6.2.pile length calculation
TRANSCRIPT
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7/29/2019 6.2.Pile Length Calculation
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PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH1 DATE:
Type of Pile RC-Pile
Diameter 0.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
5020
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6 16 144 54 1 - 20.00 15.08 301.59
F2 6 9.5 19 213.75 101.25 1 80 40.00 8.80 351.86
M (Lower) 9.5 11.5 16 200 75 1 - 30.00 5.03 150.80
F2 11.5 24.5 19 589 279 1 60 30.00 32.67 980.18
OA (B) 24.5 26 21 561.75 294.25 1 92 276.00 3.77 1040.50OA (A) 26 37 21 892.5 467.5 1 100 300.00 27.65 8293.80
Total 37 11118.72
Ultimate Pile Shaft Capacity, Qs (kN) = 11119
END BEARING
Pile toe depth 37.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)0.50 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =1759
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 5151.21 7412.48
Allowable Pile Geotechnical Capacity, Q (kN) = 5151
Geotechnical Working Load on pile (kN)= 5151 design loading= 5020
OK
STRUCTURAL CAPACITY
design loading= 5020
Allowable Pile Structural Capacity, Qa (kN)= 5027 Allowable Pile Structural Capacity, Qa (kN)= 5027
OK
UIC BH 1 Bored hole_10Mpa--BP800_BH1
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7/29/2019 6.2.Pile Length Calculation
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PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH1 DATE:
Type of Pile RC-Pile
Diameter 1.2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
11300
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6 16 144 54 1 - 20.00 22.62 452.39
F2 6 9.5 19 213.75 101.25 1 80 40.00 13.19 527.79
M (Lower) 9.5 11.5 16 200 75 1 - 30.00 7.54 226.19
F2 11.5 24.5 19 589 279 1 60 30.00 49.01 1470.27
OA (B) 24.5 26 21 561.75 294.25 1 92 276.00 5.65 1560.74OA (A) 26 44 21 1113 583 1 100 300.00 67.86 20357.52
Total 44 24594.90
Ultimate Pile Shaft Capacity, Qs (kN) = 24595
END BEARING
Pile toe depth 44.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)1.13 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =3958
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 11421.32 16396.60
Allowable Pile Geotechnical Capacity, Q (kN) = 11421
Geotechnical Working Load on pile (kN)= 11421 design loading= 11300
OK
STRUCTURAL CAPACITY
design loading= 11300
Allowable Pile Structural Capacity, Qa (kN)= 11310 Allowable Pile Structural Capacity, Qa (kN)= 11310
OK
UIC BH 1 Bored hole_10Mpa--BP1200_BH1
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7/29/2019 6.2.Pile Length Calculation
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PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH1 DATE:
Type of Pile RC-Pile
Diameter 1.5 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
17670
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6 16 144 54 1 - 20.00 28.27 565.49
F2 6 9.5 19 213.75 101.25 1 80 40.00 16.49 659.73
M (Lower) 9.5 11.5 16 200 75 1 - 30.00 9.42 282.74
F2 11.5 24.5 19 589 279 1 60 30.00 61.26 1837.83
OA (B) 24.5 26 21 561.75 294.25 1 92 276.00 7.07 1950.93OA (A) 26 50 21 1302 682 1 100 300.00 113.10 33929.20
Total 50 39225.93
Ultimate Pile Shaft Capacity, Qs (kN) = 39226
END BEARING
Pile toe depth 50.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)1.77 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =6185
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 18164.37 26150.62
Allowable Pile Geotechnical Capacity, Q (kN) = 18164
Geotechnical Working Load on pile (kN)= 18164 design loading= 17670
OK
STRUCTURAL CAPACITY
design loading= 17670
Allowable Pile Structural Capacity, Qa (kN)= 17671 Allowable Pile Structural Capacity, Qa (kN)= 17671
OK
UIC BH 1 Bored hole_10Mpa--BP1500_BH1
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7/29/2019 6.2.Pile Length Calculation
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PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH1 DATE:
Type of Pile RC-Pile
Diameter 1.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
25400
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6 16 144 54 1 - 20.00 33.93 678.58
