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CASAM E M O R I A

ANTECEDESe presenta epresentados.

A TIA D E C

ENTES el diseo estru

PO VL C U L O

uctural de un

ILUSTRACI

VICT

na residencia

N 1. PLANTA DE

TORI

de dos nivel

E DISTRIBUCIN D

A

es, conforme

DEL PRIMER NIVE

CA

e a los requisi

L

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itos arquitect

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tnicos

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ILUSTRACINN 2. PLANTA DE DDISTRIBUCIN DEEL SEGUNDO NIVEEL.

ILUSTRACIN 3. FACHADASS

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CASA TIPO VICTORIA

Pgina 4

CODIGOS DE DISEO Para el diseo de los diferentes elementos estructurales, se han utilizado los cdigos vigentes:

1. Integracin de cargas y combinaciones

a. AGIES NSE 2, 2010

b. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures.

c. IBC 2009, international Building Code

2. Elementos de concreto reforzado y mampostera

a. ACI 318-11, Building Code and Commentary

b. ACI 530-11, Building Code Requirements for Masonry Structures

c. AGIES NSE 7.4 Mampostera Reforzada.

D

DT

IE

D

L

CF11W

DISEO D

DISEODTECHOINCntegracindEspesordelo

DL=Pe

LL=

CombinacionFranjadedise1.4DL1.3DL+1.6LLWu =

DE LAS LO

DELOSASCLINADOSdecargasosa,t=

esopropio=Mezcln=

Teja=Acabados=

nesdecargaLeo=

OSAS Y V

ILUSTRACIN 4

SDETECHSOBREDO

5.

103.62.10.19.12.

20.

LRFD1.

144.166.166.

IGAS

4. DIAGRAMAS DE

HOORMITORIO

.00 in

50 psf.50 psf.00 psf.00 psf.00 psf

00 psf

.00 ft

.90 lb/ft

.55 lb/ft55 lb/ft

E CORTE Y MOME

OSyGARA

ENTO, CARGA L

AGE

CA

LTIMA

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CASA TIPO VICTORIA

Pgina 6

Mmax= 32.00 kinVmax= 1.08 kipsDiseoenflexinAsmin=0.002bwd= 0.12 in2BarraNo 4.00Espaciamiento= 10.00 inAs = 0.24 in 2 /ft

Revisin OK

MomentoqueresisteMn = 34.73 kin

= 0.90As= 0.24 in2/ftFy= 40.00 ksifc= 3.00 ksid= 4.25 ina= 0.31 in

RelD/CConclusion

CapacidadencorteV c =2f c bw d= 3.63 kips

= 0.65RelacionD/CConclusin

RevisindelascondicionesdeservicioDL= 0.08 in Reldeflex ConclusinLL= 0.02 in L/360 0.35 0.04 OKDL+LL= 0.10 L/240 0.52 0.18 OKLong= 124.97 in

0.03OK

0.92OK

p,in

ReaccionesenlossoportesHORIZ,k/ft VERT.,k/ft

WDL= 1.26 1.27WLL= 0.24 0.25

CASA TIPO VICTORIA

Pgina 7

Diseodelavigadesoporte(DormitoriosEje3)

Nodetramos 2.00Longitud= 8.20 ftWDL= 1.45 k/ftWLL= 0.25 k/ft

CombinacionesdecargaLRFD1.4DL 2.03 k/ft1.3DL+1.6LL 2.29 k/ftWu = 2.29 k/ftMATERIALESf c = 3.00 ksiFy = 40.00 ksi

Dimensiones de la vigabw = 8.00 inh = 21.65 in

Efectos mximosMmax (+)= 0.07 WL2 = 10.76 k-ftMmax (-)= 0.125 WL2 = 19.21 k-ftVmax = 5/8 WL = 11.71 kips

Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 6.00Cantidad 2.00As= 0.88 in2

AreamnimadeaceroAsmin=200bwd/Fy= 0.87 in2

Conclusin OK

MomentoqueresisteMn = 51.10 kft

= 0.90d= 20.15 ina= 1.73 in

RelacinD/C ConclusinM(+) 0.21 OKM() 0.38 OK

CASA TIPO VICTORIA

Pgina 8

CortantequeresisteV c =2f c bw d= 11.48 kipsVu= 11.71 kipsRelacinD/CConclusin

Corte resistido por el acero de refuerzoEstribos No 3.00S = 8.00 inAv = 0.22 in2Vs = 16.69 kipsV total = 28.17 kipsRelacinD/CConclusin

