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CARACTERISTICAS DEL MURO "X4"
H libre= 2.5 m f'm= 65 kg/cm2
H piso 2.6 m f'c= 210 kg/cm2
N° Pisos= 2 fy= 4200 kg/cm2
Dxx= 6 m fs= 2100 kg/cm2
Dyy= 20.8 m t= 0.15 m
L= 2.95 m Area se 3,835.00 cm2
t= 0.13 m Inercia= 27,811,740 cm4
P= 18.32 tn V= 7.08 tn
Pm= 21.52 tn M= 27.91 tn.m
Pd= 17.25 tn
Ps= 7.39 tn
Columna
b= 0.3 m 217370.6512
h= 0.15 m 6.79283285
Área (col)= 0.045 m2
DATOS DEL EDIFICIOS
- Suelo de buena calidad
- 4 pisos destinados a vivienda, con 2 departamentos por piso
- area de cada departamento 72m2 (desc m
- Altura total del edificios 10.28
El peso de la azotea es igual al peso del piso tipico
Z= 0.3 (zona 1)
U= 1 (Categoria 3)
S= 1.4 (flexible)
R= 6 (Reduccion)
Ts= 0.3 seg
C= 2.5
T= 0.17 seg
Periodo T= 0.05h/raiz(D)
Txx= 0.2123
Tyy= 0.1140
ambos son menores al periodo fundamental del suelo Ts=0.3seg
entonces el coeficiente C= 0.4
C= 0.4
Cortante Basal
V= 0.175 x P
P=peso total, considerando 25% s/c
CARGA PROVENIENTE DE LA LOSA EN PISO TIPICO
Muro Lxx Ac Muro lyy Ac
X1 2.02 0.30 Y1 5.00 0.75 Muro
X2 1.32 0.20 Y2 2.05 0.31 X1
X3 2.90 0.43 Y3 3.65 0.55 X2
X4 2.03 0.30 Y4 2.65 0.40 X3
X5 2.94 0.44 Y5 2.15 0.32 X4
X6 2.9 0.44 Y6 2.93 0.44 X5
X7 2.95 0.44 Y7 5.00 0.75 X6
Y8 3.65 0.55 X7
Σ1/2 edif 17.05 2.56 Y9 1.68 0.25
Σ total 34.104 5.1156 Y10 3.56 0.53
Ap= 124.80 m2 Y11 1.60 0.24
ZUSN/56= 0.015 Y12 1.67 0.25
Area de Muros= 4.43352 Y13 5.00 0.75
ΣLt/Ap= 0.036 Y14 2.05 0.31
Densidad: Densidad Conforme Y15 3.65 0.55
Y16 2.65 0.40
Y17 2.15 0.32
Y18 5.00 0.75
Muro
Σ1/2 edif 56.09 8.41 Y1
Σ total 112.18 16.827 Y2
Ap= 124.80 m2 Y3
ZUSN/56= 0.015 Y4
Area de Muros= 14.5834 Y5
ΣLt/Ap= 0.117 Y6
Densidad: Densidad Conforme Y7
Y8
METRADO DE CARGAS Y9
Concreto 2.4 tn/m2 Y10
Piso Terminado 0.1 tn/m2 Y11
Albañileria 0.27 tn/m2 Y12
Parapeto Tab 0.21 tn/m2 Y13
S/C 0.05 tn/m2 Y14
Ventanas 0.02 tn/m2 Y15
Y16
CARGAS DIRECTAS Y17
Corte AA (ventanas 0.34 tn/m Y18
Vigas peraltadas ( 0.14 tn/m
Corte BB (S.H) 0.44 tn/m
Corte CC (muros c 0.70 tn/m
Escalera (1 tramo) 1.6 tn/m
P. Albañ(tn/m3)=1.8
Alfeizar h L t γ Peso
A entre 1 y 2 0.95 1.2 0.13 1.8 0.26676 0.40884
A entre 2 y 3 0.95 3 0.13 1.8 0.6669 1.0221 X1
A entre 3 y 6 0.95 0.13 1.8 0 0 X2
D entre 1 y 2 0.95 1.07 0.13 1.8 0.237861 0.364549 X3
D entre 2 y 3 0.95 2.63 0.13 1.8 0.584649 0.896041 X4
1 entre B y C 1.85 1.25 0.13 1.8 0.541125 0.554625 X5
Peso Alfeizar= 2.30 3.246155 X6
Peso de alfeizer en toda la edificacion X7
N° Pisos= 2 X8
Peso = 4.59 tn
6.49231 tn X9
X10
CARGA PROVENIENTE DE LA LOSA EN PISO TIPICO
según autoCAD según la hoja
A.T. CAD LOSA ACAB 25% S/C P.LOSA A.T. Losa Acab. 25% S/C
3.65 0.20 0.37 0.18 0.75 2.90 0.84 0.29 0.15
3.36 0.19 0.34 0.17 0.69 2.77 0.80 0.28 0.14
3.78 0.21 0.38 0.19 0.78 1.65 0.48 0.17 0.08
3.31 0.19 0.33 0.17 0.68 5.34 1.54 0.53 0.27
4.39 0.25 0.44 0.22 0.90 1.81 0.52 0.18 0.09
1.00 0.06 0.10 0.05 0.21 7.02 2.02 0.70 0.35
1.19 0.07 0.12 0.06 0.25 5.54 1.60 0.55 0.28
según autoCAD según la hoja
A.T. CAD LOSA ACAB 25% S/C P.LOSA A.T. Losa Acab. 25% S/C
5.89 0.33 0.59 0.29 1.21 2.25 0.65 0.23 0.11
0.90 0.05 0.09 0.05 0.19 3.56 1.03 0.36 0.18
2.92 0.16 0.29 0.15 0.60 7.76 2.23 0.78 0.39
3.70 0.21 0.37 0.19 0.76 6.83 1.97 0.68 0.34
2.91 0.16 0.29 0.15 0.60 1.64 0.47 0.16 0.08
9.35 0.52 0.94 0.47 1.93 5.14 1.48 0.51 0.26
9.81 0.55 0.98 0.49 2.02 3.26 0.94 0.33 0.16
8.69 0.49 0.87 0.43 1.79 3.61 1.04 0.36 0.18
8.11 0.45 0.81 0.41 1.67 3.26 0.94 0.33 0.16
1.21 0.07 0.12 0.06 0.25 3.61 1.04 0.36 0.18
2.28 0.13 0.23 0.11 0.47 3.26 0.94 0.33 0.16
5.00 0.28 0.50 0.25 1.03 3.61 1.04 0.36 0.18
5.11 1.47 0.51 0.26 2.24 3.26 0.94 0.33 0.16
3.83 1.10 0.38 0.19 1.68 3.61 1.04 0.36 0.18
0.00 0.00 0.00 0.00 0.00 3.26 0.94 0.33 0.16
4.96 1.43 0.50 0.25 2.17 3.61 1.04 0.36 0.18
2.60 0.75 0.26 0.13 1.14 3.61 1.04 0.36 0.18
3.61 1.04 0.36 0.18 1.58 3.61 1.04 0.36 0.18
h (m) AreaMuro t (m) A.muro L (m) h (m) AreaMuro
2.25 4.55 0.13 0.26 Y1 5.00 2.25 11.25
2.25 2.97 0.13 0.17 Y2 2.05 2.25 4.61
2.25 6.51 0.13 0.38 Y3 3.65 2.25 8.21
2.25 4.56 0.13 0.26 Y4 2.65 2.25 5.96
2.25 13.24 0.13 0.76 Y5 2.15 2.25 4.84
2.25 6.52 0.13 0.38 Y6 2.93 2.25 6.59
2.25 6.64 0.13 0.38 Y7 5.00 2.25 11.25
2.25 0.00 0.13 0.00 Y8 7.30 2.25 16.43
