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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
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M DF= 6.
M FD=
M FH= 4.
M HF= 1.
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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
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-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)
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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
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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
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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
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0.000136364
0.000101725
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(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
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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
MOMENTO DE EMPOTRAMIENTO MOMENTOS FINALES
MOMENTO DE PISO VIGAS
Mab = M⁰ + 2 M'a + M'b
COEFICIENTE DE DESPLAZAMIENTO
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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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-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
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-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
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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
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K DH= 0.000102 0.25
0.000407
9.26
15.62
21.57
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8
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(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
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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
MOMENTO DE EMPOTRAMIENTO MOMENTOS FINALES
MOMENTO DE PISO VIGAS
Mab = M⁰ + 2 M'a + M'b
COEFICIENTE DE DESPLAZAMIENTO
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
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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
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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
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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
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K
K
K
K
K
K
K
K
K
K
K
K
K
K
K
F
K
L
E
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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
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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
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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
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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
7/30/2019 Kani Aplicado en Porticos 1-1
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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
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-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
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-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
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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
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K DH= 0.000102 0.25
0.000407
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