PREDIMENSIONAMIENTOPREDIMENSIONAMIENTO DE LOS ELEMENTOS
ESTRUCTURALESPREDIMENSIONAMIENTO DE LOSA ALIGERADALA MENOR LONGITUD
LIBRE8h = l/250.32h =0.2PREDIMENSIONAMIENTO DE
COLUMNAS1.-Consideraciones Para zonas de Alto Riesgo SimicoMETRADO
DE CARGASTABLA B.2Peso del Aligerado :500kg/m2Tipo C1para los
primeros pisosP = 1.10 PGn = 0.30Tabiqueria :100kg/m2Tipo C1para
los 4 ultimos pisos superioresColumna InferiorP = 1.10 P n =
0.25Acabado :100kg/m2Peso Viga :80kg/m2Peso Columna60kg/m2Tipo C2,
C3Columna extrema de porticos InterioresP = 1.25 PGn = 0.25Carga
Muerta840kg/m2Carga Viva250kg/m2Tipo C4Columna de esquinaP = 1.50
PGn = 0.20PG =1090kg/m2Columna C1NUMERO DE
PISOS5PISOS280Kg/cm2At37.6m2P40984kgb*D =P / n*f`c195292410b*D
=2683.4761904762n =0.3Entoncesb = D = tt
=51.8022797807USAR50552750Columna C2At26.86m2P29277.4kgb*D
=2614.0535714286b*D =P / n*f`cEntoncesb = D = tn =0.25t
=51.1278160244USAR50552750Columna C3At21.4m2P23326kgb*D
=2082.6785714286b*D =P / n*f`cEntoncesb = D = tn =0.25t
=45.6363733378USAR50402000Columnas C4At =10.8m2P =11772kgb*D
=1576.6071428571b*D =(1.50 * P) / n*f`cEntoncesb = D = tn =0.2t
=39.7065126USAR40401600Wu=1.5WD+1.8WLWu=1.5840+1.8250Wu=1710Kg/m2Wu=0.171Kg/cm2PREDIMENSIONAMIENTO
DE VIGASVIGAS X - XANCHO TRIBUTARIO4.7m.LONGITUD
LIBRE8m.ln8=0.8m10100.1884.7=0.235m20USARh =0.6b =0.3VIGAS Y -
YANCHO TRIBUTARIO8m.LONGITUD
LIBRE4m.ln5.4=0.54m10108.5=0.425m20USARh =0.5b =0.4VIGA
SOLERADimensionamiento por criterio de igualdad de cuantias( cuando
la zona sismica es minima)VIGAS X - Xb * h2 = bo *
h02bohoDimensiones0.2350.80,30*0,60VIGAS Y - Yb * h2 = bo *
h02bohoDimensiones0.4250.72619673790,30*0,50Dimensionamiento por
criterio de igualdad de Rigideces( por sismo)b * h3 = bo *
h03bohoDimensiones0.2350.80,30*0,60b * h3 = bo *
h03bohoDimensiones0.4250.540,40*0,50RESUMEN DE DIMENSIONES DE
ELEMENTOS ESTRUCTURALES A UTILIZAR PARA EL
DISEODIMENSIONESbtVIGASCOLUMNASC15055X -XY -
YC250550,30*0,600,40*0,50C35040C44040Nota : para las dimensiones de
vigas se puede considera 0,30*0,50 para las dos
direcciones.PREDIMENSIONAMIENTO DE PLACASNota: se asumira0.15De
espesor de placa para el ultimo nivel segn norma ACI por lo tanto
el espesor para el semi sotano es de0.2
metrado carga verticalMETRADO DE CARGA VERTICALMETRADO DE CARGA
VERTICALMETRADO DE CARGA VERTICAL1 PISO2 3 4 PISO5 PISODIRECCION:
EJE XDIRECCION: EJE XDIRECCION: EJE X1) PORTICOS (1-1 =1-1 =1-1) (
parte Lateral, en el extremo)2) PORTICOS (2-2 =2-2 =2-2) ( parte
interior)1) PORTICOS (1-1 =1-1 =1-1) ( parte Lateral, en el
extremo)2) PORTICOS (2-2 =2-2 =2-2) ( parte interior)1) PORTICOS
(1-1 =1-1 =1-1) ( parte Lateral, en el extremo)2) PORTICOS (2-2
=2-2 =2-2) ( parte interior)altura del nivel3.5maltura del
nivel3.5maltura del nivel2.5maltura del nivel2.5maltura del
parapeto1maltura del parapeto1mAncho Tributario2mAncho
Tributario4mAncho Tributario2mAncho Tributario4mAncho
Tributario2mAncho Tributario4mseccion en x-x0.30.6mseccion en
x-x0.30.6mseccion en x-x0.30.6mseccion en x-x0.30.6mseccion en
x-x0.30.6mseccion en x-x0.30.6msobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga (s/c)250kg/m2Pes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPeso
p aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/macabado =100kg/macabado
=100kg/macabado =100kg/macabado =100kg/macabado =100kg/macabado
=100kg/mcielo razo =20kg/mcielo razo =20kg/mcielo razo =20kg/mcielo
razo =20kg/mcielo razo =20kg/mcielo razo
=20kg/m620620620620620620Peso T. Aligerado =1.054Tn/mPeso T.