2.25 0.00 0.13 0.00
2.25 0.00 0.13 0.00
según la hoja CRITERIO 1: CONSIDERANDO (S/C) A CADA ELEMENTOP.Losa (tn) Muro Col (tn) Acab (tn) 25% S/C P.Col (tn) p.Muro Acab (tn) P.Muro (tn)
1.27 X1 0.27 0.0045 0.108 0.38 0.08 0.4545 0.54
1.21 X2 0.27 0.0045 0.108 0.38 0.05 0.297 0.35
0.72 X3 0.27 0.0045 0.108 0.38 0.12 0.651375 0.77
2.34 X4 0.27 0.0026 0.108 0.38 0.08 0.455625 0.54
0.79 X5 0.27 0.0045 0.108 0.38 0.12 1.3239 1.44
3.07 X6 0.27 0.0045 0.108 0.38 0.12 0.6525 0.77
2.43 X7 0.27 0.0045 0.108 0.38 0.12 0.66375 0.78
Muro Col (tn) Acab (tn) P.Col (tn) p.Muro Acab (tn) P.Muro (tn)
Y1 0.27 0.0045 0.108 0.38 0.20 0.075 0.28
Y2 0.27 0.0045 0.108 0.38 0.08 0.03075 0.11
Y3 0.27 0.0045 0.108 0.38 0.15 0.05475 0.20
según la hoja Y4 0.27 0.0026 0.108 0.38 0.11 0.03975 0.15
P.Losa (tn) Y5 0.27 0.0045 0.108 0.38 0.09 0.03225 0.12
0.99 Y6 0.27 0.0045 0.108 0.38 0.12 0.04395 0.16
1.56 Y7 0.27 0.0045 0.108 0.38 0.20 0.075 0.28
3.40 Y8 0.27 0.0045 0.108 0.38 0.15 0.05475 0.20
2.99 Y9 0.27 0.0045 0.108 0.38 0.07 0.0252 0.09
0.72 Y10 0.27 0.0045 0.108 0.38 0.14 0.0534 0.20
2.25 Y11 0.27 0.0045 0.108 0.38 0.06 0.024 0.09
1.43 Y12 0.27 0.0045 0.108 0.38 0.07 0.02505 0.09
1.58 Y13 0.27 0.0045 0.108 0.38 0.20 0.075 0.28
1.43 Y14 0.27 0.0045 0.108 0.38 0.08 0.03075 0.11
1.58 Y15 0.27 0.0045 0.108 0.38 0.15 0.05475 0.20
1.43 Y16 0.27 0.0045 0.108 0.38 0.11 0.03975 0.15
1.58 Y17 0.27 0.0045 0.108 0.38 0.09 0.03225 0.12
1.43 Y18 0.27 0.0045 0.108 0.27 0.20 0.075 0.28
1.58
1.43
1.58
1.58
1.58
t (m) A.muro
0.13 0.65
0.13 0.27
0.13 0.47
0.13 0.34
0.13 0.28
0.13 0.38
0.13 0.65
0.13 0.95
CRITERIO 1: CONSIDERANDO (S/C) A CADA ELEMENTOL de viga (m) Vg.Sol ACAB 25% S/C P.Vg (tn) PD Muro Peso P.tip P.Acum 2pisos
2.90 0.42 0.006 0.003 0.43 2.10 X1 2.10 4.19
2.40 0.35 0.006 0.003 0.35 1.78 X2 1.78 3.56
2.90 0.42 0.006 0.003 1.93 X3 1.93 3.86
2.43 0.35 0.006 0.003 0.36 1.96 X4 1.96 3.92
3.66 0.53 0.006 0.003 0.54 3.27 X5 3.27 6.53
2.90 0.42 0.006 0.003 1.36 X6 1.36 2.72
2.95 0.42 0.006 0.003 0.43 1.84 X7 1.84 3.69
El muro más esforzado es X2 =
L de viga (m) Vg.Sol ACAB 25% S/C P.Vg (tn) PD Muro Peso P.tip P.Acum
5.00 0.72 0.006 0.003 0.73 2.60 Y1 2.60 5.20
2.05 0.30 0.006 0.003 0.30 0.99 Y2 0.99 1.97
3.65 0.53 0.006 0.003 0.53 1.72 Y3 1.72 3.44
2.65 0.38 0.006 0.003 0.39 1.68 Y4 1.68 3.36
0.00 0.00 0.006 0.003 0.01 1.11 Y5 1.11 2.22
4.00 0.58 0.006 0.003 0.59 3.06 Y6 3.06 6.11
6.03 0.87 0.006 0.003 0.88 3.56 Y7 3.56 7.12
4.68 0.67 0.006 0.003 0.68 3.06 Y8 3.06 6.12
3.73 0.54 0.006 0.003 0.55 2.69 Y9 2.69 5.39
4.63 0.67 0.006 0.003 0.68 1.51 Y10 1.51 3.01
0.00 0.00 0.006 0.003 0.01 0.95 Y11 0.95 1.90
0.00 0.00 0.006 0.003 0.01 1.51 Y12 1.51 3.03
5.00 0.72 0.006 0.003 0.73 3.63 Y13 3.63 7.25
2.05 0.30 0.006 0.003 0.30 2.48 Y14 2.48 4.96
3.65 0.53 0.006 0.003 0.53 1.12 Y15 1.12 2.24
2.65 0.38 0.006 0.003 0.39 3.09 Y16 3.09 6.19
2.15 0.31 0.006 0.003 0.32 1.96 Y17 1.96 3.92
5.15 0.74 0.006 0.003 0.75 2.88 Y18 2.88 5.77
PESO DEL PISO TIPICO
Muros "X" = 53.83 tn
PESO TOTAL DEL EDIFICIO
P= 107.66 tn
σ kg/cm2 Fa (kg/cm2) 0.15*f'm Xi (m) Yi (m)
1.38 10.05 9.75 1.13 5.08
1.80 10.05 9.75 0.8 7.130
0.89 10.05 9.75 1.53 10.780
1.29 10.05 9.75 1.16 15.580
1.48 10.05 9.75 2.32 19.130
0.62 10.05 9.75 1.5 20.730
0.83 10.05 9.75 2.93 20.730
1.80 14.17
σ kg/cm2 Fa (tn/m2) 0.15*f'm Xi (m) Yi (m)
0.69 10.05 9.75 0.075 2.54
0.64 10.05 9.75 0.075 6.1
0.63 10.05 9.75 0.075 8.95
0.85 10.05 9.75 0.075 12.1
0.69 10.05 9.75 0.075 14.5
1.39 10.05 9.75 0.075 19.24
0.95 10.05 9.75 2.98 2.54
1.12 10.05 9.75 2.98 8.95
2.14 10.05 9.75 2.98 11.61
0.56 10.05 9.75 2.98 17.35
0.79 10.05 9.75 2.32 19.96
1.21 10.05 9.75 4.57 19.86
0.97 10.05 9.75 5.93 2.54
1.61 10.05 9.75 5.93 6.1
0.41 10.05 9.75 5.93 8.95
1.56 10.05 9.75 5.93 12.1
1.22 10.05 9.75 5.93 14.5
0.77 10.05 9.75 5.93 18.15
9.37
ANALISIS SISMICOParámetros Sismicos
Z = 0.3
U = 1
S = 1
N = 4
C = 2.5
R = 6
Calculo del
C = 2.5
tp= 0.4
T= 0.0833
V = 0.13
P = 107.66
V = 13.46
Distribucion en altura del corte Basal:
Piso Peso (tn) Hi (m)
2 53.8 5
1 53.8 2.5
La posición de la cortante Basal será:
Y cg = 14.17 m
X cg = 3 m (por simetria en este sentido)
Para comprobar el valor de Ycg se calcula de la siguiente manera:
Ycgi Fi
14.17 9.0
14.17 4.5
14.17 #REF!
