diseño albañileria

8/10/2019 diseo albaileria

1/25

1.- DATOS Y CONFIGURACIN ESTRUCTURAL DEL EDIFICIO

ESPECIFICACIONES: f`c = 175 Kg/cm2 fy = 4200 kg/cm2

Ubicacin: PASCO Capacidad Portante del Suelo: 3.26 kg/m2

Uso: Vivienda

h= 2.60 m

ESPESOR MINIMO DEL MURO

Del RNE (E070, art. 19.1) se tiene:

t >= 0.13 m

se asume un espesor de: 0.13 m muro soga

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRIO


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vigas soleras en X-X: 0.25 x 0.30 m

vigas soleras en Y-Y: 0.15 x 0.30 m

ESRUCTURACION

La losa aligerada sera un diafragma rigida

PLANO TECHO TIPICO

Losa aligerada e= 0.20 m


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N


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2.- PROPIEDADES DE LOSA MATERIALES Y CARGAS

PROPIEDADES DE LOS MATERIALES

Concreto: f'c= 175 kg/cm2Acero: fy= 4200 kg/cm2

Albaileria: Pilas: f'm= 65 kg/cm2

Ladrillo: kin kong industrial

Mortero: 1:4 (Cemento:Agua)

CARGAS MUERRTAS Y VIVAS

Concreto Armado: = 2 Tn/m3

Losa Aligerada: 300.0 Kg/m2

Acabado:

Sobrecarga Azotea:

Sobrecarga Pisos.

Muros de Albaileria: 1.90 Tn/m3

3.- Estructuracin en plantaDENSIDAD MINIMA DE MUROS

De acuerdo ala norma E030:

Z= 0.2

U= 1

S= 1.2

N= 4

Ap= 114

Para direccion X-X

MURO Aparejo Espesor t (m) Largo (m)Area de

Muro (m2)

X1 soga 0.13 1.20 0.156

X2 soga 0.13 0.30 0.039

X3 soga 0.13 2.30 0.299

X4 soga 0.13 3.10 0.403

X5 soga 0.13 2.35 0.3055

X6 soga 0.13 0.25 0.0325

X7 soga 0.13 3.20 0.416

X8 soga 0.13 0.25 0.0325

X9 soga 0.13 1.15 0.1495

X10 soga 0.13 3.35 0.4355X11 soga 0.13 0.60 0.078

X12 soga 0.13 7.70 1.001

TOTAL 6.36025

0.055791667 > 0.017142857 CUMPLE

0.1 Tn/m2

0.1 Tn/m2

0.2 Tn/m2

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION

= 0.175 Tn/cm2= 4.200 Tn/cm2

= 650.0 Tn/m2

= 0.3 Tn/m2


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Para direccion Y-Y

MURO Aparejo Espesor t (m) Largo (m)Area de

Muro (m2)

Y1 soga 0.13 7.20 0.936

Y2 soga 0.13 3.65 0.4745

Y3 soga 0.13 2.60 0.338

Y4 soga 0.13 1.80 0.234

Y5 soga 0.13 1.20 0.156Y6 soga 0.13 0.30 0.039

Y7 soga 0.13 0.30 0.039

Y8 soga 0.13 0.80 0.104

Y9 soga 0.13 3.60 0.468

Y10 soga 0.13 4.11 0.5343

Y11 soga 0.13 1.15 0.1495

Y12 soga 0.13 0.90 0.117

TOTAL 6.81967

0.059821667 > 0.017142857 CUMPLE


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4.- Esfuerzo Axial Mximo (m)

Para direccion X-X

Piso

TipicoAzotea servicio servicio

P.Viva Ton P.Viva Ton P.D. (Ton)P.L.

(Ton)

P.D. + P.L.

(Ton)P.D. (Ton)

P.L.

(Ton)

P.D. + P.L.

(Ton)

