SISMOS JHON

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ANALISIS Y DISEÑO DE UN COLEGIO DE 4 PISOS EN LA CIUDAD D Caracteristicas: JHON - Lugar : PUNO QUISPE - Uso : CENTRO COMERCIAL ANCHO (Y) - Sistema Estructural : Concreto Armado LARGO (X) - Nº de pisos : 4 - F'y Acero : 4200 - F´c Concreto : 210 - Peso Acabados : 100 - Peso Muro Perimetra : 500 Kg/m - Peso Tabiquería : 100 - Peso Losa Aligerada : 300 - S/C Por Nivel (50%) : 250 - S/C Azotea : 150 5.3 5.3 5.3 5.3 V5 V6 V6 V5 C1 C2 C2 C2 C1 V1 V3 7.25 V3 7.2 8 7.2 V1 V7 V8 V8 V7 C2 C3 C3 C3 C2 8 7.2 V2 7.3 V4 7.2 V2 V7 V8 V8 V7 C2 C3 C3 C3 C2 5.3 5.3 5.3 5.3 8 7.2 V1 7.25 V3 7.2 V1 C1 C2 C2 C2 C1 V5 V6 V6 V5 5.3 5.3 5.3 5.3 6 6 6 6 VIGA PRINCIPAL: D = L/10 ~L/12 D = 800/12 ~800/10 D = 66 ~80cm b = D/2.5 ~ D/2 b b = 80/2.5 ~80/2 b = 30 ~ 40cm VIGAS: b (m) h (m) COLUMNAS: b (m) h (m) TIPO V1= 0.6 0.8 TIPO C1 = 0.7 0.8 TIPO V2= 0.6 0.8 TIPO C2 = 0.7 0.8 TIPO C3 = 0.7 0.7 2560000 2560000 Kg/cm 2 Kg/cm 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 1) PREDIMENSIONAMIENTO : Iv (cm 4 ) Iv (cm 4 ) 1 2 3 4 5 B A D C

Transcript of SISMOS JHON

ING. ANTISISMICA

METRADO ANALISIS Y DISEO DE UN COLEGIO DE 4 PISOS EN LA CIUDAD DE PISCORESUMEN DE METRADO DE CARGAS PARA EL ANALISIS DINAMICOCaracteristicas:JHON6TIPO DE CARGANIVEL 1NIVEL2NIVEL 3NIVEL 4-Lugar:PUNOQUISPE8VIGAS V133.1833.1833.1833.18-Uso:CENTRO COMERCIALANCHO (Y)24VIGAS V216.5916.5916.5916.59-Sistema Estructural:Concreto ArmadoLARGO (X)24VIGAS V350.1150.1150.1150.11-N de pisos:4VIGAS V425.2325.2325.2325.23-F'y Acero:4200Kg/cm2VIGAS V524.4224.4224.4224.42-Fc Concreto:210Kg/cm2VIGAS V624.4224.4224.4224.42-Peso Acabados:100Kg/m2VIGAS V724.4224.4224.4224.42-Peso Muro Perimetrales:500Kg/mVIGAS V824.4224.4224.4224.42-Peso Tabiquera:100Kg/m2COLUMNAS C116.1316.1316.138.06-Peso Losa Aligerada:300Kg/m2COLUMNAS C240.3240.3240.3220.16-S/C Por Nivel(50%) :250Kg/m2COLUMNAS C321.1721.1721.1710.58-S/C Azotea:150Kg/m2ALIGERADO143.86143.86143.86143.86TABIQUERIA57.6057.6057.600.005.35.35.35.3ACABADOS57.6057.6057.600.00V5V6V6V5MUROS PERIMETRICOS48.0048.0048.0024.00C1C2C2C2C1PARAPETOS0.000.000.0014.40V1 V37.25V3 V37.28SOBREGARGA72.0072.0072.0043.207.2V1TOTALES (Ton)679.47679.47679.47487.06V7V8V8V7C2C3C3C3C287.2V2 V47.3V4 V47.2V2V7V8V8V7C2C3C3C3C25.35.35.35.387.2V1 V37.25V3 V37.2V1C1C2C2C2C1V5V6V6V55.35.35.35.366661) PREDIMENSIONAMIENTO:VIGA PRINCIPAL:D = L/10 ~L/12D = 800/12 ~800/10DD = 66 ~80cmb = D/2.5 ~ D/2bb = 80/2.5 ~80/2b = 30 ~ 40cmVIGAS:b (m)h (m)COLUMNAS:b (m)h (m)Ic (cm4)TIPO V1=0.60.8TIPO C1 =0.70.82986666.667TIPO V2=0.60.8TIPO C2 =0.70.82986666.667Iv (cm4)Iv (cm4)TIPO C3 =0.70.72000833.333256000025600002) METRADO DE CARGASA) VIGAS:bhILAP(m)(m)(m4)(m)(m2)(ton)V10.60.80.02567.2000.48008.2944V20.60.80.02567.2000.48008.2944V30.60.80.02567.2500.48008.3520V40.60.80.02567.3000.48008.4096V50.60.80.02565.3000.48006.1056V60.60.80.02565.3000.48006.1056V70.60.80.02565.3000.48006.1056V80.60.80.02565.3000.48006.1056Direccion YNivel 1V1V2V3V4TOTALEJE 116.58888.29424.883EJE 216.7048.41025.114EJE 316.7048.41025.114EJE 416.7048.41025.114EJE 516.58888.29424.883Total33.177616.58950.11225.229125.107TnNivel 233.177616.58950.11225.229125.107TnNivel 333.177616.58950.11225.229125.107TnNivel 433.177616.58950.11225.229125.107TnDireccion XNivel 1V5V6V7V8TotalEJE A12.211212.21124.422EJE B12.21112.21124.422EJE C12.21112.21124.422EJE D12.211212.21124.422Total24.422424.42224.42224.42297.690TnNivel 224.422424.42224.42224.42297.690TnNivel 324.422424.42224.42224.42297.690TnNivel 424.422424.42224.42224.42297.690TnB) COLUMNAS:bhILAP(m)(m)(m4)(m)(m2)(ton)C10.70.80.02993.0000.56004.03200.70.80.02993.0000.56004.03200.70.80.02991.5000.56002.0160C20.70.80.02993.0000.56004.03200.70.80.02993.0000.56004.03200.70.80.02991.5000.56002.0160C30.70.70.02003.0000.49003.52800.70.70.02003.0000.49003.52800.70.70.02001.5000.49001.7640Nivel 1C1C2C3TotalEJE 18.0648.06416.128EJE 28.0647.05615.120EJE 38.0647.05615.120EJE 48.0647.05615.120EJE 58.0648.06416.128Total16.12840.32021.16877.616Nivel 216.12840.32021.16877.616Nivel 316.12840.32021.16877.616Nivel 4C1C2C3TotalEJE 14.0324.0328.064EJE 24.0323.5287.560EJE 34.0323.5287.560EJE 44.0323.5287.560EJE 54.0324.0328.0648.06420.16010.58438.808C) TECHO ALIGERADO:7.4007.4007.4007.40085.45.45.45.47.47.47.47.485.45.45.45.424a7.4007.4007.4007.40085.45.45.45.4b666624WD =Wlosa Alig + Wacabados =400Kg/m2WL =W s/c =250Kg/m2WU =1.4xWD+1.7xWL =985Kg/m2Carga por c/vigueta =WU/2.5 =394Kg/mlWu =Wl/8 =(394/1000)*7/8 =3.152Tn-mNIVELES1 -2 - 3 -4W losa alig (Tn/m2)a (m)b (m)Nro de PaosTOTAL (Tn)t = 0.20 m0.37.405.4012143.86D) TABIQUERIA:W Tabique (Tn/m2)L (m)A (m)TOTAL (Tn)NIVEL 10.1242457.6NIVEL 257.6NIVEL 357.6E) ACABADOS:W Acabados (Tn/m2)L (m)A (m)TOTAL (Tn)NIVEL 10.1242457.6NIVEL 257.6NIVEL 357.6E) MUROS PERIMETRALES:W muro per (Tn/m)L (m)NroA (m)NroTotal (Tn)NIVEL 10.524224248.00NIVEL 248.00NIVEL 348.00E) PARAPETOS:W parapeto (Tn/m2)L (m)A (m)NroTOTAL (Tn)NIVEL 40.1502424214.4E) SOBRECARGA:Sobrecarga para Losa de Pisos o entrepisos=250Kg/m2Sobrecarga en Azotea=150Kg/m2W s/c (Tn/m2)L (m)A (m)REDUCCIONPESO (Tn)NIVEL 10.25024240.572NIVEL 20.25024240.572NIVEL 30.25024240.572NIVEL 40.15024240.543.2