14.17 0.0
para el analisis sísmico, se consideró en la evaluacion del momento de Inercia de los muros, el
crterio de la sección trasnformada (transformando el concreto de las columnas en albañileria),
y se agregó el 25% de la longitud del muro transversal
Se asumió como Módulo de elasticidad de la albañileria 500 f'm = 32,000 kg/cm2 y como Módulo
de Corte G = 0.4 E , mientras que para el concreto se tomó Ec = 200,000 kg/cm2
Se efectuaron 2 tipos de análisis: un computacional y un analisis manual
ANALISIS SISMICO COMPUTACIONAL (ETABS)
Zona 1
Vivienda
(Roca= 1) Tp=0.4
4 pisos TABLE: Centers of Mass and Rigidity
Coef. Amplif. Sismica Story Mass X Mass Y XCM
Coef. Reduccion kgf-s²/cm kgf-s²/cm m
PISO 4 D1 103.84 103.84 9.58
PISO 3 D1 138.64 138.64 9.58
12.000 PISO 2 D1 138.64 138.64 9.58
hn= 5 PISO 1 D1 139.05 139.05 9.58
El peso total es menor según ETABS al calculo manual expresado anteriormente
P Para hallar el coeficiente de reducción de la cortante Basal (V=0.16xP)se debe confirmar el valor de C
tn para lo cual ETABS nos muestra la siguiente tabla
tn TABLE: Modal Participating Mass Ratios
Case Mode Period UX UY
Distribucion en altura del corte Basal: seccond
Peso. Hi % Fi (tn) Vi (tn) Modal 1 0.16 0.8054 8E-06
269 66.67% 9.0 8.97 Modal 2 0.128 1.56E-06 0.8308
135 33.33% 4.5 13.46 Modal 3 0.125 0.0074 0.0005404 13.46 Modal 4 0.08 0 0
Modal 5 0.08 0 0.0016
Modal 6 0.08 0 9E-06
Modal 7 0.08 0 0.001
Modal 8 0.078 0 0
m (por simetria en este sentido) Modal 9 0.078 0 0.0004
Modal 10 0.055 0.0009 0
Para comprobar el valor de Ycg se calcula de la siguiente manera: Modal 11 0.055 0 0
Fi.Ycgi Fi.Ycgi/Basal Modal 12 0.05 0.1427 5E-07
127.09 9.4438095238
63.54 4.7219047619 C = 2.5
#REF! #REF! tp= 0.3
0.00 0 R = 6 Simo moderado
Ycg= #REF! m C/R = 0.417
para el analisis sísmico, se consideró en la evaluacion del momento de Inercia de los muros, el
crterio de la sección trasnformada (transformando el concreto de las columnas en albañileria),
y se agregó el 25% de la longitud del muro transversal Confirmación del Coeficiente Basal=
Se asumió como Módulo de elasticidad de la albañileria 500 f'm = 32,000 kg/cm2 y como Módulo ZUCN/R= 0.167 Se Aproxima al coeficiente manual
de Corte G = 0.4 E , mientras que para el concreto se tomó Ec = 200,000 kg/cm2 Basal (V)= 86.69
TABLE: Auto Seismic - User Coefficients
Se efectuaron 2 tipos de análisis: un computacional y un analisis manual Type Direction
Sismo X+e Seismic X + Ecc. Y 5 No
Sismo X-e Seismic X - Ecc. Y 5 No
Sismo Y+e Seismic Y + Ecc. X 5 No
Sismo Y-e Seismic Y - Ecc. X 5 No
Considerando 3 grados de libertad por piso (traslacion en 2 direcciones y una rotación torsional), Para el modelaje de los ejes se supone un sistema de barras deformables por flexión, corte y fuerza axial. Adicionalmente, se contempla el aporte de la losa del techo sobre la flexión en las vigas de borde, agregando a cada lado de la viga un ancho efectivo igual a 4 veces el espesor de la losa. ETABS nos muestra una tabla de Centros de masa y Rigideces donde se puede apreciar el peso acumulado del edificio:
Diaphragm
Load Pattern
Eccentricity%
Ecc. Overrid
den
ANALISIS ESTATICO Luego de nombrar "Piers" a cada muro según direccion, ETABS te muestra la siguiente tabla
TABLE: Pier Forces
Story Pier Load Case/ComboLocation
PISO 1 X1 Sismo X+e Bottom
PISO 1 X2 Sismo X+e Bottom
YCM Cumulative XCumulative YXCCM YCCM PISO 1 X3 Sismo X+e Bottom
m kgf-s²/cm kgf-s²/cm m m PISO 1 X4 Sismo X+e Bottom
4.322 103.84 103.84 9.581 4.322 PISO 1 X5 Sismo X+e Bottom
4.32 242.48 242.48 9.578 4.321 PISO 1 X6 Sismo X+e Bottom
4.32 381.11 381.11 9.577 4.32 PISO 1 X7 Sismo X+e Bottom
4.323 520.16 520.16 9.576 4.321 PISO 1 X8 Sismo X+e Bottom
El peso total es menor según ETABS al calculo manual expresado anteriormente PISO 1 X9 Sismo X+e Bottom
Para hallar el coeficiente de reducción de la cortante Basal (V=0.16xP)se debe confirmar el valor de C PISO 1 X10 Sismo X+e Bottom
TABLE: Pier Forces
Sum UX Sum UY RX RY RZ Sum RX Sum RY Sum RZ Story Pier Location
0.8054 7.568E-06 5.23E-06 0.2823 0.0078 0.000005234 0.2823 0.0078 PISO 1 X1 Sismo X-e Bottom
0.8054 0.8308 0.2624 0 0.0006 0.2624 0.2823 0.0083 PISO 1 X2 Sismo X-e Bottom
0.8128 0.8313 0.0002 0.0027 0.8266 0.2626 0.285 0.835 PISO 1 X3 Sismo X-e Bottom
0.8128 0.8313 0 0 0.0024 0.2626 0.285 0.8373 PISO 1 X4 Sismo X-e Bottom
0.8128 0.8329 0.0063 0 0 0.2689 0.285 0.8373 PISO 1 X5 Sismo X-e Bottom
0.8128 0.8329 3.77E-05 0 0.0015 0.2689 0.285 0.8389 PISO 1 X6 Sismo X-e Bottom
0.8128 0.8339 0.0039 0 0.00001475 0.2728 0.285 0.8389 PISO 1 X7 Sismo X-e Bottom
0.8128 0.8339 0 0 0.0004 0.2728 0.285 0.8392 PISO 1 X8 Sismo X-e Bottom
0.8128 0.8343 0.0016 0 0 0.2745 0.285 0.8392 PISO 1 X9 Sismo X-e Bottom
0.8137 0.8343 0 0.0036 0.0002 0.2745 0.2886 0.8394 PISO 1 X10 Sismo X-e Bottom
0.8137 0.8343 0 0 0 0.2745 0.2886 0.8394
0.9564 0.8343 1.48E-05 0.578 0.0018 0.2745 0.8666 0.8413 TABLE: Pier Forces
Story Pier Load Case/ComboLocation
Z = 0.4
U = 1 PISO 1 Y1 Sismo Y+e Bottom
Simo moderado S = 1 PISO 1 Y2 Sismo Y+e Bottom
