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Titre Mme PRETS - Fond d'Or - Morne Vert - Ducos Date 4/7/2013 Commentaire Longueur 40.5m Auteur G.STRASSER Avec Talon sans Bêche Affaire N° [DYN] [STA] [DYN] EXT INT HYPOTHESES (MUR BA) Ecran I 0.308 0.310 0.658 Ecran III 0.00 0.00 Bilan OK OK Ecran II 0.308 0.310 0.658 Géométrie du mur Caractéristiques des matéria Hypothèses de calcul Longueur patin a 0.15 [m] Masses volumiques 2.50 2.50 Règlement de calcul DTU 13.12 Fruit parement face avan b 0.00 [m] Enrobages 4.0 5.0 [cm] Calcul poussée / butéCoulomb-Poncelet Epaisseur en tête de mur c 0.25 [m] Classes de résista 25 500 [Mpa] Répartition contraintMéthode de Krey Fruit parement face arri d 0.00 [m] Fissuration armatu iciable Minoration charge incSans objet Longueur talon e 1.50 [m] 1.00 1.00 Hauteur du parement f 1.70 [m] Description du terra 1.20 1.00 Epaisseur de semelle g 0.40 [m] Remblai Hauteur du terr 1.70 [m] Hauteur de bêche h 0.00 [m] Talus incliné w 0 [°] Largeur de bêche i 0.00 [m] Plateau horizon A 10.00 [m] Replat sur talu B 10.00 [m] Charges Masse volumique 1.80 1.00 0.00 10.00 Angle talus nat 30 [°] 0.00 0.00 10.00 Frottement sol/ a 10 [°] P1 [Q] 1.00 0.10 Bon sol Contrainte ELS 1.00 [bar] Frottement sol/ 30 [°] 0.00 0.00 0.00 Butée Part mobilisée 0 [%] 0.00 0.00 0.00 Fiche du mur D 0.60 [m] ### Arase active 0.00 [m] ### Séisme PS92 Masse volumique 1.80 ### Zone de sismicité Zone III 0 Angle talus nat 0 [°] ### Classe de risque Classe B A Nappe Niveau amont -2.00 [m] Amplification topographi t 1.00 ### Niveau aval -2.00 [m] STABILITE EXTERNE Actions STA DYN Glissement (statique) Actions STA DYN Basculement (statique) V 7.61 7.61 [T] [ELUF] ] + 1.5[Q] ### 7.38 7.38 [Tm] [ELUF] ] + 1.5[Q] ### H 0.00 0.00 [T] OK 4.03 [T] 0.00 0.00 [Tm] OK 8.23 [Tm] V 0.21 0.00 [T] 2.59 [T] > 1 0.40 0.00 [Tm] 2.16 [Tm] > 1.2 H 1.21 2.61 [T] 0.84 2.69 [Tm] [Q] V 0.11 0.00 [T] Glissement (sismique) [Q] 0.21 0.00 [Tm] Basculement (sismique) H 0.64 1.39 [T] [ELUA] + 0.75[QD] ### 0.68 1.47 [Tm] [ELUA] + 0.75[QD] ### [E] V 0.00 0.00 [T] OK 3.80 [T] [E] 0.00 0.00 [Tm] OK 7.38 [Tm] H 0.00 0.00 [T] 3.65 [T] > 1 0.00 0.00 [Tm] 3.79 [Tm] > 1 CONTRAINTE - SURFACE COMPRIMEE Actions STA DYN Contrainte (statique Surface comprimée (ELS) M -0.15 -0.15 [Tm] [ELUF] Q] ### [ELS] [G0] ### V 7.61 7.61 [T] OK M 1.52 [Tm] OK M -0.15 [Tm] M 0.65 2.69 [Tm] V 10.73 [T] < 1.5 V 7.61 [T] > 10 V 0.21 0.00 [T] [Q] M 0.57 1.47 [Tm] Contrainte (sismique Surface comprimée (ELU) V 0.11 0.00 [T] [ELUA] + 0.75[QD] ### [ELUA] + 0.75[QD] ### [E] M 0.00 0.00 [Tm] OK M 3.63 [Tm] OK M 3.63 [Tm] V 0.00 0.00 [T] V 7.61 [T] < 2 V 7.61 [T] > 10 FERRAILLAGE Sollicitations M1 M2 [G0] + [G1] + [Q] 1.77 0.05 [Tm] Repérage des sections Contraintes béton OK Parement 4.00 <15 15 Semelle 2.20 <15 15 Sections caractéristiques Mur côté terre 4.42 [cm²] Mur cote 0.60 2.05 [cm²] Mur côté vide 0.00 [cm²] Semelle nappe i 0.08 [cm²] Semelle face ar 2.65 [cm²] Armature de bêc 0.00 [cm²] 0 Ka [GSTA] [QSTA] K'p rM / rS [T/m 3 ] eM / eS fB / fE Taux sécurité ELUF / ELUA Glissement (SG) Basculement (SR) Ht Q [T/m²] xi [m] xf [m] g1 [T/m 3 ] Sur remblai R1/R2 : uniformes L1 : linéique P1 : ponctuelle R1 [Q] j1 R2 [Q] sELS En tête de mur V [T] H [T] M [Tm] j3 T1 [Q] K'p/Kp T2 [G0] zi r2 [T/m j2 He1 He2 [G0] [G0] Mst V.tgj Mrv Mst [G1] H- [G1] Mst Mrv Mrv Mst Mrv V.tgj Mst Mst H- Mrv Mrv [G0] [G1] sB,M sB,S AM1 A'M1 AM2 AS1 AS2 AB -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 Aciers de parement 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.4 0.7 1.0 1.2 1.5 1.7 1/0 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Aciers de semelle z [m] AM [cm²] AS2 [cm²] AS1 [cm²] x [m]

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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


FEUILLE DE CALCUL SOUTENEMENT (V7.X) NOTICE D ......Document SOUTENEMENT Indice FEUILLE DE CALCUL SOUTENEMENT C Date 04/08/12 Titre (V7.X) - NOTICE D'UTILISATION Rédacteur D. YRONDI

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