PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE ---------------------------------- ---------------------------------Project Name : Location : BH-1 Borehole No. : Date : ---------------------------------- ---------------------------------MAYERHOF Formula : K1 2.0 Skin, Ps = K1 x Nav x As SAND 2.5 Bearing, Pb = K2 x Nb x Ab SILT 3.0 Ult. Load, Pu = Ps + Pb CLAY All. Load, Pa = Ps/Fs + Pb/Fb Factor of safety :
Skin, Fs = Bearing, Fb
---------------------------------- ---------------------------------To calculate allowable soil bearing capacity : Pile used : Type : (c = circular) W idth, b = (s = square) (= dia. for type c)
K2 400 250 100
2 3
s 0.4
m
Perimeter: Ab: Qa(conc):
1.600 0.160 1800
===== ======== ===== == ===== ======== ===== == ===== ====== = ====== ========= ==== = === ===== ===== ===== == === ====== ===== ===== ==== = ===== ======= ===== ====== ===== ===== ====== ===== == Depth Soil SPT Skin Total Base W orking Load Type N As Fr i c Skin Load Fs = 2.0 Fb = 3 (m) ( m² ) (kN) (kN) (kN) (KN) ---------------------------------- ---------------------------------- ------------------- ---------------------------------- ---------------------------------- -------------------------------------- -------------------------------------------------------------------------0.0
SAND
0
0.0
0.0
0.0
0.0
0.0
1.5
SAND
16
2.4
76.8
76.8
1,024.0
379.7
3.0
SILT
18
2.4
108.0
184.8
720.0
332.4
4.5
SILT
11
2.4
66.0
250.8
440.0
272.1
6.0
SILT
15
2.4
90.0
340.8
600.0
370.4
7.5
SILT
16
2.4
96.0
436.8
640.0
431.7
9.0
SILT
20
2.4
120.0
556.8
800.0
545.1
10.5
SILT
19
2.4
114.0
670.8
760.0
588.7
12.0
SILT
22
2.4
132.0
802.8
880.0
694.7
13.5
SILT
21
2.4
126.0
928.8
840.0
744.4
15.0
SILT
24
2.4
144.0
1,072.8
960.0
856.4
16.5
SILT
17
2.4
102.0
1,174.8
680.0
814.1
18.0
SILT
20
2. 4
120.0
1,294.8
800.0
914.1
19.5
SILT
18
2.4
108.0
1,402.8
720.0
941.4
21.0
SILT
21
2.4
126.0
1,528.8
840.0
1 ,044.4
22.5
SILT
21
2.4
126.0
1,654.8
840.0
1 ,107.4
24.0
SILT
23
2.4
138.0
1,792.8
920.0
1 ,203.1
25.5
SILT
25
2.4
150.0
1,942.8
1,000.0
1 ,304.7
27.0
SILT
31
2.4
186.0
2,128.8
1,240.0
1 ,477.7
28.5
SILT
33
2.4
198.0
2,326.8
1,320.0
1 ,603.4
30.0
SILT
35
2.4
210.0
2,536.8
1,400.0
1 ,735.1
31.5
SILT
26
2.4
156.0
2,692.8
1,040.0
1 ,693.1
33.0
SILT
30
2.4
180.0
2,872.8
1,200.0
1 ,836.4
34.5
SILT
32
2.4
192.0
3,064.8
1,280.0
1 ,959.1
36.0
SILT
36
2.4
216.0
3,280.8
1,440.0
2 ,120.4
37.5
SILT
38
2.4
228.0
3,508.8
1,520.0
2 ,261.1
39.0
SILT
50
2.4
300.0
3,808.8
2,000.0
2 ,571.1
40.5
SILT
2.4
66.0
3,874.8
440.0
2 ,084.1
42.0
SILT
9
2.4
54.0
3,928.8
360.0
2 ,084.4
43.5
SILT
13
2.4
78.0
4,006.8
520.0
2 ,176.7
45.0
SILT
15
2.4
90.0
4,096.8
600.0
2 ,248.4
46.5
SILT
17
2.4
102.0
4,198.8
680.0
2 ,326.1
11
For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.
PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE ---------------------------------- ---------------------------------Project Name : Location : BH-1 Borehole No. : Date : ---------------------------------- ---------------------------------MAYERHOF Formula : K1 2.0 Skin, Ps = K1 x Nav x As SAND 2.5 Bearing, Pb = K2 x Nb x Ab SILT 3.0 Ult. Load, Pu = Ps + Pb CLAY All. Load, Pa = Ps/Fs + Pb/Fb Factor of safety :
Skin, Fs = Bearing, Fb
---------------------------------- ---------------------------------To calculate allowable soil bearing capacity : Pile used : Type : (c = circular) W idth, b = (s = square) (= dia. for type c)
K2 400 250 100
2 3
s 0.4
m
Perimeter: Ab: Qa(conc):
1.600 0.160 1800
===== ======== ===== == ===== ======== ===== == ===== ====== = ====== ========= ==== = === ===== ===== ===== == === ====== ===== ===== ==== = ===== ======= ===== ====== ===== ===== ====== ===== == Depth Soil SPT Skin Total Base W orking Load Type N As Fr i c Skin Load Fs = 2.0 Fb = 3 (m) ( m² ) (kN) (kN) (kN) (KN) ---------------------------------- ---------------------------------- ------------------- ---------------------------------- ---------------------------------- -------------------------------------- -------------------------------------------------------------------------0.0
SAND
0
0.0
0.0
0.0
0.0
0.0
1.5
SAND
11
2.4
52.8
52.8
704.0
261.1
3.0
SAND
12
2.4
57.6
110.4
768.0
311.2
4.5
SAND
15
2.4
72.0
182.4
960.0
411.2
6.0
SILT
17
2.4
102.0
284.4
680.0
368.9
7.5
SILT
19
2.4
114.0
398.4
760.0
452.5
9.0
SILT
19
2.4
114.0
512.4
760.0
509.5
10.5
SILT
17
2.4
102.0
614.4
680.0
533.9
12.0
SILT
19
2.4
114.0
728.4
760.0
617.5
13.5
SILT
11
2.4
66.0
794.4
440.0
543.9
15.0
SILT
18
2.4
108.0
902.4
720.0
691.2
16.5
SILT
17
2.4
102.0
1,004.4
680.0
728.9
18.0
SILT
19
2. 4
114.0
1,118.4
760.0
812.5
19.5
SILT
20
2.4
120.0
1,238.4
800.0
885.9
21.0
SILT
18
2.4
108.0
1,346.4
720.0
913.2
22.5
SILT
14
2.4
84.0
1,430.4
560.0
901.9
24.0
SILT
0
2.4
0.0
1,430.4
0.0
715.2
25.5
SILT
22
2.4
132.0
1,562.4
880.0
1 ,074.5
27.0
SILT
20
2.4
120.0
1,682.4
800.0
1 ,107.9
28.5
SILT
20
2.4
120.0
1,802.4
800.0
1 ,167.9
30.0
SILT
22
2.4
132.0
1,934.4
880.0
1 ,260.5
31.5
SILT
25
2.4
150.0
2,084.4
1,000.0
1 ,375.5
33.0
SILT
23
2.4
138.0
2,222.4
920.0
1 ,417.9
34.5
SILT
23
2.4
138.0
2,360.4
920.0
1 ,486.9
36.0
SILT
24
2.4
144.0
2,504.4
960.0
1 ,572.2
37.5
SILT
23
2.4
138.0
2,642.4
920.0
1 ,627.9
39.0
SILT
25
2.4
150.0
2,792.4
1,000.0
1 ,729.5
40.5
SILT
26
2.4
156.0
2,948.4
1,040.0
1 ,820.9
42.0
SILT
50
2.4
300.0
3,248.4
2,000.0
2 ,290.9
43.5
S ILT
2.4
0.0
3,248.4
0.0
1 ,624.2
45.0
S ILT
2.4
0.0
3,248.4
0.0
1 ,624.2
46.5
S ILT
2.4
0.0
3,248.4
0.0
1 ,624.2
For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.
