Cubicacion C&F

AREAS TRIBUTARIAS VIGAS Y MUROS HORMIGON ARMADO

AREAS TRIBUTARIAS DE VIGAS Y MUROS

largo muro gama H e losa SC (Kg/cm2)300 2.5 16 250

LOSAS Area m2 VIGAS Area m2 MUROS AREA m2L101 23.04 V101 4.09 M101 13.12L102 23.04 V102 3.12 M102 15.72L103 32.64 V103 7.55 M103 13.12L104 23.04 V104 1.54 M104 15.72L105 23.04 V105 1.17 M105 13.12L106 32.64 V106 8.88 M106 13.12L107 23.04 V107 4.81 M107 13.12L108 23.04 V108 6.24 M108 13.12L109 32.64 V109 1.54

Total (m2) 236.16 V110 1.17V111 8.88V112 4.81V113 6.24 Vigas + MurosV114 4.09 Total (m2) 236.16V115 3.12V116 7.55V117 4.09V118 3.12V119 4.09V120 1.54V121 1.17V122 8.88V123 1.17V124 1.54V125 1.54V126 1.17V227 8.88V128 1.17V129 1.54V130 4.09V131 3.12V132 4.09

Total (m2) 126

BAUTIZO DE ELEMENTOS

m2

N° VIGAS QUE DESCARGAN EN Area Trib Area Trib TOTALN° CADA MURO y COLUMNA Vigas (m2) Muros (m2) m2

M101 V104+V105 2.71 13.12 14.48M102 V107+V108 11.05 15.72 21.25M103 V109+V110 2.71 13.12 14.48M104 V112+V113 11.05 15.72 21.25M105 V120+V121 2.71 13.12 14.48M106 V123+V124 2.71 13.12 14.48M107 V125+V126 2.71 13.12 14.48M108 V128+V129 2.71 13.12 14.48C101 V101+V117 8.18 0 4.09C102 V101+V102+V120 8.75 0 4.38C103 V102+V103+V125 12.21 0 6.11C104 V103+V130 11.64 0 5.82C105 V104+V117+V118 8.75 0 4.38C106 V105+V106+V121+V122 20.1 0 10.05C107 V106+V107+V126+V127 23.74 0 11.87C108 V108+V130+V131 13.45 0 6.73C109 V109+V118+V119 8.75 0 4.38C110 V110+V111+V122+V123 20.1 0 10.05C111 V111+V112+V127+V128 23.74 0 11.87C112 V113+V131+V132 13.45 0 6.73C113 V114+V119 8.18 0 4.09C114 V114+V115+V124 8.75 0 4.38C115 V115+V116+V129 12.21 0 6.11C116 V116+V132 11.64 0 5.82

252.00 236.16

O12

Esta es el Muro con mas Area Tributaria del Edificio.

O25

Esta es la columna mas cargada del edificio, la que se utiliza para el prediseño.

CALCULO DE INERCIAS Y PESO SISMICO

CALCULO INERCIA ROTACIONAL

DATOS:h muro gama H e losa b viga h viga b colum h Colum

300 2.5 16 20 40 30 30

Cálculo Para Piso 5

CoordenadasLosas Largo Ancho Espesor Vol (cm3) Peso (T) X YL501 480 480 16 3686400 9.216 250 250L502 480 480 16 3686400 9.216 750 250L503 680 480 16 5222400 13.056 1350 250L504 480 480 16 3686400 9.216 250 750L505 480 480 16 3686400 9.216 750 750L506 680 480 16 5222400 13.056 1350 750L507 480 480 16 3686400 9.216 250 1250L508 480 480 16 3686400 9.216 750 1250L509 680 480 16 5222400 13.056 1350 1250