X1 7.95 1.59 0.795 0.2964 1.59 1.8864 0.2964 0.795 1.0914 3 1

X2 3.22 0.644 0.322 0.0741 0.644 0.7181 0.0741 0.322 0.3961 3 1

X3 13.4 2.68 1.34 0.5681 2.68 3.2481 0.5681 1.34 1.9081 3 1

X4 12.53 2.506 1.253 0.7657 2.506 3.2717 0.7657 1.253 2.0187 3 1

X5 4.68 0.936 0.468 0.58045 0.936 1.51645 0.58045 0.468 1.04845 3 1

X6 3.57 0.714 0.357 0.06175 0.714 0.77575 0.06175 0.357 0.41875 3 1

X7 12.34 2.468 1.234 0.7904 2.468 3.2584 0.7904 1.234 2.0244 3 1

X8 3.6 0.72 0.36 0.06175 0.72 0.78175 0.06175 0.36 0.42175 3 1

X9 6.74 1.348 0.674 0.28405 1.348 1.63205 0.28405 0.674 0.95805 3 1

X10 17.28 3.456 1.728 0.82745 3.456 4.28345 0.82745 1.728 2.55545 3 1

X11 5.27 1.054 0.527 0.1482 1.054 1.2022 0.1482 0.527 0.6752 3 1

X12 18.8 3.76 1.88 1.9019 3.76 5.6619 1.9019 1.88 3.7819 3 1

Para direccion Y-Y

Piso

TipicoAzotea servicio servicio

P.Viva Ton P.Viva Ton P.D. (Ton) P.L.(Ton)

P.D. + P.L.(Ton)

P.D. (Ton) P.L.(Ton)

P.D. + P.L.(Ton)

Y1 23.26 4.652 2.326 1.7784 4.652 6.4304 1.7784 2.326 4.1044 3 1

Y2 9.02 1.804 0.902 0.90155 1.804 2.70555 0.90155 0.902 1.80355 3 1

Y3 13.24 2.648 1.324 0.6422 2.648 3.2902 0.6422 1.324 1.9662 3 1

Y4 10.64 2.128 1.064 0.4446 2.128 2.5726 0.4446 1.064 1.5086 3 1

Y5 4.08 0.816 0.408 0.2964 0.816 1.1124 0.2964 0.408 0.7044 3 1

Y6 3.74 0.748 0.374 0.0741 0.748 0.8221 0.0741 0.374 0.4481 3 1

Y7 4.35 0.87 0.435 0.0741 0.87 0.9441 0.0741 0.435 0.5091 3 1

Y8 6.01 1.202 0.601 0.1976 1.202 1.3996 0.1976 0.601 0.7986 3 1

Y9 15.11 3.022 1.511 0.8892 3.022 3.9112 0.8892 1.511 2.4002 3 1

Y10 6.96 1.392 0.696 1.01517 1.392 2.40717 1.01517 0.696 1.71117 3 1

Y11 6.72 1.344 0.672 0.28405 1.344 1.62805 0.28405 0.672 0.95605 3 1

Y12 12.28 2.456 1.228 0.2223 2.456 2.6783 0.2223 1.228 1.4503 3 1

Azotea

UNIVERSIDAD NACIONAL DANIEL AL

MURO

Piso Tipico Azotea N de

PisosTipicos Azotea

Area

Tributaria

Area

Tributaria

MURO

Piso Tipico Azotea N de

Pisos

Tipicos


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Total

Muro

P.D.+P.L.

(Ton)(Ton/m2) (Ton/m2) (Ton/m2)

6.7506 43.27 87.55 97.5 Comforme

2.5504 65.39 87.55 97.5 Comforme

11.6524 38.97 87.55 97.5 Comforme

11.8338 29.36 87.55 97.5 Comforme

5.5978 18.32 87.55 97.5 Comforme

2.746 84.49 87.55 97.5 Comforme

11.7996 28.36 87.55 97.5 Comforme

2.767 85.14 87.55 97.5 Comforme

5.8542 39.16 87.55 97.5 Comforme

15.4058 35.37 87.55 97.5 Comforme

4.2818 54.89 87.55 97.5 Comforme

20.7676 20.75 87.55 97.5 Comforme

Total

Muro

P.D.+P.L.(Ton)

(Ton/m2) (Ton/m2) (Ton/m2)

23.3956 25.00 87.55 97.5 Comforme

9.9202 20.91 87.55 97.5 Comforme

11.8368 35.02 87.55 97.5 Comforme

9.2264 39.43 87.55 97.5 Comforme

4.0416 25.91 87.55 97.5 Comforme

2.9144 74.73 87.55 97.5 Comforme

3.3414 85.68 87.55 97.5 Comforme

4.9974 48.05 87.55 97.5 Comforme

14.1338 30.20 87.55 97.5 Comforme

8.93268 16.72 87.55 97.5 Comforme

5.8402 39.06 87.55 97.5 Comforme

9.4852 81.07 87.55 97.5 Comforme

IDES CARRION

Limites de norma E-070

Resultado

Limites de norma E-070

Resultado


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5.- METRADO DE CARGAS

AZOTEA

L Sobrecarga = Kg m2 CV Kg cm CV

D Peso aligerado = Kg m2 Kg cm

D Peso acabado = Kg m2 Kg cm

D Carga Muerta Kg m2 CM Kg cm CM

OTROS NIVELES

L Sobrecarga = Kg m2 CV Kg cm CV

D Peso aligerado = Kg m2 Kg cm

D Peso acabado = Kg m2 Kg cm

D Tabiqueria = Kg m2 Kg cm

D arga uerta g m g cm100 0.0100

500 0.0500

200 0.0200

300 0.0300

100 0.0100

100 0.0100

400 0.0400


100 0.0100

300 0.0300


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6.- CALCULO DE LA CORTANTE BASAL

PARAMETROS DE SITIO

a) ZONIFICACION (Z)

De acuerdo al Mapa de Sismos.

