Kani Aplicado en Porticos 1-1

7/30/2019 Kani Aplicado en Porticos 1-1

http://slidepdf.com/reader/full/kani-aplicado-en-porticos-1-1 1/52



5.3 4.9

4.9 3.7

3.8 2.3

(1.60) 1.5972

C -0.19011 D -0.1901

4.3 2.6

3.2 5.6 4.1 2.1

4.2 2.9 5.5 3.1

4.4665 -17.6

16.18 -0.75 -12.1 -0.75 -12.1

-16.13 -16.1

-17.6 -17.6

-2.3 -2.3

A B

MOMENTO DE EMPOTRAMIENTO MOMENTOS FINALES

MOMENTO DE PISO VIGAS

Mab = M⁰ + 2 M'a + M'b

COEFICIENTE DE DESPLAZAMIENTO

M GH= 1.18

K = RIGIDEZ M HG= 2.56

M EF= 2.971ra iteracion M FE= -0.87

2da iteracion M CO= -1.3

3ra iteracion M OC= -6.5

-0.14181604

-0.168078269 -0.168078269

-1.5972 1.5972

-0.14181604



M DF= 6.

M FD=

M FH= 4.

M HF= 1.









INERCIA und

Inercia viga 0.2 0.3 0.005400 0.0005 4.5x10 - 4 M4

Inercia columna 0.25 0.25 0.00390625 0.0003 3.25x10 -4 M4

1.00 CALCULOS DE MOMENTOS

2.00 CALCULOS DE FACTORES DE DISTRIBUCION

K GE= 0.000

K GH= 0.000G -0.2653744 -0.265374377 H

-0.2346256 -0.2346256

K EG= 0.000

M EF = - M FE= T - m

M IJ = - M JI= 2.02 3.30 (22.00) (1.83)

1.76 3.30 (19.17) (1.60)

T - m

M GH = - M HG = 0.57 3.30 (6.21) (0.52) T - m

W L Wx L 2 (Wx L 2 )/12 und



-0.1680783 -0.1680783 K CD= 0.000136364 K

C -0.1901057 -0.190105691 D K CA= 0.000101725 K

-0.141816 -0.141816

A B

.

r= x

3er NIVEL = 20.84 = 6.95

3

2do NIVEL = 35.154 = 11.72

3

1er NIVEL = 48.544 = 16.18

M'b 3

3.00 APLICACIONES CON DESPLAZAMIENTO

M" EN COLUMNAS

M" A = - 3/2 ∑ (M'A+M'B)



FACTORES DE DISTRIBUCION PARA COLUMNAS

3ER NIVEL ( COLUMNAS EG, FH)

G H

K= 0.00012056 K= 0.000121

E F

K EG= 0.000121 0.5 -1.5 -0.75

0.000241

K FH= 0.000121 0.5 -1.5 -0.75

0.000241

2DO NIVEL ( COLUMNAS CE, DF)

E F

K= 0.000121 K= 0.000121

C D

K CE= 0.000121 0.5 -1.5 -0.75

0.000241



K DF= 0.000121 0.5 -1.5 -0.75

0.000241

1ER NIVEL ( COLUMNAS AC, BD)

