Calculo De Momentos Por El Metodo Canyy 1567k
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SE TIENE, SE PIDE A) DIAGRAMA DE MOMENTOS B) DIAGRAMA DE FUERZAS CORTANTES HACER USO EL METODO E KANY
CONSIDERAR DIMENSIONAMIENTO DE VIGA h=L/11,b=25cm CONSIDERAR COLUMNA 1º Y 2º NIVEL (30x35) 3º y4º (30x30) la carga puntual se ubica en el centro del claro
a) calculo de dimensiones vigas columnas
h=L/11 b= 1º y2º piso 3ºy4º piso
57.0 cm 30 cm x 30 cm x
60 25 cm 35 cm 30 cm
a) calculo de inercia Si:
I=(b*h^3)/12
L=luz entre columnas (cm) L=altura entre piso en columnas (cm) viga columnas
1º y2º piso 3ºy4º piso
450000 cm^4 107188 cm^4 67500 cm^4
Coeficientes de distribucion: Cij=-1/2(Kij/∑K
-0.50
Nudo 1 Nudo 2
-0.50 -0.50
-0.50
Nudo 3 Nudo 4 Nudo 5:
-0.50 Nudo 6: -0.50 Nudo 7: -0.50
C1-5= c1-2= c2-1= c2-6= c2-3= c3-2= c3-7= c3-4= C4-8= c4-3= c5-1= c5-9= c5-6= c6-5= c6-10= c6-2= c6-7= c7-6= c7-11= c7-3= c7-8=
-0.10 -0.40 -0.24 -0.06 -0.20 -0.20 -0.06 -0.24 -0.10 -0.40 -0.09 -0.09 -0.33 -0.21 -0.06 -0.06 -0.18 -0.18 -0.06 -0.06 -0.21
Nudo 8:
Nudo 9:
Nudo 10:
Nudo 11:
Nudo 12:
Nudo 13:
Nudo 14:
Nudo 15:
c8-7= -0.33 c8-12= -0.09 c8-4= -0.09 c9-5= -0.08 c9-13= -0.12 c9-10= -0.30 c10-9= -0.20 c10-14= -0.08 c10-6= -0.05 c10-11= -0.17 c11-10= -0.17 c11-15= -0.08 c11-7= -0.05 c11-12= -0.20 c12-11= -0.29774 c12-16= -0.12411 c12-8= -0.07816 c13-9= -0.12 c13-14= -0.29 c13-17= -0.09 c14-13= -0.20 c14-10= -0.08 c14-15= -0.16 c14-18= -0.06 c15-14= -0.16
Nudo 15:
Nudo 16:
c15-11= -0.08 c15-16= -0.20 c15-19= -0.06 c16-15= -0.29221 c16-12= -0.12181 c16-20= -0.08598
PORTICO CON
720.00
720.00
225
6
857.14
10
720.00
357.29
13
357.29
857.14
14
720.00
252.21
-0.50
4.25
-0.50
9
252.21
3
857.14
225
5 3
2 225
3
857.14
225
1
-0.50 17
18 5.25
-0.50
-0.5
-0.50
-0.50
-0.50
16.75
-0.50
-0.5
PORTICO CON RIGIDEZ
720.00
720.00
720.00
857.1428571429
19
16.75
16
252.21
15
6.25
12 357.29
857.1428571429
357.29
11
720.00
8 225
857.1428571429
225
7
252.21
10
4 225
857.1428571429
225
3
20 5.25
z
5.25
6.25
CALCULO DE MEP
EN EL PRIMER Ttramo
-WL^2/12 M 1-2 M 5-6 M 9-10 M 13-14
-11.94375 -11.94375 -11.94375 -11.94375
EN EL SEGUNDA
WL^2/13 M 2-1 M 6-5 M 10-9 M 14-13
11.94375 11.94375 11.94375 11.94375
-WL^2/12 - PL/8 M 2-3 M 6-7 M 10-11 M 14-15
w p
5.2 4
5.25
EN EL SEGUNDA CLARO
WL^2/12 - PL/8 -20.05 -20.05 -20.05 -20.05
EN EL SEGUNDA CLARO
WL^2/12 +PL/8 M 3-2 M 7-6 M 11-10 M 15-14
20.05 20.05 20.05 20.05
-WL^2/14 M 3-4 M7-8 M 11-12 M 15-16
-11.94375 -11.94375 -11.94375 -11.94375
WL^2/15 M 4-3 M 8-7 M 12-11 M 16-15
A CLARO
WL^2/15 11.94375 11.94375 11.94375 11.94375
6.-DETERMINACION DE LAS DISTRIBUCIONES
1
2
-0.39 -15.43
-15.43 -0.11 1.70
15.43
6.02
0.11
5.54
0.35
5.46
0.15
-0.22
3
-0.21
-6.50 -0.07 0.03
-21.93
20.08
0.10
-1.00
0.33
0.20
0.14
0.19
-0.21
-0.23
4.65
-1.09
-0.07 -0.33
1.56
0.11
0.07
1.54
0.05
0.06
1.11
0.16
-0.07
1.10
0.16
5 1.12
6 0.39
-0.09
-0.09 1.12
15.43
3.86
1.29
3.78
0.54
3.83
0.54
-0.20
-0.06
-0.06 0.39
-21.93
20.08