C = 2.5 PISO 1 Y3 Sismo Y+e Bottom
R = 6 PISO 1 Y4 Sismo Y+e Bottom
PISO 1 Y5 Sismo Y+e Bottom
PISO 1 Y6 Sismo Y+e Bottom
Se Aproxima al coeficiente manual PISO 1 Y7 Sismo Y+e Bottom
PISO 1 Y8 Sismo Y+e Bottom
C K Weight Used Base Shear
kgf kgf TABLE: Pier Forces
PISO 4 BASE 0.16 1 519,945.66 83,191.31 Story Pier Load Case/ComboLocation
PISO 4 BASE 0.16 1 519,945.66 83,191.31
PISO 4 BASE 0.16 1 519,945.66 83,191.31 PISO 1 Y1 Sismo Y-e Bottom
PISO 4 BASE 0.16 1 519,945.66 83,191.31 PISO 1 Y2 Sismo Y-e Bottom
PISO 1 Y3 Sismo Y-e Bottom
Considerando 3 grados de libertad por piso (traslacion en 2 direcciones y una rotación torsional), Para el modelaje de los ejes se supone un sistema de barras deformables por flexión, corte y fuerza axial. Adicionalmente, se contempla el aporte de la losa del techo sobre la flexión en las vigas de borde, agregando a cada lado de la viga un ancho efectivo igual a 4 veces el espesor de la losa. ETABS nos muestra una tabla de Centros de masa y Rigideces donde se puede apreciar el peso acumulado del edificio:
Load Case/Combo
Top Story
Bottom Story
PISO 1 Y4 Sismo Y-e Bottom
PISO 1 Y5 Sismo Y-e Bottom
PISO 1 Y6 Sismo Y-e Bottom
PISO 1 Y7 Sismo Y-e Bottom
PISO 1 Y8 Sismo Y-e Bottom
Luego de nombrar "Piers" a cada muro según direccion, ETABS te muestra la siguiente tabla ANALISIS SISMICO COMPUTACIONAL (ANALISIS DINÁMICO
T (seg) C C/R ZUCS/R
P V2 V3 T M2 M3 0.0 2.5000 0.4167 0.1667
kgf kgf kgf kgf-m kgf-m kgf-m 0.2 2.5000 0.4167 0.1667
-21.2 5,104.30 0.77 -18.57 0.87 4362.16 0.4 1.8703 0.3117 0.1247
-22.68 2,682.56 0.27 7.83 0.19 -5649.47 0.6 1.2479 0.2080 0.0832
-21.89 2,935.00 0.28 -11.66 0.2 30067.28 0.8 0.9363 0.1561 0.0624
37.02 12,942.61 1.1 -21.25 1.37 -44867.2 1.0 0.7493 0.1249 0.0500
-140.95 7,752.17 -1.4 5.94 -1.69 19183.33 1.4 0.5353 0.0892 0.0357
13.96 9,315.95 0.82 17.25 1.01 62281.04 1.8 0.4164 0.0694 0.0278
-33.32 12,977.00 1.08 47.25 1.35 -54721.8 2.2 0.3408 0.0568 0.0227
-40.34 6,269.84 0.63 -5.05 0.77 23273.37 2.6 0.2884 0.0481 0.0192
136.34 12,214.70 1.19 23.57 1.44 -4983.24 3.0 0.2499 0.0417 0.0167
26.45 2,796.75 0.28 21.98 0.2 23544.14 3.5 0.2142 0.0357 0.0143
74,990.88 4.0 0.1875 0.0312 0.0125
4.5 0.1666 0.0278 0.0111
P V2 V3 T M2 M3 5.0 0.1500 0.0250 0.0100
kgf kgf kgf kgf-m kgf-m kgf-m 6.0 0.1250 0.0208 0.0083
-20.91 5,442.54 0.82 -10.56 0.93 4153.06 7.0 0.1071 0.0179 0.0071
-21.85 2,993.75 0.28 26.13 0.21 -11064.8 8.0 0.0937 0.0156 0.0062
-21.24 2,940.87 0.29 46.71 0.21 19595.92 9.0 0.0833 0.0139 0.0056
47.41 13,037.92 1.2 222.84 1.51 -26225.1 10.0 0.0750 0.0125 0.0050
-137.79 7,742.74 -1.27 11.9 -1.58 19285.7
12.99 9,335.34 0.87 47.72 1.09 64468.84 Las columnas T(seg) y ZUCS/R se inserta al ETABS para crear la funcion "Spectrum Response"
-44.33 13,155.98 1.17 288.65 1.48 -73940.6
-42.43 5,925.56 0.65 -2.01 0.81 22116.44
80 11,532.62 1.3 167.19 1.58 3951.36
24.88 2,805.08 0.29 81.82 0.21 34076.66
74,912.40
P V2 V3 T M2 M3
kgf kgf kgf kgf-m kgf-m kgf-m
5543.91 10,870.70 -17.29 21585.25 2166.03 30336.47
-6014.2 14,023.33 10.25 27949.23 -6003.6 43850.29
8590.55 16,644.53 -21.94 11114.24 9508.88 55233.32
712.3 10,546.31 11.42 6840.39 -3163.39 26190.08
2783.64 2,065.90 -2.87 254.25 -455.44 3325.45
1487.18 8,680.65 -5.57 1183.42 -42.23 20013.95
15151.9 7,447.76 5.6 545.95 -62.68 20756.01
-7262.63 8,958.32 10.42 -25.63 12.98 14664.67
79,237.50
P V2 V3 T M2 M3
kgf kgf kgf kgf-m kgf-m kgf-m
5519.86 10,860.01 13.54 -20750.27 64.54 30331.14
-5982.08 14,010.67 -13.47 -26940.07 5702.17 43844.82
8606.89 16,634.34 17.94 -10821.59 -10685.69 55193.03
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.00.0000
0.0200
0.0400
0.0600
0.0800
0.1000
0.1200
0.1400
0.1600
0.1800
ESPECTRO RESPUESTA
833.29 10,552.09 -13.67 -7246.13 -2259.79 26117.07
2782.8 2,064.36 2.23 -239.69 477.99 3323.41
1485.86 8,673.94 3.2 -1140.09 67.87 20003.36
15127.66 7,377.70 24.88 35.96 10.31 20727.22
-7261.52 9,009.65 -4.67 -46.38 -9.45 14684.56
79,182.76
ANALISIS DINÁMICO ANALISIS SISMICO MANUAL
Los muros se comportan como elementos en voladizo, interconectados por bielas axialmente rigidas usadas
como elementos que compatibilizan el desplazamiento lateral
La rigidez latereal de cada muro (ki) se calcula suponiendo que los muros del primer entrepiso actuan en voladizo
(h=2.47m)
Em= 32,500 kg/cm2 G= 13,000
Cálculo de la rigidez lateral de muros dirección "X"
Muro L t Xi (m) Yi (m) Em.t
X1 202 13 1.13 5.08 422,500
X2 132 13 0.8 7.130 422,500
X3 290 13 1.53 10.780 422,500
X4 203 13 1.16 15.580 422,500
X5 294 13 2.32 19.130 422,500
X6 290 13 1.5 20.730 422,500
X7 295 13 2.93 20.730 422,500
Y1 500 13 0.075 2.540 16,250,000
Y2 205 13 0.075 6.100 6,662,500
Y3 365 13 0.075 8.950 11,862,500
Y4 265 13 0.075 12.100 8,612,500
Y5 215 13 0.075 14.500 6,987,500
Y6 293 13 0.075 19.240 9,522,500
Y7 500 13 2.980 2.540 16,250,000
Y8 365 13 2.980 8.950 11,862,500
Las columnas T(seg) y ZUCS/R se inserta al ETABS para crear la funcion "Spectrum Response" Y9 168 13 2.980 11.610 5,460,000
Y10 356 13 2.980 17.350 11,570,000
