trabajo de antisismica i.xls

Hoja1Edificacin de Concreto Armado, ubicado en la ciudad de Tarapoto, cuyo usoesta destinado a oficinas. Disear dicha edificacion considerando cargas degravedad y de sismo.PRIMERA PARTE1.- PREDIMENSIONAMIENTO DE LOS ELEMTOS ESTRUCTURALES(VIGAS, COLUMNAS Y LOSA)1.1.- Pre Dimensionamiento de Losa AligeradaPara el calculo se utilizo la siguiente formula:Fig.01Donde:L=Luz Libre Entre Ejese=Espesor de la Losade la fig. 01 la luz sera(m)L=4.7e=4.7/25=0.188e=20cm1.2.- Pre Dimensionamiento de VigasSe determinara considerando el mayor area tributaria sobre el cual actuan las cargas degrabedad para vigas principales y secundarias respectivamente, aplicando la formula:1.2.1.- Vigas Principales(oficinas o departamentos)Fig.02de la fig.02:Ancho Tributario=(4.7+4.5)/2=4.6mb=4.6/20=0.23b=0.25mde la fig.02:Ln=6.8mh=6.8/110.6181818182h=0.60m1.2.2.- Vigas Secundarias(oficinas o departamentos)Fig.03de la fig.03:Ancho Tributario=(6.8+6.4)/2=6.6mb=6.6/20=0.33b=0.35mde la fig.03:Ln=4.7mh=4.7/110.4272727273h=0.45m1.2.3.- Redondeo de las Dimensiones de la VigaEn las modificaciones de las secciones de la viga se mantendra la rigidez lateral de la vigay un ancho minimo de 25cm de tal manera que garantice un buen comportamiento sismicoseaK=Rigidez LateralI=Momento de Inercia respecto a C.G.L=Longitud de la VigaEntonces:debe cumplirK0=Rigidez inicialK=Rigidez FinalPara la Viga Principalb0=0.25mh0=0.60mAsumimos un amcho de =0.3mb=0.30mh=0.56mh=0.55mPara la Viga Secundariab0=0.35mh0=0.45mAsumimos un amcho de =0.3mb=0.30mh=0.47mh=0.45m1.3.- Pre Dimensionamiento de ColumnasEl pre dimensionamiento de la columna se efectuara considerando la mayor area de influnciadonde actua las cargas de gravedad del 2, 3 y 4 nivel, para esto se aplica la siguenteformula:Donde:D= Lado de la Seccion de la columnan=0.25P= Peso Actuante1.25(PD+PL)PD=Peso de la Carga MuertaPL= Peso de la Carga VivaEspecificaciones:* Materiales:Concreto210kg/cm2Acero4200kg/cm2Und. De Albaileria1350kg/m3Mortero de Cemento2000kg/m3Concreto Armado2400kg/m3* Losa Aligada (e=0.20m)300kg/m2* Tabiqueria100kg/m2* Acabados100kg/m2* S/C para oficinas250kg/cm2* S/C azotea150kg/cm2# de Pisos4Fig.046.64.6a.- Carga VivaPL=(250x3+150)(6.6x4.6)=27.32tnb.- Carga MuertaP. Aligerado=4*300(6.6-0.3)(4.6-0.3)=32.51tnP. Tabique =3*100(6.6-0.3)(4.6-0.3)=8.13tnP. Acabados =4*100(6.6-0.3)(4.6-0.3)=10.84tnP. Viga Prin=4*2.4*(0.3*0.55*6.6)=10.45tnP. Viga Prin=4*2.4*(0.3*0.45*4.6)=5.96tnPD=67.89tnP=1.25(PD+PL)=119.01tn=47.61cmb*t=2266.9285714286cm2si asumimosb=50cmt=50cm

&L&"Trebuchet MS,Normal"&8&G&C&"Trebuchet MS,Normal"&8Universidad Nacional de San MartinFacultad de Ingenieria Civil&R&"Trebuchet MS,Normal"&8Area de EstructurasIngenieria Antisismca