1.16
0.00
0.49
-0.29
0.49
-0.22
-0.18
-0.20
4.65
-0.09
1.11
0.16
-0.07
0.97
0.17
-0.09
0.99
0.19
-0.08
9 1.14
10 0.13
11 -0.30
-0.28
-15.43 -0.13 1.86
-15.43
15.43
4.01
0.40
3.45
0.60
3.39
0.55
-0.19
-0.09 0.19
-21.93
20.08
0.36
-0.85
0.54
-0.23
0.49
-0.25
-0.17
-0.19
4.65 -0.09
-0.12
1.57
0.26
-0.13
1.73
0.25
-0.11
1.72
0.27
-0.16
13 1.61
14 0.57
15 -0.03
-15.43 -0.09 1.11
17
-0.09 -15.43
15.43
3.46
1.21
3.71
0.58
3.73
0.52
-0.19
-6.50 -0.06 0.38
-0.28
-0.09 -0.17
-21.93
20.08
1.08
-0.06
0.52
-0.30
0.47
-0.21
-0.17
-0.19
4.65 -0.06 -0.02
0.18
-0.11
1.20
0.16
-0.08
19
-15.43 -0.07
1.19
18
-0.26
-0.45
0.28
-0.28
-15.43 -0.95
1.60
-0.13
-0.25
-0.06 -0.17
-6.50
-0.32
0.00
0.16
-0.06
-15.43 0.00
-0.06
1.10
-0.08
0.21
-0.10
-0.18
-6.50
0.22
7 0.00
-0.06 -0.31 -15.43
-15.43
-15.43
-0.33 -0.24
4
7.- CALCULO DE LOS MOMENTOS FINALES 15.43
-0.39
-5.59 -5.62
15.43
M1-2
=
M1-5
=
M2-1
=
M2-3
=
M2-6
=
M3-2
=
M3-4
=
M3-7
=
M4-3
=
M4-8 M5-1 M5-6
=
M5-9
=
M6-5
=
M6-2
=
M6-7
=
-0.09 -1.25
M6-10
=
M7-6
=
-1.15
M7-3
=
M7-8
=
M7-11
NUDO 1:
-0.11 -1.58
-5.65
-1.58
NUDO 2:
-1.59
NUDO 3:
-15.43 +
2(
0.21 ) + ( -5.65 )
2(
0.06 ) + ( -0.07 )
2(
0.16 ) + ( 0.05 )
2(
0.49 ) + ( -0.22 )
2(
0.16 ) + ( 0.17 )
2(
-0.22 ) + ( 0.49 )
2(
-0.07 ) + ( 0.06 )
2(
-0.25 ) + ( -3.89 )
=
2(
-0.07 ) + ( -0.09 )
M8-4
=
2(
-1.13 ) + ( -1.59 )
M8-7
=
2(
-3.89 ) + ( -0.25 )
M8-12
=
2(
-1.13 ) + ( -0.98 )
M9-5
=
2(
0.97 ) + ( 1.11 )
M9-10
=
2(
3.39 ) + ( 0.55 )
M9-13
=
2(
1.57 ) + ( 1.73 )
M10-6
=
2(
0.17 ) + ( 0.16 )
M10-9
=
15.43 +
2(
0.55 ) + ( 3.39 )
M10-11
=
-21.93 +
2(
0.49 ) + ( -0.25 )
M10-14
=
2(
0.25 ) + ( 0.25 )
M11-7
=
2(
-0.09 ) + ( -0.07 )
M11-10
=
20.08 +
2(
-0.25 ) + ( 0.49 )
M11-12
=
-15.43 +
2(
-0.28 ) + ( -3.42 )
M11-15
=
2(
-0.13 ) + ( -0.11 )
M12-8
=
2(
-0.98 ) + ( -1.13 )
M12-11
=
2(
-3.42 ) + ( -0.28 )
M12-16
=
2(
-1.59 ) + ( -1.76 )
M13-9
=
2(
1.73 ) + ( 1.57 )
M13-14
=
2(
3.73 ) + ( 0.52 )
-1.76
M13-17
=
2(
1.20 ) + ( 0.00 )
-1.79
M14-10
=
2(
0.25 ) + ( 0.25 )
-1.78
M14-13
=
15.43 +
2(
0.52 ) + ( 3.73 )
M14-15
=
-21.93 +
2(
0.47 ) + ( -0.21 )
M14-18
=
2(
0.16 ) + ( 0.00 )
M15-11
=
2(
-0.11 ) + ( -0.13 )
M15-14
=
20.08 +
2(
-0.21 ) + ( 0.47 )
M15-16
=
-15.43 +
2(
-0.24 ) + ( -3.78 )
M15-19
=
2(
-0.08 ) + ( 0.00 )
M16-12
=
2(
-1.76 ) + ( -1.59 )
M16-15
=
2(
-3.78 ) + ( -0.24 )
M16-20
=
2(
-1.22 ) + ( 0.00 )
15.43
NUDO 6:
NUDO 7:
NUDO 9:
12 NUDO 10:
15.43
NUDO 11:
NUDO 12:
NUDO 13:
-0.13
-3.78
0.19 ) + ( 0.14 )
0.54 ) + ( 3.83 )
-1.59
-3.86
2(
2(
-1.59
-3.84
20.08 +
1.11 ) + ( 0.97 )
-0.13 -1.72
-0.28
0.05 ) + ( 0.16 )
2(
8
-0.08
15.43
2(
3.83 ) + ( 0.54 )
-1.06
-3.42
0.14 ) + ( 0.19 )
2(
NUDO 5:
-0.98
-3.43
2(
1.11 ) + ( 1.54 )
-0.98
-3.70
-21.93 +
2(
NUDO 8:
-0.28
0.15 ) + ( 5.46 )
-1.59 ) + ( -1.13 )
-1.13
15.43
2(
2(
-0.09
-3.89
15.43 +
=
-1.25
-3.96
1.54 ) + ( 1.11 )
=
-1.15
-4.29
2(
-5.65 ) + ( 0.21 )
-1.13
-0.31
5.46 ) + ( 0.15 )
2(
NUDO 4:
15.43
2(
-15.43 +
16
NUDO 14:
15.43 -0.09 -1.23
NUDO 15:
-1.24 -1.22 NUDO 16:
20
15.43 +
-15.43 +
15.43 +
-21.93 +
20.08 +
-15.43 +
15.43 +
-15.43 +
15.43 +
-15.43 +
15.43 +
SUMATORIA DE MOMENTOS = =
-4.27
T -m
=
4.29
T -m
=
21.19
T -m
=
-21.45
T -m
=
0.26
T -m
=
20.61
T -m
=
-20.66
T -m
=
0.05
T -m
=
4.34
T -m
=
-4.32
T -m
=
3.76
T -m
=
-7.22
T -m
=
3.19
T -m
=
20.35
T -m
=
0.37
T -m
=
-21.18
T -m
=
0.50
T -m
=
20.12
T -m
=
-0.08
T -m
=
-19.81
T -m
=
-0.23
T -m
=
-3.85
T -m
=
7.41
T -m
=
-3.23
T -m
=
3.05
T -m
=
-8.10
T -m
=
4.88
T -m
=
0.51
T -m
=
19.92
T -m
=
-21.20
T -m
=
0.74
T -m
=
-0.25
T -m
=
20.07
T -m
=
-19.42
T -m
=
-0.38
T -m
=
-3.08
T -m
=
8.30
T -m
=
-4.94
T -m
=
5.04
T -m
=
-7.44
T -m
=
2.40
T -m
=
0.74
T -m
=
20.21
T -m
=
-21.21
T -m
=
0.33
T -m
=
-0.36
T -m
=
20.12
T -m
=
-19.69
T -m
=
-0.15
T -m
=
-5.10
T -m
=
7.63
T -m
=
-2.43
T -m
0
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
Bases Para El Dieño
Pi 1 Pi
ti 1 ti
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
P P0 1 r * t t 0
r
Pi 1 Pi Pi * ti 1 ti
Pi 1 Pi
P P0 * r
t ti
r
Pi * ti 1 ti
ti 1 ti
Pi 1 Pi
ti 1 ti
Pt pn mp
m( m 1) 2 p 2
p
2 p
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
p
2 p m
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
Pf Pi 1 K IC
INGENIERIA CIVIL
T f
Ti
K IC
K IC PRO M ED IO
Pf Pi
1 ( T f Ti )
K IC1 T1 K IC 2 T2 K IC 3 T3 K IC 4 T4 K IC 5 T5 T1 T2 T3 T4 T5
De la población calculada por estos cinco métodos consideraremos en valor med
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
TRABAJO DE ANALISIS ES
4.25
3.00
3.00
3.00
Se tiene un portico de 4 niveles . se pide: a)diagrama de momentos flectores a)diagrama de fuerzas cortantes hace uso del metodo de kany CONSIDERAR DIMENSIONAMIENTO DE VIGAS (h=L/11 ,b CONSIDERAR COLUMNAS 1er y 2do nivel(30*35) CONSIDERAR COLUMNAS 3er y 4to nivel (30*30) la carga puntual se ubica en centro del claro
6.00
6.50
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL 6.00
6.50
1) ENUMERAMOS LOS NUDOS 0 0 2 2
01
0 0 6
05 05
09
1 1 0 0
13 13
1 4 4
17 17
1 1 8 8
2) CALCULO DE RIGIDES K = I/L
Vigas: I= Columnas:
450000
Del 1º y 2º nivel Columna
Del 3º y 4° niv
Columna
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
L=5,25 m=
"k" en vigas (1º,2º , 3º y 4
L=6.25 m= L=5,25 m=
"K" en columnas (1º,2º niv) Columna
L=3m L=4m
"K" en columnas (3º,4º niv) Columna
L=3m L=3m
3) Momentos de Empotramiento Perfecto : (��^2) (−8.2∗6^ M 1-2= = /12 2)/12 M 1-2
=
M 5-6
=
= M 9-10
=
(��^2) (8.2∗6^2) M 2-1= = /12 /12 M 2-1
=
(��^2) M 2-3= /12 M 2-3
=
(��^2) M3-2=/12
M 6-5
=
=
M 10-9
=
��/8 -
M 6-7
=
=
M 10-11
��/8 +
=
=
M 3-2
=
M 7-6
=
M 11-10
M 1-2
=
M 3-4
=
M 7-8
=
M 2-1
=
M 4-3
=
M 8-7
=
=
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
4) PORTICO CON RIGIDECES
01 01
Pf Pi
1 ( T f Ti )
1
857.142857143
0 0 2 2
225
05 05
225
857.142857143
0 0 6 6
225
09 09
225
857.1428571
1 1 0 0
357.29
13 13
K IC 4 T4 K IC 5 T5 T4 T5
357.29
857.142857143
1 1 4 4
252.21
252.21
1 1 8 8
17 17
deraremos en valor medio de los cinco.
