Tf Edificio

Block h=15cm b=40cme=20cm

Losa aligerada 2D Volumen de Concreto / m2Distancia a Eje de Nervio "x" 0.50 mDistancia a Eje de Nervio "y" 0.50 m

Altura Block 0.15 m =Espesor de Capa de Compresión 0.04 m Blocks / m2

=2/(.5m*.5m)

LOSA EN 2D PARA ENTREPISO: Casco=30cm t=4cm

Concepto Espesor (m) x

1 Piso 0.02 x 15002 Mortero 0.02 x 20003 Hormigon 0.05 x 11004 Losa Aligerada 2D 0.094 x 22005 Caseton poliestireno 0.096 x 106 Enjarre 0.02 x 15007 Sobrecarga

Σ=Redondeado hacia abajo a 0 decimales Carga muerta (C.M)

0.30

LOSA EN 2D PARA AZOTEA PLANA: Casco=30cm t=4cm

Concepto Espesor (m) x

1 Ladrillo de Azotea 0.02 x 15002 Mortero 0.02 x 20003 Hormigon 0.10 x 11004 Losa Aligerada 2D 0.094 x 22005 Enjarre 0.02 x 1500

6 Caseton poliestireno 0.10 x 10

7 SobrecargaΣ=

Redondeado hacia abajo a 0 decimales Carga muerta (C.M)0.35

=((0.5m*0.5m*(0.15m+0.04m))-(0.4m*0.4m*0.15m))/(0.5m*0.5m)

P. Volumetrico (kg/m3)

P. Volumetrico (kg/m3)

Volumen de Concreto / m2Peso de los Blocks

h=10 8 kg/pza0.094 m³/m² h=15 10 kg/pza

Blocks / m2 h=20 12 kg/pza= 8 piezas/m² h=25 15 kg/pza

0.096

30.0040.00 LOSA EN 2D PARA ENTREPISO:55.00 Tipo Carga viva (C.V) Condicion kg/m²

206.80 Gravitacional 170 CM+CVmax 5720.96 Estabilidad - CM-Sobrecarga 362

30.00 Def. a largo plazo 70 CM+CVmedia 47240.00 Accidental 90 CM+CVacc 492

402.76402

30.0040.00 LOSA EN 2D PARA AZOTEA PLANA:

110.00 Tipo Carga viva (C.V) Condicion kg/m²206.80 Gravitacional 100 CM+CVmax 55730.00 Estabilidad - CM-Sobrecarga 417

0.96 Def. a largo plazo 15 CM+CVmedia 472

40.00 Accidental 70 CM+CVacc 527457.76

457

=((0.5m*0.5m*(0.15m+0.04m))-(0.4m*0.4m*0.15m))/(0.5m*0.5m)

Peso (kg/m²)

*La carga accidental se usará para diseño sísmico por viento y cuando se revisen distribuciones de carga mas desfavorables, que la

uniformemente repartida sobre el área. DF

Peso (kg/m²)

Entrepiso 1Losa

Area=

Dimensiones Ladrillo de barro recocido: base= 28cmaltura= 7cmespesor= 14cm

Por un ladrillo de barro recocido con enjarre y mortero de 2cm de cada lado (Area=0.3x0.09=0.027m²)

Material Peso Volumétrico (kg/m³)

Ladrillo 1300 0.0196 0.14Mortero 2000 0.0074 0.14Enjarre 1500 0.027 0.02

0.054Peso 1 m² de muro= 6.1kg * 1m² / 0.027m² = 238.86 kg/m²Peso 1 m³ de muro= (1m/.16m)*238.86kg/m²= 1493.75kg/m³Redondeado hacia arriba 0 decimales Wm= = 239 kg/m²

Área (m²)

Espesor (m)

Por un ladrillo de barro recocido con enjarre y mortero de 2cm de cada lado (Area=0.3x0.09=0.027m²)

3.62.10.86.4

Peso.vol*Area*Espesor

Entrepiso 1Losa: W losa = Area losa * C.acc = 352.54m² x 492kg/m² W losa = 173,449.68 kgTrabes:Sección: b=50cm h=90cm Longitud total=145.5m Volumen total= bxhxL= 65.475m³W trabes=65.475m³ x 2,200 kg/m³ W trabes = 144,045 kgColumnas: Sección: b=70cm h=70cm L= #col x 4.4m = 15 x 4.4m = 66m Volumen total= bxhxL=32.34m³W columnas= 32.34m³ x 2,200 kg/m³ W columnas = 71,148 kgMuro lindero:W muro=Área muro x w muro A=12.75m x 4.4m = 56.1 m² w muro= 239kg/m²W Muro=2*(56.1m²) x 239 kg/m² W muro = 26,815.80 kgMuro tapón o muro bajo:Peso total= Área losa x peso muro tapón = 352.54m² x 50kg/m²

W muro tapon = 17,627 kgW Entrepiso 1= W losa + W trabes + W columnas + W muro lindero + W muro tapon

