Predimensionamiento de Vigas
Vx Vy1
Ln = 6.00 m Ln = 5.00 mh = 0.60 m h = 0.50 m CM =b = 0.40 ≈ 0.40 m b = 0.30 m
Vy2CM= 0.58
Ln = 6.00 mh = 0.50 m CM =b = 0.35 m
Predimensionamiento de Losa Aligerada
Ln = 6.00 mh = 0.24 m ≈ 0.25 mpeso = 0.35 T/m2
Predimensionamiento de Columnas
C1
Vx = 0.60 x 0.40 mVy1 = 0.50 x 0.30 m
Metrado de Cargas:
Carga Muerta: Las longitudes (L) consideradas son las que conforman el área tributaria de la columna.
Vx: Vy: Losa:h= 0.60 m h= 0.50 m Lx= 6.00 mb= 0.40 m b= 0.30 m Ly= 5.00 mL= 6.00 m L= 5.00 m peso= 0.35 T/m2γconc= 2.40 T/m3 γconc= 2.40 T/m3Total= 3.456 T Total= 1.8 T Total= 10.5 T
Tabiquería: P.T:Lx= 6.00 m Lx= 6.00 mLy= 5.00 m Ly= 5.00 mpeso= 0.10 T/m2 peso= 0.20 T/m2Total= 3 T Total= 6 T
Carga Viva:
Peso Vivienda= 0.10 T/m2Lx= 6.00 mLy= 5.00 mTotal= 3 T
Carga Última
Pun= 39.7584 T
Sección de la columna C1 (crítica)= 0.50 x 0.50 m
Acol:#pisos= 4Pun= 159034 kgf'c= 210 kg/cm2Coef.= 0.45Total= 1682.9 cm2Dimen.= 41.0231 cm
C2
Vx = 0.60 x 0.40 mVy1 = 0.50 x 0.30 mVy2 = 0.50 x 0.35 m
Metrado de Cargas:
Carga Muerta: Las longitudes (L) consideradas son las que conforman el área tributaria de la columna.
Vx: Vy1: Vy2:h= 0.60 m h= 0.50 m h= 0.50 mb= 0.40 m b= 0.30 m b= 0.35 mL= 6.00 m L= 2.50 m L= 3.00 mγconc= 2.40 T/m3 γconc= 2.40 T/m3 γconc= 2.40 T/m3Total= 3.456 T Total= 0.9 T Total= 1.26 T
Tabiquería: P.T: Losa:Lx= 6.00 m Lx= 6.00 m Lx= 6.00 mLy= 5.50 m Ly= 5.50 m Ly= 5.50 mpeso= 0.10 T/m2 peso= 0.20 T/m2 peso= 0.35 T/m2Total= 3.3 T Total= 6.6 T Total= 11.55 T
Carga Viva:
Peso Vivienda= 0.10 T/m2Lx= 6.00 mLy= 5.50 mTotal= 3.3 T
Carga Última
Pun= 43.5024 T
Sección de la columna C2= 0 x 0 m
Acol:#pisos= 4Pun= 174010 kgf'c= 210 kg/cm2Coef.= 0.45Total= 1841.37 cm2Dimen.= 42.9112 cm
C3
Vx = 0.60 x 0.40 mVy2 = 0.50 x 0.35 m
Metrado de Cargas:
Carga Muerta: Las longitudes (L) consideradas son las que conforman el área tributaria de la columna.
Vx: Vy2: Losa:h= 0.60 m h= 0.50 m Lx= 6.00 mb= 0.40 m b= 0.35 m Ly= 3.00 mL= 6.00 m L= 3.00 m peso= 0.35 T/m2γconc= 2.40 T/m3 γconc= 2.40 T/m3Total= 3.456 T Total= 1.26 T Total= 6.3 T
Tabiquería: P.T:Lx= 6.00 m Lx= 6.00 mLy= 3.00 m Ly= 3.00 mpeso= 0.10 T/m2 peso= 0.20 T/m2Total= 1.8 T Total= 3.6 T
Carga Viva:
Peso Vivienda= 0.10 T/m2Lx= 6.00 mLy= 3.00 mTotal= 1.8 T
Carga Última
Pun= 26.0424 T
Sección de la columna C3= 0.00 x 0.00 m
Acol:#pisos= 4Pun= 104170 kgf'c= 210 kg/cm2Coef.= 0.35Total= 1417.27 cm2Dimen.= 37.6467 cm
C4
Vx = 0.60 x 0.40 mVy2 = 0.50 x 0.35 m
Metrado de Cargas:
Carga Muerta: Las longitudes (L) consideradas son las que conforman el área tributaria de la columna.
