Embed Size (px)
DESCRIPTION
Memoria de Calculo Estructural para una Biblioteca Comunitaria 2015
Citation preview
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Diseño de castillos y
Columnas.
CALCULO DE LA RESISTENCIA DE UN CASTILLO
DE CONCRETO CON CARGA AXIAL.
Cuadro de datos.
K1
Carga axial P 2581.40 kgs Contribucion de la T11F´c = 150 kg/cm2Fy = 4200 kg/cm2ρ = 0.0126F c = 12.00 kg/cm2F v= 3.00 kg/cm2Cs = 0.10L = 263 cmsB = 15 cmsL/B = 17.53Tipo de Columna 2Fa = 9.29 kg/cm2A = 277.93 cm2H = 18.53 cmsH = 15 cms
CASTILLO 15x15
H = 15 cmsVs = 258.14 kgsVr = 675.00 kgsVerificación : Ok
Capacidad de Carga del Castillo
P = 2581.40 kgsB = 15.00 cmsH = 15.00 cmsL = 263.00 cmsA = 225.00 cm2I = 4218.75 cm4r = 4.33 cmsFs = 2100.00 kg/cm2R = 0.5841P MOD. = 4419.43 kgs
Capac. Carga = 11512.80 kgsVerificación : Ok
As = 2.84 cm2
OK
Estribos:
48 A estribo= 48 0.317 15.216 CMS36 As principal= 36 0.71 25.56 CMSMenor b,d = 15 15 CMS
OK
PROPONIENDO UN ARMADO DE 4Vs # 3 SE CUMPLE
POR LO TANTO ESTRIBOS DEL # 2 @ 15 CMS
CALCULO DE LA RESISTENCIA DE UN CASTILLO
DE CONCRETO CON CARGA AXIAL.
Cuadro de datos.
K9
Carga axial P 2476.00 kgs Contribucion de la T12F´c = 150 kg/cm2Fy = 4200 kg/cm2ρ = 0.00947F c = 12.00 kg/cm2F v= 3.00 kg/cm2Cs = 0.10L = 263 cmsB = 15 cmsL/B = 17.53Tipo de Columna 2Fa = 9.29 kg/cm2A = 266.58 cm2H = 17.77 cmsH = 20 cms
CASTILLO 15x20
H = 20 cmsVs = 247.60 kgsVr = 900.00 kgsVerificación : Ok
Capacidad de Carga del Castillo
P = 2476.00 kgsB = 15.00 cmsH = 20.00 cmsL = 263.00 cmsA = 300.00 cm2I = 10000.00 cm4r = 5.77 cmsFs = 2100.00 kg/cm2R = 0.7056P MOD. = 3509.19 kgs
Capac. Carga = 13772.88 kgsVerificación : Ok
As = 2.84 cm2
OK
Estribos:
48 A estribo= 48 0.317 15.216 CMS36 As principal= 36 0.71 25.56 CMSMenor b,d = 15 15 CMS
OK
PROPONIENDO UN ARMADO DE 4Vs # 3 SE CUMPLE
POR LO TANTO ESTRIBOS DEL # 2 @ 15 CMS
Areas de Acero
K2 Vs. #3 Vs. #4 Vs. #5 Vs. #6 Vs. #8
DATOS T2 0.71 1.27 1.99 2.87 5.07
Ly Lx U =
30 15 1.5SELECCIONE LAS BARRAS Vs. #3 Vs. #4 Vs. #5 Vs. #6 Vs. #8
8 0 0 0 0
As= 5.68 cm2. As min = 4.5 cm2
Ly= 30 cm.
Lx= 15 cm.
recub= 2 cm.
F'c= 200 Kg/cm2.
P = 15.29 ton. Pu= 22.935 ton.
Mom eje y = Mx= 1.164 ton-m Mux= 1.746 ton-m
Mom eje x = My= 0.026 ton-m. Muy= 0.039 ton-m.
eje x : Cortante > = 0.014 ton Vux = 0.02 ton
eje y: Cortante > = 0.574 ton Vuy = 0.86 ton
DISEÑO DE CASTILLO
A UTILIZAR:
DATOS DE LA COLUMNA
FY ESTRIBO = 4200 KG/CM2
DIAM DEL ESTRIBO = 0.64 CMS
AREA DE LA VS DE ESTRIBO = 0.32 CM2
NO. DE CARAS DE REF. TRANSV. = 2
ρ = As/bh= 0.012622222
m= Fy/0.85xF'c= 24.706
ρm= 0.312
CALCULO DE Px.ex= 0.17
ex/t= 0.0113
g= 0.87
Kx= 0.75 Pux= 67500 Kg.
CALCULO DE Py.ex= 7.61
ex/t= 0.2538
g= 0.93
Kx= 0.43 Puy= 38700 Kg.
CALCULO DE Po
Po = 0.7 ( Ag-As ) * ( F'c* 0.85 ) + (As Fy) = 69573.28
Po = 38049.9058 ok 22935.000
DETERMINACION DEL REFUERZO LATERAL
REVISION POR CORTANTEVCR X = 2730.90 KGS CORRECTO
VCR Y = 2940.97 KGS CORRECTO
DISEÑO DE SEPARCION DE ESTRIBOS
S x = -10.32 CMS
S y = -28.95 CMS
Diam maximo utilizado No. 1.91 cmDiam maximo utilizado No. 1.91 cm
Diam maximo estribo No. 0.95 cm
sep 16 Db = 30.56
minima 48 De = 45.6
d = 28
8 Vs # 3
E# 2 @ 15 CMS
Areas de Acero
K7 Vs. #3 Vs. #4 Vs. #5 Vs. #6 Vs. #8
DATOS T13 0.71 1.27 1.99 2.87 5.07
Ly Lx U =
15 40 1.48SELECCIONE LAS BARRAS Vs. #3 Vs. #4 Vs. #5 Vs. #6 Vs. #8
0 0 4 4 0
As= 19.44 cm2. As min = 6 cm2
Ly= 15 cm.
Lx= 40 cm.
recub= 2 cm.
F'c= 200 Kg/cm2.
P = 7.702 ton. Pu= 11.399 ton.
Mom eje y = Mx= 2.391 ton-m Mux= 3.539 ton-m
Mom eje x = My= 0 ton-m. Muy= 0.000 ton-m.
eje x : Cortante > = 0 ton Vux = 0.00 ton
eje y: Cortante > = 1.359 ton Vuy = 2.01 ton
DISEÑO DE CASTILLO
A UTILIZAR:
DATOS DE LA COLUMNA
FY ESTRIBO = 4200 KG/CM2
DIAM DEL ESTRIBO = 0.95 CMS
AREA DE LA VS DE ESTRIBO = 0.71 CM2
NO. DE CARAS DE REF. TRANSV. = 2
ρ = As/bh= 0.0324
m= Fy/0.85xF'c= 24.706
ρm= 0.800
CALCULO DE Px.ex= 0.00
ex/t= 0.0000
g= 0.95
Kx= 1.04 Pux= 124800 Kg.
CALCULO DE Py.ex= 31.04
ex/t= 2.0696
g= 0.87
Kx= 1.01 Puy= 121200 Kg.
CALCULO DE Po
Po = 0.7 ( Ag-As ) * ( F'c* 0.85 ) + (As Fy) = 126240.24
Po = 119871.865 ok 11398.960
DETERMINACION DEL REFUERZO LATERAL
REVISION POR CORTANTEVCR X = 3514.14 KGS CORRECTO
VCR Y = 3205.88 KGS CORRECTO
DISEÑO DE SEPARCION DE ESTRIBOS
S x = -51.59 CMS
S y = -51.92 CMS
Diam maximo utilizado No. 1.91 cmDiam maximo utilizado No. 1.91 cm
Diam maximo estribo No. 0.95 cm
sep 16 Db = 30.56
minima 48 De = 45.6
d = 13
4 Vs # 6
4 Vs # 5
E# 3 @ 15 CMS
Areas de Acero
C1 Vs. #3 Vs. #4 Vs. #5 Vs. #6 Vs. #8
DATOS T10 AZOTEA 0.71 1.27 1.99 2.87 5.07
Ly Lx U =
40 125 1.48SELECCIONE LAS BARRAS Vs. #3 Vs. #4 Vs. #5 Vs. #6 Vs. #8
0 0 18 0
As= 51.66 cm2. As min = 50 cm2
Ly= 40 cm.
Lx= 125 cm.
recub= 4 cm.
F'c= 250 Kg/cm2.
P = 5.276 ton. Pu= 7.808 ton.
Mom eje y = Mx= 1.951 ton-m Mux= 2.887 ton-m
Mom eje x = My= 0 ton-m. Muy= 0.000 ton-m.
eje x : Cortante > = 0 ton Vux = 0.00 ton
DISEÑO DE CASTILLO
A UTILIZAR:
DATOS DE LA COLUMNA
eje x : Cortante > = 0 ton Vux = 0.00 ton
eje y: Cortante > = 0.012 ton Vuy = 0.02 ton
FY ESTRIBO = 4200 KG/CM2
DIAM DEL ESTRIBO = 0.95 CMS
AREA DE LA VS DE ESTRIBO = 0.71 CM2
NO. DE CARAS DE REF. TRANSV. = 2
ρ = As/bh= 0.010332
m= Fy/0.85xF'c= 19.765
ρm= 0.204
CALCULO DE Px.ex= 0.00
ex/t= 0.0000
g= 0.97
Kx= 0.71 Pux= 887500 Kg.
CALCULO DE Py.ex= 36.98
ex/t= 0.9245
g= 0.90
Kx= 0.04 Puy= 50000 Kg.
CALCULO DE Po
Po = 0.7 ( Ag-As ) * ( F'c* 0.85 ) + (As Fy) = 887945.975
Po = 49998.5852 ok 7808.480
DETERMINACION DEL REFUERZO LATERAL
REVISION POR CORTANTEVCR X = 30836.95 KGS CORRECTO
VCR Y = 28670.72 KGS CORRECTO
DISEÑO DE SEPARCION DE ESTRIBOS
S x = -18.72 CMS
S y = -5.99 CMS
Diam maximo utilizado No. 1.91 cm
Diam maximo estribo No. 0.95 cm
sep 16 Db = 30.56
minima 48 De = 45.6
d = 36
18 Vs # 6
E# 3 @ 20 CMS
COLUMNAS O ELEMENTOS A COMPRESION
DISEÑO DE COL HSS
LA FORMA DE LA
COLUMNA
FLEXIONADA
MARCADA CON
LINEA ROJA
VALOR
TEORICO DE "K" 0.5 0.7 1 1 2 2
VALOR DE DISEÑO
RECOMENDADO
CUANDO SE 0.65 0.8 1.2 1 2.1 2
APROXIMA A LAS
CONDICIONES
IDEALES
PROPORCIONES LOS DATOS SIGUIENTES:
DE LA CARGA A COMPRESION = 5870.1 KG
DE LA RESISTENCIA A LA TENSION DEL ACERO A UTILIZAR = 2530 KG/CM2DE LA RESISTENCIA A LA TENSION DEL ACERO A UTILIZAR = 2530 KG/CM2
SE RECOMIENDA UNA SECCION CUYA AREA SEA = 3.87 CM2
SECCION PROPUESTA =
LONGITUD DEL ELEMENTO = 526 CMS
RADIO DE GIRO DE LA SECCION ELEGIDA RX = 8.01 CMS
RADIO DE GIRO DE LA SECCION ELEGIDA RY = 8.01 CMS
AREA DE DICHA SECCION = 45.7 CM2
MODULO DE ELASTICIDAD = 2039000 KG/CM2
AHORA REVISANDO EL ELEMENTO POR SU ESFUERZO PERMISIBLE CON FORME A LA RELACION DE ESBELTEZ,
TOMANDO EN CUENTA LA TABLA SUPERIOR , ELEGIMOS K = 1.2
KL/ R = 78.80
CC = 126.13
σ ADM = 1088.61 KG/CM2
NOTA:
CON LA SECCION PROPUESTA LE PERMITE SOPORTAR UNA PRESION A LA COMPRESION DE : 49749.63 KGS
Y LA QUE SE REQUIERE ES DE : 5870.1 KG
POR LO TANTO :
HSS 8x8x 1/4"
SI KL/R > CC NO SE OBTIENE NADA SI SE COLOCA UN ACERO DE MAYOR RIGIDEZ
POR LO TANTO :
LA SECCION ES ADECUADA
PLACA BASE PARA COL HSSRevizando como columna independiente:
MX DATOS
h= 0.4 mts.