Y11 160 13 2.320 19.960 5,200,000
Y12 167 13 4.570 19.860 5,427,500
Y13 500 13 5.930 2.540 16,250,000
Y14 205 13 5.930 6.100 6,662,500
Y15 365 13 5.930 8.950 11,862,500
Y16 265 13 5.930 12.100 8,612,500
Y17 215 13 5.930 14.500 6,987,500
Y18 500 13 5.930 18.150 16,250,000
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.00.0000
0.0200
0.0400
0.0600
0.0800
0.1000
0.1200
0.1400
0.1600
0.1800
ESPECTRO RESPUESTA
Calcula la Rigidez torsional (RT):
Los muros se comportan como elementos en voladizo, interconectados por bielas axialmente rigidas usadas
como elementos que compatibilizan el desplazamiento lateral
La rigidez latereal de cada muro (ki) se calcula suponiendo que los muros del primer entrepiso actuan en voladizo
kg/cm2 h(libre)= 270.00 cm Em= 32500 kg/cm2 G=
Cálculo de la rigidez lateral de muros dirección "Y"
3(h/L) 4(h/L)^3 Σ Kx Kx/Em Ki.Yi Muro L t Xi (m) Yi (m)
4.0099 9.5521 13.5620 31,153.31 0.009586 158,258.79 X1 13 202 1.13 5.08
6.1364 34.2318 40.3681 10,466.17 0.003220 74,623.82 X2 13 132 0.8 7.130
2.7979 3.2449 6.0429 69,917.23 0.021513 753,707.77 X3 13 290 1.53 10.780
4.0000 9.4815 13.4815 31,339.29 0.009643 488,266.07 X4 13 203 1.16 15.580
2.7532 3.0919 5.8451 72,282.60 0.022241 1,382,766.08 X5 13 294 2.32 19.130
2.7931 3.2282 6.0213 70,167.80 0.021590 1,454,578.57 X6 13 290 1.5 20.730
2.7458 3.0668 5.8126 72,687.41 0.022365 1,506,809.95 X7 13 295 2.93 20.730
62.3077 35836.1 35898.4 452.67 0.000139 1,149.77 Y1 13 500 0.075 2.540
62.3077 35836.1 35898.4 185.59 0.000057 1,132.12 Y2 14 205 0.075 6.100
62.3077 35836.1 35898.4 330.45 0.000102 2,957.49 Y3 15 365 0.075 8.950
62.3077 35836.1 35898.4 239.91 0.000074 2,902.95 Y4 16 265 0.075 12.100
62.3077 35836.1 35898.4 194.65 0.000060 2,822.37 Y5 17 215 0.075 14.500
62.3077 35836.1 35898.4 265.26 0.000082 5,103.64 Y6 18 293 0.075 19.240
62.3077 35836.1 35898.4 452.67 0.000139 1,149.77 Y7 19 500 2.980 2.540
62.3077 35836.1 35898.4 330.45 0.000102 2,957.49 Y8 20 365 2.980 8.950
62.3077 35836.1 35898.4 152.10 0.000047 1,765.83 Y9 21 168 2.980 11.610
62.3077 35836.1 35898.4 322.30 0.000099 5,591.87 Y10 22 356 2.980 17.350
62.3077 35836.1 35898.4 144.85 0.000045 2,891.27 Y11 23 160 2.320 19.960
62.3077 35836.1 35898.4 151.19 0.000047 3,002.64 ###Y12 24 167 4.570 19.860
62.3077 35836.1 35898.4 452.67 0.000139 1,149.77 Y13 25 500 5.930 2.540
62.3077 35836.1 35898.4 185.59 0.000057 1,132.12 Y14 26 205 5.930 6.100
62.3077 35836.1 35898.4 330.45 0.000102 2,957.49 Y15 27 365 5.930 8.950
62.3077 35836.1 35898.4 239.91 0.000074 2,902.95 Y16 28 265 5.930 12.100
62.3077 35836.1 35898.4 194.65 0.000060 2,822.37 Y17 29 215 5.930 14.500
62.3077 35836.1 35898.4 452.67 0.000139 8,215.88 Y18 30 500 5.930 18.150
Σ= 363,091.81 0.11172
13,000 kg/cm2 h(libre)= 270 PRIMER PISO
Cálculo de la rigidez lateral de muros dirección "Y" V= 13.46
Em.t 3(h/t) 4(h/L)^3 Σ Ky/Em Ky Ki.Yi Muro Kxi (kg/cm)
6,565,000 62.3077 35,836.14 35,898.45 0.000056 1.8288 9.2902 X1 31,153.31
4,290,000 62.3077 35,836.14 35,898.45 0.000037 1.1950 8.5206 X2 10,466.17
9,408,750 62.3077 35,836.14 35,898.45 0.000081 2.6209 28.2537 X3 69,917.23
6,581,250 62.3077 35,836.14 35,898.45 0.000056 1.8333 28.5628 X4 31,339.29
9,561,500 62.3077 35,836.14 35,898.45 0.000082 2.6635 50.9525 X5 72,282.60
9,425,000 62.3077 35,836.14 35,898.45 0.000081 2.6255 54.4258 X6 70,167.80
9,587,500 62.3077 35,836.14 35,898.45 0.000082 2.6707 55.3642 X7 72,687.41
16,250,000 1.6200 0.6299 2.2499 0.057781 1877.8980 183456 Y1 452.67
6,662,500 3.9512 9.1388 13.0900 0.010695 347.5928 31047 Y2 185.59
11,862,500 2.2192 1.6191 3.8383 0.039080 1270.1020 276607 Y3 330.45
8,612,500 3.0566 4.2307 7.2873 0.021956 713.5684 143004 Y4 239.91
6,987,500 3.7674 7.9220 11.6895 0.014543 472.6480 86675 Y5 194.65
9,522,500 2.7645 3.1300 5.8945 0.030537 992.4448 310818 Y6 265.26
16,250,000 1.6200 0.6299 2.2499 0.084450 2744.6201 183456 Y7 452.67
11,862,500 2.2192 1.6191 3.8383 0.052107 1693.4693 276607 Y8 330.45
5,460,000 4.8214 16.6044 21.4258 0.009801 318.5406 29586 Y9 152.10
11,570,000 2.2753 1.7450 4.0203 0.054722 1778.4723 499314 Y10 322.30
5,200,000 5.0625 19.2217 24.2842 0.009471 307.8136 42741 Y11 144.85
5,427,500 4.8503 16.9045 21.7548 0.011032 358.5419 49548 Y12 151.19
16,250,000 1.6200 0.6299 2.2499 0.111118 3611.3422 183456 Y13 452.67
6,662,500 3.9512 9.1388 13.0900 0.019862 645.5294 31047 Y14 185.59
11,862,500 2.2192 1.6191 3.8383 0.070344 2286.1836 276607 Y15 330.45
8,612,500 3.0566 4.2307 7.2873 0.038423 1248.7448 143004 Y16 239.91
6,987,500 3.7674 7.9220 11.6895 0.024809 806.2818 86675 Y17 194.65
16,250,000 1.6200 0.6299 2.2499 0.133342 4333.6107 1310917 Y18 452.67
Σ= 0.794549 ### TOTALES 363,091.81
PRIMER PISO SEGUNDO PISO PRIMER PISO
tn Cte Directo V= 8.97 tn Cte Directo V=Vmi x (kg) Muro Kxi (kg/cm) Vmi x (kg) Muro
8.58% 1.15 X1 31,153.31 8.58% 0.77 X1
2.88% 0.39 X2 10,466.17 2.88% 0.26 X2
19.26% 2.59 X3 69,917.23 19.26% 1.73 X3
8.63% 1.16 X4 31,339.29 8.63% 0.77 X4
19.91% 2.68 X5 72,282.60 19.91% 1.79 X5
19.33% 2.60 X6 70,167.80 19.33% 1.73 X6