Vx: Vy2: Losa:h= 0.60 m h= 0.50 m Lx= 3.00 mb= 0.40 m b= 0.35 m Ly= 3.00 mL= 3.00 m L= 3.00 m peso= 0.35 T/m2γconc= 2.40 T/m3 γconc= 2.40 T/m3Total= 1.728 T Total= 1.26 T Total= 3.15 T
Tabiquería: P.T:Lx= 3.00 m Lx= 3.00 mLy= 3.00 m Ly= 3.00 mpeso= 0.10 T/m2 peso= 0.20 T/m2Total= 0.9 T Total= 1.8 T
Carga Viva:
Peso Vivienda= 0.10 T/m2Lx= 3.00 mLy= 3.00 mTotal= 0.9 T
Carga Última
Pun= 13.9032 T
Sección de la columna C4= 0.00 x 0.00 m
Acol:#pisos= 4Pun= 55612.8 kgf'c= 210 kg/cm2Coef.= 0.35Total= 756.637 cm2
Dimen.= 27.507 cm
Predimensionamiento de Columnas
Z1 Z2
Qs= 3.50 kg/cm2 Qs= 3.50 kg/cm2P= 174937 kg P= 191410.56 kgAzap= 49982 cm2 Azap= 54688.731 cm2L= 2.23567 m L= 2.3385622 m
2.3 2.4 2.4
Z3 Z4
Qs= 3.50 kg/cm2 Qs= 3.50 kg/cm2P= 114587 kg P= 61174.08 kgAzap= 32739 cm2 Azap= 17478.309 cm2L= 1.80939 m L= 1.3220555 m
1.9 2 1.4 1.5P=Carga última sobre la columna Qs=Capacidad portante del suelo (asumida respecto a las características del proyecto)
0.36 Ton/m
0.42 Ton/m
Las longitudes (L) consideradas son las que conforman el área tributaria de la columna.
1 AL 3 4AREA1 0.5 0.25AREA2 1.0 0.50AREA3 1.1 0.55AREA4 0.6 0.30
Las longitudes (L) consideradas son las que conforman el área tributaria de la columna.
altura de piso a techo 3.3 mprofundidad de desplante 1 mpeso losa (e=25cm) 0.35 ton/m2 0.25L1 5 m 5.16 3L2 6 mL3 6 mS/C = 0.25
y
0.50
0.30
Metrado de cargas
Piso 2Losa aligerada 106.84 T CM Losa aligerada 106.84Viga X 39.40 T Viga X 39.40Viga Y 24.19 T Viga Y 24.19Columna 29.28 T Columna 29.28Placa x 4 0.00 T Placa x 4 0.00Placa y 4 0.00 T Placa y 4 0.00
Techo 29.77 T CV Vivienda 59.53
229.47 T Total 259.24
Piso 1Losa aligerada 106.84 T CM Losa aligerada 106.84Viga X 39.40 T Viga X 39.40Viga Y 24.19 T Viga Y 24.19Columna 29.28 T Columna 38.88Placa x 4 0.00 T Placa x 4 0.00
xPlaca piso 2-4
0 0
6ancho
0.2 m
T yT Placa piso 2-4TT 0 0TT
5ancho
0.2 m
T
T
TT 3.2832T 2.016T 2.43T 0
CÁLCULO DE CENTRO DE GRAVEDAD
PRIMER PISOPara el X-X Para el Y-Y
W C.G WViga X1 3.28 3 9.85
9
Viga X1 3.28Viga X2 3.28 9 29.55 Viga X2 3.28Viga X3 3.28 15 49.25 Viga X3 3.28Viga X4 3.28 3 9.85 Viga X4 3.28Viga X5 3.28 9 29.55 Viga X5 3.28Viga X6 3.28 15 49.25 Viga X6 3.28Viga X7 3.28 3 9.85 Viga X7 3.28Viga X8 3.28 9 29.55 Viga X8 3.28Viga X9 3.28 15 49.25 Viga X9 3.28Viga X10 3.28 3 9.85 Viga X10 3.28Viga X11 3.28 9 29.55 Viga X11 3.28Viga X12 3.28 15 49.25 Viga X12 3.28Viga Y1-1 2.02 0 0.00 Viga Y1-1 2.02Viga Y1-2 2.02 6 12.10 Viga Y1-2 2.02Viga Y1-3 2.02 12 24.19 Viga Y1-3 2.02Viga Y1-4 2.02 18 36.29 Viga Y1-4 2.02Viga Y1-5 2.02 0 0.00 Viga Y1-5 2.02Viga Y1-6 2.02 6 12.10 Viga Y1-6 2.02Viga Y1-7 2.02 12 24.19 Viga Y1-7 2.02Viga Y1-8 2.02 18 36.29 Viga Y1-8 2.02Viga Y2-1 2.02 0 0.00 Viga Y2-1 2.02Viga Y2-2 2.02 6 12.10 Viga Y2-2 2.02Viga Y2-3 2.02 12 24.19 Viga Y2-3 2.02Viga Y2-4 2.02 18 36.29 Viga Y2-4 2.02C1 2.43 0 0.00 C1 2.43C2 2.43 6 14.58 C2 2.43C3 2.43 12 29.16 C3 2.43C4 2.43 18 43.74 C4 2.43C5 2.43 0 0.00 C5 2.43C6 2.43 6 14.58 C6 2.43C7 2.43 12 29.16 C7 2.43C8 2.43 18 43.74 C8 2.43C9 2.43 0 0.00 C9 2.43C10 2.43 6 14.58 C10 2.43C11 2.43 12 29.16 C11 2.43C12 2.43 18 43.74 C12 2.43C13 2.43 0 0.00 C13 2.43C14 2.43 6 14.58 C14 2.43C15 2.43 12 29.16 C15 2.43C16 2.43 18 43.74 C16 2.43
102.47 922.23 102.47
X Y
C.G = 9 7.7
Para el Y-YC.G
0 0
7.7
0 00 05 16.4165 16.4165 16.416
