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ANTECEDESe presenta epresentados.
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ASA TIPO VIC
P
itos arquitect
CTORIA
gina 1
tnicos
C
P
CASA TIPO VIC
gina 2
CTORIA
ILUSTRACINN 2. PLANTA DE DDISTRIBUCIN DEEL SEGUNDO NIVEEL.
ILUSTRACIN 3. FACHADASS
CAASA TIPO VIC
P
CTORIA
gina 3
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
ASA TIPO VIC
P
CTORIA
gina 5
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
Dimensiones de la vigabw = 8.00 inh = 22.00 in
Efectos mximosMmax (+)= WL2 /8= 81.65 k-ftMmax (-)= 0.1 WL2 = 65.32 k-ftVmax = 5/8 WL = 24.17 kips
Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 6.00Cantidad 4.00As= 1.77 in2
CASA TIPO VICTORIA
Pgina 9
AreamnimadeaceroAsmin=200bwd/Fy= 0.88 in2
Conclusin OK
MomentoqueresisteMn = 99.45 kft
= 0.90d= 20.50 ina= 3.46 in
RelacinD/C ConclusinM(+) 0.82 OKM() 0.66 OK
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
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
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
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
Dimensiones de la vigabw = 10.00 inh = 20.00 in
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
MomentoqueresisteMn = 69.39 kft
= 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
CA
ASA TIPO VIC
Pg
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ina 13
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
MomentoqueresisteMn = 2.89 kft
= 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
CombinacionesdecargaLRFD1.4DL 0.38 k/ft1.3DL+1.6LL 0.41 k/ftWu = 0.41 k/ft
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
Dimensiones de la vigabw = 6.00 inh = 10.00 in
Efectos mximosMmax (+)= WL2 /8= 6.44 k-ftMmax (-)= 0.1 WL2 = 5.15 k-ftVmax = 5/8 WL = 2.89 kips
Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 5.00Cantidad 2.00As= 0.61 in2
AreamnimadeaceroAsmin=200bwd/Fy= 0.30 in2
Conclusin OK
CASA TIPO VICTORIA
Pgina 16
MomentoqueresisteMn = 14.16 kft
= 0.90d= 8.50 ina= 1.60 in
RelacinD/C ConclusinM(+) 0.45 OKM() 0.36 OK
CortantequeresisteV c =2f c bw d= 3.63 kipsVu= 2.89 kipsRelacinD/CConclusin
Corte resistido por el acero de refuerzoEstribos No 2.00S = 4.00 inAv = 0.10 in2Vs = 6.26 kipsV total = 9.89 kipsRelacinD/CConclusin
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
CombinacionesdecargaLRFD1.4DL 1.04 k/ft1.3DL+1.6LL 1.15 k/ftWu = 1.15 k/ft
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
Dimensiones de la vigabw = 8.00 inh = 16.00 in
CASA TIPO VICTORIA
Pgina 17
Efectos mximosMmax (+)= WL2 /8= 28.51 k-ftMmax (-)= 0.1 WL2 = 22.81 k-ftVmax = 1/2 WL = 8.09 kips
Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 6.00Cantidad 2.00As= 0.88 in2
AreamnimadeaceroAsmin=200bwd/Fy= 0.64 in2
Conclusin OK
MomentoqueresisteMn = 36.12 kft
= 0.90d= 14.50 ina= 1.73 in
RelacinD/C ConclusinM(+) 0.79 OKM() 0.63 OK
CortantequeresisteV c =2f c bw d= 8.26 kipsVu= 8.09 kipsRelacinD/CConclusin
Corte resistido por el acero de refuerzoEstribos No 2.00S = 6.00 inAv = 0.10 in2Vs = 7.11 kipsV total = 15.37 kipsRelacinD/CConclusin