C D

K= 0.000102 K= 0.000102

A B

K AC= 0.000102 0.5 -1.5 -0.75

0.000203

K BD= 0.000102 0.5 -1.5 -0.75

0.000203







EJE A - A

EJE H - H

→

→

→

G H

E F

C D

A B

0.000136364

0.000120563

0.000120563

0.000136364

0.000120563

W= 0.57 T - m

W= 1.16 T - m

W= 1.16 T - m

3.3

3.2

5.30

2.7

2.15

7.72

2.7



0.000136364

0.000101725



(3.60) 3.6026

M -0.23292 N -0.1589

1.4 0.0

1.6 1.6 0.01.9 1.8 0.1

2.1

9.26 -0.375 -3.5 -0.375

-5.7

-6.9 -6.9

-7.5

2.6 1.2

2.3 1.0

1.1 0.7

(3.34) 3.3431

-0.15182 -0.0999

1.0 0.6

1.1 2.0 0.92.3 2.3 1.1

2.6

-0.174090175 -0.11454578

-0.174090175 -0.11454578

-3.343108 2.202483

-0.26708335 -0.14858546

METODO DE KANI POR

-3.602618667 2.373452



3.3 1.0

3.2 0.8

2.7 0.6

(3.34) 3.3431

E -0.16055 F -0.1036 -0.177

2.3 0.6

2.3 2.8 0.8 0.7

2.7 2.9 1.0 0.9

2.824 1.1

21.57 -0.25 -5.4 -0.25 -5.4

-6.6 -6.6

-7.0 -7.0

-7.1 -7.1

A B



Mab = M⁰ + 2 M'a + M'b


MMN= 0.16 K = RIGIDEZ MNM= 5.64

MNO= 0.22

1ra iteracion MON= 3.74

-0.113145493

-0.184106135 -0.103600942

-3.343108 2.202483

-0.155339551



MJI = 7.75

MJK = 4.20MKJ= 6.95

MKL= 3.40

MLK= 7.90

MEF = 3.47

MFE = 8.21

MFG = 4.50

MGF = 7.42

MGH = 3.88

MHG= 8.38

82.649

FACTOR DE DISTRIBUCION EN COLUMNAS

V= CK

∑C2K |

VAE=VBF=VEG=VDH= 0.25









Inercia viga 0.2

(2.12) 2.1158 Inercia columna 0.25

-0.20559 -0.157 P -0.266

0.6 0.2

0.5 0.8 0.4763 0.2

0.7 0.9 0.6055 0.4

0.8 0.5

1.00 CALCULOS

-0.375 -3.5 -0.375 -3.5

-5.7 -5.7

-6.9 -6.9-7.5 -7.5

1.4 1.9

1.2 1.6

0.9 1.0

(1.96) 1.9634

-0.1612 -0.123 L -0.181

1.0 1.1

0.9 1.4 1.8 1.0

1.2 1.6 2.2 1.71.4 2.0

M FG = - M GF =

M EF = - M FE=

-0.107969365 -0.166666667

MKL

= - MLK

=

M JK = - M KJ=-0.822783 1.963408

-0.107969365 -0.159339634M IJ = - M JI=

M OP= - M PO=

M NO= - M ON =

M MN = - M NM =

-0.137705265 -0.23386876

-0.886652 2.115818667



1.5 2.0 2.00 CALCULO1.5 1.8

1.2 1.1

(1.96) 1.9634

-0.16683 -0.127 H -0.191

1.4 1.3

1.0 1.7 2.0 1.0

1.2 1.8 2.3 1.5

1.3 1.7

-0.25 -5.4 -0.25 -5.4

-6.6 -6.6

-7.0 -7.0

-7.1 -7.1

C D

NAS

M'a + M'b

4.20

5 25

I

P

O

N

-0.094280206 -0.141488019

-0.111739504 -0.167689504

M-0.822783 1.963408



2.43

2.43

1.95

2.13

-7.12

1.60

2.80

2.80

3.09

2.61

-7.12

1.06

3.82

3.99

4.10

3.46

-7.12

36.98

F

K

L

E



K GC= 0.0001017

K HG= 0.000137

K HL= 0.0001205

K HD= 0.0001017

3.00 APLICACIONES CON DESPLA

M" EN COLUMNAS

M" A = - 3/2 ∑ (M'A+M'B)

FACTORES DE DISTRIBUCION PARA

3ER NIVEL ( COLUMNAS IM, JN, KO,

M

K= 0.00012

I

K IE= 0.000120.000482

K JN= 0.00012

H



0.000482

2DO NIVEL ( COLUMNAS EI, FJ, GK, HL)

I

K= 0.000121

E

K EI= 0.000121 0

0.000482

K FJ= 0.000121 0

0.000482

1ER NIVEL ( COLUMNAS AE, BF, CG, DH)

E

K= 0.000102

A

K AE= 0.000102 00.000407



K BF= 0.000102 0.25

0.000407

4.00 CALCULOS DE MOMENTOS DE PISO

Qr= Q x h

3

3er NIVEL = 27.78 =

3

2do NIVEL = 46.845 =

3

1er NIVEL = 64.704 =

3



und

4.5x10 - 4 M4

3.25x10 -4 M4 EJE C - C

→

→

→

(1.14) T - m

(1.96) T - m

(3.34) T - m

(1.14) T - m

T - m

(3.34) T - m

4.2

(2.12)