Hoja1 (2)2.- Metrar Cargas Muertas y Vivas, repartiendo adecuadamente la carga que corresporde a cada porticoEspecificaciones:* Materiales:4.7Concreto210kg/cm2Acero4200kg/cm2Und. De Albaileria1350kg/m34.5Mortero de Cemento2000kg/m3Concreto Armado2400kg/m3* Losa Aligada (e=0.20m)300kg/m2* Tabiqueria100kg/m24.7* Acabados100kg/m2* S/C para oficinas250kg/cm2* S/C azotea150kg/cm26.806.406.00# de Pisos4V. Principalb=0.30mh=0.55mV. Secund.b=0.30mh=0.45mVigas PrincipalesPortico A y DEn los Niveles 1 - 2 y 3Carga MuertaP. V. Princ=0.3*0.55*2.4=0.396tn/mlP. Losa Alg=0.3*(2.35-0.3)=0.615tn/mlP. Acabado=0.1*(2.35)=0.235tn/mlP. Tabique=0.1*(2.35)=0.235tn/ml2.35WD=1.481tn/mlCarga VivaWL=0.25*(2.35)=0.5875tn/mlEn AzoteaCarga MuertaP. V. Princ=0.3*0.55*2.4=0.396tn/ml2.35P. Losa Alg=0.3*(2.35-0.3)=0.615tn/mlP. Acabado=0.1*(2.35)=0.235tn/ml6.806.406.00WD=1.246tn/mlCarga VivaWL=0.15*(2.35)=0.3525tn/mlPortico CEn los Niveles 1 - 2 y 3Carga MuertaP. V. Princ=0.3*0.55*2.4=0.396tn/mlP. Losa Alg=0.3*(4.6-0.3)=1.29tn/mlP. Acabado=0.1*(4.6)=0.46tn/mlP. Tabique=0.1*(4.6)=0.46tn/mlWD=2.606tn/mlCarga VivaWL=0.25*(4.6)=1.15tn/ml4.6En AzoteaCarga MuertaP. V. Princ=0.3*0.55*2.4=0.396tn/mlP. Losa Alg=0.3*(4.6-0.3)=1.29tn/mlP. Acabado=0.1*(4.6)=0.46tn/ml6.806.406.00WD=2.146tn/mlCarga VivaWL=0.15*(4.6)=0.69tn/mlPortico BEn Nivel 1Carga MuertaP. V. Princ=0.3*0.55*2.4=0.396tn/mlP. Losa Alg=0.3*(4.6-0.3)=1.29tn/mlP. Acabado=0.1*(4.6)=0.46tn/mlP. Tabique=0.1*(4.6)=0.46tn/mlWD=2.606tn/ml4.6Carga VivaWL=0.25*(4.6)=1.15tn/mlEn Nivel 2Carga MuertaP. V. Princ=0.3*0.55*2.4=0.396tn/mlP. Losa Alg=0.3*(4.6-0.3)=1.1955tn/mlP. Acabado=0.1*(4.6)=0.46tn/mlP. Tabique=0.1*(4.5/2+0.3/2)=0.24tn/ml6.806.406.00WD=2.2915tn/mlCarga VivaEn Nivel 3WL=0.25*(4.5/2)+0.15*(4.7/2)=0.915tn/mlCarga MuertaEn AzoteaP. V. Princ=0.3*0.55*2.4=0.396tn/mlCarga MuertaP. Losa Alg=0.3*(4.5/2-0.3/2)=0.63tn/mlP. V. Princ=0.3*0.55*2.4=0.396tn/mlP. Acabado=0.1*(4.5/2+0.3/2)=0.24tn/mlP. Losa Alg=0.3*(4.5/2-0.3/2)=0.63tn/mlP. Tabique=0.1*(4.5/2+0.3/2)=0.24tn/mlP. Acabado=0.1*(4.5/2+0.3/2)=0.24tn/mlWD=1.506tn/mlWD=1.266tn/mlCarga VivaCarga VivaWL=0.25*(4.5/2+0.3/2)=0.6tn/mlWL=0.15*(4.5/2+0.3/2)=0.36tn/mlVigas SecundariasPortico 1 y 4En los Niveles 1 - 2 y 3Carga MuertaP. V.Secund=0.3*0.45*2.4=0.324tn/mlP. Losa Alg=0.3*(0.5)=0.15tn/mlP. Acabado=0.1*(0.5)=0.05tn/mlP. Tabique=0.1*(0.5)=0.05tn/ml4.7WD=0.574tn/mlCarga VivaWL=0.25*(0.5)=0.125tn/ml4.5En AzoteaCarga Muerta4.7P. V. Princ=0.3*0.45*2.4=0.324tn/mlP. Losa Alg=0.3*(0.5)=0.15tn/mlP. Acabado=0.1*(0.5)=0.05tn/ml0.50WD=0.524tn/mlCarga VivaWL=0.15*(0.5)=0.075tn/mlPortico 2 y 3En los Niveles 1 - 2 y 3Carga MuertaP. V.Secund=0.3*0.45*2.4=0.324tn/mlP. Losa Alg=0.3*(1)=0.3tn/mlP. Acabado=0.1*(1)=0.1tn/mlP. Tabique=0.1*(1)=0.1tn/ml4.7WD=0.824tn/mlCarga VivaWL=0.25*(1)=0.25tn/ml4.5En AzoteaCarga Muerta4.7P. V. Princ=0.3*0.45*2.4=0.324tn/mlP. Losa Alg=0.3*(1)=0.3tn/mlP. Acabado=0.1*(1)=0.1tn/ml1.00WD=0.724tn/mlCarga VivaWL=0.15*(1)=0.15tn/ml


