CAPITOLUL 9. Dimensionare fundaie:

Evaluare incrcri:

Nplac subsol:

Greutate proprie plac: (0.13* 25)= 3.25

Termoizolaie: 0.05*3.5= 0.175

Tencuial: 0.005* 19= 0.095

Pardoseal: 1.00

Perei despritori: 1.54

p=3.25+ 0.175+ 0.095+ 1.00+1.54= 6.06

( incrcarea permanent)

u=1.5

( incrcarea util)

Nplac subsol=(1.35*p+1.5*u) *lplac subsol *Lplac subsol= =( 1.35*6.06+1.5*1.5) * 13.25*14.55=2011 kN

Nperete subsol=l perete*h perete subsol*L perete subsol* ba*1.35=

=0.25*2.70*14.55*25*1.35= 331.46 kN( direcie longitudinal); =0.25*2.70*13.25*25*1.35=301.85 kN( direcie transversal).

Predimensionarea fundaiilor s-a realizat cu ajutorul programului ETABS, de unde s-au extras eforturile de dimensionare din gruparea fundamental. Acestea sunt prezentate in tabelul de mai jos in kN.

Etaj Pier Load

Ned

(KN) Etaj Stlp Load

Ned

(KN)

Parter P1 GF -408.17 Parter A1 GF -325.82

Parter P2 GF -237.09 Parter A2 GF -316.45

Parter P3 GF -349.02 Parter A3 GF -269.27

Parter P4 GF -652.36 Parter A4 GF -316.39

Parter P5 GF -519.42 Parter A5 GF -338.89

Parter P6 GF -562.51 Parter B1 GF -515.73

Parter P7 GF -329.77 Parter B2 GF -377.85

Parter P8 GF -688.63 Parter B3 GF -335.46

Parter P9 GF -506.05 Parter B4 GF -377.52

Parter P10 GF -245.93 Parter B5 GF -408.36

Parter P11 GF -426.4 Parter C1 GF -349.94

Parter P12 GF -343.12 Parter C2 GF -312.96

Parter P13 GF -440.51 Parter C3 GF -368.53

Parter P14 GF -491.76 Parter C4 GF -381.66

Parter P15 GF -257.31 Parter C5 GF -367.41

Parter P16 GF -540.43 Parter D1 GF -252.37

Parter P17 GF -312.43 Parter D2 GF -244.22

Parter P18 GF -231.47 Parter D3 GF -271.19

Parter P19 GF -389.68 Parter D4 GF -216.11

Parter P20 GF -639.1 Parter D5 GF -240.15

Parter P21 GF -216.06 Parter AB3-1 GF -327.01

Parter P22 GF -688.66 Parter AB3-2 GF -274.62

Parter P23 GF -507.6 Parter BC2-1 GF -358.19

Parter BC2-2 GF -335.78

Parter CD2-1 GF -267.59

Ntalp= 10% N.

Cadru longitudinal: L=14.55 m

N perei+N stlpi= NP1-11+Nstlpi=4925.35+ 8149.47= 13074.82 KN

Ntotal= N perei+N stlpi+4* Nperete subsol+ Nplac subsol+ Ntalp

Ntotal= 13074.82+ 4*331.46+ 2011+ 1641.16 = 18052.82 KN

pconv=3.5

= 350

B ef =

=

.

.=0.886 m se alege Bef= 90 cm;

Cadru transversal: L=13.25 m

N perei+N stlpi= NP12-23+Nstlpi=5058.13+8149.47= 13207.6 KN

Ntotal= N perei+N stlpi+4* Nperete subsol+ Nplac subsol+ Ntalp

Ntotal=13207.6+ 4*301.85 + 2011+1654.44= 18080.44 KN

B ef =

=

.

.= 0.974 m se alege Bef= 100 cm.

Verificare:

Greutate ETABS

Story Load P

Etaj 2 GF 6160.16

Etaj 1 GF 12146.44

Parter GF 18145.76