Diseño de Cimentaciones de vivienda

7/25/2019 Diseo de Cimentaciones de vivienda

1/37

FACULTAD DE INGENIERA DE ARQUITECTURA E.P. DE INGENIERA CIVIL CIMENTACIONES

Tabla de contenidoPREDIMENCIONAMIENTO................................................................................

Lo!a!...........................................................................................................

Vi"a! P#inci$ale!.........................................................................................

Vi"a! Sec%nda#ia!.......................................................................................

Col%&na!....................................................................................................

E!cale#a!.....................................................................................................

METRADO DE CARGAS....................................................................................'

Ideali(aci)n.................................................................................................'

Met#ado de ca#"a!......................................................................................*

Lo!a!...........................................................................................................*

Ti$o I...........................................................................................................*

Ti$o II.......................................................................................................... *

Ti$o III......................................................................................................... +

A(otea.........................................................................................................+

P)#tico! $#inci$ale!....................................................................,$)#tico *-*/

P)#tico! $#inci$ale!....................................................................,$)#tico '-'

0P)#tico! $#inci$ale!....................................................................,$)#tico -

12

P)#tico! $#inci$ale!....................................................................,$)#tico 1-11'

P)#tico! !ec%nda#io!..................................................................,$)#tico A-A1+

P)#tico! !ec%nda#io!..................................................................,$)#tico 3-314

P)#tico! !ec%nda#io!.................................................................,$)#tico C-C10

P)#tico! !ec%nda#io!.................................................................,$)#tico D-D2

METRADO DE CARGA DE SISMO...................................................................

Pe!o Lo!a! 5 Ni6el......................................................................................

Pe!o Vi"a! 5 Ni6el......................................................................................

Pe!o M%#o 5 Ni6el.......................................................................................

Pe!o Col%&na! 5 Ni6el...............................................................................Pe!o E!cale#a 5 Ni6el.................................................................................

CARBAJAL ROBLES LESLY ING CIVIL-7mo-CICLO


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Pe!o Sob#eca#"a........................................................................................

Re!%&en de Pe!o! $o# Ni6el.....................................................................'

Facto# Co#tante.........................................................................................'Di!t#ib%ci)n en lo! Ni6ele!........................................................................*

Di!t#ib%ci)n a cada P)#tico........................................................................+

Di!t#ib%ci)n a cada $)#tico $o# ni6el........................................................./

Calc%lo de ,Fii $)#tico! de Se"%ndo Ni6el................................................4

Calc%lo de ,Fii $)#tico! de Te#ce# Ni6el.....................................................7

An8li!i! de $)#tico!...................................................................................... '1

,P)#tico '-' co&binaci)n ,1.* CM 9 1.4 CV...........................................'1

,P)#tico '-' co&binaci)n ,1.+ CM 9 1.+ CV : CS..............................',P)#tico 3-3 co&binaci)n ,1.* CM 9 1.4 CV...........................................''

,P)#tico 3-3 co&binaci)n ,1.+ CM 9 1.+ CV : CS..............................'*



3/37


PREDIMENCIONAMIENTO.

Losas.h=

L

18@L

25

L=4.00

h=0.20

Vigas Princia!"s.

hvp=L9@ L

12

L=4.25

hvp=0.40

bvp=1

2. hvp@

2

3. hvp

bvp=0.25

Vigas S"c#n$arias.

hvs=L

14L=4.00

hvs=0.30

[email protected]

bvs=0.20

Co!#mnas.

bd=P

nf c

Co!#mnas c"n%ra!"s. &C-'(

Co!#mna )CAt=15.10m

2

Pe=AtPun pisos

Pe=60400 kg

bd=1.160400

0.30210=1054.6

Co&o la b ; + c&d=45cm

Co!#mnas !a%"ra!"s. &C-*(

Co!#mna *C

At=11.60

Pe=AtPun pisos

Pe=11.6010004=46400 kg

bd=1.2546400

0.25210=1104.76

Co&o la b ;+ c& d=50cm

Co!#mnas !a%"ra!"s. &C-)(

Co!#mna )D

At=7.08m2

Pe=AtPun pisos

Pe=7.0810004=28312 kg

bd=1.2528312

0.25210=674.1

Co&o la b ;2 c& d=35cm



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Co!#mnas Es+#inas. &C-,(

Co!#mna *D

At=5.55m2

Pe=AtPun pisos=22200 kg

bd=1.5022200

0.20210=792.9

Co&o la b ;2 c& d=40cm

Esca!"ras.