Hoja1 (3)SEGUNDA PARTE1.- ANALISIS DINAMICO1.1.- Calculo de la Masa en Cada PisoEspecificaciones:* Materiales:Concreto210kg/cm2Acero4200kg/cm2Und. De Albaileria1350kg/m3Mortero de Cemento2000kg/m3Concreto Armado2400kg/m3* Losa Aligada (e=0.20m)300kg/m2* Tabiqueria100kg/m2* Acabados100kg/m2* S/C para oficinas250kg/cm2* S/C azotea150kg/cm2# de Pisos4V. Principalb=0.30mh=0.55mV. Secund.b=0.30mh=0.45mColumnab=0.50mt=0.50mPRIMER NIVELP. Losa Alig=0.3*(26.8975+25.865+23.4975+26.61+25.58+23.25+26.8975+25.865+23.4975)=68.39TnP. de V.P=4*2.4(0.3*0.55*(6.05+5.9+5.25)=27.24TnP. de V.S=4*2.4(0.3*0.45*(3.95+4+3.95)=15.42TnP. Acabado=0.1(19.20*13.90-0.5*0.5*16)=26.29TnP. Tabiquer=0.1(19.20*13.90-0.5*0.5*16)=26.29TnP. Muro=1.35*0.15*2.70*2*(6.05+5.9+5.25)+1.35*0.15*2.80*2*(3.95+4+3.95)=32.30TnP. Columna=16*2.4*0.5*0.5*3.25=31.20TnWD=227.13TnWL=0.25(19.20*13.90-0.5*0.5*16)=WL=65.72TnSEGUNDO NIVELP. Losa Alig=0.3*(26.8975+25.865+23.4975+26.61+25.58+23.25+26.8975+25.865+23.4975)=68.39TnP. de V.P=4*2.4(0.3*0.55*(6.05+5.9+5.25)=27.24TnP. de V.S=4*2.4(0.3*0.45*(3.95+4+3.95)=15.42TnP. Acabado=0.1(19.20*13.90-0.5*0.5*12)=26.39TnP. Tabiquer=0.1(19.20*9.45-0.5*0.5*12)=17.84TnP. Muro=1.35*0.15*2.45*2*(6.05+5.9+5.25)+1.35*0.15*2.55*2*(+4+3.95)=25.28TnP. Columna=12*2.4*0.5*0.5*3=21.60TnWD=202.16TnWL=0.25(19.20*9.45-0.5*0.5*12)+0.15(19.20*4.45)=WL=57.43TnTERCER NIVELP. Losa Alig=0.3*(26.8975+25.865+23.4975+26.61+25.58+23.25)=45.51TnP. de V.P=3*2.4(0.3*0.55*(6.05+5.9+5.25)=20.43TnP. de V.S=4*2.4(0.3*0.45*(3.95+4)=10.30TnP. Acabado=0.1(19.20*9.45-0.5*0.5*12)=17.84TnP. Tabiquer=0.1(19.20*9.45-0.5*0.5*12)=17.84TnP. Muro=1.35*0.15*2.45*2*(6.05+5.9+5.25)+1.35*0.15*2.55*2*(+4+3.95)=25.28TnP. Columna=12*2.4*0.5*0.5*3=21.60TnWD=158.81TnWL=0.25(19.20*9.45-0.5*0.5*12)=WL=44.61TnCUARTO NIVELP. Losa Alig=0.3*(26.8975+25.865+23.4975+26.61+25.58+23.25)=45.51TnP. de V.P=3*2.4(0.3*0.55*(6.05+5.9+5.25)=20.43TnP. de V.S=4*2.4(0.3*0.45*(3.95+4)=10.30TnP. Acabado=0.1(19.20*9.45-0.5*0.5*12)=17.84TnP. Muro=1.35*0.15*0.95*2*(6.05+5.9+5.25)+1.35*0.15*1.05*2*(+4+3.95)=10.00TnP. Columna=12*2.4*0.5*0.5*1.5=10.80TnWD=114.89TnWL=0.15(19.20*9.45)=WL=27.22TnCALCULO DE MASA EN CADA NIVELg=981cm/seg2M4=121.69/981=0.1241tn-seg2/cmm1=227.13+0.25*(65.72)P1=243.56M3=169.96/981=0.1733tn-seg2/cmm2=202.16+0.25*(57.43)P2=216.52M2=216.52/981=0.2207tn-seg2/cmm3=158.81+0.25*(44.61)P3=169.96M1=243.56/981=0.2483tn-seg2/cmm4=114.89+0.25*(27.22)P4=121.69


Hoja1 (4)1.2.- Calculo de la Rigidez Lateral de cada piso en ambas direcciones1.2.1.En el Eje X-X3.003.506.806.406.00Portico A-AInercia de la Viga PrincipalInercia de la Columnab(cm)=30.00b(cm)=50.00h(cm)=55.00h(cm)=50.00IVP=415937.5cm4ICOL=520833.33cm4Modulo de Elasticidad217370.65Rigidez LateralEn el Primer Nivelh=350.00KLE1=31686.68kg/cmEn el Segundo Nivelh=300.00KLE2=50317.28kg/cmRigidez RelativaElementoInercia(Cm4)Long(Cm)K(Cm3)Caso de Elemento Empotrado(1)(2)(1)/(2)en un lado y continuo en elC-1520833.33350.001488.10otroC-2520833.33300.001736.11V-1415937.5680.00611.67V-2415937.5640.00649.90V-3415937.5600.00693.23En el Primer NivelColumnaKaKLA1-20.41100.377911973.19004-50.84780.473314996.43007-80.90260.483215311.590010-110.46580.391712411.3600Suma54692.57KL 1 NIVEL=54.69tn/cmCaso de Elementos Continuosen ambos ExtremosEn el Segundo NivelColumnaKaKLA2-30.35230.14987536.345-60.72670.266513409.718-90.77360.278914034.8411-120.39930.16648373.99Suma43354.88KL 2 NIVEL=43.35tn/cm3.003.003.003.506.806.406.00Portico B - C y DInercia de la Viga PrincipalInercia de la Columnab(cm)=30.00b(cm)=50.00h(cm)=55.00h(cm)=50.00IVP=415937.5cm4ICOL=520833.33cm4Modulo de Elasticidad217370.65Rigidez LateralEn el Primer Nivelh=350.00KLE1=31686.68kg/cmEn el Seg. terc. Y cuart. Nivelh=300.00KLE2=50317.28kg/cmRigidez RelativaElementoInercia(Cm4)Long(Cm)K(Cm3)Caso de Elemento Empotrado(1)(2)(1)/(2)en un lado y continuo en elC-1520833.33350.001488.10otroC-2520833.33300.001736.11V-1415937.5680.00611.67V-2415937.5640.00649.90V-3415937.5600.00693.23En el Primer NivelColumnaKaKLA1-20.41100.377911973.19006-70.84780.473314996.430011-120.90260.483215311.590016-170.46580.391712411.3600Suma54692.57KL 1 NIVEL=54.69tn/cmCaso de Elementos Continuosen ambos ExtremosEn el Seg, terc y cuarto NivelColumnaKaKLA2-30.35230.14987536.347-80.72670.266513409.7112-130.77360.278914034.8417-180.39930.16648373.99Suma43354.88KL 2 NIVEL=43.35tn/cmRigidez en el Eje X-XM4=0.1241tn-seg2/cmKL=4 nivel(tn/cm)=130.05M3=0.1733tn-seg2/cmKL=3 nivel(tn/cm)=130.05M2=0.2207tn-seg2/cmKL=2 nivel(tn/cm)=173.40M1=0.2483tn-seg2/cmKL=1 nivel(tn/cm)=218.76