= 433,085.48 kgEntrepiso 2Losa: W losa = Area losa * C.acc = 352.54m² x 492kg/m² W losa = 173,454.60 kgTrabes:Sección: b=40cm h=80cm Longitud total=145.5m Volumen total= bxhxL= 46.56m³W trabes=46.56m³ x 2,200 kg/m³ W trabes = 102,432 kgColumnas: Sección: b=60cm h=60cm L= #col x 4.4m = 15 x 4.4m = 66m Volumen total= bxhxL=23.76m³W columnas= 23.76m³ x 2,200 kg/m³ W columnas = 52,272 kgMuro lindero:W muro=Área muro x w muro A=12.75m x 3.65m =46.53 m² w muro= 239kg/m²W Muro=2*(46.53m²) x 239 kg/m² W muro = 22,241.34 kgMuro tapón o muro bajo:Peso total= Área losa x peso muro tapón = 352.54m² x 50kg/m²


= 368,026.94 kgEntrepiso 3Losa: W losa = Area losa * C.acc = 352.54m² x 492kg/m² W losa = 173,449.68 kgTrabes:Sección: b=40cm h=80cm Longitud total=145.5m Volumen total= bxhxL= 46.56m³W trabes=46.56m³ x 2,200 kg/m³ W trabes = 102,432 kgColumnas: Sección: b=60cm h=60cm L= #col x 4.4m = 15 x 4.4m = 66m Volumen total= bxhxL=23.76m³W columnas= 23.76m³ x 2,200 kg/m³ W columnas = 52,272 kgMuro lindero:W muro=Área muro x w muro A=12.75m x 3.5m =44.625 m² w muro= 239kg/m²

W Muro=2*(44.625m²) x 239 kg/m² W muro = 21,330.75 kgMuro tapón o muro bajo:Peso total= Área losa x peso muro tapón = 352.54m² x 50kg/m²


= 367,111.43 kg

AzoteaLosa: W losa = Area losa * C.acc = 352.54m² x 527kg/m² W losa = 185,788.58 kgTrabes:Sección: b=40cm h=80cm Longitud total=145.5m Volumen total= bxhxL= 46.56m³W trabes=46.56m³ x 2,200 kg/m³ W trabes = 102,432 kgColumnas: Sección: b=60cm h=60cm L= #col x 4.4m = 15 x 4.4m = 66m Volumen total= bxhxL=23.76m³W columnas= 23.76m³ x 2,200 kg/m³ W columnas = 52,272 kgMuro lindero:W muro=Área muro x w muro A=12.75m x 1.75m =22.312 m² w muro= 239kg/m²W Muro=2*(22.312m²) x 239 kg/m² W muro = 10,665.14 kgW Azotea= W losa + W trabes + W columnas

= 351,157.72 kg

492Seccion

Volumen total= bxhxL= 65.475m³ 65.475 Nivel hi Trabes Columnasm b h b

Cim 0 50 90Volumen total= bxhxL=32.34m³ 32.34 1 5 50 90 70

2 8.8 40 80 603 12.3 40 80 60

w muro= 239kg/m² 4 15.8 40 80 60239

433.08548

492Volumen total= bxhxL= 46.56m³ 46.56

Volumen total= bxhxL=23.76m³ 23.76

239w muro= 239kg/m²

368.02694

492

Volumen total= bxhxL= 46.56m³ 46.56


w muro= 239kg/m²

239

367.11143

527

Volumen total= bxhxL= 46.56m³ 46.56


w muro= 239kg/m²

351.157716

EcColumnas Trabes Columnas

h250

70 250 25060 200 20060 200 20060 200 200

MODELO CONDICION DE FRONTERA NIVEL No. NODS # Nodo ∆X1 (cm) ∆X2 (cm) ∆X3 (cm)

A, B, C Articulado

4 5 36 37 38 39 40 0.737 0.722 0.7113 5 31 32 33 34 35 0.626 0.615 0.6072 5 26 27 28 29 30 0.451 0.443 0.4381 5 21 22 23 24 25 0.23 0.228 0.226

y

∆X4 (cm) ∆X5 (cm) ∆xTi (cm) ∆ri (cm) F (kg) V (kg) K=v/∆r (kg/cm) K=v/∆r (Ton/cm)

0.705 0.703 0.716 0.106 4000 4000 37,878.79 37.880.602 0.6 0.610 0.170 3000 7000 41,224.97 41.220.435 0.434 0.440 0.214 2000 9000 42,134.83 42.130.225 0.224 0.227 0.227 1000 10000 44,130.63 44.13

MODELO CONDICION DE FRONTERA NIVEL No. NODS # Nodo ∆X1 (cm) ∆X2 (cm) ∆X3 (cm) ∆xTi (cm)

1, 2, 3, 4, 5 Articulado

4 3 13 14 15 1.317 1.306 1.302 1.3083 3 10 11 12 1.117 1.109 1.106 1.1112 3 7 8 9 0.804 0.799 0.797 0.8001 3 4 5 6 0.413 0.411 0.411 0.412

