SOUTENEMENT

CALCULTitreMme PRETS - Fond d'Or - Morne Vert - DucosDate4/7/1341389.00STATIQUEa0.00Calcul de Q (ponctuel)CommentaireLongueur 40.5mAuteurG.STRASSERIGSHMrvVMstQSHMrvVMstEGDHMQDHMrvEDz00.00K0.00Avec Talon sans BcheAffaire NGestionnaire de fichiers1.210.840.210.400.640.680.110.212.612.691.391.47m0.00S&B0.00z1z2pasHtGLHtRVBLstKa[GSTA][QSTA][DYN]K'p[STA][DYN]EXTINTResetOuvrirSauverMAJ16.00ZzsdHdVBLrvdMrvdMstQ1SQ2SP1SQSdHdVdMrvdMstdHsdHdH2Q1DD2DQDdHdMrvdHBSTABDYNEAUKS&BSTADYN0.000.001000.000.022.102.101.90HYPOTHESES (MUR BA)Ecran I0.3080.3100.658Ecran III0.000.00BilanOKOK15.002.100.000.000.000.002.100.000.000.310.000.000.310.000.000.010.000.000.000.000.000.660.000.660.010.010.000.000.000.000.000.000.310.66Ecran II0.3080.3100.6582.080.020.010.000.002.080.000.000.310.000.000.310.010.000.010.000.000.020.000.000.660.000.660.010.030.000.000.000.000.000.000.320.68Q1Szizf2.060.040.020.000.002.060.000.000.310.000.000.310.010.000.010.000.000.050.000.000.660.000.660.010.030.000.000.000.000.000.000.330.71zep1p20.0014.72Gomtrie du murCaractristiques des matriauxHypothses de calculMST000013 - MUR SOUTENEMENT - Mme PRETS - Fond d'Or - Longueur 40.5m - (07/04/2013)2.040.060.030.000.002.040.000.000.310.000.000.310.010.000.010.000.000.070.000.000.660.000.660.010.030.000.000.000.000.000.000.340.734.102.281.01STAQ2SzizfLongueur patina0.15[m]Masses volumiquesrM / rS2.502.50[T/m3]Rglement de calculDTU 13.122.020.080.050.000.002.020.000.000.310.000.000.310.010.000.010.000.000.100.000.000.660.000.660.010.030.000.000.000.000.000.000.360.764.860.00DYN0.0014.72Fruit parement face avantb0.00[m]EnrobageseM / eS4.05.0[cm]Calcul pousse / buteCoulomb-Poncelet2.000.110.060.000.002.000.000.000.310.000.000.310.010.000.010.000.000.120.000.000.660.000.660.010.030.000.000.000.000.000.000.370.78Pz1z2Epaisseur en tte de murc0.25[m]Classes de rsistancefB / fE25500[Mpa]Rpartition contraintesMthode de KreyRATIO1.970.130.070.000.001.970.000.000.310.000.000.310.010.000.010.000.000.150.000.000.660.000.660.010.030.000.000.000.000.000.000.380.810.000.00Fruit parement face arrired0.00[m]Fissuration armaturesTrs PrjudiciableMinoration charge inclineSans objet4.151.950.150.080.000.001.950.000.000.310.000.000.310.010.000.010.000.000.170.000.000.660.000.660.010.030.000.000.000.000.000.000.390.83Longueur talone1.50[m]Taux scurit ELUF / ELUAGlissement (SG)1.001.001.930.170.090.000.001.930.000.000.310.000.000.310.010.000.010.000.000.200.000.000.660.000.660.010.030.000.000.000.000.000.000.400.86xHauteur du parementf1.70[m]Description du terrainBasculement (SR)Renversement1.201.001.201.910.190.100.000.001.910.000.000.310.000.000.310.010.000.010.000.000.220.000.000.660.000.660.010.030.000.000.000.000.000.000.410.880.001000.00Epaisseur de semelleg0.40[m]RemblaiHauteur du terrainHt1.70[m]Prix estimatif1.890.210.120.000.001.890.000.000.310.000.000.310.010.000.010.000.000.250.000.000.660.000.660.010.030.000.000.000.000.000.000.430.91Hauteur