Hoja1DISEO SSMICO ESTTICO PARA CASA HABITACIN1. CARACTERSTICAS DEL PROYECTOPLANTA ALTATipo de proyectoNo. De Nivelesrea construccion m^2Altura H, mZona Rep MexTerreno tipoCasa habitacion (grupo B)21406.30Oaxaca de JarezTipo IIIAltura de nivel 1 (m)3.38Altura de nivel 2 (m)2.922. MATERIALESMuros (confinados)e, mMorteroVm*, kg/cm^2f*m, kg/cm^2E, kg/cm^2Tabique de Barro recocido (mosrtero tipo I)0.15I3.5159000Concretof'c, kg/cm^2E kg/cm^2Tipo I250221359.43Acerofy, kg/cm^2E kg/cm^242002000000LosasLmx, mh, mArea m^2Losa de entrepiso12.860.2593.07Losa de azotea11.660.2599.473. CONDICIONES DE REGULARIDAD1.- SU PLANTA ES SENSIBLEMENTE SIMTRICA CON RESPECTO A DOS EJES ORTOGONALES POR LO QUE TOCA A MASAS, AS COMO A MUROS Y OTROS ELEMENTOS RESISTENTES. STOS SON, ADEMS, SENSIBLEMENTE PARALELOS A LOS EJES ORTOGONALES PRINCIPALES DEL EDIFICIO.No cumple2.- LA RELACIN DE SU ALTURA A LA DIMENSIN MENOR DE SU BASE NO PASA DE 2.5.H/b =3.38/8 = 0.423 y 2.92/8 =0.36Cumple3.- LA RELACIN DE LARGO A ANCHO DE LA BASE NO EXCEDE DE 2.5.L/b = 12.86/8 = 1.60 y 13.66/8 = 1.70Cumple4.- EN PLANTA NO TIENE ENTRANTES NI SALIENTES CUYA DIMENSIN EXCEDA DE 20 POR CIENTO DE LA DIMENSIN DE LA PLANTA MEDIDA PARALELAMENTE A LA DIRECCIN QUE SE CONSIDERA DEL ENTRANTE O SALIENTE.s/L = 2.65/12.86 = 0.20 = 20% y 2.65/13.66 = 19.39%Cumple5.- EN CADA NIVEL TIENE UN SISTEMA DE TECHO O PISO RGIDO Y RESISTENTE.Cumple6.- NO TIENE ABERTURAS EN SUS SISTEMAS DE TECHO O PISO CUYA DIMENSIN EXCEDA DE 20 POR CIENTO DE LA DIMENSIN EN PLANTA MEDIDA PARALELAMENTE A LA ABERTURA; LAS REAS HUECAS NO OCASIONAN ASIMETRAS SIGNIFICATIVAS NI DIFIEREN EN POSICIN DE UN PISO A OTRO, Y EL REA TOTAL DE ABERTURAS NO EXCEDE EN NINGN NIVEL DE 20 POR CIENTO DEL REA DE LA PLANTA.Planta baja : a/b = 1.9/8 = 0.23 = 23% y a/b = 2.8/12.86 = 0.21 = 21%No cumple7.- EL PESO DE CADA NIVEL, INCLUYENDO LA CARGA VIVA QUE DEBE CONSIDERARSE PARA DISEO SSMICO, NO ES MAYOR QUE 110 POR CIENTO DEL CORRESPONDIENTE AL PISO INMEDIATO INFERIOR NI, EXCEPCIN HECHA DEL LTIMO NIVEL DE LA CONSTRUCCIN, ES MENOR QUE70 POR CIENTO DE DICHO PESO.100.261.28 y 1.10 > 0.8 Planta baja 1.88 > 1.36 y 1.02 > 0.8No cumple4. CARGAS4.1 CARGAS MUERTAS, kg/m2CONCEPTOESPESOR (m)P V (kg/m^3)kg/m^2CONCEPTOESPESOR (m)P V (kg/m^3)kg/m^2Losa0.172400408Rampa0.122400288Relleno, entortado, etc0.05100050Escalones0.252400600Loseta0.015180027Aplanado0.02150030Aplanado0.015150022.5Loseta0.02180027Adicional Art 228 RCSEO40Carga muerta en escaleras0.945Carga muerta en entrepisoLosa0.5475CONCEPTOESPESOR (m)P V (kg/m^3)kg/m^2CONCEPTOESPESOR (m)P V (kg/m^3)kg/m^2Losa0.192400456Losa0.182400432Teja espaola--105Relleno, impermeabilizante0.061900114Aplanado y Adicional Art 228 RCSEO0.015150062.5Aplanado0.015150022.5Carga muerta losa inclinada0.6235Adicional Art 228 RCSEO40Carga muerta en azoteaLosa0.6085CONCEPTOESPESOR (m)P V (kg/m^3)Area m^2Kg/m^2Losa0.052400120Aplanado y Adicional Art 228 RCSEO0.015150062.5Carga muerta losa balcon t1.620.295654.2 CARGA VIVA, kg/m2CONCEPTOCarga viva Instantnea (t/m^2)Cargas de diseo (t/m^2) o tEntrepiso0.090.64Escalera0.151.10Azotea0.070.68Azotea inclinada0.070.69Balcon0.070.02Calculo de pesos de elementos actuantes Planta bajaCalculo de pesos de elementos actuantes Planta bajaPESO PROPIO DE MUROS , t/mPESO PROPIO DE DINTELES PUERTAS , t/mCONCEPTOESPESOR (m)PV(kg/m^3)kg/m^2h (altura) (m)Longitud (m)Peso muro (kg/m^2)Peso tMuro tabique recocido0.151600240Dintel 10.650.95270.000.17Aplanado dos caras0.02150030Dintel 21.230.86270.000.29Suma0.17270Dintel 30.930.64270.000.16Altura h (m)2.73Dintel 40.730.85270.000.17Peso, t/mMetro lineal0.74Peso, t0.7806PESO PROPIO DE trabes , t/mPESO PROPIO DE MUROS , t/ma (m)b (m)PV(kg/m^3)kg/mCONCEPTOESPESOR (m)PV(kg/m^3)kg/m^20.350.252400.00210.00Muro tabique recocido0.151600240Peso, t/mMetro lineal0.21Aplanado dos caras0.02150030Suma0.17270PESO PROPIO DE DINTELES VENTANAS , t/mAltura h (m)2.67CONCEPTOh (altura) (m)Longitud (m)Peso muro (kg/m^2)PesoPeso, t/mMetro lineal0.7209Dintel 10.482.55270.000.33Dintel 20.500.50270.000.07Dintel 30.480.90270.000.12PESO PROPIO DE ANTEPECHOS, t/mDintel 40.430.50270.000.06CONCEPTOh (altura) (m)Longitud (m)Peso muro (kg/m^2)PesoDintel 50.430.50270.000.06Antepecho 10.501.52270.000.21Dintel 60.431.90270.000.22Antepecho 21.400.50270.000.19Peso t0.85Antepecho 31.400.50270.000.19Antepecho 40.882.00270.000.48PESO PROPIO DE PUERTAS, t/mAntepecho 50.882.00270.000.48CONCEPTOPV(kg/m3)Peso t0.0015Madera800.00PUERTASespesor (m)Longitud (m)Altura (m)PesoPESO PROPIO DE PUERTAS, t/mPuerta 10.040.952.080.0632CONCEPTOPV(kg/m^3)Puerta 20.040.861.500.0413Madera800.00Puerta 30.040.641.800.0369Puerta 40.040.852.000.0544PUERTASespesor (m)Longitud (m)Altura (m)PesoPeso t0.20Puerta 10.040.842.100.0564Puerta 20.040.902.100.0605PESO PROPIO DE VENTANAS t/mPuerta 30.040.851.800.0490CONCEPTOPV(kg/m^3)Actuante PV(kg/m^3)Puerta 40.040.902.000.0576Vidrio2.603.17Puerta 50.040.902.000.0576Aluminio 20%0.57Peso t0.2811VENTANASespesor (m)Longitud (m)Altura (m)PesoPESO PROPIO DE BALCON, t/mVentana 10.022.552.100.0003CONCEPTOPerimetro (m)Altura (m)Peso muro (kg/m^2)Peso tVentana 