(1.23) T - m

(3.60) T - m

(Wx L 2 )/12 und 3.2

2.7

7.06

2.7

2.87

10.29



BUCION

-0.5 -0.2329167 V

VIGAS COLUMNAS

-0.5 -0.2670833 V

-0.5 -0.1588971 X

-0.5 -0.1485855 V

-0.5 -0.2055929 V

-0.5 -0.2055929 V

-0.5 -0.1377053 V

-0.5 -0.1567019 V

-0.5 -0.2661312 V

-0.5 -0.2338688 V

-0.5 -0.1740902 V

-0.5 -0.1518196 V

-0.5 -0.1740902 V

-0.5 -0.1145458 V

-0.5 -0.0998925 V

-0.5 -0.1536614 X

M DH = 0.000102

M GH = 0.00014 M CG = 0.000102

M LP = 0.000121

M HL = 0.000121

M EF = 0.00011 M KO = 0.000121

M FG = 0.00018 M GK = 0.000121

0.00018 M FJ = 0.000121

M KL = 0.00014 M BF = 0.000102

M OP= 0.00014 M AE= 0.000102

M IJ = 0.00011 M JN = 0.000121

M JK =

K= I / L

M MN = 0.00011 M IM = 0.000121

M NO= 0.00018 M EI= 0.000121

K= I / L K= I / L K= I / L



-0.5 -0.1145458 V

-0.5 -0.1079694 V

-0.5 -0.1611974 V

-0.5 -0.1228639 V

-0.5 -0.1079694 V

-0.5 -0.1593396 V

-0.5 -0.1813207 V

-0.5 -0.1666667 V

-0.5 -0.1841061 V

-0.5 -0.1605543 V

-0.5 -0.1553396 V

-0.5 -0.1036009 X

-0.5 -0.1773648 V

-0.5 -0.1036009 X

-0.5 -0.1131455 X



-0.5 -0.0942802 V

-0.5 -0.1908225 V

-0.5 -0.1676895 V

-0.5 -0.141488 V

O

S

N O P

K= 0.000121 K= 0.00012 K= 0.000121

J K L

-1.5 -0.375 K KO= 0.00012 0.25

0.00048

K LP= 0.00012 0.25



0.00048

J K L

K= 0.000121 K= 0.00012 K= 0.000121

F G H

K GK= 0.000121 0.25

0.000482

K HL= 0.000121 0.25

0.000482

F G H

K= 0.000102 K= 0.0001 K= 0.000102

B C D

K CG= 0.000102 0.250.000407



K DH= 0.000102 0.25

0.000407

9.26

15.62

21.57



8



(0.98) 0.9844

M -0.29944 N -0.1873 -

1.1 0.4

0.7 1.3 0.5 0.3

0.9 1.5 0.6 0.3

1.0 0.4

9.26 -0.375 -3.5 -0.375 -3.5

-5.4 -5.4

-6.3 -6.3053-6.7 -6.7

1.9 1.0

1.6 0.9

0.7 0.8

(1.05) 1.05

-0.21371 -0.1497 -

1.1 1.2

0.7 2.4 1.4 0.8

1.6 2.8 1.5 0.9

1.9 1.0

METODO DE KANI PORT

-0.984375 0

-0.200562216 -0.12543954

-0.143143758 -0.100281108

-1.052083333 0

-0.143143758 -0.100281108



2.3 1.7

2.2 1.5

1.8 1.2

(0.92) 0.9167 (

E -0.22372 F -0.1546 -0.155

2.7 1.2

1.5 3.3 1.5 1.3

1.9 3.4 1.7 1.6

1.9238 1.8

21.57 -0.25 -5.4 -0.25 -5.4

-6.6 -6.6

-7.0 -7.0

-7.1 -7.1

A B



Mab = M⁰ + 2 M'a + M'b


MMN= 2.51 K = RIGIDEZ MNM= 3.60

MNO= 1.21

1ra iteracion MON= 3.47

-0.149846767 -0.154562549

-0.916666667 0

-0.126433209 -0.166826185



MJI = 6.97

MJK = 3.74MKJ= 6.44

MKL= 3.24

MLK= 7.35

MEF = 7.58

MFE = 7.69

MFG = 4.64

MGF = 6.98

MGH = 4.12

MHG= 7.96

87.6843

FACTOR DE DISTRIBUCION EN COLUMNAS

V= CK∑C2K

|

VAE=VBF=VEG=VDH= 0.25









Inercia viga 0.2 0.3

(1.69) 1.6944 Inercia columna 0.25 0.25

-0.157 P -0.266

0.4 0.4

0.4 0.6 0.5522 0.3

0.5 0.7 0.6293 0.5

0.6 0.6

1.00 CALCULOS DE M

-0.375 -3.5 -0.375 -3.5

-5.4 -5.4

-6.3 -6.3-6.7 -6.7

1.3 1.8

1.2 1.5

0.8 1.0

(1.81) 1.81

-0.123 L -0.181

1.0 1.1

0.8 1.4 1.8 1.0

1.2 1.5 2.0 1.61.3 1.8