Pasco se encuentra en la Zona 2

Z = 0.3

b) CONDICIONES GEOTECNICAS (S)

De acuerdo al Reglamneto Nacional de Edificaciones el suelo es tipo S 1

S= 1.2

TP= 0.40 s

c) CATEGORIA DE LA EDIFICACION

El uso de la edificacion es para vivienda lo que lo clasifica en una edificacion comun

U= 1.0

d) SISTEMA ESTRUCTURAL

La estructura es un portico por lo que el coeficiente de reduccion es:

R= 3

e) PERIODO FUNDAMENTAL

El periodo fundamental se calcula mediante la formula:

hn = 10.4Ct= 35 (E-030)

T = 0.30 s

f) FACTOR DE AMPLIFICACION SISMICA

El factor de amplificacion sismica se calculara mediante la formula:

y C < = 2.5C = 2.5 ( Tp / T )

T = hn / Ct



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C= 3.37

como C es mayor que 2.5 usaremos:

C= 2.50

PisoPeso de Vigas

(Tn)

Peso de

Columnas (Tn)Aligerado (Tn) Acabados (Tn) Tabiqueria (Tn)

Total de Carga

Muerta (Tn)

Total de Carga

Viva (Tn)

2 4.32 1.56 34.20 11.40 13.18 64.66 0.20

3 4.32 1.56 34.20 11.40 13.18 64.66 0.20

4 4.32 1.56 34.20 11.40 13.18 64.66 0.20

Azotea 4.32 - 34.20 11.40 5.07 54.99 0.10

Peso 17.28 4.68 136.80 45.60 44.61 248.97 0.70

V = 151.33

NUDO Pi hi Pi x hiPi x hi / (Pi x

hi)Fi Vi

1 97.350 2.600 253.110 0.106 16.041 151.175

2 97.350 5.200 506.219 0.213 32.233 135.134

3 97.350 7.800 759.329 0.319 48.273 102.902

4 82.664 10.400 859.704 0.361 54.629 54.629

374.71 2,378.362 151.175

PARA EL PISO N01

Vi=

Area =

Rigidez X-X Cte. Directo

Muro L(cm) t(cm) H(cm)Area de

muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn)

X1 120 13 260 1560.00 11709.18 1.187% 1.794

X2 30 13 260 390.00 210.09 0.021% 0.032

X3 230 13 260 2990.00 60253.73 6.107% 9.232

X4 310 13 260 4030.00 113309.24 11.485% 17.362

X5 235 13 260 3055.00 63241.38 6.410% 9.690

X6 25 13 260 325.00 121.95 0.012% 0.019

X7 320 13 260 4160.00 120554.02 12.219% 18.472

X8 25 13 260 325.00 121.95 0.012% 0.019

X9 115 13 260 1495.00 10422.83 1.056% 1.597X10 335 13 260 4355.00 131598.52 13.338% 20.164

X11 60 13 260 780.00 1632.29 0.165% 0.250

X12 770 13 260 10010.00 473443.28 47.986% 72.544

TOTAL 986618.46

Vi=

Area =




Y1 720.00 13 260 9360.00 434461.00 40.486% 61.205

CALCULO DE PESO POR PISO

CALCULO DE CORTANTE BASAL POR PISO SEGN NORMA

151.175

114,000.000

151.175

114,000.000


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Y2 365.00 13 260 4745.00 154210.56 14.370% 21.724