MZ b= 0.4 mts.
Pcm= 3913.4 Kg.
L.V.Z Mx cm+cv= 270.5 Kg-m
L.V.X Mz cm+cv= 27.49 Kg-m
L.V. Z= 0.098 mts.
h L.V. X= 0.098 mts.
b
A= 0.160 m^2
Ixx= 0.00213333 m^4Ixx= 0.00213333 m^4
Izz= 0.00213333 m^4
σ1= 1.677 t/m^2
σ2= 52.395 t/m^2
σ3= 47.241 t/m^2
σ4= -3.478 t/m^2
σ1= 1.677 σmax x= 27.036 σ2= 52.395
σmin z= -0.901 σmax z= 49.818
σ4= -3.478 σmin x= 21.882 σ3= 47.241
49.818 27.036
-0.901 0.098 0.098 21.882
Lz= 0.4 Lx= 0.4
σ z= 12.426 t/m2 σ x= 11.985
49.818 37.392 27.036
37.392 15.051
Mz= 219.337 Kg-cm.
Mx= 110.643 Kg-cm.
SENTIDO Z SENTIDO X
Mx= 110.643 Kg-cm.
Fb= 1897.5 kg/cm2
Sz= 0.116 cm3 Sx= 0.058 cm3
t= 0.83 cms. t= 0.59 cms.
POR LO TANTO
PLACA DE 1/2"
POR LO TANTO SE UTILIZARA UNA PLACA DE 40x40 CMS CON UN e = 1/2"
VER PLANO ESTRUCTURAL
Tu = 5870.1 KGS
Vu = 198.9 KGS
Dr = 1.91 CMS
Fu = 4200 KG/CM2
Ar = 2.87 CM2
tp = 0.5 PULG.
f'c = 250 KG/CM2
Brazo = 0.79 CMS
S = 1.16 CM3
RESISTENCIA A LA TENSION : 6780.38 KGS.
NUMERO DE ANCLAS NECESARIAS : 0.87
NUMERO DE ANCLAS DEFINITIVAS "NO MENOR QUE 4" : 4
MOMENTO FLECTOR EN LAS ANCLAS : 39.47 KG-CM
ESFUERZO fta DEBIDO A LA TENSION Y ESFUERZO ftb DEBIDO A LA FLEXION:
fta = 511.33 KG/CM2
DISEÑO DE ANCLAS PARA COL HSS
fta = 511.33 KG/CM2
ftb = 33.99 KG/CM2
ft = 545.32 KG/CM2
Fnt = 3150 KG/CM2
Fnv = 1680 KG/CM2
Φv = 0.75
fv = 17.33 KG/CM2
Φv F'nt = 3038.76 KG/CM2
Φv Fnt = 2362.50 KG/CM2
545.32 <= 3038.76 <= 3150.00
CORRECTO CORRECTO
PROFUNDIDAD DE ANCLAJE
hef = 40 CMS
1.5 hef = 60 CMS
6 Dr = 11.46 CMS
11 in = 27.94 CMS
ANc = 2866.26 Φp = 0.7
ANco = 5106.53 ψ3 = 1.25
Φp Ncbg1 = 47148.61 KGS
Φp Ncbg2 = 58128.31 KGS
Φp Ncbg = 58128.31 KGS Tu = 5870.1 KGS
PROFUNDIDAD DE ANCLAJE ADECUADO
D = 1.91 CMS
T = 10.16 CMS
C = 10.16 CMS
L = 50.16 CMS
COLUMNAS O ELEMENTOS A COMPRESION
DISEÑO DE COL. OC
LA FORMA DE LA
COLUMNA
FLEXIONADA
MARCADA CON
LINEA ROJA
VALOR
TEORICO DE "K" 0.5 0.7 1 1 2 2
VALOR DE DISEÑO
RECOMENDADO
CUANDO SE 0.65 0.8 1.2 1 2.1 2
APROXIMA A LAS
CONDICIONES
IDEALES
PROPORCIONES LOS DATOS SIGUIENTES:
DE LA CARGA A COMPRESION = 5870.1 KGDE LA CARGA A COMPRESION = 5870.1 KG
DE LA RESISTENCIA A LA TENSION DEL ACERO A UTILIZAR = 2530 KG/CM2
SE RECOMIENDA UNA SECCION CUYA AREA SEA = 3.87 CM2
SECCION PROPUESTA =
LONGITUD DEL ELEMENTO = 2.63 CMS
RADIO DE GIRO DE LA SECCION ELEGIDA RX = 7.53 CMS
RADIO DE GIRO DE LA SECCION ELEGIDA RY = 7.53 CMS
AREA DE DICHA SECCION = 42.44 CM2
MODULO DE ELASTICIDAD = 2039000 KG/CM2
AHORA REVISANDO EL ELEMENTO POR SU ESFUERZO PERMISIBLE CON FORME A LA RELACION DE ESBELTEZ,
TOMANDO EN CUENTA LA TABLA SUPERIOR , ELEGIMOS K = 1.2
KL/ R = 0.42
CC = 126.13
σ ADM = 1516.86 KG/CM2
NOTA:
CON LA SECCION PROPUESTA LE PERMITE SOPORTAR UNA PRESION A LA COMPRESION DE : 64375.43 KGS
Y LA QUE SE REQUIERE ES DE : 5870.1 KG
OC 8" CED 20
SI KL/R > CC NO SE OBTIENE NADA SI SE COLOCA UN ACERO DE MAYOR RIGIDEZ
7.53
PLACA BASE PARA COL. OCRevizando como columna independiente:
MX DATOS
h= 0.4 mts.
MZ b= 0.4 mts.
P = 20130.6 Kg.
L.V.Z Mx = 170.91 Kg-m
L.V.X Mz = 240.69 Kg-m
L.V. Z= 0.0905 mts.
h L.V. X= 0.0905 mts.
b
A= 0.160 m^2
Ixx= 0.00213333 m^4Ixx= 0.00213333 m^4
Izz= 0.00213333 m^4
σ1= 132.358 t/m^2
σ2= 164.404 t/m^2
σ3= 119.274 t/m^2
σ4= 87.229 t/m^2
σ1= 132.358 σmax x= 148.381 σ2= 164.404
σmin z= 109.793 σmax z= 141.839
σ4= 87.229 σmin x= 103.252 σ3= 119.274
141.839 148.381
109.793 0.0905 0.0905 103.252
Lz= 0.4 Lx= 0.4
σ z= 56.932 t/m2 σ x= 56.932
141.839 84.907 148.381
84.907 91.449
Mz= 503.134 Kg-cm.
Mx= 529.924 Kg-cm.
SENTIDO Z SENTIDO X
Mx= 529.924 Kg-cm.
Fb= 1897.5 kg/cm2
Sz= 0.265 cm3 Sx= 0.279 cm3
t= 1.26 cms. t= 1.29 cms.
POR LO TANTO
PLACA DE 3/4"
POR LO TANTO SE UTILIZARA UNA PLACA DE 40x40 CMS CON UN e = 3/4"
VER PLANO ESTRUCTURAL
Tu = 20131 KGS
Vu = 91.5 KGS
Dr = 1.91 CMS
Fu = 4200 KG/CM2
Ar = 2.87 CM2
tp = 0.75 PULG.
f'c = 250 KG/CM2
Brazo = 1.11 CMS
S = 1.16 CM3
RESISTENCIA A LA TENSION : 6780.38 KGS.
NUMERO DE ANCLAS NECESARIAS : 2.97
NUMERO DE ANCLAS DEFINITIVAS "NO MENOR QUE 4" : 4
MOMENTO FLECTOR EN LAS ANCLAS : 25.42 KG-CM
ESFUERZO fta DEBIDO A LA TENSION Y ESFUERZO ftb DEBIDO A LA FLEXION:
fta = 1753.57 KG/CM2
DISEÑO DE ANCLAS PARA COL. OC
fta = 1753.57 KG/CM2
ftb = 21.89 KG/CM2
ft = 1775.46 KG/CM2
Fnt = 3150 KG/CM2
Fnv = 1680 KG/CM2
Φv = 0.75
fv = 7.97 KG/CM2
Φv F'nt = 3056.31 KG/CM2
Φv Fnt = 2362.50 KG/CM2
1775.46 <= 3056.31 <= 3150.00
CORRECTO CORRECTO
PROFUNDIDAD DE ANCLAJE
hef = 40 CMS
1.5 hef = 60 CMS
6 Dr = 11.46 CMS
11 in = 27.94 CMS
ANc = 2866.26 Φp = 0.7
ANco = 5106.53 ψ3 = 1.25
Φp Ncbg1 = 47148.61 KGS
Φp Ncbg2 = 58128.31 KGS
Φp Ncbg = 58128.31 KGS Tu = 20131 KGS
PROFUNDIDAD DE ANCLAJE ADECUADO
D = 1.91 CMS
T = 10.16 CMS
C = 10.16 CMS
L = 50.16 CMS
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Análisis y diseño de trabes
en losa de entrepiso.
RAM AdvanseArchivo: Trabes Entrepiso.AVWEstado: C1=PP+CM+CV
Análisis: 1er ordenFecha: 16/05/2012 01:22:01 a.m.