Total Piso 94.464 Ton

CoordenadasVigas Largo Ancho Alto Vol (cm3) Peso (T) X YV501 480 20 40 384000 0.960 250 0V502 480 20 40 384000 0.960 750 0V503 680 20 40 544000 1.360 1350 0V504 90 20 40 72000 0.180 50 500V505 90 20 40 72000 0.180 450 500V506 480 20 40 384000 0.960 750 500V507 190 20 40 152000 0.380 1100 500V508 190 20 40 152000 0.380 1750 500V509 90 20 40 72000 0.180 50 1000V510 90 20 40 72000 0.180 450 1000V511 480 20 40 384000 0.960 750 1000V512 190 20 40 152000 0.380 1100 1000V513 190 20 40 152000 0.380 1750 1000V514 480 20 40 384000 0.960 250 1500V515 480 20 40 384000 0.960 750 1500V516 680 20 40 544000 1.360 1350 1500V517 480 20 40 384000 0.960 0 250V518 480 20 40 384000 0.960 0 750V519 480 20 40 384000 0.960 0 1250V520 90 20 40 72000 0.180 500 50V521 90 20 40 72000 0.180 500 450V522 480 20 40 384000 0.960 500 750

V523 90 20 40 72000 0.180 500 1050V524 90 20 40 72000 0.180 500 1450V525 90 20 40 72000 0.180 1000 50V526 90 20 40 72000 0.180 1000 450V527 480 20 40 384000 0.960 1000 750V528 90 20 40 72000 0.180 1000 1050V529 90 20 40 72000 0.180 1000 1450V530 480 20 40 384000 0.960 1700 250V531 480 20 40 384000 0.960 1700 750V532 480 20 40 384000 0.960 1700 1250


CoordenadasMuros Largo Ancho Alto Vol (cm3) Peso (T) X YM501 300 20 300 1800000 4.500 250 500M502 300 20 300 1800000 4.500 1350 500M503 300 20 300 1800000 4.500 250 1000M504 300 20 300 1800000 4.500 1350 1000M505 300 20 300 1800000 4.500 500 250M506 300 20 300 1800000 4.500 500 1250M507 300 20 300 1800000 4.500 1000 250M508 300 20 300 1800000 4.500 1000 1250


CoordenadasColumn Largo Ancho Alto Vol (cm3) Peso (T) X Y

C501 150 30 30 135000 0.338 0 0C502 150 30 30 135000 0.338 500 0C503 150 30 30 135000 0.338 1000 0C504 150 30 30 135000 0.338 1700 0C505 150 30 30 135000 0.338 0 500C506 150 30 30 135000 0.338 500 500C507 150 30 30 135000 0.338 1000 500C508 150 30 30 135000 0.338 1700 500C509 150 30 30 135000 0.338 0 1000C510 150 30 30 135000 0.338 500 1000C511 150 30 30 135000 0.338 1000 1000C512 150 30 30 135000 0.338 1700 1000C513 150 30 30 135000 0.338 0 1500C514 150 30 30 135000 0.338 500 1500C515 150 30 30 135000 0.338 1000 1500C516 150 30 30 135000 0.338 1700 1500


Cálculo Para Piso Tipo (Piso 2)

Coordenadas

Losas Largo Ancho Espesor Vol (cm3) Peso (T) X YL201 480 480 16 3686400 9.216 250 250L202 480 480 16 3686400 9.216 750 250L203 680 480 16 5222400 13.056 1350 250L204 480 480 16 3686400 9.216 250 750L205 480 480 16 3686400 9.216 750 750L206 680 480 16 5222400 13.056 1350 750L207 480 480 16 3686400 9.216 250 1250L208 480 480 16 3686400 9.216 750 1250L209 680 480 16 5222400 13.056 1350 1250

Total Piso 94.464 472.32 (T) Edificio

CoordenadasVigas Largo Ancho Alto Vol (cm3) Peso (T) X YV201 480 20 40 384000 0.960 250 0V202 480 20 40 384000 0.960 750 0V203 680 20 40 544000 1.360 1350 0V204 90 20 40 72000 0.180 50 500V205 90 20 40 72000 0.180 450 500V206 480 20 40 384000 0.960 750 500V207 190 20 40 152000 0.380 1100 500V208 190 20 40 152000 0.380 1750 500V209 90 20 40 72000 0.180 50 1000V210 90 20 40 72000 0.180 450 1000V211 480 20 40 384000 0.960 750 1000V212 190 20 40 152000 0.380 1100 1000V213 190 20 40 152000 0.380 1750 1000V214 480 20 40 384000 0.960 250 1500V215 480 20 40 384000 0.960 750 1500V216 680 20 40 544000 1.360 1350 1500V217 480 20 40 384000 0.960 0 250V218 480 20 40 384000 0.960 0 750V219 480 20 40 384000 0.960 0 1250V220 90 20 40 72000 0.180 500 50V221 90 20 40 72000 0.180 500 450V222 480 20 40 384000 0.960 500 750V223 90 20 40 72000 0.180 500 1050V224 90 20 40 72000 0.180 500 1450V225 90 20 40 72000 0.180 1000 50V226 90 20 40 72000 0.180 1000 450V227 480 20 40 384000 0.960 1000 750V228 90 20 40 72000 0.180 1000 1050V229 90 20 40 72000 0.180 1000 1450V230 480 20 40 384000 0.960 1700 250V231 480 20 40 384000 0.960 1700 750V232 480 20 40 384000 0.960 1700 1250