Y3 260.00 13 260 3380.00 78928.57 7.355% 11.119

Y4 180.00 13 260 2340.00 33713.28 3.142% 4.749

Y5 120.00 13 260 1560.00 11709.18 1.091% 1.650

Y6 30.00 13 260 390.00 210.09 0.020% 0.030

Y7 30.00 13 260 390.00 210.09 0.020% 0.030

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.529

Y9 360.00 13 260 4680.00 150400.49 14.015% 21.188

Y10 411.00 13 260 5343.00 189833.25 17.690% 26.743

Y11 115.00 13 260 1495.00 10422.83 0.971% 1.468

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.741TOTAL 1073112.85

PARA EL PISO N02

Vi=

Area =




X1 120 13 260 1560.00 11709.18 1.187% 1.604

X2 30 13 260 390.00 210.09 0.021% 0.029

X3 230 13 260 2990.00 60253.73 6.107% 8.253X4 310 13 260 4030.00 113309.24 11.485% 15.520

X5 235 13 260 3055.00 63241.38 6.410% 8.662

X6 25 13 260 325.00 121.95 0.012% 0.017

X7 320 13 260 4160.00 120554.02 12.219% 16.512

X8 25 13 260 325.00 121.95 0.012% 0.017

X9 115 13 260 1495.00 10422.83 1.056% 1.428

X10 335 13 260 4355.00 131598.52 13.338% 18.025

X11 60 13 260 780.00 1632.29 0.165% 0.224

X12 770 13 260 10010.00 473443.28 47.986% 64.846

TOTAL 986618.46

Vi=

Area =




Y1 720.00 13 260 9360.00 434461.00 40.486% 54.711

Y2 365.00 13 260 4745.00 154210.56 14.370% 19.419

Y3 260.00 13 260 3380.00 78928.57 7.355% 9.939

Y4 180.00 13 260 2340.00 33713.28 3.142% 4.245

Y5 120.00 13 260 1560.00 11709.18 1.091% 1.475

Y6 30.00 13 260 390.00 210.09 0.020% 0.026

Y7 30.00 13 260 390.00 210.09 0.020% 0.026

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.473

Y9 360.00 13 260 4680.00 150400.49 14.015% 18.940

Y10 411.00 13 260 5343.00 189833.25 17.690% 23.905

Y11 115.00 13 260 1495.00 10422.83 0.971% 1.313

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.662

TOTAL 1073112.85

PARA EL PISO N03

Vi=

Area =


135.134

114,000.000

135.134

114,000.000

102.902

114,000.000


13/25



X1 120 13 260 1560.00 11709.18 1.187% 1.221

X2 30 13 260 390.00 210.09 0.021% 0.022

X3 230 13 260 2990.00 60253.73 6.107% 6.284

X4 310 13 260 4030.00 113309.24 11.485% 11.818

X5 235 13 260 3055.00 63241.38 6.410% 6.596

X6 25 13 260 325.00 121.95 0.012% 0.013

X7 320 13 260 4160.00 120554.02 12.219% 12.573

X8 25 13 260 325.00 121.95 0.012% 0.013X9 115 13 260 1495.00 10422.83 1.056% 1.087

X10 335 13 260 4355.00 131598.52 13.338% 13.725

X11 60 13 260 780.00 1632.29 0.165% 0.170

X12 770 13 260 10010.00 473443.28 47.986% 49.379

TOTAL 986618.46

Vi=

Area =




Y1 720.00 13 260 9360.00 434461.00 40.486% 41.661

Y2 365.00 13 260 4745.00 154210.56 14.370% 14.787

Y3 260.00 13 260 3380.00 78928.57 7.355% 7.569

Y4 180.00 13 260 2340.00 33713.28 3.142% 3.233

Y5 120.00 13 260 1560.00 11709.18 1.091% 1.123

Y6 30.00 13 260 390.00 210.09 0.020% 0.020

Y7 30.00 13 260 390.00 210.09 0.020% 0.020

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.360

Y9 360.00 13 260 4680.00 150400.49 14.015% 14.422

Y10 411.00 13 260 5343.00 189833.25 17.690% 18.203

Y11 115.00 13 260 1495.00 10422.83 0.971% 0.999

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.504

TOTAL 1073112.85

PARA EL PISO N04

Vi=

Area =




X1 120 13 260 1560.00 11709.18 1.187% 0.648

X2 30 13 260 390.00 210.09 0.021% 0.012

X3 230 13 260 2990.00 60253.73 6.107% 3.336

X4 310 13 260 4030.00 113309.24 11.485% 6.274

X5 235 13 260 3055.00 63241.38 6.410% 3.502