T=L

25L=3.05

T=3.05

25=0.1



5/37

METRADO DE CARGAS.

I$"a!iacin.Prticos secundarios (A, B, C, D)

Prticos primarios (1, 2, 3, 4)

Losas.

P&C-C(/P&A-A(/ P&B-

P&,-

P&'-'(/ P&*-*(/


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M"%ra$o $" cargas.

Losas

Tio ICarga muerta:

P . Propio=Puancho=3001=300kg /m

P . Acabados=100kg

m21=1001=100kg /m

P .Muro=PuAt=1800(0.152.5 )=675kg /m

Carga viva

Vivienda=200kg

m21m=200

kg

m

Tio II

Carga muerta:

P .Propio=Puancho=3001=300kg /m

P . Acabados=100kg

m21=1001=100kg /m

Carga viva

Vivienda=200kg

m21m=200

kg

m

corredor=200kg

m21m=200

kg

m


7/37

Tio III

Carga muerta:

P .Propio=Pu

ancho

=3001=300kg/m

P . Acabados=100kg

m21=1001=100kg /m

P .Muro=PuAt=1800(0.152.5 )=675kg /m

P .Murovolado=PuAt=1800(0.151.2)=324kg /m

Carga viva

Vivienda=200kg

m21m=200

kg

m

corredor=200kg

m21m=200

kg

m

Ao%"a

Carga muerta:

P . Propio=Puancho=3001=300kg /m

P . Acabados=100kg

m21=1001=100kg /m


8/37

Carga viva

Vivienda=200kg

m21m=200

kg

m

Met#ado de $)#tico!

Pr%icos rincia!"s &r%ico ,-,(

Tramo (A-B)

(VPrinc) . propio=P!=2400

. propio=2400(0.400.25 )=240 kg/m

.losa=300(1.7750.025 )=525kg/m

.acabado=100(1.7750.025 )=175 kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(1.7750.025 )=350kg /m

Panta a!otea.

. propio=2400(0.400.25 )=240 kg/m

.losa=300(1.775 )=532.5 kg /m

.acabado=100(1.775 )=177.5 kg/m

.muro=1800(0.151.20 )=324kg /m

.viva=150(1.775 )=266.25 kg/m

Tramo (B-C)

Ti oTi o

Ti o


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. propio=2400(0.400.25 )=240 kg/m

.losa=300(1.7750.175 )=487.5 kg /m

.acabado=100(1.7750.175 )=162.5 kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(1.7750.175 )=320kg /m

.muro=18001.775(0.152.40 )=1150.2 kg/m

Panta a!otea.

. propio=2400(0.400.25 )=240 kg/m

.losa=300(1.775 )=532.5 kg /m

.acabado=100(1.775 )=177.5 kg/m

.muro=1800(0.151.20 )=324kg /m

.viva=150(1.775 )=266.25 kg/m

Tramo (C-D)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(1.7750.025 )=525kg/m

.acabado=100(1.7750.025)=175 kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(1.7750.025 )=350kg /m

Panta a!otea.

. propio=2400(0.400.25 )=240 kg/m

.losa=300(1.775 )=532.5 kg /m

.acabado=100(1.775 )=177.5 kg/m

.muro=1800(0.151.20 )=324kg /m


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.viva=150(1.775 )=266.25 kg/m


11/37

Pr%icos rincia!"s &r%ico )-)(

Tramo (A-B)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.7750.05 )=1117.5 kg/m

.acabado=100(3.7750.05 )=372.5 kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(3.7750.05 )=745kg /m

Panta a!otea

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.7750.025 )=1125kg /m

.acabado=100(3.7750.025)=375kg/m

.viva=150(3.7750.025 )=562.5 kg /m

Tramo (B-C)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.7750.15 )=1087.5 kg/m

.acabado=100(3.7750.15 )=362.5 kg/m

.muro=1800(0.152.40 )=621kg/m

.viva=200(3.7750.15 )=725kg /m

.muro=18001.775(0.152.40 )=1150.2 kg/m

Panta a!otea

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.775 )=1132.5 kg/m

.acabado=100(3.775 )=377.5 kg /m

.viva=150(3.775 )=566.25 kg/m


12/37

Tramo (C-D)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.7750.30 )=1042.5 kg /m