X
Y
Z
w= 1824.7 kg/m
T 1
LONG. (MTS) 1.00 3.00
ELEMENTO B H D CM = 1467.7 KG/ML
TRABE 15 45 42 CV = 357.00 KG/ML
F'c = 250 kg/cm2 u= 1.46
Fy = 4200 kg/cm2 φVc = 4488 kgs
E = 237171 kg/cm2 As max = 12.05 cm2
I = 113906.25 cm4 As min = 2.18 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
6690.4 8628.6 196.64 8628.6
DFV (KGS)
5714.9 0 5714.9
6690.4 14343.5 196.64
V MAY = 8628.6 S e = 20 CMSV MAY = 8628.6 S e = 20 CMS
S e = 27.84 φVs = 11271.96 KGS
φVc = 4487.51 KGS
173.91 0 15759.469
CORRECTO
DMF (KG-M)
0 8182 28.13
δi (cms) 0.00 0.00 1.36
OK OK
As (+) = 0.16 0.00
As (-) = 0.00 8.71 0.03
5 Vs # 5
T 1
b= 15 cms
h= 45 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms E#3@15cms
0.50 M 1.00 M 2 Vs # 5
w= 1824.7 kg/m
T 2
LONG. (MTS) 1.05 3.00
ELEMENTO B H D CM = 1467.7 KG/ML
TRABE 15 45 42 CV = 357.00 KG/ML
F'c = 250 kg/cm2 u= 1.46
Fy = 4200 kg/cm2 φVc = 4488 kgs
E = 237171 kg/cm2 As max = 12.05 cm2
I = 113906.25 cm4 As min = 2.18 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
7090.4 9138.2 196.64 9138.2
DFV (KGS)
6047.6 0 6047.6
7090.4 15185.8 196.64
V MAY = 9138.2 S e = 20 CMS
S e = 25.50 φVs = 11271.96 KGS
φVc = 4487.51 KGSφVc = 4487.51 KGS
363.14 0 15759.469
CORRECTO
DMF (KG-M)
0 9158.4 36.64
δi (cms) 0.00 0.00 1.36
OK OK
As (+) = 0.34 0.00
As (-) = 0.00 9.98 0.03
5 Vs # 5
T 2
b= 15 cms
h= 45 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms E#3@15cms
0.5 M 0.75 M 2 Vs # 5
w= 150.00 kg/m
T 3
LONG. (MTS) 3.80
ELEMENTO B H D CM = 150.00 KG/ML
TRABE 15 25 22 CV = 0.00 KG/ML
F'c = 250 kg/cm2 u= 1.40
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
497.79
DFV (KGS)
414.21
497.79 414.21
V MAY = 497.79 S e = 20 CMS
S e = -17.62 φVs = 1457.28 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
357.41 3807.880
CORRECTO
DMF (KG-M)
158.8 0
δi (cms) 0.12
OK
As (+) = 0.61
As (-) = 0.27 0.00
2 Vs # 3
T 3
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2 Vs # 3
w= 150.00 kg/m
T 4
LONG. (MTS) 2.18
ELEMENTO B H D CM = 150.00 KG/ML
TRABE 15 25 22 CV = 0.00 KG/ML
F'c = 250 kg/cm2 u= 1.40
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
311.34
DFV (KGS)
210.66
311.34 210.66
V MAY = 311.34 S e = 20 CMS
S e = -15.22 φVs = 1457.28 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
92.45 3807.880
CORRECTO
DMF (KG-M)
109.49 0
δi (cms) 0.01
OK
As (+) = 0.16
As (-) = 0.19 0.00
2 Vs # 3
T 4
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2 Vs # 3
w= 1387.20 kg/m
T 4'
LONG. (MTS) 2.20
ELEMENTO B H D CM = 1194.70 KG/ML
TRABE 15 40 37 CV = 192.50 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 3953 kgs
E = 237171 kg/cm2 As max = 10.62 cm2
I = 80000.00 cm4 As min = 1.92 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
1665.2
DFV (KGS)
1665.2
1665.2 1665.2
V MAY = 1665.2 S e = 20 CMS
S e = -127.91 φVs = 9930.06 KGS
φVc = 3953.28 KGSφVc = 3953.28 KGS
905.44 13883.342
CORRECTO
DMF (KG-M)
Agenda
δi (cms) 0.02 0.02
OK
As (+) = 0.95
As (-) =
2 Vs # 5
T 4'
b= 15 cms
h= 40 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
2 Vs # 5
w= 2082.6 kg/m
T 5
LONG. (MTS) 3.00 3.80
ELEMENTO B H D CM = 1337.1 KG/ML
TRABE 20 25 22 CV = 745.5 KG/ML
F'c = 250 kg/cm2 u= 1.51
Fy = 4200 kg/cm2 φVc = 3134 kgs
E = 237171 kg/cm2 As max = 8.42 cm2
I = 26041.67 cm4 As min = 1.52 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
2510.7 4257.5 4257.5
DFV (KGS)
4137.4 4052.6 4137.4
2510.7 8394.9 4052.6
V MAY = 4257.5 S e = 20 CMS
S e = 35.96 φVs = 5904.36 KGS
φVc = 3134.13 KGSφVc = 3134.13 KGS
1536.5 9038.493
CORRECTO
DMF (KG-M)
0 2578.2 2191.8
δi (cms) 0.00 0.37
OK OK
As (+) = 0.00 2.99
As (-) = 0.00 5.31 4.41
3 Vs # 5
T 5
b= 20 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms E#3@15cmsRESTO 2 Vs # 5 1 M DEL APOYO
w= 1954.70 kg/m
T 6
LONG. (MTS) 4.40
ELEMENTO B H D CM = 1219.70 KG/ML
TRABE 35 25 22 CV = 735.00 KG/ML
F'c = 200 kg/cm2 u= 1.51
Fy = 4200 kg/cm2 φVc = 4906 kgs
E = 212132 kg/cm2 As max = 11.78 cm2
I = 45572.92 cm4 As min = 2.66 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
4762.3
DFV (KGS)
4762.3
4762.3 4762.3
V MAY = 4762.3 S e = 20 CMS
S e = 51.37 φVs = 5904.36 KGS
φVc = 4905.69 KGSφVc = 4905.69 KGS
5238.5 10810.055
CORRECTO
DMF (KG-M)
Agenda
δi (cms) 1.09 0.99
REDISEÑAR
As (+) = 11.74
As (-) =
2 Vs # 5
T 6
b= 35 cms
h= 25 cms
r= 3 cms
F'c= 200 kg/cm2
1 cm
E#2@20cms
4 Vs # 6
w= 2123.30 kg/m
T 7
LONG. (MTS) 4.50
ELEMENTO B H D CM = 1381.30 KG/ML
TRABE 40 25 22 CV = 742.00 KG/ML
F'c = 250 kg/cm2 u= 1.50
Fy = 4200 kg/cm2 φVc = 6268 kgs
E = 237171 kg/cm2 As max = 16.83 cm2
I = 52083.33 cm4 As min = 3.04 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
5327.2
DFV (KGS)
5327.2
5327.2 5327.2
V MAY = 5327.2 S e = 20 CMS
S e = 67.54 φVs = 5904.36 KGS
φVc = 6268.27 KGSφVc = 6268.27 KGS
2286.2 12172.627
CORRECTO
DMF (KG-M)
3717.9 3717.9
δi (cms) 0.39
OK
As (+) = 4.35
As (-) = 7.33 7.33
4 Vs # 5
T 7
b= 40 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
3 Vs # 5
w= 2867.20 kg/m
T 8
LONG. (MTS) 3.80
ELEMENTO B H D CM = 2118.20 KG/ML
TRABE 30 25 22 CV = 749.00 KG/ML
F'c = 250 kg/cm2 u= 1.48
Fy = 4200 kg/cm2 φVc = 4701 kgs
E = 237171 kg/cm2 As max = 12.62 cm2
I = 39062.50 cm4 As min = 2.28 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
5789.6
DFV (KGS)
5789.6
5789.6 5789.6
V MAY = 5789.6 S e = 20 CMS
S e = 30.61 φVs = 5904.36 KGS
φVc = 4701.20 KGSφVc = 4701.20 KGS
5500.1 10605.560
CORRECTO
DMF (KG-M)
Agenda
δi (cms) 0.89 0.84
OK
As (+) = 11.90
As (-) =
2 Vs # 5
T 8
b= 30 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
6 Vs # 5
w= 2569.30 kg/m
T 9
LONG. (MTS) 5.10
ELEMENTO B H D CM = 1932.30 KG/ML
TRABE 40 25 22 CV = 637.00 KG/ML
F'c = 250 kg/cm2 u= 1.47
Fy = 4200 kg/cm2 φVc = 6268 kgs
E = 237171 kg/cm2 As max = 16.83 cm2
I = 52083.33 cm4 As min = 3.04 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
7163.7
DFV (KGS)
7163.7
7163.7 7163.7
V MAY = 7163.7 S e = 20 CMS
S e = 27.50 φVs = 5904.36 KGS
φVc = 6268.27 KGSφVc = 6268.27 KGS
6750 12172.627
CORRECTO
DMF (KG-M)
2383.7 2383.7
δi (cms) 1.48
REDISEÑAR
As (+) = 14.25
As (-) = 4.45 4.45
2 Vs # 6
T 9
b= 40 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
2 cms
E#3@20cms
5 Vs # 6
w= 1238.30 kg/m
T 10
LONG. (MTS) 1.57
ELEMENTO B H D CM = 1101.80 KG/ML
TRABE 15 25 22 CV = 136.50 KG/ML
F'c = 250 kg/cm2 u= 1.43
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
1041.7
DFV (KGS)
1041.7
1041.7 1041.7
V MAY = 1041.7 S e = 20 CMS
S e = -33.98 φVs = 1457.28 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
408.47 3807.880
CORRECTO
DMF (KG-M)
Agenda
δi (cms) 0.02 0.02
OK
As (+) = 0.72
As (-) =
2 Vs # 3
T 10
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2 Vs # 3
w= 2154.70 kg/m
T 11
LONG. (MTS) 2.30
ELEMENTO B H D CM = 1419.70 KG/ML
TRABE 15 25 22 CV = 735.00 KG/ML
F'c = 250 kg/cm2 u= 1.50
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
2581.4
DFV (KGS)
2581.4
2581.4 2581.4
V MAY = 2581.4 S e = 19 CMS
S e = 19.08 φVs = 1533.98 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
1484.3 3884.579
CORRECTO
DMF (KG-M)
δi (cms) 0.18 Agenda
OK 0.17
As (+) = 2.94
As (-) =
2 Vs # 3
T 11
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs#3 + 1Vs#5
w= 1526.80 kg/m
T 12
LONG. (MTS) 3.06
ELEMENTO B H D CM = 1281.80 KG/ML
TRABE 15 25 22 CV = 245.00 KG/ML
F'c = 250 kg/cm2 u= 1.45
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
2476
DFV (KGS)
2476
2476 2476
V MAY = 2476 S e = 20 CMS
S e = 23.60 φVs = 1457.28 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
1895.9 3807.880
CORRECTO
DMF (KG-M)
δi (cms) 0.40 Agenda
OK 0.38
As (+) = 3.71
As (-) =
2 Vs # 3
T 12
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs#3 + 2Vs#4
w= 2913.70 kg/m
T 13
LONG. (MTS) 4.90
ELEMENTO B H D CM = 2147.20 KG/ML
TRABE 40 25 22 CV = 766.50 KG/ML
F'c = 250 kg/cm2 u= 1.48
Fy = 4200 kg/cm2 φVc = 6268 kgs
E = 237171 kg/cm2 As max = 16.83 cm2
I = 52083.33 cm4 As min = 3.04 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
7702.9
DFV (KGS)
7702.9
7702.9 7702.9
V MAY = 7702.9 S e = 20 CMS
S e = 23.05 φVs = 5904.36 KGS
φVc = 6268.27 KGSφVc = 6268.27 KGS
7016.1 12172.627
CORRECTO
DMF (KG-M)
2391.1 2391.1
δi (cms) 1.42
REDISEÑAR
As (+) = 15.01
As (-) = 4.48 4.48
2 Vs # 6
T 13
b= 40 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
2 cms
E#3@20cms
6 Vs # 6
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Diseño de Zapatas y cimentación
corrida a base de piedra.