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MUTO3). ANALISIS DINAMICO DE LA EDIFICACIONb) EJE Y-Y:b.1) PORTICO: 1 y 53.1) CALCULO DE RIGIDECES: METODO MUTOIc1=2986666.67cm4fc =210Kg/cm2Ic2=2986666.67cm4f y =4200Kg/cm2Ic3=2000833.33cm4C1C2C2C2C1Iv=2560000.00cm4320032003200Ktotal (Tn/cm)8.03.000Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.6C2C3C3C3C2k=0.321k=0.643k=0.643k=0.33.000a=0.1a=0.2a=0.2a=0.18.0K=40.2K=70.7K=70.7K=40.2221.742320032003200C2C3C3C3C23.000Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.68.0k=0.321k=0.643k=0.643k=0.33.000a=0.1a=0.2a=0.2a=0.1C1C2C2C2C1K=40.2K=70.7K=70.7K=40.2221.7423200320032006.06.06.06.08.0008.0008.000Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.69955.6PLANTAELEVACIONk=0.321k=0.643k=0.6430.321a=0.1a=0.2a=0.20.1a.- Analisis en el Eje X-XK=40.2K=70.7K=70.740.2221.742a.1) PORTICO: A y D320032003200Ic1=2986666.67cm4E=218819.79Kg/cm2Ic2=2986666.67cm4E=218.82Tn/cm2Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.6Iv=2560000.00cm4k=0.321k=0.643k=0.643k=0.321Ktotal (Tn/cm)a=0.4a=0.4a=0.4a=0.44266.66666666674266.66666666674266.66666666674266.6666666667K=102.8K=125.6K=125.6K=102.8456.770Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.6k=0.4286k=0.8571k=0.8571k=0.8571k=0.4a=0.2a=0.3a=0.3a=0.3a=0.2b.2) PORTICO: 2, 3 y 4K=51.3K=87.1K=87.1K=87.1K=51.3363.933320032003200Ktotal (Tn/cm)4266.66666666674266.66666666674266.66666666674266.6666666667Ic2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.6k=0.321k=0.960k=0.960k=0.321k=0.4286k=0.8571k=0.8571k=0.8571k=0.4a=0.1a=0.3a=0.3a=0.1a=0.2a=0.3a=0.3a=0.3a=0.2K=40.2K=63.1K=63.1K=40.2206.619K=51.3K=87.1K=87.1K=87.1K=51.3363.9333200320032004266.66666666674266.66666666674266.66666666674266.6666666667Ic2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.6k=0.321k=0.960k=0.960k=0.321k=0.4286k=0.8571k=0.8571k=0.8571k=0.4a=0.1a=0.3a=0.3a=0.1a=0.2a=0.3a=0.3a=0.3a=0.2K=40.2K=63.1K=63.1K=40.2206.619K=51.3K=87.1K=87.1K=87.1K=51.3363.9333200320032004266.66666666674266.66666666674266.66666666674266.6666666667Iv/lIc2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6Ic1/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic2/L=9955.6Ic1/L=9955.6k=0.321k=0.960k=0.960k=0.321k=0.4286k=0.857k=0.857k=0.857k=0.4a=0.1a=0.3a=0.3a=0.1a=0.382a=0.475a=0.475a=0.475a=0.382K=40.2K=63.1K=63.1K=40.2206.619K=111.1K=138.0K=138.0K=138.0K=111.1636.029320032003200Ic2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6k=0.321k=0.960k=0.960k=0.321a=0.4a=0.5a=0.5a=0.4K=102.8K=96.0K=96.0K=102.8397.490a.2) PORTICO: B y CIc2=2986666.67cm4Ic3=2000833.33cm4Iv=2560000.00cm44266.66666666674266.66666666674266.66666666674266.6666666667Ktotal (Tn/cm)MODELO DINAMICO DE LA ESTRUCTURADIRECCION Y- YIc2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6M4=487.06k=0.4286k=1.2795k=1.2795k=1.2795k=0.4a=0.2a=0.4a=0.4a=0.4a=0.2K4=1063.342K=51.3K=75.9K=75.9K=75.9K=51.3330.2684266.66666666674266.66666666674266.66666666674266.6666666667M3=679.47Ic2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6K3=1063.342k=0.4286k=1.2795k=1.2795k=1.2795k=0.4a=0.2a=0.4a=0.4a=0.4a=0.2M2=679.47K=51.3K=75.9K=75.9K=75.9K=51.3330.2684266.66666666674266.66666666674266.66666666674266.6666666667K2=1063.342Ic2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6M1=679.47k=0.4286k=1.2795k=1.2795k=1.2795k=0.4a=0.2a=0.4a=0.4a=0.4a=0.2K1=2106.009K=51.3K=75.9K=75.9K=75.9K=51.3330.2684266.66666666674266.66666666674266.66666666674266.6666666667CUADRO DE RESUMEN RIGIDEZ:Ic2/L=9955.6Ic3/L=6669.4Ic3/L=6669.4Ic3/L=6669.4Ic2/L=9955.6EJE X-Xk=0.4286k=1.279k=1.279k=1.279k=0.4NIVEL1234a=0.382a=0.543a=0.543a=0.543a=0.382PORTICOK=111.1K=105.6K=105.6K=105.6K=111.1538.873A636.029363.933363.933363.933B538.873330.268330.268330.268C538.873330.268330.268330.268D636.029363.933363.933363.933MODELO DINAMICO DE LA ESTRUCTURAK Total2349.8041388.4031388.4031388.403DIRECCION X- XM4=487.06(Ton/cm)K4=1388.403EJE Y-YNIVEL1234M3=679.47PORTICO1456.770221.742221.742221.742K3=1388.4032397.490206.619206.619206.619M2=679.473397.490206.619206.619206.619K2=1388.4034397.490206.619206.619206.619M1=679.475456.770221.742221.742221.742K1=2349.804K Total2106.0091063.3421063.3421063.342

YX12345ABCD1234512345ABCDABCD

HOLZER EJE X-X3.2) CALCULO DE "W" Y "T": METODO DE HOLZER3.2.1) DIRECCION X - X:PRIMERA FORMA DE MODOMETODO ITERATIVONIVEL1234K (Ton/cm)2349.80381388.40271388.40271388.4027M (Ton)679.469679.469679.469487.061(Ton-seg2)/cm0.69262874620.69262874620.69262874620.4964941896330.00000X1.000002.527833.639504.15202W2 =335.67094031sX1.000001.527831.111680.51252W =18.3213247422V2349.803822121.236341543.45773711.5855131.30498F228.56749577.77861831.87222680.28053Wi+1 =335.6878067378T =2 * PI / WT =0.3429438316335.68781X1.000002.524993.627134.12186sX1.000001.524991.102140.49473V2349.803822117.296801530.21946686.88593F232.50702587.07734843.33353686.97864Wi+1 =335.6709404598335.67094X1.000002.525003.627174.12195sX1.000001.525001.102170.49478V2349.803822117.308481530.25868686.95900-0.0000008RESIDUOF232.49534587.04980843.29968686.95900-0.00000Wi+1 =335.67094031W2=335.67094031DIRECCION X - XSEGUNDA FORMA DE MODOKK1K2K3K4Ton/cm2349.80382432281388.40267877141388.40267877141388.4026787714M (Ton)679.4688679.4688679.4688487.0608(Ton-seg2)/cm0.69262874620.69262874620.69262874620.49649418962650.00X1.000001.37045-0.07083-1.41848W2 =2652.260302639sX1.000000.37045-1.44128-1.34765W =51.5001000255V2349.80382514.33765-2001.08210-1871.07443-4.77163F1835.466182515.41974-130.00767-1866.30280Wi+1 =2652.2592036448T =2 * PI / WT =0.12200336122652.25920X1.000001.36933-0.07314-1.41883sX1.000000.36933-1.44246-1.34569V2349.80382512.77286-2002.72094-1868.36363-0.00232F1837.030972515.49380-134.35732-1868.36131Wi+1 =2652.26030263882652.26030X1.000001.36933-0.07314-1.41883sX1.000000.36933-1.44246-1.34569V2349.80382512.77210-2002.72174-1868.36231-0.00000000RESIDUOF1837.031732515.49384-134.35943-1868.36231-0.00000Wi+1 =2652.260302639W2=2652.260302639DIRECCION X - XTERCERA FORMA DE MODOKK1K2K3K4Ton/cm2349.80382432281388.40267877141388.40267877141388.4026787714M (Ton)679.4688679.4688679.4688487.0608(Ton-seg2)/cm0.69262874620.69262874620.69262874620.49649418965665.00000X1.00000-0.13363-0.889610.86852W2 =5664.0146364271sX1.00000-1.13363-0.755981.75813W =75.2596481285V2349.80382-1573.93802-1049.599662440.99494-1.84780F3923.74185-524.33837-3490.594592442.84273Wi+1 =5664.0140163873T =2 * PI / WT =0.0834867755664.01402X1.00000-0.13314-0.890080.86798sX1.00000-1.13314-0.756941.75806V2349.80382-1573.25510-1050.937652440.900380.00116F3923.05893-522.31745-3491.838032440.89922Wi+1 =5664.01463642695664.01464X1.00000-0.13314-0.890080.86798sX1.00000-1.13314-0.756941.75806V2349.80382-1573.25553-1050.936812440.900440.0000000RESIDUOF3923.05936-522.31872-3491.837252440.900440.000000.00000Wi+1 =5664.0146364271W2=5664.0146364271DIRECCION X - XCUARTA FORMA DE MODOKK1K2K3K4Ton/cm2349.80382432281388.40267877141388.40267877141388.4026787714M (Ton)679.4688679.4688679.4688487.0608(Ton-seg2)/cm0.69262874620.69262874620.69262874620.49649418967560.00000X1.00000-1.078990.91136-0.53542W2 =7559.7593556828sX1.00000-2.078991.99034-1.44678W =86.9468766298V2349.80382-2886.469502763.39522-2008.711220.99715F5236.27332-5649.864724772.10645-2009.70837Wi+1 =7559.7591381861T =2 * PI / WT =0.07226464657559.75914X1.00000-1.078870.91101-0.53483sX1.00000-2.078871.98988-1.44584V2349.80382-2886.302672762.75289-2007.40822-0.00090F5236.10649-5649.055554770.16111-2007.40732Wi+1 =7559.75935568277559.75936X1.00000-1.078870.91101-0.53483sX1.00000-2.078871.98988-1.44584V2349.80382-2886.302822762.75347-2007.40940-0.0000000RESIDUOF5236.10664-5649.056294770.16286-2007.40940-0.00000Wi+1 =7559.7593556828W2=7559.7593556828