X SeccionNivel hi Trabes Columnas

m bxh bxhCim 0 .5x.7

1 5 .5x.7 .6x.62 8.8 .3x.7 .5x.53 12.3 .3x.7 .5x.54 15.8 .3x.7 .5x.5

∆ri (cm) F (kg) V (kg) K=v/∆r (kg/cm) K=v/∆r (Ton/cm)

0.198 4000 4000 20,236.09 20.240.311 3000 7000 22,532.19 22.530.388 2000 9000 23,175.97 23.180.412 1000 10000 24,291.50 24.29

EcTrabes Columnas

250250 250200 200200 200200 200

RIGIDEZ PARA MODELO PENDULAR K (kg/cm)

EJE Nivel A B C Σ K (kg/cm)X 4 37878.79 37878.79 37878.79 113636.36

3 41224.97 41224.97 41224.97 123674.912 42134.83 42134.83 42134.83 126404.491 44130.63 44130.63 44130.63 132391.88

1 2 3 4 5Y 4 20236.09 20236.09 20236.09 20236.09 20236.09 101180.44

3 22532.19 22532.19 22532.19 22532.19 22532.19 112660.942 23175.97 23175.97 23175.97 23175.97 23175.97 115879.831 24291.50 24291.50 24291.50 24291.50 24291.50 121457.49

Σ K (T/cm)113.64123.67126.40132.39

101.18112.66115.88121.46

ANALISIS SISMICO ESTATICO- EDIFICIO

Tipo de estructura BCondicion de regularidad Regular

Tipo de suelo CFE-93 IIIFactor de importancia F.I 1.00Factor de regularidad F.R 1.00

Periodo suelo sitio Ts 0.90 sCoef. Sismico basico c 0.36

Ordenada espectral para T=0 0.10Limite inf. Meseta de diseño Ta 0.32Limite sup. Meseta de diseño Tb 1.08

r 1.00Factor de comportamiento sismico Q 2.00

Sy

Nivel λ

Entrepiso 1 5.0 433.09 2,165

0.0177

38.29 273.49 121.46 2.25Entrepiso 2 8.8 368.03 3,239 57.26 235.20 115.88 2.03Entrepiso 3 12.3 367.11 4,515 79.84 177.94 112.66 1.58

Azotea 15.8 351.16 5,548 98.10 98.10 101.18 0.97Σ 1,519 15,468 273.49

Ty 1.019

Sx

Nivel λ

Entrepiso 1 5.0 433.09 2,165

0.0177

38.29 273.49 132.39 2.07Entrepiso 2 8.8 368.03 3,239 57.26 235.20 126.40 1.86Entrepiso 3 12.3 367.11 4,515 79.84 177.94 123.67 1.44

Azotea 15.8 351.16 5,548 98.10 98.10 113.64 0.86Σ 1,519 15,468 273.49

Tx 0.975

Sy

Nivel Q Revisión

Entrepiso 1 2 2.25 4.50 6.00 -1.50 75.06 OKEntrepiso 2 2 2.03 4.06 4.56 -0.50 89.02 OK

a0

Hi m

Wi Estructura Ton

Wi*Hi Ton/m

Fi

Ton

Vi

TonKi Ton/cm

∆rel cm

Hi m

Wi Estructura Ton

Wi*Hi Ton/m

Fi

Ton

Vi

TonKi Ton/cm

∆rel cm

∆rel cm

Q∆rel cm

E.L. cm

Diferencia cm

% (90 aprox)

D11

Solo para tipo III conociendo Ts

Entrepiso 3 2 1.58 3.16 4.20 -1.04 75.21 OKAzotea 2 0.97 1.94 4.20 -2.26 46.17 OK

Sx

Nivel Q Revisión

Entrepiso 1 2 2.07 4.13 6.00 -1.87 68.86 OKEntrepiso 2 2 1.86 3.72 4.56 -0.84 81.61 OKEntrepiso 3 2 1.44 2.88 4.20 -1.32 68.51 OK

Azotea 2 0.86 1.73 4.20 -2.47 41.11 OK

∆rel cm

Q∆rel cm

E.L. cm

Diferencia cm

% (90 aprox)

2.25 2,195.86 86.214.28 6,746.15 245.175.86 12,610.09 467.926.83 16,383.03 670.06

37,935.13 1,469.36

2.07 1,848.12 79.093.93 5,673.89 224.845.37 10,567.51 428.356.23 13,622.88 611.02

31,712.40 1,343.30

xi cm

Wi xi ² Ton/m

Fi xi Ton/m

xi cm

Wi xi ² Ton/m

Fi xi Ton/m

ABRegularIrregular

ANALISIS SISMICO DINAMICO X- EDIFICIO

DIRECCION X

NIVEL Ki (Ton/cm) W (Ton)

1 132.392 433.085 0.4415 c 0.362 126.404 368.027 0.3752 Q 2.003 123.675 367.111 0.3742 Ta 0.324 113.636 351.158 0.3580 0.10

