Pile Design - Great Stuff

(1)

A 18 APR 2012 FOR REVIEW H.I.KIM J.B.SEO S.H.JU

Rev. DATE REASON FOR REVISION DRAWN CHECKED APPROVED

EMPLOYER Kenya Electricity Generating Company Ltd. Stima Plaza, Phase III

Kolobot Road,

P.O. Box 47936 – 00100 GPO, Nairobi, KENYA

Tel : +254 20 3666000 Fax : +254 20 248848 EMPLOYER’S REPRESENTATIVE

Sinclair Knight Merz Ltd Carlaw Park Commercial,

12-16 Nicholls Lane, Parnell, Auckland, NEW ZEALAND

Tel : +64 9 928 5500 Fax : +64 9 928 5501 EPC CONTRACTOR

Hyundai Engineering Co., Ltd.

Hyundai 41 Tower, Mok 1-dong, Yangcheon-gu, Seoul, KOREA

Tel : +82 2 2166 8573 Fax : +82 2 2643 0773

Toyota Tsusho Corporation 3-13, Konan 2-chome, Minato-ku, Tokyo, JAPAN

Tel : +81 3 4306 3200 Fax : +81 3 4306 8908 DRAWN BY DATE

PROJECT

H.I.KIM 18 APR 2012

_{OLKARIA IV GEOTHERMAL POWER PLANT}

DESIGN BY DATE

E.J.LIM 18 APR 2012

TITLE & DESCRIPTION

CHECK BY DATE

DESIGN CALCULATION –

BORED CAST IN-SITU PILE

J.B.SEO 18 APR 2012 APPROVED BY DATE

S.H.JU 18 APR 2012

DRAWING SCALE DRAWING No. Rev.

(2)

GENERAL General

Design Code & Reference Design Method

Design Data

GEOTECHNICAL PILE CAPACITY BH-01 BH-02 BH-04 BH-05 BH-06 BH-08 BH-09 BH-10 BH-11 DBH-01 DBH-02 SUMMARY

STRUCTURAL PILE DESIGN 1.0 1.1 1.2 2.1 1.3 1.4 2.0 2.6 2.7 2.5 2.10 2.2 2.3 2.4 2.8 4 0 2.9 3.0 2.11

STRUCTURAL PILE DESIGN

Cast In Situ PILE ( Φ = 600, L = 15m ) Calculation Cast In Situ PILE ( Φ = 600, L = 18m ) Calculation Cast In Situ PILE ( Φ = 600, L = 20m ) Calculation Cast In Situ PILE ( Φ = 600, L = 25m ) Calculation CONCLUSIONS

ATTACHMENT

Attachment-1: Borehole Location Attachment-2: Borehole Logs Attachment-3: Pile Drawing 4.1 4.3 4.0 4.4 4.2 5.0

(3)

1.0 GENERAL

1.1 General

For the Olkaria Ⅳ Geothermal Power Plant Project, pile foundation will be needed to support the buildings and concrete structures depending on sub-soil condition.

The allowable pile capacity was calculated base on soil investigation results which will be submitted as separate report(Doc No. ZP00700-B2CE-ECG-RPT-0001).

In consideration of sub-soil condition, the various bored pile will be adopted.

1.2 Design Code & Reference

1) BS 8110 : Structural Use of Concrete 2) BS 8004 : Foundations

3) Principles of Foundation Engineering, 6th

Edition, Braja M. Das, Thomson Learning, 2007 4) ZP00700-B2CE-ECG-DSC-0001: Design Criteria for Civil and Building Works

5) FHWA-IF-99-025: Drilled Shafts: Construction Procedures and Design Methods

1.3 Design Criteria

1) Factor of Safety for End Bearing, FSbearing =

2) Factor of Safety for Skin Friction, FSfriction =

3) Factor of Safety for Lateral Load, FSlateral = 2.0

2.0 2.0

1.4 Design Data

1) Pile

- Type : Bored Pile

- Dimension : D mm

- Modulus of elasticity (Ep) : MPa = kN/m²

- Pile section (Ap) : m2

2) Concrete

- Strength at 28 days (fc') : MPa = kN/m² (Cube strength)

