calculo estatico

CUANTIFICACION DE CARGAS0.15

PP LOSA= 0.05*1.0*1.0*2400 = 120Kg/M CM= Pp NERV= 0.10*0.10*3.6*2400 = 86.4Kg/M PP ALIV= 8*7 = 56Kg/M Pp AZ Y CR= 0.05*1.0*1.0*1900 = 95,00 Kg/M Pp AC= 0.015*1.0*1.0*1200 = 18 Kg/M 426.60Kg/M 427Kg/M

RESUMEN:

Carga Muerte CM = 427,00 Kg / m Carga Viva CV = 200,00 Kg / m

1. ESTUDIO DEL DISEO ARQUITECTNICO Y DEFINICIN DEL SISTEMA ESTRUCTURAL.Requerimientos: Losa alivianada bidireccional Losa sobre vigas

2. PREDISEO DE LA ALTURA MNIMA DE LA LOSA:Segn el A.C.I en su Seccin 9.5.3.3. dice : El peralte mnimo de losas con vigas que se extienden entre los apoyos en todas direcciones debe ser:

(9.11)Pero no menor que

( 9.12 )Y no requiere ser mayor que:

( 9.13 )Donde:Ln, Longitud del claro libre hasta los ejes (cm )

, valor promedio de alfa

, relacin de rigideces

, relacin de claros libresS, claro cortoL, claro largo

Segn la ecuacin 9.12 del cdigo se tiene:

Y no se requiere ser mayor que:

Tableros con luces mayores

En forma simplificada solo en las losas bidireccionales se puede aplicar la siguiente formula tomando como dato el claro mas largo.

NOTA: Asumo h = 0.20 m para cuantificacin de cargas.

DETERMINACION DE PESOS DE PARED DE ACUERDO A SU TIPOPAREDES:

TIPO I TIPO II TIPO III TIPO IV

Pared Tipo 1.

Mampostera:0.15*2.30*1.0*1900 = 655.50

CM Pared 1 = 655.50

Pared Tipo 2.

Mampostera:0.15*1.70*1*1900 = 484,50

Vidrio:0.006*0.60*1*2500 = 9,00

CM Pared 2 = 493,50

Pared Tipo 3.

Mampostera:0.15*1*1*1900 = 285

Vidrio:0.006*1.30*1*2500 =19.50

CM Pared 3 = 304,50

Pared Tipo4. (Antepecho)

Mampostera:0.15*0.9*1*1900 = 256.50

CM Pared 4 = 256.50

CALCULO DE INCREMENTO DE PARED EN TABLEROS

RESUMEN DE CARGAS INICIALES

pared = pared =

pared = 20.98kg/m pared = 46.00 kg/m

CALCULO DE DISEODE LOSA pared = 20.98kg/mCM = 427.00 kg/m

CMT = 447.98 kg/mCV = 200,00 kg/m

U=1.4 (447,98)+1.7 (200)U= 627.16Kg/M+340 Kg/MU= 967.16Kg/M

CASO 4m= m= m= 0.75 = 0.076*967.16*3.75 = 1033,65 Kg/ML = 0.024*967.16*5 = 580.30 Kg/ML = 0.043*627.16*3.75 = 379.25 Kg/ML = 0.052*340*3.75 = 248.63 Kg/ML 627.88 Kg/ML

= 0.013*627.16*5 = 203.83Kg/ML = 0.016*340*5 = 136.00Kg/ML 339.83 Kg/MLCHEQUEO A FLEXIONdB= = 11.90 < 17CHEQUEO A CORTEVu adm = 1.06*Vu adm = 15.36

VU= = 907.85kgVU= = 3.14< 15.36 Ok

DISEO DE TABLERO

As= As= As= As=

AS = 1.56 cm AS = 0.95 cm AS = 0.88cm AS = 0.51cm

TABLERO ( C D) (1 2 )

Pared = = 56,00kg/m

TABLERO (A- B) ( 2-3)

Pared = = 40.60kg/m

TABLERO ( B C ) ( 2 3 )

Pared = = 88,58kg/m

Pared = = 49.32kg/m

138.40 kg/mTABLERO ( B C) ( 1-2)

pared = 46,00kg/mCM = 427.00 kg/m

CMT = 473,00 kg/mCV = 200,00 kg/m

U=1.4 (473,0)+1.7 (200)U= 662,20Kg/M+340 Kg/MU= 1002,20Kg/M

CASO 4m= m= m= 0.74 0.75 = 0.069*1002,20*3.70 = 946.70 Kg/ML = 0.022*1002,20*5 = 551,21 Kg/ML = 0.028*662.20*3.70 = 253.83 Kg/ML = 0.045*340*3.70 = 209.46 Kg/ML 463.29 Kg/ML