10 32.83210 32.83210 32.83216 52.531216 52.531216 52.53122.5 5.042.5 5.042.5 5.042.5 5.047.5 15.127.5 15.127.5 15.127.5 15.1213 26.20813 26.20813 26.20813 26.2080 00 00 00 05 12.155 12.155 12.155 12.15
10 24.310 24.310 24.310 24.316 38.8816 38.8816 38.8816 38.88
792.1296
Descripción WC-1 0
C-2 0
Análisis sismo-estático
Edificio irregularAltura 13.2 m < 45 m
1) Periodo fundamental
T=hn/Ct altura edificio sin desplante hn 13.2 mCt 35
T 0.377 seg
2) Fuerza cortante en la base
V= ZUCS*P/R
R:Como es irregular
R 8 Ry 8para pórticos de concreto armado Rx 6
Z: zona sísmica
Lima Zona 3 Z 0.4
U: uso de la edificación
Tipo B U 1
S: tipo de suelo
Suelo rígido S 1periodo Tp 0.4 seg
C: Factor de ampliación sísmico
C=2.5*(Tp/T) C 2.652 < 2.5
T 0.377 C 2.5Tp 0.4
P: Carga sísmica
Metrado de cargas P 1016.79 ton
P1 268.84 TP1*H1= 887.17167 T*m
H1 3.3 m
P2 259.24 TP2*H2= 1710.98334 T*m
H2 6.6 m
P3 259.24 TP3*H3= 2566.47501 T*m
H3 9.9 m
P4 229.47 TP4*H4= 3029.05548 T*m
H4 13.2 m
Vy= 127.0992 SUMA= 8193.6855 T*mVx= 169.4656
F1y= 13.7616717 TF2y= 26.5405127 TF3y= 39.810769 TF4y= 46.9862467 T
F1x= 18.3488955 TF2x= 35.3873502 TF3x= 53.0810253 TF4x= 62.6483289 T
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 41.38 50.95 0.010 0.0122 70.41 93.73 0.009 0.0133 92.29 126.73 0.007 0.0104 104.82 146.36 0.004 0.006
Estático Sismo X+ Sismo Y+Periodo máximo (s) 0.7353 0.7353Xmax (mm) 41.38 -Ymax (mm) - 50,95Zmax (mm) - -Nmax (T) 20.72 19.08Vmax (T) 12.08 9.83Mmax (T) 28.86 25.06
Mt=Ppiso/gMr=(Mt*(a2+b2))/12g= 9.81 Tp 0.4
a2= 342.25 T Cb2= 272.25 0 2.50
0.4 2.50Ppiso 4: 0.5 2.00Ppiso4= 229.47 Tn 0.6 1.67Mt4= 23.39183486 Tn*s2/m 0.7 1.43Mr4= 1197.856877 Tn*s2*m 0.8 1.25
0.9 1.11Ppiso 3 y 2: 1 1.00Ppiso3y2= 259.24 Tn 2 0.50Mt3y2= 26.42608563 Tn*s2/m 3 0.33Mr3y2= 1353.235801 Tn*s2*m 4 0.25
5 0.20Ppiso 1: 6 0.17Ppiso1= 268.84 Tn 7 0.14Mt1= 27.4046789 Tn*s2/m 8 0.13Mr1= 1403.347932 Tn*s2*m
N de modo f T1 1.3599 0.73532 1.59 0.6293 1.9117 0.52314 4.4074 0.2275 5.0385 0.19856 6.1038 0.16387 8.251 0.12128 9.0392 0.1106
0 1 2 3 4 5 6 7 8 90
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
Modo vs. Periodo
TABLE: Modal Participating Mass RatiosOutputCase StepType StepNum Period UX UY UZ
Text Text Unitless Sec Unitless Unitless UnitlessMODAL Mode 1 0.735304 0.000569 0.877924 0MODAL Mode 2 0.628912 0.904633 0.001412 0MODAL Mode 3 0.523097 0.011123 0.016132 0MODAL Mode 4 0.226893 0.000064 0.081567 0MODAL Mode 5 0.198473 0.068559 0.000168 0MODAL Mode 6 0.163832 0.000774 0.001621 0MODAL Mode 7 0.121197 0.000029 0.017522 0MODAL Mode 8 0.110629 0.012168 0.000072 0
Numero de modos 3
AlabeoPiso 4
Modo 1 Modo 31 0.0011 1 -0.0001362 0.000862 2 0.00673 -0.00135 3 -0.00005194 -0.00138 4 -0.000693
No hay Alabeo No hay alabeo
Modo 2 Modo 41 0.00153 1 0.003782 -0.00163 2 0.002863 0.00158 3 -0.004524 -0.00143 4 -0.00471
No hay alabeo No hay alabeo
SumUX SumUY SumUZ RX RY RZ SumRXUnitless Unitless Unitless Unitless Unitless Unitless Unitless
0.000569 0.877924 0 0.966832 0.000609 0.063717 0.9668320.905201 0.879336 0 0.001568 0.965767 0.030054 0.96840.916324 0.895468 0 0.018168 0.0118 0.814564 0.9865680.916388 0.977035 0 0.012248 0.000019 0.005459 0.9988160.984947 0.977203 0 0.000026 0.020706 0.002265 0.998842
0.98572 0.978824 0 0.000274 0.000226 0.066732 0.9991170.98575 0.996346 0 0.000743 0.000001438 0.001192 0.999859
0.997917 0.996419 0 0.000003153 0.000619 0.000376 0.999862
SumRY SumRZUnitless Unitless