Hoja1 (5)1.2.2.En el Eje Y-Y3.003.003.003.504.704.504.70Portico 1 - 2 - 3 y 4Inercia de la Viga SecundariaInercia de la Columnab(cm)=30.00b(cm)=50.00h(cm)=45.00h(cm)=50.00IVS=227812.5cm4ICOL=520833.33cm4Modulo de Elasticidad217370.65Rigidez LateralEn el Primer Nivelh=350.00KLE1=31686.68kg/cmEn el Seg. terc. Y cuart. Nivelh=300.00KLE2=50317.28kg/cmRigidez RelativaCaso de Elemento EmpotradoElementoInercia(Cm4)Long(Cm)K(Cm3)en un lado y continuo en el(1)(2)(1)/(2)otroC-1520833.33350.001488.10C-2520833.33300.001736.11V-1227812.5470.00484.71V-2227812.5450.00506.25V-3227812.5470.00484.71En el Primer NivelColumnaKaKLA1'-2'0.32570.355011250.03004'-5'0.66590.437313857.95009'-10'0.66590.437313857.950014'-15'0.32570.355011250.0300Suma50215.9600KL 1 NIVEL=50.22tn/cmCaso de Elementos Continuosen ambos ExtremosEn el Segundo NivelColumnaKaKLA2'-3'0.27920.12256163.695'-6'0.57080.222011171.9510'-11'0.57080.222011171.9515'-16'0.27920.12256163.69Suma34671.28KL 2 NIVEL=34.67tn/cmEn el Tercer NivelEn el Cuarto NivelColumnaKaKLAColumnaKaKLA6'-7'0.43120.18929519.447'-8'0.29160.12796437.611'-12'0.57080.222011171.9512'-13'0.57080.222011171.9516'-17'0.27920.12256163.6917'-18'0.27920.12256163.69Suma26855.08Suma23773.24KL 3 NIVEL=26.86tn/cmKL 4 NIVEL=23.77tn/cmRigidez en el Eje Y-YM4=0.1241tn-seg2/cmKL=4 nivel(tn/cm)=95.08M3=0.1733tn-seg2/cmKL=3 nivel(tn/cm)=107.44M2=0.2207tn-seg2/cmKL=2 nivel(tn/cm)=138.68M1=0.2483tn-seg2/cmKL=1 nivel(tn/cm)=200.88