Aligerado =2.294Tn/mPeso T. Aligerado =1.054Tn/mPeso T. Aligerado
=2.294Tn/mPeso T. Aligerado =1.054Tn/mPeso T. Aligerado
=2.294Tn/mPeso P. de viga =0.432Tn/mPeso P. de viga =0.432Tn/mPeso
P. de viga =0.432Tn/mPeso P. de viga =0.432Tn/mPeso P. de viga
=0.432Tn/mPeso P. de viga =0.432Tn/mPeso de muro =0.609Tn/mPeso de
muro =0.735Tn/mPeso de muro =0.399Tn/mPeso de muro =0.525Tn/mpeso
del parapeto =0.21Tn/mpeso del parapeto =0.21Tn/mWD =2.095Tn/mWD
=3.461Tn/mWD =1.885Tn/mWD =3.251Tn/mWD =1.696Tn/mWD =2.936Tn/mWL
=0.5Tn/mWL =1Tn/mWL =0.5Tn/mWL =1Tn/mWL =0.5Tn/mWL =1Tn/m3)
PORTICOS ( 3-3= 3-3 =3-3) ( parte interior)4) PORTICOS ( 4-4) (
parte Lateral, en el extremo)3) PORTICOS ( 3-3= 3-3 =3-3) ( parte
interior)4) PORTICOS ( 4-4) ( parte Lateral, en el extremo)3)
PORTICOS ( 3-3= 3-3 =3-3) ( parte interior)4) PORTICOS ( 4-4) (
parte Lateral, en el extremo)altura del nivel3.5maltura del
nivel3.5maltura del nivel2.5maltura del nivel2.5maltura del
parapeto1maltura del parapeto1mAncho Tributario4mAncho
Tributario2mAncho Tributario4mAncho Tributario2mAncho
Tributario4mAncho Tributario2mseccion en x-x0.30.6mseccion en
x-x0.30.6mseccion en x-x0.30.6mseccion en x-x0.30.6mseccion en
x-x0.30.6mseccion en x-x0.30.6msobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga (s/c)250kg/m2Pes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPeso
p aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/macabado =100kg/macabado
=100kg/macabado =100kg/macabado =100kg/macabado =100kg/macabado
=100kg/mcielo razo =20kg/mcielo razo =20kg/mcielo razo =20kg/mcielo
razo =20kg/mcielo razo =20kg/mcielo razo
=20kg/m620620620620620620Peso T. Aligerado =2.294Tn/mPeso T.