.acabado=100(3.7750.30 )=347.5 kg/m

.muro=1800(0.152.40 )=621kg/m

.viva=200(3.7750.30 )=695kg/m

.muro=18001.55(0.152.40 )=1004.4 kg/m

.muro=18001.75(0.152.40 )=1134 kg /m

Panta a!otea

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.7750.025 )=1132.5kg /m

.acabado=100(3.7750.025)=377.5 kg/m

.viva=150(3.7750.025 )=543.75 kg /m


13/37

Pr%icos rincia!"s &r%ico *-*(

Tramo (A-B)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(2.000.05 )=585kg /m

.acabado=100(2.000.05 )=195kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(2.000.05 )=390kg/m

Panta a!otea.

. propio=2400(0.400.25 )=240 kg/m

.losa=300(2.000.025 )=592.5kg /m


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.acabado=100(2.000.025 )=197.5 kg/m

.muro=1800(0.152.40 )=621kg/m

.viva=150(2.000.025)=296.25 kg /m

Tramo (B-C)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.0750.275 )=840kg /m

.acabado=100(3.0750.275)=280kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(3.0750.275 )=560kg /m

.muro=18001.85(0.152.40 )=1198.8 kg/m

.muro=18000.75(0.151.20 )=243kg/m

Panta a!otea.

. propio=2400(0.400.25 )=240 kg/m

.losa=300(3.0750.15 )=877.5 kg /m

.acabado=100(3.0750.15 )=292.5 kg/m

.muro=1800(0.151.20 )=324kg /m

.viva=150(3.0750.15 )=438.75 kg/m

Tramo (C-D)

. propio=2400(0.400.25 )=240 kg/m

.losa=300(2.900.025 )=862.5kg /m

.acabado=100(2.900.025 )=287.5 kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=200(2.900.025 )=575 kg/m

Panta a!otea.


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. propio=2400(0.400.25 )=240 kg/m

.losa=300(2.900.025 )=862.5kg /m

.acabado=100(2.900.025 )=287.5 kg/m

.muro=1800(0.151.20 )=324kg /m

.viva=150(2.900.025)=431.25 kg /m


16/37

Pr%icos rincia!"s &r%ico '-'(

Tramo (A-B)

. propio=2400(0.400.25 )=240 kg/m

.muro=1800(0.152.30 )=621kg/m

.viva=150(1.075 )=161.25 kg/m

Panta a!otea

. propio=2400(0.400.25 )=240 kg/m

.muro=1800

(0.151.20

)=324

kg/m

Tramo (B-B")

. propio=2400(0.400.25 )=240 kg/m

.losa=300(0.900.15 )=225kg /m

.acabado=100(0.900.15 )=75kg /m

.muro=1800(0.151.20 )=324kg /m

.viva=200(0.900.15 )=150kg/m

.muro=18001.25(0.18 )=405kg /m

Panta a!otea.

. propio=2400(0.400.25 )=240 kg/m

.losa=300(0.900.15 )=225kg /m

.acabado=100(0.900.15 )=75kg /m

.muro=1800(0.151.20 )=324kg /m

.viva=150(0.900.15 )=112.5kg /m


17/37


18/37

Pr%icos s"c#n$arios &r%ico A-A(

Tramo (1-2)

. propio=2400(0.300.20 )=144 kg/m

.escalera=2400(0.3121 )=749.04 kg /m

.viva=200(1 )=200kg/m

.muro=1800(0.151.20 )=324kg /m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.escalera=2400(0.3121 )=749.04 kg /m

.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m

Tramo (2-3)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m

.acabado=100(1 )=100kg/m

.muro=1800(0.152.40 )=648kg /m

.viva=200(1 )=200kg/m

.muro=18001.575(0.152.50 )=1063.125 kg /m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m


19/37

Tramo (3-4)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.muro=1800(0.152.40 )=648kg /m

.viva=200(1 )=200kg/m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m


20/37


21/37

Pr%icos s"c#n$arios &r%ico B-B(

Tramo (1-2)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.escalera=2400(0.3121 )=749.04 kg /m

.viva=200(1 )=200kg/m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.escalera=2400(0.3121 )=749.04 kg /m