1.02NOOKencorte

0.42OKencorte

Diseodelavigadesoporte(GarageEje3)

Nodetramos 1.00Longitud= 16.89 ftWDL= 1.45 k/ftWLL= 0.25 k/ft

CombinacionesdecargaLRFD1.4DL 2.03 k/ft1.3DL+1.6LL 2.29 k/ftWu = 2.29 k/ft

MATERIALESf c = 3.00 ksiFy = 40.00 ksi


Efectos mximosMmax (+)= WL2 /8= 81.65 k-ftMmax (-)= 0.1 WL2 = 65.32 k-ftVmax = 5/8 WL = 24.17 kips


CASA TIPO VICTORIA

Pgina 9


Conclusin OK


= 0.90d= 20.50 ina= 3.46 in


CortantequeresisteV c =2f c bw d= 11.68 kipsVu= 24.17 kipsRelacinD/C 2.07Conclusin NOOKencorte

Corte resistido por el acero de refuerzoEstribos No 3.00S = 8.00 inAv = 0.22 in2Vs = 16.97 kipsV total = 28.65 kipsRelacinD/C 0.84Conclusin OKencorte

CASA TIPO VICTORIA

Pgina 10

DISEO DE LOSAS BIDIRECCIONALES: L1, L2, L3 Y L4

CARGASMUERTA 115.50 psf

Peso propio = 62.50 psfespesor de losa = 5.00 in

sobrecarga = 48.00 psf

VIVA 40.00 psf

Combinaciones LRFD1.4 DL 161.70 psf1.3DL + 1.6LL 214.15 psfW u = 214.15 psf


ACERO MNIMO Y RESISTENCIA EN FLEXINAsmin = 0.002 bt = 0.12 in

2

Barra No 4.00S = 10.00 in As = 0.24 in

2

Rel D/CConclusin

M n = 2.89 k-ft = 0.90

As = 0.24 in2

d = 4.25 in a = 0.31 in

CAPACIDAD EN CORTE

V c =2f c bw d= 4.19 kips

OK0.51

DISEO DE LAS LOSASCasos segn continuidad de losa

c cc c c c c

c c cc c

c c c cc c

c = borde continuo

2

3

4

5 7 9

861

LosaLado largo

(B), ft Lado corto

(A), ft REL A/B

calculadaREL A/B utilizar

CONDICIONES DE CONTINUIDAD

Coeficiente A (-) MA(-), k-ft

Coeficiente A (+) MA(+), k-ft

Coeficiente A (-) MA(-), k-ft

Coeficiente A (+) MA(+), k-ft

1 14.10 10.82 0.77 0.80 1.00 0.000 0.00 0.06 0.76 0.00 0.00 0.06 0.262 15.58 12.63 0.81 0.80 4.00 0.071 1.31 0.04 0.72 0.07 0.45 0.05 0.313 15.58 6.56 0.42 0.50 9.00 0.088 0.44 0.04 0.19 0.09 0.15 0.07 0.124 15.58 12.63 0.81 0.80 4.00 0.071 1.31 0.04 0.72 0.07 0.45 0.05 0.31

CARGA MUERTA CARGA VIVA

CASA TIPO VICTORIA

Pgina 11

Losa1.4DL 1.2DL+1.6LL Mu, k-ft Mn, k-ft Rel D/C Conclusin a, in As, in2 Revisin Barra No S, in

1 0.00 0.00 0.00 2.89 0.00 OK 0.31 0.24 OK 4.00 10.002 1.83 2.29 2.29 2.89 0.79 OK 0.31 0.24 OK 4.00 10.003 0.61 0.77 0.77 2.89 0.27 OK 0.31 0.24 OK 4.00 10.004 1.83 2.29 2.29 2.89 0.79 OK 0.31 0.24 OK 4.00 10.00

MA(-), k-ft

Losa1.4DL 1.2DL+1.6LL Mu, k-ft Mn, k-ft Rel D/C Conclusin a, in As, in2 Revisin Barra No S, in

1 1.06 1.33 1.33 2.89 0.46 OK 0.31 0.24 OK 4.00 10.002 1.01 1.35 1.35 2.89 0.47 OK 0.31 0.24 OK 4.00 10.003 0.26 0.41 0.41 2.89 0.14 OK 0.31 0.24 OK 4.00 10.004 1.01 1.35 1.35 2.89 0.47 OK 0.31 0.24 OK 4.00 10.00