Hoja1 (6)1.3 Clculo de las Formas de Modo de Vibracin del Sistema Estrucutural en ambas Direcciones1.3.1En el Eje Y-YPRIMERA FORMA DE MODO - METODO DE STODOLAM1=0.2483=2.00mK1=200.88=2.11KM2=0.2207=1.78mK2=138.68=1.46KM3=0.1733=1.40mK3=107.44=1.13KM4=0.1241=1.00mK4=95.08=1.00K2.001.781.401.002.111.461.131.001.002.003.004.002.003.564.204.0013.7611.768.204.006.528.057.264.006.5214.5721.8325.831.002.233.353.961.002.233.353.962.003.984.693.9614.6312.638.653.966.938.657.653.966.9315.5823.2327.191.002.253.353.921.002.253.353.922.004.004.693.9214.6112.618.613.926.928.647.623.926.9215.5623.1827.101.002.253.353.92Tomando la Ultima interacionFrecuencia de Vibracionentonces la frecuencia sera:wn=10.526859828rad/segPeriodo de Vibracionentonces el periodo seraT=0.60segSEGUNDA FORMA DE MODO - METODO DE HOLZERM1=0.2483tn-seg2/cmK1=200.88tn/cmM2=0.2207tn-seg2/cmK2=138.68tn/cmM3=0.1733tn-seg2/cmK3=107.44tn/cmM4=0.1241tn-seg2/cmK4=95.08tn/cm6*10.53^2=664.89rad/seg0.24830.22070.17330.1241200.88138.68107.4495.081.001.26-0.13-1.54165.09184.89-14.98-127.07200.8835.79-149.1-134.121.000.26-1.39-1.41Res=-7.05705.001.001.001.19-0.29-1.59175.05185.16-35.43-139.11200.8825.83-159.33-123.91.000.19-1.48-1.3Res=15.21678.141.001.001.23-0.18-1.55168.38184.09-21.15-130.44200.8832.5-151.59-130.441.000.23-1.41-1.37Res=0Periodo de Vibracionentonces el periodo serawn=26.0411213276rad/segT=0.24segTERCERA FORMA DE MODO - METODO DE HOLZERM1=0.2483tn-seg2/cmK1=200.88tn/cmM2=0.2207tn-seg2/cmK2=138.68tn/cmM3=0.1733tn-seg2/cmK3=107.44tn/cmM4=0.1241tn-seg2/cmK4=95.08tn/cmwn=10.53rad/seg15*10.53^2=1663.21rad/seg0.24830.22070.17330.1241200.88138.68107.4495.081.00-0.53-0.691.22412.98-194.55-198.88251.81200.88-212.1-17.55181.331.00-1.53-0.161.91Res=-70.481500.001.001.00-0.24-1.100.94372.45-79.45-285.95174.98200.88-171.57-92.12193.831.00-1.24-0.862.04Res=18.851536.851.001.00-0.30-1.041.04381.6-101.75-276.99198.35200.88-180.72-78.97198.021.00-1.3-0.742.08Res=-0.33Periodo de Vibracionentonces el periodo serawn=39.2026976113rad/segT=0.16segCUARTA FORMA DE MODO - METODO DE HOLZERM1=0.2483tn-seg2/cmK1=200.88tn/cmM2=0.2207tn-seg2/cmK2=138.68tn/cmM3=0.1733tn-seg2/cmK3=107.44tn/cmM4=0.1241tn-seg2/cmK4=95.08tn/cmwn=10.53rad/seg30*10.53^2=3326.43rad/seg0.24830.22070.17330.1241200.88138.68107.4495.081.00-3.5114.66-53.70825.95-2576.848451.05-22167.9200.88-625.071951.77-6499.281.00-4.5118.17-68.36Res=15668.622050.001.001.00-1.221.05-0.31509.02-551.97373.03-78.87200.88-308.14243.83-129.21.00-2.222.27-1.36Res=-50.332096.161.001.00-1.301.32-0.76520.48-601.41479.51-197.7200.88-319.6281.81-197.71.00-2.32.62-2.08Res=0Periodo de Vibracionentonces el periodo serawn=45.7838399438rad/segT=0.14segCuadro Resumen de Formas de ModoPrimera Forma de ModoNivel11.001.000.24830.2480.24822.255.050.22070.4961.11633.3511.240.17330.5811.94743.9215.390.12410.4871.9101.8125.221F.P.M.=0.3470855011Segunda Forma de ModoNivel11.001.000.24830.2480.24821.231.510.22070.2710.3343-0.180.030.1733-0.0310.0064-1.552.400.1241-0.1920.2980.2960.886F.P.M.=0.3343393206Tercera Forma de ModoNivel11.001.000.24830.2480.2482-0.300.090.2207-0.0660.0203-1.041.080.1733-0.1800.18741.041.080.12410.1290.1340.1310.590F.P.M.=0.221965335Cuarta Forma de ModoNivel11.001.000.24830.2480.2482-1.301.690.2207-0.2870.37331.321.740.17330.2290.3024-0.760.580.1241-0.0940.0720.0960.995F.P.M.=0.10