X6 25 13 260 325.00 121.95 0.012% 0.007

X7 320 13 260 4160.00 120554.02 12.219% 6.675

X8 25 13 260 325.00 121.95 0.012% 0.007

X9 115 13 260 1495.00 10422.83 1.056% 0.577

X10 335 13 260 4355.00 131598.52 13.338% 7.287

X11 60 13 260 780.00 1632.29 0.165% 0.090

X12 770 13 260 10010.00 473443.28 47.986% 26.214

TOTAL 986618.46

54.629

114,000.000

102.902

114,000.000


14/25

Vi=

Area =




Y1 720.00 13 260 9360.00 434461.00 40.486% 22.117

Y2 365.00 13 260 4745.00 154210.56 14.370% 7.850

Y3 260.00 13 260 3380.00 78928.57 7.355% 4.018

Y4 180.00 13 260 2340.00 33713.28 3.142% 1.716

Y5 120.00 13 260 1560.00 11709.18 1.091% 0.596Y6 30.00 13 260 390.00 210.09 0.020% 0.011

Y7 30.00 13 260 390.00 210.09 0.020% 0.011

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.191

Y9 360.00 13 260 4680.00 150400.49 14.015% 7.656

Y10 411.00 13 260 5343.00 189833.25 17.690% 9.664

Y11 115.00 13 260 1495.00 10422.83 0.971% 0.531

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.268

TOTAL 1073112.85

54.629

114,000.000


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16/25

Peso Total

1.5CM+1.8CV(Tn)

97.35

97.35

97.35

82.66

374.71


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18/25


19/25


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7.- CONTROL DE LA FISURACION

PARAMETROS DE SITIO

a) ZONIFICACION (Z)

De acuerdo al Mapa de Sismos.

Pasco se encuentra en la Zona 2

Z = 0.3

b) CONDICIONES GEOTECNICAS (S)

De acuerdo al Reglamneto Nacional de Edificaciones el suelo es tipo S1

S= 1.2

TP= 0.40 s

c) CATEGORIA DE LA EDIFICACION

El uso de la edificacion es para vivienda lo que lo clasifica en una edificacion comun

U= 1.0

d) SISTEMA ESTRUCTURAL

La estructura es un portico por lo que el coeficiente de reduccion es:

R= 6

e) PERIODO FUNDAMENTAL

El periodo fundamental se calcula mediante la formula:

hn = 10.4

Ct= 35 (E-030)

T = 0.30 s

f) FACTOR DE AMPLIFICACION SISMICA

El factor de amplificacion sismica se calculara mediante la formula:

y C < = 2.5

C= 3.37

como C es mayor que 2.5 usaremos:

C= 2.50

Piso Peso de Vigas(Tn) Peso deColumnas (Tn) Aligerado (Tn) Acabados (Tn) Tabiqueria (Tn) Total de CargaMuerta (Tn) Total de CargaViva (Tn)

Peso Total

1.5CM+1.8CV(Tn)

2 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35

3 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35

4 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35

Azotea 4.32 - 34.20 11.40 5.07 54.99 0.10 82.66

Peso 17.28 4.68 136.80 45.60 44.61 248.97 0.70 374.71

V = 75.66

NUDO Pi hi Pi x hiPi x hi / (Pi x

hi)

Fi Vi

1 97.350 2.600 253.110 0.106 8.020 75.588

2 97.350 5.200 506.219 0.213 16.116 67.568

3 97.350 7.800 759.329 0.319 24.137 51.451

4 82.664 10.400 859.704 0.361 27.314 27.315

374.71 2,378.362 75.588

PARA EL PISO N01

Vi=

Area =Rigidez X-X Cte. Directo Vm


muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vtotal MFc(Tn-m) v'm (tn/m) =Ve*L/Me final

Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*PgX1 120 13 260 1560 00 11709 18 1 187% 0 897 1 166 81 0 923 0 923 7 7564 8 199172


T = hn / Ct

C = 2.5 ( Tp / T )

CALCULO DE PESO POR PISO

CALCULO DE CORTANTE BASAL POR PISO SEGN NORMA

Para realizar el analisis de control de fisuracion se tomara en cuenta que el coeficiente de reduccion se debe de