0.000609 0.0637170.966377 0.0937720.978177 0.9083350.978196 0.9137950.998903 0.916060.999128 0.982792
0.99913 0.9839840.999749 0.984359
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 24.07 24.77 0.006 0.0062 40.18 44.77 0.005 0.0063 51.67 59.58 0.003 0.0044 57.94 68.11 0.002 0.003
Sismo X+ Sismo Y+Periodo máximo (s) 0.7353 0.7353Xmax (mm) 57.94 -Ymax (mm) - 68.11Zmax (mm) - -Nmax (T) 11.8 9.05Vmax (T) 7.47 5.21Mmax (T) 17.66 13.2
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 15.06 16.96 0.004 0.0042 25.5 31.92 0.003 0.0053 33.19 44.08 0.002 0.0044 37.44 51.22 0.001 0.002
TH Sismo X+ Sismo Y+Periodo máximo (s) 0.7353 0.7353Xmax (mm) 37.44 -Ymax (mm) - 51.22Zmax (mm) - -Nmax (T) 38.4 23.7Vmax (T) 21.02 21.34Mmax (T) 49.86 53.96
TIPO CANTIDAD LARGOC1 ZAPATA CENTRAL 4 2.4C3 ZAPATA LATERAL 8 2C4 ZAPATA ESQUINADA 4 1.5
PESO SISMICO
PISO CM CV4321
PESO DEL EDIFICIO 1016793.60AREA DE CIMENTACION 640400
BARKANC0 2.600 KG/CM3
RO 1.588 KG/CM2
DELTA 1.000 M
RO0 0.200 KG/CM2
MuSUELO 0.350
D0 2.048 KG/CM3
LADO X LADO Y AREA
ZAPATA CENTRAL 2.400 2.400 5.76 4.800
ZAPATA LATERAL 2.000 2.000 4 4.000
ZAPATA ESQUINERA 1.500 1.500 2.25 3.000
DATOS -> COEFICIENTES DE RIGIDEZ
KX KY KZ Kphi88654.2814761458 88654.28148 112522.7419 87767.738661384369261.1574032389 69261.1574 87908.39209 48837.995604847947617.0457147267 47617.04571 60437.01956 19573.3529260055
MASAS -> COEFICIENTES DE RIGIDEZLADO X LADO Y LADO Z (ESPESOR) VOLÚMEN
PESO SISMICO
ANCHO ESPESOR TOTAL2.4 0.4 230400 CM22 0.4 320000 CM2
1.5 0.4 90000 CM2640400
KGCM2
CX CY CZ Cphi15.391 15.391 19.535 31.74517.315 17.315 21.977 36.62821.163 21.163 26.861 46.396
Masas InerciasPESO ESP. CONCRETO GRAVEDAD Mx; My; Mz Imx; Imy Imz
Platea de Espesor de 0.6 m
Dimensiones Platea:
a (en x) = 2000 cm
b (en y) = 1500 cm
Co = 2 kg/cm3
Pedif +Pplatea = 1615661.278 kg
Aplatea = 3000000 cm2
Nº platea = 1
r = 0.539 kg/cm2 Pedif
Acimentación
Coeficientes C
m = 0.3 Caracteristica Suelo de Fundacion
Do = 1.647
ro = 0.2 kg/cm2
Cx = 56760.81 kg/cm3
56760814.39 tn/m3
Cy = 56760814.39 tn/m3
Cz = 4.05 kg/cm3
4047.72 tn/m3
Cfix = 4.70 kg/cm3
4704.10 tn/m3
Cfiy = 4.92 kg/cm3
4922.90 tn/m3
MODELO DE BARKAN
00 .5,01
1CD
00 .
.
)(21
A
baCC z
00 .
.
)3(21
A
baCC
2.4 9.81 0.563669725 0.27807706422 0.2669539822.4 9.81 0.391437309 0.13569826707 0.0904655112.4 9.81 0.220183486 0.04422018349 0.016582569
Platea de Espesor de 0.6 m
Dimensiones Platea:
a (en x) = 2000 cm
b (en y) = 1500 cm
Co = 2 kg/cm3
Pedif +Pplatea = 1615661.278 kg
Aplatea = 3000000 cm2
Nº platea = 1
r = 0.539 kg/cm2 Pedif
Acimentación
Coeficientes C
m = 0.3 Caracteristica Suelo de Fundacion
Do = 1.647
ro = 0.2 kg/cm2
Cx = 56760.81 kg/cm3
56760814.39 tn/m3
Cy = 56760814.39 tn/m3
Cz = 4.05 kg/cm3
4047.72 tn/m3
Cfix = 4.70 kg/cm3
4704.10 tn/m3
Cfiy = 4.92 kg/cm3
4922.90 tn/m3
MODELO DE BARKAN
00 .5,01
1CD
00 .
.
)(21
A
baCC z
00 .
.
)3(21
A
baCC
Platea de Espesor de 0.6 m
Dimensiones Platea:
a (en x) = 2000 cm
b (en y) = 1500 cm
Co = 2 kg/cm3
Pedif +Pplatea = 1615661.278 kg
Aplatea = 3000000 cm2
Nº platea = 1
r = 0.539 kg/cm2 Pedif
Acimentación
Coeficientes C
m = 0.3 Caracteristica Suelo de Fundacion
Do = 1.647
ro = 0.2 kg/cm2
Cx = 56760.81 kg/cm3
56760814.39 tn/m3
Cy = 56760814.39 tn/m3
Cz = 4.05 kg/cm3
4047.72 tn/m3
Cfix = 4.70 kg/cm3
4704.10 tn/m3
Cfiy = 4.92 kg/cm3
4922.90 tn/m3
MODELO DE BARKAN
00 .5,01
1CD
00 .
.
)(21
A
baCC z
00 .
.