Total Piso 19.840 99.2 (T) Edificio

CoordenadasMuros Largo Ancho Alto Vol (cm3) Peso (T) X YM201 300 20 300 1800000 4.500 250 500M202 300 20 300 1800000 4.500 1350 500M203 300 20 300 1800000 4.500 250 1000M204 300 20 300 1800000 4.500 1350 1000M205 300 20 300 1800000 4.500 500 250M206 300 20 300 1800000 4.500 500 1250M207 300 20 300 1800000 4.500 1000 250M208 300 20 300 1800000 4.500 1000 1250

Total Piso 36.000 180 (T) Edificio

CoordenadasColumn Largo Ancho Alto Vol (cm3) Peso (T) X Y

C201 300 30 30 270000 0.675 0 0C202 300 30 30 270000 0.675 500 0C203 300 30 30 270000 0.675 1000 0C204 300 30 30 270000 0.675 1700 0C205 300 30 30 270000 0.675 0 500C206 300 30 30 270000 0.675 500 500C207 300 30 30 270000 0.675 1000 500C208 300 30 30 270000 0.675 1700 500C209 300 30 30 270000 0.675 0 1000C210 300 30 30 270000 0.675 500 1000C211 300 30 30 270000 0.675 1000 1000C212 300 30 30 270000 0.675 1700 1000C213 300 30 30 270000 0.675 0 1500C214 300 30 30 270000 0.675 500 1500C215 300 30 30 270000 0.675 1000 1500C216 300 30 30 270000 0.675 1700 1500

Total Piso 10.800 54 (T) Edificio

Cálculo Sobrecarga

Sobrecarga 0.25 T/m2% Sobrecarga Uso 25 %

Numero Niveles 5Superficie Piso 236.16

Losas Largo Ancho Alto Area (m2) SC Factor TotalL201 480 480 16 23.04 0.25 0.25 1.44L202 480 480 16 23.04 0.25 0.25 1.44L203 680 480 16 32.64 0.25 0.25 2.04L204 480 480 16 23.04 0.25 0.25 1.44L205 480 480 16 23.04 0.25 0.25 1.44

L206 680 480 16 32.64 0.25 0.25 2.04L207 480 480 16 23.04 0.25 0.25 1.44L208 480 480 16 23.04 0.25 0.25 1.44L209 680 480 16 32.64 0.25 0.25 2.04

236.16 Total por Piso 14.76Total Edificio 73.8

TOTALES EDIFICIO

Peso (T)

Total piso 5 155.70

Total piso Tipo 161.10

Total 316.81

Peso Sin SC (T) 800.12

Sobrecarga Total 73.80

Peso Sismico 873.92 Ton

Total Sup. Edificio 1180.80 m2

T/m2 0.74011

SE INGRESA MANUALMENTE

Centroide Inerciami*xi mi*yi Rot (Tcm2)

2304 2304 5773257.636912 2304 2718975.49

17626 3264 7528978.292304 6912 3469257.636912 6912 414975.49

17626 9792 4264978.292304 11520 5773257.636912 11520 2718975.49

17626 16320 7528978.29


240 0 882981.00720 0 564826.61

1836 0 1183201.919 90 121286.02

81 90 37562.86720 480 84826.61418 190 52319.09665 190 345552.14

9 180 121286.0281 180 37562.86

720 960 84826.61418 380 52319.09665 380 345552.14240 1440 882981.00720 1440 564826.61