20.02% 2.69 X7 72,687.41 20.02% 1.80 X7
0.12% 0.02 Y1 452.67 0.12% 0.01 Y1
0.05% 0.01 Y2 185.59 0.05% 0.00 Y2
0.09% 0.01 Y3 330.45 0.09% 0.01 Y3
0.07% 0.01 Y4 239.91 0.07% 0.01 Y4
0.05% 0.01 Y5 194.65 0.05% 0.00 Y5
0.07% 0.01 Y6 265.26 0.07% 0.01 Y6
0.12% 0.02 Y7 452.67 0.12% 0.01 Y7
0.09% 0.01 Y8 330.45 0.09% 0.01 Y8
0.04% 0.01 Y9 152.10 0.04% 0.00 Y9
0.09% 0.01 Y10 322.30 0.09% 0.01 Y10
0.04% 0.01 Y11 144.85 0.04% 0.00 Y11
0.04% 0.01 Y12 151.19 0.04% 0.00 Y12
0.12% 0.02 Y13 452.67 0.12% 0.01 Y13
0.05% 0.01 Y14 185.59 0.05% 0.00 Y14
0.09% 0.01 Y15 330.45 0.09% 0.01 Y15
0.07% 0.01 Y16 239.91 0.07% 0.01 Y16
0.05% 0.01 Y17 194.65 0.05% 0.00 Y17
0.12% 0.02 Y18 452.67 0.12% 0.01 Y18
100.00% 13.46 TOTALES 363,091.81 100.00% 8.97 TOTALES
Kxi/Σkxi (%) Kxi/Σkxi (%)
PRIMER PISO SEGUNDO PISO
13.46 tn Cte Directo V= 8.97 tn Cte Directo
Kyi (kg/cm) Vmi y (kg) Muro Kyi (kg/cm) Vmi y (kg)
1.83 0.01% 0.00 X1 1.83 0.02% 0.00
1.20 0.00% 0.00 X2 1.20 0.01% 0.00
2.62 0.01% 0.00 X3 2.62 0.03% 0.00
1.83 0.01% 0.00 X4 1.83 0.02% 0.00
2.66 0.01% 0.00 X5 2.66 0.03% 0.00
2.63 0.01% 0.00 X6 2.63 0.03% 0.00
2.67 0.01% 0.00 X7 2.67 0.03% 0.00
1,877.90 7.27% 0.98 Y1 1,877.90 18.54% 1.66
347.59 1.35% 0.18 Y2 347.59 3.43% 0.31
1,270.10 4.92% 0.66 Y3 1,270.10 12.54% 1.13
713.57 2.76% 0.37 Y4 713.57 7.05% 0.63
472.65 1.83% 0.25 Y5 472.65 4.67% 0.42
992.44 3.84% 0.52 Y6 992.44 9.80% 0.88
2,744.62 10.63% 1.43 Y7 2,744.62 27.10% 2.43
1,693.47 6.56% 0.88 Y8 1,693.47 16.72% 1.50
318.54 1.23% 0.17 Y9 318.54 3.15% 0.28
1,778.47 6.89% 0.93 Y10 1,778.47 17.56% 1.58
307.81 1.19% 0.16 Y11 307.81 3.04% 0.27
358.54 1.39% 0.19 Y12 358.54 3.54% 0.32
3,611.34 13.99% 1.88 Y13 3,611.34 35.66% 3.20
645.53 2.50% 0.34 Y14 645.53 6.37% 0.57
2,286.18 8.85% 1.19 Y15 2,286.18 22.57% 2.03
1,248.74 4.84% 0.65 Y16 1,248.74 12.33% 1.11
806.28 3.12% 0.42 Y17 806.28 7.96% 0.71
4,333.61 16.78% 2.26 Y18 4,333.61 42.79% 3.84
25,822.84 100.00% 13.46 TOTALES 10,127.78 100.00% 8.97
Kyi/Σkyi (%) Kyi/Σkyi (%)
CORRECCION POR TORSION
Cálculo del centro de Rigidez
Muro Kix Kiy Kx/Em Ky/Em x y Kiy.XiX1 31,153.31 1.83 0.009586 0.000056 1.13 5.08 2.07
X2 10,466.17 1.20 0.003220 0.000037 0.80 7.13 0.96
X3 69,917.23 2.62 0.021513 0.000081 1.53 10.78 4.01
X4 31,339.29 1.83 0.009643 0.000056 1.16 15.58 2.13
X5 72,282.60 2.66 0.022241 0.000082 2.32 19.13 6.18
X6 70,167.80 2.63 0.021590 0.000081 1.50 20.73 3.94
X7 72,687.41 2.67 0.022365 0.000082 2.93 20.73 7.83
Y1 452.67 1,877.90 0.000139 0.057781 0.08 2.54 140.84
Y2 185.59 347.59 0.000057 0.010695 0.08 6.10 26.07
Y3 330.45 1,270.10 0.000102 0.039080 0.08 8.95 95.26
Y4 239.91 713.57 0.000074 0.021956 0.08 12.10 53.52
Y5 194.65 472.65 0.000060 0.014543 0.08 14.50 35.45
Y6 265.26 992.44 0.000082 0.030537 0.08 19.24 74.43
Y7 452.67 2,744.62 0.000139 0.084450 2.98 2.54 8178.97
Y8 330.45 1,693.47 0.000102 0.052107 2.98 8.95 5046.54
Y9 152.10 318.54 0.000047 0.009801 2.98 11.61 949.25
Y10 322.30 1,778.47 0.000099 0.054722 2.98 17.35 5299.85
Y11 144.85 307.81 0.000045 0.009471 2.32 19.96 714.13
Y12 151.19 358.54 0.000047 0.011032 4.57 19.86 1638.54
Y13 452.67 3,611.34 0.000139 0.111118 5.93 2.54 21415.26
Y14 185.59 645.53 0.000057 0.019862 5.93 6.10 3827.99
Y15 330.45 2,286.18 0.000102 0.070344 5.93 8.95 13557.07
Y16 239.91 1,248.74 0.000074 0.038423 5.93 12.10 7405.06
Y17 194.65 806.28 0.000060 0.024809 5.93 14.50 4781.25
Y18 452.67 4,333.61 0.000139 0.133342 5.93 18.15 25698.31
TOTALES 363,091.81 25,822.84 0.11 0.79 66.21 98,964.88
Xcr= 3.83 mYcr= 16.17 m
Cálculo del Centro de Masa (CM)
Kix.Yi y.Kx/Em x.Ky/Em Muro L h t158258.79 0.0487 0.00006 X1 202 245 13 1.8074623.82 0.0230 0.00003 X2 132 245 13 1.80
753707.77 0.2319 0.00012 X3 290 245 13 1.80488266.07 0.1502 0.00007 X4 203 245 13 1.80
1382766.08 0.4255 0.00019 X5 294 245 13 1.801454578.57 0.4476 0.00012 X6 290 245 13 1.801506809.95 0.4636 0.00024 X7 295 245 13 1.80
1149.77 0.0004 0.00433 Y1 500 245 13 1.801132.12 0.0003 0.00080 Y2 205 245 13 1.802957.49 0.0009 0.00293 Y3 365 245 13 1.802902.95 0.0009 0.00165 Y4 265 245 13 1.802822.37 0.0009 0.00109 Y5 215 245 13 1.805103.64 0.0016 0.00229 Y6 293 245 13 1.801149.77 0.0004 0.25166 Y7 500 245 13 1.802957.49 0.0009 0.15528 Y8 365 245 13 1.801765.83 0.0005 0.02921 Y9 168 245 13 1.805591.87 0.0017 0.16307 Y10 356 245 13 1.802891.27 0.0009 0.02197 Y11 160 245 13 1.803002.64 0.0009 0.05042 Y12 167 245 13 1.801149.77 0.0004 0.65893 Y13 500 245 13 1.801132.12 0.0003 0.11778 Y14 205 245 13 1.802957.49 0.0009 0.41714 Y15 365 245 13 1.802902.95 0.0009 0.22785 Y16 265 245 13 1.802822.37 0.0009 0.14712 Y17 215 245 13 1.808215.88 0.0025 0.79072 Y18 500 245 13 1.80
5,871,618.85 1.81 3.05
Xcm= 2.81 mYcm= 11.50 m
γm
Calculo de Momento Polar de inercia - Piso Típico (1,2,3,4)
Peso x y Px Py Muro y barra
1,158,066 1.13 5.08 1,308,615 5,882,975 X1 -11.091
756,756 0.80 7.13 605,405 5,395,670 X2 -9.041
1,659,704 1.53 10.78 2,539,346 17,891,604 X3 -5.391
1,160,933 1.16 15.58 1,346,682 18,087,328 X4 -0.591
1,686,649 2.32 19.13 3,913,025 32,265,588 X5 2.959