F2 6 9.5 19 213.75 101.25 1 80 40.00 19.79 791.68
M (Lower) 9.5 11.5 16 200 75 1 - 30.00 11.31 339.29
F2 11.5 24.5 19 589 279 1 60 30.00 73.51 2205.40
OA (B) 24.5 26 21 561.75 294.25 1 92 276.00 8.48 2341.11OA (A) 26 55 21 1459.5 764.5 1 100 300.00 163.99 49197.34
Total 55 55553.41
Ultimate Pile Shaft Capacity, Qs (kN) = 55553
END BEARING
Pile toe depth 55.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)2.54 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =8906
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 25783.93 37035.61
Allowable Pile Geotechnical Capacity, Q (kN) = 25784
Geotechnical Working Load on pile (kN)= 25784 design loading= 25400
OK
STRUCTURAL CAPACITY
design loading= 25400
Allowable Pile Structural Capacity, Qa (kN)= 25447 Allowable Pile Structural Capacity, Qa (kN)= 25447
OK
UIC BH 1 Bored hole_10Mpa--BP1800_BH1
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7/29/2019 6.2.Pile Length Calculation
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PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH1 DATE:
Type of Pile RC-Pile
Diameter 2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
31410
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6 16 144 54 1 - 20.00 37.70 753.98
F2 6 9.5 19 213.75 101.25 1 80 40.00 21.99 879.65
M (Lower) 9.5 11.5 16 200 75 1 - 30.00 12.57 376.99
F2 11.5 24.5 19 589 279 1 60 30.00 81.68 2450.44
OA (B) 24.5 26 21 561.75 294.25 1 92 276.00 9.42 2601.24OA (A) 26 59 21 1585.5 830.5 1 100 300.00 207.35 62203.53
Total 59 69265.83
Ultimate Pile Shaft Capacity, Qs (kN) = 69266
END BEARING
Pile toe depth 59.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)3.14 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =10996
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 32104.56 46177.22
Allowable Pile Geotechnical Capacity, Q (kN) = 32105
Geotechnical Working Load on pile (kN)= 32105 design loading= 31410
OK
STRUCTURAL CAPACITY
design loading= 31410
Allowable Pile Structural Capacity, Qa (kN)= 31416 Allowable Pile Structural Capacity, Qa (kN)= 31416
OK
UIC BH 1 Bored hole_10Mpa--BP2000_BH1
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7/29/2019 6.2.Pile Length Calculation
6/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH2 DATE:
Type of Pile RC-Pile
Diameter 0.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
5020
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 7.54 150.80
F2 3 9.5 19 242.25 114.75 1 80 40.00 16.34 653.45
M (Lower) 9.5 21.5 16 440 165 1 - 30.00 30.16 904.78
OA (C ) 21.5 24.5 21 546 286 1 42 126.00 7.54 950.02
OA (B) 24.5 30.5 21 703.5 368.5 1 80 240.00 15.08 3619.11OA (A) 30.5 37 21 845.25 442.75 1 100 300.00 16.34 4900.88
Total 37 11179.04
Ultimate Pile Shaft Capacity, Qs (kN) = 11179
END BEARING
Pile toe depth 37.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)0.50 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =1759
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 5175.33 7452.70
Allowable Pile Geotechnical Capacity, Q (kN) = 5175
Geotechnical Working Load on pile (kN)= 5175 design loading= 5020
OK
STRUCTURAL CAPACITY
design loading= 5020
Allowable Pile Structural Capacity, Qa (kN)= 5027 Allowable Pile Structural Capacity, Qa (kN)= 5027
OK
UIC BH 2 Bored hole_10Mpa--BP800_BH2
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7/29/2019 6.2.Pile Length Calculation
7/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH2 DATE:
Type of Pile RC-Pile
Diameter 1.2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
11300
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 11.31 226.19
F2 3 9.5 19 242.25 114.75 1 80 40.00 24.50 980.18
M (Lower) 9.5 21.5 16 440 165 1 - 30.00 45.24 1357.17
OA (C ) 21.5 24.5 21 546 286 1 42 126.00 11.31 1425.03
OA (B) 24.5 30.5 21 703.5 368.5 1 80 240.00 22.62 5428.67OA (A) 30.5 44 21 1065.75 558.25 1 100 300.00 50.89 15268.14
Total 44 24685.38
Ultimate Pile Shaft Capacity, Qs (kN) = 24685
END BEARING
Pile toe depth 44.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)1.13 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =3958