= 0.009*662.20*5 = 149.0Kg/ML = 0.014*340*5 = 119.00Kg/ML 268.00Kg/MLCHEQUEO A FLEXIONdB= = 11.00 < 17

CHEQUEO A CORTE

VU= = 929.07kgVU= = 3.21

Vu < Vadm

DISEO DE TABLERO

As= As= As= As=

AS = 1.47 cm AS = 0.72 cm AS = 0.86cm AS = 0.42cm

TABLERO ( C D) ( 1-2)

pared = 56,00kg/mCM = 427.00 kg/m

CMT = 483,00 kg/mCV = 200,00 kg/m

U=1.4 (483,0)+1.7 (200)U= 681.80Kg/M+340 Kg/MU= 1021.80Kg/M

CASO 4m= m= m= 0.75 = 0.069*1021.80*3.75 = 991.46 Kg/ML = 0.022*1021.80*5 = 562.00 Kg/ML = 0.028*681.80*3.75 = 268.46 Kg/ML = 0.045*340*3.75 = 215.16 Kg/ML 483.62 Kg/ML


CHEQUEO A CORTE

VU= = 959.13kgVU= = 3.32

Vu < Vadm

DISEO DE TABLERO

As= As= As= As=

AS = 1.54cm AS = 0.75 cm AS = 0.88cm AS = 0.42cm

TABLERO ( B C) ( 2-3)

pared = 138.40kg/mCM = 427.00 kg/m

CMT = 565.40 kg/mCV = 200,00 kg/m

U=1.4 (565.40)+1.7 (200)U= 791.56Kg/M+340 Kg/MU= 1131.56Kg/M

CASO 4m= m= m= 0.860.85 = 0.060*1131.56*3.20 = 695.23 Kg/ML = 0.031*1131.56*3.70 = 480.22 Kg/ML = 0.024*791.56*3.20 = 194.53 Kg/ML = 0.037*340*3.20 = 128.53 Kg/ML 323.45 Kg/ML

= 0.012*791.56*3.70 = 130.04Kg/ML = 0.019*340*3.70 = 88.44Kg/ML 218.48Kg/MLCHEQUEO A FLEXIONdB= = 9.43 < 17

CHEQUEO A CORTE

VU= = 905.25kgVU= = 3.13

Vu < Vadm

DISEO DE TABLERO

As= As= As= As=


TABLERO ( A B) ( 3-4)

pared = 0kg/mCM = 427.00 kg/m

CMT = 427.0 kg/mCV = 200,00 kg/m

U=1.4 (427)+1.7 (200)U= 597.8Kg/M+340 Kg/MU= 937.80Kg/M

CASO 4m= m= m= 0.75 = 0.061*937.80*3.75 = 804,46 Kg/ML = 0.036*937.80*5 = 844,02 Kg/ML = 0.036*597.8*3.75 = 302.64 Kg/ML = 0.049*340*3.75 = 234.28Kg/ML 536.92 Kg/ML


CHEQUEO A CORTE

VU= = 1099,10kg

VU= = 3.80

Vu < Vadm

DISEO DE TABLERO

As= As= As= As=


TABLERO ( B C) ( 3-4)

pared = 0kg/mCM = 427.00 kg/m

CMT = 427.0 kg/mCV = 200,00 kg/m

U=1.4 (427)+1.7 (200)U= 597.8Kg/M+340 Kg/MU= 937.80Kg/M

CASO 4m= m= m= 0.75 = 0.069*937.80*3.70 = 885.86 Kg/ML = 0.022*937.80*5 = 515.79Kg/ML = 0.028*597.8*3.70 = 229.15 Kg/ML = 0.045*340*3.70 = 209.46 Kg/ML 438.61 Kg/ML

= 0.009*597.8*5 = 134.51Kg/ML = 0.014*340*5 = 119.0Kg/ML 253.51Kg/MLCHEQUEO A FLEXIONdB= = 10.70 < 17CHEQUEO A CORTE

VU= = 869.40kgVU= = 3.01

Vu < Vadm

DISEO DE TABLERO

As= As= As= As=


TABLERO ( C D) ( 3-4) pared = 0kg/mCM = 427.00 kg/m

CMT = 427.0 kg/mCV = 200,00 kg/m

U=1.4 (427)+1.7 (200)U= 597.8Kg/M+340 Kg/MU= 937.80Kg/M

CASO 4m= m= m= 0.75 = 0.069*937.80*3.75 = 909.96Kg/ML = 0.022*937.80*5 = 515.79Kg/ML = 0.028*597.8*3.75 = 235.38 Kg/ML = 0.045*340*3.75 = 215.16 Kg/ML 450.54 Kg/ML


CHEQUEO A CORTE

VU= = 880.28kgVU= = 3.05

Vu < Vadm

DISEO DE TABLERO

As= As= As= As=


PREDISEO Preparacin de pesos por planta TAPAGRADA NIVEL + 8.18

Antecedentes:

CM = 427 kg/cmCV = 80 kg / cmAsumo un tanque reservorio 1 Area de losa: 3.4* 4,14*= 14.96m

Para determinar la fuerza ssmica CM se considera 100% y la cv el 25%

W CM = 24.96 m * 427kg/ m = 6387.92 kgWCMP = 14.80m * 85.50kg/ml = 1265.40 kgW tanque = 1000.0 kg = 1000,0kgWcv = 0,25 *80kg * 14.96m = 229.20 kg

8882.52 kg

TERRAZA NIVEL +5,58

Antecedentes:

CM = 427 kg /mCV = 200 kg/m

Area terraza:Area total : 12.50m* 15 m = 187.50mAreas de huecos:

3.70m*0.30m =1.11m1,0m*0.80m = 0.80m1.0m* 2.90m =2.90m3(0.60*2.0m) = 3.60m2,70m * 2.30m =6.21m(0.91m *1.40m = 1.26m

Total = 15.88mArea total = 171.62m

W CM = 171.62 m * 427kg/ m = 73281.74kgWCMP1 = 15.00m * 655.50kg/ml = 9832.50 kgWCMP4 = 52.40m * 256.50kg/ml = 13440.60kgWcv = 0,25 *200kg/m * 171.62m = 8581.00 kg

105135.84kgLOSA DE ENTRE PISO NIVEL +3.06

Antecedentes:

CM = 427 kg/cmCV = 200 kg / cmArea de losa: = 171.62m

W CM = 171.62 m * 427kg/ m = 73281.74kgWCMP1 = 74.00m * 655.50kg/ml = 48507.00 kgWCMP3 = 304.50m * 24.00kg/ml = 7308,00kgWCMP2 = 1.80m * 493.50kg/ml = 888.30kgWcv = 0,25 *200kg/m * 171.62m = 8581.00 kg

138566.00kgRESUMEN DE PESOSTapa grada = 8882.52 kgTerraza = 105135.84 kgLosa de entrepiso = 138566.00 kg

CALCULO DE FUERZAS HORIZONTALES

PISONIVELH(m)H(m) W tonWHFXVXFYVY

Tapagrada8.102.527.928.8970.402.062.062.062.06

Terraza5,582,525,40105.14567.7616.6018.6616.6018.66

Entrepiso3.062,882.88138.57399.0811.6630.3211.6630.32

suelo0.18

=252.60

1037.24

Por el cdigo C E C el valor de C = 0.12 ; se puede tambin utilizar C = 0.14 debido a un sismo alto pero para este caso el valor del coeficiente de corte vasal es C=0.12

V= C * WV=0,12 * 252.60V= 30.31

Fx=

Fx=

Fx= 0,0292 WH

FX = FYCalculo del periodo de vibracin T

Direccin x-x Tx= 0.05

Tx = 0.05 = 0.12sg

Cx = = = 0,12

Direccion y-y

Ty = 0.05 = 0.05 =0.11sg

Cy = = 0,13

C 0.12C 0.14Fx = Fy

Por que cx = 0.12 = Cy

Comprovacion del corte Basal

W*C = F252.60*0.12 =30.3230.32 =30.32 Momento de vueloMv= (2.06*7.92) + (11.66*2.88)Mv= 139.54 ton mMomento estatico

ME = W* brazoMEx= 252.60 *5.6

MEx= 1414.56 ton-m

MEy= 252.60 *6.60

MEx= 1667.16 ton-m

Factor de seguridadFs = Fsx-x = = 10.14

Fsy-y = = 11.95 2.5

Altura de la resultante

Y=

Y=

Y= 4.60m

DISTRIBUCION DE LAS FUERZAS HORIZONTALES EN CADA PORTICO

SENTIDO X-X

PORTICO 1 = PORTICO 4


SENTIDO Y-Y

PORTICO A = POTICO B

PORTICO C = PORTICO D

CALCULO DE MOMENTO POR EL METODO DEL PORTAL

PORTICO 1 = PORTICO4

PORTICO2 = PORTICO3

PORTICO A = PORTICO B

PORTICO C = PORTICO D

CALCULO DE VOLADOSCaso A pared de bao

qu= 1.4(427)+1.7(1.50)qu = 597.8 +25.5 =852,80 kg/mancho de faja para calculo = 1.0mqu= 852.80 kg/m x1m = 852.80kg/mqu= 853.00 kg/mMomento ltimo.

Chequeo a Flexin.

11.96 cm < 17 cm Muy BienChequeo a Corte.

Vu < Vadm.5.34 < 7.68. Muy BienARMADURA.

2 12 = 2.26 cm.1 12 @ N

Caso B antepecho de mampostera y ventana de mampostera

qu= 853.0 kg/m

pared= 304.50kg/m*1mlong = 305.0kgPup = 1.4 *(304.50)=426.30kgMomento ltimo.

Chequeo a Flexin.

10.45 cm < 17 cm Muy BienChequeo a Corte.

Vu < Vadm.

ARMADURA.

2 12 = 2.26 cm.1 12 @ N

Caso C antepecho de mampostera y ventana de mampostera

qu= 853.0 kg/m

pared= 256.50kg/m*1mlong = 256.50kgPup = 1.4 *(256.50)=359.10kgMomento ltimo.

Chequeo a Flexin.

10.03 cm < 17 cm Muy Bien

Chequeo a Corte.

Vu < Vadm.

ARMADURA.