1,662,570 1.50 20.73 2,493,855 34,465,076 X6 4.559
1,691,235 2.93 20.73 4,955,319 35,059,302 X7 4.559
2,866,500 0.08 2.54 214,988 7,280,910 Y1 -13.631
1,175,265 0.08 6.10 88,145 7,169,116 Y2 -10.071
2,092,545 0.08 8.95 156,941 18,728,278 Y3 -7.221
1,519,245 0.08 12.10 113,943 18,382,865 Y4 -4.071
1,232,595 0.08 14.50 92,445 17,872,628 Y5 -1.671
1,679,769 0.08 19.24 125,983 32,318,756 Y6 3.069
2,866,500 2.98 2.54 8,542,170 7,280,910 Y7 -13.631
2,092,545 2.98 8.95 6,235,784 18,728,278 Y8 -7.221
963,144 2.98 11.61 2,870,169 11,182,102 Y9 -4.561
2,040,948 2.98 17.35 6,082,025 35,410,448 Y10 1.179
917,280 2.32 19.96 2,128,090 18,308,909 Y11 3.789
957,411 4.57 19.86 4,375,368 19,014,182 Y12 3.689
2,866,500 5.93 2.54 16,998,345 7,280,910 Y13 -13.631
1,175,265 5.93 6.10 6,969,321 7,169,116 Y14 -10.071
2,092,545 5.93 8.95 12,408,792 18,728,278 Y15 -7.221
1,519,245 5.93 12.10 9,009,123 18,382,865 Y16 -4.071
1,232,595 5.93 14.50 7,309,288 17,872,628 Y17 -1.671
2,866,500 5.93 18.15 16,998,345 52,026,975 Y18 1.979
41,932,309 117,881,510.29 482,185,694.72
Calculo de Momento Polar de inercia - Piso Típico (1,2,3,4) PRIMER PISO
y barra^2 R x barra x barra^2 R J Descripcion
123.0140 1.1792 -15.041 226.2368 0.0127 1.1919 Vx (3)=
81.7427 0.2632 -15.371 236.2728 0.0087 0.2719 Vy (3)=
29.0647 0.6253 -14.641 214.3638 0.0173 0.6426 Fx (3)=
0.3495 0.0034 -15.011 225.3352 0.0127 0.0161 Fx (4)=
8.7547 0.1947 -13.851 191.8549 0.0157 0.2104 Fy (3)=
20.7829 0.4487 -14.671 215.2432 0.0174 0.4661 Fy (4)=
20.7829 0.4648 -13.241 175.3285 0.0144 0.4792 Xcm
185.8088 0.0259 -16.096 259.0866 14.9704 14.9963 Ycm
101.4284 0.0058 -16.096 259.0866 2.7710 2.7768 Xcr
52.1453 0.0053 -16.096 259.0866 10.1251 10.1304 Ycr
16.5744 0.0012 -16.096 259.0866 5.6885 5.6897 dx
2.7928 0.0002 -16.096 259.0866 3.7679 3.7681 dy
9.4177 0.0008 -16.096 259.0866 7.9117 7.9124 J (2)=
185.8088 0.0259 -13.191 174.0069 14.6949 14.7207 PESO NIVEL
52.1453 0.0053 -13.191 174.0069 9.0669 9.0722 Cx
20.8043 0.0010 -13.191 174.0069 1.7055 1.7065 Cy
1.3896 0.0001 -13.191 174.0069 9.5220 9.5222 Tx
14.3552 0.0006 -13.851 191.8549 1.8171 1.8177 Ty
13.6075 0.0006 -11.601 134.5871 1.4848 1.4854 ex
185.8088 0.0259 -10.241 104.8815 11.6542 11.6801 ey
101.4284 0.0058 -10.241 104.8815 2.0832 2.0890 eaccx
52.1453 0.0053 -10.241 104.8815 7.3778 7.3831 eaccy
16.5744 0.0012 -10.241 104.8815 4.0299 4.0311 Mtx1
2.7928 0.0002 -10.241 104.8815 2.6020 2.6021 Mtx2
3.9158 0.0005 -10.241 104.8815 13.9851 13.9856 Mty1
128.6478 Mty2
PRIMER PISO
PRIMER PISO SEGUNDO PISO Direccion X Direccion Y
Valores Descripcion Valores Muro ∆V1x ∆V2x ∆V1y
13,457.36 Vx (4)= 8,971.57 X1 -87.928 -15.990 -0.158
13,457.36 Vy (4)= 8,971.57 X2 -24.080 -4.379 -0.106
4,485.79 Fx (4)= 8,971.57 X3 -95.921 -17.444 -0.221
8,971.57 Fy (4)= 8,971.57 X4 -4.715 -0.857 -0.158
4,485.79 Xcm 2.81 X5 54.425 9.897 -0.212
8,971.57 Ycm 11.50 X6 81.402 14.803 -0.222
2.81 Xcr 3.83 X7 84.325 15.335 -0.203
11.50 Ycr 16.17 Y1 -1.570 -0.286 -173.927
3.83 dx 7.66 Y2 -0.476 -0.086 -32.193
16.17 dy 32.34 Y3 -0.607 -0.110 -117.634
7.66 J (2)= 128.6478 Y4 -0.249 -0.045 -66.089
32.34 PESO NIVEL 53829.433 Y5 -0.083 -0.015 -43.776
128.6478 Cx 2.5 Y6 0.207 0.038 -91.918
0.00 Cy 2.5 Y7 -1.570 -0.286 -208.323
2.5 Tx 0.08 Y8 -0.607 -0.110 -128.538
2.5 Ty 0.08 Y9 -0.177 -0.032 -24.178
0.08 ex -1.02 Y10 0.097 0.018 -134.990
0.08 ey -4.67 Y11 0.140 0.025 -24.533
-1.02 eaccx 0.766 Y12 0.142 0.026 -23.934
-4.67 eaccy 3.234 Y13 -1.570 -0.286 -212.809
0.766 Mtx1 70,931.56 Y14 -0.476 -0.086 -38.040
3.234 Mtx2 12,899.24 Y15 -0.607 -0.110 -134.720
106,397.34 Mty1 16,038.59 Y16 -0.249 -0.045 -73.586
19,348.85 Mty2 2,285.33 Y17 -0.083 -0.015 -47.513
24,057.89 Y18 0.228 0.041 -255.371
3,428.00
Calculo de los incrementos Cortantes por torsion (∆)
Calculo de Cortantes de diseño en la direccion "X"
PRIMER PISO SEGUNDO PISO
Direccion Y Direccion X Direccion Y PRIMER PISO
∆V2y ∆V1x ∆V2x ∆V1y ∆V2y Muro Vtras ∆Vx (asum)
-0.023 -58.619 -10.660 -0.106 -0.015 X1 1.15 -15.99
-0.015 -16.053 -2.919 -0.070 -0.010 X2 0.39 -4.38
-0.031 -63.947 -11.629 -0.147 -0.021 X3 2.59 -17.44
-0.023 -3.143 -0.572 -0.106 -0.015 X4 1.16 -0.86
-0.030 36.283 6.598 -0.142 -0.020 X5 2.68 54.43
-0.032 54.268 9.869 -0.148 -0.021 X6 2.60 81.40
-0.029 56.217 10.223 -0.136 -0.019 X7 2.69 84.33
-24.783 -1.047 -0.190 -115.951 -16.522 Y1 0.02 -0.29
-4.587 -0.317 -0.058 -21.462 -3.058 Y2 0.01 -0.09
-16.762 -0.405 -0.074 -78.423 -11.174 Y3 0.01 -0.11
-9.417 -0.166 -0.030 -44.059 -6.278 Y4 0.01 -0.05
-6.238 -0.055 -0.010 -29.184 -4.158 Y5 0.01 -0.02
-13.097 0.138 0.025 -61.279 -8.732 Y6 0.01 0.21
-29.684 -1.047 -0.190 -138.882 -19.789 Y7 0.02 -0.29
-18.315 -0.405 -0.074 -85.692 -12.210 Y8 0.01 -0.11
-3.445 -0.118 -0.021 -16.119 -2.297 Y9 0.01 -0.03
-19.235 0.064 0.012 -89.993 -12.823 Y10 0.01 0.10
-3.496 0.093 0.017 -16.355 -2.330 Y11 0.01 0.14
-3.410 0.095 0.017 -15.956 -2.274 Y12 0.01 0.14
-30.323 -1.047 -0.190 -141.873 -20.215 Y13 0.02 -0.29
-5.420 -0.317 -0.058 -25.360 -3.614 Y14 0.01 -0.09
-19.196 -0.405 -0.074 -89.813 -12.797 Y15 0.01 -0.11