1836 2040 1183201.910 240 922058.200 720 682058.200 1200 922058.20

90 9 108097.4690 81 36097.46

480 720 123903.81

0 200 400 600 800 1000 1200 1400 1600

0

200

400

600

800

1000

1200

1400

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800 2000

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

90 189 36097.4690 261 108097.46

180 9 93443.52180 81 21443.52960 720 45749.42180 189 21443.52180 261 93443.52

1632 240 982733.271632 720 742733.271632 1200 982733.27


1125 2250 1836323.456075 2250 1525356.311125 4500 1836323.456075 4500 1525356.312250 1125 1653149.102250 5625 1653149.104500 1125 1286800.404500 5625 1286800.40


0 0 423796.71169 0 227570.56338 0 200094.40574 0 445127.79

0 169 255046.71169 169 58820.56338 169 31344.40574 169 276377.79

0 338 255046.71169 338 58820.56338 338 31344.40574 338 276377.79

0 506 423796.71169 506 227570.56338 506 200094.40574 506 445127.79

Centroide Inercia

0 200 400 600 800 1000 1200 1400 1600

0

200

400

600

800

1000

1200

1400

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600

0

200

400

600

800

1000

1200

1400

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

mi*xi mi*yi Rot (Tcm2)2304 2304 5773257.636912 2304 2718975.49

17626 3264 7528978.292304 6912 3469257.636912 6912 414975.49

17626 9792 4264978.292304 11520 5773257.636912 11520 2718975.49

17626 16320 7528978.29


240 0 882981.00720 0 564826.61

1836 0 1183201.919 90 121286.02

81 90 37562.86720 480 84826.61418 190 52319.09665 190 345552.14

9 180 121286.0281 180 37562.86

720 960 84826.61418 380 52319.09665 380 345552.14240 1440 882981.00720 1440 564826.61

1836 2040 1183201.910 240 922058.200 720 682058.200 1200 922058.20

90 9 108097.4690 81 36097.46

480 720 123903.8190 189 36097.4690 261 108097.46

180 9 93443.52180 81 21443.52960 720 45749.42180 189 21443.52180 261 93443.52

1632 240 982733.271632 720 742733.271632 1200 982733.27

0 200 400 600 800 1000 1200 1400 1600

0

200

400

600

800

1000

1200

1400

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800 2000

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600

0

200

400

600

800

1000

1200

1400

Column I

750.0


1125 2250 1836323.456075 2250 1525356.311125 4500 1836323.456075 4500 1525356.312250 1125 1653149.102250 5625 1653149.104500 1125 1286800.404500 5625 1286800.40


0 0 851390.30338 0 458937.99675 0 403985.68

1148 0 894052.460 338 513890.30

338 338 121437.99675 338 66485.68

1148 338 556552.460 675 513890.30

338 675 121437.99675 675 66485.68

1148 675 556552.460 1013 851390.30

338 1013 458937.99675 1013 403985.68

1148 1013 894052.46

0 200 400 600 800 1000 1200 1400 1600

0

200

400

600

800

1000

1200

1400

Column I

750.0

0 200 400 600 800 1000 1200 1400 1600 1800

0

200

400

600

800

1000

1200

1400

1600

Column I

750.0

Ton

Centroide Inercia

mi*xi mi*yi Rot (Tcm2)

831.4 750.0 142094217.15

CALCULO ESPESOR DE LOSAS

L201Espesor e1 h1 L1 Alfa_1 e2 h2 L2 Alfa_2 e3 h3 L3 Alfa_3 e4 h4 L4

0.1 0.2 0.4 2.5 5 0.2 2.5 5 625 0.2 2.5 5 625 0.2 0.4 2.50.12 0.2 0.4 2.5 3 0.2 2.5 5 362 0.2 2.5 5 362 0.2 0.4 2.50.15 0.2 0.4 2.5 2 0.2 2.5 5 185 0.2 2.5 5 185 0.2 0.4 2.50.2 0.2 0.4 2.5 1 0.2 2.5 5 78 0.2 2.5 5 78 0.2 0.4 2.5


0.1 0.2 0.4 2.5 5 0.2 2.5 6 521 0.2 0.4 5 3 0.2 2.5 50.12 0.2 0.4 2.5 3 0.2 2.5 6 301 0.2 0.4 5 1 0.2 2.5 50.15 0.2 0.4 2.5 2 0.2 2.5 6 154 0.2 0.4 5 1 0.2 2.5 50.2 0.2 0.4 2.5 1 0.2 2.5 6 65 0.2 0.4 5 0 0.2 2.5 5


