PORTICO 1-1K A N I : P O R T I C O E J E 1
-1bh^3(^3)/12undLEYENDAInercia
viga0.250.500.0313000.0026082.61E-03m4DescripcionColor-8.108.10-2.172.17-8.108.10Inercia
columna0.400.250.0062000.0005175.17E-04m4Mto. De
Emp.N-8.1-0.357O-0.1575.93-0.282P-0.282-5.93-0.157Q-0.3578.1Mto de
Piso-0.1434.35-0.97-0.063-1.753.32-0.0631.85-2.09-0.143Coef.
Desplaz.1.744.63-1.28-0.39-1.363.460.741.93-1.66-0.84F. de
Distrib.1.854.77-1.26-0.30-2.264.240.772.36-1.76-0.671.91-0.500.95-0.701
Vuelta1.00 CALCULOS DE MOMENTOS DE EMPOTRAMIENTO2 Vuelta3
VueltaWLWx (L ^2)(Wx (L ^2)
)/12und10.91-0.375-4.09-0.375-4.09-0.375-4.09-0.375-4.09-5.86-5.86-5.86-5.86M
MN = - M NM =3.105.6097.228.10T -
m-6.22-6.22-6.22-6.22-6.26-6.26-6.26-6.26M NO= - M ON
=3.102.9026.072.17T - m2.270.081.070.71M OP= - M
PO=3.105.6097.228.10T - m2.250.061.030.671.970.130.880.50M IJ = - M
JI=3.105.6097.228.10T -
m-0.111-8.108.10-0.056-2.172.17-0.056-8.108.10-0.111M-8.1-0.278K-0.1395.93-0.25J-0.25-5.93-0.139L-0.2788.1M
JK = - M KJ=3.102.9026.072.17T -
m-0.1114.940.31-0.0560.573.92-0.0562.181.24-0.1111.975.620.150.130.284.600.882.561.690.50M
KL = - M LK =3.105.6097.228.10T -
m2.255.690.200.060.364.761.032.651.780.672.270.081.070.71M EF = - M
FE=3.105.6097.228.10T - mM FG = - M GF =3.102.9026.072.17T - mM GH
= - M HG=3.105.6097.228.10T -
m20.35-0.375-7.63-0.375-7.63-0.375-7.63-0.375-7.63-10.75-10.75-10.75-10.75-11.24-11.24-11.24-11.24-11.35-11.35-11.35-11.353.110.171.351.172.00
CALCULOS DE FACTORES DE
DISTRIBUCION2.990.201.321.102.470.341.100.93RIGIDEZ-0.11-8.108.10-0.056-2.172.17-0.056-8.108.10-0.11NK
MN=0.00050.71-1/2-0.357E-8.1-0.278F-0.1395.93-0.25G-0.25-5.93-0.139H-0.2788.1VIGASCOLUMNAS-0.116.200.84-0.0561.504.93-0.0562.742.34-0.11K
MI=0.00020.29-1/2-0.143TramoK= I / LTramoK= I /
L2.477.490.490.340.885.901.103.282.750.93-0.52.997.800.420.200.756.021.323.352.931.10OK
NM=0.00050.313-1/2-0.157MN =0.0005IM =0.000200h de Columnas por
Piso3.110.171.351.17PisosTramoh (m)K
NJ=0.00020.125-1/2-0.063NO=0.0009EI=0.0002001 er
PisoA-E3.20B-F3.20K
NO=0.00090.563-1/2-0.282OP=0.0005AE=0.000200C-G3.20-0.502D-H3.2024.97-0.375-9.36-0.375-9.36-0.375-9.36-0.375-9.36PK
ON=0.00090.563-1/2-0.282IJ =0.0005JN =0.0002002 do
PisoE-I3.20-11.18-11.18-11.18-11.18F-J3.20-11.47-11.47-11.47-11.47K
OK=0.00020.125-1/2-0.063JK =0.0009FJ
=0.000200G-K3.20-11.54-11.54-11.54-11.54H-L3.20K
OP=0.00050.313-1/2-0.157KL =0.0005BF =0.0002003 er
PisoI-M3.20ABCD-0.502J-N3.20QK PO=0.00050.714-1/2-0.357EF =0.0005KO
=0.000200K-O3.20L-P3.20K PL=0.00020.286-1/2-0.143FG =0.0009GK
=0.000200CUADRO DE FORMULAS-0.5VIGASCOLUMNASMK
IM=0.00020.222-1/2-0.111GH =0.0005CG =0.000200Mab = M + 2 M'a +
M'bMab = 2 M'a + M'bK IJ=0.00050.556-1/2-0.278LP =0.000200MOMENTOS
FINALESCORTANTES FINALESK IE=0.00020.222-1/2-0.111HL