CARGA MOM Lx MOM Ly σσσσa γγγγ suelo γγγγ conc DfTON T/M T/M Τ/Μ2 Τ/Μ3 Τ/Μ3 M
26.636 0.09 0.281 14.07 1.48 2.4 1.2
COLUMNA MATERIALESLy Lx u F'c Fy Ly Lx
MTS MTS KG/CM2 KG/CM2 MTS MTS0.30 0.15 1.50 250.00 4200.00 0.35 0.20
Lmay Lmin0.35 0.20
DETERMINACION DE DIMENSIONES
Ly calc. Lx calc.1.397 1.383
Ly Lx h A Ixx IyyM M M M2 M4 M4
1.80 1.40 0.30 2.52 0.41 0.68
PESO DE LOS ELEMENTOS
CARGA = 26.64 TONDADO = 0.15 TONZAPATA = 1.81 TON
DISEÑO DE ZAPATA AISLADA Z1
DADO
DADO
ZAPATA = 1.81 TONRELLENO = 3.26 TONSUMA = 31.87 TON
DETERMINACION DE ESFUERZOS EN LAS ESQUINAS DE LA ZA PATAEN TON/M2
σ1σ1σ1σ1 = 13.167 OKσ2σ2σ2σ2 = 13.352 OKσ3σ3σ3σ3 = 12.123 OKσ4σ4σ4σ4 = 11.938 OK
CUMPLIENDO QUE σσσσa = 14.07
ESFUERZOS EN LA ZAPATA T/M2
13.167 13.26 13.352
12.55 σσσσcentral 12.74
11.938 12.03 12.123
SENTIDO xσσσσmenor = 12.55 σσσσmenor = 12.03σσσσcentral = 12.66 σσσσcentral = 12.76σσσσmayor = 12.74 σσσσmayor = 13.26V (KG) = 7618.65 V (KG) = 9433.55
M (KG-M) = 4068 M (KG-M) = 1805
V mayor = 9433.55 KGVu = 14150.33 KG
SENTIDO y
DETERMINANDO EL PERALTE NECESARIO
H = 30 CMSd = 23 CMS
ΦΦΦΦV = 17001 KGVu = 14150 KG
ΦV CORRECTO Vu
PERALTE NECESARIO POR PENETRACION
Vu = 39954.00 KGS
PERIMETRO DE AREA CRITICA
bo = 202 CMS
CALCULO DEL CORTANTE RESISTENTE DEL CONCRETO
VC1 = 81855.11 KGSVC2 = 125186.98 KGSVC3 = 80805.68 KGS
VC = 80805.68 KGSΦΦΦΦV = 68684.83 KGS
ΦV CORRECTO Vu
DETERMINACION DEL AREA DE ACERO EN eje y
PERALTE = 30 CMSβ1 = 0.85 NOTA: Si el F'c es >250 corregir signo de formula de (-) a (+)
ρ max = 0.0191CHECAR < β max
X h d σ2 M Mu ρ As As min0 30 23 12.764 3441 5162 0.00265 6.10 7.94
0.05 30 23 12.798 2986 4478 0.00229 5.27 7.940.1 30 23 12.833 2562 3843 0.00196 4.51 7.94
0.25 30 23 12.935 1484 2225 0.00113 2.59 7.940.5 30 23 13.106 334 501 0.00025 0.58 7.94
0.725 30 23 13.259 0 0 0.00000 0.00 7.94
DETERMINACION DEL AREA DE ACERO EN eje x
PERALTE = 30 CMSβ1 = 0.85 NOTA: Si el F'c es >250 corregir signo de formula de (-) a (+)
ρ max = 0.0191CHECAR < β max
X h d σ2 M Mu ρ As As min0 30.00 23.00 12.658 2288 3432 0.00175 4.02 7.94
0.05 30.00 23.00 12.665 1923 2884 0.00146 3.37 7.940.1 30.00 23.00 12.671 1589 2384 0.00121 2.78 7.94
0.25 30.00 23.00 12.691 779 1169 0.00059 1.35 7.940.5 30.00 23.00 12.724 64 95 0.00005 0.11 7.940.6 30.00 23.00 12.737 0 0 0.00000 0.00 7.94
1vs # 4 @ 15 cms
1vs # 4 @ 15 cms
ACERO POR TEMPERATURA : 5.4 CM223.5 CMS, AMBOS SENTIDOS
No aplica
No aplica
1 VS DEL NO. 4 @No aplica
1vs # 4 @ 15 cms
1vs # 4 @ 15 cms
CARGA MOM Lx MOM Ly σσσσa γγγγ suelo γγγγ conc DfTON T/M T/M Τ/Μ2 Τ/Μ3 Τ/Μ3 M8.081 0 1.185 14.07 1.48 2.4 1.2
COLUMNA MATERIALESLy Lx u F'c Fy Ly Lx
MTS MTS KG/CM2 KG/CM2 MTS MTS0.15 0.40 1.50 250.00 4200.00 0.20 0.45
Lmay Lmin0.45 0.20
DETERMINACION DE DIMENSIONES
Ly calc. Lx calc.1.051 0.758
Ly Lx h A Ixx IyyM M M M2 M4 M4
1.50 1.10 0.30 1.65 0.17 0.31
PESO DE LOS ELEMENTOS
CARGA = 8.08 TONDADO = 0.19 TONZAPATA = 1.19 TON
DISEÑO DE ZAPATA AISLADA Z2
DADO
DADO
ZAPATA = 1.19 TONRELLENO = 2.08 TONSUMA = 11.54 TON
DETERMINACION DE ESFUERZOS EN LAS ESQUINAS DE LA ZA PATAEN TON/M2
σ1σ1σ1σ1 = 12.337 OKσ2σ2σ2σ2 = 12.337 OKσ3σ3σ3σ3 = 1.653 OKσ4σ4σ4σ4 = 1.653 OK
CUMPLIENDO QUE σσσσa = 14.07
ESFUERZOS EN LA ZAPATA T/M2
12.337 12.34 12.337
6.99 σσσσcentral 6.99
1.653 1.65 1.653
SENTIDO xσσσσmenor = 6.99 σσσσmenor = 1.65σσσσcentral = 6.99 σσσσcentral = 7.71σσσσmayor = 6.99 σσσσmayor = 12.34V (KG) = 2273.29 V (KG) = 6514.16
M (KG-M) = 964 M (KG-M) = 1093
V mayor = 6514.16 KGVu = 9771.24 KG
SENTIDO y
DETERMINANDO EL PERALTE NECESARIO
H = 30 CMSd = 23 CMS
ΦΦΦΦV = 17001 KGVu = 9771 KG
ΦV CORRECTO Vu
PERALTE NECESARIO POR PENETRACION
Vu = 12121.50 KGS
PERIMETRO DE AREA CRITICA
bo = 222 CMS
CALCULO DEL CORTANTE RESISTENTE DEL CONCRETO
VC1 = 79297.70 KGSVC2 = 128969.07 KGSVC3 = 88806.24 KGS
VC = 79297.70 KGSΦΦΦΦV = 67403.04 KGS
ΦV CORRECTO Vu
DETERMINACION DEL AREA DE ACERO EN eje y
PERALTE = 30 CMSβ1 = 0.85 NOTA: Si el F'c es >250 corregir signo de formula de (-) a (+)
ρ max = 0.0191CHECAR < β max
X h d σ2 M Mu ρ As As min0 30 23 7.707 2280 3420 0.00174 4.00 7.94
0.05 30 23 8.063 1964 2946 0.00150 3.44 7.940.1 30 23 8.419 1668 2503 0.00127 2.92 7.94
0.15 30 23 8.775 1394 2091 0.00106 2.43 7.940.4 30 23 10.556 367 550 0.00028 0.63 7.94
0.65 30 23 12.337 0 0 0.00000 0.00 7.94
DETERMINACION DEL AREA DE ACERO EN eje x
PERALTE = 30 CMSβ1 = 0.85 NOTA: Si el F'c es >250 corregir signo de formula de (-) a (+)
ρ max = 0.0191CHECAR < β max
X h d σ2 M Mu ρ As As min0 30.00 23.00 6.995 369 554 0.00028 0.64 7.94
0.05 30.00 23.00 6.995 264 397 0.00020 0.46 7.940.1 30.00 23.00 6.995 177 266 0.00013 0.31 7.94
0.015 30.00 23.00 6.995 336 504 0.00025 0.58 7.940.2 30.00 23.00 6.995 55 82 0.00004 0.09 7.94
0.325 30.00 23.00 6.995 0 0 0.00000 0.00 7.941vs # 4 @ 15 cms
1vs # 4 @ 15 cms
ACERO POR TEMPERATURA : 5.4 CM223.5 CMS, AMBOS SENTIDOS
No aplica
No aplica
1 VS DEL NO. 4 @No aplica
1vs # 4 @ 15 cms
1vs # 4 @ 15 cms
CARGA MOM Lx MOM Ly σσσσa γγγγ suelo γγγγ conc DfTON T/M T/M Τ/Μ2 Τ/Μ3 Τ/Μ3 M
22.709 1.081 1.04 14.07 1.48 2.4 1.5
COLUMNA MATERIALESLy Lx u F'c Fy Ly Lx
MTS MTS KG/CM2 KG/CM2 MTS MTS0.40 1.25 1.50 250.00 4200.00 0.45 1.30
Lmay Lmin1.30 0.45
DETERMINACION DE DIMENSIONES
Ly calc. Lx calc.1.362 1.366
Ly Lx h A Ixx IyyM M M M2 M4 M4
1.50 2.00 0.40 3.00 1.00 0.56
PESO DE LOS ELEMENTOS
CARGA = 22.71 TONDADO = 1.54 TONZAPATA = 2.88 TON
DISEÑO DE ZAPATA AISLADA Z3
DADO
DADO
ZAPATA = 2.88 TONRELLENO = 3.93 TONSUMA = 31.07 TON
DETERMINACION DE ESFUERZOS EN LAS ESQUINAS DE LA ZA PATAEN TON/M2
σ1σ1σ1σ1 = 9.213 OKσ2σ2σ2σ2 = 13.057 OKσ3σ3σ3σ3 = 11.497 OKσ4σ4σ4σ4 = 7.653 OK
CUMPLIENDO QUE σσσσa = 14.07
ESFUERZOS EN LA ZAPATA T/M2
9.213 11.14 13.057
8.43 σσσσcentral 12.28
7.653 9.58 11.497
SENTIDO xσσσσmenor = 8.43 σσσσmenor = 9.58σσσσcentral = 11.60 σσσσcentral = 10.59σσσσmayor = 12.28 σσσσmayor = 11.14V (KG) = 4179.17 V (KG) = 5702.55
M (KG-M) = 60 M (KG-M) = 3289
V mayor = 5702.55 KGVu = 8553.83 KG
SENTIDO y
DETERMINANDO EL PERALTE NECESARIO
H = 40 CMSd = 33 CMS
ΦΦΦΦV = 24393 KGVu = 8554 KG
ΦV CORRECTO Vu
PERALTE NECESARIO POR PENETRACION
Vu = 34063.50 KGS
PERIMETRO DE AREA CRITICA
bo = 482 CMS
CALCULO DEL CORTANTE RESISTENTE DEL CONCRETO
VC1 = 221316.43 KGSVC2 = 309851.35 KGSVC3 = 276645.54 KGS
VC = 221316.43 KGSΦΦΦΦV = 188118.96 KGS
ΦV CORRECTO Vu
DETERMINACION DEL AREA DE ACERO EN eje y
PERALTE = 40 CMSβ1 = 0.85 NOTA: Si el F'c es >250 corregir signo de formula de (-) a (+)
ρ max = 0.0191CHECAR < β max
X h d σ2 M Mu ρ As As min0 40 33 10.589 1509 2264 0.00055 1.83 11.39
0.05 40 33 10.641 1238 1856 0.00045 1.49 11.390.1 40 33 10.693 992 1488 0.00036 1.20 11.39
0.15 40 33 10.745 774 1161 0.00028 0.93 11.390.2 40 33 10.797 582 873 0.00021 0.70 11.390.4 40 33 11.005 87 130 0.00003 0.10 11.39
DETERMINACION DEL AREA DE ACERO EN eje x
PERALTE = 40 CMSβ1 = 0.85 NOTA: Si el F'c es >250 corregir signo de formula de (-) a (+)
ρ max = 0.0191CHECAR < β max
X h d σ2 M Mu ρ As As min0 40.00 33.00 11.604 738 1107 0.00027 0.89 11.39
0.05 40.00 33.00 11.700 544 816 0.00020 0.66 11.390.1 40.00 33.00 11.796 379 568 0.00014 0.46 11.39
0.015 40.00 33.00 11.633 677 1015 0.00025 0.82 11.390.2 40.00 33.00 11.989 137 206 0.00005 0.16 11.390.4 40.00 33.00 12.373 15 23 0.00001 0.02 11.39
1vs # 5 @ 17 cms
1vs # 5 @ 17 cms
ACERO POR TEMPERATURA : 7.2 CM217.6 CMS, AMBOS SENTIDOS
1 Vs # 4 @ 17 cms
1 Vs # 4 @ 17 cms
1 VS DEL NO. 4 @1 Vs # 4 @ 17 cms
1vs # 5 @ 17 cms
1vs # 5 @ 17 cms
Cabe mencionar que dicho análisis cumple con lo estipulado en la Teoría Elástica.
Cuadro de datos :
Rt = 14070 kg/m2Ft = 5 kg/cm2Fv = 3 kg/cm2Tipo de Análisis : a FlexiónIdentificación : 2P = 7554.53 kg/mlAncho de cimiento = 0.54 mtsB DEF. = 0.60 mtsVuelo = 0.15 mtsV DEF. = 0.00 mtsPeralte de cimiento= 0.00 mtsH DEF. = 0.80 mtsVr = 48000 kg/ml
Por lo tanto :
CIMIENTOS INTERIORES
CALCULO DE LA RESISTENCIA DE CIMENTACION A BASE DE PIEDRA BRAZA
Por lo tanto :P = 7554.53 kg/mlVr= 48000 kg/mlPor lo tanto : Ok
Dimensiones Definitivas :
b = 0.60 mtsB = 0.60 mtsH = 0.80 mtsV = 0.00 mts
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Análisis de losa de azotea.
LOSA RETICULAR EN 2 DIRECCIONES PARA AZOTEA
50
A= 2.00 x 2.00 4 m2.
Losa ht= 25 b= 10 t= 5 cm
CONCRETO EN NERVADURA SIN CAPA DE COMPRESION.4 2 0.1 0.2 0.16
16 0.4 0.1 0.2 0.128
0.288 0.072 m3/m2.
5
20
CARGA MUERTAEnladrillado= 0.015 2000 Kg/m3. 30
Mortero= 0.02 2100 Kg/m3. 42
Firme= 0.1 1100 Kg/m3. 110
Capa de comp= 0.05 2400 Kg/m3. 120
Blocks= 8 12 Kg/pza. 96
Concreto en = 0.072 2400 Kg/m3. 172.8
nervaduras
Plafón= 0.02 1500 Kg/m3. 30
600.8 Kg/m2.
CARGA VIVAAzoteas con pendiente menor del 5%, Art. 151 Cod. de Const. 100 Kg/m2.
CT= 700.8 Kg/m2.
U= 1.44
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Resultados del análisis.
RAM Advanse
Archivo : C:\Users\admin\Desktop\casa de la cultura\losa azotea.AVW
Sistema de unidades : Métrico
Fecha : 13/05/2012 03:55:59 p.m.