)3(21
A
baCC
TABLE: Modal Participating Mass RatiosOutputCase StepType StepNum Period UX UY UZ SumUX
Text Text Unitless Sec Unitless Unitless Unitless UnitlessMODAL Mode 1 1.132444 0.138382 0.575207 6.737E-10 0.138382MODAL Mode 2 0.910309 0.608989 0.223918 1.064E-08 0.747371MODAL Mode 3 0.676583 0.130566 0.062995 2.774E-11 0.877938MODAL Mode 4 0.288821 0.001295 0.063847 1.753E-08 0.879233MODAL Mode 5 0.256447 0.055324 0.006273 6.659E-08 0.934557MODAL Mode 6 0.187512 0.005969 0.005687 4.576E-11 0.940526MODAL Mode 7 0.131823 9.721E-07 0.004555 3.171E-10 0.940527MODAL Mode 8 0.1171 0.002685 0.000105 8.755E-10 0.943211
Modo 1 Modo 31 0.035 1 0.0472 0.019 2 0.0053 -0.002 3 0.00044 -0.021 4 -0.043
No hay Alabeo No hay alabeo
Modo 2 Modo 41 -0.006 1 -0.1422 -0.075 2 -0.0963 0.009 3 0.0034 -0.017 4 0.072
No hay alabeo No hay alabeo
Modo 51 -0.0622 0.2183 -0.00634 0.097
No hay alabeo
SumUY SumUZ RX RY RZ SumRX SumRY SumRZUnitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless0.575207 6.737E-10 0.604368 0.136251 0.315369 0.604368 0.136251 0.3153690.799125 1.131E-08 0.263675 0.648536 0.039641 0.868043 0.784787 0.355011
0.86212 1.134E-08 0.094704 0.16337 0.556215 0.962747 0.948156 0.9112250.925967 2.887E-08 0.016464 0.001999 0.002075 0.979211 0.950156 0.9133
0.93224 9.546E-08 0.000575 0.023898 0.000103 0.979786 0.974054 0.9134020.937928 9.551E-08 0.00009 0.000285 0.02228 0.979876 0.974339 0.9356820.942483 9.583E-08 0.000119 5.414E-08 0.000324 0.979995 0.974339 0.9360060.942588 9.67E-08 4.231E-06 0.000111 0.000058 0.98 0.97445 0.936064
N de modo T1 1.1324442 0.9103093 0.6765834 0.2888215 0.2564476 0.1875127 0.1318238 0.1171
0 1 2 3 4 5 6 7 8 90
0.2
0.4
0.6
0.8
1
1.2
Periodo vs Modo
Periodo vs Modo
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 32.22 39.29 0.007 0.0092 45.52 55.44 0.004 0.0053 56.53 68.81 0.003 0.0044 64.96 79.01 0.003 0.003
Sismo X+ Sismo Y+Periodo máximo (s)Xmax (mm) 64.96 -Ymax (mm) - 79.01Zmax (mm) - -Nmax (T) 23.67 13.36Vmax (T) 9.74 8.69Mmax (T) 21.84 20.22
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 22.72 14.06 0.005 0.0032 31.33 21.26 0.003 0.0023 37.99 26.67 0.002 0.0024 42.9 31.25 0.001 0.001
Sismo X+ Sismo Y+Periodo máximo (s)Xmax (mm) 42.9 -Ymax (mm) - 31.25Zmax (mm) - -Nmax (T) 67.82 51.86Vmax (T) 31.46 18.43Mmax (T) 70.51 43.23
vi
Kd 1073.07103Ke 1750beta 0.18n 1.39alfad 0.57
Area 0.1356815h 0.016G´ (w) 126.54
Cd 174.463891G"(w) 175.8T 0.735304
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 14.59 16.89 0.003 0.0042 24.77 31.74 0.003 0.0053 32.32 43.82 0.002 0.0044 36.53 50.97 0.001 0.002
Sismo X+ Sismo Y+Periodo máximo (s)Xmax (mm) 36.53 -Ymax (mm) - 50.97Zmax (mm) - -Nmax (T) 39.25 41.35Vmax (T) 20.04 20.33Mmax (T) 47.55 51.85
Mt=Ppiso/gMr=(Mt*(a2+b2))/12 Suelo flexibleg= 9.81 Tp 0.9
a2= 342.25 T Cb2= 272.25 0 2.50
0.4 2.50Ppiso 4: 0.5 2.50Ppiso4= 229.47 Tn 0.6 2.50Mt4= 23.3918349 Tn*s2/m 0.7 2.50Mr4= 530.702253 Tn*s2*m 0.8 2.50
0.9 2.50Ppiso 3 y 2: 1 2.25Ppiso3y2= 259.24 Tn 2 1.13Mt3y2= 26.4260856 Tn*s2/m 3 0.75Mr3y2= 599.541818 Tn*s2*m 4 0.56
5 0.45Ppiso 1: 6 0.38Ppiso1= 268.84 Tn 7 0.32Mt1= 27.4046789 Tn*s2/m 8 0.28Mr1= 621.743653 Tn*s2*m
TABLE: Modal Participating Mass RatiosOutputCase StepType StepNum Period UX UY UZ SumUX