5) Coeficientes de Distribucion: Cij=-1/2(Kij/∑K Nudo 1 C1-5=
-0.10
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL c1-2=
-0.40
Nudo 2
c2-1= c2-6= c2-3=
-0.24 -0.06 -0.20
Nudo 3
c3-2= c3-7= c3-4=
-0.20 -0.06 -0.24
Nudo 4
C4-8= c4-3=
-0.10 -0.40
Nudo 5:
c5-1= c5-9= c5-6=
-0.09 -0.09 -0.33
Nudo 6:
c6-5= c6-10= c6-2= c6-7=
-0.21 -0.06 -0.06 -0.18
Nudo 7:
c7-6= c7-11= c7-3= c7-8=
-0.18 -0.06 -0.06 -0.21
Nudo 8:
c8-7= c8-12= c8-4=
-0.33 -0.09 -0.09
Nudo 9:
c9-5= c9-13= c9-10=
-0.08 -0.12 -0.30
Nudo 10:
c10-9= c10-14= c10-6= c10-11=
-0.20 -0.08 -0.05 -0.17
Nudo 11:
c11-10= c11-15= c11-7= c11-12=
-0.17 -0.08 -0.05 -0.20
6) Determinacion de Momentos de Distribucion MIK=MIK+2MIK+MKI
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
O DE ANALISIS ESTRUCTURAL
DE VIGAS (h=L/11 ,b=25) o nivel(30*35) o nivel (30*30) o del claro
6.50
6.00
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA 6.50
INGENIERIA CIVIL
6.00
SOLUCION 0 0 3 3
04
0 0 7 7
08
1 1 1
12
1 5 5
16 16
1 9
20 20
Si: I=(b*h^3)/12 L=luz entre columnas (cm) L=altura entre piso en columnas (cm)
cm4
I(1-2)=
107187.5 cm4
I(3-4)=
67500 cm4
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
525
cm
K=
857.142857
625
cm
K=
720.00
525
cm
K=
857.142857
300 cm 400 cm
k= 357.29 K= 267.97
300 cm 300 cm
k= 225.00 K= 225.00
(-24.60) tn/m M 13-14
24.60tn/m
M 14-13 (-34.56)tn/m
M 14-15
34.56 tn/m M 15-14 M 11-12 =
M 15-16
M 12-11 =
M 16-15
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
720
857.14
0 0 3 3
INGENIERIA CIVIL
04 04
225
720
225
857.14
0 0 7 7
08 08
225
720
1 1 1 1
225
857.14
12 12
357.29
720.0
1 1 5 5
357.29
857.14
16 16
252.21
252.21
1 1 9 9
20 20
Cij=-1/2(Kij/∑K Nudo 12:
c12-11= c12-16=
-0.30 -0.12
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
c12-8=
-0.08
Nudo 13:
c13-9= c13-17= c13-14=
-0.12 -0.09 -0.29
Nudo 14:
c14-13= c14-18= c14-10= c14-15=
-0.20 -0.06 -0.08 -0.16
Nudo 15:
c15-14= c15-19= c15-11= c15-16=
-0.16 -0.06 -0.08 -0.20
Nudo 16:
c16-15= c16-20= c16-12=
-0.29 -0.09 -0.12
Distribucion
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
GRAFICO CON MEP CON "M" DE SUJECCION "C"DISTRIBUCION MAS DESPLAZAMIENTO 1 -11.94 -0.11 1.31 2.44 8.68 51.06
2
-605.46 -307.07 -66.91 -9.85 1.12 -11.94 1.12 -9.85 -66.91 -307.07 -980.42
-1039.63 -366.28 -87.49 -24.96 1.14 3 -11.94 -0.13 2.83 9.94 41.59 80.65
4
36.52 -2.54 0.05 0.60 -0.08 -11.94 -0.09 0.68 0.06 -2.85 -5.71
MEP
MEP
MEP
-11.94 -0.39
11.94 0.11
-20.05 0.10
4.66 8.64 30.78 11.58
-0.37 -0.06 1.46 45.63
-11.94 -15.43
11.94 -0.20
135.82 922.23 4232.43 8269.38
1.83 -25.31 -183.54 3877.29
-11.94 -0.28
11.94 -0.19
6.10 21.40 89.58 162.20
0.28 -0.97 -5.03 91.47
-11.94 -0.28
11.94 -0.18
2.10 0.18 -8.88 -27.64
1.60 1.37 2.06 7.19
-8.11 0.03 -0.12 -0.02 0.46 -54.14 -109.66 -55.06 -7.59 0.55 -0.06 -8.11 -0.06 0.55 -7.59 -55.06 -111.71 -58.24 -1.59 -0.31 0.09 -0.06 -8.11 -0.09 0.13 -0.46 -2.38 -3.73 -0.32 1.03 0.68 0.80 -0.09 -8.11 -0.06 0.53 0.46 0.69 1.37
-0.35 -0.06 1.39 -18.92
-20.05 -0.18 1.64 -22.78 -165.19 -347.30
-20.05 -0.17 0.25 -0.87 -4.50 -29.30
-20.05 -0.17 1.51 1.29 1.95 -17.30
LEYENDA:
COLUMNA
CION "C"DISTRIBUCION POR MOMENTO DE SUJECION MEP
MEP
MEP
20.05 -0.21
-11.94 -0.22
