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
&L&DHoja de Calculo de Muros Version
1.1&C&F&R&P/&N