MA(+), k-ft

Losa Coef A Vu, kips Coef B Vu, kips Vu max, kips Rel D/C Conclusin

1 0.71 1.65 0.29 0.88 1.65 0.39 OK2 0.71 1.92 0.29 0.97 1.92 0.46 OK3 0.97 1.36 0.03 0.10 1.36 0.33 OK4 0.71 1.92 0.29 0.97 1.92 0.46 OK

REVISIN DEL CORTE

LosaCoeficiente

B (-) MB(-), k-ftCoeficiente

B (+) MA(+), k-ftCoeficiente

B (-) MB(-), k-ftCoeficiente

B (+) MB(+), k-ft 1.4DL 1.2DL+1.6LL Mu, k-ft Mn, k-ft Rel D/C Conclusin a, in As, in2 Revisin Barra No S, in1 0.023 0.00 0.02 0.53 0.00 0.00 0.02 0.18 0.00 0.00 0.00 2.89 0.00 OK 0.31 0.24 OK 4.00 10.002 0.016 0.03 0.02 0.45 0.03 0.28 0.02 0.19 0.04 0.49 0.49 2.89 0.17 OK 0.31 0.24 OK 4.00 10.003 0.002 0.00 0.00 0.06 0.00 0.03 0.00 0.04 0.00 0.05 0.05 2.89 0.02 OK 0.31 0.24 OK 4.00 10.004 0.016 0.03 0.02 0.45 0.03 0.28 0.02 0.19 0.04 0.49 0.49 2.89 0.17 OK 0.31 0.24 OK 4.00 10.00

CARGA MUERTA CARGA VIVA MB(-), k-ft

Losa 1.4DL 1.2DL+1.6LL Mu, k-ft Mn, k-ft Rel D/C Conclusin a, in As, in2 Revisin Barra No S, in1 0.74 0.93 0.93 2.89 0.32 OK 0.31 0.24 OK 4.00 10.002 0.63 0.85 0.85 2.89 0.29 OK 0.31 0.24 OK 4.00 10.003 0.08 0.13 0.13 2.89 0.04 OK 0.31 0.24 OK 4.00 10.004 0.63 0.85 0.85 2.89 0.29 OK 0.31 0.24 OK 4.00 10.00

MB(+), k-ft

DISEO DE LA VIGA DE SOPORTE (V 102)

Luz libre = 14.10 ftAncho tributario = 5.41 ftDL = 115.50 psfLL= 40.00 psfWDL = 0.83 k/ftWLL = 0.22 k/ft

Combinaciones LRFD1.4 DL 1.17 k/ft1.2DL + 1.6LL 1.35 k/ftW u = 1.35 k/ft



Efectos mximosMmax = 29.76 k-ftVmax = 9.50 kips

CASA TIPO VICTORIA

Pgina 12

Capacidad de la seccin en flexinRefuerzo longitudinal:Barra No 6.00Cantidad 3.00

As = 1.32 in2

AreamnimadeaceroAsmin = 200 bw d / Fy = 1.00 in

2

Conclusin OK


= 0.90d = 18.50 ina = 2.08 in

RelacinD/CConclusin

CortantequeresisteV c =2f c bw d= 15.20 kipsVu = 9.50 kips

RelacinD/CConclusin

Corte resistido por el acero de refuerzoEstribos No 2.00S = 8.00 inAv = 0.10 in2Vs = 6.81 kipsV total = 22.01 kipsRelacinD/CConclusin OKencorte

0.43OKenflexin

0.62OKencorte

0.43

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CASA TIPO VICTORIA

Pgina 14

Asmin=0.002bt= 0.12 in2/ftBarraNo 4.00Espaciamiento= 10.00 inA s = 0.24 in 2 /ft

Revisin OK


= 0.90As= 0.24 in2/ftFy= 40.00 ksifc= 3.00 ksid= 4.25 ina= 0.31 in

Momento RelD/C ConclusionM(+) 0.36 OKM() 0.29 OK

CapacidadencorteV c =2f c bw d= 4.19 kips

= 0.75RelacionD/CConclusin

0.18OK

CASA TIPO VICTORIA

Pgina 15

DISEODEVIGASDEPERGOLACARGASDL= 103.50 psfLL= 20.00 psfAnchoT= 2.00 ft

Longitud= 11.15 ftWDL= 0.27 k/ftWLL= 0.04 k/ft







Conclusin OK

CASA TIPO VICTORIA

Pgina 16


= 0.90d= 8.50 ina= 1.60 in




0.80OKencorte

0.29OKencorte

DISEODEVIGASDESOPORTEDELASVIGASDELAPERGOLALongitud= 14.10 ftNovigas= 7.00 unRDL= 1.50 kipsRLL= 0.22 kipsWDL= 0.75 k/ftWLL= 0.11 k/ft