- Unit weight (γc) : kg/m³ = kN/m3

- Modulus of elasticity (Ec) : MPa = kN/m²

3) Reinforcement steel (BS 4449)

- Minimum yield strength (fy) : MPa = kN/m²

- Modulus of elasticity (Es) : MPa = kN/m²

- Minimum cover for concrete protection : mm

25,000,000 2.0E+08 25 2.0E+05 25.0 0.28 460,000 25,000 25,000,000 60 460 25,000 25,000 600 2,500

(4)

2.0

GEOTECHNICAL PILE CAPACITY

2.1 BH-01

2.1.1 Subsoil Conditions

m G.W.T (m) =

~

Note: 1) "Cohesive" = clay or plastic sily, "Cohesionless" = sand, gravel or non-plastic silt 2) For cohesionless soil, we couldn't carry out unit weight tests because sampling of

from to 0.0 -3.0 -3.0 -6.0 -9.0 -11.0 Depth of layer (m) 0.0 -25.0 184.8 42 42 184.8 4 5 8 35 24 154 105.6 22 13.0 35.2 79.2 18 8 18 13.0 BH-01 Pile Length = -6.0 -9.0 Su5) 18.0 4 5 γ2) 17.6 -4.5 Cohesive Cohesive (kN/m3₎ 13.0 13.0 -1.5 Soil type1) N3) (kPa) (blow) center N604) (blow) -7.5 -10.0 -14.0 -12.0 13.0 Cohesive Cohesive Cohesive Cohesive 24 35 13.0 -11.0 -13.0 -13.0 -15.0 13.0 Cohesive Cohesive -16.5 -15.0 -18.0

cohesionless soil is very difficult. Therefore, we use typical soil properties in a natural state and conservartively select soil type.

- Type of soil = Loose angular-grained silty sand - Natural moisture content in a saturated sta = 25%

- Dry unit weight, γd = 12kN/m3

3) SPT N-value obtained from the field test Attachment-2 4) Corrected for hammer energy without overburden pressure correction

N60 = ( ER / 60 ) x N where, ER = SPT energy ratio = 60 %

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(5)

2.1.2 Allowable Compression Capacity (Reese and O'Neill, 1999) 1) Base Resistance for Compression Loading

a) Cohesive soil

qmax = Nc* x su = kPa

where, Nc* = bearing capacity factor =

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

su = average undrained shear strength between the base of the pile and

an elevation 2B below the base b) Cohesionless soil

qmax = 57.5 N60 = kPa

where, N60 = average SPT blow count between the base of the pile and

an elevation 2B below the base for condition which approximately 60 percent of the potential energy of hammer is transferred 2) Side Resistance for Compression Loading

1663.2

0.0

9

a) Cohesive soil fmax = α x su

where, α = a dimensionless correction coefficient defined as follows:

α = 0 between the ground surface and a depth of 1.5 m or to the depth of seasonal moisture change, whichever is deeper α = 0 for a distance of B (the diameter of the base) above the base α = 0.55 for su / Pa ≤ 1.5 (Mpa)

α = 0.55 - 0.1 ( su / Pa - 1.5 ) for 1.5 ≤ su / Pa ≤ 2.5 (Mpa)

where, Pa=the atmospheric pressure in the units being used

(e.g., 101 kPa in the SI system). b) Cohesionless soil

fmax = β x σ'v

where, σ'v = vertical effective stress at the middle of layer

β = dimensionless correction factor defined as follows: in sands

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

in gravelly sands or gravels

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

where, z = vertical distance from the ground surface to the middle of layer (in meters)

(6)

Note: 1) Thickness of layer.

