Hoja de clculo de muros

ClculosHOJA DE CALCULO MUROS CHILE0.0000.0000000I. DATOSa) GEOMETRAAltura [m] =4.700Long. dado [m] =5.100Altura murete [m] =0.000Ancho murete [m] =0.000Ancho sup elevacion [m] =0.300Espesor arranque [m] =0.770L puntera [m] =1.000L taln [m] =3.330Pendiente 1H:V =10.00Para un muro de contrafuertes, talud verticalAltura dado [m] =0.800ContrafuerteLongitud tramo panel (m)0.00Espesor contrafuerte (m)0.20Descenso en cabeza (m)0.10L. Arranque (m)0.25Pend. contrafuerte 1H:V7.50Longitud en arranque del muro para el contrafuerte0.86Tacn o dienteCanto (m)0.00Profundidad (m)0.00cdg del diente r/puntera0.00b) TERRENODensidad relleno [t/m3] =1.500Densidad terreno [t/m3] =2.200beta [] =25.900D h1.845alfa [] =90.00084.289phi [] relleno =35.000phi [] terreno =42.000delta [] =17.500h [m] =0.000ds [m] =0.000sc [t/m2] =0.915rozamiento horm-tierras =0.6550.65cohesin relleno (t/m^2)0.600cohesin terreno (t/m^2)0.000s admisible esttica [t/m2]=40.000s admisible ssmica [t/m2]=60.000Mnimo % de compresin fundacion65.000Definicin de qKv0.00q0.149Kh0.15%g fuerza inercial muro15%g fuerza inercial relleno15c) ACCIONES EN CABEZA POR UNIDAD DE LONGITUD O DE PANELMomento en cdg zapata (mton/m)Momento en puntera (mton/m)Carga (ton)Excentricidad (m)Vertical carga permanente (t/m o t/panel)0.0000.0000.0000.000Vertical sobrecarga (t/m o t/panel)0.0000.0000.0000.000Horizontal esttica (t/m t/panel)0.0006.5500.0000.000Horizontal ssmica (t/m o t/panel)0.0006.5500.0000.000d) CARACTERISTICAS DE LOS MATERIALESf'c, fycoef. def'c, fy(kg/cm2)seguridad(kg/cm2)Hormign elevacion2501250.00Acero en elevacion420014200.00Hormign dado2001200.00Acero en dado420014200.00ESTTICODINMICOCoef. minoracin seccin Cort.0.850.85Coef. minoracin seccin Mom.0.900.90e) COMBINACIN ACCIONESROTURASERVICIOEstticaSsmicaEstticaSsmicaCoef. acciones (global)1.301.301.001.00Cargas permanentes1.001.001.001.00Emp. activo terreno1.301.301.001.00Emp. activo sobrecarga uso1.300.001.000.00Empuje pasivo del terreno0.700.700.450.45Sismo0.001.000.001.00Cohesin1.001.00Acciones en cabeza1.001.001.001.00COEF. SEGURIDADEstticaSsmicaVolcamiento1.501.21Deslizamiento1.501.10CalaveraRADa+f2.1820.671II. EMPUJESa1.5711.0001.000f+d0.9160.793a) EMPUJES ESTTICOSf-b0.1590.1580.315HorizontalVerticalTOTALa-d1.2650.954Empuje activo Ka0.3510.1110.368a+b2.0230.900Empuje pasivo Kp5.045q0.1490.989Empuje debido a sobrecarga0.3510.1110.368f-q+a2.0330.801d+q+a2.0250.899f-b-q0.0100.010b) EMPUJES DINMICOSd+q-a-1.1160.439b+a2.0230.900Emp. activo Mononobe-Okabe0.7120.2250.747q+b0.601Empuje activo sismo0.3610.1140.379f+d0.9160.793Emp. Pasivo sismico5.0455.045AASHTORADi0.452b0.0001.000III. PESOSComprobacinf-q-i0.0100.010f-q-b0.4620.801d+b+q0.4540.8990.149a) Peso del muro (ton)i-b0.4520.900W (ton)dist. punteramto. punterad-b+q0.4540.8990.149110.202.5526.01f-q+i0.9140.79223.531.154.05f-d0.3050.3010.61132.761.464.02f-q+b0.4620.80140.001.900.0050.002.220.0060.000.000.00TOTAL16.492.0734.09b) Peso del terreno (ton)T (ton)dist. punteramto. puntera11.661.612.67223.483.4480.6435.263.8320.16TOTAL30.393.40103.47c) Sobrecarga (ton)SC (ton)dist. punteramto. puntera13.483.2011.13TOTAL3.483.2011.13IV.LEYES DE EMPUJESESTTICODINMICOEmp. ActivoEmp. ActivoEmp. scEmp.scEmp.PasivoEmp. ActivoEmp. ActivoF. InercialF. InercialEmp. PasivoSeccinx (m)HorizontalVerticalHorizontalVerticalzapata+dientesismo Hsismo Vmurorellenosismo000.970.310.320.100.003.980.940.200.970.0010.471.220.380.320.100.002.730.860.200.970.0020.941.470.460.320.100.002.470.780.200.970.0031.411.710.540.320.100.002.220.700.200.970.0041.881.960.620.320.100.001.960.620.200.970.0052.352.210.700.320.100.001.710.540.200.970.0062.822.460.770.320.100.001.450.460.200.970.0073.292.700.850.320.100.001.200.380.200.970.0083.762.950.930.320.100.000.940.300.200.970.0094.233.201.010.320.100.000.690.220.200.970.00104.703.451.090.320.100.000.430.140.200.970.00115.503.871.220.320.100.000.000.001.530.000.00elevacin+dado+diente5.500.000.000.320.100.000.000.000.000.000.00Resultante14.214.482.360.740.0014.624.612.474.560.00Brazo2.455.103.675.100.274.905.101.323.710.27Momento34.7822.858.673.790.0071.5923.513.2616.890.00CohesinCohesin0.600Peso terreno antes del tacn0.000Z0 (m)1.3180.708Ley de empujes estticos modificada por la cohesinResul. Empujes (sin sc)Resul. empuje (con sc)Resul. Empujes (sin sc)Resul. Empujes (con sc)Seccinx (m)estticos horizontalesestticos horizontalesestticos verticalesestticos verticales00.000.2770.5990.0870.18910.470.5250.8460.1660.26720.940.7721.0940.2440.34531.411.0201.3410.3220.42341.881.2681.5890.4000.50152.351.5151.8360.4780.57962.821.7632.0840.5560.65773.292.0102.3310.6340.73583.762.2582.5790.7120.81394.232.5052.8260.7900.891104.702.7533.0740.8680.969115.503.1743.4951.0011.102elevacin+dado+diente5.500.0000.0000.0000.000Resultante9.56411.5993.0163.657Brazo2.0092.2125.1005.100Momento19.21425.65915.38018.651V. CALCULO ESTABILIDAD GLOBALa) VERIFICACIN SEGURIDAD AL DESLIZAMIENTOtan. del ngulo de rozamiento interno0.65coef. rozamiento disponible0.65ESTTICASSMICAsin sccon scsin scFuerza solicitante9.5611.6031.22ton/m ton/panelFuerza resistente32.6835.4435.69ton/m ton/panelCoeficiente de seguridad3.423.061.14Cumplimiento de condicinSISISIb) VERIFICACIN SEGURIDAD AL VOLCAMIENTOESTTICASSMICAsin sccon scsin scMomento volcador3.837.0172.06mton/m mton/panelMomento estabilizador137.56148.69137.56mton/m mton/panelCoeficiente de seguridad35.8821.221.91Cumplimiento de condicinSISISIVI. TENSIONES ADMISIBLES EN EL TERRENOESTTICOSSMICOsin sccon scsin scBase de la zapata5.105.105.10mMxima fuerza vertical51.3655.5855.97ton/m ton/panelMomento en puntera133.73141.6865.49mton/m mton/panelDistancia a puntera resultante2.602.551.17mExcentricidad r/ c.d.g.