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
CombinacionesdecargaLRFD1.4DL 3.05 k/ft1.3DL+1.6LL 3.66 k/ftWu = 3.66 k/ft
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
Dimensiones de la vigabw = 10.00 inh = 20.00 in
Efectos mximosMmax (+)= 0.08 WL2 = 38.10 k-ftMmax (-)= 0.1 WL2 = 47.62 k-ftVmax = 5/8 WL = 26.08 kips
Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 6.00Cantidad 3.00As= 1.32 in2
AreamnimadeaceroAsmin=200bwd/Fy= 1.00 in2
Conclusin OK
CASA TIPO VICTORIA
Pgina 19
MomentoqueresisteMn = 69.39 kft
= 0.90d= 18.50 ina= 2.08 in
RelacinD/C ConclusinM(+) 0.55 OKM() 0.69 OK
CortantequeresisteV c =2f c bw d= 13.17 kipsVu= 26.08 kipsRelacinD/CConclusin
Corte resistido por el acero de refuerzoEstribos No 3.00S = 8.00 inAv = 0.22 in2Vs = 15.32 kipsV total = 28.49 kipsRelacinD/CConclusin
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
Pg
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ina 21
CASA TIPO VICTORIA
Pgina 22
Diseodelavigasobreeleje3Nodetramos 3.00Longitud= 16.40 ftWDL= 3.68 k/ftWLL= 0.77 k/ft
CombinacionesdecargaLRFD1.4DL 5.15 k/ft1.3DL+1.6LL 6.01 k/ftWu = 6.01 k/ft
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
Dimensiones de la vigabw = 10.00 inh = 22.00 in
Efectos mximosMmax (+)= 0.08 WL2 = 129.38 k-ftMmax (-)= 0.1 WL2 = 161.73 k-ftVmax = 5/8 WL = 61.64 kips
Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 9.00Cantidad 4.00As= 3.97 in2
AreamnimadeaceroAsmin=200bwd/Fy= 1.10 in2
Conclusin OK
CASA TIPO VICTORIA
Pgina 23
MomentoqueresisteMn = 207.24 kft
= 0.90d= 20.50 ina= 6.23 in
RelacinD/C ConclusinM(+) 0.62 OKM() 0.78 OK
CortantequeresisteV c =2f c bw d= 14.60 kipsVu= 61.64 kipsRelacinD/CConclusin
4.22NOOKencorte
Corte resistido por el acero de refuerzoEstribos No 4.00S = 4.00 inAv = 0.39 in2Vs = 60.35 kipsV total = 74.94 kipsRelacinD/CConclusin
0.82OKencorte
DISEODELAVIGADESOPORTEDELALINTERNILLALUZLIBRE= 10.33 FTWDL= 1.25 k/ftWLL= 0.13 k/ft
CombinacionesdecargaLRFD1.4DL 1.75 k/ft1.3DL+1.6LL 1.83 k/ftWu = 1.83 k/ft
MATERIALESf c = 3.00 ksiFy = 40.00 ksi
Dimensiones de la vigabw = 8.00 inh = 12.00 in
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
Capacidad de la seccin en flexinRefuerzo longitudinal:BarraNo 5.00Cantidad 3.00As= 0.92 in2
AreamnimadeaceroAsmin=200bwd/Fy= 0.48 in2
Conclusin OK
MomentoqueresisteMn = 26.49 kft
= 0.90d= 10.50 ina= 1.80 in
RelacinD/CConclusinM(+) 0.92 OKM() 0.74 OK
CortantequeresisteV c =2f c bw d= 5.98 kipsVu= 11.85 kipsRelacinD/CConclusin
Corte resistido por el acero de refuerzoEstribos No 2.00S = 4.00 inAv = 0.10 in2Vs = 7.73 kipsV total = 13.71 kipsRelacinD/CConclusin
1.98NOOKencorte
0.86OKencorte
INNTEGRACCIN DE LA CARGGA SSMICCA
CAASA TIPO VIC
Pg
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ina 25
C
P
CASA TIPO VIC
gina 26
CTORIA
CA
ASA TIPO VIC
Pg
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ina 27
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
CAASA TIPO VIC
Pg
CTORIA
ina 31
C
P
CASA TIPO VIC
gina 32
CTORIA
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
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