Resolver |k-w2M|=0

0.4415 0 0 0M= 0 0.3752 0 0

0 0 0.3742 00 0 0 0.3580

258.80 -126.40 0 0K= -126.40 250.08 -123.67 0

0 -123.67 237.31 -113.640 0 -113.64 113.64

Revisionw² w (rad/s) T (s) c Q

258.80-0.441w² -126.40 0 0 41.54 6.45 0.975 0.36 2.00K-w²M= -126.40 250.08-0.375w² -123.67 0 314.62 17.74 0.354 0.36 2.00

0 -123.67 237.31-0.374w² -113.64 716.96 26.78 0.235 0.29 1.740 0 -113.64 113.64-0.358w² 1131.29 33.63 0.187 0.25 1.59

Modo 1 240.46 -126.40 0 0 X4 2.97 4-126.40 234.49 -123.67 0 X3 2.58 3

0 -123.67 221.77 -113.64 X2 1.90 2

0 0 -113.64 98.77 X1 1.00 10 0

Modo 2 119.90 -126.40 0.00 0.00 X4 -1.04 4-126.40 132.05 -123.67 0.00 X3 -0.01 3

0.00 -123.67 119.57 -113.64 X2 0.95 20.00 0.00 -113.64 1.02 X1 1.00 1

0 0

Modo 3 -57.72 -126.40 0.00 0.00 X4 0.76 4-126.40 -18.89 -123.67 0.00 X3 -0.95 3

0.00 -123.67 -30.99 -113.64 X2 -0.46 20.00 0.00 -113.64 -143.01 X1 1.00 1

0 0

X4 -0.65 4

Modo 4 -240.64 -126.40 0.00 0.00 X3 1.66 3-126.40 -174.33 -123.67 0.00 X2 -1.90 2

0.00 -123.67 -186.04 -113.64 X1 1.00 10.00 0.00 -113.64 -291.32 0 0

M (Ton-seg²/cm)

a0

X1

(K-w²M){∆} X2

X3

X4

X1

(K-w²M){∆} X2

X3

X4

X1

(K-w²M){∆} X2

X3

X4

X1

(K-w²M){∆} X2

X3

X4

MODOS DE VIBRAR

1.00 1.00 1.00 1.00Zn1 1.90 Zn2 0.95 Zn3 -0.46 Zn4 -1.90

2.58 -0.01 -0.95 1.662.97 -1.04 0.76 -0.65

Coeficientes de participacion

MODO 1 MODO 2

0.441 0.714 0.967 1.065 0.441 0.356 -0.003 -0.373

3.187 0.421

7.465 1.168Cn1 0.427 Cn2 0.360

MODO 3 MODO 4

0.441 -0.171 -0.356 0.271 0.441 -0.840 0.733 -0.286

0.185 0.048

1.064 3.445Cn3 0.174 Cn4 0.014

Cn1 0.427Cn2 0.360Cn3 0.174Cn4 0.014

Σ 0.975

Cálculo de desplazamientos Máximos

Sx cm FUERZA (Ton)1er Modo 1.81 33.28

X1 1.815 3.45 53.804.69 72.925.40 80.25

2do Modo 0.202 28.10X2 0.202 0.192 22.65

-0.002 -0.22-0.211 -23.74

3er Modo 0.040 12.65X3 0.040 -0.018 -4.91

-0.038 -10.210.030 7.76

4to Modo 0.002 0.97X4 0.002 -0.004 -1.57

0.003 1.37-0.001 -0.51

CORTANTE Ton PARTICIPACION MODOF1 45.364 V1 261.651 Modo1 240.25 88.14%F2 58.597 V2 216.287 Modo2 26.78 9.82%F3 73.642 V3 157.690 Modo3 5.29 1.94%F4 84.048 V4 84.048 Modo4 0.26 0.09%

Σ 272.6 100.00%ESTÁTICO DINÁMICO

273.49 261.65 95.67%Vi (Ton) 235.20 216.29 91.96%

177.94 157.69 88.62%98.10 84.05 85.68%

38.29 45.36 118.48%Fi (Ton) 57.26 58.60 102.33%

79.84 73.64 92.24%98.10 84.05 85.68%

Deformaciones por Modo (cm)

ZnT M ZnT M

ZnT M J ZnT M J

ZnT M Zn ZnT M Zn

ZnT M ZnT M

ZnT M J ZnT M J

ZnT M Zn ZnT M Zn

FUERZA FINAL (Ton) Metodo de magnitud

vectorial

1.81 0.201er Modo 3.45 2do Modo 0.19

4.69 0.005.40 -0.21

0.04 0.0023er Modo -0.02 4to Modo -0.004

-0.04 0.0030.03 -0.001

1.83 1.83Deformación Final 3.46 Deformación Relativa 1.63

4.69 1.235.40 0.71

3.65 6.00 OKQ (Desp Relativo) 3.26 E.L. 4.56 OK

2.15 4.20 OK1.13 4.20 OK

ANALISIS SISMICO DINAMICO Y- EDIFICIO

DIRECCION Y

NIVEL Ki (Ton/cm) W (Ton)

1 121.457 433.085 0.4415 c 0.362 115.880 368.027 0.3752 Q 2.003 112.661 367.111 0.3742 Ta 0.324 101.180 351.158 0.3580 0.10

