calculo de coef sismico

FUERZASCALCULO DE COEFICIENTE SISMICO4/10/15 22:21INGRESO DE DATOSS:1.2I:1.00SOBRE CARGA200KG/M2HABITACIONALP:1n:1.80T":0.85Ao:0.30*gR:7.00T*:0.23C:1.22C max::0.126

CORTE BASALPeso total (Q):247,800kg26.24Q*I*Cmax(Qo):31223kg3.66578

Nivel
Autor: Autor:NUMERO DE PISOS A ANALIZARLargo
Autor: Autor:LARGO TOTAL PLANTA A ANALIZARAncho
Autor: Autor:ANCHO TOTAL PLANTA A ANALIZARArea (m2)PP/m2
Autor: Autor:PESO PROPIO POR PISO CONSIDERANDO EL TIPO DE MATERIAL Y SU DENSIDAD25% SC
Autor: Autor:25% DE AUMENTO DEL PESO PROPIO INDICADO EN LA NORMAPS/m2
Autor: Autor:SUMA DEL PESO PROPIO MAS EL 25% DEACUERO A NORMATotal
Autor: Autor:MULTIPLICACION PS/M2 X EL AREA A ANALIZARALTURA PISOZk
Autor: Autor:ALTURA ACUMULADA POR PISOAK
Autor: Autor:NCH 433 PAG 25 PUNTO 6-5Ak*PS
Autor: Autor:MULTIPLICACION PESO SISMICO POR FACTOR DE PONDERACION ASOCIADO AL NILVEL DEL PISO(Ak*PS)Fi
Autor: Autor:FUERZASISMICA HORIZONTAL POR PISO

PP H AK

110.58841000
Autor: Autor:DADO POR LA EXPERIENCIA DEL PROFESOR 1000 KG /M250105088,2003.003.000.2094184720.23447318210.5884100050105088,2002.505.500.2316204230.25918091310.58848005085071,4002.508.000.5590399140.50651581340505000.0000.0000050505000.000.0000.0000060505000.000.0000.0000070
Autor: Autor:DADO POR EL PROFESOR ALBAILERIA 800 KG /M2505000.000.00
Autor: Autor:ALTURA ACUMULADA

00.00000 Total247,800
Autor: Autor:SUMATORIA PESO PROPIO

8
Autor: Autor:ALTURA DEL EDIFICIO78809
Autor: Autor:SUMATORIA DE TODOS LOS FACTORES31223
Autor: Autor:SUMATORIA

CENTRO DE MASAS

LargoAnchoArea DistanciaDistanciaAi*dxAi*dycmcmcm2dxidyicm3cm3

L106698.0332.0231736349.00486.0080875864112623696L105432.0320.0138240914.00492.0012635136068014080L104698.0332.02317361479.00781.00342737544180985816L103698.0615.04292701479.00307.50634890330132000525L102570.0490.0279300983.00245.0027455190068428500L101698.0615.0429270349.00307.50149815230132000525173955201609222228694053142L206698.0332.0231736349.00486.0080875864112623696L205432.0320.0138240914.00492.0012635136068014080L204698.0332.02317361479.00781.00342737544180985816L203698.0615.04292701479.00307.50634890330132000525L202570.0490.0279300983.00245.0027455190068428500L201698.0615.0429270349.00307.50149815230132000525173955201609222228694053142L306698.0332.0231736349.00486.0080875864112623696L305432.0320.0138240914.00492.0012635136068014080L304698.0332.02317361479.00781.00342737544180985816L303698.0615.04292701479.00307.50634890330132000525L302570.0490.0279300983.00245.0027455190068428500L301698.0615.0429270349.00307.50149815230132000525173955201609222228694053142L406698.0332.0231736349.00486.0080875864112623696L405432.0320.0138240914.00492.0012635136068014080L404698.0332.02317361479.00781.00342737544180985816L403698.0615.04292701479.00307.50634890330132000525L402570.0490.0279300983.00245.0027455190068428500L401698.0615.0429270349.00307.50149815230132000525173955201609222228694053142

PisoDistanciaDistanciaNdxdycmcm0925.08398.980925.08398.980925.08398.980925.08398.98