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 11457.51 16456.92
Allowable Pile Geotechnical Capacity, Q (kN) = 11458
Geotechnical Working Load on pile (kN)= 11458 design loading= 11300
OK
STRUCTURAL CAPACITY
design loading= 11300
Allowable Pile Structural Capacity, Qa (kN)= 11310 Allowable Pile Structural Capacity, Qa (kN)= 11310
OK
UIC BH 2 Bored hole_10Mpa--BP1200_BH2
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7/29/2019 6.2.Pile Length Calculation
8/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH2 DATE:
Type of Pile RC-Pile
Diameter 1.5 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
17670
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 14.14 282.74
F2 3 9.5 19 242.25 114.75 1 80 40.00 30.63 1225.22
M (Lower) 9.5 21.5 16 440 165 1 - 30.00 56.55 1696.46
OA (C ) 21.5 24.5 21 546 286 1 42 126.00 14.14 1781.28
OA (B) 24.5 30.5 21 703.5 368.5 1 80 240.00 28.27 6785.84OA (A) 30.5 50 21 1254.75 657.25 1 100 300.00 91.89 27567.48
Total 50 39339.02
Ultimate Pile Shaft Capacity, Qs (kN) = 39339
END BEARING
Pile toe depth 50.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)1.77 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =6185
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 18209.61 26226.02
Allowable Pile Geotechnical Capacity, Q (kN) = 18210
Geotechnical Working Load on pile (kN)= 18210 design loading= 17670
OK
STRUCTURAL CAPACITY
design loading= 17670
Allowable Pile Structural Capacity, Qa (kN)= 17671 Allowable Pile Structural Capacity, Qa (kN)= 17671
OK
UIC BH 2 Bored hole_10Mpa--BP1500_BH2
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7/29/2019 6.2.Pile Length Calculation
9/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH2 DATE:
Type of Pile RC-Pile
Diameter 1.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
25400
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 16.96 339.29
F2 3 9.5 19 242.25 114.75 1 80 40.00 36.76 1470.27
M (Lower) 9.5 21.5 16 440 165 1 - 30.00 67.86 2035.75
OA (C ) 21.5 24.5 21 546 286 1 42 126.00 16.96 2137.54
OA (B) 24.5 30.5 21 703.5 368.5 1 80 240.00 33.93 8143.01OA (A) 30.5 55 21 1412.25 739.75 1 100 300.00 138.54 41563.27
Total 55 55689.13
Ultimate Pile Shaft Capacity, Qs (kN) = 55689
END BEARING
Pile toe depth 55.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)2.54 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =8906
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 25838.22 37126.09
Allowable Pile Geotechnical Capacity, Q (kN) = 25838
Geotechnical Working Load on pile (kN)= 25838 design loading= 25400
OK
STRUCTURAL CAPACITY
design loading= 25400
Allowable Pile Structural Capacity, Qa (kN)= 25447 Allowable Pile Structural Capacity, Qa (kN)= 25447
OK
UIC BH 2 Bored hole_10Mpa--BP1800_BH2
-
7/29/2019 6.2.Pile Length Calculation
10/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH2 DATE:
Type of Pile RC-Pile
Diameter 2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
31410
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
la er (kPa)
Effective stress
at mid depth of
la er (kPa)
OCR N Value
Unit skin
friction
(kPa)
Area (m2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 18.85 376.99
F2 3 9.5 19 242.25 114.75 1 80 40.00 40.84 1633.63
M (Lower) 9.5 21.5 16 440 165 1 - 30.00 75.40 2261.95
OA (C ) 21.5 24.5 21 546 286 1 42 126.00 18.85 2375.04
OA (B) 24.5 30.5 21 703.5 368.5 1 80 240.00 37.70 9047.79OA (A) 30.5 58 21 1506.75 789.25 1 100 300.00 172.79 51836.28
Total 58 67531.68
Ultimate Pile Shaft Capacity, Qs (kN) = 67532
END BEARING
Pile toe depth 58.00 m
Enter '1' for Soil and '2' for Rock
at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value for
H-pile)3.14 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) =10996
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing) 2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 31410.90 45021.12
Allowable Pile Geotechnical Capacity, Q (kN) = 31411
Geotechnical Working Load on pile (kN)= 31411 design loading= 31410
OK
STRUCTURAL CAPACITY
design loading= 31410
Allowable Pile Structural Capacity, Qa (kN)= 31416 Allowable Pile Structural Capacity, Qa (kN)= 31416