de bcheh0.00[m]Talus inclinw0[]BtonAciersCoffrage1.870.230.130.000.001.870.000.000.310.000.000.310.010.000.010.000.000.270.010.010.660.000.660.010.030.000.000.000.000.000.000.440.93Largeur de bchei0.00[m]Plateau horizontalA10.00[m]Qt1.1948.623.401.850.250.140.000.001.850.010.000.310.000.000.310.010.000.010.000.000.300.010.010.660.000.660.010.030.000.000.000.000.000.000.450.96Replat sur talusB10.00[m]PU2005.0001.830.270.150.000.001.830.010.000.310.000.000.310.010.000.010.000.000.320.010.010.660.000.660.010.030.000.000.000.000.000.000.460.98ChargesQ [T/m]xi [m]xf [m]Masse volumiqueg11.80[T/m3]Prix237.00243.090.001.810.290.160.000.001.810.010.000.310.000.000.310.010.000.010.000.000.350.010.010.660.000.660.010.030.000.000.000.000.000.000.471.01Sur remblaiR1/R2 : uniformesL1 : liniqueP1 : ponctuelleR1 [Q]1.000.0010.00Angle talus naturelj130[]Prix total480/ml1.790.320.170.000.001.790.010.000.310.000.000.310.010.000.010.000.000.370.010.010.660.000.660.010.020.000.000.000.000.000.000.481.03R2 [Q]0.000.0010.00Frottement sol/mura10[]Ratio aciers40kg/m31.760.340.190.000.001.760.010.000.310.000.000.310.010.000.010.000.000.400.010.010.660.000.660.010.020.000.000.000.000.000.000.501.06P1 [Q]1.000.10Bon solContrainte ELSsELS1.00[bar]1.740.360.200.000.001.740.010.000.310.000.000.310.010.000.010.000.000.420.010.010.660.000.660.010.020.000.000.000.000.000.000.511.08En tte de murV [T]H [T]M [Tm]Frottement sol/smlj330[]ParamtresGSTAQSTADYNDYN1.720.380.210.000.001.720.010.000.310.000.000.310.010.000.010.000.000.450.010.010.660.000.660.010.020.000.000.000.000.000.000.521.11T1 [Q]0.000.000.00ButePart mobiliseK'p/Kp0[%]Ecran IKa,01.700.400.220.000.001.700.010.000.310.000.000.310.010.000.010.000.000.470.010.010.660.000.660.010.020.000.000.000.000.000.000.531.13T2 [G0]0.000.000.00Fiche du murD0.60[m]0.00Ka,w1.680.420.230.000.001.680.010.000.310.000.000.310.010.000.010.000.000.500.010.010.660.000.660.010.020.000.000.000.000.000.000.541.16Arase activezi0.00[m]0.00Ecran IIKa,01.660.440.240.000.001.660.010.000.310.000.000.310.010.000.010.000.000.520.010.010.660.000.660.010.020.000.000.000.000.000.000.551.18Sisme PS920Masse volumiquer21.80[T/m3]0.00Ka,w1.640.460.260.010.001.640.010.000.310.000.000.310.010.000.010.000.000.550.010.010.660.000.660.010.020.000.000.000.000.000.000.571.21Zone de sismicitZoneIII0Angle talus naturelj20[]0.00Ecan IIIK'p1.620.480.270.010.001.620.010.000.310.000.000.310.010.000.010.000.000.570.010.010.660.000.660.010.020.000.000.000.000.000.000.581.23Classe de risqueClasseBANappeNiveau amontHe1-2.00[m]Rpartition de la charge ponctuelleC1.00[m]1.600.500.280.010.001.600.010.000.310.000.000.310.010.000.010.000.000.600.010.010.660.000.660.010.020.000.000.000.000.000.000.591.25Amplification topographiquet1.001.00Niveau avalHe2-2.00[m]Rapport poids satur / poids