Hoja1 (7)1.3.2En el Eje X-XPRIMERA FORMA DE MODO - METODO DE STODOLAM1=0.2483=2.00mK1=218.76=1.68KM2=0.2207=1.78mK2=173.40=1.33KM3=0.1733=1.40mK3=130.05=1.00KM4=0.1241=1.00mK4=130.05=1.00K2.001.781.401.001.681.331.001.001.002.003.004.002.003.564.204.0013.7611.768.204.008.198.848.204.008.1917.0325.2329.231.002.083.083.571.002.083.083.572.003.704.313.5713.5811.587.883.578.088.717.883.578.0816.7924.6728.241.002.083.053.501.002.083.053.502.003.704.273.5013.4711.477.773.508.028.627.773.508.0216.6424.4127.911.002.073.043.481.002.073.043.482.003.694.263.4813.4311.437.743.487.998.597.743.487.9916.5824.3227.801.002.083.043.48Tomando la Ultima interacionFrecuencia de Vibracionentonces la frecuencia sera:wn=11.4525365868rad/segPeriodo de Vibracionentonces el periodo seraT=0.55segSEGUNDA FORMA DE MODO - METODO DE HOLZERM1=0.2483tn-seg2/cmK1=218.76tn/cmM2=0.2207tn-seg2/cmK2=173.4tn/cmM3=0.1733tn-seg2/cmK3=130.05tn/cmM4=0.1241tn-seg2/cmK4=130.05tn/cm6*11.45^2=786.96rad/seg0.24830.22070.17330.1241218.76173.40130.05130.051.001.13-0.20-1.32195.4196.26-27.28-128.91218.7623.36-172.9-145.621.000.13-1.33-1.12Res=-16.71810.121.001.001.10-0.28-1.35201.15196.67-39.31-135.72218.7617.61-179.06-139.751.000.1-1.38-1.07Res=-4.03815.951.001.001.09-0.30-1.36202.6196.29-42.42-137.71218.7616.16-180.13-137.711.000.09-1.39-1.06Res=0Periodo de Vibracionentonces el periodo serawn=28.5648385257rad/segT=0.22segTERCERA FORMA DE MODO - METODO DE HOLZERM1=0.2483tn-seg2/cmK1=218.76tn/cmM2=0.2207tn-seg2/cmK2=173.4tn/cmM3=0.1733tn-seg2/cmK3=130.05tn/cmM4=0.1241tn-seg2/cmK4=130.05tn/cmwn=11.45rad/seg15*11.45^2=1966.54rad/seg0.24830.22070.17330.1241218.76173.40130.05130.051.00-0.55-0.791.04488.29-238.71-269.23253.81218.76-269.53-30.82238.411.00-1.55-0.241.83Res=-15.41935.231.001.00-0.51-0.851.00480.52-217.82-285.07240.16218.76-261.76-43.94241.131.00-1.51-0.341.85Res=0.971939.041.001.00-0.51-0.851.00481.46-218.25-285.63240.63218.76-262.7-44.45241.181.00-1.51-0.341.85Res=0.55Periodo de Vibracionentonces el periodo serawn=44.034531904rad/segT=0.14segCUARTA FORMA DE MODO - METODO DE HOLZERM1=0.2483tn-seg2/cmK1=218.76tn/cmM2=0.2207tn-seg2/cmK2=173.4tn/cmM3=0.1733tn-seg2/cmK3=130.05tn/cmM4=0.1241tn-seg2/cmK4=130.05tn/cmwn=11.45rad/seg30*11.45^2=3933.08rad/seg0.24830.22070.17330.1241218.76173.40130.05130.051.00-3.3713.30-39.74976.58-2925.269065.32-19396.9218.76-757.822167.44-6897.881.00-4.3716.67-53.04Res=12499.022615.011.001.00-1.481.78-1.17649.31-854.16806.66-379.69218.76-430.55423.61-383.051.00-2.483.26-2.95Res=-3.362617.101.001.00-1.491.81-1.20649.83-860.62820.91-389.74218.76-431.07429.55-391.361.00-2.493.3-3.01Res=-1.62Periodo de Vibracionentonces el periodo serawn=51.1575996309rad/segT=0.12segCuadro Resumen de Formas de ModoPrimera Forma de ModoNivel11.001.000.24830.2480.24822.084.310.22070.4580.95033.049.260.17330.5271.60643.4812.110.12410.4321.5021.6664.307F.P.M.=0.3867479129Segunda Forma de ModoNivel11.001.000.24830.2480.24821.091.190.22070.2410.2623-0.300.090.1733-0.0520.0164-1.361.850.1241-0.1690.2300.2680.756F.P.M.=0.35479178Tercera Forma de ModoNivel11.001.000.24830.2480.2482-0.510.260.2207-0.1130.0573-0.850.720.1733-0.1470.12541.001.000.12410.1240.1240.1130.555F.P.M.=0.2027663048Cuarta Forma de ModoNivel11.001.000.24830.2480.2482-1.492.220.2207-0.3290.49031.813.280.17330.3140.5684-1.201.440.1241-0.1490.1790.0841.485F.P.M.=0.061.4 Calculo de Factores de Participacin de Modo (f.p.m.), para cada forma de modo y en ambas direcciones1.4.1 En el Eje Y -YCUADRO REDUMEN DE F.P.M.FORMA DE MODOF.P.M.10.3520.3330.2240.101.4.2 En el Eje X -XCUADRO REDUMEN DE F.P.M.FORMA DE MODOF.P.M.10.3920.3530.2040.061.5 Clculoo del Espectro Terico del R.N.C.1.5.1 Desplazamientos laterales de cada piso en ambas direcciones


Hoja21.3 Clculo de las Formas de Modo de Vibracin del Sistema Estrucutural en ambas Direcciones1.3.1En el Eje X - XPRIMERA FORMA DE MODOM1=M2=M3=M4=