OK
UIC BH 2 Bored hole_10Mpa--BP2000_BH2
-
7/29/2019 6.2.Pile Length Calculation
11/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH3 DATE:
Type of Pile RC-Pile
Diameter 0.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
5020
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 5 16 120 45 1 - 20.00 12.57 251.33
F2 5 9.5 19 223.25 105.75 1 80 40.00 11.31 452.39
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 13.82 414.69
F2 15 18.5 19 384.75 182.25 1 60 30.00 8.80 263.89
OA (E ) 18.5 20.5 20 430 215 1 8 24.00 5.03 120.64
OA (D) 20.5 23.5 20 500 250 1 13 39.00 7.54 294.05OA (B) 23.5 28.5 21 651 341 1 55 165.00 12.57 2073.45
OA (A) 28.5 38 21 897.75 470.25 1 100 300.00 23.88 7162.83
Total 38 11033.27
Ultimate Pile Shaft Capacity, Qs (kN) = 11033
END BEARING
Pile toe depth 38.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)0.50 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 1759
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 5117.03 7355.52
Allowable Pile Geotechnical Capacity, Q (kN) = 5117
Geotechnical Working Load on pile (kN)= 5117 design loading= 5020
OK
STRUCTURAL CAPACITY
design loading= 5020
Allowable Pile Structural Capacity, Qa (kN)= 5027 Allowable Pile Structural Capacity, Qa (kN)= 5027
OK
UIC BH 3 Bored hole_10Mpa--BP800_BH3
-
7/29/2019 6.2.Pile Length Calculation
12/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH3 DATE:
Type of Pile RC-Pile
Diameter 1.2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
11300
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 5 16 120 45 1 - 20.00 18.85 376.99
F2 5 9.5 19 223.25 105.75 1 80 40.00 16.96 678.58
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 20.73 622.04
F2 15 18.5 19 384.75 182.25 1 60 30.00 13.19 395.84
OA (E ) 18.5 20.5 20 430 215 1 8 24.00 7.54 180.96
OA (D) 20.5 23.5 20 500 250 1 13 39.00 11.31 441.08OA (B) 23.5 28.5 21 651 341 1 55 165.00 18.85 3110.18
OA (A) 28.5 45 21 1118.25 585.75 1 100 300.00 62.20 18661.06
Total 45 24466.72
Ultimate Pile Shaft Capacity, Qs (kN) = 24467
END BEARING
Pile toe depth 45.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)1.13 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 3958
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 11370.05 16311.15
Allowable Pile Geotechnical Capacity, Q (kN) = 11370
Geotechnical Working Load on pile (kN)= 11370 design loading= 11300
OK
STRUCTURAL CAPACITY
design loading= 11300
Allowable Pile Structural Capacity, Qa (kN)= 11310 Allowable Pile Structural Capacity, Qa (kN)= 11310
OK
UIC BH 3 Bored hole_10Mpa--BP1200_BH3
-
7/29/2019 6.2.Pile Length Calculation
13/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH3 DATE:
Type of Pile RC-Pile
Diameter 1.5 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
17670
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 5 16 120 45 1 - 20.00 23.56 471.24
F2 5 9.5 19 223.25 105.75 1 80 40.00 21.21 848.23
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 25.92 777.54
F2 15 18.5 19 384.75 182.25 1 60 30.00 16.49 494.80
OA (E ) 18.5 20.5 20 430 215 1 8 24.00 9.42 226.19
OA (D) 20.5 23.5 20 500 250 1 13 39.00 14.14 551.35OA (B) 23.5 28.5 21 651 341 1 55 165.00 23.56 3887.72
OA (A) 28.5 51 21 1307.25 684.75 1 100 300.00 106.03 31808.63
Total 51 39065.70
Ultimate Pile Shaft Capacity, Qs (kN) = 39066
END BEARING
Pile toe depth 51.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)1.77 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 6185
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 18100.29 26043.80
Allowable Pile Geotechnical Capacity, Q (kN) = 18100
Geotechnical Working Load on pile (kN)= 18100 design loading= 17670
OK
STRUCTURAL CAPACITY
design loading= 17670
Allowable Pile Structural Capacity, Qa (kN)= 17671 Allowable Pile Structural Capacity, Qa (kN)= 17671
OK
UIC BH 3 Bored hole_10Mpa--BP1500_BH3
-
7/29/2019 6.2.Pile Length Calculation
14/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH3 DATE:
Type of Pile RC-Pile
Diameter 1.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
25400
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 5 16 120 45 1 - 20.00 28.27 565.49