-0.050.001.38mMomento en cdg zapata-2.760.0577.22mton/m mton/panelTensin puntera0.941.092.88Kg/cm^2Tensin taln1.071.09-0.68Kg/cm^2Presencia de tracciones0.000.000.00Redistribucin de tensionesTensin puntera0.941.093.19Kg/cm^2Tension taln1.071.090.00Kg/cm^2% comprimido10010069RESUMEN Y COMPROBACNs mx1.071.093.19Kg/cm^2s mn0.941.090.00Kg/cm^2s med1.011.091.59Kg/cm^2s adm > s mxSISISI1.25 s adm > s mxSISISI%comprimido > % mnimo exigidoSISISIVII. CLCULO DE ARMADURASRecubrimiento (m)0.05 Cuanta geomtrica intrados vertical1.00 Cuanta geomtrica resto0.80f cortante0.85f momento0.90fc (kg/cm^2)250.00fr (kg/cm^2)31.25a) ARMADO DE ELEVACIN O ALZADO DE MUROa.1) ARMADO A FLEXIN DE ELEVACIONSITUACIN ESTTICA (con sc)Armadura VerticalMuMndAsMfisAs MnSeccinx (m)(mton/m)(mton/m)(m)(cm^2/m)(mton/m)mec. (cm^2)fr (kg/cm^2)W (m^3)10.470.620.680.300.616.277.4531.250.02020.941.331.480.341.148.098.2931.250.02631.412.452.720.391.8410.139.1431.250.03241.884.074.520.442.7312.409.9931.250.04052.356.296.990.493.8114.9110.8431.250.04862.829.1910.210.535.0817.6411.7031.250.05673.2912.8714.300.586.5320.6112.5531.250.06683.7617.4219.350.638.1823.8013.4131.250.07694.2322.9325.480.6710.0127.2314.2731.250.087104.7029.5032.770.7212.0430.8815.1331.250.099Resumen situacin estticaSITUACIN ESTTICASITUACIN ESTTICAArmadura VerticalArmadura HorizontalAs trasdosAs intradosAs intradosAs trasdosSeccinx (m)(cm^2/m)(cm^2/m)(cm^2/m)(cm^2/m)10.477.453.472.782.7820.948.293.943.153.1531.419.144.413.533.5341.889.994.883.903.9052.3510.845.354.284.2862.8211.705.824.664.6673.2912.556.295.035.0383.7613.416.765.415.4194.2314.277.235.785.78104.7015.137.706.166.16SITUACIN DINMICA (sin sc)Armadura VerticalMuMndAsMfisAs MnSeccinx (m)(mton/m)(mton/m)(m)(cm^2/m)(mton/m)mec. (cm^2)10.4715.9717.740.3015.806.277.4520.9423.0125.560.3419.668.098.2931.4131.3834.870.3923.5910.139.1441.8841.1145.680.4427.5912.409.9952.3552.2258.020.4931.6514.9110.8462.8264.7171.900.5335.7517.6411.7073.2978.6187.350.5839.9120.6112.5583.7693.95104.390.6344.1223.8013.4194.23110.74123.040.6748.3727.2314.27104.70128.99143.320.7252.6630.8815.13Resumen situacin dinmicaSITUACIN DINMICASITUACIN DINMICAArmadura VerticalArmadura HorizontalAs trasdosAs intradosAs intradosAs trasdosSeccinx (m)(cm^2/m)(cm^2/m)(cm^2/m)(cm^2/m)10.4715.803.472.782.7820.9419.663.943.153.1531.4123.594.413.533.5341.8827.594.883.903.9052.3531.655.354.284.2862.8235.755.824.664.6673.2939.916.295.035.0383.7644.126.765.415.4194.2348.377.235.785.78104.7052.667.706.166.16a.2) ARMADURA DISPUESTA EN ALZADO O ELEVACINARMADURA ESTRICTAARMADURA DISPUESTA. TrasdosARMADURA DISPUESTA. IntrasdosARMADURA VERTICALAs trasdosAs intradosSeccinx (m)(cm^2/m)(cm^2/m)ArmaduraAs (cm^2/m)ArmaduraAs (cm^2/m)10.4715.803.47f28a2030.80f16a2010.0520.9419.663.94f28a2030.80f16a2010.0531.4123.594.41f28a2030.80f16a2010.0541.8827.594.88f28a2030.80f16a2010.0552.3531.655.35f28a20+f25a2055.35f16a2010.0562.8235.755.82f28a20+f25a2055.35f16a2010.0573.2939.916.29f28a20+f25a2055.35f16a2010.0583.7644.126.76f28a20+f25a2055.35f16a2010.0594.2348.377.23f28a20+f25a2055.35f16a2010.05104.7052.667.70f28a20+f25a2055.35f16a2010.05ARMADURA ESTRICTAARMADURA DISPUESTA. TrasdosARMADURA DISPUESTA. IntrasdosARMADURA HORIZONTALAs trasdosAs intradosSeccinx (m)(cm^2/m)(cm^2/m)ArmaduraAs (cm^2/m)ArmaduraAs (cm^2/m)10.472.782.78f16a2010.05f16a2010.0520.943.153.15f16a2010.05f16a2010.0531.413.533.53f16a2010.05f16a2010.0541.883.903.90f16a2010.05f16a2010.0552.354.284.28f16a2010.05f16a2010.0562.824.664.66f16a2010.05f16a2010.0573.295.035.03f16a2010.05f16a2010.0583.765.415.41f16a2010.05f16a2010.0594.235.785.78f16a2010.05f16a2010.05104.706.166.16f16a2010.05f16a2010.05a.3) COMPROBACIN DE ESFUERZO DE CORTE EN ELEVACINCuantiaQ emp. activoQ scQsismoQ esttico/fQ dinmico/fVcCortanteSeccinx (m)(ton/m)(ton/m)(ton/m)(ton/m)(ton/m)(ton/m)(cm^2)10.470.980.0010.101.9517.4024.750-6.545224953220.941.520.0011.873.0321.1928.660-5.748036621331.412.180.0013.534.3425.0332.580-5.109874745141.882.960.0015.065.8828.9136.500-4.579545876752.353.850.0016.477.6632.8540.410-4.125700626162.824.860.0017.769.6636.8344.330-3.728067959273.295.990.0018.9411.9040.8648.250-3.372958801383.767.230.0019.9914.3744.9452.160-3.050795173694.238.590.0020.9217.0749.0756.080-2.7546746692104.7010.060.0021.7420.0053.2559.990-2.4794971764b) ARMADO DE FUNDACIN O ZAPATAb.1) ARMADO A FLEXIN DE FUNDACIONfr27.951W (m^3/m)0.107Mfis (t/m)29.814ESTTICO CON SCCargas mayoradasCarga vertical mayorada73.00Momento flector en puntera185.79Distancia a puntera resultante2.55Excentricidad r/ c.d.g.0.00Momento en cdg dado0.36Tension puntera14.40ton/m^2s mx14.40Tensin taln14.23ton/m^2s mn14.23Presencia de tracciones0.00Redistribucin de traccionesTensin puntera14.40t/m^2Tension taln14.23t/m^2Fibra neutra5.10mPUNTERAPor bielas y tirantesPor teoria de flexinsig2R1dexec (m)Td (t)As (cm^2)sig2Md (mt/m)Uc (t/m)As (cm^2)n gordo14.3616.040.5610.222.4314.369.941275.003.173.51TALNM tierrassig 2R2dexcM presinMdUc (t/m)As (cm^2)n gordo85.4714.3449.221.7284.690.871275.000.280.31RESUMEN ARMADO DADO SITUACIN ESTTICAArmadura inf.EHE (cm^2/m)12.14Arm. sup. EHE (cm^2/m)12.14w (m^3/m)Mfis (t/m)Arm. inf. AASHTO (cm^2/m)14.02Arm.sup.AASHTO (cm^2/m)14.020.1133.33Arm. Transversal (cm^2/m)6.40DINMICOCargas mayoradasCarga vertical mayorada72.03Momento flector en puntera83.65Distancia a puntera resultante1.16Excentricidad r/ c.d.g.1.39Momento en cdg dado100.03Tension puntera37.20ton/m^2s mx41.35Tensin taln-8.95ton/m^2s mn0.00Presencia de tracciones0.00Redistribucin de traccionesTensin puntera41.35ton/m^2Tension taln0.00ton/m^2Fibra neutra3.484PUNTERAPor bielas y tirantesPor teoria de flexinsig2R1dexec (m)Td (t)As (cm^2)sig2Md (mt/m)Uc (t/m)As (cm^2)n gordo28.1138.740.5826.416.2928.1125.541275.008.229.01TALNM tierrassig 2R2dexcM presinMdUc (t/m)As (cm^2)n gordo93.9021.7119.860.6112.1190.881275.0030.3732.06RESUMEN ARMADO DADO SITUACIN DINMICAArmadura inf.EHE (cm^2/m)12.14Arm. sup. EHE (cm^2/m)30.37Arm. inf. AASTHO (cm^2/m)14.02Arm.sup.AASTHO (cm^2/m)30.37Arm. Transversal (cm^2/m)6.40COMPROBACION A CORTANTE EN FUNDACIONVc (t/m)Q/f (t/m)55.9045.580b.2) ARMADURA DISPUESTA EN ZAPATA O DADOA. estrictaA. dispuestaAs(cm^2/m)(cm^2/m)HORIZONTAL SUPERIOR30.37f22a20+f18a2031.70HORIZONTAL INFERIOR14.02f22a2019.00TRANSVERSAL SUPERIOR6.40f16a2010.05TRANSVERSAL INFERIOR6.40f16a2010.05c) Armado de tacn o dienteEstticoDinmicoF (t/m t/panel)0.000.00Brazo (m)Momento (mt/m o mt/panel)0.000.00As clculo(cm^2/m)0.000.00As mn (cm^27m)0.000.00CortanteAs (cm^2)-1.51-1.51