20.020.501.600.0001Pretil entrepiso3.620.70270.000.68Ventana 30.020.900.800.0000Peso t0.6842Ventana 40.020.500.800.0000Ventana 50.020.500.800.0000PESO PROPIO DE VENTANAS t/mVentana 60.021.901.400.0002CONCEPTOPV(kg/m ^3)Actuante PV(kg/m^3)Peso t0.0007Vidrio2.603.17Aluminio 20%0.57PESO PROPIO DE COLUMNAS t/mPeso concreto (kg/m^3)2400.00VENTANASespesor (m)Longitud (m)Altura (m)PesoCONCEPTOb (m)h (m)H (m)Peso tVentana 10.021.521.740.0002Columna0.150.202.400.1728Ventana 20.020.500.700.0000Ventana 30.020.500.700.0000PESO PROPIO DE PROTECCION TERRAZA t/mVentana 40.022.001.400.0002Acero o hierro laminado o soldado 40% (kg/m^3)7.85Ventana 50.022.001.400.0002CONCEPTOespesor e (m)longitud (m)altura (m)Peso tPeso t0.0006Columna0.053.550.810.0011PESO PROPIO DE DINTELES VENTANAS , t/mCONCEPTOh (altura) (m)Longitud (m)Peso muro (kg/m^2)PesoPESO PROPIO DE DINTELES PUERTAS , t/mDintel 10.431.52270.000.18h (altura) (m)Longitud (m)Peso muro (kg/m^2)Peso tDintel 20.570.50270.000.08Dintel 10.570.84270.000.13Dintel 30.570.50270.000.08Dintel 20.570.90270.000.14Dintel 40.392.00270.000.21Dintel 30.870.85270.000.20Dintel 50.392.00270.000.21Dintel 40.670.90270.000.16Peso t0.7516Dintel 50.670.90270.000.16Peso, t0.7931PESO PROPIO DE trabes , t/ma (m)b (m)PV(kg/m^3)kg/mPESO PROPIO DE PRETIL ENTREPISO, t/m0.350.252400.00210.00CONCEPTOPerimetro (m)Altura (m)Peso muro (kg/m^2)Peso tPeso, t/mMetro lineal0.21Pretil entrepiso39.620.40270.004.28Peso t4.2790MARQUESINAESPESOR (m)P V (kg/m^3)kg/m^2Losa0.152400360Teja espaola--105Adicional Art 228 RCSEO--40Aplanado0.015150022.5Carga muerta Marquesina0.52754.3 COEFICIENTE SSMICO DE DISEOEstructura del grupo B, zona D, terreno tipo III (CS=0.86), piezas macizas (Q=2)Coeficiente ssmico, CSQQmodCS/Q0.642.001.600.404.4 OBTENCION DE MASAS PARA ANALISIS SISMICOCONCEPTOArea o longitudCarga unitPeso,tEntrepisom2 o mt/m2 o t/mLosa de entrepiso87.750.6455.9613Losa balcon-0.020.0207Escaleras5.321.0956.4079Ventanas-0.00070.0007Puertas-0.260.2580Dintel-1.630.9791Trabes10.710.211.3495Columnas-0.170.1728Proteccion de terraza-0.00110.0006muros nivel 143.770.737119.3577muros nivel 257.940.7220.8845Antepechos-0.00080.0008Balcon-0.680.3421Peso t/m2105.74CONCEPTOArea o longitudCarga unitPeso,tAzoteam2 o mt/m2 o t/mLosa de azotea94.150.6863.8808Ventanas-0.00060.0003Puertas-0.280.1405Dintel-1.540.7723Trabes4.300.210.4515Columnas-0.170.0864muros nivel 257.940.7220.8845Pretil-4.282.1395Marquesina1.950.531.0286Losa incinada15.680.693510.8741Peso t/m2100.264.5 ANALISIS SISMICO ESTATICONIVELhWWhFdC/QFvvhMmmAzotea6.30100.266320.640.4052.6252.62153.66153.66Planta