F2 5 9.5 19 223.25 105.75 1 80 40.00 25.45 1017.88
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 31.10 933.05
F2 15 18.5 19 384.75 182.25 1 60 30.00 19.79 593.76
OA (E ) 18.5 20.5 20 430 215 1 8 24.00 11.31 271.43
OA (D) 20.5 23.5 20 500 250 1 13 39.00 16.96 661.62OA (B) 23.5 28.5 21 651 341 1 55 165.00 28.27 4665.27
OA (A) 28.5 56 21 1464.75 767.25 1 100 300.00 155.51 46652.65
Total 56 55361.15
Ultimate Pile Shaft Capacity, Qs (kN) = 55361
END BEARING
Pile toe depth 56.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)2.54 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 8906
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 25707.02 36907.43
Allowable Pile Geotechnical Capacity, Q (kN) = 25707
Geotechnical Working Load on pile (kN)= 25707 design loading= 25400
OK
STRUCTURAL CAPACITY
design loading= 25400
Allowable Pile Structural Capacity, Qa (kN)= 25447 Allowable Pile Structural Capacity, Qa (kN)= 25447
OK
UIC BH 3 Bored hole_10Mpa--BP1800_BH3
-
7/29/2019 6.2.Pile Length Calculation
15/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH3 DATE:
Type of Pile RC-Pile
Diameter 2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
31410
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 5 16 120 45 1 - 20.00 31.42 628.32
F2 5 9.5 19 223.25 105.75 1 80 40.00 28.27 1130.97
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 34.56 1036.73
F2 15 18.5 19 384.75 182.25 1 60 30.00 21.99 659.73
OA (E ) 18.5 20.5 20 430 215 1 8 24.00 12.57 301.59
OA (D) 20.5 23.5 20 500 250 1 13 39.00 18.85 735.13OA (B) 23.5 28.5 21 651 341 1 55 165.00 31.42 5183.63
OA (A) 28.5 60 21 1590.75 833.25 1 100 300.00 197.92 59376.10
Total 60 69052.21
Ultimate Pile Shaft Capacity, Qs (kN) = 69052
END BEARING
Pile toe depth 60.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)3.14 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 10996
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 32019.11 46034.80
Allowable Pile Geotechnical Capacity, Q (kN) = 32019
Geotechnical Working Load on pile (kN)= 32019 design loading= 31410
OK
STRUCTURAL CAPACITY
design loading= 31410
Allowable Pile Structural Capacity, Qa (kN)= 31416 Allowable Pile Structural Capacity, Qa (kN)= 31416
OK
UIC BH 3 Bored hole_10Mpa--BP2000_BH3
-
7/29/2019 6.2.Pile Length Calculation
16/26
PROJECT: UIC DESIGNED BY: Deng
D-wall penertration length DATE:
CHECKED BY:
REF. BOREHOLE: BH3 DATE:
Type of Pile RC-Pile
Size 1 x 3.2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
31410
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 5 16 120 45 1 - 20.00 42.00 840.00
F2 5 9.5 19 223.25 105.75 1 80 40.00 37.80 1512.00
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 46.20 1386.00
F2 15 18.5 19 384.75 182.25 1 60 30.00 29.40 882.00
OA (E ) 18.5 20.5 20 430 215 1 8 24.00 16.80 403.20
OA (D) 20.5 23.5 20 500 250 1 13 39.00 25.20 982.80OA (B) 23.5 28.5 21 651 341 1 55 165.00 42.00 6930.00
OA (A) 28.5 53 21 1370.25 717.75 1 100 300.00 205.80 61740.00
Total 53 74676.00
Ultimate Pile Shaft Capacity, Qs (kN) = 74676
END BEARING
Pile toe depth 53.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)3.20 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 11200
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 34350.40 49784.00
Allowable Pile Geotechnical Capacity, Q (kN) = 34350
Geotechnical Working Load on pile (kN)= 34350 design loading= 31410
OK
STRUCTURAL CAPACITY
design loading= 31410
Allowable Pile Structural Capacity, Qa (kN)= 40000 Allowable Pile Structural Capacity, Qa (kN)= 40000
OK
UIC BH 3 Bored hole_10Mpa_Barrette Pile--DW_BH3
-
7/29/2019 6.2.Pile Length Calculation
17/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH4 DATE:
Type of Pile RC-Pile
Diameter 0.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
5020
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6.5 16 156 58.5 1 - 20.00 16.34 326.73
F2 6.5 9.5 19 209 99 1 80 40.00 7.54 301.59
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 13.82 414.69
F2 15 24.5 19 555.75 263.25 1 80 40.00 23.88 955.04
OA (D) 24.5 27.5 20 580 290 1 28 84.00 7.54 633.35