Aligerado =1.054Tn/mPeso T. Aligerado =2.294Tn/mPeso T. Aligerado
=1.054Tn/mPeso T. Aligerado =2.294Tn/mPeso T. Aligerado
=1.054Tn/mPeso P. de viga =0.432Tn/mPeso P. de viga =0.432Tn/mPeso
P. de viga =0.432Tn/mPeso P. de viga =0.432Tn/mPeso P. de viga
=0.432Tn/mPeso P. de viga =0.432Tn/mPeso de muro =0.735Tn/mPeso de
muro =0.609Tn/mPeso de muro =0.525Tn/mPeso de muro =0.399Tn/mPeso
de muro =0.21Tn/mPeso de muro =0.21Tn/mWD =3.461Tn/mWD =2.095Tn/mWD
=3.251Tn/mWD =1.885Tn/mWD =2.936Tn/mWD =1.696Tn/mWL =1Tn/mWL
=0.5Tn/mWL =1Tn/mWL =0.5Tn/mWL =1Tn/mWL =0.5Tn/m5) PORTICOS ( 4-4 =
4-4) ( parte interior)1) PORTICOS ( 5-5 =5-5) ( parte Lateral, en
el extremo)5) PORTICOS ( 4-4 = 4-4) ( parte interior)1) PORTICOS (
5-5 =5-5) ( parte Lateral, en el extremo)5) PORTICOS ( 4-4 = 4-4) (
parte interior)1) PORTICOS ( 5-5 =5-5) ( parte Lateral, en el
extremo)altura del nivel3.5maltura del nivel3.5maltura del
nivel2.5maltura del nivel2.5maltura del parapeto1maltura del
parapeto1mAncho Tributario4.7mAncho Tributario2.7mAncho
Tributario4.7mAncho Tributario2.7mAncho Tributario4.7mAncho
Tributario2.7mseccion en x-x0.30.6mseccion en x-x0.30.6mseccion en
x-x0.30.6mseccion en x-x0.30.6mseccion en x-x0.30.6mseccion en
x-x0.30.6msobre carga (s/c)250kg/m2sobre carga (s/c)250kg/m2sobre
carga (s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2Pes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/macabado =100kg/macabado
=100kg/macabado =100kg/macabado =100kg/macabado =100kg/macabado
=100kg/mcielo razo =20kg/mcielo razo =20kg/mcielo razo =20kg/mcielo
razo =20kg/mcielo razo =20kg/mcielo razo
=20kg/m620620620620620620Peso T. Aligerado =2.728Tn/mPeso T.
Aligerado =1.488Tn/mPeso T. Aligerado =2.728Tn/mPeso T. Aligerado
=1.488Tn/mPeso T. Aligerado =2.728Tn/mPeso T. Aligerado
=1.488Tn/mPeso P. de viga =0.432Tn/mPeso P. de viga =0.432Tn/mPeso
P. de viga =0.432Tn/mPeso P. de viga =0.432Tn/mPeso P. de viga
=0.432Tn/mPeso P. de viga =0.432Tn/mPeso de muro =0.735Tn/mPeso de
muro =0.609Tn/mPeso de muro =0.525Tn/mPeso de muro =0.399Tn/mPeso
de muro =0.21Tn/mPeso de muro =0.21Tn/mWD =3.895Tn/mWD =2.529Tn/mWD
=3.685Tn/mWD =2.319Tn/mWD =3.37Tn/mWD =2.13Tn/mWL =1.175Tn/mWL
=0.675Tn/mWL =1.175Tn/mWL =0.675Tn/mWL =1.175Tn/mWL
=0.675Tn/mDIRECCION: EJE YDIRECCION: EJE YDIRECCION: EJE Y1)
PORTICOS (A-A=A-A=A-A) ( parte Lateral, en el extremo)2) PORTICOS
(B-B =B-B =B-B) ( parte interior)1) PORTICOS (A-A=A-A=A-A) ( parte
Lateral, en el extremo)2) PORTICOS (B-B =B-B =B-B) ( parte
interior)1) PORTICOS (A-A=A-A=A-A) ( parte Lateral, en el
extremo)2) PORTICOS (B-B =B-B =B-B) ( parte interior)altura del
nivel3.5maltura del nivel3.5maltura del nivel2.5maltura del
nivel2.5maltura del parapeto1maltura del parapeto1mAncho
Tributario4mAncho Tributario8mAncho Tributario4mAncho
Tributario8mAncho Tributario4mAncho Tributario8mseccion en
x-x0.40.5mseccion en x-x0.40.5mseccion en x-x0.40.5mseccion en
x-x0.40.5mseccion en x-x0.40.5mseccion en x-x0.40.5msobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2Pes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/macabado =100kg/macabado
=100kg/macabado =100kg/macabado =100kg/macabado =100kg/macabado
=100kg/mcielo razo =20kg/mcielo razo =20kg/mcielo razo =20kg/mcielo
razo =20kg/mcielo razo =20kg/mcielo razo
=20kg/m620620620620620620Peso T. Aligerado =2.232Tn/mPeso T.