Text Text Unitless Sec Unitless Unitless Unitless UnitlessMODAL Mode 1 0.754 0.00056 0.875046 0 0.00056MODAL Mode 2 0.648918 0.899558 0.001206 0 0.900118MODAL Mode 3 0.525174 0.008694 0.013364 0 0.908812MODAL Mode 4 0.229019 0.000075 0.087415 0 0.908887MODAL Mode 5 0.201286 0.076077 0.000175 0 0.984964MODAL Mode 6 0.164098 0.000747 0.001616 0 0.985711MODAL Mode 7 0.121221 0.000029 0.017482 0 0.985741MODAL Mode 8 0.110653 0.012124 0.000072 0 0.997865
Modo 1 Modo 31 0.007 1 -0.00042 0.0058 2 0.00373 -0.0081 3 -0.00044 -0.0084 4 -0.0039
Modo 2 Modo 41 0.0096 1 -0.01562 -0.0102 2 -0.01563 0.0099 3 0.01754 -0.009 4 0.0183
No hay alabeo No hay alabeo
SumUY SumUZ RX RY RZ SumRX SumRY SumRZUnitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless0.875046 0 0.972178 0.000607 0.058147 0.972178 0.000607 0.0581470.876252 0 0.001352 0.97231 0.026337 0.97353 0.972917 0.0844850.889615 0 0.015372 0.009346 0.823155 0.988902 0.982262 0.90764
0.97703 0 0.010059 0.000015 0.005281 0.998961 0.982277 0.9129210.977205 0 0.000021 0.0168 0.002234 0.998982 0.999078 0.9151550.978821 0 0.000214 0.000174 0.06764 0.999196 0.999252 0.9827950.996303 0 0.000691 1.263E-06 0.001185 0.999887 0.999253 0.983980.996375 0 2.932E-06 0.000557 0.000374 0.99989 0.99981 0.984354
N de modo T1 0.7542 0.6489183 0.5251744 0.2290195 0.2012866 0.1640987 0.1212218 0.110653
0 1 2 3 4 5 6 7 8 90
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
Periodo Platea suelo flexible
Periodo Platea suelo flex-ible
0 1 2 3 4 5 6 7 8 90
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
Periodo Platea suelo flexible
Periodo Platea suelo flex-ible
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 5.39 6.46 0.001 0.0022 9.18 11.87 0.001 0.0023 11.99 16.01 0.001 0.0014 13.65 18.51 0.001 0.001
Sismo X+ Sismo Y+Periodo máximo (s) 0.754 0.754Xmax (mm) 13.65 -Ymax (mm) - 18.51Zmax (mm) - -Nmax (T)Vmax (T)Mmax (T)
TIPO CANTIDAD xC1 ZAPATA CENTRAL 4 2.4C3 ZAPATA LATERAL 8 2C4 ZAPATA ESQUINADA 4 1.5
Platea Platea 1 18.5
PESO DEL EDIFICIO 1016793.60AREA DE CIMENTACION 3052500
BARKANC0 1.000 KG/CM3
RO 0.333 KG/CM2
DELTA 1.000 M
RO0 0.200 KG/CM2
MuSUELO 0.400
D0 0.750 KG/CM3
LADO X LADO Y AREA
PLATEA 18.500 16.500 305.25 35.000
DATOS -> COEFICIENTES DE RIGIDEZ
KX KY KZ Kphi363208.105755145 363208.1058 484277.4743 12919476.8663554
MASAS -> COEFICIENTES DE RIGIDEZLADO X LADO Y LADO Z (ESPESOR) VOLÚMEN
Platea 18.5 16.5 0.4 122.1
y ESPESOR TOTAL2.4 0.4 230400 CM22 0.4 320000 CM2
1.5 0.4 90000 CM2640400
16.5 0.4 m2305.25
KGCM2
CX CY CZ Cphi1.190 1.190 1.586 1.866
Masas InerciasPESO ESP. CONCRETO GRAVEDAD Mx; My; Mz Imx Imy Imz
2.4 9.81 29.87155963 678.109296636 19349.2836884 34724.8469
Platea de Espesor de 0.6 m
Dimensiones Platea:
a (en x) = 2000 cm
b (en y) = 1500 cm
Co = 2 kg/cm3
Pedif +Pplatea = 1615661.278 kg
Aplatea = 3000000 cm2
Nº platea = 1
r = 0.539 kg/cm2 Pedif
Acimentación
Coeficientes C
m = 0.3 Caracteristica Suelo de Fundacion
Do = 1.647
ro = 0.2 kg/cm2
Cx = 56760.81 kg/cm3
56760814.39 tn/m3
Cy = 56760814.39 tn/m3
Cz = 4.05 kg/cm3
4047.72 tn/m3
Cfix = 4.70 kg/cm3
4704.10 tn/m3
Cfiy = 4.92 kg/cm3
4922.90 tn/m3
MODELO DE BARKAN
00 .5,01
1CD
00 .
.
)(21
A
baCC z
00 .
.
)3(21
A
baCC
Platea de Espesor de 0.6 m
Dimensiones Platea:
a (en x) = 2000 cm
b (en y) = 1500 cm
Co = 2 kg/cm3
Pedif +Pplatea = 1615661.278 kg
Aplatea = 3000000 cm2
Nº platea = 1
r = 0.539 kg/cm2 Pedif
Acimentación
Coeficientes C
m = 0.3 Caracteristica Suelo de Fundacion
Do = 1.647
ro = 0.2 kg/cm2
Cx = 56760.81 kg/cm3
56760814.39 tn/m3
Cy = 56760814.39 tn/m3
Cz = 4.05 kg/cm3
4047.72 tn/m3
Cfix = 4.70 kg/cm3
4704.10 tn/m3
Cfiy = 4.92 kg/cm3
4922.90 tn/m3
MODELO DE BARKAN
00 .5,01
1CD
00 .