baja3.38105.743570.360.4029.7782.40278.50432.16Suma205.99989c/Q0.404.5.1CentrodemasaDENSIDAD=SL*e/AconstEntrepisoLocalizacin de murosMURO, LOSA, HUECOW(t/m), (t/m^2)Longitud (m), Area (m^2)P,tx, my, mPx, mPy, mLosa entrepiso0.6481.6852.074.007.76208.28403.81Losa vacio0.64-9.805-6.251.851.32-11.56-8.25Losa excentricidad0.6411.3957.265.851.3242.509.59Hueco escaleras1.10-5.32-5.836.907.56-40.20-44.041x0.740.500.220.402.720.090.602x0.740.500.223.452.720.760.603x0.740.500.223.456.070.761.344x0.741.400.626.256.073.873.765x0.742.601.151.4510.131.6711.656x0.740.850.382.3311.930.884.487x0.740.300.130.3012.780.041.708x0.740.550.241.2312.780.303.119x0.741.850.822.9312.782.4010.4610x0.740.800.355.1512.781.824.5211x0.740.400.187.6512.781.352.2612x0.741.870.836.918.975.717.421y0.7410.214.520.087.750.3434.992y0.741.950.862.8311.032.449.513y0.744.702.083.785.007.8610.394y0.7412.865.697.936.4345.1036.575y0.741.030.466.058.532.763.896y0.740.900.406.056.592.412.62SUMA43.77279.58510.99TOTAL66.62XCM4.20YCM7.674.5.2CentrodemasaDENSIDAD=SL*e/AconstAzoteaLocalizacin de murosMURO, LOSA, HUECOW(t/m), (t/m^2)Longitud (m), Area (m^2)P,tx, my, mPx, mPy, mLosa azotea 10.6861.2841.584.009.83166.31408.72Losa azotea 20.6814.279.685.854.3356.6441.92Azotea inclinada0.6912.398.591.854.3215.9037.12Losa excentricidad0.6811.487.795.851.3445.5710.44Losa vacio0.68-9.87-6.701.931.34-12.92-8.971x0.721.240.544.470.082.400.042x0.721.240.547.150.083.830.043x0.720.900.394.302.751.671.074x0.720.900.394.305.001.671.955x0.720.400.170.356.070.061.056x0.720.700.301.406.070.421.847x0.720.340.152.426.070.360.898x0.723.101.346.306.078.458.149x0.720.850.372.177.970.802.9310x0.722.451.061.379.021.459.5611x0.722.891.256.409.028.0011.2812x0.720.700.300.5013.580.154.1113x0.720.850.373.2813.581.214.9914x0.721.000.434.3513.581.885.8715x0.721.000.437.3513.583.185.871y0.7211.014.760.088.150.3638.812y0.721.050.452.679.471.214.303y0.722.050.892.677.052.376.254y0.726.152.663.783.0710.068.175y0.724.561.973.7811.237.4622.156y0.720.900.394.889.551.903.727y0.7213.665.917.936.8346.8540.36SUMA57.94377.23672.61TOTAL86.01XCM4.39YCM7.824.6 RIGIDECES RELATIVAS DE MUROSEntrepisoK=Eel/H[[1/[3+4/(H/L)2]]MuroLHeEEeL/H3+KFd %no.cmmcmkg/cm2T/m(4)(h/L)^2t/m1x50.002.7315.009,0002,472.53122.24620.230.512x50.002.7315.009,0002,472.53122.24620.230.513x50.002.7315.009,0002,472.53122.24620.230.514x140.002.7315.009,0006,923.0818.210380.189.565x260.002.7315.009,00012,857.147.4101,735.1143.646x85.002.7315.009,0004,203.3044.26294.962.397x30.002.7315.009,0001,483.52334.2404.440.118x55.002.7315.009,0002,719.78101.55126.780.679x185.002.7315.009,0009,148.3511.710781.2119.6510x80.002.7315.009,0003,956.0449.58179.792.0111x40.002.7315.009,0001,978.02189.32310.450.2612x187.002.7315.009,0009,247.2511.525802.3520.18SUMA1,2123,975.95100.001y1,021.002.7315.009,00050,489.013.28615,364.9836.702y195.002.7315.009,0009,642.8610.840889.562.123y470.002.7315.009,00023,241.764.3505,343.4812.764y1,286.002.7315.009,00063,593.413.18019,996.2847.765y103.002.7315.009,0005,093.4131.100163.770.396y90.002.7315.009,0004,450.5539.804111.810.27SUMA3,165.0041,870100.00LONGITUD TOTAL m43.774.7. DISTRIBUCION DE FUERZAS SISMICAS (DIRECTAS Y DE TORSION).EntrepisoMomento polarMuroL, mKrel t/mFd %x, my, mK*xK*yCentro deXct=SK*x/SKDct, mK*DctK*Dct^21x0.5020.230.510.402.728.0955.01torsinYct=SK*y/SK-7.34-148.381,088.572x0.5020.230.513.452.7269.7855.01Xct, m4.40-7.34-148.381,088.573x0.5020.230.513.456.0769.78122.77Yct, m10.06-3.99-80.63321.404x1.40380.189.566.256.072,376.122,307.69Centro de masa-3.99-1,515.506,041.225x2.601,735.1143.641.4510.132,515.9117,576.630.07127.919.436x0.8594.962.392.3311.93221.271,132.93Xcm, m4.201.87177.94333.407x0.304.440.110.3012.781.3356.72Ycm, m7.672.7212.0932.938x0.5526.780.671.2312.7832.94342.28Excentricidades calculadas2.7272.95198.699x1.85781.2119.652.9312.782,288.959,983.882.722,127.805,795.5410x0.8079.792.015.1512.78410.921,019.72esx, m=2.392.72217.33591.9411x0.4010.450.267.6512.7879.93133.52esy, m=0.202.7228.4677.5112x1.87802.3520.186.918.975,544.277,197.12-1.09-871.58SUMA12.123,975.95100.0013,619.2839,983.29-7.08-0.001y10.2115,364.9836.700.087.751,152.374119,078.634.3266,408.95287,025.952y1.95889.562.122.8311.032,517.4629,811.87ecx/Lx =0.191.571,394.032,184.583y4.705,343.4812.763.785.0020,198.36726,717.420.623,297.452,034.854y12.8619,996.2847.767.936.43158,570.511128,576.09-3.53-70,644.92249,581.645y1.03163.770.396.058.53990.8301,396.99-1.65-270.70447.446y0.90111.810.276.056.59676.453736.83-1.65-184.81305.48SUMA31.6541,869.90100.00184,106.00286,317.82-0.33-0.00556,406.20TOTAL43.77(Fuertemente irregular)0.19>0.204.8 FUERZAS DEBIDAS A LA TORSIN SSMICAEntrepisoLibro "Diseo Estructural", Dr Roberto MeliVtor1x = Mt1x(K*Dct/Mpolar)Vtor1y = Mt1y(K*Dct/Mpolar)Mt1x= Vx(1.5ecx+0.10Lx)Mt1y= Vy(1.5ecy+0.10Ly)Vtor2x = Mt2x(K*Dct/Mpolar)Vtor2y = Mt2y(K*Dct/Mpolar)Mt2x= Vx(ecx-0.10Lx)Mt2y= Vy(ecy-0.10Ly)Vtdirectox, t=82.40Mt1x=400.84esx14.86Vdirectoy, t=82.40Mt2x=90.62esx21.10Lx, m=12.86Lx=long perp a xMt1y=90.68esy11.10Ly, m=8.00Mt2y=-49.41esy2-0.60Muros