Eforturi fundatie Dimensiuni fundatie

Nf1 4:= kN Lf 0.4:= m Caracteristici pamant

Vf 2:= kN Bf 0.4:= mpmax 200:= kPa

Mf 2:= kNm Hf 1.2:= mγp 18:=

kN

m3

ϕp 30:=γb 25:=

kN

m3 Valori rezultate pentru pamant

δp 0.5 ϕp⋅ 15=:=

N de calcul cu greutate fundatieμp tan δp

π

180⋅

0.268=:=

Nf Nf1 Lf Bf⋅ Hf⋅ γb⋅+ 8.8=:=

kp tan 45ϕp

2+

π

180⋅

1.732=:=

Valori initiale pentru incepere calcul

xLf

20.2=:= α 0.8 Hf⋅ 0.96=:= k 0.5 kp⋅ 0.866=:=

Ecuatii de echilibru

Given

suma pe X Vfk γp⋅ α⋅ Hf⋅ k γp⋅ Hf⋅+( ) 1 α−( )⋅ Hf⋅ Bf⋅

2+ μp Nf μp

k γp⋅ α⋅ Hf⋅ k γp⋅ Hf⋅+(

2

⋅+

⋅+

suma pe Y Nf μpk γp⋅ α⋅ Hf⋅ k γp⋅ Hf⋅+

2⋅ 1 α−( )⋅ Hf⋅ Bf⋅+ pmax x⋅ Bf⋅− μp

k γp⋅ α⋅ Hf⋅ α⋅ Hf⋅ Bf⋅2

⋅−

suma de M Vf Hf⋅ NfLf

2⋅+ Mf+

k γp⋅ α⋅ Hf⋅ 1 α−( )⋅ Hf⋅ 1 α−( )⋅ Hf⋅ Bf⋅2

+k γp⋅ Hf⋅ k γp⋅ α⋅−(

+

Find x α, k, ( )

0.103

0.783

1.717

=

Hf ) 1 α−( )⋅ Hf⋅ Bf⋅

μpk γp⋅ α⋅ Hf⋅ α⋅ Hf⋅ Bf⋅

2

⋅− pmax x⋅ Bf⋅−

k γp⋅ α⋅ Hf⋅ α⋅ Hf⋅ Bf⋅2

− 0=

Bf0=

α Hf⋅ ) 1 α−( )⋅ Hf⋅ 1 α−( )⋅ Hf⋅ Bf⋅2 3⋅

pmax x⋅ Bf⋅ Lfx

2−

⋅− μp k⋅ γp⋅ α⋅ Hf⋅ α⋅ Hf⋅Bf Lf⋅

2⋅− k γp⋅ α⋅ Hf⋅ α⋅ Hf⋅ Bf⋅−

Bf

Hf2

3α⋅ Hf⋅−

2⋅ 0=