secr/rsec1.001.580.530.290.010.001.580.010.000.310.000.000.310.010.000.010.000.000.620.010.010.660.000.660.010.020.000.000.000.000.000.000.601.28Poids djaug des terresr - rE0.80[T/m3]0.801.550.550.300.010.001.550.010.000.310.000.000.310.010.000.010.000.000.650.010.010.660.000.660.010.020.000.000.000.000.000.000.611.30Accltation imposeaN[m/s2]1.530.570.310.010.001.530.010.000.310.000.000.310.010.000.010.000.000.670.010.010.660.000.660.010.020.000.000.000.000.000.000.621.33STABILITE EXTERNE1.510.590.330.010.001.510.010.000.310.000.000.310.010.000.010.000.000.700.010.010.660.000.660.010.020.000.000.000.000.000.000.641.351.490.610.340.010.001.490.010.000.310.000.000.310.010.000.010.000.000.720.010.010.660.000.660.010.020.000.000.000.000.000.000.651.381.470.630.350.010.001.470.010.000.310.000.000.310.010.000.010.000.000.750.020.020.660.000.660.010.020.000.000.000.000.000.000.661.40ActionsSTADYNGlissement (statique)ActionsSTADYNBasculement (statique)1.450.650.360.010.001.450.010.000.310.000.000.310.010.000.010.000.000.770.020.020.660.000.660.010.020.000.000.000.000.000.000.671.43[G0]V7.617.61[T][ELUF][G0] + 1.35[G1] + 1.5[Q]1.55[G0]Mst7.387.38[Tm][ELUF][G0] + 1.35[G1] + 1.5[Q]3.811.430.670.370.010.001.430.010.000.310.000.000.310.010.000.010.000.000.800.020.020.660.000.660.010.020.000.000.000.000.000.000.681.45xELSELUELUASMLEAUdM2He(x)TERREQH0.000.00[T]OKV.tgj4.03[T]Mrv0.000.00[Tm]OKMst8.23[Tm]1.410.690.380.010.001.410.010.000.310.000.000.310.010.000.010.000.000.820.020.020.660.000.660.010.020.000.000.000.000.000.000.691.48-0.500.000.600.000.60[G1]V0.210.00[T]H-2.59[T]> 1[G1]Mst0.400.00[Tm]Mrv2.16[Tm]> 1.21.390.710.400.010.001.390.010.000.310.000.000.310.010.000.010.000.000.850.020.020.660.000.660.010.020.000.000.000.000.000.000.711.50-0.450.000.600.000.60H1.212.61[T]Mrv0.842.69[Tm]1.370.740.410.010.001.370.010.000.310.000.000.310.010.000.010.000.000.870.020.020.660.000.660.010.020.000.000.000.000.000.000.721.53-0.400.000.600.000.60[Q]V0.110.00[T]Glissement (sismique)[Q]Mst0.210.00[Tm]Basculement (sismique)1.340.760.420.010.001.340.010.000.310.000.000.310.010.000.010.000.000.900.020.020.660.000.660.010.020.000.000.000.000.000.000.731.55-0.350.000.600.000.60H0.641.39[T][ELUA][G0D] + [G1D] + 0.75[QD]1.04Mrv0.681.47[Tm][ELUA][G0D] + [G1D] + 0.75[QD]1.951.320.780.430.010.001.320.010.000.310.000.000.310.010.000.010.000.000.920.020.020.660.000.660.010.020.000.000.000.000.000.000.741.58-0.300.000.600.000.60[E]V0.000.00[T]OKV.tgj3.80[T][E]Mst0.000.00[Tm]OKMst7.38[Tm]1.300.800.440.010.001.300.010.000.310.000.000.310.010.000.010.000.000.950.020.020.660.000.660.010.020.000.000.000.000.000.000.751.60-0.250.000.600.000.60H0.000.00[T]H-3.65[T]> 1Mrv0.000.00[Tm]Mrv3.79[Tm]> 11.280.820.450.010.001.280.010.000.310.000.000.310.010.000.010.000.000.970.020.020.660.000.660.010.020.000.000.000.000.000.000.761.63-0.200.000.600.000.601.260.840.470.010.001.260.010.000.310.000.000.310.010.000.010.000.000.990.020.020.660.000.660.010.020.000.000.000.000.000.000.781.65-0.150.000.600.000.601.240.860.480.010.001.240.010.000.310.000.000.310.010.000.010.000.001.020.020.020.660.000.660.010.020.000.000.000.000.000.000.791.68-0.100.000.600.000.60CONTRAINTE - SURFACE COMPRIMEE1.220.880.490.010.001.220.010.000.310.000.000.310.010.000.010.000.001.040.020.020.660.000.660.010.020.000.000.000.000.000.000.801.70-0.050.000.600.000.601.200.900.500.010.001.200.010.000.310.000.000.310.010.000.010.000.001.070.020.020.660.000.660.010.020.000.000.000.000.000.000.811.730.00-0.59-0.82-1.070.400.000.000.00-2.000.600.000.601.180.920.510.010.001.180.010.000.310.000.000.310.010.000.010.000.001.090.020.020.660.000.660.010.020.000.000.000.000.000.000.821.750.04-0.59-0.81-1.040.400.000.000.00-2.000.600.000.60ActionsSTADYNContrainte (statique)Surface comprime (ELS)1.160.950.520.010.001.160.010.000.310.000.000.310.010.000.010.000.001.120.020.020.660.000.660.010.020.000.000.000.000.000.000.831.780.08-0.58-0.80-1.020.400.000.000.00-2.000.600.000.60[G0]M-0.15-0.15[Tm][ELUF]1.35[G0] + 1.35[G1] + 1.5[Q]0.69[ELS][G0]100.01.130.970.540.010.001.130.010.000.310.000.000.310.010.000.010.000.001.140.020.020.660.000.660.010.020.000.000.000.000.000.000.851.800.11-0.57-0.79-0.990.400.000.000.00-2.000.600.000.60V7.617.61[T]OKM1.52[Tm]OKM-0.15[Tm]1.110.990.550.010.001.110.010.000.310.000.000.310.010.000.010.000.001.170.020.020.660.000.660.010.020.000.000.000.000.000.000.861.830.15-0.57-0.78-0.962.100.000.000.00-2.000.600.000.60[G1]M0.652.69[Tm]V10.73[T]< 1.5V7.61[T]> 101.091.010.560.010.001.090.010.000.310.000.000.310.010.000.010.000.001.190.020.020.660.000.660.010.020.000.000.000.000.000.000.871.850.19-0.56-0.77-0.932.100.000.000.00-2.000.600.000.60V0.210.00[T]1.071.030.570.010.001.070.010.000.310.000.000.310.010.000.010.000.001.220.030.030.660.000.660.010.010.000.000.000.000.000.000.881.880.23-0.55-0.76-0.902.100.000.000.00-2.000.600.000.60[Q]M0.571.47[Tm]Contrainte (sismique)Surface comprime (ELU)1.051.050.580.010.001.050.010.000.310.000.000.310.010.000.010.000.001.240.030.030.660.000.660.010.010.000.000.000.000.000.000.891.900.27-0.55-0.75-0.872.100.000.000.00-2.000.600.000.60V0.110.00[T][ELUA][G0D] + [G1D] + 0.75[QD]0.81[ELUA][G0D] + [G1D] + 0.75[QD]74.61.031.070.590.010.001.030.010.000.310.000.000.310.010.000.010.000.001.270.030.030.660.000.660.010.010.000.000.000.000.000.000.901.930.30-0.54-0.74-0.842.100.000.000.00-2.002.100.002.10[E]M0.000.00[Tm]OKM3.63[Tm]OKM3.63[Tm]1.011.090.610.010.001.010.010.000.310.000.000.310.010.000.010.000.001.290.030.030.660.000.660.010.010.000.000.000.000.000.000.921.950.34-0.53-0.73-0.812.100.000.000.00-2.002.100.002.10V0.000.00[T]V7.61[T]< 2V7.61[T]> 