entrepisoVdirxVtorxVtotxVdiryVtoryVtotyVu, tMu, tm1x0.420.110.530.000.0240.0240.592.422x0.420.110.530.000.0240.0240.592.423x0.420.060.480.000.0130.0130.532.424x7.881.098.970.000.2470.2479.9545.465x35.960.0235.980.000.0210.02139.58207.466x1.970.001.970.000.0290.0292.1711.357x0.090.000.090.000.0020.0020.100.538x0.560.000.560.000.0120.0120.613.209x16.190.0016.190.000.3470.34717.9293.4010x1.650.001.650.000.0350.0351.839.5411x0.220.000.220.000.0050.0050.241.2512x16.630.6317.260.000.1420.14219.0395.93Suma84.410.7693.15475.381y0.000.110.1130.2410.8241.0645.20174.452y0.000.110.111.750.231.982.2110.103y0.000.060.0610.520.5411.0512.1860.674y0.001.091.0939.356.2745.6350.55227.035y0.000.090.090.320.020.350.411.866y0.000.130.130.220.020.240.301.27Suma0.001.58100.30110.85475.384.9 RIGIDECES RELATIVAS DE MUROSAzoteaK=Eel/H[[1/[3+4/(H/L)2]]5,962.50MuroLHeEEeL/H3+KFd %no.cmmcmkg/cm2T/m(4)(h/L)^2t/m1x124.002.6715.009,0006,269.6621.546291.003.652x124.002.6715.009,0006,269.6621.546291.003.653x90.002.6715.009,0004,550.5638.204119.111.494x90.002.6715.009,0004,550.5638.204119.111.495x40.002.6715.009,0002,022.47181.22311.160.146x70.002.6715.009,0003,539.3361.19557.840.727x34.002.6715.009,0001,719.10249.6756.890.098x310.002.6715.009,00015,674.165.9672,626.6832.919x85.002.6715.009,0004,297.7542.468101.201.2710x245.002.6715.009,00012,387.647.7511,598.2820.0311x289.002.6715.009,00014,612.366.4142,278.1328.5512x70.002.6715.009,0003,539.3361.19557.840.7213x85.002.6715.009,0004,297.7542.468101.201.2714x100.002.6715.009,0005,056.1831.516160.432.0115x100.002.6715.009,0005,056.1831.516160.432.01SUMA1,8567,980100.001y1,101.002.6715.009,00055,668.543.23517,206.9431.842y105.002.6715.009,0005,308.9928.864183.930.343y205.002.6715.009,00010,365.179.7851,059.251.964y615.002.6715.009,00031,095.513.7548,283.4515.335y456.002.6715.009,00023,056.184.3715,274.379.766y90.002.6715.009,0004,550.5638.204119.110.227y1,366.002.6715.009,00069,067.423.15321,906.5540.54SUMA3,938.0054,034100.00LONGITUD TOTAL m57.944.10. DISTRIBUCION DE FUERZAS SISMICAS (DIRECTAS Y DE TORSION).AzoteaMomento polarMuroL, mKrel t/mFd %x, my, mK*xK*yCentro deXct=SK*x/SKDct, mK*DctK*Dct^21x1.24291.003.654.470.081,300.7521.82torsinYct=SK*y/SK-7.40-2,153.6515,939.012x1.24291.003.657.150.082,080.6221.82Xct, m4.26-7.40-2,153.6515,939.013x0.90119.111.494.302.75512.18327.55Yct, m7.48-4.73-562.912,660.284x0.90119.111.494.305.00512.18595.55Centro de masa-2.48-294.91730.185x0.4011.160.140.356.073.9167.74-1.41-15.6922.066x0.7057.840.721.406.0780.97351.07Xcm, m4.39-1.41-81.32114.327x0.346.890.092.426.0716.6641.79Ycm, m7.82-1.41-9.6813.618x3.102,626.6832.916.306.0716,548.1015,943.96Excentricidades