CASA TIPO VICTORIA

Pgina 17




Conclusin OK


= 0.90d= 14.50 ina= 1.73 in




0.53OKencorte

0.98OKencorte

CASA TIPO VICTORIA

Pgina 18

DiseodelavigasobreelejeC(salacomedordoblealtura)Nodetramos 2.00Longitud= 11.41 ftWDL= 2.18 k/ftWLL= 0.52 k/ft







Conclusin OK

CASA TIPO VICTORIA

Pgina 19


= 0.90d= 18.50 ina= 2.08 in




1.98NOOKencorte

0.92OKencorte

CASA TIPO VICTORIA

Pgina 20

DISEODELASCOLUMNASCIRCULARESCargasltimasPu= 40.00 kipsMux= 7.20 kft

Dimensionesdimetro= 12.00 inlongitud= 10.00 ft

10 20 30 40 50

-100

100

200

300

400P (k ip)

Mx (k -ft)

fs=0.5fy

fs=0

(Pmax)

(Pmin)

fs=0.5fy

fs=0

1

CCOLUMNAAS CUADDRADAS

CAASA TIPO VIC

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CASA TIPO VICTORIA

Pgina 22

Diseodelavigasobreeleje3Nodetramos 3.00Longitud= 16.40 ftWDL= 3.68 k/ftWLL= 0.77 k/ft







Conclusin OK

CASA TIPO VICTORIA

Pgina 23


= 0.90d= 20.50 ina= 6.23 in



4.22NOOKencorte


0.82OKencorte

DISEODELAVIGADESOPORTEDELALINTERNILLALUZLIBRE= 10.33 FTWDL= 1.25 k/ftWLL= 0.13 k/ft




CASA TIPO VICTORIA

Pgina 24

Efectos mximosMmax (+)= 1/8 WL2 = 24.48 k-ftMmax (-)= 0.1 WL2 = 19.59 k-ftVmax = 5/8 WL = 11.85 kips



Conclusin OK


= 0.90d= 10.50 ina= 1.80 in

RelacinD/CConclusinM(+) 0.92 OKM() 0.74 OK



1.98NOOKencorte

0.86OKencorte

INNTEGRACCIN DE LA CARGGA SSMICCA

CAASA TIPO VIC

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C

P

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CA

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CASA TIPO VICTORIA

Pgina 28

ClculodelcoeficientessmicoC s =S DS /(R/I e )= 0.28

ValormximoC s =S D1 /T(R/I e )= 0.42

T=CuTa= 0.35Cu= 1.40

Ta=Cthnx= 0.25Ct= 0.02hn= 29.52 ftx= 0.75

Valormnimo0.044SDSIe= 0.05minimo 0.010.5S1/(R/Ie)= 0.08C smin = 0.08

Finalmente

C s = 0.28ClculodelpesossmicoW s = 399.74 kips

Wnivel1= 273.13 kipsWnivel2= 126.61 kips

CortebasalV=C s Ws = 109.93 kips

DistribucinverticaldelacargassmicaNivel hi,ft Wi,kips Wihi factor Vnivel,kips Vacc,kips2 19.68 126.61 2,491.61 0.48 52.88 52.881 9.84 273.13 2,687.60 0.52 57.04 109.93

399.74 5,179.22

CASA TIPO VICTORIA

Pgina 29

DISEO DE LOS MUROS DE MAMPOSTERA

CARGASGRAVITACIONALESENMUROSNivel Eje Long,ft WDL,k/ft WLL,k/ft 1.4DL 1.3DL+1.6LL Wu,k/ft RelD/C Conclusin