aumentar a 6 para una analisis en sismo moderado

75.588

114,000.000


21/25

X3 230 13 260 2990.00 60253.73 6.107% 4.616 6.001 81 1.769 1.000 14.8206 16.729188 9.2011

X4 310 13 260 4030.00 113309.24 11.485% 8.681 11.285 81 2.385 1.000 19.9582 22.544036 12.3992

X5 235 13 260 3055.00 63241.38 6.410% 4.845 6.299 81 1.808 1.000 15.1417 17.092616 9.4009

X6 25 13 260 325.00 121.95 0.012% 0.009 0.012 81 0.192 0.192 1.6555 0.6592025 0.3626

X7 320 13 260 4160.00 120554.02 12.219% 9.236 12.007 81 2.462 1.000 20.6004 23.270892 12.7990

X8 25 13 260 325.00 121.95 0.012% 0.009 0.012 81 0.192 0.192 1.6555 0.6592025 0.3626

X9 115 13 260 1495.00 10422.83 1.056% 0.799 1.038 81 0.885 0.885 7.4353 7.6018565 4.1810

X10 335 13 260 4355.00 131598.52 13.338% 10.082 13.107 81 2.577 1.000 21.5637 24.361176 13.3986

X11 60 13 260 780.00 1632.29 0.165% 0.125 0.163 81 0.462 0.462 3.9032 2.501536 1.3758

X12 770 13 260 10010.00 473443.28 47.986% 36.272 47.154 81 5.923 1.000 49.4994 78.276687 43.0522TOTAL 986618.46

Vi=

Area =

Rigidez X-X Cte. Directo Vm


muro (cm2)Kxi (kg/cm2) Kxi/kxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) =Ve*L/Me final

Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

Y1 720.00 13 260 9360.00 434461.00 40.486% 30.603 39.783 81 5.538 1.000 46.2884 52.345132 28.7898

Y2 365.00 13 260 4745.00 154210.56 14.370% 10.862 14.121 81 2.808 1.000 23.4903 26.541744 14.5980

Y3 260.00 13 260 3380.00 78928.57 7.355% 5.560 7.227 81 2.000 1.000 16.7472 18.909756 10.4004

Y4 180.00 13 260 2340.00 33713.28 3.142% 2.375 3.087 81 1.385 1.000 11.6096 13.094908 7.2022

Y5 120.00 13 260 1560.00 11709.18 1.091% 0.8251.072 81 0.923 0.923 7.7564 8.199172 4.5095Y6 30.00 13 260 390.00 210.09 0.020% 0.015 0.019 81 0.231 0.231 1.9766 0.855568 0.4706

Y7 30.00 13 260 390.00 210.09 0.020% 0.015 0.019 81 0.231 0.231 1.9766 0.855568 0.4706

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.265 0.344 81 0.615 0.615 5.1876 4.044348 2.2244

Y9 360.00 13 260 4680.00 150400.49 14.015% 10.594 13.772 81 2.769 1.000 23.1692 26.178316 14.3981

Y10 411.00 13 260 5343.00 189833.25 17.690% 13.371 17.383 81 3.162 1.000 26.44442 29.8852816 16.4369

Y11 115.00 13 260 1495.00 10422.83 0.971% 0.734 0.954 81 0.885 0.885 7.4353 7.6018565 4.1810

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.370 0.481 81 0.692 0.692 5.8298 6.753679 3.7145