seno (a+b)^2

Seno(a)^2

seno (f+d)

seno (f-b)

seno (a-d)

seno (a+b)

El empuje pasivo es tenido en cuenta en el calculo de muros de taln mnimo con diente (tacn). Consideramos que el angulo de roamiento que actua es el del terreno (y no el del relleno)

cotg (a-d)

El empuje dedido a la sobrecarga sobre el terreno es un valor constante en altura y no es un coefciente a multiplicar por la altura como en el resto de los empujes anteriores.

Seno(a)

Sobrecarga uniforme sobre el terreno. En Chile toma un valor de "2*pies(.305m)*g (densidad terreno)"En Espaa el valor es de 1,00 t/m^2

En Chile el valor es de 0.0

En Chile el valor es de 0.15

Es un angulo que se emplea en clculo sismico (segn la expresin de Mononobe-Okabe). Si no tienes que tener en cuenta el sismo, se puede prescindir de este dato (y de los Kv y Kh siguientes).El angulo q esta definido por atan (Kh/1-Kv), siendo:Kh=ach/g; ach=coeficiente sismico horizontal (segn NCS-94) g=aceleracin de la gravedad Kv=acv/g; acv=coeficiente ssmico vertical (segn notacin NCS-94) Para Chile: kh=0.15 Kv=0.0 q=0.149

Cos (q)

Seno (f-q+a)^2

seno (d+q+a)

seno (f-b-q)

cos (d+q-a)

seno (b+a)