4 9.84 0.76 0.07 1.07 1.10 1.10 0.12 OK3 12.46 1.79 0.25 2.51 2.73 2.73 0.31 OK2 5.90 0.16 0.00 0.22 0.21 0.22 0.03 OK1 21.65 1.66 0.25 2.33 2.56 2.56 0.29 OKA 27.88 0.84 0.25 1.18 1.49 1.49 0.17 OKB 15.74 1.21 0.25 1.70 1.98 1.98 0.22 OKD 9.18 1.21 0.25 1.70 1.98 1.98 0.22 OKE 20.34 1.21 0.25 1.70 1.98 1.98 0.22 OK8 24.27 1.28 0.13 1.79 1.87 1.87 0.21 OK4 9.18 3.12 0.14 4.37 4.29 4.37 0.49 OK2 19.68 2.23 0.56 3.12 3.79 3.79 0.43 OK1 21.65 1.46 0.56 2.05 2.80 2.80 0.32 OKA 61.83 2.64 0.39 3.69 4.06 4.06 0.46 OKB 15.74 2.76 0.63 3.86 4.60 4.60 0.52 OKD 9.18 2.76 0.63 3.86 4.60 4.60 0.52 OKE 7.05 2.39 0.51 3.35 3.93 3.93 0.44 OKF 21.32 1.04 0.13 1.46 1.56 1.56 0.18 OK

2

1

combinacionesLRFD CAPACIDADDECARGA

DISEODELCIMIENTOCORRIDODimensionesdelcimientoWu= 4.60 k/ftValorsoporte= 2.45 ksf 12 ton/m2Amin= 1.87 sfAncho= 2.00 ft 0.61 mArea= 2.00 sfConclusinPresin 2.30 ksf

Refuerzoenflexint= 16 infc= 3 ksiFy= 40 ksiAsmin=0.002bwd= 0.384 in2

BarraNo 4S= 6 INAs= 0.39 in2Conclusin

OK

OK

C

P

C

MRC

RVRC

rABCAC

CASA TIPO VIC

gina 30

CapacidadenMn =

Mu =RelacinD/CConclusin

RevisinencoVc=2fcbVu=RelacinD/CConclusin

refuerzolongAsmin=0.002bBarraNoCantidadAs=Conclusin

CTORIA

nflexin

a=

C

ortebwd=

C

gitudinal(tembwd=

1500

111

mperatura)0.7

0

0

0

5.01 kft0.51 in0.51 kft

.11 kips

.53 kips

768 in2

44

0.79 in2

OK

OK

0.03OK

0.14

C

DalA

t

t

A

A

BPP

Capacidadm

Dimensionesancho=ong=Areag=

tparedes=ttabique=Aneta =An/Ag=

BlockclaseAmin=P=P/Ag=

nimadelam

delblock

mampostera

19.39.

741.

3.

3.

370.

0.

100.37,056.

50.

.00 cm

.00 cm00 cm2

.20 cm

.20 cm

56 cm2

.50 >50%?

.00 kg/cm2

.00 kg

.01 kg/cm2

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CASA TIPO VICTORIA

Pgina 33

DISTRIBUCINDELACARGASSMICAENLOSMUROSClculodelcentrodemasaN2

SobreEje Longitud,ft W,kips Brazo,ft WX Brazo,ft WYLosa1 667.02 70.04 15.91 1,114.15 10.43 730.52Losa2 135.31 14.21 9.59 136.31 24.35 346.024 A B 9.84 3.39 4.92 16.67 27.88 94.483 C E 12.46 4.29 25.50 109.47 20.83 89.412 A A 5.90 2.03 2.95 6.00 15.58 31.681 A E 21.65 7.46 15.91 118.60 0.00 0.00A 1 4 27.88 9.60 0.00 0.00 13.94 133.85B 1 2 15.74 5.42 12.63 68.47 7.87 42.68D 1 2 9.18 3.16 12.63 39.94 4.59 14.52E 1 3 20.34 7.00 31.82 222.83 10.17 71.21

126.61 1,832.46 1,554.38XCM = 14.47 ftY CM= 12.28 ft

ClculodelcentrodemasaN1SobreEje Longitud,ft W,kips Brazo,ft WX Brazo,ft WYLosa1 AC 5a8 128.05 14.09 8.86 124.74 50.51 711.49Losa2 CE 7a6 152.66 33.59 24.76 831.71 43.62 1,465.14Losa3 AC 5a3 334.05 40.09 8.86 355.00 29.11 1,166.90Losa4 AE 1a3 626.14 75.14 15.91 1,195.27 9.84 739.34Losa5 EF 1a3 337.98 35.49 40.26 1,428.79 9.84 349.208 24.27 9.55 8.86 84.61 61.83 590.674 9.18 3.61 6.56 23.71 27.88 100.782 19.68 7.75 6.56 50.81 15.58 120.681 21.65 8.52 15.91 135.55 0.00 0.00A 61.83 24.34 0.00 0.00 30.91 752.31B 15.74 6.20 12.63 78.25 7.79 48.27D 9.18 3.61 19.19 69.36 7.79 28.16E 7.05 2.78 31.82 88.31 7.79 21.62F 21.32 8.39 48.71 408.74 9.84 82.57