HOLZER EJE Y-Y3.2.2) DIRECCION Y - Y:PRIMERA FORMA DE MODONIVEL1234K (Ton/cm)2106.00861063.34241063.34241063.3424M (Ton)679.469679.469679.469487.061(Ton-seg2)/cm0.69262874620.69262874620.69262874620.4964941896265.00000X1.000002.807944.131204.74136W2 =269.0546662667sX1.000001.807941.323260.61016W =16.4028859128V2106.008641922.462021407.07367648.8062524.98157F183.54662515.38836758.26742623.82468Wi+1 =269.0652895716T =2 * PI / WT =0.3830536493269.06529X1.000002.805294.118934.71068sX1.000001.805291.313640.59175V2106.008641919.646291396.84499629.23139F186.36235522.80129767.61361629.29659Wi+1 =269.0546663399269.05467X1.000002.805304.118964.71076sX1.000001.805301.313660.59180V2106.008641919.653651396.87170629.28243-0.0000004RESIDUOF186.35500522.78194767.58927629.28243-0.00000Wi+1 =269.0546662667W2=269.0546662667DIRECCION Y -Y:SEGUNDA FORMA DE MODOKK1K2K3K4Ton/cm2106.00864212711063.34243584381063.34243584381063.3424358438M (Ton)679.4688679.4688679.4688487.0608(Ton-seg2)/cm0.69262874620.69262874620.69262874620.49649418962120.00X1.000001.59965-0.00966-1.60563W2 =2123.0157663146sX1.000000.59965-1.60931-1.59597W =46.0761952239V2106.00864637.63570-1711.25040-1697.06540-7.02803F1468.372942348.88610-14.18500-1690.03736Wi+1 =2123.0131679153T =2 * PI / WT =0.13636510732123.01317X1.000001.59769-0.01401-1.60634sX1.000000.59769-1.61170-1.59233V2106.00864635.54869-1713.78984-1693.18692-0.00605F1470.459952349.33854-20.60292-1693.18087Wi+1 =2123.01576631262123.01577X1.000001.59769-0.01401-1.60634sX1.000000.59769-1.61170-1.59232V2106.00864635.54689-1713.79203-1693.18357-0.00000000RESIDUOF1470.461752349.33892-20.60846-1693.18357-0.00000Wi+1 =2123.0157663146W2=2123.0157663146DIRECCION Y - YTERCERA FORMA DE MODOKK1K2K3K4Ton/cm2106.00864212711063.34243584381063.34243584381063.3424358438M (Ton)679.4688679.4688679.4688487.0608(Ton-seg2)/cm0.69262874620.69262874620.69262874620.49649418964514.00000X1.000000.04027-1.037870.93562W2 =4514.8053331042sX1.00000-0.95973-1.078141.97348W =67.1923011446V2106.00864-1020.51752-1146.434832098.489061.61231F3126.52616125.91732-3244.923892096.87675Wi+1 =4514.8047683445T =2 * PI / WT =0.09351049454514.80477X1.000000.03975-1.037400.93624sX1.00000-0.96025-1.077151.97364V2106.00864-1021.07492-1145.375472098.650770.00113F3127.08357124.30054-3244.026232098.64964Wi+1 =4514.80533310394514.80533X1.000000.03975-1.037400.93624sX1.00000-0.96025-1.077151.97364V2106.00864-1021.07531-1145.374722098.650880.0000000RESIDUOF3127.08396124.29941-3244.025602098.650880.000000.00000Wi+1 =4514.8053331042W2=4514.8053331042DIRECCION Y - YCUARTA FORMA DE MODOKK1K2K3K4Ton/cm2106.00864212711063.34243584381063.34243584381063.3424358438M (Ton)679.4688679.4688679.4688487.0608(Ton-seg2)/cm0.69262874620.69262874620.69262874620.49649418965951.00000X1.00000-0.895740.68068-0.38142W2 =5951.5639309495sX1.00000-1.895741.57643-1.06211W =77.1463798953V2106.00864-2015.825031676.28269-1129.38321-2.41714F4121.83367-3692.107712805.66590-1126.96607Wi+1 =5951.5616493982T =2 * PI / WT =0.08144497925951.56165X1.00000-0.896110.68170-0.38321sX1.00000-1.896111.57781-1.06491V2106.00864-2016.214041677.75021-1132.36150-0.00979F4122.22268-3693.964252810.11171-1132.35171Wi+1 =5951.56393091225951.56393X1.00000-0.896110.68170-0.38322sX1.00000-1.896111.57781-1.06492V2106.00864-2016.215621677.75617-1132.37360-0.0000002RESIDUOF4122.22426-3693.971792810.12977-1132.37360-0.00000Wi+1 =5951.5639309495W2=5951.5639309495