11.94 -0.12
-1.63 -1.36 -1.65 18.15
20.05 -0.18 -0.91 -1.25 3.12 -138.89
20.05 -0.17 -1.37 -0.64 -0.26 15.04
20.05 -0.17 -0.89 -1.12 -1.14 19.72
8.11 -0.07 -0.54 -0.45 -0.55 0.12 1.88 1.21 -0.48 -0.35 -0.07 8.11 -0.06 -0.30 -0.42 1.04 1.99 0.86 -0.09 -0.23 -0.48 -0.06 8.11 -0.09 -0.72 -0.34 -0.14 -0.87 -1.34 -0.60 -0.59 -0.40 -0.09 8.11 -0.06 -0.27 -0.40 -0.40 -0.80
-1.71 -1.42 -1.72 -16.55
-1.23 -1.18 -1.16 7.90
-11.94 -0.20
11.94 -0.31
-1.34 -1.38 3.47 -6.91
-2.50 -1.90 -1.91 11.60
-11.94 -0.19
11.94 -0.28
-1.53 -0.72 -0.29 -15.21
-2.65 -2.55 -2.69 6.27
-11.94 -0.18
11.94 -0.27
-0.81 -1.19 -1.21 -16.92
-2.89 -2.69 -2.57 5.61
11.94 -0.38 -3.89 -3.72 -3.67 -7.90 -4.78243 -0.55 -0.55 -0.72 -0.09 11.94 -0.12 -0.97 -0.73 -0.74 -2.25 -2.27876 -0.77 -0.73 -0.76 -0.08 11.94 -0.13 -1.23 -1.18 -1.25 -3.74 -3.72 -1.24 -1.29 -1.39 -0.13 11.94 -0.10 -1.07 -1.00 -0.95 -1.90
VIGA
CONSIDERAR DIMENSIONAMIENTO DE VIGA h=L/11,b=25cm CONSIDERAR COLUMNA 1º Y 2º NIVEL (30x35) 3º y4º (30x30) la carga puntual se ubica en el centro del claro
a) calculo de dimensiones vigas columnas
h=L/11 b= 1º y2º piso 3ºy4º piso
57.0 cm 30 cm x 30 cm x
60 25 cm 35 cm 30 cm
a) calculo de inercia Si:
I=(b*h^3)/12
L=luz entre columnas (cm) L=altura entre piso en columnas (cm) viga columnas
1º y2º piso 3ºy4º piso
450000 cm^4 107188 cm^4 67500 cm^4
Coeficientes de distribucion: Cij=-1/2(Kij/∑K
-0.50
Nudo 1 Nudo 2
-0.50 -0.50
-0.50
Nudo 3 Nudo 4 Nudo 5:
-0.50 Nudo 6: -0.50 Nudo 7: -0.50
C1-5= c1-2= c2-1= c2-6= c2-3= c3-2= c3-7= c3-4= C4-8= c4-3= c5-1= c5-9= c5-6= c6-5= c6-10= c6-2= c6-7= c7-6= c7-11= c7-3= c7-8=
-0.10 -0.40 -0.24 -0.06 -0.20 -0.20 -0.06 -0.24 -0.10 -0.40 -0.09 -0.09 -0.33 -0.21 -0.06 -0.06 -0.18 -0.18 -0.06 -0.06 -0.21
Nudo 8:
Nudo 9:
Nudo 10:
Nudo 11:
Nudo 12:
Nudo 13:
Nudo 14:
Nudo 15:
c8-7= -0.33 c8-12= -0.09 c8-4= -0.09 c9-5= -0.08 c9-13= -0.12 c9-10= -0.30 c10-9= -0.20 c10-14= -0.08 c10-6= -0.05 c10-11= -0.17 c11-10= -0.17 c11-15= -0.08 c11-7= -0.05 c11-12= -0.20 c12-11= -0.29774 c12-16= -0.12411 c12-8= -0.07816 c13-9= -0.12 c13-14= -0.29 c13-17= -0.09 c14-13= -0.20 c14-10= -0.08 c14-15= -0.16 c14-18= -0.06 c15-14= -0.16
Nudo 15:
Nudo 16:
c15-11= -0.08 c15-16= -0.20 c15-19= -0.06 c16-15= -0.29221 c16-12= -0.12181 c16-20= -0.08598
PORTICO CON
720.00
720.00
225
6
857.14
10
720.00
357.29
13
357.29
857.14
14
720.00
252.21
-0.50
4.25
-0.50
9
252.21
3
857.14
225
5 3
2 225
3
857.14
225
1
-0.50 17
18 5.25
-0.50
-0.5
-0.50
-0.50
-0.50
16.75
-0.50
-0.5
PORTICO CON RIGIDEZ
720.00
720.00
720.00
857.1428571429
19
16.75
16
252.21
15
6.25
12 357.29
857.1428571429
357.29
11
720.00
8 225
857.1428571429
225
7
252.21
10
4 225
857.1428571429
225
3
20 5.25
z
5.25
6.25
CALCULO DE MEP
EN EL PRIMER Ttramo
-WL^2/12 M 1-2 M 5-6 M 9-10 M 13-14
-11.94375 -11.94375 -11.94375 -11.94375
EN EL SEGUNDA
WL^2/13 M 2-1 M 6-5 M 10-9 M 14-13
11.94375 11.94375 11.94375 11.94375
-WL^2/12 - PL/8 M 2-3 M 6-7 M 10-11 M 14-15
w p
5.2 4
5.25
EN EL SEGUNDA CLARO
WL^2/12 - PL/8 -20.05 -20.05 -20.05 -20.05
EN EL SEGUNDA CLARO
WL^2/12 +PL/8 M 3-2 M 7-6 M 11-10 M 15-14
20.05 20.05 20.05 20.05
-WL^2/14 M 3-4 M7-8 M 11-12 M 15-16
-11.94375 -11.94375 -11.94375 -11.94375