Aligerado =4.712Tn/mPeso T. Aligerado =2.232Tn/mPeso T. Aligerado
=4.712Tn/mPeso T. Aligerado =2.232Tn/mPeso T. Aligerado
=4.712Tn/mPeso P. de viga =0.48Tn/mPeso P. de viga =0.48Tn/mPeso P.
de viga =0.48Tn/mPeso P. de viga =0.48Tn/mPeso P. de viga
=0.48Tn/mPeso P. de viga =0.48Tn/mPeso de muro =0.63Tn/mPeso de
muro =0.735Tn/mPeso de muro =0.42Tn/mPeso de muro =0.525Tn/mPeso de
muro =0.21Tn/mPeso de muro =0.21Tn/mWD =3.342Tn/mWD =5.927Tn/mWD
=3.132Tn/mWD =5.717Tn/mWD =2.922Tn/mWD =5.402Tn/mWL =1Tn/mWL
=2Tn/mWL =1Tn/mWL =2Tn/mWL =1Tn/mWL =2Tn/m3) PORTICOS (B-B) ( parte
Lateral, en el extremo)4) PORTICOS (C-C =C-C =C-C)=C-C ( parte
interior)3) PORTICOS (B-B) ( parte Lateral, en el extremo)4)
PORTICOS (C-C =C-C =C-C)=C-C ( parte interior)3) PORTICOS (B-B) (
parte Lateral, en el extremo)4) PORTICOS (C-C =C-C =C-C)=C-C (
parte interior)altura del nivel3.5maltura del nivel3.5maltura del
nivel2.5maltura del nivel2.5maltura del parapeto1maltura del
parapeto1mAncho Tributario4mAncho Tributario8mAncho
Tributario4mAncho Tributario8mAncho Tributario4mAncho
Tributario8mseccion en x-x0.40.5mseccion en x-x0.40.5mseccion en
x-x0.40.5mseccion en x-x0.40.5mseccion en x-x0.40.5mseccion en
x-x0.40.5msobre carga (s/c)250kg/m2sobre carga (s/c)250kg/m2sobre
carga (s/c)250kg/m2sobre carga (s/c)250kg/m2sobre carga
(s/c)250kg/m2sobre carga (s/c)250kg/m2Pes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPes especfico C A2.4TnPes
especfico C A2.4TnPes especfico C A2.4TnPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/mPeso p
aligerado=500kg/mPeso p aligerado=500kg/macabado =100kg/macabado
=100kg/macabado =100kg/macabado =100kg/macabado =100kg/macabado
=100kg/mcielo razo =20kg/mcielo razo =20kg/mcielo razo =20kg/mcielo
razo =20kg/mcielo razo =20kg/mcielo razo
=20kg/m620620620620620620Peso T. Aligerado =2.232Tn/mPeso T.
Aligerado =4.712Tn/mPeso T. Aligerado =2.232Tn/mPeso T. Aligerado
=4.712Tn/mPeso T. Aligerado =2.232Tn/mPeso T. Aligerado
=4.712Tn/mPeso P. de viga =0.48Tn/mPeso P. de viga =0.48Tn/mPeso P.