.viva=150(1 )=150 kg/m

Tramo (2-3)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=200(1 )=200kg/m

.muro=1800(0.152.40 )=648kg /m

.muro=18001.575(0.152.50 )=1063.125 kg /m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m



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.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m

Tramo (3-4)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=200(1 )=200kg/m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m


23/37


24/37

Pr%icos s"c#n$arios &r%ico C-C(

Tramo (2"-2), (2-3)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=200(1 )=200kg/m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=150(1 )=150 kg/m

Tramo (3-4)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=200(1 )=200kg/m

.muro=1800(0.152.40 )=648kg /m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m


25/37

Pr%icos s"c#n$arios &r%ico D-D(

Tramo (2"-2)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=200(1 )=200kg/m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


26/37


.viva=150(1 )=150 kg/m

Tramo (2-3), (3-4)

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=200(1 )=200kg/m

.muro=1800(0.152.40 )=648kg /m

Panta a!otea.

. propio=2400(0.300.20 )=144 kg/m

.losa=300(1)=300kg /m


.viva=150(1 )=150 kg/m

.muro=1800(0.151.20 )=324kg /m


27/37

METRADO DE CARGA DE SISMO

P"so Losas 0 Ni1"!

Areaneta=Area"rutaAreaesacleraAreaVigasAreavacia

Area neta=(1011.3) (22.80 )4 (11.30.25 )4 (100.20 )(7.11.25 )

Area neta=85.225m2

Pesocadalosa=30085.225=25567.5kg

Peso acabado=10085.225=8522.5 kg

Total=34090 kg

P"so Vigas 0 Ni1"!

V .Principal=4 (11.30.24 )0.400.252400=10080 #$


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V .#ecundaria=4 (100.254 )0.300.202400=5184 kg

Total=152664 kg

P"so M#ro 0 Ni1"!Muro de soga en V . principal=27.70.152.301800=17201.7 kg

Murode sogaenV . secundaria=21.850.152.401800=14158.8kg

Muro sobre losa directamente=11.90.152.501800=8032.5 kg

Muroba$o sobre losadirectamente=100.151.201800=3240 kg

Total=42633 kg

P"so Co!#mnas 0 Ni1"!

Area columnas=30.250.45+30.250.50+30.200.35+50.200.40

Area columnas=1.3225m2

Peso columnas=1.32252.702400=8569.8

P"so Esca!"ra 0 Ni1"!

Area %scalera=&arganta+Pelda'o+(escanso

Area %scalera=0.3121

Peso %scalera=(0.6265+0.3121 )1.252400=2815.8 kg

Peso %scalera /)ivel=42815.8=11263.2kg

P"so So2r"carga.

#obrecarga Losas=85.225m2250 kg/m

2=21306.25

#obrecarga Losas=85.225m2200 kg/m

2=17045

#obrecarga %scalera=2.153400=2580 kg

#obrecarga=0.25(21306.25+2580 )=5971.56 kg)ivelTipico

#obrecarga=0.25(17045+2580/2 )=4583.75kg)ivel A*otea


29/37

R"s#m"n $" P"sos or Ni1"!.

%i&e 1 %i&e 2 %i&e 3 %i&e 4

Losas 34'' 34'' 34'' 34'' 133'

*i$as 1+24 1+24 1+24 1+24 1'+

Coumnas +. +. +. 3'. 2+1.2

uros 4233 4233 4233 13'2.4 141'1.4

/scaera 1123.2 1123.2 1123.2 +31. 3421.2

0orecar$a +1.+ +1.+ +1.+ 4+3.+ 224.43

2++11.+ 2++11.+ 2++11.+ 214+'.++ '1++.23

/ peso tota de /diicio &iene a ser P=1082682.79 kg

3ac%or Cor%an%".

V=+!,#

- P

icacin A5acuc6o

0ueo 7ra&a Limo Arenosa

+=0.35 (+ona3Aacucho)

!=1.0 (%dificacionescomunesViviendas )

#=1.15 (#uelos /ntermedios )

-=-o/a/p

-=810.9=7.2 (,oncreto ArmadoPorticos/rregular )

,=2.5

,=2.5(TpT)0Tp


30/37

Dis%ri2#cin "n !os Ni1"!"s

Ni6el Pi


31/37

Dis%ri2#cin a ca$a Pr%ico

Calculo de rigideces para cada prtico.