&R&"Comic Sans MS,Normal"&9ANALISIS SISMICO DE EDIFICIOSMETODO ITERATIVO DE HOLZER

DISEO EJE X-X3.3) CLCULO DE VALORES CARACTERSTICOS (X-X):FACTORES DE PARTICIPAXION MODAL(K1+K2)-M1*W2- K 200f1[[K]-W2*[M]]*[fi]=[0]=-K 2(K2+k3)-M2*W2- K 30*f2=[0]1.000001.000001.000001.0000011113.5) CONSIDERANDO UN ESPECTRO TEORICO SEGN NORMAS E-0300- K 3(K3+k4) -M3*W2- K 4f32.525001.36933-0.13314-1.078876.37560461921.87505150210.01772643611.163951374100- K 4K4-M4*W2f4MODOS3.62717-0.07314-0.890080.9110113.15634808310.00534937470.79224266970.8299452577C= FACTOR DE AMPLIFICACION DINAMICO FACTOR C12344.12195-1.418830.86798-0.5348316.9904861752.01308245240.75339556230.2860405624Z*S=ACELERACION MAXIMA QUE RECIBE UNA ESTRUCTURA EN SU CIMENTACIONK=Ton/cm2349.803821388.402681388.402681388.40268T= PERIODO FUNDAMENTAL DE VIBRACIONM=(ton-seg2)/cm0.692630.692630.692630.496490.692630.000000.000000.00000Z*S*C= ACELERACION DE RESPUESTA DE UNA ESTRUCTURAw=1 / seg18.3213251.5001075.2596586.94688[M] =0.000000.692630.000000.000000.000000.000000.692630.00000ESPECTRO ELASTICO DE ACELERACIONES PARA LA ZONA DE MAYOR SISMICIDAD Y SUELO RIGIDOw =18.32132w2 =335.670940.000000.000000.000000.49649Z*S*C3505.71116-1388.402680.000000.00000f1Z*S*C[[K]-W2*[M]]*[fi]=[0]=-1388.402682544.31002-1388.402680.00000*f2=[0]FPM1 =7.00032=0.308970.00000-1388.402682544.31002-1388.40268f322.6567000.250.50.750.000000.00000-1388.402681221.74401f4TFPM2 =0.88596=0.29586Z =0.3ZONA SISMICA:2 (PUNO)1.02.03.04.02.99453U =1.3CATEGORIA DE LA EDIF:B: (CENTRO COMERCIAL)fi =1.000002.525003.627174.12195S =1.2Tp (seg) =0.6SUELO TIPO :S20.000FPM3 =0.41487=0.25488R =8.00SEGUNDA FORMA DE MODO1.62769C=2.5*(Tp/T)1.25; C2.5K=Ton/cm2349.803821388.402681388.402681388.40268M=(ton-seg2)/cm0.692630.692630.692630.49649FPM4 =0.31083=0.14029MODOTTpC1C(Z*U*S/R)*g(Z*U*S/R)*g*Cw=1 / seg18.3213251.5001075.2596586.946882.21568(seg)(seg)Sa (cm/seg2)w =51.50010w2 =2652.2603010.34294383160.65.03037459762.557.33143.3251901.17478-1388.402680.000000.00000f13.4) ESPECTRO DE RESPUESTAS DEL SISMO20.12200336120.618.30898744582.557.33143.325[[K]-W2*[M]]*[ fi]=[0]=-1388.40268939.77363-1388.402680.00000*f2=[0]RESPUESTA=263.321 gals.Factor de Reduccin= R =8.030.0834867750.629.41758151532.557.33143.3250.00000-1388.40268939.77363-1388.40268f3Amoriguamiento b (en CA ) = 0.140.07226464650.635.23479249312.557.33143.3250.000000.00000-1388.4026871.57085f4MODOPERIODOFRECUENC. (W)VELOC. DE ESPECTRO (S'v)VELOC, NORMALIZ. 200 (Sv)ACELERACION NORMALIZADO (Sa)1.02.03.04.0FUERZA CORTANTE EN LA BASE (VB)fi =1.000001.36933-0.07314-1.41883(seg)(1/seg)(cm/seg)(cm/seg)(cm/seg2)Sa: obtenido del reglamento10.3429418.3213268.0000051.64799946.25957TERCERA FORMA DE MODO20.1220051.5001048.0000036.457401877.55994(No)CORT. BASALF.P.Msuma(M*fi)SaVB30.0834975.2596541.0000031.140702343.638051VB10.30897350477.000319486143.325=309.9995409574K=Ton/cm2349.803821388.402681388.402681388.4026840.0722686.9468838.0000028.862112509.470432VB20.29586015160.8859627473143.325=37.5685027508M=(ton-seg2)/cm0.692630.692630.692630.496493VB30.25487938060.4148654223143.325=15.1552775001w=1 / seg18.3213251.5001075.2596586.946883.4.1) FUERZA CORTANTE EN LA BASE (VB)4VB40.1402869630.3108305058143.325=6.2497536541w =75.25965w2 =5664.01464CORT.BASALF.P.MSUNA(M*fi)SaVBVB1 =0.308977.00032946.25957=2046.67736-184.85285-1388.402680.000000.00000f1VB2 =0.295860.885961877.55994=492.14802[[K]-W2*[M]]*[fi]=[0]=-1388.40268-1146.25400-1388.402680.00000*f2=[ 0 ]VB3 =0.254880.414872343.63805=247.817790.00000-1388.40268-1146.25400-1388.40268f3VB4 =0.140290.310832509.47043=109.426630.000000.00000-1388.40268-1423.74768f41.02.03.04.03.4.2) FUERZA DE INERCIA (F) PARA CADA FORMA DE MODOfi =1.00000-0.13314-0.890080.86798V.BASALNIVELfiMASA (Ton)fi* MASAFza INERCIA F (Ton)CUARTA FORMA DE MODOPRIMER MODO DE VIBRACION2046.6773611.00000679.46880679.46880202.5032741007.57360K=Ton/cm2349.803821388.402681388.402681388.4026822.52500679.468801715.65598511.31993261448.07565M=(ton-seg2)/cm0.692630.692630.692630.4964933.62717679.468802464.54752734.51338539509.91229w=1 / seg18.3213251.5001075.2596586.9468844.12195487.060802007.64111598.34077358011.680116867.313422046.677364188888.21632w =86.94688w2 =7559.75936SEGUNDO MODO DE VIBRACION-1497.90014-1388.402680.000000.00000f1492.1480211.00000679.46880679.46880384.75192148034.04111[[K]-W2*[M]]*[fi]=[0]=-1388.40268-2459.30129-1388.402680.00000*f2=[ 0 ]21.36933679.46880930.41375526.85050277571.451140.00000-1388.40268-2459.30129-1388.40268f33-0.07314679.46880-49.69595-28.14053791.889550.000000.00000-1388.40268-2364.97392f44-1.41883487.06080-691.05714-391.31387153126.54183869.12946492.14802242209.678411.002.003.004.00fi =1.00000-1.078870.91101-0.534830TERCER MODO DE VIBRACION0DISTRIBUCION DE LAS FUERZAS SISMICAS EN CADA PORTICO247.8177911.00000679.46880679.46880413.73833171179.4043202-0.13314679.46880-90.46493-55.085403034.400770ANALISIS MODAL ESPECTRAL3-0.89008679.46880-604.78169-368.26027135615.628280CONSIDERANDO UN ESPECTRO TEORICO SEGN NORMA E-03040.86798487.06080422.76080257.4251366267.69810FUERZA DE INERCIA PARA CADA MODO DE VIBRACIONDIRECCION X406.98298247.8177961413.65786PORTICO AFT% = (Ki/KT)FCUARTO MODO DE VIBRACIONV.BASALNIVELfiMASA (Ton)fi*MASAFza INERCIA F (Ton)NIVEL 4107.75530.262128.2452109.4266311.00000679.46880679.46880243.8371759456.56508NIVEL 3122.06170.262131.99532-1.07887679.46880-733.05564-263.0675869204.55063309.999540957411.00000679.46880679.4688030.67211940.7785426946NIVEL 299.45450.262126.069430.91101679.46880619.00512222.1389149345.6942322.52500679.468801715.6559877.446965998.0320224617NIVEL 162.20780.270716.8380103.14784-0.53483487.06080-260.49356-93.481878738.8594733.62717679.468802464.54752111.2529112377.2099768465304.92473109.4266344.12195487.060802007.6411190.627558213.3537086413PORTICO DFT%F6867.31342309.9995496099.7153938181NIVEL 4107.75530.262128.24523.4.3) FUERZA DE DISEO POR PISO37.568502750811.00000679.46880679.4688029.37034862.6167285065NIVEL 3122.06170.262131.995321.36933679.46880930.4137540.217541617.450792503NIVEL 299.45450.262126.0694RESPUESTA MAXIMA ELASTICA ESPERADA :3-0.07314679.46880-49.69595-2.148134.6144600865NIVEL 162.20780.270716.8380103.1478Factor de Reduccin = R=8.04-1.41883487.06080-691.05714-29.87125892.2914997785NIVEL0.25*( FUERZAS DEL MISMO NIVEL) = S10.75*(RAIZ DE DE CUADRAD. DE FUERZ. EN EL NIVEL) = S2S1+S2F diseo (Ton)869.1294637.568501411.3923989354PORTICO BFT%FNIVEL 4107.75530.237925.63251311.20767485.86895797.0766399.6345815.155277500111.00000679.46880679.4688025.30213640.1980269972NIVEL 3122.06170.237929.03562339.08085586.37266925.45351115.681692-0.13314679.46880-90.46493-3.3687411.3484294085NIVEL 299.45450.237923.65793338.26327638.71786976.98114122.122643-0.89008679.46880-604.78169-22.52093507.1921940656NIVEL 162.20780.229314.265992.59194335.14041574.20070909.34110113.6676440.86798487.06080422.7608015.74281247.8361795288406.9829815.15528PORTICO CFT%F6.249753654111.00000679.46880679.46880-11.33782128.5461214739NIVEL 4107.75530.237925.63253.4.4)DESPLAZAMIENTOS DE PISOS2-1.07887679.46880-733.0556412.23198149.6214347283NIVEL 3122.06170.237929.035630.91101679.46880619.00512-10.32890106.6862439108NIVEL 299.45450.237923.6579MODOFRECUENCIAVELOCIDAD DEVELOCIDADACELERACIONF.P.MSd=Sv/WF.P.M *Sd4-0.53483487.06080-260.493564.3466718.8935652278NIVEL 162.20780.229314.265992.5919(W)ESPECTRONORM 200.00NORMALIZADA-374.544076.24975(1/seg)SvS v (cm/seg)S a1.018.3213268.0000051.64799946.259570.308972.819010.87100RESPUESTA MAXIMA ELASTICA ESPERADA2.051.5001048.0000036.457401877.559940.295860.707910.20944TOTAL=391.47933.075.2596541.0000031.140702343.638050.254880.413780.105464.086.9468838.0000028.862112509.470430.140290.331950.04657NIVEL0.25*( FUERZAS DEL MISMO NIVEL) = S10.75*(RAIZ DE DE CUADRAD. DE FUERZ. EN EL NIVEL) = S2S1 + S2F diseo (Ton)MODONIVELF.P.M *Sdfi( X )124.1706038.0372062.2078062.207801.010.871001.000000.871000.75864233.3163166.1381599.4544699.4544622.525002.199274.83679336.5627285.49902122.06174122.0617433.627173.159269.98093435.1470772.60827107.75534107.7553444.121953.5902212.889662.010.209441.000000.209440.0438721.369330.286790.08225DESPLAZAMIENTOS DE PISO3-0.07314-0.015320.00023Factor de Reduccin = R =8.04-1.41883-0.297160.088313.010.105461.000000.105460.011122-0.13314-0.014040.00020MODOFRECUENCIAACELERACIONF.P.M.Sd=Sa/W2F.P.M*Sd3-0.89008-0.093870.00881W (1/seg)Sa (cm/seg2)40.867980.091540.008384.010.046571.000000.046570.00217118.32132143.325000.308970.426980.131932-1.07887-0.050240.00252251.50010143.325000.295860.054040.0159930.911010.042420.00180375.25965143.325000.254880.025300.006454-0.53483-0.024910.00062486.94688143.325000.140290.018960.00266NIVELXS1S2rX-1X-2X-3X-40.25*|xi|0.75*(xi2)S1+S2TOLERANCIA =0.0070043.59022-0.297160.09154-0.024911.000962.702813.7037633.15926-0.01532-0.093870.042420.827722.370733.19845MODONIVELF.P.M *Sdfi( X )he (cm)Fdiseo (Ton)K (Ton/cm)Xdiseo (cm)Di/he22.199270.28679-0.01404-0.050240.637591.663882.30146110.131931.000000.131930.0174010.871000.209440.105460.046570.308120.677410.9855322.525000.333110.11096107.755344.412760.0018933.627170.478520.2289844.121950.543790.295713001388.4026787714rx1DiDi/he210.015991.000000.015990.000263.703760.505310.0016821.369330.021890.000483.198450.896990.002993-0.07314-0.001170.00000122.061743.847050.003762.301461.315940.004394-1.41883-0.022680.000510.985530.985530.00329310.006451.000000.006450.000042-0.13314-0.000860.000003001388.4026787714TOLERANCIA=7.000003-0.89008-0.005740.0000340.867980.005600.00003he (cm)Fdiseo (Ton)Xdiseo (cm)Di/he(Di/he)x1000410.002661.000000.002660.0000199.454462.720530.00536113.667643.70380.001681.684382-1.07887-0.002870.0000130.911010.002420.000013004-0.53483-0.001420.000003001388.4026787714122.122643.19850.002992.9899662.207801.112490.00371300NIVELXS1S2115.681692.30150.004394.38645X-1X-2X-3X-40.25*|xi|0.75*(xi2)3002349.803824322840.54379-0.022680.00560-0.001420.143370.40822TOTAL391.4793430030.47852-0.00117-0.005740.002420.121960.3589220.333110.02189-0.00086-0.002870.089680.2503899.634580.98550.003293.2851010.131930.015990.006450.002660.039260.09981300451.10655rX diseoNIVELS1+S2r*RDiDi/he40.551604.412760.565710.0018930.480883.847051.126520.0037620.340072.720531.608040.0053610.139061.112491.112490.00371DISTRIBUCION DE LAS FUERZAS SISMICAS EN CADA PORTICO3.6) ANALISIS SISMICO MEDIANTE EL PROCEDIMIENTO DEANALISIS POR FUERZAS ESTATICAS EQUIVALENTESPORTICO AFT% = (Ki/KT)FNIVEL 4113.667640.2621229.79497Vlido para edificios sin irregularidades y de no mas de 45 m de alturaNIVEL 3122.122640.2621232.01122NIVEL 2115.681690.2621230.32290Valores de los parmetros utilizados para el presente proyecto:NIVEL 199.634580.2706726.96839119.09748Z=0.3Zona ssmica:2 (PUNO)PORTICO DFT% = (Ki/KT)FU=1.3Categora de la Edificac:B: (CENTRO COMERCIAL)NIVEL 4113.667640.2621229.79497S=1.2Suelo tipo:S2NIVEL 3122.122640.2621232.01122hn=12Altura de la edificacin (m)NIVEL 2115.681690.2621230.32290CT=35(RNE 030, Art. 7.2)NIVEL 199.634580.2706726.96839119.09748T= hn/CT0.343(Periodo fundamental de vibracin)C=2.5(Factor de amplificacin dinmica )PORTICO BFT% = (Ki/KT)FR=8NIVEL 4113.667640.2378827.03885NIVEL 3122.122640.2378829.05010NIVEL 2115.681690.2378827.517953.6.1) FUERZA CORTANTE TOTAL EN LA BASE DE LA ESTRUCTURANIVEL 199.634580.2293322.84889106.45579CORRESPONDIENTE A LA DIRECCION CONSIDERADA (VH):PORTICO CFT% = (Ki/KT)FPeso (Ton)NIVEL 4113.667640.2378827.03885NIVEL 1679.4688NIVEL 3122.122640.2378829.05010NIVEL 2679.4688NIVEL 2115.681690.2378827.51795NIVEL 3679.4688NIVEL 199.634580.2293322.84889106.45579NIVEL 4487.0608V =(Z*U*S*C/R)*P (Ton)TOTAL =2525.4672V =369.349578NIVEL1234K =(Ton/cm)2349.803821388.402681388.402681388.40268M =(ton-seg)/cm0.692630.692630.692630.49649TOTAL=451.10655hiPeso (Pi)(hi)x(Pi)Fi=Pixhi/pixhiKiFi/Ki(m)(Ton)(Ton)(Ton/cm)(cm)NIVEL 412487.060805844.72960119.431721388.402680.08602NIVEL 39679.468806115.21920124.958931388.402680.09000NIVEL 26679.468804076.8128083.305951388.402680.06000NIVEL 13679.468802038.4064041.652982349.803820.0177318075.16800369.34958XiXdiseo=Xi*RDi/he(cm)(cm)NIVEL 40.253752.030000.00229NIVEL 30.167731.341840.00240NIVEL 20.077730.621820.00160NIVEL 10.017730.141810.00047DISTRIBUCION DE LAS FUERZAS SISMICAS EN CADA PORTICOPORTICO AFT% = (Ki/KT)FNIVEL 4119.431720.262123567831.3058686718NIVEL 3124.958930.262123567832.7546802463NIVEL 283.305950.262123567821.8364534976NIVEL 141.652980.27067304611.274337959297.1713403749PORTICO DFT%FNIVEL 4119.431720.262123567831.3058686718NIVEL 3124.958930.262123567832.7546802463NIVEL 283.305950.262123567821.8364534976NIVEL 141.652980.27067304611.274337959297.1713403749PORTICO BFT%FNIVEL 4119.431720.237876432228.4099915427NIVEL 3124.958930.237876432229.7247841464NIVEL 283.305950.237876432219.8165227643NIVEL 141.652980.2293269549.552150171787.5034486251PORTICO CFT%FNIVEL 4119.431720.237876432228.4099915427NIVEL 3124.958930.237876432229.7247841464NIVEL 283.305950.237876432219.8165227643NIVEL 141.652980.2293269549.552150171787.5034486251TOTAL=369.349578TOLERANCIA =7.00000he (cm)Fdiseo (Ton)Xdiseo (cm)Di/he(Di/he)x1000119.431722.03000.002292.29389300124.958931.34180.002402.4000530083.305950.62180.001601.6000330041.652980.14180.000470.47270300369.34958