2 12 = 2.26 cm.1 12 @ N

ESTIMACION DE CARGAS ACTUANTES EN LAS VIGASVIGAS EJE A NIVEL +3.06

V (kg/ml) =CMu(kg/ml) =CVu(kg/ml) =

2217.001807.002017.00

1817.931534.671618.32

398.48272.00398.48

5.00m 3.20m 5.00m

CM = = 500.44kg/ml = 341.60kg/ml = 500.44kg/ml

CMP = = 24.59kg/ml = 32.48kg/ml

CMPI a = = 655.50kg/ml = 655.5kg/ml = 655.50kg/ml

CMPI b = = 117.99kg/ml = 66.61kg/ml

CM T = 1298.52kg/ml = 1096.19kg/ml = 1155.9kg/ml

CV = = 234.4kg/ml = 160.0kg/ml = 234.4kg/ml

VIGAS EJE B NIVEL +3.06


3196.002162.002193.00

2400.1471617.461397.66

794.92544.00794.92

5.00m 3.20m 5.00m

CM = = 998.33kg/ml = 683.2kg/ml = 998.33kg/ml

CMP = =152.56kg/ml =205.83kg/ml

CMPI a = = 471.96kg/ml = 102.42kg/ml

CMPI b = = 91.77kg/ml =163.88kg/ml

CM T = =1714.62kg/ml = 1155.33kg/ml = 998.33kg/ml

CV = = 467.60kg/ml = 320kg/ml = 467.60kg/ml

VIGAS EJE C NIVEL +3.06


3646.002442.003129.00

2851.132153.762333.72

794.00287.94794.97

5.00m 3.20m 5.00m

CM = = 998.33kg/ml = 998.33kg/ml = 998.33kg/ml

CMP = = 238.48kg/ml = 141.23kg/ml

CMPI a = = 263.73kg/ml = 880.83kg/ml = 524.40kg/ml

CMPI b = = 235.98kg/ml =154.22kg/ml = 144.21kg/ml

CM T = =2036.52kg/ml = 1538.40kg/ml = 1666.94kg/ml

CV = = 467.60kg/ml = 169.38kg/ml = 467.60kg/ml

VIGAS EJE D NIVEL +3.06


3190,001240.002645.00

2519.371040.781974.00

670.48199.22670.50

5.00m 3.20m 5.00m

CM = = 842.04kg/ml = 250.20kg/ml = 842.04kg/ml

CMP = = 110.43kg/ml

CMPI a = = 694.83kg/ml =245.81kg/ml = 537.51kg/ml



CV = = 394.40kg/ml =117.20kg/ml = 394.40kg/ml

VIGAS EJE 1 NIVEL +3.06


1429.001267.001516.00

1109.67915.551196.11

319.15315.19319.15

3.75m 3.70m 3.75m

CM = = 400.81kg/ml = 394.69kg/ml = 400.81kg/ml

CMP = = 18.07kg/ml = 42.64kg/ml = 56.56kg/ml

CMPI a = = 174.8kg/ml = 157.32kg/ml



CV = = 187.74kg/ml =185.40kg/ml = 187.74kg/ml



3014.002646.002120.00

2382.882022.001685.39

631.05624.00433.81

3.75m 3.70m 3.75m

CM 1 = = 400.81kg/ml = 394.69kg/ml = 400.81kg/ml

CMP = = 18.07kg/ml = 42.64kg/ml = 56.56kg/ml

CMPI a = = 349.60kg/ml = 227.24kg/ml

CMPI b = = 541.81kg/ml = 437.00kg/ml = 489.44kg/ml

= 243.67kg/ml

CM 2 = = 391.70kg/ml = 387.76kg/ml = 261.09kg/ml

CM T = 1702.06 = 1444,43kg/ml = 1203.85kg/ml

CV 1 = = 187.74kg/ml =185.40kg/ml = 187.74kg/ml

CV 2 = = 183.47kg/ml =181.62kg/ml = 122.13kg/ml

CM T = 371.20 kg/ml = 367.02kg/ml = 309.87kg/ml



2623.002510.001933.00

1992.131885.661613.43

3.75623.94319.15

3.75m 3.70m 3.75m

CM a = = 391.70kg/ml = 387.76kg/ml

CMP = = 37.24kg/ml =125.68kg/ml

CMPI = = 349.60kg/ml = 88.58kg/ml = 489.44kg/ml

CMPII a = = 121.80kg/ml

= 243.67kg/ml

CMIIb = = 121.80kg/ml =354.32kg/ml = 262.20kg/ml

CMb = = 400.31kg/ml =390.56kg/ml = 400.31kg/ml

CM T = 1422,95kg/ml = 1346.90kg/ml = 1152.45kg/ml

CV 1 = = 183.47kg/ml =181.62kg/ml

CV 2 = = 187.74kg/ml =185.40kg/ml = 187.74kg/ml

CM T = 371.20 kg/ml = 367.02kg/ml = 187.74kg/ml



1568.001554.001568.00

999.52990.41999.52

568.49563.29568.49

3.75m 3.70m 3.75m

CM a = = 400.81kg/ml = 395.84kg/ml = 400.81kg/ml

CMb = = 313.13kg/ml = 311.60kg/ml = 313.13kg/ml

CM T = = 713.94kg/ml = 707.43kg/ml = 713.94kg/ml

CV 1 = = 187.74kg/ml =185.40kg/ml =187.74kg/ml

CV 2 = = 145.67kg/ml =145.95kg/ml = 146.67kg/ml

CVT = 334.41kg/ml = 331.35kg/ml = 334.41kg/ml

VIGAS EJE A NIVEL +5.58


1437.001076.001437.00

1038.17803.671038.17

398.48272.00398.48

5.00m 3.20m 5.00m

CM = = 500.44kg/ml = 341.60kg/ml = 500.41kg/ml

--------- ------------ ---------CMPIII = = 500.44kg/ml =232.45kg/ml = 241.11kg/ml