WL^2/15 M 4-3 M 8-7 M 12-11 M 16-15
A CLARO
WL^2/15 11.94375 11.94375 11.94375 11.94375
6.-DETERMINACION DE LAS DISTRIBUCIONES
1
2
-0.39 -15.43
-15.43 -0.11 1.70
15.43
6.02
0.11
5.54
0.35
5.46
0.15
-0.22
3
-0.21
-6.50 -0.07 0.03
-21.93
20.08
0.10
-1.00
0.33
0.20
0.14
0.19
-0.21
-0.23
4.65
-1.09
-0.07 -0.33
1.56
0.11
0.07
1.54
0.05
0.06
1.11
0.16
-0.07
1.10
0.16
5 1.12
6 0.39
-0.09
-0.09 1.12
15.43
3.86
1.29
3.78
0.54
3.83
0.54
-0.20
-0.06
-0.06 0.39
-21.93
20.08
1.16
0.00
0.49
-0.29
0.49
-0.22
-0.18
-0.20
4.65
-0.09
1.11
0.16
-0.07
0.97
0.17
-0.09
0.99
0.19
-0.08
9 1.14
10 0.13
11 -0.30
-0.28
-15.43 -0.13 1.86
-15.43
15.43
4.01
0.40
3.45
0.60
3.39
0.55
-0.19
-0.09 0.19
-21.93
20.08
0.36
-0.85
0.54
-0.23
0.49
-0.25
-0.17
-0.19
4.65 -0.09
-0.12
1.57
0.26
-0.13
1.73
0.25
-0.11
1.72
0.27
-0.16
13 1.61
14 0.57
15 -0.03
-15.43 -0.09 1.11
17
-0.09 -15.43
15.43
3.46
1.21
3.71
0.58
3.73
0.52
-0.19
-6.50 -0.06 0.38
-0.28
-0.09 -0.17
-21.93
20.08
1.08
-0.06
0.52
-0.30
0.47
-0.21
-0.17
-0.19
4.65 -0.06 -0.02
0.18
-0.11
1.20
0.16
-0.08
19
-15.43 -0.07
1.19
18
-0.26
-0.45
0.28
-0.28
-15.43 -0.95
1.60
-0.13
-0.25
-0.06 -0.17
-6.50
-0.32
0.00
0.16
-0.06
-15.43 0.00
-0.06
1.10
-0.08
0.21
-0.10
-0.18
-6.50
0.22
7 0.00
-0.06 -0.31 -15.43
-15.43
-15.43
-0.33 -0.24
4
7.- CALCULO DE LOS MOMENTOS FINALES 15.43
-0.39
-5.59 -5.62
15.43
M1-2
=
M1-5
=
M2-1
=
M2-3
=
M2-6
=
M3-2
=
M3-4
=
M3-7
=
M4-3
=
M4-8 M5-1 M5-6
=
M5-9
=
M6-5
=
M6-2
=
M6-7
=
-0.09 -1.25
M6-10
=
M7-6
=
-1.15
M7-3
=
M7-8
=
M7-11
NUDO 1:
-0.11 -1.58
-5.65
-1.58
NUDO 2:
-1.59
NUDO 3:
-15.43 +
2(
0.21 ) + ( -5.65 )
2(
0.06 ) + ( -0.07 )
2(
0.16 ) + ( 0.05 )
2(
0.49 ) + ( -0.22 )
2(
0.16 ) + ( 0.17 )
2(
-0.22 ) + ( 0.49 )
2(
-0.07 ) + ( 0.06 )
2(
-0.25 ) + ( -3.89 )
=
2(
-0.07 ) + ( -0.09 )
M8-4
=
2(
-1.13 ) + ( -1.59 )
M8-7
=
2(
-3.89 ) + ( -0.25 )
M8-12
=
2(
-1.13 ) + ( -0.98 )
M9-5
=
2(
0.97 ) + ( 1.11 )
M9-10
=
2(
3.39 ) + ( 0.55 )
M9-13
=
2(
1.57 ) + ( 1.73 )
M10-6
=
2(
0.17 ) + ( 0.16 )
M10-9
=
15.43 +
2(
0.55 ) + ( 3.39 )
M10-11
=
-21.93 +
2(
0.49 ) + ( -0.25 )
M10-14
=
2(
0.25 ) + ( 0.25 )
M11-7
=
2(
-0.09 ) + ( -0.07 )
M11-10
=
20.08 +
2(
-0.25 ) + ( 0.49 )
M11-12
=
-15.43 +
2(
-0.28 ) + ( -3.42 )
M11-15
=
2(
-0.13 ) + ( -0.11 )
M12-8
=
2(
-0.98 ) + ( -1.13 )
M12-11
=
2(
-3.42 ) + ( -0.28 )
M12-16
=
2(
-1.59 ) + ( -1.76 )
M13-9
=
2(
1.73 ) + ( 1.57 )
M13-14
=
2(
3.73 ) + ( 0.52 )
-1.76
M13-17
=
2(
1.20 ) + ( 0.00 )
-1.79
M14-10
=
2(
0.25 ) + ( 0.25 )
-1.78
M14-13
=
15.43 +
2(
0.52 ) + ( 3.73 )
M14-15
=
-21.93 +
2(
0.47 ) + ( -0.21 )
M14-18
=
2(
0.16 ) + ( 0.00 )
M15-11
=
2(
-0.11 ) + ( -0.13 )
M15-14
=
20.08 +
2(
-0.21 ) + ( 0.47 )
M15-16
=
-15.43 +
2(
-0.24 ) + ( -3.78 )
M15-19
=
2(
-0.08 ) + ( 0.00 )
M16-12
=
2(
-1.76 ) + ( -1.59 )
M16-15
=
2(
-3.78 ) + ( -0.24 )
M16-20
=
2(
-1.22 ) + ( 0.00 )
15.43
NUDO 6:
NUDO 7:
NUDO 9:
12 NUDO 10:
15.43
NUDO 11:
NUDO 12:
NUDO 13:
-0.13
-3.78
0.19 ) + ( 0.14 )
0.54 ) + ( 3.83 )
-1.59
-3.86
2(
2(
-1.59
-3.84
20.08 +
1.11 ) + ( 0.97 )
-0.13 -1.72
-0.28
0.05 ) + ( 0.16 )
2(
8
-0.08
15.43
2(
3.83 ) + ( 0.54 )
-1.06
-3.42
0.14 ) + ( 0.19 )
2(
NUDO 5:
-0.98
-3.43
2(
1.11 ) + ( 1.54 )
-0.98
-3.70
-21.93 +
2(
NUDO 8:
-0.28
0.15 ) + ( 5.46 )