OA (B) 27.5 39.5 20 910 455 1 80 240.00 30.16 7238.23OA (A) 39.5 41 21 876.75 459.25 1 100 300.00 3.77 1130.97
Total 41 11000.60
Ultimate Pile Shaft Capacity, Qs (kN) = 11001
END BEARING
Pile toe depth 41.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)0.50 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 1759
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 5103.96 7333.73
Allowable Pile Geotechnical Capacity, Q (kN) = 5104
Geotechnical Working Load on pile (kN)= 5104 design loading= 5020
OK
STRUCTURAL CAPACITY
design loading= 5020
Allowable Pile Structural Capacity, Qa (kN)= 5027 Allowable Pile Structural Capacity, Qa (kN)= 5027
OK
UIC BH 4 Bored hole_10Mpa--BP800_BH4
-
7/29/2019 6.2.Pile Length Calculation
18/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH4 DATE:
Type of Pile RC-Pile
Diameter 1.2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
11300
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6.5 16 156 58.5 1 - 20.00 24.50 490.09
F2 6.5 9.5 19 209 99 1 80 40.00 11.31 452.39
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 20.73 622.04
F2 15 24.5 19 555.75 263.25 1 80 40.00 35.81 1432.57
OA (D) 24.5 27.5 20 580 290 1 28 84.00 11.31 950.02
OA (B) 27.5 39.5 20 910 455 1 80 240.00 45.24 10857.34OA (A) 39.5 48 21 1097.25 574.75 1 100 300.00 32.04 9613.27
Total 48 24417.71
Ultimate Pile Shaft Capacity, Qs (kN) = 24418
END BEARING
Pile toe depth 48.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)1.13 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 3958
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 11350.45 16278.48
Allowable Pile Geotechnical Capacity, Q (kN) = 11350
Geotechnical Working Load on pile (kN)= 11350 design loading= 11300
OK
STRUCTURAL CAPACITY
design loading= 11300
Allowable Pile Structural Capacity, Qa (kN)= 11310 Allowable Pile Structural Capacity, Qa (kN)= 11310
OK
UIC BH 4 Bored hole_10Mpa--BP1200_BH4
-
7/29/2019 6.2.Pile Length Calculation
19/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH4 DATE:
Type of Pile RC-Pile
Diameter 1.5 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
17670
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6.5 16 156 58.5 1 - 20.00 30.63 612.61
F2 6.5 9.5 19 209 99 1 80 40.00 14.14 565.49
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 25.92 777.54
F2 15 24.5 19 555.75 263.25 1 80 40.00 44.77 1790.71
OA (D) 24.5 27.5 20 580 290 1 28 84.00 14.14 1187.52
OA (B) 27.5 39.5 20 910 455 1 80 240.00 56.55 13571.68OA (A) 39.5 54 21 1286.25 673.75 1 100 300.00 68.33 20498.89
Total 54 39004.44
Ultimate Pile Shaft Capacity, Qs (kN) = 39004
END BEARING
Pile toe depth 54.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)1.77 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 6185
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 18075.78 26002.96
Allowable Pile Geotechnical Capacity, Q (kN) = 18076
Geotechnical Working Load on pile (kN)= 18076 design loading= 17670
OK
STRUCTURAL CAPACITY
design loading= 17670
Allowable Pile Structural Capacity, Qa (kN)= 17671 Allowable Pile Structural Capacity, Qa (kN)= 17671
OK
UIC BH 4 Bored hole_10Mpa--BP1500_BH4
-
7/29/2019 6.2.Pile Length Calculation
20/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH4 DATE:
Type of Pile RC-Pile
Diameter 1.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
25400
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6.5 16 156 58.5 1 - 20.00 36.76 735.13
F2 6.5 9.5 19 209 99 1 80 40.00 16.96 678.58
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 31.10 933.05
F2 15 24.5 19 555.75 263.25 1 80 40.00 53.72 2148.85
OA (D) 24.5 27.5 20 580 290 1 28 84.00 16.96 1425.03
OA (B) 27.5 39.5 20 910 455 1 80 240.00 67.86 16286.02OA (A) 39.5 60 21 1475.25 772.75 1 100 300.00 115.92 34777.43
Total 60 56984.09
Ultimate Pile Shaft Capacity, Qs (kN) = 56984
END BEARING
Pile toe depth 60.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)2.54 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 8906
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 26356.20 37989.40
Allowable Pile Geotechnical Capacity, Q (kN) = 26356