Resolver |k-w2M|=0

0.441 0 0 0M= 0 0.375 0 0

0 0 0.374 00 0 0 0.358

237.34 -115.88 0 0K= -115.88 228.54 -112.66 0

0 -112.66 213.84 -101.180 0 -101.18 101.18

Revisionw² w (rad/s) T (s) c Q

237.34-0.441w² -115.88 0 0 37.9875 6.16 1.02 0.36 2.00K-w²M= -115.88 228.54-0.375w² -112.66 0 285.1380 16.89 0.37 0.36 2.00

0 -112.66 213.84-0.374w² -101.18 648.8800 25.47 0.25 0.30 1.780 0 -101.18 101.18-0.358w² 1028.8800 32.08 0.20 0.26 1.62

Modo 1 220.57 -115.88 0 0 X4 2.99 4-115.88 214.29 -112.66 0 X3 2.59 3

0 -112.66 199.63 -101.18 X2 1.90 2

0 0 -101.18 87.58 X1 1.00 10 0

Modo 2 111.46 -115.88 0.00 0.00 X4 -1.06 4-115.88 121.57 -112.66 0.00 X3 0.01 3

0.00 -112.66 107.14 -101.18 X2 0.96 20.00 0.00 -101.18 -0.89 X1 1.00 1

0 0

Modo 3 -49.13 -115.88 0.00 0.00 X4 0.75 4-115.88 -14.89 -112.66 0.00 X3 -0.97 3

0.00 -112.66 -28.98 -101.18 X2 -0.42 20.00 0.00 -101.18 -131.09 X1 1.00 1

0 0

X4 -0.60 4

Modo 4 -216.89 -115.88 0.00 0.00 X3 1.59 3-115.88 -157.45 -112.66 0.00 X2 -1.87 2

0.00 -112.66 -171.19 -101.18 X1 1.00 10.00 0.00 -101.18 -267.12 0 0

M (Ton-seg²/cm)

a0

X1

(K-w²M){∆} X2

X3

X4

X1

(K-w²M){∆} X2

X3

X4

X1

(K-w²M){∆} X2

X3

X4

X1

(K-w²M){∆} X2

X3

X4

MODOS DE VIBRAR

1.00 1.00 1.00 1.00Zn1 1.90 Zn2 0.96 Zn3 -0.42 Zn4 -1.87

2.59 0.01 -0.97 1.592.99 -1.06 0.75 -0.60

Coeficientes de participacion

MODO 1 MODO 2

0.441 0.714 0.970 1.072 0.441 0.361 0.003 -0.380

3.197 0.426

7.524 1.193Cn1 0.425 Cn2 0.357

MODO 3 MODO 4

0.441 -0.159 -0.364 0.269 0.441 -0.826 0.701 -0.265

0.187 0.050

1.065 3.260Cn3 0.176 Cn4 0.015

Cn1 0.425Cn2 0.357Cn3 0.176Cn4 0.015

Σ 0.973

Cálculo de desplazamientos Máximos

Sy cm FUERZA (Ton)1er Modo 1.98 33.13

X1 1.975 3.76 53.585.12 72.785.91 80.43

2do Modo 0.221 27.82X2 0.221 0.213 22.74

0.002 0.25-0.235 -23.96

3er Modo 0.045 12.97X3 0.045 -0.019 -4.67

-0.044 -10.690.034 7.89

4to Modo 0.002 1.08X4 0.002 -0.004 -1.72

0.004 1.46-0.001 -0.53

CORTANTE Ton PARTICIPACION MODOF1 45.173 V1 261.462 Modo1 239.92 88.03%F2 58.420 V2 216.290 Modo2 26.84 9.85%F3 73.577 V3 157.870 Modo3 5.50 2.02%F4 84.293 V4 84.293 Modo4 0.29 0.11%

Σ 272.5 100.00%

ESTÁTICO DINÁMICO

273.49 261.46 95.60%Vi (Ton) 235.20 216.29 91.96%

177.94 157.87 88.72%98.10 84.29 85.93%

38.29 45.17 117.98%Fi (Ton) 57.26 58.42 102.02%

79.84 73.58 92.16%

ZnT M ZnT M

ZnT M J ZnT M J

ZnT M Zn ZnT M Zn

ZnT M ZnT M

ZnT M J ZnT M J

ZnT M Zn ZnT M Zn

FUERZA FINAL (Ton) Metodo de magnitud

vectorial

98.10 84.29 85.93%

Deformaciones por Modo (cm)

1.98 0.221er Modo 3.76 2do Modo 0.21

5.12 0.005.91 -0.23

0.05 0.0023er Modo -0.02 4to Modo -0.004

-0.04 0.0040.03 -0.001

1.99 1.99Deformación Final 3.77 Deformación Relativa 1.78

5.12 1.355.92 0.80

3.98 6.00 OKQ (Desp Relativo) 3.56 E.L. 4.56 OK

2.41 4.20 OK1.30 4.20 OK

Nivel 1 EJE X Nivel 1 EJE YEJE K (Ton) Yi (m) K*Yi EJE K XiA 44.13 12.75 562.67 1 24.29 0B 44.13 6 264.78 2 24.29 8C 44.13 0 0 3 24.29 15.5Σ 132.39 827.45 4 24.29 22.25