�������������� �����
Traslaciones_________________________________________________________________________________________________________________________________________________________
Traslaciones [cm] Rotaciones [Rad]
Nudo TX TY TZ RX RY RZ
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Estado c1=pp+cm+cv
1 0.00000 -0.04855 0.00000 0.00091 0.00000 0.00089
2 0.00000 -0.08677 0.00000 0.00163 0.00000 0.00061
3 0.00000 -0.08985 0.00000 0.00073 0.00000 0.00164
4 0.00000 0.00000 0.00000 0.00091 0.00000 0.00100
5 0.00000 0.00000 0.00000 0.00099 0.00000 0.00089
6 0.00000 -0.10869 0.00000 0.00205 0.00000 0.00025
7 0.00000 -0.11116 0.00000 0.00212 0.00000 -0.00015
8 0.00000 -0.20341 0.00000 0.00169 0.00000 0.00049
9 0.00000 0.00000 0.00000 0.00221 0.00000 0.00025
10 0.00000 -0.09340 0.00000 0.00182 0.00000 -0.00054
11 0.00000 -0.05861 0.00000 0.00121 0.00000 -0.00078
12 0.00000 -0.18088 0.00000 0.00165 0.00000 -0.00090
13 0.00000 0.00000 0.00000 0.00188 0.00000 -0.00054
14 0.00000 -0.16144 0.00000 0.00132 0.00000 0.00115
15 0.00000 -0.21006 0.00000 0.00180 0.00000 -0.00023
16 0.00000 -0.12174 0.00000 0.00131 0.00000 -0.00137
17 0.00000 0.00000 0.00000 0.00176 0.00000 0.00061
18 0.00000 0.00000 0.00000 0.00225 0.00000 -0.00015
19 0.00000 0.00000 0.00000 0.00117 0.00000 -0.00078
20 0.00000 0.00000 0.00000 0.00073 0.00000 0.00184
21 0.00000 -0.12086 0.00000 0.00051 0.00000 0.00222
22 0.00000 -0.27715 0.00000 0.00124 0.00000 0.00072
23 0.00000 -0.25746 0.00000 0.00138 0.00000 -0.00104
24 0.00000 -0.21831 0.00000 0.00094 0.00000 0.00159
25 0.00000 -0.29004 0.00000 0.00138 0.00000 -0.00021
26 0.00000 -0.18876 0.00000 0.00131 0.00000 -0.00159
27 0.00000 0.00000 0.00000 0.00051 0.00000 0.00247
28 0.00000 -0.14087 0.00000 0.00029 0.00000 0.00260
29 0.00000 -0.32727 0.00000 0.00076 0.00000 0.00093
30 0.00000 -0.31825 0.00000 0.00101 0.00000 -0.00101
31 0.00000 -0.25568 0.00000 0.00055 0.00000 0.00189
32 0.00000 -0.34767 0.00000 0.00091 0.00000 -0.00010
33 0.00000 -0.24994 0.00000 0.00106 0.00000 -0.00160
34 0.00000 0.00000 0.00000 0.00029 0.00000 0.00288
35 0.00000 -0.15007 0.00000 0.00008 0.00000 0.00278
36 0.00000 -0.35303 0.00000 0.00027 0.00000 0.00108
37 0.00000 -0.35709 0.00000 0.00051 0.00000 -0.00090
38 0.00000 -0.27358 0.00000 0.00017 0.00000 0.00206
39 0.00000 -0.38044 0.00000 0.00039 0.00000 0.00003
40 0.00000 -0.29273 0.00000 0.00060 0.00000 -0.00157
41 0.00000 0.00000 0.00000 0.00008 0.00000 0.00306
42 0.00000 -0.14891 0.00000 -0.00012 0.00000 0.00277
43 0.00000 -0.35395 0.00000 -0.00023 0.00000 0.00114
44 0.00000 -0.36835 0.00000 -0.00008 0.00000 -0.00079
45 0.00000 -0.27242 0.00000 -0.00021 0.00000 0.00207
46 0.00000 -0.38578 0.00000 -0.00018 0.00000 0.00014
47 0.00000 -0.30897 0.00000 0.00004 0.00000 -0.00151
48 0.00000 0.00000 0.00000 -0.00012 0.00000 0.00304
49 0.00000 -0.13782 0.00000 -0.00032 0.00000 0.00257
��������
40 0.00000 -0.29273 0.00000
37 0.00000 -0.35709 0.00000
36 0.00000 -0.35303 0.00000
39 0.00000 -0.38044 0.00000
43 0.00000 -0.35395 0.00000
44 0.00000 -0.36835 0.00000
46 0.00000 -0.38578 0.00000
47 0.00000 -0.30897 0.00000
50 0.00000 -0.32977 0.00000 -0.00073 0.00000 0.00110
51 0.00000 -0.34925 0.00000 -0.00068 0.00000 -0.00067
52 0.00000 -0.25266 0.00000 -0.00057 0.00000 0.00194
53 0.00000 -0.36211 0.00000 -0.00076 0.00000 0.00019
54 0.00000 -0.29635 0.00000 -0.00053 0.00000 -0.00138
55 0.00000 0.00000 0.00000 -0.00032 0.00000 0.00281
56 0.00000 -0.11750 0.00000 -0.00049 0.00000 0.00219
57 0.00000 -0.28159 0.00000 -0.00118 0.00000 0.00096
58 0.00000 -0.30092 0.00000 -0.00122 0.00000 -0.00055
59 0.00000 -0.21540 0.00000 -0.00090 0.00000 0.00166
60 0.00000 -0.31033 0.00000 -0.00128 0.00000 0.00019
61 0.00000 -0.25699 0.00000 -0.00101 0.00000 -0.00116
62 0.00000 0.00000 0.00000 -0.00049 0.00000 0.00239
63 0.00000 -0.08945 0.00000 -0.00062 0.00000 0.00166
64 0.00000 -0.21340 0.00000 -0.00150 0.00000 0.00072
65 0.00000 -0.22879 0.00000 -0.00160 0.00000 -0.00040
66 0.00000 -0.16351 0.00000 -0.00114 0.00000 0.00125
67 0.00000 -0.23530 0.00000 -0.00166 0.00000 0.00015
68 0.00000 -0.19635 0.00000 -0.00136 0.00000 -0.00087
69 0.00000 0.00000 0.00000 -0.00062 0.00000 0.00182
70 0.00000 -0.05674 0.00000 -0.00066 0.00000 0.00105
71 0.00000 -0.13371 0.00000 -0.00160 0.00000 0.00044
72 0.00000 -0.14329 0.00000 -0.00172 0.00000 -0.00024
73 0.00000 -0.10299 0.00000 -0.00122 0.00000 0.00078
74 0.00000 -0.14713 0.00000 -0.00177 0.00000 0.00009
75 0.00000 -0.12364 0.00000 -0.00147 0.00000 -0.00053
76 0.00000 0.00000 0.00000 -0.00066 0.00000 0.00116
77 0.00000 -0.02487 0.00000 -0.00056 0.00000 0.00045
78 0.00000 -0.05721 0.00000 -0.00133 0.00000 0.00018
79 0.00000 -0.06113 0.00000 -0.00142 0.00000 -0.00010
80 0.00000 -0.04450 0.00000 -0.00102 0.00000 0.00033
81 0.00000 -0.06270 0.00000 -0.00146 0.00000 0.00004
82 0.00000 -0.05312 0.00000 -0.00123 0.00000 -0.00022
83 0.00000 0.00000 0.00000 -0.00056 0.00000 0.00051
84 0.00000 -0.00297 0.00000 -0.00023 0.00000 0.00005
85 0.00000 -0.00641 0.00000 -0.00052 0.00000 0.00002
86 0.00000 -0.00681 0.00000 -0.00055 0.00000 -0.00001
87 0.00000 -0.00509 0.00000 -0.00040 0.00000 0.00003
88 0.00000 -0.00697 0.00000 -0.00057 0.00000 0.00000
89 0.00000 -0.00599 0.00000 -0.00048 0.00000 -0.00002
90 0.00000 0.00000 0.00000 -0.00023 0.00000 0.00006
91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
92 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
94 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
96 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
97 0.00000 -0.01917 0.00000 0.00045 0.00000 -0.00064
98 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
99 0.00000 -0.04843 0.00000 0.00086 0.00000 -0.00135
100 0.00000 0.00000 0.00000 0.00037 0.00000 -0.00064
101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
102 0.00000 -0.03501 0.00000 0.00090 0.00000 -0.00098
103 0.00000 -0.10423 0.00000 0.00119 0.00000 -0.00160
104 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
105 0.00000 -0.00629 0.00000 0.00023 0.00000 -0.00032
106 0.00000 -0.07926 0.00000 0.00076 0.00000 -0.00145
107 0.00000 -0.16238 0.00000 0.00102 0.00000 -0.00175
108 0.00000 -0.02078 0.00000 0.00027 0.00000 -0.00082
�������
50 0.00000 -0.32977 0.00000
51 0.00000 -0.34925 0.00000
53 0.00000 -0.36211 0.00000
54 0.00000 -0.29635 0.00000
57 0.00000 -0.28159 0.00000
58 0.00000 -0.30092 0.00000
60 0.00000 -0.31033 0.00000
61 0.00000 -0.25699 0.00000
64 0.00000 -0.21340 0.00000
65 0.00000 -0.22879 0.00000
67 0.00000 -0.23530 0.00000
68 0.00000 -0.19635 0.00000
109 0.00000 -0.10895 0.00000 0.00042 0.00000 -0.00177
110 0.00000 -0.20346 0.00000 0.00059 0.00000 -0.00188
111 0.00000 -0.03183 0.00000 0.00016 0.00000 -0.00115
112 0.00000 -0.12139 0.00000 0.00009 0.00000 -0.00190
113 0.00000 -0.22057 0.00000 0.00010 0.00000 -0.00192
114 0.00000 -0.03652 0.00000 0.00004 0.00000 -0.00129
115 0.00000 -0.11888 0.00000 -0.00018 0.00000 -0.00184
116 0.00000 -0.21396 0.00000 -0.00035 0.00000 -0.00182
117 0.00000 -0.03606 0.00000 -0.00005 0.00000 -0.00127
118 0.00000 -0.10447 0.00000 -0.00038 0.00000 -0.00160
119 0.00000 -0.18677 0.00000 -0.00071 0.00000 -0.00156
120 0.00000 -0.03192 0.00000 -0.00011 0.00000 -0.00112
121 0.00000 -0.08117 0.00000 -0.00053 0.00000 -0.00123
122 0.00000 -0.14373 0.00000 -0.00097 0.00000 -0.00118
123 0.00000 -0.02512 0.00000 -0.00016 0.00000 -0.00087
124 0.00000 -0.05247 0.00000 -0.00059 0.00000 -0.00077
125 0.00000 -0.09142 0.00000 -0.00106 0.00000 -0.00073
126 0.00000 -0.01665 0.00000 -0.00018 0.00000 -0.00057
127 0.00000 -0.02350 0.00000 -0.00052 0.00000 -0.00033
128 0.00000 -0.03986 0.00000 -0.00091 0.00000 -0.00030
129 0.00000 -0.00783 0.00000 -0.00016 0.00000 -0.00026
130 0.00000 -0.00289 0.00000 -0.00022 0.00000 -0.00004
131 0.00000 -0.00462 0.00000 -0.00036 0.00000 -0.00003
132 0.00000 -0.00110 0.00000 -0.00008 0.00000 -0.00003
133 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
134 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
135 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
136 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
137 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
138 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
139 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
140 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
141 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
142 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
143 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
144 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
145 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Reacciones_________________________________________________________________________________________________________________________________________________________
Direcciones de fuerzas y momentos positivos
�������
Fuerzas [Kg] Momentos [Kg*M]
Nudo FX FY FZ MX MY MZ
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Estado c1=pp+cm+cv
4 0.00000 312.02635 0.00000 0.00000 0.00000 0.00000
5 0.00000 236.01163 0.00000 0.00000 0.00000 0.00000
9 0.00000 414.80322 0.00000 0.00000 0.00000 0.00000
13 0.00000 198.32464 0.00000 0.00000 0.00000 0.00000
17 0.00000 367.19388 0.00000 0.00000 0.00000 0.00000
18 0.00000 369.17676 0.00000 0.00000 0.00000 0.00000
19 0.00000 -75.61773 0.00000 0.00000 0.00000 0.00000
20 0.00000 519.58923 0.00000 0.00000 0.00000 0.00000
27 0.00000 650.30384 0.00000 0.00000 0.00000 0.00000
34 0.00000 717.32645 0.00000 0.00000 0.00000 0.00000
41 0.00000 730.58478 0.00000 0.00000 0.00000 0.00000
48 0.00000 701.19205 0.00000 0.00000 0.00000 0.00000
55 0.00000 639.87515 0.00000 0.00000 0.00000 0.00000
62 0.00000 554.14061 0.00000 0.00000 0.00000 0.00000
69 0.00000 447.69217 0.00000 0.00000 0.00000 0.00000
76 0.00000 323.03865 0.00000 0.00000 0.00000 0.00000
83 0.00000 187.12143 0.00000 0.00000 0.00000 0.00000
90 0.00000 70.03603 0.00000 0.00000 0.00000 0.00000
91 0.00000 560.53438 0.00000 407.72687 0.00000 -0.73667
92 0.00000 1005.49640 0.00000 896.90573 0.00000 -0.26877
93 0.00000 1048.70460 0.00000 954.55281 0.00000 0.14348
94 0.00000 851.89462 0.00000 707.86064 0.00000 -0.49168
95 0.00000 1067.14650 0.00000 977.64336 0.00000 -0.05607
96 0.00000 956.83050 0.00000 836.42861 0.00000 0.31915
98 0.00000 599.07206 0.00000 -2.57190 0.00000 533.47497
100 0.00000 -166.10545 0.00000 0.00000 0.00000 0.00000
101 0.00000 4649.94680 0.00000 -1087.66080 0.00000 1454.91620
104 0.00000 212.62422 0.00000 -190.58323 0.00000 1.88855
133 0.00000 580.25068 0.00000 393.03941 0.00000 0.51628
134 0.00000 798.22565 0.00000 639.71129 0.00000 0.45252
135 0.00000 295.16045 0.00000 144.95294 0.00000 0.46110
136 0.00000 -167.23796 0.00000 -1.37205 0.00000 156.42896
137 0.00000 317.93846 0.00000 -1.62696 0.00000 596.95441
138 0.00000 885.95494 0.00000 -0.94616 0.00000 950.46391
139 0.00000 1133.33520 0.00000 -0.23453 0.00000 1100.90550
140 0.00000 1153.14590 0.00000 0.29131 0.00000 1090.25870
141 0.00000 1053.07330 0.00000 0.66836 0.00000 967.74623
142 0.00000 880.16686 0.00000 0.92931 0.00000 766.22676
143 0.00000 652.49200 0.00000 1.05893 0.00000 513.89263
144 0.00000 381.68955 0.00000 0.97788 0.00000 248.08169
145 0.00000 117.52114 0.00000 0.45387 0.00000 40.14051
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
SUM 0.00000 26230.68000 0.00000 4678.20560 0.00000 8421.71830
��������
ANALISIS DE LOSA NERVADA EN AZOTEA
Como se observo en las hojas pasadas, la deflexión más desfavorable que se presenta en la
losa es en el centro del claro con una fecha de -0.3858 cms. Por lo que no representa problemas el
dimensionamiento de las nervaduras por deflexión.