-0.710073 1.694448

-0.137705265 -0.23386876

W

M MN = - M NM = 1.8

M NO= - M ON = 1.8

M OP= - M PO= 1.8

M IJ = - M JI= 2.0-0.107969365 -0.159339634

-0.107969365 -0.166666667

M KL = - M LK =2.0

M JK = - M KJ= 2.0 -0.758914 1.810997333

M EF = - M FE= 1.7

M FG = - M GF = 1 7



1.5 2.1 2.00 CALCULOS DE F1.4 1.8

1.2 1.2

(1.58) 1.5779 K MN=

-0.127 H -0.191

1.4 1.4 K MI=

1.0 1.6 2.1 1.0

1.2 1.7 2.4 1.6 K NM=

1.2 1.7K NJ=

K NO=

-0.25 -5.4 -0.25 -5.4 K ON=

-6.6 -6.6

-7.0 -7.0 K OK=

-7.1 -7.1

K OP=

C DK PO=

K PL=

K IM=

K IJ=

'bK IE=

K JN

-0.111739504 -0.167689504

M-0.661232 1.577898667

-0.094280206 -0.141488019

N

O

P

I



K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

F

K

L

E



K GC= 0.00010173 0.188

K HG= 0.0001372 0.38

K HL= 0.00012056 0.33

K HD= 0.00010173 0.28

3.00 APLICACIONES CON DESPLAZAMI

M" EN COLUMNAS

M" A = - 3/2 ∑ (M'A+M'B)

FACTORES DE DISTRIBUCION PARA COLU

3ER NIVEL ( COLUMNAS IM, JN, KO, LP)

M

K= 0.000121

I

K IE= 0.000121 00.000482

K JN= 0.000121 0

H



0.000482

2DO NIVEL ( COLUMNAS EI, FJ, GK, HL)

I J

K= 0.000121

E F

K EI= 0.000121 0.25

0.000482

K FJ= 0.000121 0.25

0.000482

1ER NIVEL ( COLUMNAS AE, BF, CG, DH)

E F

K= 0.000102

A B

K AE= 0.000102 0.250.000407



K BF= 0.000102 0.25

0.000407

4.00 CALCULOS DE MOMENTOS DE PISO

Qr= Q x h

3

3er NIVEL = 27.78 = 9.2

3

2do NIVEL = 46.845 = 15.6

3

1er NIVEL = 64.704 = 21.5

3



und

M4

M4 EJE C - C

→

→

→

M N

I J

E F

W= 1.89 T - m

10.29

2.7W= 2.02 T - m

7.06

2.7W= 1.76 T - m

2.87

und 3.2

T - m

T - m2.5 2.5

T - m 8.28

T - m

T - m

T - m

T - m

T - m

T - m



A B C

-0.2994378

VIGAS COLUMNAS

-0.2005622

-0.1872802

-0.1254395

-0.2055929

-0.2055929

-0.1377053

-0.1567019

-0.2661312

-0.2338688

-0.1431438

-0.2137125

-0.1431438

-0.1002811

-0.1497189

-0.1362474

K= I / L K= I / L K= I / L K= I / L

M MN = 0.00018 M IM = 0.000121

M NO= 0.00018 M EI= 0.000121

M OP= 0.00014 M AE= 0.000102

M IJ = 0.00018 M JN = 0.000121

M JK = 0.00018 M FJ = 0.000121

M KL = 0.00014 M BF = 0.000102

M EF = 0.00018 M KO = 0.000121

M FG = 0.00018 M GK = 0.000121

M GH = 0.00014 M CG = 0.000102

M LP = 0.000121

M HL = 0.000121

M DH = 0.000102



-0.1002811

-0.1079694

-0.1611974

-0.1228639

-0.1079694

-0.1593396

-0.1813207

-0.1666667

-0.1498468

-0.22372

-0.1264332

-0.1545625

-0.1545625

-0.1545625

0 1668262



-0.0942802

-0.1908225

-0.1676895

-0.141488

O P

0.000121 K= 0.00012 K= 0.000121

K L

-0.375 K KO= 0.00012 0.25

0.00048

K LP= 0 00012 0 25



0.00048

K L

0.000121 K= 0.00012 K= 0.000121

G H

K GK= 0.000121 0.25

0.000482

K HL= 0.000121 0.25

0.000482

G H

0.000102 K= 0.0001 K= 0.000102

C D

K CG= 0.000102 0.250.000407



K DH= 0.000102 0.25

0.000407



Documents

Kani Aplicado en Porticos 1-1