Calculul fundatiei

Calculul fundatiei

A.   Evaluarea incarcarilor .

incarcari din acoperis :

- greutate proprie invelitoare tabla tip LINDAB :

300 daN/m² (inclusive astereala si capriorii =>

- g_p * 1.3 = 30 * 1.5 = 3.9 daN / m²

- greutate elemente sarpanta :

- 0.08 * γ_lemn * 1.1 = 0.08 * 480 * 1.1 = 42.24 daN / m²

- incarcare zapada :

- p_c^z = 285 daN / m²

Aincarcari planseu peste etaj :

- greutate proprie placa :

h_pl * γ_ba * 1.1 = 0.13 * 2500 * 1.1 = 375.5 daN / m²

- greutate tencuiala :

0.015 * 1900 * 1.3 = 37.05 daN / m²

- termoizolatie pod :

vata minerala (5 cm ) : 0.05 * 120 * 1.2 = 7.20 daN / m²

scandura ( 2.4 cm ) : 0.024 * 480 * 1.1 = 12.70 daN / m²

- incarcare utila :

75 * 1.4 = 105 daN / m²

incarcari planseu peste parter :

- greutate proprie placa :

h_pl * γ_ba * 1.1 = 0.13 * 2500 * 1.1 = 375.5 daN / m²

- greutate tencuiala :

0.015 * 1900 * 1.3 = 37.05 daN / m²

- greutate pardoseala :

110.90 daN / m²

- inc . utila :

150 * n = 150 * 1.4 = 210 daN / m²

incarcaridin pereti portanti din zidarie

( parter + etaj ) :

G_Z^p+e = δ_caramida * H_p * γ_p * 1.0 * 1.1 + 2 * ( δ_tenc * H_p * γ_tenc * 1.0 * 1.3 )

G_Z = 0.25 * 5.6 * 1850 * 1.0 * 1.1 + 2 * ( 0.015 * 5.6 * 1900 * 1.0 * 1.3 )

G_Z = 3264 daN

incarcaridin pereti portanti din beton ( subsol ) :

G_BA^s = δ_ba * H_p * γ_p * 1.0 * 1.1 + 2 * ( δ_tenc * H_p * γ_tenc * 1.0 * 1.3 )

G_BA^s = 0.25 * 2.8 * 2500 * 1.0 * 1.1 + 2 * ( 0.015 * 2.8 * 1900 * 1.0 * 1.3 )

G_BA^s = 2132.5 daN

B.   Calculul fundatiei exterioare .

S₁ = = = 5.56 m²

N₁ = ( Q_A + Q_P^E + Q_P^P + Q_P^P ) x S₁ / l_max

N₁ = ( 331.14 + 519.45 + 733.45 + 733.45 ) * 5.56 / 4.80

N₁ = 2684.43 daN

N₂ = G_Z + G_BA^s

N₂ = 3264 + 2132.5

N₂ = 5396.5 daN

N₃ = 10% ( N₁ + N₂ ) = 0.1 ( 2684.43 + 5396.5 )

N₃ = 0.1 x 8080.93

N₃ = 808.10 daN

N_TOT = N₁ + N₂ + N₃

N_TOT = 2684.43 + 5396.5 + 808.10

N_TOT = 8889.02 daN

P_ef = ≤ P_conv ; P_conv = 2 daN/cm²

≤ P_conv = ≤ P_conv =>

= 2 => B_nec = 44.5 cm

aleg : B = 50 cm

H = 40 cm + 10 cm ( beton de egalizare

C.   Calculul fundatiei interioare.

S1 = 5.56 m²

S2 = 2.63 m²

S3 = 3.51 m²

S4 = 10.55 m²

S_TOT = 5.56 + 2.63 + 3.51 + 10.55

S_TOT = 22.25 m²

N₁ = 2684.43 x 22.25 / 11.1 = 5381

N₁ = 5381 daN

N₂ = 5396.5 daN

N₃ = 10% ( N₁ + N₂ ) = 0.1 ( 5381 + 5396.5 )

N₃ = 1077.75 daN

N_TOT = N₁ + N₂ + N₃

N_TOT = 5381 + 5396.5 + 1077.75

N_TOT = 11855.25 daN

≤ P_conv = ≤ P_conv =>

= 2 => B_nec = 59.28 cm

aleg : B = 60 cm

H = 40 cm + 10 cm ( beton de egalizare

Observatie !

- toata fundatia va aveao singura dimendiune : deci sectiunea fundatiei va fi de :

=> latime B = 60 cm ;

=> inaltimea H = 40 cm + 10 beton egalizate ;

Armarea fundatiei din procent minim de armare

P%=*100TAa===7.88 cm²

7.88 / 0.5 = 15.76 cm² / m T 8 Ø 16 = 16.07 cm² / m