-1.59 ) + ( -1.13 )
-1.13
15.43
2(
2(
-0.09
-3.89
15.43 +
=
-1.25
-3.96
1.54 ) + ( 1.11 )
=
-1.15
-4.29
2(
-5.65 ) + ( 0.21 )
-1.13
-0.31
5.46 ) + ( 0.15 )
2(
NUDO 4:
15.43
2(
-15.43 +
16
NUDO 14:
15.43 -0.09 -1.23
NUDO 15:
-1.24 -1.22 NUDO 16:
20
15.43 +
-15.43 +
15.43 +
-21.93 +
20.08 +
-15.43 +
15.43 +
-15.43 +
15.43 +
-15.43 +
15.43 +
SUMATORIA DE MOMENTOS = =
-4.27
T -m
=
4.29
T -m
=
21.19
T -m
=
-21.45
T -m
=
0.26
T -m
=
20.61
T -m
=
-20.66
T -m
=
0.05
T -m
=
4.34
T -m
=
-4.32
T -m
=
3.76
T -m
=
-7.22
T -m
=
3.19
T -m
=
20.35
T -m
=
0.37
T -m
=
-21.18
T -m
=
0.50
T -m
=
20.12
T -m
=
-0.08
T -m
=
-19.81
T -m
=
-0.23
T -m
=
-3.85
T -m
=
7.41
T -m
=
-3.23
T -m
=
3.05
T -m
=
-8.10
T -m
=
4.88
T -m
=
0.51
T -m
=
19.92
T -m
=
-21.20
T -m
=
0.74
T -m
=
-0.25
T -m
=
20.07
T -m
=
-19.42
T -m
=
-0.38
T -m
=
-3.08
T -m
=
8.30
T -m
=
-4.94
T -m
=
5.04
T -m
=
-7.44
T -m
=
2.40
T -m
=
0.74
T -m
=
20.21
T -m
=
-21.21
T -m
=
0.33
T -m
=
-0.36
T -m
=
20.12
T -m
=
-19.69
T -m
=
-0.15
T -m
=
-5.10
T -m
=
7.63
T -m
=
-2.43
T -m
0
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
Bases Para El Dieño
Pi 1 Pi
ti 1 ti
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
P P0 1 r * t t 0
r
Pi 1 Pi Pi * ti 1 ti
Pi 1 Pi
P P0 * r
t ti
r
Pi * ti 1 ti
ti 1 ti
Pi 1 Pi
ti 1 ti
Pt pn mp
m( m 1) 2 p 2
p
2 p
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
p
2 p m
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
Pf Pi 1 K IC
INGENIERIA CIVIL
T f
Ti
K IC
K IC PRO M ED IO
Pf Pi
1 ( T f Ti )
K IC1 T1 K IC 2 T2 K IC 3 T3 K IC 4 T4 K IC 5 T5 T1 T2 T3 T4 T5
De la población calculada por estos cinco métodos consideraremos en valor med
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
TRABAJO DE ANALISIS ES
4.25
3.00
3.00
3.00
Se tiene un portico de 4 niveles . se pide: a)diagrama de momentos flectores a)diagrama de fuerzas cortantes hace uso del metodo de kany CONSIDERAR DIMENSIONAMIENTO DE VIGAS (h=L/11 ,b CONSIDERAR COLUMNAS 1er y 2do nivel(30*35) CONSIDERAR COLUMNAS 3er y 4to nivel (30*30) la carga puntual se ubica en centro del claro
6.00
6.50
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL 6.00
6.50
1) ENUMERAMOS LOS NUDOS 0 0 2 2
01
0 0 6
05 05
09
1 1 0 0
13 13
1 4 4
17 17
1 1 8 8
2) CALCULO DE RIGIDES K = I/L
Vigas: I= Columnas:
450000
Del 1º y 2º nivel Columna
Del 3º y 4° niv
Columna
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
L=5,25 m=
"k" en vigas (1º,2º , 3º y 4
L=6.25 m= L=5,25 m=
"K" en columnas (1º,2º niv) Columna
L=3m L=4m
"K" en columnas (3º,4º niv) Columna
L=3m L=3m
3) Momentos de Empotramiento Perfecto : (��^2) (−8.2∗6^ M 1-2= = /12 2)/12 M 1-2
=
M 5-6
=
= M 9-10
=
(��^2) (8.2∗6^2) M 2-1= = /12 /12 M 2-1
=
(��^2) M 2-3= /12 M 2-3
=
(��^2) M3-2=/12
M 6-5
=
=
M 10-9
=
��/8 -
M 6-7
=
=
M 10-11
��/8 +
=
=
M 3-2
=
M 7-6
=
M 11-10
M 1-2
=
M 3-4
=
M 7-8
=
M 2-1
=
M 4-3
=
M 8-7
=
=
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
4) PORTICO CON RIGIDECES
01 01
Pf Pi
1 ( T f Ti )
1
857.142857143
0 0 2 2
225
05 05
225
857.142857143
0 0 6 6
225
09 09
225
857.1428571
1 1 0 0
357.29
13 13
K IC 4 T4 K IC 5 T5 T4 T5
357.29
857.142857143
1 1 4 4
252.21
252.21
1 1 8 8
17 17
deraremos en valor medio de los cinco.
