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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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