NO TOCAR ESTAS CELDAS NI MODIFICRALSNO TOCAR ESTAS CELDAS NI TOCARLASOBTENER S'v DE UN ESPECTRO DE VELOCIDADES CON b= 0.10 INGRESANDOCON UN PERIODO TNO CAMBIARNO TOCAR TODA ESTA FILAEDIXON:NO TOCAR

DISEO EJE Y-Y3.7) CLCULO DE VALORES CARACTERSTICOS (Y-Y):FACTORES DE PARTICIPAXION MODAL(K1+K2)-M1*W2- K 200f1[[K]-W2*[M]]*[fi]=[0]=-K 2(K2+k3)-M2*W2- K 30*f2=[ 0 ]1.000001.000001.000001.0000011113.5) CONSIDERANDO UN ESPECTRO TEORICO SEGN NORMAS E-0300- K 3(K3+k4) -M3*W2- K 4f32.805301.597690.03975-0.896117.86971625022.55260658470.00158000710.803015483500- K 4K4-M4*W2f4MODOS4.11896-0.01401-1.037400.6817016.96585337920.00019641911.07619126630.4647180289C= FACTOR DE AMPLIFICACION DINAMICO FACTOR C12344.71076-1.606340.93624-0.3832222.19125275082.58031847080.8765445540.1468550629Z*S=ACELERACION MAXIMA QUE RECIBE UNA ESTRUCTURA EN SU CIMENTACIONK=Ton/cm2106.008641063.342441063.342441063.34244T= PERIODO FUNDAMENTAL DE VIBRACIONM=(ton-seg2)/cm0.692630.692630.692630.496490.692630.000000.000000.00000Z*S*C= ACELERACION DE RESPUESTA DE UNA ESTRUCTURAw=1 / seg16.4028946.0762067.1923077.14638[M] =0.000000.692630.000000.000000.000000.000000.692630.00000ESPECTRO ELASTICO DE ACELERACIONES PARA LA ZONA DE MAYOR SISMICIDAD Y SUELO RIGIDOw =16.40289w2 =269.054670.000000.000000.000000.49649Z*S*C2982.99608-1063.342440.000000.00000f1Z*S*C[[K]-W2*[M]]*[fi]=[0]=-1063.342441940.32988-1063.342440.00000*f2=[ 0 ]FPM1 =7.82744=0.270730.00000-1063.342441940.32988-1063.34244f328.9122900.250.50.750.000000.00000-1063.34244929.75836f4TFPM2 =0.99199=0.26510Z =0.3ZONA SISMICA:2 (PUNO)1.02.03.04.03.74189U =1.3CATEGORIA DE LA EDIF:fi =1.000002.805304.118964.71076S =1.2Tp (seg) =0.6SUELO TIPO :S20.000FPM3 =0.46647=0.24887R =8.00SEGUNDA FORMA DE MODO1.87432C=2.5*(Tp/T)1.25; C2.5K=Ton/cm2106.008641063.342441063.342441063.34244M=(ton-seg2)/cm0.692630.692630.692630.49649FPM4 =0.35386=0.21529MODOTTpC1C(Z*U*S/R)*g(Z*U*S/R)*g*Cw=1 / seg16.4028946.0762067.1923077.146381.64361(seg)(seg)Sa (cm/seg2)w =46.07620w2 =2123.0157710.38305364930.64.38081152.557.33143.3251698.88933-1063.342440.000000.00000f13.8) ESPECTRO DE RESPUESTAS DEL SISMO20.13636510730.615.931255342.557.33143.325[[K]-W2*[M]]*[ fi]=[0]=-1063.34244656.22312-1063.342440.00000*f2=[ 0 ]RESPUESTA=263.321 gals.Factor de Reduccin= R =8.030.09351049450.625.53016546642.557.33143.3250.00000-1063.34244656.22312-1063.34244f3Amoriguamiento b (en CA ) = 0.140.08144497920.630.34231241172.557.33143.3250.000000.00000-1063.342449.27744f4MODOPERIODOFRECUENC. (W)VELOC. DE ESPECTRO (S'v)VELOC, NORMALIZ. 200 (Sv)ACELERACION NORMALIZADO (Sa)1.02.03.04.0FUERZA CORTANTE EN LA BASE (VB)fi =1.000001.59769-0.01401-1.60634(seg)(1/seg)(cm/seg)(cm/seg)(cm/seg2)Sa: obtenido del reglamento10.3830516.4028968.0000051.64799847.17606TERCERA FORMA DE MODO20.1363746.0762043.0000032.659761504.83736(No)CORT. BASALF.P.Msuma(M*fi)SaVB30.0935167.1923041.0000031.140702092.415221VB10.27073050017.827437715143.325=303.723752144K=Ton/cm2106.008641063.342441063.342441063.3424440.0814477.1463839.0000029.621642285.202332VB20.26510401530.9919891673143.325=37.6916531295M=(ton-seg2)/cm0.692630.692630.692630.496493VB30.24887231910.4664672088143.325=16.6387104778w=1 / seg16.4028946.0762067.1923077.146383.8.1) FUERZA CORTANTE EN LA BASE (VB)4VB40.21529316550.3538580223143.325=10.9189591111w =67.19230w2 =4514.80533CORT.BASALF.P.MSUNA(M*fi)SaVBVB1 =0.270737.82744847.17606=1795.2729342.26712-1063.342440.000000.00000f1VB2 =0.265100.991991504.83736=395.74260[[K]-W2*[M]]*[fi]=[0]=-1063.34244-1000.39909-1063.342440.00000*f2=[ 0 ]VB3 =0.248870.466472092.41522=242.910110.00000-1063.34244-1000.39909-1063.34244f3VB4 =0.215290.353862285.20233=174.094060.000000.00000-1063.34244-1178.23218f41.02.03.04.03.8.2) FUERZA DE INERCIA (F) PARA CADA FORMA DE MODOfi =1.000000.03975-1.037400.93624V.BASALNIVELfiMASA (Ton)fi* MASAFza INERCIA F (Ton)CUARTA FORMA DE MODOPRIMER MODO DE VIBRACION1795.2729311.00000679.46880679.46880158.8588425236.12960K=Ton/cm2106.008641063.342441063.342441063.3424422.80530679.468801906.11481445.64692198601.17917M=(ton-seg2)/cm0.692630.692630.692630.4964934.11896679.468802798.70661654.33361428152.47458w=1 / seg16.4028946.0762067.1923077.1463844.71076487.060802294.42617536.43356287760.967797678.716401795.272933223004.89989w =77.14638w2 =5951.56393SEGUNDO MODO DE VIBRACION-952.87319-1063.342440.000000.00000f1395.7426011.00000679.46880679.46880276.3162276350.65481[[K]-W2*[M]]*[fi]=[0]=-1063.34244-1995.53939-1063.342440.00000*f2=[ 0 ]21.59769679.468801085.57907441.46708194893.184210.00000-1063.34244-1995.53939-1063.34244f33-0.01401679.46880-9.52273-3.8725614.996720.000000.00000-1063.34244-1891.57447f44-1.60634487.06080-782.38377-318.16815101230.96895973.14137395.74260156612.203851.002.003.004.00fi =1.00000-0.896110.68170-0.383220TERCER MODO DE VIBRACION0DISTRIBUCION DE LAS FUERZAS SISMICAS EN CADA PORTICO242.9101111.00000679.46880679.46880360.68242130091.81010020.03975679.4688027.0084114.33687205.545980ANALISIS MODAL ESPECTRAL3-1.03740679.46880-704.87848-374.17064140003.669850CONSIDERANDO UN ESPECTRO TEORICO SEGN NORMA E-03040.93624487.06080456.00560242.0614558593.74664FUERZA DE INERCIA PARA CADA MODO DE VIBRACIONDIRECCION X457.60433242.9101159005.32021PORTICO 1FT% = (Ki/KT)FCUARTO MODO DE VIBRACIONV.BASALNIVELfiMASA (Ton)fi*MASAFza INERCIA F (Ton)NIVEL 4108.91650.208522.7127174.0940611.00000679.46880679.46880340.76534116121.01623NIVEL 3123.96180.208525.85012-0.89611679.46880-608.87968-305.3636793246.97399303.72375214411.00000679.46880679.4688026.87569722.3027961343NIVEL 2101.07150.208521.076830.68170679.46880463.19545232.3005253963.5297722.80530679.468801906.1148175.394425684.3180522912NIVEL 162.73260.216913.606083.24564-0.38322487.06080-186.64985-93.608128762.4805734.11896679.468802798.70661110.6999712254.4833345989347.13472174.0940644.71076487.060802294.4261790.753678236.2293657325PORTICO 2FT%F7678.71640303.7237592248.1176164498NIVEL 4108.91650.194321.16373.8.3) FUERZA DE DISEO POR PISO37.691653129511.00000679.46880679.4688026.31714692.5921047655NIVEL 3123.96180.194324.087221.59769679.468801085.5790742.046581767.9151671538NIVEL 2101.07150.194319.6393RESPUESTA MAXIMA ELASTICA ESPERADA :3-0.01401679.46880-9.52273-0.368830.1360382968NIVEL 162.73260.188711.840276.7304Factor de Reduccin = R=8.04-1.60634487.06080-782.38377-30.30324918.2864250702NIVEL0.25*( FUERZAS DEL MISMO NIVEL) = S10.75*(RAIZ DE DE CUADRAD. DE FUERZ. EN EL NIVEL) = S2S1+S2F diseo (Ton)973.1413737.691651420.6607156334PORTICO 3FT%FNIVEL 4108.91650.194321.16371284.15570442.30903726.4647490.8080916.638710477811.00000679.46880679.4688024.70581610.3769358722NIVEL 3123.96180.194324.08722301.70364523.36185825.06548103.1331920.03975679.4688027.008410.982040.9643998944NIVEL 2101.07150.194319.63933316.16933591.56636907.73569113.466963-1.03740679.46880-704.87848-25.62972656.8823275399NIVEL 