0.1 0.2 0.4 2.5 5 0.2 0.4 3.5 4 0.2 2.5 5 625 0.2 2.5 60.12 0.2 0.4 2.5 3 0.2 0.4 3.5 2 0.2 2.5 5 362 0.2 2.5 60.15 0.2 0.4 2.5 2 0.2 0.4 3.5 1 0.2 2.5 5 185 0.2 2.5 60.2 0.2 0.4 2.5 1 0.2 0.4 3.5 0 0.2 2.5 5 78 0.2 2.5 6


0.1 0.2 2.5 5 625 0.2 0.4 5 3 0.2 2.5 5 625 0.2 0.4 2.50.12 0.2 2.5 5 362 0.2 0.4 5 1 0.2 2.5 5 362 0.2 0.4 2.50.15 0.2 2.5 5 185 0.2 0.4 5 1 0.2 2.5 5 185 0.2 0.4 2.50.2 0.2 2.5 5 78 0.2 0.4 5 0 0.2 2.5 5 78 0.2 0.4 2.5


0.1 0.2 0.4 5 3 0.2 0.4 6 2 0.2 0.4 5 3 0.2 0.4 50.12 0.2 0.4 5 1 0.2 0.4 6 1 0.2 0.4 5 1 0.2 0.4 50.15 0.2 0.4 5 1 0.2 0.4 6 1 0.2 0.4 5 1 0.2 0.4 50.2 0.2 0.4 5 0 0.2 0.4 6 0 0.2 0.4 5 0 0.2 0.4 5


0.1 0.2 2.5 5 625 0.2 0.4 3.5 4 0.2 2.5 5 625 0.2 0.4 60.12 0.2 2.5 5 362 0.2 0.4 3.5 2 0.2 2.5 5 362 0.2 0.4 60.15 0.2 2.5 5 185 0.2 0.4 3.5 1 0.2 2.5 5 185 0.2 0.4 60.2 0.2 2.5 5 78 0.2 0.4 3.5 0 0.2 2.5 5 78 0.2 0.4 6


0.1 0.2 2.5 5 625 0.2 2.5 5 625 0.2 0.4 2.5 5 0.2 0.4 2.50.12 0.2 2.5 5 362 0.2 2.5 5 362 0.2 0.4 2.5 3 0.2 0.4 2.50.15 0.2 2.5 5 185 0.2 2.5 5 185 0.2 0.4 2.5 2 0.2 0.4 2.50.2 0.2 2.5 5 78 0.2 2.5 5 78 0.2 0.4 2.5 1 0.2 0.4 2.5

L208

ACI 318-05, CRITERIO 9.5.3.3

Espesor e1 h1 L1 Alfa_1 e2 h2 L2 Alfa_2 e3 h3 L3 Alfa_3 e4 h4 L40.1 0.2 0.4 5 3 0.2 2.5 6 521 0.2 0.4 2.5 5 0.2 2.5 5

0.12 0.2 0.4 5 1 0.2 2.5 6 301 0.2 0.4 2.5 3 0.2 2.5 50.15 0.2 0.4 5 1 0.2 2.5 6 154 0.2 0.4 2.5 2 0.2 2.5 50.2 0.2 0.4 5 0 0.2 2.5 6 65 0.2 0.4 2.5 1 0.2 2.5 5


0.1 0.2 2.5 5 625 0.2 0.4 3.5 4 0.2 0.4 2.5 5 0.2 2.5 60.12 0.2 2.5 5 362 0.2 0.4 3.5 2 0.2 0.4 2.5 3 0.2 2.5 60.15 0.2 2.5 5 185 0.2 0.4 3.5 1 0.2 0.4 2.5 2 0.2 2.5 60.2 0.2 2.5 5 78 0.2 0.4 3.5 0 0.2 0.4 2.5 1 0.2 2.5 6