4) Allowable compression capacity

Qa = ( qmax x Ap ) / FSbearing + Qs / FSfriction = 863.8 kN

0.0 0.0 0.00 0.0 0.0 10 0.0 (kN) 0.0 317.9 68.4 3.8 3.8 1257.4 5 154.0 0.55 184.8 8 22.0 (kPa) (blow) 35 79.2 24 35.2 44.7 Qs 0.55 12.1 3.0 0.55 2.0 164.2 219.0 43.6 109.5 3 0.0 0 2 1 4 Layer No. N60 38.3 5.7 3.8 31.9 0.55 58.1 2.0 19.4 6 As (m2) 1.9 18.2 0.55 105.6 14.4 5 su 0.0 4 7 42 18 8 0 84.3 2.0 3.8 360.2 0.0 0.0 0.0 52.6 0.52 3.8 2.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 α fmax 23.9 0.55 4.8 5.7 (kPa) Thick.1) σv' (kPa) (m) 17.6 3.0 β sum 9 0 0.00 0.00 0.00 1.04 9.7 2.0 0.58 0.50 1.0 95.5 0.32 0.33 0.44 0.87

(7)

2.1.3 Allowable Tension Capacity (Reese and O'Neill, 1999) 1) Base resistance for uplift loading

qmax (uplift)1) = 0

Note: 1) qmax should be taken as zero for uplift loading unless experience or load testing at

the construction site can show that suction between the bottom of the drilled shaft and the soil can be predicted reliably or the drilled shaft has a bell.

2) Side resistance for uplift loading fmax (uplift) = ψ x fmax (compression)

where, ψ = for Cohesive soil ψ = for Cohesionless soil

68.4 109.5 18.2 164.2 219.0 317.9 1.00 317.9 1.00 1.00 1.00 1.00 Cohesive Cohesive 219.0 Cohesive Soil type Qs (kN) 1.00 0.75 Ts (kN) Cohesive 18.2 68.4 109.5 ψ 164.2 Cohesive Cohesive 1.00 sum =

3) Allowable tension capacity

Ta = ( Tp + Ts ) / FSfriction = 628.7 kN 360.2 0.0 0.0 0.0 1257.4 0.00 0.0 0.0 0.0 1.00 0.00 0.00 360.2 0 0 0 Cohesive

(8)

2.1.4 Allowable Lateral Load Capacity (Broms' Method) 1) Coefficient of horizontal subgrade reaction

a) General soil type1)_:

Note: 1) Determine the general soil type within the critical depth below the grond FHWA-HI-97-013 surface (about 4 or 5 pile diameters). Chapter 9 b) Average soil parameter with the critical depth

su

=

kPa for Cohesive soil

ϕ

=

deg for Cohesionless soil

where, ϕ = Internal friction angle correleted by Ozaki's equation1)

Note: 1) ϕ = ( 20 N )0.5

+ 15 c) Coefficient of horizontal subgrade reaction, Kh

Kh = n1 x n2 x 80 x qu / b = kN/m3 for Cohesive soil

where, qu = Unconfined compressive strength = 35.2 kPa

17.6 0.0

1727.1

Cohesive

b = Width or diameter of pile = m

n1 = Empirical coefficients dependent on qu =

n1 = 0.32 for less than 48 kPa

n1 = 0.36 for 48 to 191 kPa

n1 = 0.40 for more than 191 kPa

n2 = Empirical coefficient dependent on pile material =

n2 = 1.00 for steel

n2 = 1.15 for concrete

n2 = 1.30 for wood

Kh = kN/m3 for Cohesionless soil

where, above ground water

Kh = kN/m3 for loose density

Kh = kN/m3 for medium density

Kh = kN/m3 for dense density

below ground water

1900 1086 0.6 5429 0.32 1.15 10857 0.0 8143 17644

(9)

2) Pile parameters

a) Modulus of elasticity, E = Mpa b) Moment of inertia, I = m4

c) Section modulus, S = m3 d) Embedded pile length D = m e) Diameter or width, b = m

f) Ultimate compression strength for concrete, f'c = Mpa

g) Eccentricity of applied load for free-headed piles, ec=

h) Resisting moment of pile for concrete piles, My = fc' S kN-m

3) Dimensionless length factor a) Stiffness factor

βh = ( Kh b / 4EI )0.25 = m-1 for Cohesive soil,

25.0 530.1 0.0 0.20 0.60 18.0 25000 0.0064 0.0212

η = (Kh / EI)0.20 = m-1 for Cohesionless soil,

b) Length factor

βh D = for Cohesive soil,

η D = for Cohesionless soil,

4) Determine if the pile is long or short a) Cohesive soil:

where, βh D > 2.25 (long pile)