Hoja3

MBD00138DB6.unknown

MBD00138DF6.unknown

MBD00138E17.unknown

MBD00138E2A.unknown

MBD0013D693.unknown

MBD0013D697.unknown

MBD0013D699.unknown

MBD00164A36.unknown

MBD0013D69A.unknown

MBD0013D698.unknown

MBD0013D695.unknown

MBD0013D696.unknown

MBD0013D694.unknown

MBD00138E2E.unknown

MBD0013D691.unknown

MBD0013D692.unknown

MBD00138E2F.unknown

MBD00138E2C.unknown

MBD00138E2D.unknown

MBD00138E2B.unknown

MBD00138E21.unknown

MBD00138E26.unknown

MBD00138E28.unknown

MBD00138E29.unknown

MBD00138E27.unknown

MBD00138E24.unknown

MBD00138E25.unknown

MBD00138E22.unknown

MBD00138E1B.unknown

MBD00138E1F.unknown

MBD00138E20.unknown

MBD00138E1C.unknown

MBD00138E19.unknown

MBD00138E1A.unknown

MBD00138E18.unknown

MBD00138E06.unknown

MBD00138E0E.unknown

MBD00138E12.unknown

MBD00138E14.unknown

MBD00138E15.unknown

MBD00138E13.unknown

MBD00138E10.unknown

MBD00138E11.unknown

MBD00138E0F.unknown

MBD00138E0A.unknown

MBD00138E0C.unknown

MBD00138E0D.unknown

MBD00138E0B.unknown

MBD00138E08.unknown

MBD00138E09.unknown

MBD00138E07.unknown

MBD00138DFE.unknown

MBD00138E02.unknown

MBD00138E04.unknown

MBD00138E05.unknown

MBD00138E03.unknown

MBD00138E00.unknown

MBD00138E01.unknown

MBD00138DFF.unknown

MBD00138DFA.unknown

MBD00138DFC.unknown

MBD00138DFD.unknown

MBD00138DFB.unknown

MBD00138DF8.unknown

MBD00138DF9.unknown

MBD00138DF7.unknown

MBD00138DD6.unknown

MBD00138DE6.unknown

MBD00138DEE.unknown

MBD00138DF2.unknown

MBD00138DF4.unknown

MBD00138DF5.unknown

MBD00138DF3.unknown

MBD00138DF0.unknown

MBD00138DF1.unknown

MBD00138DEF.unknown

MBD00138DEA.unknown

MBD00138DEC.unknown

MBD00138DED.unknown

MBD00138DEB.unknown

MBD00138DE8.unknown

MBD00138DE9.unknown

MBD00138DE7.unknown

MBD00138DDE.unknown

MBD00138DE2.unknown

MBD00138DE4.unknown

MBD00138DE5.unknown

MBD00138DE3.unknown

MBD00138DE0.unknown

MBD00138DE1.unknown

MBD00138DDF.unknown

MBD00138DDA.unknown

MBD00138DDC.unknown

MBD00138DDD.unknown

MBD00138DDB.unknown

MBD00138DD8.unknown

MBD00138DD9.unknown

MBD00138DD7.unknown

MBD00138DC6.unknown

MBD00138DCE.unknown

MBD00138DD2.unknown

MBD00138DD4.unknown

MBD00138DD5.unknown

MBD00138DD3.unknown

MBD00138DD0.unknown

MBD00138DD1.unknown

MBD00138DCF.unknown

MBD00138DCA.unknown

MBD00138DCC.unknown

MBD00138DCD.unknown

MBD00138DCB.unknown

MBD00138DC8.unknown

MBD00138DC9.unknown

MBD00138DC7.unknown

MBD00138DBE.unknown

MBD00138DC2.unknown

MBD00138DC4.unknown

MBD00138DC5.unknown

MBD00138DC3.unknown

MBD00138DC0.unknown

MBD00138DC1.unknown

MBD00138DBF.unknown

MBD00138DBA.unknown

MBD00138DBC.unknown

MBD00138DBD.unknown

MBD00138DBB.unknown

MBD00138DB8.unknown

MBD00138DB9.unknown

MBD00138DB7.unknown

MBD001183E9.unknown

MBD00138D96.unknown

MBD00138DA6.unknown

MBD00138DAE.unknown

MBD00138DB2.unknown

MBD00138DB4.unknown

MBD00138DB5.unknown

MBD00138DB3.unknown

MBD00138DB0.unknown

MBD00138DB1.unknown

MBD00138DAF.unknown

MBD00138DAA.unknown

MBD00138DAC.unknown

MBD00138DAD.unknown

MBD00138DAB.unknown

MBD00138DA8.unknown

MBD00138DA9.unknown

MBD00138DA7.unknown

MBD00138D9E.unknown

MBD00138DA2.unknown

MBD00138DA4.unknown

MBD00138DA5.unknown

MBD00138DA3.unknown

MBD00138DA0.unknown

MBD00138DA1.unknown

MBD00138D9F.unknown

MBD00138D9A.unknown

MBD00138D9C.unknown

MBD00138D9D.unknown

MBD00138D9B.unknown

MBD00138D98.unknown

MBD00138D99.unknown

MBD00138D97.unknown

MBD00135F0B.unknown

MBD0013765C.unknown

MBD00138D91.unknown

MBD00138D93.unknown

MBD00138D95.unknown

MBD00138D92.unknown

MBD0013765E.unknown

MBD00138D90.unknown

MBD0013765D.unknown

MBD00135F0F.unknown

MBD0013765A.unknown

MBD0013765B.unknown

MBD00135F10.unknown

MBD00135F0D.unknown

MBD00135F0E.unknown

MBD00135F0C.unknown

MBD0012CF7F.unknown

MBD00134317.unknown

MBD00134319.unknown

MBD0013431A.unknown

MBD00134318.unknown

MBD001313CF.unknown

MBD00134316.unknown

MBD0012D8E4.unknown

MBD00127E09.unknown

MBD0012C26A.unknown

MBD0012C91C.unknown

