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