CV 1 = = 234.40kg/ml =1.60kg/ml = 234.40kg/ml


VIGAS EJE B NIVEL +5.58


2193.001245.002193.00

1397.66956.481397.66

794.92287.95794.92

5.00m 3.20m 5.00m

CM = = 998.33kg/ml = 683.20kg/ml = 998.33kg/ml


CV 1 = = 467.60kg/ml =185.40kg/ml = 467.60kg/ml


VIGAS EJE C NIVEL +5.58


2193.00795.002193.00

1397.66506.271397.66

794.92287.95794.92

5.00m 3.20m 5.00m

CM = = 998.33kg/ml = 361.62kg/ml = 998.33kg/ml

-------- ----------- ---------- -------- ----------- ----------CM T = = 998.33kg/ml = 361.62kg/ml = 998.33kg/ml

CV 1 = = 467.60kg/ml =169.38kg/ml = 467.60kg/ml


VIGAS EJE D NIVEL +5.58V (kg/ml) =CMu(kg/ml) =CVu(kg/ml) =

2090.001389.002137.00

1537.961189.181466.14

552.16199.22670.60

5.00m 3.20m 5.00m

CM = = 842.04kg/ml = 250.20kg/ml = 842.04kg/ml

-------- ----------- ----------CM = = 998.33kg/ml =599.20kg/ml = 205.20kg/ml

-------- ----------- ----------CM T = = 1098.54kg/ml = 949.41kg/ml = 1047.94kg/ml

CV = = 394.40kg/ml =117.19kg/ml = 394.40kg/ml


VIGAS EJE 1 NIVEL +5.58V (kg/ml) =CMu(kg/ml) =CVu(kg/ml) =

1211.001198.001211.00

891.50882.54891.50

319.15315.18319.15

3.75m 3.70m 3.75m

CM = = 400.81kg/ml = 394.69kg/ml = 400.81kg/ml

-------- ----------- ----------CMIII = = 235.98kg/ml = 236.70kg/ml = 235.98kg/ml


CV = = 187.74kg/ml =185.40kg/ml = 187.74kg/ml



1913.001720.002117.00

1281.881096.341571.47

631.05623.94545.84

3.75m 3.70m 3.75m

CM1 = = 400.81kg/ml = 395.84kg/ml = 400.81kg/ml

-------- ----------- ----------CMIII = = 123.12kg/ml = 437.00kg/ml

CM 2 = = 391.70kg/ml = 387.76kg/ml = 284.67kg/ml


CV1 = = 183.46kg/ml =185.40kg/ml = 187.74kg/ml

CV1 = = 183.46kg/ml =181.62kg/ml = 133.34kg/ml




2009.00V (kg/ml) =CMu(kg/ml) =CVu(kg/ml) =

1721.001725.00

1377.641097.001405.42

631.06623.94319.14

3.75m 3.70m 3.75m

CM1 = = 391.70kg/ml = 387.76kg/ml

-------- ----------- ----------CMII = = 191.52kg/ml = 603.06kg/ml

CM 2 = = 400.81kg/ml = 395.84kg/ml = 400.81kg/ml


CV1 = = 183.47kg/ml =181.62kg/ml

CV2 = = 187.74kg/ml =185.40kg/ml = 187.74kg/ml



1750.001547.001750.00

1240.641038.651240.64

509.56508.16509.56

3.75m 3.70m 3.75m

CM1 = = 400.81kg/ml = 395.84kg/ml = 400.81kg/ml

-------- ----------- ----------CMII = = 246.24kg/ml = 103.98kg/ml = 246.24kg/ml

CM 2 = = 239.12kg/ml = 242.35kg/ml = 239.12kg/ml

-------- ----------- -----------CM T = = 886.17kg/ml = 741.89kg/ml = 886.17kg/ml

CV1 = = 187.74kg/ml =185.40kg/ml = 187.74kg/ml

CV2 = = 112.0kg/ml = 112.0kg/ml


CARGAS ULTIMAS EN TAPAGRADAS

Peso de la pared:

pared = 0.15m* 0.30m*1.00m*1900 = 85.5kg/ml

ESTIMACION DE CARGA

VIGAS EJE 2 = VIGA EJE 3 NIVEL +8.18V (kg/ml) =CMu(kg/ml) =CVu(kg/ml) =

2076.00

1950.75

124.75

3.75m

CM1 = = 391.70kg/ml

-------- CMII = = 34.36kg/ml

CM 2 = = 917.33kg/ml

-------- CM T = = 1393.39kg/ml

CV1 = = 73.39kg/ml

CVT = 73.39kg/ml

VIGAS EJE C = VIGA EJE D NIVEL +8.18V (kg/ml) =CMu(kg/ml) =CVu(kg/ml) =

1825.00

1716.06

108.80

3.75m

CM1 = = 341.60kg/ml

-------- CMII = = 84.16kg/ml

Tanq Reser = = 800.0kg/ml

-------- CM T = = 1225.76kg/ml

CV1 = = 64.0kg/ml

CVT = 64.0kg/ml

PORTICO 1

Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


+1419.14 -1419.14 +1366.72 -1366.72 +1419.14 -1419.141211.01198.81211.0

187.744.15

185.40187.74

636.79630.39636.79

2270.63

+1674.61 -1674.612216.30

+1445.44 -1445.442270.63

+1776.86 -1776.562.52m

1429.01267.01516.0

187.742.92

185.40187.74

792.62679.68854.36

2679.36 2343.95 2842.50

3.06m

3.75m 3.70m 3.75PORTICO 3Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg

+2432.81 - 2432.81 2076.0

73.391.03

1393.39

3892.50

+2021.48 -2021.48 +2354.30 -2354.30 +1963.37 -1963.37

2009.001721.01725

371.20367.02187.74

984.03783.401003.87

3766.88

+3073.83 -3073.833183.85

+2873.83 -2873.833234.38

+2265.23 -2265.23

2623.02510.01933.0

371.20367.02309.87

1702.061444.431203.85

4918.13 4643.50 3624.382.92

4.15

2.52mm2.52mmMomento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


3.06m

3.75m 3.70m 3.75m

PORTICO 2Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg

+2432.81 - 2432.81 2076.0

73.391.03

1393.39

3892.50

+2480.86 -2480.86 +2241.80 -2241.36 +1962.23 -1962.23

1913.01720.02117.0

371.20367.02321.08

915.30783.401122.48

3586.86

+3532.03 -3532.033182

+3018.65 -3018.653969.36

+2484.38 -2484.38

3014.02646.02120.0

371.20367.02309.87

1702.061444.431203.85

4918.13 4895.10 3975.02.92


Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg 4.15

2.52mm2.52mm

3.06m

3.75m 3.70m 3.75m

PORTICO 4Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


+2050.78 -2050.78 +1764.87 -1764.87 +2050.78 -2050.78175015471750

299.744.15

298.92299.74

886.17741.89886.17

3281.25

+1837.5 -1837.52861.95

+1772.86 -1772.863281.25

+1837.50 -1837.502.52m

1568.02.92

1554.01568.00

334.41331.35334.41

731.94707.43713.94

3470.63 2874.90 3470.63

3.06m

3.75m 3.70m 3.75PORTICO AMomento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