5 24.29 27.65Σ 121.46

YR 6.25 m XR

Nivel 2 PARA X Nivel 2 PARA YEJE K Yi K*Yi EJE K XiA 42.13 12.75 537.22 1 23.18 0B 42.13 6 252.81 2 23.18 8C 42.13 0 0.00 3 23.18 15.5Σ 126.40 790.03 4 23.18 22.25

5 23.18 27.65Σ 115.88

YR 6.25 m XR


5 22.53 27.65Σ 112.66

YR 6.25 m XR


5 20.24 27.65Σ 101.18

YR 6.25 m XR

EJE YK*Xi

0194.33376.52540.49671.66

1783.0014.68 m

PARA YK*Xi0.00

185.41359.23515.67640.82

1701.1214.68 m

PARA YK*Xi0.00

180.26349.25501.34623.02

1653.8614.68 m

PARA YK*Xi0.00

161.89313.66450.25559.53

1485.3314.68 m

Nivel 1 EJE X Nivel 1EJE C (Ton) Yi (m) K*Yi EJE C (Ton)

A

66.123 12.75 843.071

66.1296.384 12.75 1228.90 107.4589.239 12.75 1137.80 60.9678.606 12.75 1002.23

296.38

53.553 12.75 682.80 153.25

B

107.452 6.00 644.71 89.37153.246 6.00 919.48

389.24

142.187 6.00 853.12 142.19125.556 6.00 753.34 82.7087.755 6.00 526.53

478.61

C

60.963 0.00 0.00 125.5689.374 0.00 0.00 72.8982.695 0.00 0.00

553.55

72.886 0.00 0.00 87.7649.301 0.00 0.00 49.30

Σ 1355.32 8591.96 Σ 1355.32YC 6.34 m


A

46.547 12.75 593.471

46.5569.299 12.75 883.56 75.8864.156 12.75 817.99 42.8556.309 12.75 717.94

269.30

37.348 12.75 476.19 111.04

B

75.884 6.00 455.30 64.13111.041 6.00 666.25

364.16

103.014 6.00 618.08 103.0190.626 6.00 543.76 59.3461.345 6.00 368.07

456.31

C

42.853 0.00 0.00 90.6364.129 0.00 0.00 52.1159.337 0.00 0.00

537.35

52.106 0.00 0.00 61.3534.341 0.00 0.00 34.34

Σ 968.33 6140.61 Σ 968.33YC 6.34 m


A

29.251 12.75 372.9501

29.25145.632 12.75 581.808 48.03442.118 12.75 537.005 26.88236.852 12.75 469.863

245.632

23.067 12.75 294.104 73.884

B

48.034 6.00 288.2042

42.41873.884 6.00 443.304

342.118

68.414 6.00 410.484 68.41460.091 6.00 360.546 38.87038.279 6.00 229.674

436.852

C

26.882 0.00 0.000 60.09142.418 0.00 0.000 34.02238.870 0.00 0.000

523.067

34.022 0.00 0.000 38.27921.159 0.00 0.000 21.159

Σ 628.973 3987.942 Σ 628.973YC 6.34 m

Nivel 4 PARA X Nivel 4EJE C (Ton) Yi (m) K*Yi EJE C (Ton)

A

11.840 12.75 150.9601

11.84021.903 12.75 279.263 20.32419.893 12.75 253.636 10.76717.318 12.75 220.805

221.903

8.659 12.75 110.402 37.217

B

20.324 6.00 121.944 20.03637.217 6.00 223.302

319.893

34.095 6.00 204.570 34.09529.956 6.00 179.736 18.15515.279 6.00 91.674

417.318

C

10.767 0.00 0.000 29.95620.036 0.00 0.000 15.80018.155 0.00 0.000

58.659

15.800 0.00 0.000 15.2797.825 0.00 0.000 7.825

Σ 289.067 1836.292 Σ 289.067YC 6.35 m

EJE YXi (m) K*Xi0.00 0.000.00 0.000.00 0.008.00 771.078.00 1225.978.00 714.99

15.50 1383.2015.50 2203.9015.50 1281.7722.25 1748.9822.25 2793.6222.25 1621.7127.65 1480.7427.65 2426.4327.65 1363.17

19015.56XC 14.03 m

EJE YXi (m) K*Xi0.00 0.000.00 0.000.00 0.008.00 554.398.00 888.338.00 513.03

15.50 994.4215.50 1596.7215.50 919.7222.25 1252.8822.25 2016.4322.25 1159.3627.65 1032.6727.65 1696.1927.65 949.53

13573.66XC 14.02 m

EJE YXi (m) K*Xi0.00 0.0000.00 0.0000.00 0.0008.00 365.0568.00 591.072

8.00 339.34415.50 652.82915.50 1060.41715.50 602.48522.25 819.95722.25 1337.02522.25 756.99027.65 637.80327.65 1058.41427.65 585.046