-10.485 -0.166 -0.030 -49.057 -6.990 Y16 0.01 -0.05
-6.770 -0.055 -0.010 -31.675 -4.513 Y17 0.01 -0.02
-36.388 0.152 0.028 -170.247 -24.258 Y18 0.02 0.00
Calculo de Cortantes de diseño en la direccion "X" Calculo de Cortantes de diseño en la direccion "Y"
PRIMER PISO SEGUNDO PISO PRIMER PISO
Vx diseño % Absorc Muro Vtras ∆Vx (asum) Vx diseño % Absorc Muro
-14.84 -7.65% X1 0.77 -10.66 -9.89 -7.65% X1
-3.99 -2.06% X2 0.26 -2.92 -2.66 -2.06% X2
-14.85 -7.66% X3 1.73 -11.63 -9.90 -7.66% X3
0.30 0.16% X4 0.77 -0.57 0.20 0.16% X4
57.10 29.43% X5 1.79 36.28 38.07 29.43% X5
84.00 43.30% X6 1.73 54.27 56.00 43.30% X6
87.02 44.85% X7 1.80 56.22 58.01 44.85% X7
-0.27 -0.14% Y1 0.01 -0.19 -0.18 -0.14% Y1
-0.08 -0.04% Y2 0.00 -0.06 -0.05 -0.04% Y2
-0.10 -0.05% Y3 0.01 -0.07 -0.07 -0.05% Y3
-0.04 -0.02% Y4 0.01 -0.03 -0.02 -0.02% Y4
-0.01 0.00% Y5 0.00 -0.01 -0.01 0.00% Y5
0.22 0.11% Y6 0.01 0.14 0.14 0.11% Y6
-0.27 -0.14% Y7 0.01 -0.19 -0.18 -0.14% Y7
-0.10 -0.05% Y8 0.01 -0.07 -0.07 -0.05% Y8
-0.03 -0.01% Y9 0.00 -0.02 -0.02 -0.01% Y9
0.11 0.06% Y10 0.01 0.06 0.07 0.06% Y10
0.15 0.07% Y11 0.00 0.09 0.10 0.07% Y11
0.15 0.08% Y12 0.00 0.09 0.10 0.08% Y12
-0.27 -0.14% Y13 0.01 -0.19 -0.18 -0.14% Y13
-0.08 -0.04% Y14 0.00 -0.06 -0.05 -0.04% Y14
-0.10 -0.05% Y15 0.01 -0.07 -0.07 -0.05% Y15
-0.04 -0.02% Y16 0.01 -0.03 -0.02 -0.02% Y16
-0.01 0.00% Y17 0.00 -0.01 -0.01 0.00% Y17
0.02 0.01% Y18 0.01 0.00 0.01 0.01% Y18
194.01 100.00% 129.34 100.00%
Calculo de Cortantes de diseño en la direccion "Y"
PRIMER PISO SEGUNDO PISO
Vtras ∆Vx (asum) Vx diseño % Abs Muro Vtras ∆Vx (asum) Vx diseño % Abs
0.00 -0.02 -0.02 0.01% X1 0.00 -0.02 -0.01 0.01%
0.00 -0.02 -0.01 0.01% X2 0.00 -0.01 -0.01 0.01%
0.00 -0.03 -0.03 0.01% X3 0.00 -0.02 -0.02 0.01%
0.00 -0.02 -0.02 0.01% X4 0.00 -0.02 -0.01 0.01%
0.00 -0.03 -0.03 0.01% X5 0.00 -0.02 -0.02 0.01%
0.00 -0.03 -0.03 0.01% X6 0.00 -0.02 -0.02 0.01%
0.00 -0.03 -0.03 0.01% X7 0.00 -0.02 -0.02 0.01%
0.98 -24.78 -23.80 11.26% Y1 1.66 -16.52 -14.86 11.70%
0.18 -4.59 -4.41 2.08% Y2 0.31 -3.06 -2.75 2.17%
0.66 -16.76 -16.10 7.62% Y3 1.13 -11.17 -10.05 7.91%
0.37 -9.42 -9.05 4.28% Y4 0.63 -6.28 -5.65 4.44%
0.25 -6.24 -5.99 2.83% Y5 0.42 -4.16 -3.74 2.94%
0.52 -13.10 -12.58 5.95% Y6 0.88 -8.73 -7.85 6.18%
1.43 -29.68 -28.25 13.37% Y7 2.43 -19.79 -17.36 13.67%
0.88 -18.32 -17.43 8.25% Y8 1.50 -12.21 -10.71 8.43%
0.17 -3.45 -3.28 1.55% Y9 0.28 -2.30 -2.01 1.59%
0.93 -19.23 -18.31 8.66% Y10 1.58 -12.82 -11.25 8.85%
0.16 -3.50 -3.34 1.58% Y11 0.27 -2.33 -2.06 1.62%
0.19 -3.41 -3.22 1.52% Y12 0.32 -2.27 -1.96 1.54%
1.88 -30.32 -28.44 13.45% Y13 3.20 -20.22 -17.02 13.40%
0.34 -5.42 -5.08 2.40% Y14 0.57 -3.61 -3.04 2.39%
1.19 -19.20 -18.00 8.52% Y15 2.03 -12.80 -10.77 8.48%
0.65 -10.49 -9.83 4.65% Y16 1.11 -6.99 -5.88 4.63%
0.42 -6.77 -6.35 3.00% Y17 0.71 -4.51 -3.80 2.99%
2.26 0.00 2.26 -1.07% Y18 3.84 0.00 3.84 -3.02%
-211.39 100.00% -127.02 100.00%
CARACTERISTICAS DEL MURO "X4"
H libre= 2.45 m f'm= 64 kg/cm2
H piso 2.57 m f'c= 210 kg/cm2
N° Pisos= 4 fy= 4200 kg/cm2RESUMEN DE LAS CORTANTES EN LOS MUROS Dxx= 19.15 m fs= 2100 kg/cm2
Dyy= 8.65 m
NIVELES L= 2.95 m Area sec= 3,835.00 cm2
Muro 1° 2° t= 0.13 m Inercia= 27,811,740 cm4
X1 -14.84 -9.89 P= 18.32 tn V= 7.08 tn
X2 -3.99 -2.66 Pm= 21.52 tn M= 27.91 tn.m
X3 -14.85 -9.90 Pd= 17.25 tn
X4 0.30 0.20 Ps= 7.39 tn
X5 57.10 38.07 Columna
X6 84.00 56.00 b= 0.4 m
X7 87.02 58.01 h= 0.13 m
Y1 -0.27 -0.18 Área (col)= 0.052 m2
Y2 -0.08 -0.05
Y3 -0.10 -0.07
Y4 -0.04 -0.02
Y5 -5.99 -3.74
Y6 -12.58 -7.85
Y7 -28.25 -17.36
Y8 -17.43 -10.71
Y9 -211.39 -127.02
Y10 0.11 0.07
Y11 0.15 0.10
Y12 0.15 0.10
Y13 -0.27 -0.18
Y14 -5.08 -3.04
Y15 -18.00 -10.77
Y16 -9.83 -5.88
Y17 -6.35 -3.80
Y18 194.01 129.34
73.49 68.76
DISEÑO X COMPRESION AXIAL (fa<Fa)
el esfuerzo admisible esta dado por=
Fa= 9.08 kg/cm2 90.753532182
el esfuerzo axial maximo (solicitacion de servicio) es=
fa= 5.61 kg/cm2
condicion Si cumple
DISEÑO X CORTE
el esfuerzo admisible para mortero sin cal es:
fd= 4.50 kg/cm2
Va= 2.01 kg/cm2
El esfuerzo cortante actuante es:
v= 1.85 kg/cm2
Condicion: Si cumple φ AREA
el area de la columna esta dada por: 1/4 0.32
Ac= 439.71 cm2 3/8 0.71
t= 13 cm 1/2 1.27
b= 33.82 cm 5/8 1.98
b(asumir)= 40 cm 3/4 2.85
El area del refuerzo vertical es: 1 5.07
h= 2.57 m 1 1/8 6.45
As (vert)= 2.06 cm2 1 1/4 8.19
f'c= 175 kg/cm2 1 3/8 10.06
As min= 2.167 cm2
Siendo que As(vert)min es MAYOR que As(v), USAR: As(v)min
As (usar)= 2.167 kg/cm2
- El area del refuerzo horizontal (solera) es:
As (horz)= 2.36 cm2
Combinacion: 4 φ 3/8" para la losa de techo
- Los estribos de confinamiento a emplearse en los extremos de las columnas, en una distancia de 2.5d o 50cm (la mayor),
estarán espaciados a:
d= 37 cm
Usando 1/4" 0.64 cm2
S= 10.0 cm
1@5cm; 9@ 10 cm Rto@25cm
Se colocará en cada extremo estribos de Ø 1/4"
- Los estribos de confinamiento a emplearse en los extremos de las columnas, en una distancia de 2.5d o 50cm (la mayor),
1.41.150.251.131.120.251.78
10.05
0.30.15
0.150.3
0.051
1.770.251.131.120.251.15
1.4