Excel Grupo 4

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:


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


C3

Vx = 0.60 x 0.40 mVy2 = 0.50 x 0.35 m

Metrado de Cargas:


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:


Carga Última

Pun= 26.0424 T

Sección de la columna C3= 0.00 x 0.00 m


C4

Vx = 0.60 x 0.40 mVy2 = 0.50 x 0.35 m

Metrado de Cargas:


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:


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


Vigas

x

0.60

0.40

Columnas

C1

0.50

0.50

Metrado de cargas

Piso 4CM

CV

Total

Piso 3CM

CV

Total

Ptotal=

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

Placa y 4 0.00 T Placa y 4 0.00

Vivienda 59.53 T CV Vivienda 59.53

259.24 T Total 268.84

1016.79 T

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

T 0

T

T

xPlaca piso 1

6ancho

0.2 m

yPlaca piso 1

5ancho

0.2 m

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

CÁLCULO DE LA EXCENTRICIDAD POR LA NORMA

Lx 18.5 m eaccx =Ly 16.5 m eaccy =

CM X 9.925Y 8.6

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

C-3 0C-4 0

0.925

0.825

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

Vy= 127.099

Vx= 169.466 ZUCS/R = 0.125

F.E: Factor de Escala

F.E (eje X)= 0.654F.E (eje Y)= 0.4905

DESPLAZAMIENTO MÁXIMO SISMO0.112

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

Factor de escala

Z 0.4U 1S 1g 9.81Rx 6Ry 8

F.E.x 0.654F.E.y 0.4905

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

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


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


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

ZAPATA CENTRAL 2.4 2.4 0.4 2.304ZAPATA LATERAL 2 2 0.4 1.6ZAPATA ESQUINERA 1.5 1.5 0.4 0.9

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


Dimensiones Platea:

a (en x) = 2000 cm

b (en y) = 1500 cm

Co = 2 kg/cm3



Nº platea = 1


Acimentación

Coeficientes C


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


Modo 2 Modo 41 -0.006 1 -0.1422 -0.075 2 -0.0963 0.009 3 0.0034 -0.017 4 0.072


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

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


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


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

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


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

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

Factor de escala

Z 0.4U 1S 1.4g 9.81Rx 6Ry 8

F.E.x 0.9156F.E.y 0.6867

3337


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


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


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


Dimensiones Platea:

a (en x) = 2000 cm

b (en y) = 1500 cm

Co = 2 kg/cm3



Nº platea = 1


Acimentación

Coeficientes C


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


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


Modo 2 Modo 41 -0.006 1 -0.1422 -0.075 2 -0.0963 0.009 3 0.0034 -0.017 4 0.072


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


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



0 0.5 1 1.5 2 2.5 3 3.5 4 4.50

20

40

60

80

100

120

Desplazamientos en X


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


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


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


0 0.5 1 1.5 2 2.5 3 3.5 4 4.50

2

4

6

8

10

12

14

16



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



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



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


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


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



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



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


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


5

10

15

20

25

30

35

40

45

Fuerzas Platea X

NmaxVmaxMmax


10

20

30

40

50

60

Fuerzas en X

NmaxVmaxMmax


10

20

30

40

50

60

Fuerzas en Y

NmaxVmaxMmax


10

20

30

40

50

60

70

80

Fuerzas Zapatas Barkan X

NmaxVmaxMmax


10

20

30

40

50

60

Fuerzas Zapatas Barkan Y

NmaxVmaxMmax


5

10

15

20

25

30

35

40

45

Fuerzas Platea X

NmaxVmaxMmax


5

10

15

20

25

30

35

40

Fuerzas Platea Y

NmaxVmaxMmax


5

10

15

20

25

30

35

40

45

Fuerzas Platea X

NmaxVmaxMmax


5

10

15

20

25

30

35

40

Fuerzas Platea Y

NmaxVmaxMmax


10

20

30

40

50

60

Fuerzas en Y

NmaxVmaxMmax


10

20

30

40

50

60

Fuerzas Zapatas Barkan Y

NmaxVmaxMmax


5

10

15

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25

30

35

40

Fuerzas Platea Y

NmaxVmaxMmax


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

Excel Grupo 4

Documents

Transcript of Excel Grupo 4