8806.438XC 14.00 m

PARA YXi (m) K*Xi0.00 0.0000.00 0.0000.00 0.0008.00 175.2248.00 297.7368.00 160.288

15.50 308.34215.50 528.47315.50 281.40322.25 385.32622.25 666.52122.25 351.55027.65 239.42127.65 422.46427.65 216.361

4033.108XC 13.95 m

bx 27.65by 12.75

Nivel Centro de Rigidez CR Centro de cargas CC ρnx ρny ρdxX (m) Y (m) X (m) Y (m) (m) (m) (m)

1 14.68 6.25 14.03 6.34 0.65 0.09 1.412 14.68 6.25 14.02 6.34 0.66 0.09 1.413 14.68 6.25 14.00 6.34 0.68 0.09 1.414 14.68 6.25 13.95 6.35 0.73 0.10 1.43

G5

Excentricidad natural

I5

Excentricidad de diseño

ρdy(m)3.743.763.783.86

Centro de Cargas (m) Centro de Rigideces (m) Dimensión Máxima (m) Excentricidades (m) edx + 1.429X 13.95 X 14.68 bx 27.65 enx 0.728 edx- -1.173Y 6.35 Y 6.25 by 12.75 eny 0.102 edy + 3.857

edy - -2.037

NIVEL 4

Dirección Y

EJEKiy Xi Xct

Kiy*XctViy Vdyi

VTiy1 VTiy2 VT.ind.yCOMB 1-1 COMB 1-2 COMB 2-1 COMB 2-2 VFy

(Ton/cm) (m) (cm) (Ton) (Ton) (Ton) (Ton) (Ton) (Ton) (Ton)1 20.24 0.20 0.00 -1468.00 -29706.58 43609254.64

84.29

16.86 7.47 3.95 2.77 25.16 21.64 10.07 9.01 25.1622 20.24 0.20 8.00 -668.00 -13517.71 9029827.99 16.86 3.40 1.80 1.26 20.64 19.03 7.34 6.86 20.6373 20.24 0.20 15.50 82.00 1659.36 136067.45 16.86 0.42 0.22 0.15 17.32 17.13 5.34 5.28 17.3224 20.24 0.20 22.25 757.00 15318.72 11596269.81 16.86 3.85 2.04 1.43 21.14 19.32 7.64 7.10 21.1405 20.24 0.20 27.65 1297.00 26246.21 34041328.84 16.86 6.60 3.49 2.45 24.19 21.08 9.48 8.55 24.195Σ 101.18 98,412,748.74 OK

Dirección X

EJEKix Yi Yct

Kix*YctVix Vdxi

VTix1 VTix2 VT.ind.xCOMB 1-1 COMB 1-2 COMB 2-1 COMB 2-2 VFx

(Ton/cm) (m) (cm) (Ton) (Ton) (Ton) (Ton) (Ton) (Ton) (Ton)A 37.88 0.33 12.75 650.00 24621.21 16003787.88

84.0528.02 2.29 1.88 6.18 32.16 31.75 15.27 15.14 32.156

B 37.88 0.33 6.00 -25.00 -946.97 23674.24 28.02 0.09 0.07 0.24 28.18 28.16 8.67 8.66 28.175C 37.88 0.33 0.00 -625.00 -23674.24 14796401.52 28.02 2.20 1.81 5.94 32.00 31.60 15.00 14.88 31.997Σ 113.64 30,823,863.64 OK

129,236,612.37

kiy/Σkiy Kiy*Xct2

kix/ΣkixKix*Yct2

Σk4y*Xct2 + Σk4x*Yct2

J7

Cortante directo

K7

Cortante por torsion directa

M7

Cortante por torsion indirecta

R7

Cortante para analisis o "diseño"


edy - -2.086

NIVEL 3

Dirección Y

EJEKiy Xi Xct

Kiy*XctViy Vdyi



157.87

31.57 13.80 7.61 5.15 46.92 40.73 18.76 16.90 46.9202 22.53 0.20 8.00 -668.00 -15051.50 10054403.43 31.57 6.28 3.46 2.34 38.56 35.74 13.70 12.85 38.5573 22.53 0.20 15.50 82.00 1847.64 151506.44 31.57 0.77 0.43 0.29 32.43 32.09 9.99 9.89 32.4314 22.53 0.20 22.25 757.00 17056.87 12912048.28 31.57 7.12 3.93 2.65 39.49 36.30 14.26 13.30 39.4885 22.53 0.20 27.65 1297.00 29224.25 37903850.86 31.57 12.19 6.73 4.55 45.13 39.66 17.68 16.04 45.133Σ 112.66 109,579,216.74 OK