-0.3858 cms
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Diagramas de esfuerzos
cortantes y momentos
flexionantes para el diseño
de las nervaduras.
RAM AdvanseArchivo: losa azotea.AVWEstado: c1=pp+cm+cv
Análisis: 1er ordenFecha: 13/05/2012 05:07:13 p.m.
X
Y
Z
RAM AdvanseArchivo: losa azotea.AVWEstado: c1=pp+cm+cv
Análisis: 1er ordenFecha: 13/05/2012 05:06:18 p.m.
X
Y
Z
RAM AdvanseArchivo: losa azotea.AVWEstado: c1=pp+cm+cv
Análisis: 1er ordenFecha: 13/05/2012 05:24:27 p.m.
X
Y
Z
RAM AdvanseArchivo: losa azotea.AVWEstado: c1=pp+cm+cv
Análisis: 1er ordenFecha: 13/05/2012 05:22:41 p.m.
X
Y
Z
w= 175.20 kg/m
N 1
LONG. (MTS) 5.00
ELEMENTO B H D CM = 150.20 KG/ML
TRABE 10 25 22 CV = 25.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 1567 kgs
E = 237171 kg/cm2 As max = 4.21 cm2
I = 13020.83 cm4 As min = 0.76 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
1133.3
DFV (KGS)
701.19
1133.3 701.19
V MAY = 1133.3 S e = 20 CMS
S e = 428.18 φVs = 1457.28 KGS
φVc = 1567.07 KGSφVc = 1567.07 KGS
623.43 3024.347
CORRECTO
DMF (KG-M)
1100.9 0
δi (cms) 0.53 0.3858
OK EN LA UNION DE FLECHAS
As (+) = 1.14
As (-) = 2.11 0.00
1 Baston # 3 2Vs # 3
N 1
b= 10 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs # 3
w= 175.20 kg/m
N 2
LONG. (MTS) 6.25
ELEMENTO B H D CM = 150.20 KG/ML
TRABE 10 25 22 CV = 25.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 1567 kgs
E = 237171 kg/cm2 As max = 4.21 cm2
I = 13020.83 cm4 As min = 0.76 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
1067
DFV (KGS)
369.18
1067 369.18
V MAY = 1067 S e = 20 CMS
S e = -1056.37 φVs = 1457.28 KGS
φVc = 1567.07 KGSφVc = 1567.07 KGS
360.14 3024.347
CORRECTO
DMF (KG-M)
977.64 0
δi (cms) 0.47 0.3858
OK EN LA UNION DE FLECHAS
As (+) = 0.64
As (-) = 1.85 0.00
1 Baston # 3 2Vs # 3
N 2
b= 10 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs # 3
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Análisis de losa de
entrepiso.
LOSA RETICULAR EN 2 DIRECCIONES PARA ENTREPISO
50
�� 2.00 x 2.00 � ���
����� 25 � 10 �� 5 ��
CONCRETO EN NERVADURA SIN CAPA DE COMPRESION.
� � ��� ��� ����
�� ��� ��� ��� �����
����� ����� ������
�
��
CARGA MUERTA
���� 0.015 2000 ������ ��
�������� 0.02 2100 ������ ��
������ 0.05 1800 ������ �
!"�#�����"� 0.05 2400 ������ ���
$%��&� 8 12 ���"'� �
!�(�������(�� ����� 2400 ������ �����
(��)#*�
�%+,(� 0.02 1500 ������ ��
580.8 Kg/m2.
CARGA VIVA
�*%�-� � %���������������.!�#����#��!�(��*����(/ 350 Kg/m2.
CT= 930.8 Kg/m2.
U= ����
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Resultado del análisis.
RAM Advanse
Archivo :
Sistema de unidades : Métrico
Fecha : 15/05/2012 12:17:36 a.m.
�������������� �����
Traslaciones
_________________________________________________________________________________________________________________________________________________________
Traslaciones [cm] Rotaciones [Rad]
Nudo TX TY TZ RX RY RZ
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Estado C1=PP+CM+CV
1 0.00000 -0.00484 0.00000 0.00014 0.00000 0.00014
2 0.00000 -0.01280 0.00000 0.00038 0.00000 0.00016
3 0.00000 -0.01236 0.00000 0.00014 0.00000 0.00038
4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
5 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
6 0.00000 -0.02039 0.00000 0.00063 0.00000 0.00014
7 0.00000 -0.02651 0.00000 0.00083 0.00000 0.00011
8 0.00000 -0.05770 0.00000 0.00074 0.00000 0.00042
9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
10 0.00000 -0.03094 0.00000 0.00098 0.00000 0.00007
11 0.00000 -0.03387 0.00000 0.00107 0.00000 0.00005
12 0.00000 -0.09005 0.00000 0.00120 0.00000 0.00023
13 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
14 0.00000 -0.03497 0.00000 0.00043 0.00000 0.00047
15 0.00000 -0.07641 0.00000 0.00100 0.00000 0.00032
16 0.00000 -0.09907 0.00000 0.00132 0.00000 0.00014
17 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
18 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
19 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
20 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
21 0.00000 -0.01855 0.00000 0.00010 0.00000 0.00058
22 0.00000 -0.09138 0.00000 0.00054 0.00000 0.00069
23 0.00000 -0.14526 0.00000 0.00089 0.00000 0.00038
24 0.00000 -0.05425 0.00000 0.00030 0.00000 0.00075
25 0.00000 -0.12245 0.00000 0.00074 0.00000 0.00054
26 0.00000 -0.16034 0.00000 0.00099 0.00000 0.00024
27 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
28 0.00000 -0.02176 0.00000 0.00003 0.00000 0.00069
29 0.00000 -0.10968 0.00000 0.00017 0.00000 0.00084
30 0.00000 -0.17592 0.00000 0.00028 0.00000 0.00046
31 0.00000 -0.06453 0.00000 0.00009 0.00000 0.00091
32 0.00000 -0.14782 0.00000 0.00023 0.00000 0.00066
33 0.00000 -0.19451 0.00000 0.00031 0.00000 0.00029
34 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
35 0.00000 -0.02140 0.00000 -0.00004 0.00000 0.00068
36 0.00000 -0.10759 0.00000 -0.00025 0.00000 0.00083
37 0.00000 -0.17239 0.00000 -0.00041 0.00000 0.00045
38 0.00000 -0.06336 0.00000 -0.00014 0.00000 0.00089
39 0.00000 -0.14491 0.00000 -0.00034 0.00000 0.00065
40 0.00000 -0.19057 0.00000 -0.00046 0.00000 0.00028
41 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
42 0.00000 -0.01753 0.00000 -0.00011 0.00000 0.00055
43 0.00000 -0.08565 0.00000 -0.00059 0.00000 0.00064
44 0.00000 -0.13573 0.00000 -0.00098 0.00000 0.00035
45 0.00000 -0.05102 0.00000 -0.00034 0.00000 0.00070
46 0.00000 -0.11455 0.00000 -0.00082 0.00000 0.00050
47 0.00000 -0.14974 0.00000 -0.00109 0.00000 0.00022
48 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
49 0.00000 -0.01091 0.00000 -0.00015 0.00000 0.00033
��������
50 0.00000 -0.05008 0.00000 -0.00075 0.00000 0.00036
51 0.00000 -0.07775 0.00000 -0.00120 0.00000 0.00019
52 0.00000 -0.03053 0.00000 -0.00044 0.00000 0.00040
53 0.00000 -0.06609 0.00000 -0.00101 0.00000 0.00028
54 0.00000 -0.08545 0.00000 -0.00133 0.00000 0.00012
55 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
56 0.00000 -0.00350 0.00000 -0.00012 0.00000 0.00010
57 0.00000 -0.01419 0.00000 -0.00055 0.00000 0.00009
58 0.00000 -0.02133 0.00000 -0.00085 0.00000 0.00005
59 0.00000 -0.00901 0.00000 -0.00034 0.00000 0.00011
60 0.00000 -0.01833 0.00000 -0.00073 0.00000 0.00007
61 0.00000 -0.02331 0.00000 -0.00093 0.00000 0.00003
62 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
63 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
64 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
65 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
66 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
67 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
68 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
69 0.00000 -0.03558 0.00000 0.00113 0.00000 0.00002
70 0.00000 -0.03629 0.00000 0.00115 0.00000 0.00000
71 0.00000 -0.03602 0.00000 0.00115 0.00000 -0.00002
72 0.00000 -0.10650 0.00000 0.00143 0.00000 0.00001
73 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
74 0.00000 -0.10433 0.00000 0.00140 0.00000 0.00007
75 0.00000 -0.10567 0.00000 0.00142 0.00000 -0.00005
76 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
77 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
78 0.00000 -0.17276 0.00000 0.00107 0.00000 0.00002
79 0.00000 -0.16913 0.00000 0.00105 0.00000 0.00012
80 0.00000 -0.17134 0.00000 0.00106 0.00000 -0.00009
81 0.00000 -0.20980 0.00000 0.00034 0.00000 0.00003
82 0.00000 -0.20534 0.00000 0.00033 0.00000 0.00015
83 0.00000 -0.20804 0.00000 0.00034 0.00000 -0.00011
84 0.00000 -0.20552 0.00000 -0.00050 0.00000 0.00003
85 0.00000 -0.20116 0.00000 -0.00049 0.00000 0.00015
86 0.00000 -0.20381 0.00000 -0.00050 0.00000 -0.00010
87 0.00000 -0.16127 0.00000 -0.00118 0.00000 0.00002
88 0.00000 -0.15790 0.00000 -0.00115 0.00000 0.00011
89 0.00000 -0.15996 0.00000 -0.00117 0.00000 -0.00008
90 0.00000 -0.09181 0.00000 -0.00143 0.00000 0.00001
91 0.00000 -0.08995 0.00000 -0.00140 0.00000 0.00006
92 0.00000 -0.09110 0.00000 -0.00142 0.00000 -0.00004
93 0.00000 -0.02495 0.00000 -0.00100 0.00000 0.00000
94 0.00000 -0.02447 0.00000 -0.00098 0.00000 0.00002
95 0.00000 -0.02477 0.00000 -0.00099 0.00000 -0.00001
96 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
97 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
98 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
99 0.00000 -0.03456 0.00000 0.00110 0.00000 -0.00004
100 0.00000 -0.03146 0.00000 0.00099 0.00000 -0.00008
101 0.00000 -0.02606 0.00000 0.00081 0.00000 -0.00014
102 0.00000 -0.09151 0.00000 0.00121 0.00000 -0.00026
103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