Geotechnical Working Load on pile (kN)= 26356 design loading= 25400
OK
STRUCTURAL CAPACITY
design loading= 25400
Allowable Pile Structural Capacity, Qa (kN)= 25447 Allowable Pile Structural Capacity, Qa (kN)= 25447
OK
UIC BH 4 Bored hole_10Mpa--BP1800_BH4
-
7/29/2019 6.2.Pile Length Calculation
21/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH4 DATE:
Type of Pile RC-Pile
Diameter 2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
31410
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 6.5 16 156 58.5 1 - 20.00 40.84 816.81
F2 6.5 9.5 19 209 99 1 80 40.00 18.85 753.98
M (Lower) 9.5 15 16 284 106.5 1 - 30.00 34.56 1036.73
F2 15 24.5 19 555.75 263.25 1 80 40.00 59.69 2387.61
OA (D) 24.5 27.5 20 580 290 1 28 84.00 18.85 1583.36
OA (B) 27.5 39.5 20 910 455 1 80 240.00 75.40 18095.57OA (A) 39.5 63 21 1569.75 822.25 1 100 300.00 147.65 44296.46
Total 63 68970.53
Ultimate Pile Shaft Capacity, Qs (kN) = 68971
END BEARING
Pile toe depth 63.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)3.14 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 10996
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 31986.44 45980.35
Allowable Pile Geotechnical Capacity, Q (kN) = 31986
Geotechnical Working Load on pile (kN)= 31986 design loading= 31410
OK
STRUCTURAL CAPACITY
design loading= 31410
Allowable Pile Structural Capacity, Qa (kN)= 31416 Allowable Pile Structural Capacity, Qa (kN)= 31416
OK
UIC BH 4 Bored hole_10Mpa--BP2000_BH4
-
7/29/2019 6.2.Pile Length Calculation
22/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH5 DATE:
Type of Pile RC-Pile
Diameter 0.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
5020
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 7.54 150.80
F2 3 11.5 19 299.25 141.75 1 60 30.00 21.36 640.88
M (Lower) 11.5 24 16 484 181.5 1 - 30.00 31.42 942.48
OA (D) 24 27 20 570 285 1 23 69.00 7.54 520.25
OA (A) 27 29 21 630 330 1 100 300.00 5.03 1507.96
OA (A) 29 30 21 640.5 335.5 1 100 300.00 2.51 753.98OA (A) 30 39 21 913.5 478.5 1 100 300.00 22.62 6785.84
Total 39 11302.19
Ultimate Pile Shaft Capacity, Qs (kN) = 11302
END BEARING
Pile toe depth 39.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)0.50 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 1759
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 5224.59 7534.80
Allowable Pile Geotechnical Capacity, Q (kN) = 5225
Geotechnical Working Load on pile (kN)= 5225 design loading= 5020
OK
STRUCTURAL CAPACITY
design loading= 5020
Allowable Pile Structural Capacity, Qa (kN)= 5027 Allowable Pile Structural Capacity, Qa (kN)= 5027
OK
UIC BH 5 Bored hole_10Mpa--BP800_BH5
-
7/29/2019 6.2.Pile Length Calculation
23/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH5 DATE:
Type of Pile RC-Pile
Diameter 1.2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
11300
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 11.31 226.19
F2 3 11.5 19 299.25 141.75 1 60 30.00 32.04 961.33
M (Lower) 11.5 24 16 484 181.5 1 - 30.00 47.12 1413.72
OA (D) 24 27 20 570 285 1 23 69.00 11.31 780.37
OA (A) 27 29 21 630 330 1 100 300.00 7.54 2261.95
OA (A) 29 30 21 640.5 335.5 1 100 300.00 3.77 1130.97OA (A) 30 46 21 1134 594 1 100 300.00 60.32 18095.57
Total 46 24870.10
Ultimate Pile Shaft Capacity, Qs (kN) = 24870
END BEARING
Pile toe depth 46.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)1.13 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 3958
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 11531.40 16580.07
Allowable Pile Geotechnical Capacity, Q (kN) = 11531
Geotechnical Working Load on pile (kN)= 11531 design loading= 11300
OK
STRUCTURAL CAPACITY
design loading= 11300
Allowable Pile Structural Capacity, Qa (kN)= 11310 Allowable Pile Structural Capacity, Qa (kN)= 11310
OK
UIC BH 5 Bored hole_10Mpa--BP1200_BH5
-
7/29/2019 6.2.Pile Length Calculation
24/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH5 DATE:
Type of Pile RC-Pile
Diameter 1.5 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
17670
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 14.14 282.74
F2 3 11.5 19 299.25 141.75 1 60 30.00 40.06 1201.66