5) Coeficientes de Distribucion: Cij=-1/2(Kij/∑K Nudo 1 C1-5=
-0.10
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL c1-2=
-0.40
Nudo 2
c2-1= c2-6= c2-3=
-0.24 -0.06 -0.20
Nudo 3
c3-2= c3-7= c3-4=
-0.20 -0.06 -0.24
Nudo 4
C4-8= c4-3=
-0.10 -0.40
Nudo 5:
c5-1= c5-9= c5-6=
-0.09 -0.09 -0.33
Nudo 6:
c6-5= c6-10= c6-2= c6-7=
-0.21 -0.06 -0.06 -0.18
Nudo 7:
c7-6= c7-11= c7-3= c7-8=
-0.18 -0.06 -0.06 -0.21
Nudo 8:
c8-7= c8-12= c8-4=
-0.33 -0.09 -0.09
Nudo 9:
c9-5= c9-13= c9-10=
-0.08 -0.12 -0.30
Nudo 10:
c10-9= c10-14= c10-6= c10-11=
-0.20 -0.08 -0.05 -0.17
Nudo 11:
c11-10= c11-15= c11-7= c11-12=
-0.17 -0.08 -0.05 -0.20
6) Determinacion de Momentos de Distribucion MIK=MIK+2MIK+MKI
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
O DE ANALISIS ESTRUCTURAL
DE VIGAS (h=L/11 ,b=25) o nivel(30*35) o nivel (30*30) o del claro
6.50
6.00
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA 6.50
INGENIERIA CIVIL
6.00
SOLUCION 0 0 3 3
04
0 0 7 7
08
1 1 1
12
1 5 5
16 16
1 9
20 20
Si: I=(b*h^3)/12 L=luz entre columnas (cm) L=altura entre piso en columnas (cm)
cm4
I(1-2)=
107187.5 cm4
I(3-4)=
67500 cm4
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
525
cm
K=
857.142857
625
cm
K=
720.00
525
cm
K=
857.142857
300 cm 400 cm
k= 357.29 K= 267.97
300 cm 300 cm
k= 225.00 K= 225.00
(-24.60) tn/m M 13-14
24.60tn/m
M 14-13 (-34.56)tn/m
M 14-15
34.56 tn/m M 15-14 M 11-12 =
M 15-16
M 12-11 =
M 16-15
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
720
857.14
0 0 3 3
INGENIERIA CIVIL
04 04
225
720
225
857.14
0 0 7 7
08 08
225
720
1 1 1 1
225
857.14
12 12
357.29
720.0
1 1 5 5
357.29
857.14
16 16
252.21
252.21
1 1 9 9
20 20
Cij=-1/2(Kij/∑K Nudo 12:
c12-11= c12-16=
-0.30 -0.12
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
c12-8=
-0.08
Nudo 13:
c13-9= c13-17= c13-14=
-0.12 -0.09 -0.29
Nudo 14:
c14-13= c14-18= c14-10= c14-15=
-0.20 -0.06 -0.08 -0.16
Nudo 15:
c15-14= c15-19= c15-11= c15-16=
-0.16 -0.06 -0.08 -0.20
Nudo 16:
c16-15= c16-20= c16-12=
-0.29 -0.09 -0.12
Distribucion
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
UNIVERSIDAD NACIONAL DE CAJAMARCA
INGENIERIA CIVIL
ANALISIS ESTRUCTURAL II
GRAFICO CON MEP CON "M" DE SUJECCION "C"DISTRIBUCION MAS DESPLAZAMIENTO 1 -11.94 -0.11 1.31 2.44 8.68 51.06
2
-605.46 -307.07 -66.91 -9.85 1.12 -11.94 1.12 -9.85 -66.91 -307.07 -980.42
-1039.63 -366.28 -87.49 -24.96 1.14 3 -11.94 -0.13 2.83 9.94 41.59 80.65
4
36.52 -2.54 0.05 0.60 -0.08 -11.94 -0.09 0.68 0.06 -2.85 -5.71
MEP
MEP
MEP
-11.94 -0.39
11.94 0.11
-20.05 0.10
4.66 8.64 30.78 11.58
-0.37 -0.06 1.46 45.63
-11.94 -15.43
11.94 -0.20
135.82 922.23 4232.43 8269.38
1.83 -25.31 -183.54 3877.29
-11.94 -0.28
11.94 -0.19
6.10 21.40 89.58 162.20
0.28 -0.97 -5.03 91.47
-11.94 -0.28
11.94 -0.18
2.10 0.18 -8.88 -27.64
1.60 1.37 2.06 7.19
-8.11 0.03 -0.12 -0.02 0.46 -54.14 -109.66 -55.06 -7.59 0.55 -0.06 -8.11 -0.06 0.55 -7.59 -55.06 -111.71 -58.24 -1.59 -0.31 0.09 -0.06 -8.11 -0.09 0.13 -0.46 -2.38 -3.73 -0.32 1.03 0.68 0.80 -0.09 -8.11 -0.06 0.53 0.46 0.69 1.37
-0.35 -0.06 1.39 -18.92
-20.05 -0.18 1.64 -22.78 -165.19 -347.30
-20.05 -0.17 0.25 -0.87 -4.50 -29.30
-20.05 -0.17 1.51 1.29 1.95 -17.30
LEYENDA:
COLUMNA
CION "C"DISTRIBUCION POR MOMENTO DE SUJECION MEP
MEP
MEP
20.05 -0.21
-11.94 -0.22
11.94 -0.12
-1.63 -1.36 -1.65 18.15
20.05 -0.18 -0.91 -1.25 3.12 -138.89
20.05 -0.17 -1.37 -0.64 -0.26 15.04
20.05 -0.17 -0.89 -1.12 -1.14 19.72
8.11 -0.07 -0.54 -0.45 -0.55 0.12 1.88 1.21 -0.48 -0.35 -0.07 8.11 -0.06 -0.30 -0.42 1.04 1.99 0.86 -0.09 -0.23 -0.48 -0.06 8.11 -0.09 -0.72 -0.34 -0.14 -0.87 -1.34 -0.60 -0.59 -0.40 -0.09 8.11 -0.06 -0.27 -0.40 -0.40 -0.80
-1.71 -1.42 -1.72 -16.55
-1.23 -1.18 -1.16 7.90
-11.94 -0.20
11.94 -0.31
-1.34 -1.38 3.47 -6.91
-2.50 -1.90 -1.91 11.60
-11.94 -0.19
11.94 -0.28
-1.53 -0.72 -0.29 -15.21
-2.65 -2.55 -2.69 6.27
-11.94 -0.18
11.94 -0.27
-0.81 -1.19 -1.21 -16.92
-2.89 -2.69 -2.57 5.61
11.94 -0.38 -3.89 -3.72 -3.67 -7.90 -4.78243 -0.55 -0.55 -0.72 -0.09 11.94 -0.12 -0.97 -0.73 -0.74 -2.25 -2.27876 -0.77 -0.73 -0.76 -0.08 11.94 -0.13 -1.23 -1.18 -1.25 -3.74 -3.72 -1.24 -1.29 -1.39 -0.13 11.94 -0.10 -1.07 -1.00 -0.95 -1.90
VIGA
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