.
)(21
A
baCC z
00 .
.
)3(21
A
baCC
TABLE: Modal Participating Mass RatiosOutputCase StepType StepNum Period UX UY UZ SumUX
Text Text Unitless Sec Unitless Unitless Unitless UnitlessMODAL Mode 1 0.736233 0.000567 0.877807 0 0.000567MODAL Mode 2 0.630109 0.904417 0.001393 0 0.904984MODAL Mode 3 0.523156 0.010869 0.015967 0 0.915854MODAL Mode 4 0.227005 0.000064 0.081869 0 0.915918MODAL Mode 5 0.198656 0.069031 0.000168 0 0.984949MODAL Mode 6 0.163839 0.00077 0.00162 0 0.98572MODAL Mode 7 0.121198 0.000029 0.01752 0 0.985749MODAL Mode 8 0.110631 0.012165 0.000072 0 0.997914
Modo 1 Modo 31 0.035 1 0.0472 0.019 2 0.0053 -0.002 3 0.00044 -0.021 4 -0.043
No hay Alabeo No hay alabeo
Modo 2 Modo 41 -0.006 1 -0.1422 -0.075 2 -0.0963 0.009 3 0.0034 -0.017 4 0.072
No hay alabeo No hay alabeo
SumUY SumUZ RX RY RZ SumRX SumRY SumRZUnitless Unitless Unitless Unitless Unitless Unitless Unitless Unitless0.877807 0 0.967146 0.000608 0.063382 0.967146 0.000608 0.063382
0.8792 0 0.001547 0.966299 0.029677 0.968694 0.966907 0.093060.895167 0 0.018002 0.011544 0.815268 0.986696 0.978451 0.9083280.977035 0 0.012128 0.000019 0.005446 0.998824 0.97847 0.9137730.977204 0 0.000026 0.020446 0.002255 0.99885 0.998916 0.9160280.978824 0 0.000271 0.000221 0.066763 0.999121 0.999136 0.9827920.996344 0 0.00074 1.428E-06 0.001192 0.999861 0.999138 0.9839840.996417 0 3.142E-06 0.000615 0.000375 0.999864 0.999753 0.984359
N de modo T1 0.7362332 0.6301093 0.5231564 0.2270055 0.1986566 0.1638397 0.1211988 0.110631
Desplazamientos - Comun (mm)Piso Comb Sismo X+ Comb Sismo Y
0 0 01 5.26 6.31 0.001 0.0012 8.8 11.47 0.001 0.0023 11.34 15.29 0.001 0.0014 12.72 17.48 0.000 0.001
Sismo X+ Sismo Y+Periodo máximo (s) 0.754 0.754Xmax (mm) 12.72 -Ymax (mm) - 17.48Zmax (mm) - -Nmax (T) 25.72 23.11Vmax (T) 16.29 13.22Mmax (T) 38.57 33.55
Desplazamientos - Comun (mm) ESTATICOPiso Comb Sismo Comb Sismo Y
0 0 01 41.38 50.95 0.010 0.0122 70.41 93.73 0.009 0.0133 92.29 126.73 0.007 0.0104 104.82 146.36 0.004 0.006
Desplazamientos - Comun (mm) ESPECTRALPiso Comb Sismo Comb Sismo Y
0 0 01 24.07 24.77 0.006 0.0062 40.18 44.77 0.005 0.0063 51.67 59.58 0.003 0.0044 57.94 68.11 0.002 0.003
Desplazamientos - Comun (mm) THPiso Comb Sismo Comb Sismo Y
0 0 01 15.06 16.96 0.004 0.0042 25.5 31.92 0.003 0.0053 33.19 44.08 0.002 0.0044 37.44 51.22 0.001 0.002
Desplazamientos - Comun (mm) BARKAN ESPECTRALPiso Comb Sismo Comb Sismo Y
0 0 01 32.22 39.29 0.007 0.0092 45.52 55.44 0.004 0.0053 56.53 68.81 0.003 0.0044 64.96 79.01 0.003 0.003
Desplazamientos - Comun (mm) BARKAN THPiso Comb Sismo Comb Sismo Y
0 0 01 22.72 14.06 0.005 0.0032 31.33 21.26 0.003 0.0023 37.99 26.67 0.002 0.0024 42.9 31.25 0.001 0.001
Desplazamientos - Comun (mm) PLATEAPiso Comb Sismo Comb Sismo Y
0 0 01 5.39 6.46 0.001 0.0022 9.18 11.87 0.001 0.0023 11.99 16.01 0.001 0.0014 13.65 18.51 0.001 0.001
Desplazamientos - Comun (mm) PLATEA BARKAN
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
20
40
60
80
100
120
Desplazamientos en X
EstáticoEspectralTH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
10
20
30
40
50
60
70
Derivas Zapatas Barkan X
Barkan EspectralBarkan TH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
Desplazamiento plateas X
Platea balastoPlatea Barkan
Piso Comb Sismo Comb Sismo Y0 0 01 5.26 6.31 0.001 0.0012 8.8 11.47 0.001 0.0023 11.34 15.29 0.001 0.0014 12.72 17.48 0.000 0.001 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
0
2
4
6
8
10
12
14
16
Desplazamiento plateas X
Platea balastoPlatea Barkan
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
20
40
60
80
100
120
Desplazamientos en X
EstáticoEspectralTH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
20
40
60
80
100
120
140
160
Desplazamientos en Y
EstáticoEspectralTH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
10
20
30
40
50
60
70
Derivas Zapatas Barkan X
Barkan EspectralBarkan TH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
10
20
30
40
50
60
70
80
90
Derivas Zapatas Barkan Y