=0.000200ELEMENTOTRAMOMTO.ELEMENTOTRAMOMTOELEMENTOCORTANTE-0.5VIGAN-O0.18COLUMNAN-M-0.17VAE-4.29KK
JN=0.00020.111-1/2-0.056DH
=0.000200"O-N10.35"M-N0.19VBF-7.05"O-P-2.44"O-K-7.14VCG-5.95K
JI=0.00050.278-1/2-0.139"P-O8.39"K-O-6.60VDH-6.12"Q-P-5.13"P-J-3.49VME-2.05K
JK=0.00090.5-1/2-0.25"P-Q6.95"J-P-3.18VKF-6.87"M-K3.47"Q-L-6.95VGJ-4.83K
JF=0.00020.111-1/2-0.056"K-M14.19"L-Q-5.54VHL-5.33-0.501"K-J3.32"M-E-3.70VNM0.01JK
KO=0.00020.111-1/2-0.056"J-K12.06"E-M-2.86VOK-4.29"J-L-1.02"K-F-11.03VPJ-2.08K
KJ=0.00090.5-1/2-0.25"L-J14.31"F-K-10.94VQL-3.90"E-F7.91"J-G-7.87K
KL=0.00050.278-1/2-0.139"F-E16.73"G-J-7.59"F-G5.35"L-H-8.76K
KG=0.00020.111-1/2-0.056"G-F14.96"H-L-8.30-0.501"G-H1.53"E-A-5.31LK
LP=0.00020.222-1/2-0.111"H-G17.31"A-E-8.43Mtos=128.42"F-B-11.20K
LK=0.00050.556-1/2-0.278"B-F-11.37"G-C-8.84K
LH=0.00020.222-1/2-0.111"C-G-10.19-0.5"H-D-9.20EK
EI=0.00020.222-1/2-0.111"D-H-10.37Mtos=-168.84K
EF=0.00050.556-1/2-0.278K EA=0.00020.222-1/2-0.11-0.5FK
FE=0.00050.278-1/2-0.139K FG=0.00090.500-1/2-0.25K
FJ=0.00020.111-1/2-0.056K FB=0.00020.111-1/2-0.056-0.501GK
GF=0.00090.5-1/2-0.25K GK=0.00020.111-1/2-0.056K
GH=0.00050.278-1/2-0.139K GC=0.00020.111-1/2-0.056-0.501HK
HG=0.00050.556-1/2-0.278K HL=0.00020.222-1/2-0.11K
HD=0.00020.222-1/2-0.11-0.5003.00 APLICACIONES CON DESPLAZAMIENTOM"
EN COLUMNASM"A = - 3/2 (M'A+M'B)FACTORES DE DISTRIBUCION PARA
COLUMNAS3ER NIVEL ( COLUMNAS IM, JN, KO,
LP)MNOPK=0.0002K=0.0002K=0.0002K=0.0002IJKLK
IM=0.00020.25-1.5-0.375K KO=0.00020.25-1.5-0.3750.000800.0008K
JN=0.00020.25-1.5-0.375K LP=0.00020.25-1.5-0.3750.00080.00082DO
NIVEL ( COLUMNAS EI, FJ, GK,
HL)IJKLK=0.0002K=0.0002K=0.0002K=0.0002EFGHK
EI=0.00020.25-1.5-0.375K GK=0.00020.25-1.5-0.3750.00080.0008K
FJ=0.00020.25-1.5-0.375K HL=0.00020.25-1.5-0.3750.00080.00081ER
NIVEL ( COLUMNAS AE, BF, CG,
DH)EFGHK=0.0002K=0.0002K=0.0002K=0.0002ABCDK
AE=0.00020.25-1.5-0.375K CG=0.00020.25-1.5-0.3750.00080.0008K
BF=0.00020.25-1.5-0.375K DH=0.00020.25-1.5-0.3750.00080.00084.00
CALCULOS DE MOMENTOS DE PISOQr= Q x h3Carga HorizontalesTramosP
(Tn)Pisosh (m)3er Piso10.233er Piso3.203er NIVEL=32.74=10.912do
Piso8.852do Piso3.2031er Piso4.331er Piso3.202do
NIVEL=61.06=20.3531er NIVEL=74.91=24.973
Ma = -Mb=(WL^2)/12I = (bh^3)/12
Datos PorticoPortico eje 1-1h de Columnas por PisoPisosh
(m)PisosTramoh (m)3er Piso3.201 er PisoA-E3.202do
Piso3.20B-F3.201er Piso3.20C-G3.20D-H3.202 do PisoE-I3.20Distancias
Horizontales (m)F-J3.20E-F5.60G-K3.20F-G2.90H-L3.20G-H5.603 er
PisoI-M3.20J-K5.60J-N3.20K-L2.90K-O3.20L-M5.60L-P3.20N-O5.60O-P2.90P-Q5.60Carga
DistribuidaTramosw
(Tn-m)E-F3.10F-G3.10G-H3.10I-J3.10J-K3.10K-L3.10M-N3.10N-O3.10O-P3.10Carga
HorizontalesTramosP (Tn)3er Piso18.422do Piso15.931er Piso7.80Datos
de ColumnasTipob (m)h (m)h3 (m)C-10.400.250.0156Datos de Vigas
PrincipalesTipob (m)h (m)h3 (m)V-10.250.500.1250