de viga =0.48Tn/mPeso P. de viga =0.48Tn/mPeso P. de viga
=0.48Tn/mPeso P. de viga =0.48Tn/mPeso de muro =0.63Tn/mPeso de
muro =0.735Tn/mPeso de muro =0.42Tn/mPeso de muro =0.525Tn/mPeso de
muro =0.21Tn/mPeso de muro =0.21Tn/mWD =3.342Tn/mWD =5.927Tn/mWD
=3.132Tn/mWD =5.717Tn/mWD =2.922Tn/mWD =5.402Tn/mWL =1Tn/mWL
=2Tn/mWL =1Tn/mWL =2Tn/mWL =1Tn/mWL =2Tn/m5) PORTICOS (D-D=D-D=D-D)
( parte Lateral, en el extremo)RESUMEN DEL 1 PSIO5) PORTICOS
(D-D=D-D=D-D) ( parte Lateral, en el extremo)RESUMEN DEL 1 PSIO5)
PORTICOS (D-D=D-D=D-D) ( parte Lateral, en el extremo)RESUMEN DEL 1
PSIOaltura del nivel3.5mPORTICOS (ejes x)WDWLaltura del
nivel2.5mPORTICOS (ejes x)WDWLaltura del parapeto1mPORTICOS (ejes
x)WDWLAncho Tributario4m(1-1 =1-1 =1-1)2.0950.5Tn/mAncho
Tributario4m(1-1 =1-1 =1-1)1.8850.5Tn/mAncho Tributario4m(1-1 =1-1
=1-1)1.6960.5Tn/mseccion en x-x0.40.5m2-2 =2-2
=2-23.4611Tn/mseccion en x-x0.40.5m2-2 =2-2 =2-23.2511Tn/mseccion
en x-x0.40.5m2-2 =2-2 =2-22.9361Tn/msobre carga (s/c)250kg/m23-3=
3-3 =3-33.4611Tn/msobre carga (s/c)250kg/m23-3= 3-3
=3-33.2511Tn/msobre carga (s/c)250kg/m23-3= 3-3 =3-32.9361Tn/mPes
especfico C A2.4Tn4-42.0950.5Tn/mPes especfico C
A2.4Tn4-41.8850.5Tn/mPes especfico C A2.4Tn4-41.6960.5Tn/m( 4-4 =
4-4)3.8951.175Tn/m( 4-4 = 4-4)3.6851.175Tn/m( 4-4 =
4-4)3.371.175Tn/m( 5-5 =5-5)2.5290.675Tn/m( 5-5
=5-5)2.3190.675Tn/m( 5-5 =5-5)2.130.675Tn/mPeso p
aligerado=500kg/mPORTICOS (ejes y)WDWLPeso p
aligerado=500kg/mPORTICOS (ejes y)WDWLPeso p
aligerado=500kg/mPORTICOS (ejes y)WDWLacabado
=100kg/m(A-A=A-A=A-A)3.3421Tn/macabado
=100kg/m(A-A=A-A=A-A)3.1321Tn/macabado
=100kg/m(A-A=A-A=A-A)2.9221Tn/mcielo razo =20kg/m(B-B =B-B
=B-B)5.9272Tn/mcielo razo =20kg/m(B-B =B-B =B-B)5.7172Tn/mcielo
razo =20kg/m(B-B =B-B
=B-B)5.4022Tn/m620(B-B)3.3421Tn/m620(B-B)3.1321Tn/m620(B-B)2.9221Tn/m(C-C
=C-C =C-C)5.9272Tn/m(C-C =C-C =C-C)5.7172Tn/m(C-C =C-C
=C-C)5.4022Tn/mPeso T. Aligerado
=2.232Tn/m(D-D=D-D=D-D)3.3421Tn/mPeso T. Aligerado
=2.232Tn/m(D-D=D-D=D-D)3.1321Tn/mPeso T. Aligerado
=2.232Tn/m(D-D=D-D=D-D)2.9221Tn/mPeso P. de viga =0.48Tn/mPeso P.
de viga =0.48Tn/mPeso P. de viga =0.48Tn/mPeso de muro
=0.63Tn/mPeso de muro =0.42Tn/mPeso de muro =0.21Tn/mWD
=3.342Tn/mWD =3.132Tn/mWD =2.922Tn/mWL =1Tn/mWL =1Tn/mWL
=1Tn/mCarga Muerta Total en un Piso39.416Tn/mCarga Muerta Total en
un Piso37.106Tn/mCarga Muerta Total en un Piso34.334Tn/mCarga Viva
Total en un Piso11.85Tn/mCarga Viva Total en un Piso11.85Tn/mCarga
Viva Total en un Piso11.85Tn/m
METRADO DE CARGA SISMICADESCRIPCIONCALCULO54321SUB
TOTALTOTALPESO PROPIOAREAPESO DEL
ALIGERADO374.40.37440.37440.37440.37440.37441.8721.872TonPESO DEL
ACABADO100374.437.4437.4437.4437.4437.44187.2187.2TonPESO DEL
TABIQUE100374.437.4437.4437.4437.4437.44187.2187.2TonPESO DE VIGAN
DE VIGASSECCION DE LA VIGAPESO ESPECIFICO CONCRETOlong.