calculadas-1.41-3,692.965,192.109x0.85101.201.272.177.97219.60806.560.4950.0024.7010x2.451,598.2820.031.379.022,189.6414,416.46esx, m=0.341.542,467.833,810.4711x2.892,278.1328.556.409.0214,580.0520,548.76esy, m=0.131.543,517.575,431.3212x0.7057.840.720.5013.5828.92785.426.10353.042,154.9713x0.85101.201.273.2813.58331.941,374.296.10617.733,770.6614x1.00160.432.014.3513.58697.892,178.70ecx/Lx =0.036.10979.305,977.7015x1.00160.432.017.3513.581,179.192,178.706.10979.305,977.70SUMA18.567,980.29100.0040,282.5959,660.210.370.001y11.0117,206.9431.840.088.151,290.520140,236.534.1872,003.21301,300.742y1.05183.930.342.679.47491.0881,741.801.59292.36464.723y2.051,059.251.962.677.052,828.1967,467.711.591,683.732,676.364y6.158,283.4515.333.783.0731,311.43725,430.190.483,972.291,904.905y4.565,274.379.763.7811.2319,937.10859,231.140.482,529.301,212.916y0.90119.110.224.889.55581.2611,137.51-0.62-73.9045.857y13.6621,906.5540.547.936.83173,718.941149,621.74-3.67-80,406.99295,130.18SUMA39.3854,033.59100.00230,158.55384,866.624.030.0670,493.76TOTAL57.94(Fuertemente irregular)0.03>0.204.11 FUERZAS DEBIDAS A LA TORSIN SSMICAAzoteaLibro "Diseo Estructural", Dr Roberto MeliVtor1x = Mt1x(K*Dct/Mpolar)Vtor1y = Mt1y(K*Dct/Mpolar)Mt1x= Vx(1.5ecx+0.10Lx)Mt1y= Vy(1.5ecy+0.10Ly)Vtor2x = Mt2x(K*Dct/Mpolar)Vtor2y = Mt2y(K*Dct/Mpolar)Mt2x= Vx(ecx-0.10Lx)Mt2y= Vy(ecy-0.10Ly)Vtotx, t=52.62Mt1x=99.07esx11.88Vtoty, t=52.62Mt2x=-53.75esx2-1.02Lx, m=13.66Lx=long perp a xMt1y=52.08esy10.99Ly, m=8.00Mt2y=-35.44esy2-0.67MuroVdirxVtorxVtotxVdiryVtoryVtotyVu, tMu, tm1x1.920.1732.090.000.170.172.366.162x1.920.1732.090.000.170.172.366.163x0.790.0450.830.000.040.040.932.524x0.790.0240.810.000.020.020.902.525x0.070.0010.070.000.000.000.080.246x0.380.0070.390.000.010.010.431.227x0.050.0010.050.000.000.000.050.158x17.320.29617.620.000.290.2919.4755.639x0.670.0070.670.000.000.000.742.1410x10.540.36510.900.000.190.1912.0633.8511x15.020.52015.540.000.270.2717.1948.2512x0.380.0520.430.000.030.030.491.2213x0.670.0910.760.000.050.050.852.1414x1.060.1451.200.000.080.081.353.4015x1.060.1451.200.000.080.081.353.40SUMA54.671.3960.59169.021y0.0010.6410.6416.765.5922.3528.1053.832y0.000.040.040.180.020.200.240.583y0.000.250.251.030.131.161.363.314y0.000.590.598.070.318.389.4125.915y0.000.370.375.140.205.335.9916.506y0.000.010.010.120.0040.120.140.377y0.0011.8811.8821.334.2525.5832.0668.53SUMA23.7863.1377.29169.02

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Hoja3