Dirección X

EJEKix Yi Yct

Kix*YctVix Vdxi



157.6952.56 4.16 3.50 11.17 60.08 59.41 28.19 27.99 60.078

B 41.22 0.33 6.00 -25.00 -1030.62 25765.61 52.56 0.16 0.13 0.43 52.85 52.83 16.25 16.24 52.852C 41.22 0.33 0.00 -625.00 -25765.61 16103504.12 52.56 4.00 3.36 10.74 59.79 59.15 27.71 27.52 59.789Σ 123.67 33,546,819.79 OK

143,126,036.53

kiy/Σkiy Kiy*Xct2

kix/ΣkixKix*Yct2


J7

Cortante directo

K7


M7


R7



edy - -2.103

NIVEL 2

Dirección Y

EJEKiy Xi Xct

Kiy*XctViy Vdyi



216.29

43.26 18.82 10.53 7.07 64.19 55.90 25.69 23.20 64.1952 23.18 0.20 8.00 -668.00 -15481.55 10341672.10 43.26 8.56 4.79 3.22 52.79 49.01 18.76 17.63 52.7853 23.18 0.20 15.50 82.00 1900.43 155835.19 43.26 1.05 0.59 0.39 44.43 43.96 13.69 13.55 44.4274 23.18 0.20 22.25 757.00 17544.21 13280963.95 43.26 9.70 5.43 3.65 54.05 49.78 19.53 18.25 54.0545 23.18 0.20 27.65 1297.00 30059.23 38986818.03 43.26 16.62 9.30 6.25 61.76 54.43 24.21 22.01 61.756Σ 115.88 112,710,051.50 OK

Dirección X

EJEKix Yi Yct

Kix*YctVix Vdxi



216.2972.10 5.69 4.77 15.15 82.33 81.41 38.48 38.21 82.330

B 42.13 0.33 6.00 -25.00 -1053.37 26334.27 72.10 0.22 0.18 0.58 72.49 72.45 22.28 22.27 72.489C 42.13 0.33 0.00 -625.00 -26334.27 16458918.54 72.10 5.47 4.59 14.56 81.94 81.05 37.83 37.57 81.937Σ 126.40 34,287,219.10 OK

146,997,270.60

kiy/Σkiy Kiy*Xct2

kix/ΣkixKix*Yct2


J7

Cortante directo

K7


M7


R7



edy - -2.115

NIVEL 1

Dirección Y

EJEKiy Xi Xct

Kiy*XctViy Vdyi



261.46

52.29 22.63 12.80 8.53 77.48 67.65 31.01 28.06 77.4852 24.29 0.20 8.00 -668.00 -16226.72 10839449.39 52.29 10.30 5.83 3.88 63.76 59.28 22.66 21.32 63.7563 24.29 0.20 15.50 82.00 1991.90 163336.03 52.29 1.26 0.72 0.48 53.70 53.15 16.54 16.38 53.7004 24.29 0.20 22.25 757.00 18388.66 13920218.62 52.29 11.67 6.60 4.40 65.28 60.21 23.59 22.07 65.2835 24.29 0.20 27.65 1297.00 31506.07 40863376.52 52.29 20.00 11.31 7.54 74.55 65.86 29.22 26.62 74.550Σ 121.46 118,135,141.70 OK

Dirección X

EJEKix Yi Yct

Kix*YctVix Vdxi



261.6587.22 6.87 5.78 18.22 99.55 98.46 46.44 46.12 99.549

B 44.13 0.33 6.00 -25.00 -1103.27 27581.64 87.22 0.26 0.22 0.70 87.69 87.65 26.95 26.93 87.691C 44.13 0.33 0.00 -625.00 -27581.64 17238526.04 87.22 6.60 5.55 17.52 99.07 98.03 45.66 45.35 99.074Σ 132.39 35,911,297.44 OK

154,046,439.14

kiy/Σkiy Kiy*Xct2

kix/ΣkixKix*Yct2


J7

Cortante directo

K7


M7


R7


CORTANTE (Ton) FUERZA SISMICA (Ton)SENTIDO Y NIVEL 1 NIVEL 2 NIVEL 3 NIVEL 4 NIVEL 1 NIVEL 2 NIVEL 3

EJE 1 77.485 64.195 46.920 25.162 13.290 17.274 21.759EJE 2 63.756 52.785 38.557 20.637 10.971 14.228 17.920EJE 3 53.700 44.427 32.431 17.322 9.272 11.996 15.109EJE 4 65.283 54.054 39.488 21.140 11.229 14.567 18.347EJE 5 74.550 61.756 45.133 24.195 12.794 16.623 20.938

CORTANTE (Ton) FUERZA SISMICA (Ton)SENTIDO X NIVEL 1 NIVEL 2 NIVEL 3 NIVEL 4 NIVEL 1 NIVEL 2 NIVEL 3

EJE A 99.549 82.330 60.078 30.300 17.219 22.252 29.779EJE B 87.691 72.489 52.852 22.898 15.202 19.637 29.954EJE C 99.074 81.937 59.789 22.050 17.138 22.147 37.739

FUERZA SISMICA (Ton)NIVEL 425.16220.63717.32221.14024.195

FUERZA SISMICA (Ton)NIVEL 430.30022.89822.050

Documents

Tf Edificio