Calculo de Inercia Centrales (2B, 3B, 3C)

/=bh

3

12=0.250.45

3

12=1.910

3

Calculo de Inercia Laterales (3D, 3A, 2A)

/=bh

3

12=0.200.35

3

12=0.710

3

Calculo de Inercia Laterales (2C, B, C)

/=bh

3

12=0.250.50

3

12=2.610

3

Calculo de Inercia !s"uinas (#A, #B, A, D, 2D)


32/37

/=bh

3

12=0.200.40

3

12=1.110

3

Dis%ri2#cin a ca$a r%ico or ni1"!.

-igide* P (44 )=%/4A+%/4 "+%/4,+%/4(

-igide* P (44 )=1.1103+2.6103+2.6103+1.1103=7.7103%

-igide* P (33 )=%/3A+%/3"+%/3,+%/3(

-igide* P (33 )=0.7103+1.9103+1.9103+0.7103=5.2103%

-igide* P (22 )=%/2A+%/2"+%/2,+%/2(

-igide* P (22 )=0.7103+1.9103+2.6103+1.1103=6.3103%

-igide* P (11 )=%/1A+%/1"

-igide* P (11 )=1.1103+1.1103=2.2103%

-igide*Totaldel P .Pricipal=21.4103%

-igide* P (AA )=%/4A+%/3A+%/2A+%/1A

-igide* P (AA )=1.1103+0.7103+0.7103+1.1103=3.6103%

-igide* P ("" )=%/4"+%/3"+%/2 "+%/1"

-igide* P ("" )=2.6103+1.9103+1.9103+1.1103=7.5103%

-igide* P (,,)=%/4,+%/3,+%/2,

-igide* P (,,)=2.6103+1.9103+2.6103=7.1103%

-igide* P ((( )=%/4(+%/3(+%/2(

-igide* P ((( )=1.1103+0.7103+1.1103=2.9103%

-igide*Totaldel P .#ecundario=21.1103%

Calculo de ($ii) prticos de %rimer &ivel


33/37

244

= 7.710

3%

21.4103%14629.61=5263.93

233=5.210

3%

21.410

3

%

14629.61=3554.86

222=

6.3103%

21.4103%14629.61=4306.85

211=

2.2103%

21.4103%14629.61=1503.98

2AA= 3.610

3%

21.1103

%

14629.61=2496.05

2""=7.510

3%

21.1103%14629.61=5200.10

2,,=7.110

3%

21.1103%14629.61=4922.76

2((= 2.910

3%

21.1103%14629.61=2010.70


34/37

Ca!c#!o $" &3ii( r%icos $" S"g#n$o Ni1"!

244

= 7.710

3%

21.4103%29259.22=10527.85

233=5.210

3%

21.4103%29259.22=7109.72

222= 6.310

3

%21.410

3%29259.22=8613.70

211=

2.2103%

21.4103%29259.22=3007.96

2AA= 3.610

3%

21.1103%29259.22=4992.09


35/37

2""=7.510

3%

21.1103%29259.22=10400.20

2,,=7.110

3%

21.110

3

%

29259.22=9845.52

2((= 2.910

3%

21.1103%29259.22=4021.41

Ca!c#!o $" &3ii( r%icos $" T"rc"r Ni1"!

244

= 7.710

3%

21.4103%43888.83=15791.78

233=5.210

3%

21.4103%43888.83=10664.58


36/37

222=

6.3103%

21.4103%43888.83=12920.54

211=

2.2103%

21.410

3

%

43888.83=4511.94

2AA= 3.610

3%

21.1103%43888.83=7488.14

2""=7.510

3%

21.1103%43888.83=15600.30

2,,=7.110

3%

21.1103

%

43888.83=14768.28

2((= 2.910

3%

21.1103%43888.83=6032.11

Calculo de ($ i i) prticos de Cuarto &ivel

244

= 7.710

3%

21.4103%49205.85=17704.91

233=5.210

3%

21.4103%49205.85=11956.56

222=

6.3103%

21.4103%49205.85=14485.83

211=

2.2103%

21.4103%49205.85=5058.55

2AA= 3.610

3%

21.1103%49205.85=8395.31

2""=7.510

3%

21.1103%49205.85=17490.23

2,,=7.110

3%

21.1103%49205.85=16557.42


37/37

2((= 2.910

3%

21.1103%49205.85=6762.89

Diseño de Cimentaciones de vivienda

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