TOTAL 1073112.85

PARA EL PISO N02

Vi=

Area =




Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

X1 120 13 260 1560.00 11709.18 1.187% 0.802 1.042 81 0.923 0.923 7.7564 8.199172 4.5095

X2 30 13 260 390.00 210.09 0.021% 0.014 0.019 81 0.231 0.231 1.9766 0.855568 0.4706

X3 230 13 260 2990.00 60253.73 6.107% 4.126 5.364 81 1.769 1.000 14.8206 16.729188 9.2011

X4 310 13 260 4030.00 113309.24 11.485% 7.760 10.088 81 2.385 1.000 19.9582 22.544036 12.3992

X5 235 13 260 3055.00 63241.38 6.410% 4.331 5.630 81 1.808 1.000 15.1417 17.092616 9.4009

X6 25 13 260 325.00 121.95 0.012% 0.008 0.011 81 0.192 0.192 1.6555 0.6592025 0.3626

X7 320 13 260 4160.00 120554.02 12.219% 8.256 10.733 81 2.462 1.000 20.6004 23.270892 12.7990

X8 25 13 260 325.00 121.95 0.012% 0.008 0.011 81 0.192 0.192 1.6555 0.6592025 0.3626

X9 115 13 260 1495.00 10422.83 1.056% 0.714 0.928 81 0.885 0.885 7.4353 7.6018565 4.1810

X10 335 13 260 4355.00 131598.52 13.338% 9.012 11.716 81 2.577 1.000 21.5637 24.361176 13.3986

X11 60 13 260 780.00 1632.29 0.165% 0.112 0.145 81 0.462 0.462 3.9032 2.501536 1.3758

X12 770 13 260 10010.00 473443.28 47.986% 32.423 42.150 81 5.923 1.000 49.4994 78.276687 43.0522

TOTAL 986618.46

Vi=

Area =




Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

Y1 720.00 13 260 9360.00 434461.00 40.486% 27.355 35.562 81 5.538 1.000 46.2884 52.345132 28.7898

Y2 365.00 13 260 4745.00 154210.56 14.370% 9.710 12.623 81 2.808 1.000 23.4903 26.541744 14.5980

Y3 260.00 13 260 3380.00 78928.57 7.355% 4.970 6.461 81 2.000 1.000 16.7472 18.909756 10.4004

Y4 180.00 13 260 2340.00 33713.28 3.142% 2.123 2.760 81 1.385 1.000 11.6096 13.094908 7.2022

Y5 120.00 13 260 1560.00 11709.18 1.091% 0.737 0.958 81 0.923 0.923 7.7564 8.199172 4.5095

Y6 30.00 13 260 390.00 210.09 0.020% 0.013 0.017 81 0.231 0.231 1.9766 0.855568 0.4706

Y7 30.00 13 260 390.00 210.09 0.020% 0.013 0.017 81 0.231 0.231 1.9766 0.855568 0.4706

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.237 0.308 81 0.615 0.615 5.1876 4.044348 2.2244

Y9 360.00 13 260 4680.00 150400.49 14.015% 9.470 12.311 81 2.769 1.000 23.1692 26.178316 14.3981

Y10 411.00 13 260 5343.00 189833.25 17.690% 11.953 15.539 81 3.162 1.000 26.44442 29.8852816 16.4369

Y11 115.00 13 260 1495.00 10422.83 0.971% 0.656 0.853 81 0.885 0.885 7.4353 7.6018565 4.1810

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.331 0.430 81 0.692 0.692 5.8298 6.753679 3.7145

TOTAL 1073112.85

PARA EL PISO N03

Vi=

Area =




Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

X1 120 13 260 1560.00 11709.18 1.187% 0.611 0.794 81 0.923 0.923 7.7564 8.199172 4.5095

X2 30 13 260 390.00 210.09 0.021% 0.011 0.014 81 0.231 0.231 1.9766 0.855568 0.4706

X3 230 13 260 2990.00 60253.73 6.107% 3.142 4.085 81 1.769 1.000 14.8206 16.729188 9.2011

X4 310 13 260 4030.00 113309.24 11.485% 5.909 7.682 81 2.385 1.000 19.9582 22.544036 12.3992

X5 235 13 260 3055.00 63241.38 6.410% 3.298 4.287 81 1.808 1.000 15.1417 17.092616 9.4009

X6 25 13 260 325.00 121.95 0.012% 0.006 0.008 81 0.192 0.192 1.6555 0.6592025 0.3626

X7 320 13 260 4160.00 120554.02 12.219% 6.287 8.173 81 2.462 1.000 20.6004 23.270892 12.7990

X8 25 13 260 325.00 121.95 0.012% 0.006 0.008 81 0.192 0.192 1.6555 0.6592025 0.3626

X9 115 13 260 1495.00 10422.83 1.056% 0.544 0.707 81 0.885 0.885 7.4353 7.6018565 4.1810

X10 335 13 260 4355.00 131598.52 13.338% 6.863 8.922 81 2.577 1.000 21.5637 24.361176 13.3986

X11 60 13 260 780.00 1632.29 0.165% 0.085 0.111 81 0.462 0.462 3.9032 2.501536 1.3758

X12 770 13 260 10010.00 473443.28 47.986% 24.690 32.097 81 5.923 1.000 49.4994 78.276687 43.0522

TOTAL 986618.46

Vi=

Area =




Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

114,000.000

67.568

114,000.000

51.451

114,000.000

51.451

114,000.000

75.588

114,000.000

67.568


22/25

Y1 720.00 13 260 9360.00 434461.00 40.486% 20.831 27.080 81 5.538 1.000 46.2884 52.345132 28.7898

Y2 365.00 13 260 4745.00 154210.56 14.370% 7.394 9.612 81 2.808 1.000 23.4903 26.541744 14.5980

Y3 260.00 13 260 3380.00 78928.57 7.355% 3.784 4.920 81 2.000 1.000 16.7472 18.909756 10.4004

Y4 180.00 13 260 2340.00 33713.28 3.142% 1.616 2.101 81 1.385 1.000 11.6096 13.094908 7.2022

Y5 120.00 13 260 1560.00 11709.18 1.091% 0.561 0.730 81 0.923 0.923 7.7564 8.199172 4.5095

Y6 30.00 13 260 390.00 210.09 0.020% 0.010 0.013 81 0.231 0.231 1.9766 0.855568 0.4706

Y7 30.00 13 260 390.00 210.09 0.020% 0.010 0.013 81 0.231 0.231 1.9766 0.855568 0.4706

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.180 0.234 81 0.615 0.615 5.1876 4.044348 2.2244