162.73260.188711.840276.73044297.56782506.65160804.21942100.5274340.93624487.06080456.0056016.58058274.915626946457.6043316.63871PORTICO 4FT%F10.918959111111.00000679.46880679.46880-22.32420498.3698482312NIVEL 4108.91650.194321.16373.8.4)DESPLAZAMIENTOS DE PISOS2-0.89611679.46880-608.8796820.00497400.1987046598NIVEL 3123.96180.194324.087230.68170679.46880463.19545-15.21846231.6014535096NIVEL 2101.07150.194319.6393MODOFRECUENCIAVELOCIDAD DEVELOCIDADACELERACIONF.P.MSd=Sv/WF.P.M *Sd4-0.38322487.06080-186.649856.1324537.6069401821NIVEL 162.73260.188711.840276.7304(W)ESPECTRONORM 200.00NORMALIZADA-332.3340810.91896(1/seg)SvS v (cm/seg)S aPORTICO 5FT% = (Ki/KT)FNIVEL 4108.916520.2085322.712711.016.4028968.0000051.64799847.176060.270733.148710.85245RESPUESTA MAXIMA ELASTICA ESPERADANIVEL 3123.961770.2085325.850152.046.0762043.0000032.659761504.837360.265100.708820.18791NIVEL 2101.071540.2085321.076783.067.1923041.0000031.140702092.415220.248870.463460.11534NIVEL 162.732610.2168913.6060083.245644.077.1463839.0000029.621642285.202330.215290.383970.08267NIVEL0.25*( FUERZAS DEL MISMO NIVEL) = S10.75*(RAIZ DE DE CUADRAD. DE FUERZ. EN EL NIVEL) = S2S1 + S2F diseo (Ton)TOTAL=396.6824MODONIVELF.P.M *Sdfi( X )125.0557137.6769062.7326162.732611.010.852451.000000.852450.72668234.6070066.46454101.07154101.0715422.805302.391395.71873337.9792485.98253123.96177123.9617734.118963.5112212.32867435.9424972.97403108.91652108.9165244.710764.0157016.125852.010.187911.000000.187910.0353121.597690.300220.09013DESPLAZAMIENTOS DE PISO3-0.01401-0.002630.00001Factor de Reduccin = R =8.04-1.60634-0.301850.091113.010.115341.000000.115340.0133020.039750.004580.00002MODOFRECUENCIAACELERACIONF.P.M.Sd=Sa/W2F.P.M*Sd3-1.03740-0.119650.01432W (1/seg)Sa (cm/seg2)40.936240.107990.011664.010.082671.000000.082670.00683116.40289143.325000.270730.532700.144222-0.89611-0.074080.00549246.07620143.325000.265100.067510.0179030.681700.056350.00318367.19230143.325000.248870.031750.007904-0.38322-0.031680.00100477.14638143.325000.215290.024080.00518NIVELXS1S2rX-1X-2X-3X-40.25*|xi|0.75*(xi2)S1+S2TOLERANCIA =0.0070044.01570-0.301850.10799-0.031681.114303.021454.1357533.51122-0.00263-0.119650.056350.922472.635283.55775MODONIVELF.P.M *Sdfi( X )he (cm)Fdiseo (Ton)K (Ton/cm)Xdiseo (cm)Di/he22.391390.300220.00458-0.074080.692571.808482.50104110.144221.000000.144220.0208010.852450.187910.115340.082670.309590.663280.9728822.805300.404570.16368108.916525.515170.0024634.118960.594030.3528744.710760.679370.461553001388.4026787714rx1DiDi/he210.017901.000000.017900.000324.135750.578000.0019321.597690.028590.000823.557751.056710.003523-0.01401-0.000250.00000123.961774.776580.004892.501041.528170.005094-1.60634-0.028750.000830.972880.972880.00324310.007901.000000.007900.0000620.039750.000310.000003001388.4026787714TOLERANCIA=7.000003-1.03740-0.008200.0000740.936240.007400.00005he (cm)Fdiseo (Ton)Xdiseo (cm)Di/he(Di/he)x1000410.005181.000000.005180.00003101.071543.309920.00695100.527434.13580.001931.926682-0.89611-0.004650.0000230.681700.003530.000013004-0.38322-0.001990.000003001388.4026787714113.466963.55770.003523.5223562.732611.224190.00408300NIVELXS1S2103.133192.50100.005095.09389X-1X-2X-3X-40.25*|xi|0.75*(xi2)3002349.803824322840.67937-0.028750.00740-0.001990.179380.51002TOTAL396.6824430030.59403-0.00025-0.008200.003530.151500.4455720.404570.028590.00031-0.004650.109530.3042190.808090.97290.003243.2429210.144220.017900.007900.005180.043800.10922300407.93567rX diseoNIVELS1+S2r*RDiDi/he40.689405.515170.738590.0024630.597074.776581.466670.0048920.413743.309922.085730.0069510.153021.224191.224190.00408DISTRIBUCION DE LAS FUERZAS SISMICAS EN CADA PORTICO3.6) ANALISIS SISMICO MEDIANTE EL PROCEDIMIENTO DEANALISIS POR FUERZAS ESTATICAS EQUIVALENTESPORTICO 1FT% = (Ki/KT)FNIVEL 4100.527430.2085320.96331Vlido para edificios sin irregularidades y de no mas de 45 m de alturaNIVEL 3113.466960.2085323.66163NIVEL 2103.133190.2085321.50670Valores de los parmetros utilizados para el presente proyecto:NIVEL 190.808090.2168919.6952685.82690Z=0.3Zona ssmica:2 (PUNO)PORTICO 2FT% = (Ki/KT)FU=1.3Categora de la Edificac:0NIVEL 4100.527430.1943119.53360S=1.2Suelo tipo:S2NIVEL 3113.466960.1943122.04790hn=12Altura de la edificacin (m)NIVEL 2103.133190.1943120.03993CT=35(RNE 030, Art. 7.2)NIVEL 190.808090.1887417.1391978.76062T= hn/CT0.3428571429(Periodo fundamental de vibracin)C=2.5(Factor de amplificacin dinmica )PORTICO 3FT% = (Ki/KT)FR=8.0NIVEL 4100.527430.1943119.53360NIVEL 3113.466960.1943122.04790NIVEL 2103.133190.1943120.039933.6.1) FUERZA CORTANTE TOTAL EN LA BASE DE LA ESTRUCTURANIVEL 190.808090.1887417.1391978.76062CORRESPONDIENTE A LA DIRECCION CONSIDERADA (VH):PORTICO 4FT% = (Ki/KT)FPeso (Ton)NIVEL 4100.527430.1943119.53360NIVEL 1679.4688NIVEL 3113.466960.1943122.04790NIVEL 2679.4688NIVEL 2103.133190.1943120.03993NIVEL 3679.4688NIVEL 190.808090.1887417.1391978.76062NIVEL 4487.0608V =(Z*U*S*C/R)*P (Ton)TOTAL =2525.4672PORTICO 5FT% = (Ki/KT)FV =369.349578NIVEL 4100.527430.2085320.96331NIVEL 3113.466960.2085323.66163NIVEL1234NIVEL 2103.133190.2085321.50670K =(Ton/cm)2106.008641063.342441063.342441063.34244NIVEL 190.808090.2168919.6952685.82690M =(ton-seg)/cm0.692630.692630.692630.49649TOTAL=407.93567hiPeso (Pi)(hi)x(Pi)Fi=Pixhi/pixhiKiFi/Ki(m)(Ton)(Ton)(Ton/cm)(cm)NIVEL 412487.060805844.72960119.431721063.342440.11232NIVEL 39679.468806115.21920124.958931063.342440.11752NIVEL 26679.468804076.8128083.305951063.342440.07834NIVEL 13679.468802038.4064041.652982106.008640.0197818075.16800369.34958XiXdiseo=Xi*RDi/he(cm)(cm)NIVEL 40.327952.623630.00300NIVEL 30.215641.725090.00313NIVEL 20.098120.784970.00209NIVEL 10.019780.158230.00053DISTRIBUCION DE LAS FUERZAS SISMICAS EN CADA PORTICOPORTICO 1FT% = (Ki/KT)FNIVEL 4119.431720.208533235524.905483084NIVEL 3124.958930.208533235526.0580897259NIVEL 283.305950.208533235517.3720598173NIVEL 141.652980.21688880029.034064045877.3696966729PORTICO 2FT%FNIVEL 4119.431720.194311176323.206918087NIVEL 3124.958930.194311176324.2809164446NIVEL 283.305950.194311176316.1872776297NIVEL 141.652980.18874079997.861616056771.536728218PORTICO 3FT%FNIVEL 4119.431720.194311176323.206918087NIVEL 3124.958930.194311176324.2809164446NIVEL 283.305950.194311176316.1872776297NIVEL 141.652980.18874079997.861616056771.536728218PORTICO 4FT%FNIVEL 4119.431720.194311176323.206918087NIVEL 3124.958930.194311176324.2809164446NIVEL 283.305950.194311176316.1872776297NIVEL 141.652980.18874079997.861616056771.536728218PORTICO 5FT%FNIVEL 4119.431720.208533235524.905483084NIVEL 3124.958930.208533235526.0580897259NIVEL 283.305950.208533235517.3720598173NIVEL 141.652980.21688880029.034064045877.3696966729TOTAL=369.349578TOLERANCIA =7.00000he (cm)Fdiseo (Ton)Xdiseo (cm)Di/he(Di/he)x1000119.431722.62360.003002.99513300124.958931.72510.003133.1337430083.305950.78500.002092.0891630041.652980.15820.000530.52742300369.34958

