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Predimensionare fundatie
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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