CALCULO DE EXCENTRICIDAD

X-X0.1AnchoAltura 7Y-Y0.1AnchoAltura X-XPisoY-YPiso00.0000.00ex=0CMey=0CM




X-X0.1AnchoAltura 3Y-Y0.1AnchoAltura X-XPisoY-YPiso10.58.0088.00ex=105CMey=80CM



FUERZAS EN PLANTA 1

CALCULO FUERZAS EN PISO 1FECHA4/10/15Fi=7318CALCULO FUERZAS EN PISO 1

MUROLEbhEbh/L4*(h/L)33*h/LKxKx/KxFi * Kx / KxyKx * yy'Kx * y'Kx * y'2Fi * exFi * ex *Kx * y'(Kx * y'2) * (Ky * x2)FtxMUROFixEJE XEJE X

Murolargomaterialespesoralturarazony*Fi *ey*kxi*y*MurodesignacionLEbHb*EH/L4*(H/L)33*H/LKxi(Kxi/Kxi)Fi * (Kxi/Kxi)ykxi*y(y-yr)(kxi) x (y*)(kxi )*(y*)2Fi*exFi *ex*kxi*y*Kxi*x^2+ Kxi*y^2Kxi*x^2+ Kxi*y^2designacionFixnmkg/cm2mmmn(M)(M)(M)1x1.002100.23.00423.00108.009.000.360.0302210.000.00-4.29-1.546.612749-42349512161x2162x1.502100.23.00422.0032.006.001.110.0936790.000.00-4.29-4.7420.342749-130369516652x6653x1.502100.23.00422.0032.006.001.110.0936790.000.00-4.29-4.7420.342749-130369516653x665ex=0.384x1.302100.23.00422.3149.166.920.750.0634600.000.00-4.29-3.2113.782749-88339514514x4515x1.002100.23.00423.00108.009.000.360.0302216.002.151.710.611.05274916889512225x222Q =73186x1.102100.23.00422.7381.148.180.470.0392896.002.821.710.801.37274922109512916x2917x2.002100.23.00421.5013.504.502.330.19614336.0014.001.713.996.8227491096995114457x1445Yk=4.298x1.802100.23.00421.6718.525.001.790.15010978.0014.293.716.6324.5827491821595111168x11169x2.002100.23.00421.5013.504.502.330.19614338.0018.673.718.6632.12H piso = 3.0010x1.602100.23.00421.8826.375.631.310.1108068.0010.503.714.8718.07Ancho y = 8

H edif =8.0012731862.43145

MUROLEbhEbh/L4*(h/L)33*h/LKyiKy/KyFi * Ky / KyxKy * xx'Ky * x'Ky * x'2Fi * eyFi * ey *Ky * x'(Ky * x'2) * (Kx * y2)FtxMUROFiyEJE YEJE YdesignacionLEbHb*EH/L4*(H/L)33*H/LKyi(Kxi/Kxi)Fi * (Kxi/Kxi)xkyi*x(x-xr)(kyi) x (x*)(kyi )*(x*)2Fi*eyFi *ey*kyi*x*Kyi*x^2+ Kxi*y^2Kxi*x^2+ Kxi*y^2designacionFixnmkg/cm2mmmn1y6.002100.23.00420.50000.5001.50021.000.4532740.000.0-5.24-1105772633-28980095129691y2969ey=0.362y6.002100.23.00420.50000.5001.50021.000.4532747.00147.01.76376526339729295133762y33763y1.602100.23.00421.875026.3675.6251.310.0320511.0014.45.768442633199109512263y226Q =73184y2.402100.23.00421.25007.8133.7503.630.0856611.0040.05.76211202633550909516244y6245yXk=5.246y7yH piso = 38y9yAncho x = 10.510y11yH edif =0.0012y13y46.95201806

Xk5.24
Autor: Autor:CENTRO DE RIGIDEZCOORDENADA Xex =0.38Yk4.29
Autor: Autor:CENTRO DE RIGIDEZ COORDENADA Yey =0.36

CENTRO DE MASA

AREACOORDENADASXY124748423.531473294288864835.61627906983.93023255815.6162790698

calculo de coef sismico

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