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["Stabilité d'un candélabre : formule de Andrée et Norsa (le poteau est centré dans un massif parallélépipédique)"]
["Ms (N.m) =","(N*Lg/2-2*N^2/3/lg/q)+(80/6561*larg^2*q^2*h^3/N)"]
["où"]
["N =",{"v":9130.750000000004,"d":"9,131"}," (N) poids de l'ensemble chargé"]
["Lg =",0.65," (m) côté du massif direction effort tranchant et ortho axe moment"]
["lg =",0.65," (m) l'autre côté du massif"]
["h =",0.65," (m) hauteur du massif"]
["q =",1," (Pa) pression admissible en fond de fouille , voir page 2 pour infos…",{"$nulls":5},"Incrément"]
[{"$nulls":8},20]
["massif  :",{"$nulls":7},"q (kPa)","Ms/Mr"]
["Lg (m)",0.65," (direction du déport et de l'effort tranchant)",{"$nulls":5},20,-0.23180335250474496]
["lg (m)",0.65," (quelle épaisseur minimum autour du poteau ? )",{"$nulls":5},40,0.2005022736423213]
["h (m)",0.65,0,{"$nulls":5},60,0.3907276000671172]
["ρ",2.2," (…ne pas intégrer le volume du poteau en prise serait 'conservateur'… )",{"$nulls":5},80,0.5377291457022608]
["poids =",{"v":6041.750000000003,"d":"6,042"}," N",{"$nulls":5},100,0.6812782143342757]
[{"$nulls":8},120,0.8346319072253362]
["candélabre :",{"$nulls":7},140,1.0034718392020887]
["déport (m)",2.5,null,"h(m) en bout",1.7000000000000002,"α (°) ",0,null,160,1.1906388176778564]
["poids poteau :","section = ",170," N/m","lg= ",1.7000000000000002,null,null,180,1.3977110689933743]
[null,289," (N)",{"$nulls":5},200,1.6256355289530833]
["pds déport :","section = ",520," N/m","lg = ",2.5,null,null,220,1.8750147930689005]
[null,1300," (N)",{"$nulls":5},240,2.1462505916821035]
["+ ",1500,"charge verticale déportée (N)",{"$nulls":5},260,2.439621045798193]
["pds (N)",3089,{"$nulls":6},280,2.7553248132782415]
[{"$nulls":8},300,3.0935075765536992]
["(poids total N",{"v":9130.750000000004,"d":"9,131"}," N)",{"$nulls":5},320,3.454278597448157]
["( Ms =",{"v":-85505335.64727555,"d":"-85,505,336"}," N.m )",{"$nulls":5},340,3.8377214291208297]
[{"$nulls":8},360,4.243901057362219]
["Moment sollicitant total à la base du massif :",{"$nulls":7},380,4.672868786743773]
["Mr (N.m) =","Mf+T.h",{"$nulls":6},400,5.124665660922648]
["Mf =",{"v":5375,"d":"5,375"}," (N.m) moment d'encastrement dû à la charge déportée",{"$nulls":5},420,5.599324905716546]
["+effort tranchant T ",0,"(N) à h =",0.6000000000000001," (m)"]
["T2",0,"(N) à h =",0," (m)"]
[null,5375," (N.m)"]
["(h = ",0.65," (m) hauteur massif )"]
["Mr =",{"v":5375,"d":"5,375"}," N.m"]
[]
["La stabilité du massif vis-à-vis du renversement est vérifiée si  Ms / Mr > 1"]
["i.e. la valeur de la caractéristique du sol q en abscisses du graphique ci-contre doit être supérieure à celle correspondant à l'ordonnée = 1"]
["Indications de caractéristiques de sols en page 2 : redimensionner à la hausse la taille du massif si condition non vérifiée"]

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[]
[null,"Pression admissible par le sol (Pa)"]
[]
[null,"Vase, argile humide :",null,"2 500 à 5 000"]
[null,"Terres végétales :",null,"5 000 à 10 000"]
[null,"Limons vierges :",null,"20 000 à 40 000"]
[null,"Argiles sèches :",null,"80 000 à 120 000"]
[null,"Sables et graviers :",null,"100 000 à 200 000"]
[{"$nulls":6},"(MPa)"]