Viga2131.22131.2TonX - X12.4112268.8268.8268.8268.8268.81344Y -
Y12.465.6157.44157.44157.44157.44157.44787.2PESO DE LA COLUMNAN DE
COLUMNASSECCION DE LA COLUMNAPESO ESPECIFICO CONCRETOALTURA
TRIBUTARIA571.8571.8TonC11 PISO62.4343.243.22 PISO A 4
PISO62.42.53636361085 PISO62.41.251818C21 PISO52.4336362 PISO A 3
PISO52.42.5303030904 PISO52.41.251515C31 PISO32.4321.621.62 PISO A
3 PISO32.42.5303030904 PISO32.41.2599C41 PISO52.4336362 PISO A 3
PISO52.42.5303030904 PISO52.41.251515S U M A T O R I A T O T A
L558.4944627.4944627.4944627.4944638.29443079.272Ton18721872TonPara
el 1 AL 5 con S/C=0.25T/m374.4374.4374.4374.4374.4374.41872
CALCULO DE ZUCSCATEGORA A Y B (EDIFICACIONES ESENCIALES Y
EDIFICACIONES IMPORTANTES)N
PISOPLPDPI500400300200100SUMA0000CHEQUEO0=0El rango de que la
estructuras este bien es:0.8 qi , el edificio estar bien
estructurado,SI: 75%Vt > qi , el edificio estar bien
estructurado,Ki = Rigidez del prtico en analisisKi = Rigidez del
prtico en analisisKi = Rigidez del prtico en analisisKi = Rigidez
del prtico en analisisRi =Distancia perpendicular delRi =Distancia
perpendicular delRi =Distancia perpendicular delKi = Rigidez del
prtico en analisisRi =Distancia perpendicular delcentro de rigidez
al portico de anlisiscentro de rigidez al portico de anlisiscentro
de rigidez al portico de anlisisRi =Distancia perpendicular
delcentro de rigidez al portico de anlisisMt = Momento torsorMt =
Momento torsorMt = Momento torsorcentro de rigidez al portico de
anlisisMt = Momento torsorqi = Carga unitariaqi = Carga unitariaqi
= Carga unitariaMt = Momento torsorqi = Carga unitariaqi = Carga
unitariaXCR =0XCR =0XCR =0XCR =0YCR =0YCR =0YCR =0XCR =0YCR =0YCR
=01 PISO2 PISO3 PISO4 PISO5 PISOCUADRONota: para trabajar Ri, los
signos negativos lo aremos (+) por ser distanciasCUADRONota: para
trabajar Ri, los signos negativos lo aremos (+) por ser
distanciasCUADRONota: para trabajar Ri, los signos negativos lo
aremos (+) por ser distanciasCUADRONota: para trabajar Ri, los
signos negativos lo aremos (+) por ser distanciasCUADRONota: para
trabajar Ri, los signos negativos lo aremos (+) por ser
distanciasSISMO EN EJE (Y-Y)SISMO EN EJE (X-X)SISMO EN EJE
(Y-Y)SISMO EN EJE (X-X)SISMO EN EJE (Y-Y)SISMO EN EJE (X-X)SISMO EN
EJE (Y-Y)SISMO EN EJE (X-X)SISMO EN EJE (Y-Y)SISMO EN EJE
(X-X)PRTICORi (m); (+)K (Tn/cm)Ki * Riqi (Tn)Vt (Tn)V (Tn)qi (Tn)Vt
(Tn)V (Tn)PRTICORi (m); (+)K (Tn/cm)Ki * Riqi (Tn)Vt (Tn)V (Tn)qi
(Tn)Vt (Tn)V (Tn)PRTICORi (m); (+)K (Tn/cm)Ki * Riqi (Tn)Vt (Tn)V
(Tn)qi (Tn)Vt (Tn)V (Tn)PRTICORi (m); (+)K (Tn/cm)Ki * Riqi (Tn)Vt
(Tn)V (Tn)qi (Tn)Vt (Tn)V (Tn)PRTICORi (m); (+)K (Tn/cm)Ki * Riqi
(Tn)Vt (Tn)V (Tn)qi (Tn)Vt (Tn)V
(Tn)A000000A000000A000000A000000A000000B000000B000000B000000B000000B000000C000000C000000C000000C000000C000000D000000D000000D000000D000000D0000001000000100000010000001000000100000020000002000000200000020000002000000300000030000003000000300000030000004000000400000040000004000000400000050000005000000500000050000005000000SI:
75%Vt > qi , el edificio estar bien estructurado,SI: 75%Vt >
qi , el edificio estar bien estructurado,SI: 75%Vt > qi , el
edificio estar bien estructurado,SI: 75%Vt > qi , el edificio
estar bien estructurado,SI: 75%Vt > qi , el edificio estar bien