RESUMEN

Long. (m) fy e P/180LOSA May Men Beta Mpa (m) (m)L201 5 5 1 420 0.122 0.111L202 5 5 1 420 0.122 0.111L203 7 5 1.4 420 0.158 0.133L204 5 5 1 420 0.122 0.111L205 5 5 1 420 0.122 0.111L206 7 5 1.4 420 0.158 0.133L207 5 5 1 420 0.122 0.111L208 5 5 1 420 0.122 0.111L209 7 5 1.4 420 0.158 0.133

H min 0.158 m(m)

Alfa_4 Alfa_med A_m>=25 315.1 1 13 182.3 1 12 93.4 1 11 39.4 1 1

Alfa_4 Alfa_med A_m >=2625 288.4 1 1362 166.9 1 1185 85.4 1 178 36.0 1 1

Alfa_4 Alfa_med A_m >=2521 288.7 1 1301 167.0 1 1154 85.5 1 165 36.1 1 1

Alfa_4 Alfa_med A_m >=25 314.4 1 13 182.0 1 12 93.2 1 11 39.3 1 1

Alfa_4 Alfa_med A_m >=23 2.5 1 11 1.4 0 11 0.7 0 10 0.3 0 1

Alfa_4 Alfa_med A_m >=22 313.9 1 11 181.7 1 11 93.0 1 10 39.2 1 1

Alfa_4 Alfa_med A_m >=25 315.1 1 13 182.3 1 12 93.4 1 11 39.4 1 1

0,2<A_m<2

0,2<A_m<2

0,2<A_m<2

0,2<A_m<2

0,2<A_m<2

0,2<A_m<2

0,2<A_m<2

Alfa_4 Alfa_med A_m >=2625 288.4 1 1362 166.9 1 1185 85.4 1 178 36.0 1 1

Alfa_4 Alfa_med A_m >=2521 288.7 1 1301 167.0 1 1154 85.5 1 165 36.1 1 1

0,2<A_m<2

0,2<A_m<2

PREDISEÑO DE VIGAS

CALCULO DE ESFUERZOS

DATOS: gama (T/m3) 2.5 Tramoe_losa (m) 0.16 2h_viga (m) 0.4 2b_viga (m) 0.2SC (T/m2) 0.25

QV206-V211-V222-V227 V203-V216

Area_2 (m2)Tramo 2 (T/m) Area_4 (m2) Tramo 4 (T/m)qDL(viga) 0.080 0.200 0.080 0.200qDL(losa) 8.880 0.710 7.550 0.431qLL(losa) 8.880 0.444 7.550 0.270

qsc 0.710 0.431qpp 1.092 0.758qu 1.803 1.189

VIGA: V206-V211-V222-V227Valor Punto

Mu+ (Tm) 1.878 2,5mMu- (Tm) 3.756 0

Vu (T) 4.507 0

VIGA V216 - V203Valor Punto

Mu+ (Tm) 2.428 3,5mMu- (Tm) 4.856 0

Vu (T) 4.162 0

CALCULO DE ESFUERZOS

Mu 5.208 T*mVu 7.64 TФ corte 0.6fc 200 kg/cm2fy 4200 kg/cm2Ф fexion 0.9RO balance 0.00774

DIMENSIONES

Rn (kg/cm^2) 29.40RO b *0,375 0.00774

b (cm) d (cm) h (cm) h aprox (cm) c (cm) es15 36.22 41.22 45 8.15 0.010320 31.37 36.37 40 7.06 0.010325 28.06 33.06 35 6.31 0.010330 25.61 30.61 35 5.76 0.0103

35 23.71 28.71 30 5.34 0.0103

CORTE

Vc ( N ) ФVc (N) 1/2*ФVc (N) Vu (N) ФVc > Vu 1/2*ФVc > Vu 40497.1 24298.3 12149.1 76400 0 046762.0 28057.2 14028.6 76400 0 052281.6 31368.9 15684.5 76400 0 057271.6 34362.9 17181.5 76400 0 061860.4 37116.2 18558.1 76400 0 0

Area m2 Largo m Viga8.88 5 V2117.55 7 V216

Modelo 2

Significa que se rellenan a mano.

es > ey 21.3.1.31 13.501 12.001 10.501 10.50

1 9.00

Vu > ФVc 11111

DISEÑO DE COLUMNAS

Para el analisis se considera la columna: C107 o C111

DATOS: gama (T/m3) 2.5 Vigae_losa (m) 0.16 V106h_viga (m) 0.4 V107b_viga (m) 0.2 V126SC (T/m2) 0.25 V127

