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
&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 (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
&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 (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
&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 (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
&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 (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
&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 (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
&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
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
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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