estructurado,de lo contrario se ubicara una nueva posicin las
placasde lo contrario se ubicara una nueva posicin las placasde lo
contrario se ubicara una nueva posicin las placasde lo contrario se
ubicara una nueva posicin las placasde lo contrario se ubicara una
nueva posicin las placasKi (Tn/cm)Ri =Ki * RKi (Tn/cm)Ri =Ki * RKi
(Tn/cm)Ri =Ki * RKi (Tn/cm)Ri =Ki * RKi (Tn/cm)Ri =Ki * R000Ki * Ri
=0000Ki * Ri =0000Ki * Ri =0000Ki * Ri =0000Ki * Ri
=0000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000
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x 5050 x 20altura h:1 piso3.52 -
5piso2.5VIGA(Y-Y)0.40.5EIv8333.3333333333COLUMC30.40.45EIc36075PLACA0.24Eip2133333.33333333PLACA
1 piso3.6878751501 2-4 piso7.2282352941KV ( Viga) =L(m) =4L(m)
=5.48333.33333333334166.66666666676172.83950617283086.41975308644166.66666666678333.33333333333086.41975308646172.83950617281
piso2- 5 pisoKc ( C3) =L(m) =3.5L(m)
=2.56942.85714285713471.4285714286972048603471.42857142866942.8571428571486097201
piso2- 5 pisoKV ( placa) =L(m) =3.5L(m)
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x 50TK20 x 5050 x 5050 x
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VECTOR DE CARGAS8. VECTOR DE DESPLAZAMIENTO LOCALES9 MOMENTO:
Deformacioneslocales10. CORTANTE32.65102d1-0.0000579635M1
=5.5201420594V1
=13.8363824895030.000085809242.907196653755.884d2-0.0000579635M2=4.1245883594V2=12.8987198635057.
VECTOR DE
DESPLAZAMIENTO0.000083922241.02093116306d3-0.0000579635M3=6.661444013V3=5.8822802644070.002034861613.926536912379.168d4-0.0001045307M4=-48.2000806522V4=-6.816135518509-0.000202669710.000094732524.34360633750100.00014377282d5-0.0001064177M5=-53.6431655034V5=-10.011717520110.000141885730.000092025918.6021541833102.44120.00209282514d60.0018445217M6=28.5968706509V6=16.8278530385013-0.000823428350.002195086430.3006149840140.00034303596d7-0.0000656186M7=-37.0026941712V7=-8.81092717160150.000340329370.00005295296.1644490705120.35160.00244338988d8-0.0000683252M8=-40.8950129659V8=-10.7640895934017-0.001845064690.00005285193.2206993890180.000461607510d90.0020347353M9=32.7263329105V9=19.5750167650190.0004615064110.002664342835.7862257670200.003072997412d10-0.0000177672M10=-23.2593069272V10=-11.2817348036-0.0030435014130.0000015498-16.22676488550.000480924514d11-0.0000178683M11=-32.6486101552V11=-17.56561890520.000471992515-0.0000073822-28.83105601290.004810699816d120.0025936227M12=46.2602521048V12=28.8473537088-0.004203554170.004331325154.7054858760.000439789218d130.0000169035M13=-1.4336295536V13=-4.39054526120.000446907619-0.0000242318-13.933278860511.VERIFICACION
DE LA
DERIVADA-0.001132202920d140.0000079715M14=-6.5631432397V14=1731.0172450186-0.00001711346065.1235008047N:
E-0.30 =0.007 x
h(m)d150.0043466788M15=34.4920694375V15=8.434340755-0.0015962239-4.971876795d160.000286602M16=2.6478980512V16=2.11598875791
piso =0.0073.50.02450.0002847152.64207384352 piso
=0.0072.50.0175d170.0001418857M17=7.3351745495V17=8.27670679463
piso =0.0072.50.01750.002092825113.35659243694 piso
=0.0072.50.0175d180.0006847185M18=6.3316323421V18=5.06196439335
piso
=0.0072.50.01750.00068201196.3232786411d190.0003403293M19=9.6421246499V19=10.31007070210.002443389816.13305210551=0.0000571429