+2993.75 -2993.75 +918.19 -918.19 +2983.75 -2983.751437.01076.01437.0

234.404.15

160.0234.40

741,55574.05741.55

3592.50

+4618.75 -4618.751721.60

+1541.97 -1541.973592.50

+4202.08 -4202.082.52m

2217.01807.02017.0

234.402.92

160.0234.40

1298.521096.191155.94

5542.50 2891.20 5042.50

3.06m

5.0m 3.20m 5.0m

PORTICO BMomento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


+4568.75 -4865.78 +1062.40 -1062.40 +4568.75 -4568.752193.01245.02193.0

467.604.15

169.38467.60

998.33683.20998.33

5482.50

+6658.33 -6658.331992.0

+1844.91 -1844.915482.50

+4568.75 -4568.752.52m

3196.02162.02193.0

467.602.92

320.0467.60

1714.621155.33998.33

7990.0 3459.20 5482.50

3.06m

5.0m 3.20m 5.0m

PORTICO C


+1557.33 - 1557.331825.0

64.001.03

1225.76

2920.0Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


+4568.75 -4568.75+4568.75 -4568.75

+678.40 -678.402.52m

2193.0795.02193.0

467.604.15

169.38467.60

998.33361.62998.33

5482.50

+7595.83 -7595.831272.0

+2083.84 -2083.845482.50

+6518.75 -6518.752.52m

3646.02442.03129.0

467.602.92

169.38467.60

2036.521538.401666.94

9115.0 3907.20 7822.50

3.06m

5.0m 3.20m 5.0m

PORTICO D


+1557.33 - 1557.331825.0

64.001.03

1225.76

2920.0Momento (kg-m) U= (kg/ml) =CV = (kg/ml) =CM= (kg/ml) = Cortantes Isos kg


+4452.08 -4452.08+4354.17 -4354.17

+1185.28 -1185.282.52m

2090.01389.02137.0

394.404.15

117.19394.40

109854849.411047.24

5225.0

+6645.83 -6645.832222.40

+1058.13 -1058.135342.50

+5510.42 -5510.422.52m

3190.01240.02645.0

394.402.92

117.20394.40

1799.55743.421410.0

7975.0 1984.0 6612.50

3.06m

5.0m3.20m5.0m

PREDIESEO DE COLUMNASCOLUMNA C1Portico 1Columna C

52.42 1740 4486.93 464

331.121. Pu = 4486.93+1.87(464) =5354.61 kg Mu = 0.75(52.42+1.87(1740)) = 2479.67 kg-m

36002. Pu = 5186.45+1.87(1424) = 7849.33 kg Mu = 0.75(331.12+1.87(3600)) = 5297.34 kg-m5482.501424

Portico CColumna 1

4568.75 1000 5482.50 400

7595.831. Pu = 5482.50+1.87(400) = 6230.5 kg Mu = (4568.75+1.87(1000)) = 4829.06 kg-m

20609115.01224

2. Pu = 9115.0+1.87(224.0) = 11403.88 kg Mu = 0.75(7595.83+1.87(2060)) = 8586.02 kg-m

RESUMEN DE SOLICITACIONES COLUMNA C1

1x-xCy-yCarga axial voladop.p.columnaRC1

Pu5354.616230.501212.10762.050.80=13559.26/0.80 = 16949.08kg

Mu2479.674829.060.80=4829.06/0.80= 6036.33kg-m

ee/t1.19 q = 0.2

K 0.13 p = 0.85%

Pu7849.3311403.881544.01687.400.80= 2248.65/0.80 =28105.76kg

Mu5297.348586.020.80= 8586.02/0.80 = 10732.53kg-m

e= 0.382

e/t1.27 q = 0.3

k 0.21 p = 1.3%

PPcolumna = (0.30 *0.30 * 2.52 * 2400) 1.40 = 762.05 kg

PPcolumna = (0.30 *0.30 * 3.06 * 2400) 1.40 = 925.34 kg

COLUMNA D1Portico 1Columna D

1419.14 870 1. Pu = 2270.63+1.87(464) = 3138.31 kg Mu = 0.75(1419.14+1.87(870)) = 2284.53 kg-m

2270.63 464

1776.56

18002842.501424

2. Pu = 2842.50+1.87(1424) = 5505.38 kg Mu = 0.75(17716.56+1.87(1800)) = 3856.92 kg-m

Portico CColumna 1

4568.75 1000 1. Pu = 5225.0+1.87(400) = 10263.88 kg Mu = 0.75(6645.83+1.87(1000)) = 4668.13 kg-m

5482.50 400

7595.83

20609115.01224

2. Pu = 7975.0+1.87(1224) = 10263.88kg Mu = 0.75(6645.83+1.87(2060)) = 7873.52 kg-m

RESUMEN DE SOLICITACIONES COLUMNA D1

1x-xCy-yCarga axial voladop.p.columnaRC1

Pu3138.315973.02*1212.0762.050.80=12297.36/0.80 = 15371.70kg

Mu2284.534668,130.80=4668.13/0.80= 5835.16kg-m

ee/t1.26 q = 0.2

K 0.12 p = 0.85%

Pu5505.3810263.882*1279.301687.400.80= 20015.26/0.80 =25019.08kg

Mu3856.927873.520.80= 7873.53/0.80 = 984.92kg-m

e= 0.383

e/t1.31 q = 0.3

k 0.19 p = 1.30%

COLUMNA C3Prtico 3Columna C

2432.81 650.0 1. Pu = 3892.50+1.87(347) = 4541.39 kg Mu = 0.75(2432.81+1.87(650)) = 2736.23 kg-m

3892.50 347

2390 29.06 2. Pu = 6418.23+1.87(698) = 7723.49 kg Mu = 0.75(29.06+1.87(2390)) = 3373.77 kg-m6418.23698

4400 299.11 8267.883. Pu = 8267.88+1.87(4400) = 16495.88kg Mu = 0.75(299.14+1.87(4400)) = 6395.36 kg-m

1765

PRTICO CColumna 3 1557.33 650 1. Pu = 2920.0+1.87(406) = 3679.22 kg Mu = 0.75(1557.33+1.87(650)) = 2079.62 kg-m

2920.0 406

2270 1945.18 2. Pu = 6754.50+1.87(800) = 3679.22 kg Mu = 0.75(1945.18+1.87(2270)) = 4642.56 kg-m6754.550800

4130 2217.46 11729.703. Pu = 11729.70+1.87(870) = 13356.60 kg Mu = 0.75(2217.46+1.87(4130)) = 7455.42 kg-m

870

PREDISEO DE VIGAS

VIGAS DE TAPA GRADA NIVEL +8.10


Prediseo de la viga para la mayor solicitacin de Mu pred

Mu(cv CM) = 2432.81 kg-m

Mu asum = 1.87 *(650) = 1215.5 kg m

Mu pred= 0.75 ( 2432.81 + 1215.5) kg- m = 2736.23 kg-m

Prediseo de viga a flexin

dB= dB= = 18.74cm

Asumimos Seccin

b = 20cm

h= 20cm

VIGA EJE B = VIGA EJE C NIVEL 5,58

Mayor solicitacin de Mu pred

Mu(cv CM) = 4568.75 kg-m

Mu asum = 1.87 *(1000) = 1870 kg m

Mu pred= 0.75 ( 4568.75 + 1870) kg- m = 4829.06 kg-m


dB= dB= = 24.90cm

Asumimos Seccin

b = 20cm

h= 30cm

VIGA EJE B NIVEL +3.06


Mu(cv CM) = 6658.33 kg-m

Mu asum = 1.87 *(3060) = 5722.20kg m

Mu pred= 0.75 ( 6658.33 + 5722.20) kg- m = 9285,40kg-m


dB= dB= = 28.15cm

Asumimos Seccin

b = 20cm

h= 30cm

VIGA EJE B NIVEL +3.06


Mu(cv CM) = 7595.83 kg-m

Mu asum = 1.87 *(3060) = 5722.20kg m

Mu pred= 0.75 ( 7595.83 + 5722.20) kg- m = 9988.52 kg-m


dB= dB= = 29.20cm

Asumimos Seccin

b = 30cm

h= 30cm

CALCULO DE ESCALERA

Datos:

H= 2,88m

Uso viviendaB= 1,0mf'c= 210 kg/mfy= 4200kg/m

LOSA MASISA

1) H = 2.88m= 2882) fl usoasomo ch= 18cm3) # aprox. Ch = =164) # Ch =165) Ch verdadero = =186) Determinacin de huella

a) h= 66- 2ch = 66 -2 (18) =30cmb) h = = 30cm

Asumo huella de 30cm

7) # de huellas

ch 1 = 18 -1 =17

t = = = 9.71cm

asumo t = 11cm

= arctag ( )

= 30.96

Estimacin de cargas por m de longitud y por m de ancho

Losa (hori) = 1.0 *1.0 * 0.10 * 2400 = 240

Acabados = 1.0 * 1.0 * 100 = 100

CM horizon = 340 kg/m

Carga muerta inclinada

CM (inclinada) =

CM (inclinada) =

CM (inclinada) = 396.50 kg/m

Escalones = 1.0 * 1.0 * *2400 = 216 kg/m

fl uso = CV = 200 kg/m

CM = 612.50 kg/m CM = 857.50 kg/m

CV = 200,0 kg/m CMu = 340.0 kg/m

Wu = 1197,90 *1,0 = 1197,90 kg/ml

q = 1197.50 kg/ml

Vu = = 2035.75 kgMu = = 988.80 kg - m Vu = 2035.75 kgMu (-) = 988.90 kg- mMu (+) = Mu (+) = 988.80 kg - m

Chequeo a Corte

VU = = = 3.0

Vu < Vadm

Diseo a flexin

qb = 0.85 *k1 ( )

qb = 0.85 *0.85 ( )

qb = 0.44qo = 0.5 qb = 0.5*(0.433)qo = 0.217 jo = 0.872 Ko = 0.170

Mou = ko * f'c*b*dMou = 0.170* (210)* (100*8)*Mou = 2284.8 kg-m988,80 = 988,80 < 2284,80

K = = = 7.0 *

K (-) = 7.0 * (988,80) = 0.070 q (-) = 0.082K (+) = 7.0 * (988,80) = 0.070 q (+) = 0.082ArmaduraAs (-) = 40 q = 40* (0.082) = 3.28cm c/m (ancho)As (+) = 40 q = 40* (0.082) = 3.28cm c/m (ancho)

Armado

As = 312 = 3,40cm 1 12 = 1,13cm# aprox = = 3,0Separacin = = = 31,33 31As = 312 = 3,40cm 1 12 = 1,13cm# aprox = = 3,0Separacin = = 31

DISEO DE CIMENTACIONESDATOS:Ps = 22.13ton (Dato obtenido del anlisis realizado en el programa Etabs V9)a/b = 30/30 fc = 210 kg/cm2qadm = 20 ton/m2 (Valor impuesto tomado del estudio de suelos)Msx = 1.58 m-ton (Dato obtenido del anlisis realizado en el programa Etabs V9) Msy = 0.58 m-ton (Dato obtenido del anlisis realizado en el programa Etabs V9)

ESQUEMA DE LA CIMENTACIN

Encontrar las dimensiones B , L

AF = B*L L = B AF = B2

3.

Incremento las dimensionesB = 1.25m; L = 1.25m

H Para cimentaciones en hormign armado se lo determina mediante la siguiente frmula

DISEO A CORTE Plano ms crtico sentido y-y

OK.

DISEO A PUNZONAMIENTO

OK.DISEO A FLEXIN MTODO DE LA INTEGRAL

x = z = 0.475m

SECCIN TRANSVERSALb = 1.25 md = 23 cm.DISEO A FLEXIN

TOMO p = 0.0034

En el otro sentido de la cimentacin tenemos menor carga y la misma longitud y tomando en cuenta que con el plano ms crtico resulta el clculo con el porcentaje mnimo de acero, entonces no hace falta chequear en el otro sentido

ARMADO DE ZAPATA B3

DISEO DE CADENA DE AMARREPara el diseo de este elemento estructural se considera que la cadena de amarre trabaja nicamente a tensin por lo que para su clculo se ha considerado el 50% de la mayor carga axial de la columna.Carga de diseo = 50% * 23.90tP = 11.95 t

Consideramos que el acero trabaja a la mitad de su lmite de fluencia

CLCULO DE LA SECCIN DE LA CADENA DE AMARRE

b = h = 21.26cmSeccin adoptada 25 x 25

calculo estatico

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