Columna C107 V106 V107 V126Q Area (m2) Carga(T/m) Area (m2) Carga(T/m) Area (m2)

qDL(viga) 0.080 0.200 0.080 0.200 0.080qDL(losa) 8.880 0.710 4.810 0.962 1.170qLL(losa) 8.880 0.444 4.810 0.601 1.170

qsc 0.710 0.962qpp 1.092 1.394qu 1.803 2.356

VIGA V106 V107 V126 V127 Total (T)Mu+ (Tm) 1.878 2.455 0.053 1.878Mu- (Tm) 3.756 0.785 0.106 3.756

Vu_max (T) 4.507 2.356 0.635 4.507 12.006

Columna Dimension (cm)Ancho 30Alto 30f'c 200h columna 300

Grafico Gerdau-Azay = 0.35x = 0.01

De acuerdo al Grafico, tenemos una cuantia menor a 1% para las columas, con una seccion de 30*30cm

Area Trib Largo m8.88 54.81 21.17 18.88 5

V126 V127Carga(T/m) Area (m2) Carga(T/m)

0.200 0.080 0.2000.468 8.880 0.7100.293 8.880 0.4440.468 0.7100.802 1.0921.270 1.803

PP ColumnaArea (m2) 0.04Longitud (m) 15Volumen 0.6Peso (T) 1.5Pu (T) 2.4

Pu Diseño (T) 62.428Mu Diseño (Tm) 3.756

De acuerdo al Grafico, tenemos una cuantia menor a 1% para las columas, con una seccion de 30*30cm

DISEÑO DE MUROS

Para el analisis se considera el muro : M102 - M104

DATOS: gama (T/m3) 2.5 Elementoe_losa (m) 0.16 V107h_viga (m) 0.4 V108b_viga (m) 0.2 M102SC (T/m2) 0.25

Muro M102 V107 V108 M102Q Area (m2) Carga(T/m) Area (m2) Carga(T/m) Area (m2)

qDL(viga) 0.080 0.200 0.080 0.200 0.000qDL(losa) 4.810 0.962 6.240 1.248 15.720qLL(losa) 4.810 0.601 6.240 0.780 15.720

qsc 0.962 1.248qpp 1.394 1.738qu 2.356 2.986

VIGA V107 V108 M102 Total (T)Mu+ (Tm) 0.393 0.498 0Mu- (Tm) 0.785 0.995 0

Vu_max (T) 2.356 2.986 0 5.342Axial (T) 0 0 13.834 13.834

19.176

Muros Dimension (cm)b 20L 300f'c 200h 300

Altura Edificio (m)Grafico Gerdau-Aza Mu=(Qo*2/3*h)/4y = 0.10x = 0.10

Area Trib Largo m PREDISEÑO4.81 2 Superficie / piso (m2) 236.166.24 2 Sobrecarga de uso (T/m2) 0.25

15.72 3 Sobrecarga de uso / piso (T) 59.04Peso vigas (T) 19.84Peso muros (T) 36.00Peso losas (T) 94.46Peso Columnas (T) 10.80Peso Propio Piso 5 (Altura Columna 1,5m) (T) 155.70Peso propio edificio Piso Tipo (T) 161.10

M102 TOTAL por piso (T) 331.568Carga(T/m) TOTAL (T) 873.92

0.0002.096 MUROS1.310 Compresión2.096 Solicitaciones de compresión (T) 873.922.515 f´c (kg/cm2) 2004.611 m2 de muro necesarios 0.437

m de muro necesarios (ancho 20 cm) 2.185CortePeso sismico, P (T) 873.920

PP Muro C max 0.120Area (m2) 0.6 I 1.000Longitud (m) 15 Q=CIP corte basal (T) 104.870Volumen 9 Vu=1,4Q: Corte Basal (T) 146.819Peso (T) 22.5 Resistencia al corte del hormigón (T/m2) 130.082Pu (T) 27 m2 de muro necesarios 1.129

m de muro necesarios (ancho 20 cm) 5.643Pu Diseño (T) 122.878 Largo por muro 1.411Mu Diseño (Tm) 0.995

15367.05

Ton

Documents

Cubicacion C&F