100.991.110.620.010.000.990.010.000.310.000.000.310.010.000.010.000.001.320.030.030.660.000.660.010.010.000.000.000.000.000.000.931.980.38-0.52-0.72-0.792.100.000.000.00-2.002.100.002.100.971.130.630.010.000.970.010.000.310.000.000.310.010.000.010.000.001.340.030.030.660.000.660.010.010.000.000.000.000.000.000.942.000.42-0.52-0.71-0.760.400.000.000.00-2.002.100.002.660.951.160.640.010.000.950.010.000.310.000.000.310.010.000.010.000.001.370.030.030.660.000.660.010.010.000.000.000.000.000.000.952.030.46-0.51-0.70-0.730.400.000.000.00-2.002.100.002.66FERRAILLAGESollicitationsM1M20.921.180.650.010.000.920.010.000.310.000.000.310.010.000.010.000.001.390.030.030.660.000.660.010.010.000.000.000.000.000.000.962.050.49-0.50-0.69-0.700.400.000.000.00-2.002.100.002.66ELS : [G0] + [G1] + [Q]1.770.05[Tm]0.901.200.660.010.000.900.010.000.310.000.000.310.010.000.010.000.001.420.030.030.660.000.660.010.010.000.000.000.000.000.000.972.080.53-0.50-0.68-0.670.400.000.000.00-2.002.100.002.660.881.220.680.010.000.880.010.000.310.000.000.310.010.000.010.000.001.440.030.030.660.000.660.010.010.000.000.000.000.000.000.992.100.57-0.49-0.67-0.640.400.000.000.00-2.002.100.002.66Reprage des sectionsContraintes bton0.861.240.690.010.000.860.010.000.310.000.000.310.010.000.010.000.001.470.030.030.660.000.660.010.010.000.000.000.000.000.001.002.130.61-0.48-0.66-0.610.400.000.000.00-2.002.100.002.66OKParementsB,M4.00 gnralisation de la feuille pour les murs poids (!)Amlior dfinition des schmasV7.57/4/12Bug : liste droulante P1/L1 ractiveEurocode : Gnration des combinaisons [EQU]Calcul : prise en compte d'un fruit arrire ngatifStabilit interne : correction de la pression hydrostatiqueValidation des cellules (>0)Amlior schmas + graphiquesRecalcul des pressions hydrostatiques externes (sous-pressions)Redfinition des abscisses (xi, xf, x, A et B) : prises par rapport au dbut du talus (et non l'arte du mur)Dtection mur poids ou mur BA en hypothses (suivant sections d'armatures obtenues)V7.61/23/12Mise jour des combinaisons EC (1.20 pour l'eau et 0.60 pour Q en sismique)Macro predim : bug correction cells(65,17) et cells(66,17)Ajout calcul de la bute selon EC8-5Calcul des coefficients de pousse / bute modifis en prsence de la nappe (selon EC8-5) + vrif % DUSAjout de la pousse hydrodynamique en EC8-5 et gnralis aux autres rglements ("Westergaard") + vrif % DUSCalcul des armatures : sollicitations en lien avec les CB dfinies (et plus "1.35G+1.5Q")Calcul bute selon immerg ou non (simplification : le coefficient de bute est le mme tout le long du parement)faire : frottement sur parement en sismefaire : composante verticale du sisme (frottement, acclration du mur, distingo sv+ et sv-)A faireOptimiser aciers de semelleMacro de predimensionnementDocumentation techniqueAffiner calcul en FPPrendre en compte hauteur de nappePrendre en compte replat sur talusMacro optimiser la hauteur de transitionInfobulles pour aide la saisieIntroduire fruit avantSismeLisp pour trac automatique du murIntgrer bute dans calcul contrainteMthode Bernouilli pour calcul poussesMthode Boussinesq pour charges rpartiesCalcul des armatures EC2Macro pour positionnement de la charge ponctuelle / linique