104 0.00000 -0.10114 0.00000 0.00135 0.00000 -0.00014
105 0.00000 -0.07491 0.00000 0.00098 0.00000 -0.00042
106 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
108 0.00000 -0.14753 0.00000 0.00090 0.00000 -0.00043
�������
81 0.00000 -0.20980 0.00000
82 0.00000 -0.20534 0.00000
83 0.00000 -0.20804 0.00000
84 0.00000 -0.20552 0.00000
0.000000.00000
85 0.00000 -0.20116 0.00000
86 0.00000 -0.20381 0.00000
109 0.00000 -0.16372 0.00000 0.00101 0.00000 -0.00023
110 0.00000 -0.11983 0.00000 0.00072 0.00000 -0.00069
111 0.00000 -0.17860 0.00000 0.00028 0.00000 -0.00053
112 0.00000 -0.19861 0.00000 0.00032 0.00000 -0.00029
113 0.00000 -0.14455 0.00000 0.00023 0.00000 -0.00084
114 0.00000 -0.17503 0.00000 -0.00042 0.00000 -0.00052
115 0.00000 -0.19459 0.00000 -0.00047 0.00000 -0.00028
116 0.00000 -0.14171 0.00000 -0.00033 0.00000 -0.00083
117 0.00000 -0.13787 0.00000 -0.00100 0.00000 -0.00040
118 0.00000 -0.15289 0.00000 -0.00111 0.00000 -0.00022
119 0.00000 -0.11213 0.00000 -0.00080 0.00000 -0.00064
120 0.00000 -0.07902 0.00000 -0.00122 0.00000 -0.00022
121 0.00000 -0.08724 0.00000 -0.00136 0.00000 -0.00012
122 0.00000 -0.06483 0.00000 -0.00099 0.00000 -0.00036
123 0.00000 -0.02169 0.00000 -0.00086 0.00000 -0.00006
124 0.00000 -0.02378 0.00000 -0.00095 0.00000 -0.00003
125 0.00000 -0.01804 0.00000 -0.00071 0.00000 -0.00009
126 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
127 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
128 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
129 0.00000 -0.01765 0.00000 0.00054 0.00000 -0.00020
130 0.00000 -0.04962 0.00000 0.00064 0.00000 -0.00060
131 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
132 0.00000 -0.07844 0.00000 0.00046 0.00000 -0.00096
133 0.00000 -0.09414 0.00000 0.00014 0.00000 -0.00117
134 0.00000 -0.09235 0.00000 -0.00021 0.00000 -0.00114
135 0.00000 -0.07354 0.00000 -0.00051 0.00000 -0.00090
136 0.00000 -0.04310 0.00000 -0.00064 0.00000 -0.00052
137 0.00000 -0.01231 0.00000 -0.00048 0.00000 -0.00014
138 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
139 0.00000 -0.00571 0.00000 0.00017 0.00000 -0.00027
140 0.00000 0.00000 0.00000 0.00017 0.00000 -0.00028
141 0.00000 -0.01552 0.00000 0.00019 0.00000 -0.00074
142 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
143 0.00000 0.00000 0.00000 0.00019 0.00000 -0.00076
144 0.00000 -0.02419 0.00000 0.00014 0.00000 -0.00117
145 0.00000 0.00000 0.00000 0.00014 0.00000 -0.00119
146 0.00000 -0.02889 0.00000 0.00004 0.00000 -0.00139
147 0.00000 0.00000 0.00000 0.00004 0.00000 -0.00142
148 0.00000 -0.02835 0.00000 -0.00006 0.00000 -0.00137
149 0.00000 0.00000 0.00000 -0.00006 0.00000 -0.00140
150 0.00000 -0.02273 0.00000 -0.00015 0.00000 -0.00109
151 0.00000 0.00000 0.00000 -0.00015 0.00000 -0.00112
152 0.00000 -0.01355 0.00000 -0.00020 0.00000 -0.00065
153 0.00000 0.00000 0.00000 -0.00020 0.00000 -0.00067
154 0.00000 -0.00404 0.00000 -0.00015 0.00000 -0.00019
155 0.00000 0.00000 0.00000 -0.00015 0.00000 -0.00020
156 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
�������
Reacciones
_________________________________________________________________________________________________________________________________________________________
Direcciones de fuerzas y momentos positivos
Fuerzas [Kg] Momentos [Kg*M]
Nudo FX FY FZ MX MY MZ
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Estado C1=PP+CM+CV
4 0.00000 294.62563 0.00000 -0.78069 0.00000 -148.17756
5 0.00000 307.95346 0.00000 -149.53256 0.00000 -0.79890
9 0.00000 848.37703 0.00000 -588.71166 0.00000 -0.78787
13 0.00000 1155.96720 0.00000 -880.55826 0.00000 -0.41641
17 0.00000 606.91007 0.00000 -376.52605 0.00000 -0.90978
18 0.00000 1028.53880 0.00000 -758.10977 0.00000 -0.60075
19 0.00000 1239.99200 0.00000 -961.42378 0.00000 -0.26120
20 0.00000 553.40255 0.00000 -0.81109 0.00000 -360.39313
27 0.00000 726.76782 0.00000 -0.54760 0.00000 -530.80078
34 0.00000 807.82345 0.00000 -0.16543 0.00000 -618.40166
41 0.00000 798.93975 0.00000 0.24584 0.00000 -608.56006
48 0.00000 699.97100 0.00000 0.61236 0.00000 -502.84823
55 0.00000 509.05819 0.00000 0.83526 0.00000 -319.97061
62 0.00000 241.99672 0.00000 0.70713 0.00000 -109.62746
63 0.00000 322.21853 0.00000 152.58280 0.00000 -0.70621
64 0.00000 877.45476 0.00000 594.16689 0.00000 -0.66926
65 0.00000 1185.09910 0.00000 885.96754 0.00000 -0.35249
66 0.00000 634.46444 0.00000 381.75258 0.00000 -0.78080
67 0.00000 1057.61630 0.00000 763.53932 0.00000 -0.50885
68 0.00000 1269.18600 0.00000 966.81566 0.00000 -0.22112
73 0.00000 1309.98700 0.00000 -1028.30550 0.00000 -0.02624
76 0.00000 1289.34970 0.00000 -1008.70080 0.00000 -0.13635
77 0.00000 1302.79380 0.00000 -1020.97840 0.00000 0.09441
96 0.00000 1339.25080 0.00000 1033.68110 0.00000 -0.02228
97 0.00000 1318.58540 0.00000 1014.07980 0.00000 -0.11547
98 0.00000 1332.07970 0.00000 1026.36150 0.00000 0.07975
103 0.00000 1175.64910 0.00000 -895.31936 0.00000 0.47611
106 0.00000 1262.23990 0.00000 -980.82175 0.00000 0.25359
107 0.00000 1020.82010 0.00000 -746.32290 0.00000 0.77893
126 0.00000 1205.16200 0.00000 900.77023 0.00000 0.40245
127 0.00000 1291.55990 0.00000 986.22334 0.00000 0.21426
128 0.00000 1051.10400 0.00000 751.92194 0.00000 0.66042
131 0.00000 756.88666 0.00000 -511.54983 0.00000 1.16062
138 0.00000 786.35123 0.00000 517.04377 0.00000 0.99574
140 0.00000 173.70492 0.00000 0.00000 0.00000 0.00000
142 0.00000 312.70164 0.00000 -171.43506 0.00000 1.53367
143 0.00000 323.71944 0.00000 0.00000 0.00000 0.00000
145 0.00000 412.60364 0.00000 0.00000 0.00000 0.00000
147 0.00000 453.42944 0.00000 0.00000 0.00000 0.00000
149 0.00000 448.91535 0.00000 0.00000 0.00000 0.00000
151 0.00000 398.96305 0.00000 0.00000 0.00000 0.00000
153 0.00000 300.08875 0.00000 0.00000 0.00000 0.00000
155 0.00000 140.06067 0.00000 0.00000 0.00000 0.00000
156 0.00000 320.21770 0.00000 173.46908 0.00000 1.34978
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
SUM 0.00000 34892.58700 0.00000 70.17573 0.00000 -3198.09370
��������
��������
�
�
������������������������������ ��
��������������������� ���������������
���������������������������������
����������������������������������
�
�
�
�
�
�
�
�
�
�
�
�
�
�
�
�
������������������ ��������������� ����
���������������������������� ���
�
��������������������� ��������������������������������������������������������������
����������������� ����������� ������!�����������������������������������
�����������������������������������������
�����������
��������� ��������������� �����
�
�����������������������������������������������
�����!�����������������������������������
�
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Diagramas de esfuerzos
Cortantes y Momentos
Flexionantes para el diseño de las
nervaduras.
RAM AdvanseArchivo: losa entrepiso.AVWEstado: C1=PP+CM+CV
Análisis: 1er ordenFecha: 15/05/2012 12:33:56 a.m.
X
Y
Z
RAM AdvanseArchivo: losa entrepiso.AVWEstado: C1=PP+CM+CV
Análisis: 1er ordenFecha: 15/05/2012 12:34:52 a.m.
X
Y
Z
RAM AdvanseArchivo: losa entrepiso.AVWEstado: C1=PP+CM+CV
Análisis: 1er ordenFecha: 15/05/2012 12:38:14 a.m.
X
YZ
RAM AdvanseArchivo: losa entrepiso.AVWEstado: C1=PP+CM+CV
Análisis: 1er ordenFecha: 15/05/2012 12:37:15 a.m.
X
YZ
w= 232.70 kg/m
N 1
LONG. (MTS) 4.50
ELEMENTO B H D CM = 145.20 KG/ML
TRABE 10 25 22 CV = 87.50 KG/ML
F'c = 250 kg/cm2 u= 1.51
Fy = 4200 kg/cm2 φVc = 1567 kgs
E = 237171 kg/cm2 As max = 4.21 cm2
I = 13020.83 cm4 As min = 0.76 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
1339.3
DFV (KGS)
1310.1
1339.3 1310.1
V MAY = 1339.3 S e = 20 CMS
S e = 63.49 φVs = 1457.28 KGS
φVc = 1567.07 KGSφVc = 1567.07 KGS
523.94 3024.347
CORRECTO
DMF (KG-M)
1033.7 1028.3
δi (cms) 0.36 0.2098
OK EN LA UNION DE FLECHAS
As (+) = 1.00
As (-) = 2.07 2.06
1 Baston # 3 2Vs # 3 1 Baston # 3
N 1
b= 10 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs # 3
w= 232.70 kg/m
N 2
LONG. (MTS) 7.20
ELEMENTO B H D CM = 145.20 KG/ML
TRABE 10 25 22 CV = 87.50 KG/ML
F'c = 250 kg/cm2 u= 1.51
Fy = 4200 kg/cm2 φVc = 1567 kgs
E = 237171 kg/cm2 As max = 4.21 cm2
I = 13020.83 cm4 As min = 0.76 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
807.82
DFV (KGS)
453.43
807.82 453.43
V MAY = 807.82 S e = 20 CMS
S e = -84.48 φVs = 1457.28 KGS
φVc = 1567.07 KGSφVc = 1567.07 KGS
204.14 3024.347
CORRECTO
DMF (KG-M)
618.4 85.29
δi (cms) 0.36 0.2098
OK EN LA UNION DE FLECHAS
As (+) = 0.38
As (-) = 1.19 0.16
2Vs # 3
N 2
b= 10 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs # 3
Av. Las Americas #708 Edificio Colombia 4to piso.