NO TOCAR ESTAS CELDAS NI MODIFICRALSNO TOCAR ESTAS CELDAS NI TOCARLASOBTENER S'v DE UN ESPECTRO DE VELOCIDADES CON b= 0.10 INGRESANDOCON UN PERIODO TNO CAMBIARNO TOCAR TODA ESTA FILAEDIXON:NO TOCAR

GRAFICOSEJE X-XEJEY-YESPECTRO DE RESPUESTASEGN NORMA E-030FUERZAS ESTATICAS EQUIV.ESPECTRO DE RESPUESTASEGN NORMA E-030FUERZAS ESTATICAS EQUIV.NIVELESX DiseoDESPLAZAMIENTOSX DiseoDESPLAZAMIENTOSX DiseoDESPLAZAMIENTOSNIVELESX DiseoDESPLAZAMIENTOSX DiseoDESPLAZAMIENTOSX DiseoDESPLAZAMIENTOS10.985530.003291.112490.003710.141810.0004710.972880.003241.224190.004080.158230.0005322.301460.004392.720530.005360.621820.0016022.501040.005093.309920.006950.784970.0020933.198450.002993.847050.003761.341840.0024033.557750.003524.776580.004891.725090.0031343.703760.001684.412760.001892.030000.0022944.135750.001935.515170.002462.623630.00300