273.13 4,874.86 6,177.14XCM = 17.85 ftY CM= 22.62 ft

DIRECCIONX DIRECCIONYentrelosejes

DIRECCIONX DIRECCIONYentrelosejes

ClculodelcentroderigidezN2YCORTESSMICOPORMURO

SobreEje Longitud,ft BrazoX,ft BrazoY,ft A,in2 I,in4 K,k/in4 A B 9.84 0.00 27.88 883.28 1,026,284.27 696.75 0.00 19,425.493 C E 12.46 0.00 20.83 1,118.82 2,085,713.72 974.32 0.00 20,293.112 A A 5.90 0.00 15.58 529.97 221,677.40 289.42 0.00 4,509.181 A E 21.65 0.00 0.10 1,943.21 10,927,874.89 1,912.12 0.00 191.21A 1 4 27.88 0.00 0.00 2,502.61 23,343,215.79 2,527.24 0.00 0.00B 1 2 15.74 12.63 0.00 1,413.24 4,203,660.36 1,315.16 16,607.88 0.00D 1 2 9.18 12.63 0.00 824.39 834,407.12 627.11 7,919.11 0.00E 1 3 20.34 31.82 0.00 1,825.44 9,058,973.23 1,780.95 56,662.76 0.00

81,189.74 44,419.00Em= 372.58 ksi XCR= 12.99 ftEv= 149.03 ksi YCR= 11.47 ftt= 7.48 in kx= 3,872.62h= 118.08 in ky= 6,250.46

entrelosejes Kxbrazo

CASA TIPO VICTORIA

Pgina 34

Clculodelaexcentricidade x = 2.57 ft

CMCR= 1.48 ft0.05L= 1.08 ft

e y = 12.16 ftCMCR= 11.15 ft0.05L= 1.02 ft

CorteportorsinVNIVEL= 52.88 kips nivel2Tx=Vey= 135.73 kftTy=Vex= 643.22 kft

SobreEje Vdir,kips dx,ft dy,ft dx2 dy2 Vtx Vty V=Vd+Vt4 A B 9.51 12.99 16.41 168.72 269.29 6.97 2.16 4.713 C E 13.31 12.99 9.36 168.72 87.57 6.97 1.23 7.572 A A 3.95 12.99 4.11 168.72 16.89 6.97 0.54 2.481 A E 26.11 12.99 11.37 168.72 129.28 6.97 1.50 17.64A 1 4 21.38 12.99 11.47 168.72 131.56 6.97 1.51 12.90B 1 2 11.13 0.36 11.47 0.13 131.56 0.19 1.51 9.42D 1 2 5.31 0.36 11.47 0.13 131.56 0.19 1.51 3.60E 1 3 15.07 18.83 11.47 354.44 131.56 10.11 1.51 23.66

1,198.32 1,029.27

Clculodelcortessmico,N3entrelosejes

Capacidadencorte,N3SobreEje An,in2 3.8Anfm 300An Vm,kips RelD/C T,KIPS 0.9DLEQ Conclusion

4 A B 441.71 28.06 99.38 28.06 0.17 4.78 6.75 NOhaytension3 C E 559.50 35.54 125.89 35.54 0.21 6.07 20.13 NOhaytension2 A A 265.03 16.83 59.63 16.83 0.15 4.20 0.85 Tension1 A E 971.76 61.73 218.65 61.73 0.29 8.15 32.41 NOhaytensionA 1 4 1,251.51 79.50 281.59 79.50 0.00 4.63 21.13 NOhaytensionB 1 2 706.73 44.89 159.02 44.89 0.21 5.98 17.20 NOhaytensionD 1 2 412.26 26.19 92.76 26.19 0.14 3.92 10.03 NOhaytensionE 1 3 912.87 57.99 205.39 57.99 0.41 11.64 22.21 NOhaytension

TENSINENLASMOCHETASentrelosejes Conclusin

MamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorte

CapacidadentensindelasmochetasRefuerzoBarraNo 4.00Cantidad 4.00As= 0.79 in2Tn =As F y = 28.26 kipsClculodelcentroderigidezN1YCORTESSMICOPORMURO