Tel: 140 59 21 cel 4491810673 e-mail: [email protected]
Casa de la Cultura.
Análisis y diseño de trabes
en losa de azotea.
RAM AdvanseArchivo: Trabes Azotea.AVWEstado: c1=pp+cm+cv
Análisis: 1er ordenFecha: 14/05/2012 10:48:14 p.m.
X
Y
Z
w= 1191.10 kg/m
T 1
LONG. (CMS) 0.925 3.075
ELEMENTO B H D CM = 1051.10 KG/ML
TRABE 15 45 42 CV = 140.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 4488 kgs
E = 237171 kg/cm2 As max = 12.05 cm2
I = 113906.25 cm4 As min = 2.18 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
5266 6652.4
DFV (KGS)
4145.8 96.62
5266 10798.2 96.62
V MAY = 10798.2 S e = 20 CMS
S e = 20.47 φVs = 11271.96 KGS
φVc = 4487.51 KGSφVc = 4487.51 KGS
0 0 15759.469
CORRECTO
DMF (KG-M)
6168.9
δi (cms) 0.00 0.00 1.02
OK OK
As (+) = 0.00 0.00
As (-) = 6.18
3Vs # 5
T 1
b= 15 cms
h= 45 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
2Vs # 4
w= 1247.20 kg/m
T 2
LONG. (CMS) 3.15 3.05
ELEMENTO B H D CM = 1099.20 KG/ML
TRABE 15 45 42 CV = 148.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 4488 kgs
E = 237171 kg/cm2 As max = 12.05 cm2
I = 113906.25 cm4 As min = 2.18 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
997.47 4384.1
DFV (KGS)
5453.8 96.62
997.47 9837.9 96.62
V MAY = 9837.9 S e = 20 CMS
S e = 23.40 φVs = 11271.96 KGS
φVc = 4487.51 KGSφVc = 4487.51 KGS
0 0 15759.469
CORRECTO
DMF (KG-M)
6633.8
δi (cms) 0.00 0.00 1.02
OK OK
As (+) = 0.00 0.00
As (-) = 6.70
4Vs # 5
T 2
b= 15 cms
h= 45 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
2Vs # 4
w= 1710 kg/m
T 3
LONG. (MTS) 0.90 4.00
ELEMENTO B H D CM = 1466 KG/ML
TRABE 15 25 22 CV = 244 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
2398.6 3998.3 2912.4 3998.3
DFV (KGS) 0
4264.5 4264.5
2398.6 8262.8 2912.4
V MAY = 4264.5 S e = 20 CMS
S e = 31.06 φVs = 5904.36 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
0 2225.4 8254.960
CORRECTO
DMF (KG-M)
7 2835.5 130.66
δi (cms) 0.00 0.80
OK OK
As (+) = 0.00 4.46
As (-) = 0.01 6.00 0.23
3Vs # 5
T 3
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
2Vs#5 + 1Vs#4
w= 1359.60 kg/m
T 4
LONG. (MTS) 4.20
ELEMENTO B H D CM = 1165.60 KG/ML
TRABE 40 125 122 CV = 194.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 34760 kgs
E = 237171 kg/cm2 As max = 93.34 cm2
I = 6510416.67 cm4 As min = 16.85 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
5103.9
DFV (KGS)
5646.2
5103.9 5646.2
V MAY = 5646.2 S e = 20 CMS
S e = -24.61 φVs = 32742.36 KGS
φVc = 34760.39 KGSφVc = 34760.39 KGS
5088.8 67502.748
CORRECTO
DMF (KG-M)
0 1138.7
δi (cms) 0.01
OK
As (+) = 1.60
As (-) = 0.00 0.36
6Vs#6
T 4
b= 40 cms
h= 125 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
6Vs#6 Armado por piel 2Vs#4
w= 1541.80 kg/m
T 5
LONG. (MTS) 4.40
ELEMENTO B H D CM = 1321.80 KG/ML
TRABE 35 25 22 CV = 220.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 5485 kgs
E = 237171 kg/cm2 As max = 14.73 cm2
I = 45572.92 cm4 As min = 2.66 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
3856.4
DFV (KGS)
3851.3
3856.4 3851.3
V MAY = 3856.4 S e = 20 CMS
S e = 367.50 φVs = 1457.28 KGS
φVc = 5484.73 KGSφVc = 5484.73 KGS
4230.7 6942.013
CORRECTO
DMF (KG-M)
14.15 2.9
δi (cms) 0.79
OK
As (+) = 8.20
As (-) = 0.02 0.01
2Vs#5
T 5
b= 35 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
5Vs#5
w= 1541.80 kg/m
T 6
LONG. (MTS) 4.40
ELEMENTO B H D CM = 1321.80 KG/ML
TRABE 35 25 22 CV = 220.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 5485 kgs
E = 237171 kg/cm2 As max = 14.73 cm2
I = 45572.92 cm4 As min = 2.66 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
3842.7
DFV (KGS)
3865.1
3842.7 3865.1
V MAY = 3865.1 S e = 20 CMS
S e = 317.28 φVs = 1457.28 KGS
φVc = 5484.73 KGSφVc = 5484.73 KGS
3371.9 6942.013
CORRECTO
DMF (KG-M)
842.67 892.03
δi (cms) 0.63
OK
As (+) = 6.37
As (-) = 1.49 1.58
2Vs#5
T 6
b= 35 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
4Vs#5
w= 1015.88 kg/m
T 7
LONG. (MTS) 4.40
ELEMENTO B H D CM = 905.88 KG/ML
TRABE 35 25 22 CV = 110.00 KG/ML
F'c = 250 kg/cm2 u= 1.43
Fy = 4200 kg/cm2 φVc = 5485 kgs
E = 237171 kg/cm2 As max = 14.73 cm2
I = 45572.92 cm4 As min = 2.66 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
2613.6
DFV (KGS)
2780.3
2613.6 2780.3
V MAY = 2780.3 S e = 20 CMS
S e = -19.40 φVs = 1457.28 KGS
φVc = 5484.73 KGSφVc = 5484.73 KGS
1103.7 6942.013
CORRECTO
DMF (KG-M)
1681.3 2048.1
δi (cms) 0.21
OK
As (+) = 1.95
As (-) = 3.01 3.70
2Vs#5
T 7
b= 35 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs#5
w= 1576.80 kg/m
T 8
LONG. (MTS) 3.30
ELEMENTO B H D CM = 1351.80 KG/ML
TRABE 15 25 22 CV = 225.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 2351 kgs
E = 237171 kg/cm2 As max = 6.31 cm2
I = 19531.25 cm4 As min = 1.14 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
2208.8
DFV (KGS)
2242.5
2208.8 2242.5
V MAY = 2242.5 S e = 20 CMS
S e = 32.94 φVs = 1457.28 KGS
φVc = 2350.60 KGSφVc = 2350.60 KGS
536.82 3807.880
CORRECTO
DMF (KG-M)
756.04
δi (cms) 0.13
OK
As (+) = 0.96
As (-) = 0.00 1.37
2Vs#3
T 8
b= 15 cms
h= 25 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs#3
w= 1261.4 kg/m
T 9
LONG. (MTS) 0.70 3.50
ELEMENTO B H D CM = 1081.4 KG/ML
TRABE 40 125 122 CV = 180 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 34760 kgs
E = 237171 kg/cm2 As max = 93.34 cm2
I = 6510416.67 cm4 As min = 16.85 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
3588.6 5290.6 3317.1 5290.6
DFV (KGS) 0
5255.9 5255.9
3588.6 10546.5 3317.1
V MAY = 5290.6 S e = 20 CMS
S e = -24.14 φVs = 32742.36 KGS
φVc = 34760.39 KGSφVc = 34760.39 KGS
0 2524.2 67502.748
CORRECTO
DMF (KG-M)
62.13 3131.9 289.2
δi (cms) 0.00 0.00
OK OK
As (+) = 0.00 0.79
As (-) = 0.02 0.98 0.09
6Vs#6
T 9
b= 40 cms
h= 125 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
6Vs#6 Armado por piel 2Vs#4
w= 1023.17 kg/m
T 10
LONG. (MTS) 4.35
ELEMENTO B H D CM = 877.17 KG/ML
TRABE 40 125 122 CV = 146.00 KG/ML
F'c = 250 kg/cm2 u= 1.44
Fy = 4200 kg/cm2 φVc = 34760 kgs
E = 237171 kg/cm2 As max = 93.34 cm2
I = 6510416.67 cm4 As min = 16.85 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 1
Fy Estribo = 4200 kg/cm2 Area de la Vs = 0.71 cm2
5003
DFV (KGS)
4667.2
5003 4667.2
V MAY = 5003 S e = 20 CMS
S e = -23.78 φVs = 32742.36 KGS
φVc = 34760.39 KGSφVc = 34760.39 KGS
4883.7 67502.748
CORRECTO
DMF (KG-M)
744.32 14.15
δi (cms) 0.01
OK
As (+) = 1.53
As (-) = 0.23 0.00
6Vs#6
T 10
b= 40 cms
h= 125 cms
r= 3 cms
F'c= 250 kg/cm2
E#3@20cms
6Vs#6 Armado por piel 2Vs#4
w= 980.88 kg/m
T 11
LONG. (MTS) 4.55
ELEMENTO B H D CM = 870.88 KG/ML
TRABE 15 40 37 CV = 110.00 KG/ML
F'c = 250 kg/cm2 u= 1.43
Fy = 4200 kg/cm2 φVc = 3953 kgs
E = 237171 kg/cm2 As max = 10.62 cm2
I = 80000.00 cm4 As min = 1.92 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
2559.4
DFV (KGS)
2559.4
2559.4 2559.4
V MAY = 2559.4 S e = 20 CMS
S e = -172.59 φVs = 2450.88 KGS
φVc = 3953.28 KGSφVc = 3953.28 KGS
2911.5 6404.162
CORRECTO
DMF (KG-M)
Agenda
δi (cms) 0.33 0.29
OK
As (+) = 3.16
As (-) =
2 Vs # 4
T 11
b= 15 cms
h= 40 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
3 Vs # 4
w= 1015.88 kg/m
T 12
LONG. (MTS) 4.20
ELEMENTO B H D CM = 905.88 KG/ML
TRABE 15 35 32 CV = 110.00 KG/ML
F'c = 250 kg/cm2 u= 1.43
Fy = 4200 kg/cm2 φVc = 3419 kgs
E = 237171 kg/cm2 As max = 9.18 cm2
I = 53593.75 cm4 As min = 1.66 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
2419.8
DFV (KGS)
2376.1
2419.8 2376.1
V MAY = 2419.8 S e = 20 CMS
S e = 896.83 φVs = 2119.68 KGS
φVc = 3419.05 KGSφVc = 3419.05 KGS
2456.7 5538.735
CORRECTO
DMF (KG-M)
107.17 15.22
δi (cms) 0.36
OK
As (+) = 3.11
As (-) = 0.13 0.02
2Vs#4
T 12
b= 15 cms
h= 35 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
3Vs#4
w= 630.44 kg/m
T 13
LONG. (MTS) 4.20
ELEMENTO B H D CM = 575.44 KG/ML
TRABE 15 35 32 CV = 55.00 KG/ML
F'c = 250 kg/cm2 u= 1.43
Fy = 4200 kg/cm2 φVc = 3419 kgs
E = 237171 kg/cm2 As max = 9.18 cm2
I = 53593.75 cm4 As min = 1.66 cm2
Marque con 1 si es estribo es con Vs # 3 o marque con 2 si es con Vs # 2 2
Fy Estribo = 2300 kg/cm2 Area de la Vs = 0.32 cm2
1170.6
DFV (KGS)
550.35
1170.6 550.35
V MAY = 1170.6 S e = 20 CMS
S e = -24.23 φVs = 2119.68 KGS
φVc = 3419.05 KGSφVc = 3419.05 KGS
199.48 5538.735
CORRECTO
DMF (KG-M)
706.15 0.67
δi (cms) 0.03
OK
As (+) = 0.24
As (-) = 0.85 0.00
2Vs#4
T 13
b= 15 cms
h= 35 cms
r= 3 cms
F'c= 250 kg/cm2
E#2@20cms
2Vs#4