MBD0012AEBE.unknown

MBD001183EB.unknown

MBD001183EC.unknown

MBD001183EA.unknown

MBD000F8F6D.unknown

MBD000FECB8.unknown

MBD001183D9.unknown

MBD001183E1.unknown

MBD001183E5.unknown

MBD001183E7.unknown

MBD001183E8.unknown

MBD001183E6.unknown

MBD001183E3.unknown

MBD001183E4.unknown

MBD001183E2.unknown

MBD001183DD.unknown

MBD001183DF.unknown

MBD001183E0.unknown

MBD001183DE.unknown

MBD001183DB.unknown

MBD001183DC.unknown

MBD001183DA.unknown

MBD001183D1.unknown

MBD001183D5.unknown

MBD001183D7.unknown

MBD001183D8.unknown

MBD001183D6.unknown

MBD001183D3.unknown

MBD001183D4.unknown

MBD001183D2.unknown

MBD001183CD.unknown

MBD001183CF.unknown

MBD001183D0.unknown

MBD001183CE.unknown

MBD000FECBA.unknown

MBD000FECBB.unknown

MBD000FECB9.unknown

MBD000FECA8.unknown

MBD000FECB0.unknown

MBD000FECB4.unknown

MBD000FECB6.unknown

MBD000FECB7.unknown

MBD000FECB5.unknown

MBD000FECB2.unknown

MBD000FECB3.unknown

MBD000FECB1.unknown

MBD000FECAC.unknown

MBD000FECAE.unknown

MBD000FECAF.unknown

MBD000FECAD.unknown

MBD000FECAA.unknown

MBD000FECAB.unknown

MBD000FECA9.unknown

MBD000FECA0.unknown

MBD000FECA4.unknown

MBD000FECA6.unknown

MBD000FECA7.unknown

MBD000FECA5.unknown

MBD000FECA2.unknown

MBD000FECA3.unknown

MBD000FECA1.unknown

MBD000FEC9C.unknown

MBD000FEC9E.unknown

MBD000FEC9F.unknown

MBD000FEC9D.unknown

MBD000F964E.unknown

MBD000FE21F.unknown

MBD000F8F6E.unknown

MBD0008B18B.unknown

MBD000F20D3.unknown

MBD000F8B84.unknown

MBD000F8F69.unknown

MBD000F8F6B.unknown

MBD000F8F6C.unknown

MBD000F8F6A.unknown

MBD000F8F67.unknown

MBD000F8F68.unknown

MBD000F8B85.unknown

MBD000F20D7.unknown

MBD000F8B82.unknown

MBD000F8B83.unknown

MBD000F20D8.unknown

MBD000F20D5.unknown

MBD000F20D6.unknown

MBD000F20D4.unknown

MBD000C1AF1.unknown

MBD000E37D7.unknown

MBD000ED981.unknown

MBD000ED983.unknown

MBD000ED984.unknown

MBD000ED982.unknown

MBD000EAE18.unknown

MBD000EC2B3.unknown

MBD000EB243.unknown

MBD000E4090.unknown

MBD000E37C9.unknown

MBD000E37CD.unknown

MBD000E37CE.unknown

MBD000E37CA.unknown

MBD000E37C7.unknown

MBD000E37C8.unknown

MBD000E37C5.unknown

MBD000E37C6.unknown

MBD000CD9B9.unknown

MBD000DF6E9.unknown

MBD000C2671.unknown

MBD000BAF6C.unknown

MBD000BFA81.unknown

MBD000C0132.unknown

MBD000BDFE9.unknown

MBD000B6722.unknown

MBD000B6724.unknown

MBD000B983E.unknown

MBD000B6723.unknown

MBD000B5C22.unknown

MBD000B6720.unknown

MBD000B6721.unknown

MBD000B671D.unknown

MBD000B671F.unknown

MBD000B671C.unknown

MBD0009B036.unknown

MBD0009D028.unknown

MBD0009337A.unknown

MBD000971FD.unknown

MBD0007D6F5.unknown

MBD00080577.unknown

MBD0008057B.unknown

MBD0008057D.unknown

MBD00083DEE.unknown

MBD00089AFB.unknown

MBD00086607.unknown

MBD00082678.unknown

MBD0008057C.unknown

MBD00080579.unknown

MBD0008057A.unknown

MBD00080578.unknown

MBD0007D6F9.unknown

MBD00080575.unknown

MBD00080576.unknown

MBD00080574.unknown

MBD0007D6F7.unknown

MBD0007D6F8.unknown

MBD0007D6F6.unknown

MBD000701F5.unknown

MBD0007D6F1.unknown

MBD0007D6F3.unknown

MBD0007D6F4.unknown

MBD0007D6F2.unknown

MBD00071784.unknown

MBD0007D6F0.unknown

MBD00077FB6.unknown

MBD00070E32.unknown

MBD000581FE.unknown

MBD00065EEE.unknown

MBD0006D42C.unknown

MBD0006E131.unknown

MBD0006F7BB.unknown

MBD0006DD7D.unknown

MBD00068A8A.unknown

MBD0006A44B.unknown

MBD0006C235.unknown

MBD0006964F.unknown

MBD00066F29.unknown

MBD00062ADA.unknown

MBD000656F9.unknown

MBD00060F33.unknown

MBD0005BE69.unknown

MBD0002DF84.unknown

MBD0004F312.unknown

MBD000507BE.unknown

MBD00057D70.unknown

MBD00054826.unknown

MBD0004F928.unknown

MBD00047ABA.unknown

MBD00047EA2.unknown

MBD0004643B.unknown

MBD0004643C.unknown

MBD000347A1.unknown

MBD00037E72.unknown

MBD000334D2.unknown

MBD00014563.unknown

MBD0001FD23.unknown

MBD00029AFC.unknown

MBD00019260.unknown

MBD000162DE.unknown

MBD000084D7.unknown

MBD0000E826.unknown

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