Y9 360.00 13 260 4680.00 150400.49 14.015% 7.211 9.374 81 2.769 1.000 23.1692 26.178316 14.3981

Y10 411.00 13 260 5343.00 189833.25 17.690% 9.102 11.832 81 3.162 1.000 26.44442 29.8852816 16.4369Y11 115.00 13 260 1495.00 10422.83 0.971% 0.500 0.650 81 0.885 0.885 7.4353 7.6018565 4.1810

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.252 0.328 81 0.692 0.692 5.8298 6.753679 3.7145

TOTAL 1073112.85

PARA EL PISO N04

Vi=

Area =




Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

X1 120 13 260 1560.00 11709.18 1.187% 0.324 0.421 81 0.923 0.923 7.7564 8.199172 4.5095

X2 30 13 260 390.00 210.09 0.021% 0.0060.008 81 0.231 0.231 1.9766 0.855568 0.4706X3 230 13 260 2990.00 60253.73 6.107% 1.668 2.169 81 1.769 1.000 14.8206 16.729188 9.2011

X4 310 13 260 4030.00 113309.24 11.485% 3.137 4.078 81 2.385 1.000 19.9582 22.544036 12.3992

X5 235 13 260 3055.00 63241.38 6.410% 1.751 2.276 81 1.808 1.000 15.1417 17.092616 9.4009

X6 25 13 260 325.00 121.95 0.012% 0.003 0.004 81 0.192 0.192 1.6555 0.6592025 0.3626

X7 320 13 260 4160.00 120554.02 12.219% 3.338 4.339 81 2.462 1.000 20.6004 23.270892 12.7990

X8 25 13 260 325.00 121.95 0.012% 0.003 0.004 81 0.192 0.192 1.6555 0.6592025 0.3626

X9 115 13 260 1495.00 10422.83 1.056% 0.289 0.375 81 0.885 0.885 7.4353 7.6018565 4.1810

X10 335 13 260 4355.00 131598.52 13.338% 3.643 4.736 81 2.577 1.000 21.5637 24.361176 13.3986

X11 60 13 260 780.00 1632.29 0.165% 0.045 0.059 81 0.462 0.462 3.9032 2.501536 1.3758

X12 770 13 260 10010.00 473443.28 47.986% 13.107 17.040 81 5.923 1.000 49.4994 78.276687 43.0522

TOTAL 986618.46

Vi=

Area =




Pg=PD+0.25P

L

Vm=.55*v'm

**t*L+0.23

*Pg

0.55Vm

Y1 720.00 13 260 9360.00 434461.00 40.486% 11.059 14.376 81 5.538 1.000 46.2884 52.345132 28.7898

Y2 365.00 13 260 4745.00 154210.56 14.370% 3.925 5.103 81 2.808 1.000 23.4903 26.541744 14.5980

Y3 260.00 13 260 3380.00 78928.57 7.355% 2.009 2.612 81 2.000 1.000 16.7472 18.909756 10.4004

Y4 180.00 13 260 2340.00 33713.28 3.142% 0.858 1.116 81 1.385 1.000 11.6096 13.094908 7.2022

Y5 120.00 13 260 1560.00 11709.18 1.091% 0.298 0.387 81 0.923 0.923 7.7564 8.199172 4.5095

Y6 30.00 13 260 390.00 210.09 0.020% 0.005 0.007 81 0.231 0.231 1.9766 0.855568 0.4706

Y7 30.00 13 260 390.00 210.09 0.020% 0.005 0.007 81 0.231 0.231 1.9766 0.855568 0.4706

Y8 80.00 13 260 1040.00 3756.91 0.350% 0.096 0.124 81 0.615 0.615 5.1876 4.044348 2.2244

Y9 360.00 13 260 4680.00 150400.49 14.015% 3.828 4.977 81 2.769 1.000 23.1692 26.178316 14.3981

Y10 411.00 13 260 5343.00 189833.25 17.690% 4.832 6.282 81 3.162 1.000 26.44442 29.8852816 16.4369

Y11 115.00 13 260 1495.00 10422.83 0.971% 0.265 0.345 81 0.885 0.885 7.4353 7.6018565 4.1810

Y12 90.00 13 260 1170.00 5256.62 0.490% 0.134 0.174 81 0.692 0.692 5.8298 6.753679 3.7145

TOTAL 1073112.85

27.315

114,000.000

27.315

114,000.000


23/25

Vtotal


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COMFORME

COMFORME

COMFORME

COMFORME

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COMFORME

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COMFORME

COMFORME

Vtotal


25/25

COMFORME

COMFORME

COMFORME

COMFORME

COMFORME

COMFORME

COMFORME

COMFORME

COMFORME

COMFORMECOMFORME

COMFORME

Vtotal

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