SobreEje Longitud,ft BrazoX,ft BrazoY,ft A,in2 I,in4 K,k/in8 24.27 8.86 61.83 2,178.75 15,402,778.38 2,172.52 0.00 134,322.874 9.18 6.56 27.88 824.39 834,407.12 627.11 0.00 17,483.742 19.68 6.56 15.58 1,766.55 8,210,274.15 1,715.09 0.00 26,721.041 21.65 15.91 0.00 1,943.21 10,927,874.89 1,912.12 0.00 0.00A 61.83 0.00 30.91 5,549.91 ############ 5,788.38 0.00 0.00B 15.74 12.63 7.79 1,413.24 4,203,660.36 1,315.16 16,607.88 0.00D 9.18 19.19 7.79 824.39 834,407.12 627.11 12,032.93 0.00E 7.05 31.82 7.79 633.01 377,762.89 403.75 12,845.78 0.00F 21.32 48.71 9.84 1,913.76 10,438,641.38 1,879.40 91,541.62 1.00

133,028.20 178,528.66Em= 372.58 ksi XCR= 13.28 ftEv= 149.03 ksi YCR= 27.78 ftt= 7.48 in kx= 6,426.84h= 118.08 in ky= 10,013.79

entrelosejes Kxbrazo

CASA TIPO VICTORIA

Pgina 35

Clculodelaexcentricidade x = 5.65 ft

CMCR= 4.56 ft0.05L= 1.08 ft

e y = 5.52 ftCMCR= 5.16 ft0.05L= 0.35 ft

CorteportorsinVNIVEL= 109.93 kips nivel1Tx=Vey= 620.65 kftTy=Vex= 606.26 kft

SobreEje Vdir,kips dx,ft dy,ft dx2 dy2 Vtx Vty V=Vd+Vt8 29.67 4.13 50.36 17.08 2,535.93 1.32 9.05 37.404 8.56 6.43 16.41 41.34 269.29 2.05 2.95 9.462 23.42 6.43 4.11 41.34 16.89 2.05 0.74 22.111 26.11 2.92 11.47 8.52 131.56 0.93 2.06 24.98A 48.97 12.99 19.44 168.72 378.07 4.14 3.49 48.32B 11.13 0.36 3.68 0.13 13.54 0.12 0.66 10.35D 5.31 6.20 3.68 38.42 13.54 1.98 0.66 6.62E 3.42 18.83 3.68 354.44 13.54 6.01 0.66 8.76F 15.90 35.72 1.63 1,275.82 2.66 11.39 0.29 27.00

1,945.82 3,375.02

Clculodelcortessmico,N3

Capacidadencorte,N3SobreEje An,in2 3.8Anfm 300An Vm,kips RelD/C T,KIPS 0.9DLEQ Conclusion

8 1,089.55 69.21 245.15 69.21 0.54 15.41 27.94 NOhaytension4 412.26 26.19 92.76 26.19 0.36 10.30 25.82 NOhaytension2 883.42 56.12 198.77 56.12 0.39 11.23 39.43 NOhaytension1 971.76 61.73 218.65 61.73 0.40 11.54 28.47 NOhaytensionA 2,775.41 176.30 624.47 176.30 0.00 7.82 146.74 NOhaytensionB 706.73 44.89 159.02 44.89 0.23 6.57 39.09 NOhaytensionD 412.26 26.19 92.76 26.19 0.25 7.21 22.80 NOhaytensionE 316.56 20.11 71.23 20.11 0.44 12.42 15.20 NOhaytensionF 957.04 60.79 215.33 60.79 0.44 12.66 19.98 NOhaytension

Mamposteriaresistecorte

TENSINENLASMOCHETASConclusin

MamposteriaresistecorteMamposteriaresistecorte

MamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorteMamposteriaresistecorte

CASA TIPO VICTORIA

Pgina 36

DISEO DE LAS ZAPATAS

ZAPATAZ1Dimensionesypropiedadesdelazapataancho= 4.00 ft 1.22 mlargo= 4.00 ft 1.22 mespesor= 20.00 in 50.80 cmfc= 3.00 ksiFy= 40.00 ksi ModulodewinklerVS= 2.45 ksf 12.00 ton/m2 1.20 kg/cm2 6.00 kg/cm3 374,518.65 lb/ft3Area= 16.00 sfIx= 21.33 ft4 Cx= 2.00 ft EXCENTX 0.00 FTIy= 21.33 ft4 Cy= 2.00 ft EXCENTY 0.00 FT

CargasaplicadasCARGA FZ,kips MX,kft MY,kft P/A,ksf (Mc/I)x,ksf (Mc/I)y,ksf Wx,k/ft Wy,k/ft

