Design Capacity of Bored Pile _by Andypasvi

8/10/2019 Design Capacity of Bored Pile _by Andypasvi

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PROJECT: LHUILLIER, DUMAGUETE

BH-2

BORED PILE CAPACITY ( GEOSCIENCE TECHNOLOGIES, INC.)

Qu= Qb+ Qbs ultimate

Qa= qsAs/FSs+ qbAb/FSb- W allowable

a. Base Resistance

for cohesive sand : Qb= AbpdNq

for cohesionless clay : Qb= 9SuAb

where Ab= area of pile tip

pd = effective overburden pressure at pile tip

Nq= bearing capacity factor

Su= cohesion

Nq= epTan

tan2(45+/2)

b. Skin Resistance Qs= SfAs

where As= shaft surface area

f = k pd tan (sand), unit skin friction

tan = coefficient of friction

= 3/4 , = angle of internal frictionk = lateral earth pressure coefficient, 1

Dr = 25 pd-0.12

N0.46

= 28 + 0.15Dr

Pile Diameter: 300 mm

strength of materials:

fc' = 20.7 Mpa

fy = 230 MPa

F.S. = 2.5 Ab = 0.071 m2

Depth N1 USCS S.G. pd Dr Nq su Qb

0.00 0 CL 2.61 0.01 0.00 28.00 14.72 0.00 0.00

1.50 6 CL 2.61 38.40 36.79 28.06 14.81 37.50 21.31

3.00 18 SM 2.61 76.80 56.12 28.08 14.86 112.50 75.56

4.50 21 SM 2.63 115.49 57.37 28.09 14.86 131.25 113.67

6.00 21 SM 2.63 154.18 55.41 28.08 14.85 142.86 151.71

7.50 15 SM 2.63 192.86 46.21 28.07 14.83 100.00 189.48

9.00 20 SM 2.63 231.55 51.60 28.08 14.85 133.33 227.72


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Qs Qa

0.00 0

10.43 13

41.78 47

94.13 83

167.54 128

261.99 181

377.48 242


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514.10 312

671.88 391

850.82 477

1050.93 573

1272.22 677

1514.64 789

1778.16 9102062.86 1039

2368.72 1177

2695.65 1323

3043.66 1477

3412.73 1640

3802.92 1811

4214.26 1991

RAINED SOILS


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PROJECT: XXXXXXXXXXXXXXXXXXX DATE:

BOREHOLE LOCATION: BH1

BORED PILE CAPACITY

Qu= Qb+ Qs ultimateQa= qsAs/FSs+ qbAb/FSb- W allowable

a. Base Resistance

for sand, clay, and silt Qb= Ab40N(L/B) < Ab380N

where Ab= area of pile tip

N = SPT count

L = length of embedment to rock

B = diameter of pile

b. Skin Resistance Qs= SfAs

where As= shaft surface area

f = Kq'tan (sand), unit skin friction

q' = effective overburden at soil layer

tan = coefficient of friction

= 0.50 , = angle of internal friction

K = 0.50+0.008Dr

Pile Diameter: 500 mm Embedment length, L = 1.00 m

strength of materials:

fc' = 20.7 Mpa

fy = 230 MPa

F.S. = 2.5 Ab = 0.196 m2

Depth N1 USCS S.G. q' Dr K Qb Qs Qa

0.00 0 CL 2.6 0.01 29.00 0.00 0.00 0.00 0.00 0.00

1.50 4 CL 2.6 38.26 29.00 15.00 0.00 25.13 0.00 22.31

3.00 6 CL 2.6 76.50 29.33 21.67 0.00 37.70 0.00 32.04

4.50 6 CL 2.6 114.75 29.33 21.67 0.00 37.70 0.00 29.22

6.00 14 CL 2.6 153.00 31.20 41.80 0.00 87.96 0.00 76.65

7.50 17 CL 2.64 191.83 32.10 46.15 0.00 106.81 0.00 92.68

9.00 22 CL 2.64 230.67 33.60 53.40 0.00 138.23 0.00 121.2710.50 23 SM 2.64 269.51 33.90 54.85 0.94 144.51 72.68 197.40

12.00 28 SM 2.64 308.34 35.40 62.10 1.00 175.93 165.12 318.43

13.50 32 SM 2.63 347.03 36.50 67.00 1.04 201.06 276.86 452.47

15.00 34 SM 2.63 385.72 37.00 69.00 1.05 213.63 404.82 590.17

16.50 38 SM 2.64 424.56 38.00 73.00 1.08 238.76 554.17 761.83

18.00 46 SM 2.64 463.39 40.00 81.00 1.15 289.03 736.65 991.75

19.50 50 SM 2.63 502.08 41.00 85.00 1.18 314.16 945.42 1222.82

21.00 50 SM 2.63 540.77 41.00 85.00 1.18 314.16 1170.28 1444.85

22.50 50 SM 2.63 579.46 41.00 85.00 1.18 314.16 1411.22 1682.97

DESIGN OF BORED PILE CAPACITY

12/26/2014 17:11


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24.00 50 SM 2.63 618.15 41.00 85.00 1.18 314.16 1668.25 1937.17

25.50 50 SM 2.63 656.83 41.00 85.00 1.18 314.16 1941.36 2207.45

27.00 50 SM 2.6 695.08 41.00 85.00 1.18 314.16 2230.38 2493.65

28.50 50 SM 2.6 733.33 41.00 85.00 1.18 314.16 2535.30 2795.74

30.00 50 SM 2.64 772.16 41.00 85.00 1.18 314.16 2856.37 3113.98


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Parameters for bored pile capacity:

qs avg= 14.69 Kpa

qa avg= #REF! kPa

Reinforced concrete pile:fc'= 20.7 Mpa

fy = 230 MPa

no.

1

2

3

4

5

6

N1 Su1 N2 Su2 N1 N2 1 2

0.00 0.00 2.00 12.00 0 4 29 29

4.00 25.00 8.00 50.00 4 10 29 30

4.00 25.00 8.00 50.00 4 10 29 30

4.00 25.00 8.00 50.00 4 10 29 30

8.00 50.00 15.00 100.00 10 30 30 36

15.00 100.00 30.00 200.00 10 30 30 36

15.00 100.00 30.00 200.00 10 30 30 36

15.00 100.00 30.00 200.00 10 30 30 3615.00 100.00 30.00 200.00 10 30 30 36

31.00 200.00 30.00 200.00 30 50 36 41

31.00 200.00 30.00 200.00 30 50 36 41

31.00 200.00 30.00 200.00 30 50 36 41

31.00 200.00 30.00 200.00 30 50 36 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41

31.00 200.00 30.00 200.00 50 60 41 41


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N1 N2 DR1 DR2

0 4 0 15

4 10 15 35

4 10 15 35

4 10 15 35

10 30 36 65

10 30 36 65

10 30 36 65

10 30 36 6510 30 36 65

30 50 65 85

30 50 65 85

30 50 65 85

30 50 65 85

50 51 85 85

50 51 85 85

50 51 85 85

50 51 85 85

50 51 85 85

50 51 85 85

50 51 85 85

50 51 85 85


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CONSISTENCY CLASSIFICATION FOR FINE GRAINED SOILS CONSISTENCY CLASSIFICATION F

(Terzaghi & Peck, 1969) (Terzaghi & Peck, 1969)

Classification SPT,N su (kPa) Classification SPT,N

very soft 0 0 very loose 0

very soft 2 12 very loose 4

soft 2 12 loose 4soft 4 25 loose 10

medium stiff 4 25 medium dense 10

medium stiff 8 50 medium dense 30

stiff 8 50 dense 30

stiff 15 100 dense 50

very stiff 15 100 very dense 51

very stiff 30 200 very dense 51

hard 31 200

INTERNAL FRICTION ANGLE, FOR GRANULAR SOILS BASED ON SPT VALUES

N, SPT 1

0 29

4 29

10 30

30 36

50 41

60 41


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R COARSE GRAINED SOILS

Dr (%)

0

15

1535

36

65

65

85

85

100

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Design Capacity of Bored Pile _by Andypasvi