 +

2 ) 21.823 1.852 3.7( 1.55)

=

2

=

1

(10.054 + 9.894 1.852) (

2) +

1

(10.054 + 9.894 1.852

3.10

1.55

1.55

0

3.7( 1.55)) (

2) +

1

(20.286 21.823 1.852) (

2) +

1

(20.286

3.10

1.55

1.55

0

21.823 1.852 3.7( 1.55)) (

2)

=67.78894

(415937.500)

=.



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b. LA DEFLEXION EN CENTRO DEL TRAMO 3-4

1 = (5.483 +

2 ) + 27.068 2.7752

4

=

2

= (5.483 +

2 ) + 27.068 2.7752 5.55( 1.55)

=

2

2 = (40.027 +

2 ) 80.019 2.7752

2

=

2

= (40.027 +

2 ) 80.019 2.7752 5.55( 1.55)

=

2

=

1

(5.483 + 27.068 2.7752) (

2) +

1

(5.483 27.068 2.7752

3.10

1.55

1.55

0

5.55( 1.55)) (

2) +

1

(40.027 80.019 2.7752) (

2) +

1.55

01

(40.027 80.019 2.7752 5.55( 1.55) (

2)

3.10

1.55

=17.45776625

(1143333.333)

=.

D. LA DEFLEXION EN TRAMO 4-5



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4 = (16.301 +

2 ) 1.375 2.222

4

=

2

= (16.301 +

2 ) 1.375 2.222 4.44( 1.55)

=

2

2 = (20.107 +

2 ) 13.171 2.222

2

=

2

= (13.967 +

2 ) 13.171 2.222 4.44( 1.55)

=

2

=

1

(16.301 1.375 2.222) (

2)

1.55

0

+1

(16.301 1.375 2.222 4.44( 1.55)) (

2)

3.10

1.55

+1

(20.107 13.171 2.222) (

2)

1.55

0

+1

(20.107 13.171 2.222 4.44( 1.55) (

2)

3.10

1.55

=80.79127

(823875)

=.