DEAD 15.00 0.94 0.00 0.00 0.94 0.94 0.94 0.00 3.75 3.75LIVE 12.50 0.78 0.00 0.00 0.78 0.78 0.78 0.00 3.13 3.13WX 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00WY 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00EQX 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00EQY 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00CombinacionesASDASCE710 P/A,ksf (Mc/I)x,ksf (Mc/I)y,ksfDL 15.00 0.00 0.00 0.94 0.00 0.00 0.94 0.94 0.94 0.94DL+LL 27.50 0.00 0.00 1.72 0.00 0.00 1.72 1.72 1.72 1.72DL+0.75LL+0.75(0.6WX) 24.38 0.00 0.00 1.52 0.00 0.00 1.52 1.52 1.52 1.52DL+0.75LL+0.75(0.6WY) 24.38 0.00 0.00 1.52 0.00 0.00 1.52 1.52 1.52 1.52DL+0.75LL+0.75(0.7EQX) 24.38 0.00 0.00 1.52 0.00 0.00 1.52 1.52 1.52 1.52DL+0.75LL+0.75(0.7EQY) 24.38 0.00 0.00 1.52 0.00 0.00 1.52 1.52 1.52 1.52

Esfuerzosmaximos,ksf

Esfuerzosmaximos,ksf

Capacidadflexionante(direccionX)Asmin=0.002bd= 1.63 in2

b(ancho)= 48.00 ind=h3= 17.00 in

BarraNo 5.00Cantidad 7.00As= 2.15 in2

Revisin AsOKespaciamiento= 7.00 inSmax= 18.00 in

Revisin SOK

Mresistente = 107.21 kft= 0.90As= 2.15 in2

Fy= 40.00 ksia=AsFy/0.85fcb= 0.70 in

d= 17.00 in

CASA TIPO VICTORIA

Pgina 37

CombinacionesLRFDASCE710 Wu,k/ft Mmax RelD/C Conclusion1.4DL 5.25 10.50 0.10 OK

1,2DL+1.6LL 9.50 19.00 0.18 OK1.2DL+LL+Wx 7.63 15.25 0.14 OK1.2DL+LL+Wy 7.63 15.25 0.14 OK1.2DL+LL+EQx 7.63 15.25 0.14 OK1.2DL+LL+Eqy 7.63 15.25 0.14 OK

Capacidadflexionante(direccionY)Asmin=0.002bd= 1.63 in2

b(largo)= 48.00 ind=h3= 17.00 in

BarraNo 5.00Cantidad 7.00As= 2.15 in2

Revisin AsOKespaciamiento= 7.00 inSmax= 18.00 in

Revisin SOK

Mresistente = 107.21 kft= 0.90As= 2.15 in2

Fy= 40.00 ksia=AsFy/0.85fcb= 0.70 in

d= 17.00 in

CombinacionesLRFDASCE710 Wu,k/ft Mmax RelD/C Conclusion1.4DL 5.25 10.50 0.10 OK

1,2DL+1.6LL 9.50 19.00 0.18 OK1.2DL+LL+Wx 7.63 15.25 0.14 OK1.2DL+LL+Wy 7.63 15.25 0.14 OK1.2DL+LL+EQx 7.63 15.25 0.14 OK1.2DL+LL+Eqy 7.63 15.25 0.14 OK

C

P

RC

VDC

C

V

R

DC

CASA TIPO VIC

gina 38

RevisinencCapacidaddeV c =2f

CombinacioASCE1.4

1,2DL+1.2DL+L1.2DL+L1.2DL+L1.2DL+L

Vmax =D/CConclusion

CortepunzonCombinacio

ASCE1.4

1,2DL+1.2DL+L1.2DL+L1.2DL+L1.2DL+L

Vmax =

ResistenciaaV c =3.5f

D/CConclusion

CTORIA

orteelaseccionc bw d=

onesLRFD710DL+1.6LLLL+WxLL+WyLL+EQxLL+Eqy

nantedelazaonesLRFD710DL+1.6LLLL+WxLL+WyLL+EQxLL+Eqy

alpunzonamif c b o d=

bo=

58.10

10.5019.0015.2515.2515.2515.2519.00

apata

V,kips21.0038.0030.5030.5030.5030.5038.00

iento440.61

208.00

O

V,k

0.O

0.

kips

0 10.500 19.005 15.255 15.255 15.255 15.25kips

000000kips

kips

0 in

OK

kips

33OK

09

005555

MANUEINGENICOL: 11

EL CORTES VASQUERO CIVIL 1722

UEZ

casa tipo victoria memoria 060914

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