Barkan EspectralBarkan TH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
Desplazamiento plateas X
Platea balastoPlatea Barkan
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
18
20
Desplazamiento plateas plateas Y
Platea BalastoPlatea Barkan
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
Desplazamiento plateas X
Platea balastoPlatea Barkan
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
18
20
Desplazamiento plateas plateas Y
Platea BalastoPlatea Barkan
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
20
40
60
80
100
120
140
160
Desplazamientos en Y
EstáticoEspectralTH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
10
20
30
40
50
60
70
80
90
Derivas Zapatas Barkan Y
Barkan EspectralBarkan TH
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
18
20
Desplazamiento plateas plateas Y
Platea BalastoPlatea Barkan
0 0.5 1 1.5 2 2.5 3 3.5 4 4.50
2
4
6
8
10
12
14
16
18
20
Desplazamiento plateas plateas Y
Platea BalastoPlatea Barkan
1
Estático Sismo X+ Sismo Y+Periodo máximo (s) 0.7353 0.7353Xmax (mm) 41.38 -Ymax (mm) - 50,95Zmax (mm) - -Nmax (T) 20.72 19.08Vmax (T) 12.08 9.83Mmax (T) 28.86 25.06
2
Espectral Sismo X+ Sismo Y+Periodo máximo (s) 0.7353 0.7353Xmax (mm) 57.94 -Ymax (mm) - 68.11Zmax (mm) - -Nmax (T) 11.8 9.05Vmax (T) 7.47 5.21Mmax (T) 17.66 13.2
3TH Sismo X+ Sismo Y+Periodo máximo (s) 0.7353 0.7353Xmax (mm) 37.44 -Ymax (mm) - 51.22Zmax (mm) - -Nmax (T) 38.4 23.7Vmax (T) 21.02 21.34Mmax (T) 49.86 53.96
4BARKAN ESPECTRAL Sismo X+ Sismo Y+Periodo máximo (s) 1.132444 1.132444Xmax (mm) 64.96 -Ymax (mm) - 79.01Zmax (mm) - -Nmax (T) 23.67 13.36Vmax (T) 9.74 8.69Mmax (T) 21.84 20.22
5BARKAN TH Sismo X+ Sismo Y+Periodo máximo (s) 1.132444 1.132444Xmax (mm) 42.9 -Ymax (mm) - 31.25Zmax (mm) - -Nmax (T) 67.82 51.86Vmax (T) 31.46 18.43Mmax (T) 70.51 43.23
PLATEA BALASTO Sismo X+ Sismo Y+Periodo máximo (s) 0.754 0.754Xmax (mm) 13.65 -Ymax (mm) - 18.51Zmax (mm) - -
Estático Espectral TH0
10
20
30
40
50
60
Fuerzas en X
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
10
20
30
40
50
60
70
80
Fuerzas Zapatas Barkan X
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
45
Fuerzas Platea X
NmaxVmaxMmax
Nmax (T) 24.66 22.9Vmax (T) 16.69 13.52Mmax (T) 36.48 30.23
PLATEA BARKAN Sismo X+ Sismo Y+Periodo máximo (s) 0.736233 0.736233Xmax (mm) 12.72 -Ymax (mm) - 17.48Zmax (mm) - -Nmax (T) 25.72 23.11Vmax (T) 16.29 13.22Mmax (T) 38.57 33.55
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
45
Fuerzas Platea X
NmaxVmaxMmax
Estático Espectral TH0
10
20
30
40
50
60
Fuerzas en X
NmaxVmaxMmax
Estático Espectral TH0
10
20
30
40
50
60
Fuerzas en Y
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
10
20
30
40
50
60
70
80
Fuerzas Zapatas Barkan X
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
10
20
30
40
50
60
Fuerzas Zapatas Barkan Y
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
45
Fuerzas Platea X
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
Fuerzas Platea Y
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
45
Fuerzas Platea X
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
Fuerzas Platea Y
NmaxVmaxMmax
Estático Espectral TH0
10
20
30
40
50
60
Fuerzas en Y
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
10
20
30
40
50
60
Fuerzas Zapatas Barkan Y
NmaxVmaxMmax
BARKAN ESPECTRAL BARKAN TH0
5
10
15
20
25
30
35
40
Fuerzas Platea Y
NmaxVmaxMmax
Espectral EmpotradoN de modo T
1 0.7352 0.6293 0.5234 0.2275 0.1996 0.1647 0.1218 0.111
Espectral BarkanN de modo T
1 1.1322 0.9103 0.6774 0.2895 0.2566 0.1887 0.1328 0.117
Platea balastoN de modo T
1 0.7542 0.6493 0.5254 0.2295 0.2016 0.1647 0.1218 0.111
Platea BarkanN de modo T
1 0.7362 0.6303 0.5234 0.2275 0.1996 0.1647 0.1218 0.111
0 1 2 3 4 5 6 7 8 90.000
0.200
0.400
0.600
0.800
1.000
1.200
Comparación periodos
Espectral empotradoEspectral BarkanPlatea BalastoPlatea Barkan
0 1 2 3 4 5 6 7 8 90.000
0.200
0.400
0.600
0.800
1.000
1.200
Comparación periodos
Espectral empotradoEspectral BarkanPlatea BalastoPlatea Barkan