Comprobacin de:f>b+q para la expresin de Mononobe-Okabe. Para el caso en que f s mxSISISI%comprimido > % mnimo exigidoSISISIVII. CLCULO DE ARMADURASRecubrimiento (m)0.05 Cuanta geomtrica intrados vertical1.00 Cuanta geomtrica resto0.80a) ARMADO DE ELEVACIN O ALZADO DE MUROa.1) ARMADO A FLEXIN DE ALZADOSITUACIN ESTTICA (con sc)Armadura VerticalMuMndAsMfisAs MnSeccinx (m)(mton/m)(mton/m)(m)(cm^2/m)(mton/m)mec. (cm^2)10.470.620.680.300.616.277.4520.941.331.480.341.148.098.2931.412.452.720.391.8410.139.1441.884.074.520.442.7312.409.9952.356.296.990.493.8114.9110.8462.829.1910.210.535.0817.6411.7073.2912.8714.300.586.5320.6112.5583.7617.4219.350.638.1823.8013.4194.2322.9325.480.6710.0127.2314.27104.7029.5032.770.7212.0430.8815.13Resumen situacin estticaSITUACIN ESTTICAArmadura VerticalArmadura HorizontalAs trasdosAs intradosAs intradosAs trasdosSeccinx (m)(cm^2/m)(cm^2/m)(cm^2/m)(cm^2/m)10.477.453.472.782.7820.948.293.943.153.1531.419.144.413.533.5341.889.994.883.903.9052.3510.845.354.284.2862.8211.705.824.664.6673.2912.556.295.035.0383.7613.416.765.415.4194.2314.277.235.785.78104.7015.137.706.166.16SITUACIN DINMICA (sin sc)Armadura VerticalMuMndAsMfisAs MnSeccinx (m)(mton/m)(mton/m)(m)(cm^2/m)(mton/m)mec. (cm^2)10.4715.9717.740.3015.806.277.4520.9423.0125.560.3419.668.098.2931.4131.3834.870.3923.5910.139.1441.8841.1145.680.4427.5912.409.9952.3552.2258.020.4931.6514.9110.8462.8264.7171.900.5335.7517.6411.7073.2978.6187.350.5839.9120.6112.5583.7693.95104.390.6344.1223.8013.4194.23110.74123.040.6748.3727.2314.27104.70128.99143.320.7252.6630.8815.13Resumen situacin dinmicaSITUACIN DINMICAArmadura VerticalArmadura HorizontalAs trasdosAs intradosAs intradosAs trasdosSeccinx (m)(cm^2/m)(cm^2/m)(cm^2/m)(cm^2/m)10.4715.803.472.782.7820.9419.663.943.153.1531.4123.594.413.533.5341.8827.594.883.903.9052.3531.655.354.284.2862.8235.755.824.664.6673.2939.916.295.035.0383.7644.126.765.415.4194.2348.377.235.785.78104.7052.667.706.166.16a.2) ARMADURA DISPUESTA EN ALZADO O ELEVACINARMADURA ESTRICTAARMADURA DISPUESTA. TrasdosARMADURA DISPUESTA. IntrasdosARMADURA VERTICALAs trasdosAs intradosSeccinx (m)(cm^2/m)(cm^2/m)ArmaduraAs (cm^2/m)ArmaduraAs (cm^2/m)10.4715.803.47f28a2030.80f16a2010.0520.9419.663.94f28a2030.80f16a2010.0531.4123.594.41f28a2030.80f16a2010.0541.8827.594.88f28a2030.80f16a2010.0552.3531.655.35f28a20+f25a2055.35f16a2010.0562.8235.755.82f28a20+f25a2055.35f16a2010.0573.2939.916.29f28a20+f25a2055.35f16a2010.0583.7644.126.76f28a20+f25a2055.35f16a2010.0594.2348.377.23f28a20+f25a2055.35f16a2010.05104.752.667.70f28a20+f25a2055.35f16a2010.05ARMADURA ESTRICTAARMADURA DISPUESTA. TrasdosARMADURA DISPUESTA. IntrasdosARMADURA HORIZONTALAs trasdosAs intradosSeccinx (m)(cm^2/m)(cm^2/m)ArmaduraAs (cm^2/m)ArmaduraAs (cm^2/m)10.472.782.78f16a2010.05f16a2010.0520.943.153.15f16a2010.05f16a2010.0531.413.533.53f16a2010.05f16a2010.0541.883.903.90f16a2010.05f16a2010.0552.354.284.28f16a2010.05f16a2010.0562.824.664.66f16a2010.05f16a2010.0573.295.035.03f16a2010.05f16a2010.0583.765.415.41f16a2010.05f16a2010.0594.235.785.78f16a2010.05f16a2010.05104.76.166.16f16a2010.05f16a2010.05a.3) COMPROBACIN DE ESFUERZO DE CORTE EN ELEVACINCuantiaQ emp. activoQ scQsismoQ esttico/fQ dinmico/fVcCortanteSeccinx (m)(ton/m)(ton/m)(ton/m)(ton/m)(ton/m)(ton/m)(cm^2)10.470.980.0010.101.9517.4024.750-6.5520.941.520.0011.873.0321.1928.660-5.7531.412.180.0013.534.3425.0332.580-5.1141.882.960.0015.065.8828.9136.500-4.5852.353.850.0016.477.6632.8540.410-4.1362.824.860.0017.769.6636.8344.330-3.7373.295.990.0018.9411.9040.8648.250-3.3783.767.230.0019.9914.3744.9452.160-3.0594.238.590.0020.9217.0749.0756.080-2.75104.7010.060.0021.7420.0053.2559.990-2.48b) ARMADO DE FUNDACIN O ZAPATAb.1) ARMADO A FLEXIN DE FUNDACIONESTTICO CON SCCargas mayoradasCarga vertical mayorada73.00Momento flector en puntera185.79Distancia a puntera resultante2.55Excentricidad r/ c.d.g.0.00Momento en cdg dado0.36Tension puntera14.40ton/m^2Tensin taln14.23ton/m^2Presencia de tracciones0Redistribucin de traccionesTensin puntera14.40t/m^2Tension taln14.23t/m^2Fibra neutra5.10mFibra neutra5.1mPUNTERAPor bielas y tirantesPor teoria de flexinsig2R1dexec (m)Td (t)As (cm^2)sig2Md (mt/m)Uc (t/m)As (cm^2)n gordo14.3616.040.5610.222.4314.369.941275.003.173.51TALNM tierrassig 2R2dexcM presinMdUc (t/m)As (cm^2)n gordo85.4714.3449.221.7284.690.871275.000.280.31RESUMEN ARMADO DADO SITUACIN ESTTICAArmadura inf.EHE (cm^2/m)12.14Arm. sup. EHE (cm^2/m)12.14Arm. inf. AASHTO (cm^2/m)14.02Arm.sup.AASHTO (cm^2/m)14.02Arm. Transversal (cm^2/m)6.40DINMICOCargas mayoradasCarga vertical mayorada72.03Momento flector en puntera83.65Distancia a puntera resultante1.16Excentricidad r/ c.d.g.1.39Momento en cdg dado100.030.00Tension puntera37.20ton/m^2Tensin taln-8.95ton/m^2Presencia de tracciones0Redistribucin de traccionesTensin puntera41.35Tension taln0.00Fibra neutra3.48PUNTERAPor bielas y tirantesPor teoria de flexinsig2R1dexec (m)Td (t)As (cm^2)sig2Md (mt/m)Uc (t/m)As (cm^2)n gordo28.1138.740.5826.416.2928.1125.541275.008.229.01TALNM tierrassig 2R2dexcM presinMdUc (t/m)As (cm^2)n gordo93.9021.7119.860.6112.1190.881275.0030.3732.06RESUMEN ARMADO DADO SITUACIN DINMICAArmadura inf.EHE (cm^2/m)12.14Arm. sup. EHE (cm^2/m)30.37Arm. inf. AASTHO (cm^2/m)14.02Arm.sup.AASTHO (cm^2/m)30.37Arm. Transversal (cm^2/m)6.40COMPROBACION A CORTANTE EN FUNDACIONVc (t/m)Q/f (t/m)55.9045.58b.2) ARMADURA DISPUESTA EN ZAPATA O DADOA. estrictaA. dispuestaAs(cm^2/m)(cm^2/m)HORIZONTAL SUPERIOR30.4f22a20+f18a2031.70HORIZONTAL INFERIOR14.0f22a2019.00TRANSVERSAL SUPERIOR6.4f16a2010.05TRANSVERSAL INFERIOR6.4f16a2010.05EstticoDinmicoF (t/m t/panel)0.000.00Brazo (m)0.000.00Momento (mt/m o mt/panel)0.000.00As clculo(cm^2/m)0.000.00As mn (cm^27m)0.000.00CortanteAs (cm^2)-1.51-1.51

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