GRAFICOS

ESPECTRONORMA E-030FUERZAS ESTATICASDESPLAZAMIENTOSNIVELES

TORSION

ESPECTRONORMA E-030FUERZAS ESTATICASX DISEONIVELES

ESPECTRONORMA E-030FUERZA EQUIVALENTEDi/heVIVELES

ESPECTROHORMA E-0.30FUERZA EQUIVALENTEX DISEONIVELES

SISTEMA CONFINADORIGIDECES DE MUROS - CENTRO DE RIGIDECES - CENTRO DE MASAS24824.0084866663RIGIDECES PRIMER PISODIRECCIN XMuro(1 - 1)182.60.2531.24499.4564530.6560.00397293460.4833(21 - 21)0.152.62.53.124.4994567.6194560.01968644482.3946DIRECCIN YMuro(1 - 1)0.252.590.830.090.920.272014925433.0869833.08642(21 - 21)2.52.50.155018518.518518518518568.520.00013463650.016381114.11111MuroY(m)X(m)(1-1)0.00400.27209.000.150.03580.0408121.4100.23(2-2)0.00400.27209.004.450.03581.210535.9990.01(3-3)0.00400.27209.009.450.03582.57050.0076.63(4-4)0.00400.27209.0014.450.03583.9306317.1886.63(5-5)0.00400.27209.0019.450.03585.2907134.2496.63(6-6)0.01970.00010.152.500.00300.000367.1836.63(7-7)0.01970.00015.452.500.10730.000367.18310301.65(8-8)0.01970.00019.452.500.18600.000367.1832.09(9-9)0.01970.000117.452.500.34350.000367.1832.09(10-10)0.01970.00010.157.500.00300.00105.57310301.65(11-11)0.01970.00015.457.500.10730.00105.5739722.69(12-12)0.01970.00019.457.500.18600.00105.5739722.69(13-13)0.01970.000117.457.500.34350.00105.5739722.69(14-14)0.01970.00010.1512.500.00300.001712.0759722.69(15-15)0.01970.00015.4512.500.10730.001712.0759160.48(16-16)0.01970.00019.4512.500.18600.001712.0759160.48(17-17)0.01970.000117.4512.500.34350.001712.0759160.48(18-18)0.01970.00010.1517.500.00300.002486.6899160.48(19-19)0.01970.00015.4517.500.10730.002486.6898615.02(20-20)0.01970.00019.4517.500.18600.002486.6898615.02(21-21)0.01970.000117.4517.500.34350.002486.6898615.02TOTAL0.33481.36222.738013.0647=13.0646575087=9.5906483605m1.3622=2.7380=8.1769089252m0.3348CENTRO DE MASAS PRIMER PISOMuroEspecificacinPeso (Tn)Y (m)X (m)PYPX(1 - 1)18x0,3x2,6x1,825.279.000.15227.4483.79082.0018x0,3x2,6x1,925.279.004.45227.448112.46043.0018x0,3x2,6x1,1025.279.009.45227.448238.82044.0018x0,3x2,6x1,1125.279.0014.45227.448365.18045.0018x0,3x2,6x1,1225.279.0019.45227.448491.54046.000,3x0,3x2,6x1,80.420.152.500.063181.0537.000,3x0,3x2,6x1,90.425.452.502.295541.0538.000,3x0,3x2,6x1,100.429.452.503.980341.0539.000,3x0,3x2,6x1,110.4217.452.507.349941.05310.000,3x0,3x2,6x1,120.420.157.500.063183.15911.000,3x0,3x2,6x1,130.425.457.502.295543.15912.000,3x0,3x2,6x1,140.429.457.503.980343.15913.000,3x0,3x2,6x1,150.4217.457.507.349943.15914.000,3x0,3x2,6x1,160.420.1512.500.063185.26515.000,3x0,3x2,6x1,170.425.4512.502.295545.26516.000,3x0,3x2,6x1,180.429.4512.503.980345.26517.000,3x0,3x2,6x1,190.4217.4512.507.349945.26518.000,3x0,3x2,6x1,200.420.1517.500.063187.37119.000,3x0,3x2,6x1,210.425.4517.502.295547.37120.000,3x0,3x2,6x1,220.429.4517.503.980347.371(21 - 21)0,3x0,3x2,6x1,230.4217.4517.507.349947.371TOTAL133.101191.9961279.1844=1279.1844=9.61m133.0992=1191.996=8.96m133.0992OBSERVACIN: En el presente trabajo, estamos considerando los cuatro pisos en forma SIMTRICA, por tal razn, hice el anlisis de Centro de Masas, Centro de Rigideces en un solo piso; lo mismo que la correccin por TORSIN; los mismos valores tomarn los dems pisos.MOMENTO POLAR DE INERCIA121.64=EXCENTRICIDADPRIMER PISOex=9,61-9,520.9ey=8,96-8,180.78SEGUNDO PISOex=9,61-9,520.9ey=8,96-8,180.78TERCER PISOex=9,61-9,520.9ey=8,96-8,150.78CUARTO PISOex=9,61-9,520.9ey=8,96-8,150.78CLCULO DEL MOMENTO TORSOR:Estos valores van a cumplir para los cuatro pisos.Calculando la Cortante Basal:=(0,15x1.3x2.5x1.2)*/89.5226974222=177.9Tn0.15Fa=0,07x0,17x107,90=1,28 Tn4.45-9.449.45-5.1414.45NIVELPihiPihiFi-0.0719.454487.060810.45065.43232108.91651636624.932.503679.46887.85299.85664123.96177458359.932.502679.46885.23533.23776101.0715440511-7.022.501679.46882.61766.6188862.7326060834-7.022.50SUMA2525.467215665.1456396.6824410842-7.027.50-7.027.5095.96-2.027.50-2.027.50-2.0212.5086.36-2.0212.502.9812.502.9812.50106.622.9817.502.9817.507.9817.5095.967.9817.507.987.98CORRECCIN POR TORSIN eje x8.1769089252y(m)Y=y-YcrMURO10.00402.1119.000.820.00330.00269417.358375.60520.00402.1119.000.820.00330.00269417.358375.60530.00402.1119.000.820.00330.00269417.358375.60540.00402.1119.000.820.00330.00269417.358375.60550.00402.1119.000.820.00330.00269417.358375.60560.019710.4590.15-8.03-0.15801.26842-1844.464-1659.94195.960.483370.019710.4595.45-2.73-0.05370.14639-126.455-563.9172.394680.019710.4599.451.270.02510.03191292.537263.27186.3690.019710.45917.459.270.18261.692842130.8191917.648100.019710.4590.15-8.03-0.15801.26842-1844.464-1659.941110.019710.4595.45-2.73-0.05370.14639-626.603-563.917120.019710.4599.451.270.02510.03191292.537263.271130.019710.45917.459.270.18261.692842130.8191917.648140.019710.4590.15-8.03-0.15801.26842-1844.464-1659.941150.019710.4595.45-2.73-0.05370.14639-626.603-563.917160.019710.4599.451.270.02510.03191292.537263.271170.019710.45917.459.270.18261.692842130.8191917.648180.019710.4590.15-8.03-0.15801.26842-1844.464-1659.941190.019710.4595.45-2.73-0.05370.14639-626.603-563.917200.019710.4599.451.270.02510.03191292.537263.271210.019710.45917.459.270.18261.692842130.8191917.6482396.0911706.270F1=177.9TnMt1=95.96TnMt2=86.36TnCORRECCIN POR TORSIN eje y177.9X(m)Y=y-Ycr106.62MURO95.9610.27208.8950.150.150.04080.006127.729476.25420.27208.8954.454.451.21055.386587.729476.25430.27208.8959.454.451.21055.386587.729476.25440.27208.89514.454.451.21055.386587.729476.25450.27208.89519.454.451.21055.386587.729476.25460.00010.0042.50-175.40-0.02364.142112.395-275.64370.00010.0042.502.500.00030.000842.3953.92980.00010.0042.502.500.00030.000842.3953.92990.00010.0042.50-175.40-0.02364.142112.395-275.643100.00010.0047.50-170.40-0.02293.909332.395-267.785110.00010.0047.50-170.40-0.02293.909332.395-267.785120.00010.0047.50-170.40-0.02293.909332.395-267.785130.00010.0047.50-170.40-0.02293.909332.395-267.785140.00010.00412.50-165.40-0.02233.683272.395-259.928150.00010.00412.50-165.40-0.02233.683272.395-259.928160.00010.00412.50-165.40-0.02233.683272.395-259.928170.00010.00412.50-165.40-0.02233.683272.395-259.928180.00010.00417.50-160.40-0.02163.463952.395-252.070190.00010.00417.50-160.40-0.02163.463952.395-252.070200.00010.00417.50-160.40-0.02163.463952.395-252.070210.00010.00417.50-160.40-0.02163.463952.395-252.0705.440433143976.957-1281.293F=177.9Mt1y=106.62Mt2y=95.96

1-11-11-11-1C.R (9.52;8.18)C.M (9.61;8.96)

MBD0000C7DA.unknown

MBD0000C7E2.unknown

MBD0000C7E6.unknown

MBD0000C7E8.unknown

MBD0000C7E9.unknown

MBD0000C7E7.unknown

MBD0000C7E4.unknown

MBD0000C7E5.unknown

MBD0000C7E3.unknown

MBD0000C7DE.unknown

MBD0000C7E0.unknown

MBD0000C7E1.unknown

MBD0000C7DF.unknown

MBD0000C7DC.unknown

MBD0000C7DD.unknown

MBD0000C7DB.unknown

MBD0000C7CA.unknown

MBD0000C7D2.unknown

MBD0000C7D6.unknown

MBD0000C7D8.unknown

MBD0000C7D9.unknown

MBD0000C7D7.unknown

MBD0000C7D4.unknown

MBD0000C7D5.unknown

MBD0000C7D3.unknown

MBD0000C7CE.unknown

MBD0000C7D0.unknown

MBD0000C7D1.unknown

MBD0000C7CF.unknown

MBD0000C7CC.unknown

MBD0000C7CD.unknown

MBD0000C7CB.unknown

MBD0000C7C2.unknown

MBD0000C7C6.unknown

MBD0000C7C8.unknown

MBD0000C7C9.unknown

MBD0000C7C7.unknown

MBD0000C7C4.unknown

MBD0000C7C5.unknown

MBD0000C7C3.unknown

MBD0000C7BE.unknown

MBD0000C7C0.unknown

MBD0000C7C1.unknown

MBD0000C7BF.unknown

MBD0000C7BA.unknown

MBD0000C7BC.unknown

MBD0000C7BD.unknown

MBD0000C7BB.unknown

MBD0000C7B8.unknown

MBD0000C7B9.unknown

MBD0000C7B6.unknown

MBD0000C7B7.unknown