M (Lower) 11.5 24 16 484 181.5 1 - 30.00 58.90 1767.15
OA (D) 24 27 20 570 285 1 23 69.00 14.14 975.46
OA (A) 27 29 21 630 330 1 100 300.00 9.42 2827.43
OA (A) 29 30 21 640.5 335.5 1 100 300.00 4.71 1413.72OA (A) 30 51 21 1291.5 676.5 1 100 300.00 98.96 29688.05
Total 51 38156.21
Ultimate Pile Shaft Capacity, Qs (kN) = 38156
END BEARING
Pile toe depth 51.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)1.77 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 6185
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 17736.49 25437.48
Allowable Pile Geotechnical Capacity, Q (kN) = 17736
Geotechnical Working Load on pile (kN)= 17736 design loading= 17670
OK
STRUCTURAL CAPACITY
design loading= 17670
Allowable Pile Structural Capacity, Qa (kN)= 17671 Allowable Pile Structural Capacity, Qa (kN)= 17671
OK
UIC BH 5 Bored hole_10Mpa--BP1500_BH5
-
7/29/2019 6.2.Pile Length Calculation
25/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH5 DATE:
Type of Pile RC-Pile
Diameter 1.8 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
25400
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 16.96 339.29
F2 3 11.5 19 299.25 141.75 1 60 30.00 48.07 1441.99
M (Lower) 11.5 24 16 484 181.5 1 - 30.00 70.69 2120.58
OA (D) 24 27 20 570 285 1 23 69.00 16.96 1170.56
OA (A) 27 29 21 630 330 1 100 300.00 11.31 3392.92
OA (A) 29 30 21 640.5 335.5 1 100 300.00 5.65 1696.46OA (A) 30 57 21 1480.5 775.5 1 100 300.00 152.68 45804.42
Total 57 55966.22
Ultimate Pile Shaft Capacity, Qs (kN) = 55966
END BEARING
Pile toe depth 57.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)2.54 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 8906
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 25949.05 37310.81
Allowable Pile Geotechnical Capacity, Q (kN) = 25949
Geotechnical Working Load on pile (kN)= 25949 design loading= 25400
OK
STRUCTURAL CAPACITY
design loading= 25400
Allowable Pile Structural Capacity, Qa (kN)= 25447 Allowable Pile Structural Capacity, Qa (kN)= 25447
OK
UIC BH 5 Bored hole_10Mpa--BP1800_BH5
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7/29/2019 6.2.Pile Length Calculation
26/26
PROJECT: UIC DESIGNED BY: Deng
Bored Pile Design DATE:
CHECKED BY:
REF. BOREHOLE: BH5 DATE:
Type of Pile RC-Pile
Diameter 2 m
Concrete Grade 40 fcu 40 MPa Design loading (kN)
31410
Depth of water table below ground level = 0 m
NEGTIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
OCR N Value/Cu
Unit skin
friction
(kPa)Area (m
2) Shaft NSF (kN)
Fill 0 0 19 0 0 1 6 12.00 0.00 0.00
F2 0 0 20 0 0 1 20 40.00 0.00 0.00
E 0 0 15 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
M 0 0 16 0 0 1 0 0.00 0.00 0.00
Total 0 0.00
Negative Skin Friction, QNSF (kN) = 0
POSITIVE SKIN FRICTION
Soil Type Depth from Depth to Density
Total stress at
mid depth of
layer (kPa)
Effective stress
at mid depth of
layer (kPa)
K0/Ks N-value/ Cu
Unit skin
friction
(kPa)
Area (m2)
Shaft Frictional
Resistance (kN)
M (Upper) 0 3 16 72 27 1 - 20.00 18.85 376.99
F2 3 11.5 19 299.25 141.75 1 60 30.00 53.41 1602.21
M (Lower) 11.5 24 16 484 181.5 1 - 30.00 78.54 2356.19
OA (D) 24 27 20 570 285 1 23 69.00 18.85 1300.62
OA (A) 27 29 21 630 330 1 100 300.00 12.57 3769.91
OA (A) 29 30 21 640.5 335.5 1 100 300.00 6.28 1884.96OA (A) 30 60 21 1575 825 1 100 300.00 188.50 56548.67
Total 60 67839.55
Ultimate Pile Shaft Capacity, Qs (kN) = 67840
END BEARING
Pile toe depth 60.00 m
Enter '1' for Soil and '2' for
Rock at Pile Toe1
N-value at Pile Toe 100
Unconfined Comp. Strength of
Rock0.00 MPa
Unit point bearing (Max. limit =
10000)3500.00 kPa
Area of Pile Toe (Enter value
for H-pile)3.14 m
2
Ultimate Pile End Bearing Capacity, Qp (kN) = 10996
Factor of Safety Case 1 Case 2
Skin Friction (2.5 w/o NSF, 2
with NSF, 1.5 w/o end bearing)2.5 1.5
End Bearing (2.5 w/o NSF, 2
with NSF) 2.5 NA
NSF 0.65 0.65
Allowable Capacity (kN) 31534.05 45226.37
Allowable Pile Geotechnical Capacity, Q (kN) = 31534
Geotechnical Working Load on pile (kN)= 31534 design loading= 31410
OK
STRUCTURAL CAPACITY
design loading= 31410
Allowable Pile Structural Capacity, Qa (kN)= 31416 Allowable Pile Structural Capacity, Qa (kN)= 31416
OK