Planilha de Cálculo de Fundações em Estacas
Obra:
Local: Chapecó
Diâmetro: 50 cm
Tipo de estaca: Escavada pequeno diâmetro 15 MPa
F1 = 3.0 Resistência da estaca: 2104 kN Obs.: SPT deve ser limitado a 40 golpes.
F2 = 6.0 Coef. Segurança: 2.0
Décourt-Quaresma Aoki-Velloso
SPT 1 Solo Qp (kN) Qs (kN) Qp (kN) Qa (kN)
100 0- Argila 120 0 0 10 0 0 0200 6.0% 0 0 0 0 0
15.0 Argila 120 600 118 27 42 134 67 200 6.0% 65 16 81 41 41
27.0 Argila 120 840 165 33 94 216 108 200 6.0% 92 38 129 65 65
38.0 Argila 120 960 188 37 152 282 141 200 6.0% 105 63 168 84 84
412.0 Argila 120 1440 283 50 230 425 212 200 6.0% 157 101 258 129 129
510.0 Argila 120 1200 236 43 298 439 220 200 6.0% 131 132 263 131 131
617.0 Argila 120 2040 401 67 403 663 332 200 6.0% 223 185 408 204 204
722.0 Argila 120 2640 518 83 534 868 434 200 6.0% 288 254 542 271 271
840.0 Argila 120 4800 942 143 759 1408 704 200 6.0% 524 380 904 452 452
9-0 0 0 10 775 0 0.0% 0 380 380
10 -0 0 0 10 791 0 0.0% 0 380 380
11 -0 0 0 10 806 0 0.0% 0 380 380
12 -0 0 0 10 822 0 0.0% 0 380 380
13 -0 0 0 10 838 0 0.0% 0 380 380
14 -0 0 0 10 853 0 0.0% 0 380 380
15 -0 0 0 10 869 0 0.0% 0 380 380
16 -0 0 0 10 885 0 0.0% 0 380 380
17 -0 0 0 10 901 0 0.0% 0 380 380
18 -0 0 0 10 916 0 0.0% 0 380 380
19 -0 0 0 10 932 0 0.0% 0 380 380
20 -0 0 0 10 948 0 0.0% 0 380 380
21 -0 0 0 10 963 0 0.0% 0 380 380
22 -0 0 0 10 979 0 0.0% 0 380 380
23 -0 0 0 10 995 0 0.0% 0 380 380
24 -0 0 0 10 1011 0 0.0% 0 380 380
25 -0 0 0 10 1026 0 0.0% 0 380 380
26 -0 0 0 10 1042 0 0.0% 0 380 380
27 -0 0 0 10 1058 0 0.0% 0 380 380
28 -0 0 0 10 1073 0 0.0% 0 380 380
29 -0 0 0 10 1089 0 0.0% 0 380 380
30 -0 0 0 10 1105 0 0.0% 0 380 380
ƒck do concreto da estaca:
Cota
(m)
Prof.
(m)
K
(kN/m2)
qp (kN/
m2)
qs (kN/
m2)
Qtotal
(kN)
Q/CS
(kN)
K
(kN/m2) α (%) Qtotal
(kN)
Q/CS
(kN)
Q Média
(kN)