βh D < 2.25 (short pile)

b) Cohesionless soil:

where, η D > 4.0 (long pile) η D < 2.0 (short pile) 2.0 < η D < 4.0 (intermediate pile) → Soil type = Pile type = 3.62 0.00 Cohesive long pile 0.00 short pile long pile

(10)

5) Soil parameters

cu = kPa

where, cu = cohesion for cohesive soil

6) Ultimate lateral load (Cohesive, long pile) My/cub3

=

ec/b

=

Qu/cub2

=

from the below chart

Qu

=

kN 17.6 0 139.5 57.0 361.2

7) Allowable lateral load capacity

Hu = kN

Ha = Hu / FSlateral = 180.6 kN

(11)

2.1.5

PILE SETTLEMENT

Elastic Settlement of Pile

se(1) = (Qwp + ξ·Qws) x L / (Ap x Ep)

where, Qwp= load carried at the pile point under working load condition

Qws= load carried by frictional resistance under working load condition

Ap = area of cross section of pile

L = length of pile

Ep = modulus of elasticity of the pile material

ξ = coefficient which will depend on the nature of the distribution of the unit friction resistance along the pile shaft

conservatively, 0.5

Settlement of Pile Caused by the Load at the Pile Tip (Vesic, 1977)

0.5 1.67 Design-N 444.7 419.1 0.28 18.0 25000 (mm) Qws Ap L Ep _ξ se(1) (kN) _(m2 ) (m) (Mpa) Borehole Qwp (kN) se(2) = (Qwp x Cp) / (D x qp)

where, qp = ultimate point resistance of the pile

Cp = an empirical coefficient

Settlement of Pile Caused by the Load Transmitted along the Pile Shaft (Vesic, 1977)

se(3) = (QwS x CS) / (L x qp)

where, Cs = an empirical constant = [ 0.93 + 0.16 (L / D)0.5] C_p

Design-N 18.0 419.1 1663.2 0.07 1.01 Cs se(3) (mm) Borehole L Qws qp (m) (kN) (kN/m2) Design-N 600 444.7 1663.2 0.04 17.82 Cp se(2) (mm) Borehole D Qwp qp (mm) (kN) (kN/m2)

Silt (dense to loose) 0.03 - 0.05 0.09 - 0.12 Clay (Stiff to Soft) 0.02 - 0.03 0.03 - 0.06 Sand (dense to loose) 0.02 - 0.04 0.09 - 0.18 Type of soil Driven piles Bored piles

(12)

Total Settlement of Pile

se = se(1) + se(2) + se(3)

where, se(1)= elastic settlement of pile

se(2)= settlement of pile caused by the load at the pile tip

se(3)= settlement of pile caused by the load transmitted along the pile shaft

Note: 1) se(allowable) = mm

Eurocode 7: Geotechnical design, Annex H,

For normal structures with isolated foundations, total settlements up to 50mm are often acceptable.

(mm) (mm) (mm) (mm)

50.0

Borehole se(1) se(2) se(3) se Check1)

(13)

2.2 BH-02

m G.W.T (m) =

~

-15.0 Cohesive 70.4 16 70.4 -13.0 -15.0 -14.0 Cohesive 13.0 16 16 70.4 -11.0 -13.0 -12.0 Cohesive 13.0 16 25 110 -8.0 -11.0 -9.5 Cohesive 13.0 21 21 92.4 -6.0 -8.0 -7.0 Cohesive 13.0 25 154 -3.0 -6.0 -4.5 Cohesive 13.0 31 31 136.4

(blow) (blow) (kPa)

0.0 -3.0 -1.5 Cohesive 13.0 35 35

Depth of layer (m)

Soil type1) γ2) N3) N604) su5)

from to center (kN/m3₎

BH-02 Pile Length = 15.0 0.0

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(14)

a) Cohesive soil

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

qmax = 57.5 N60 = kPa

0.0

9 633.6

fmax = β x σ'v

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

(15)

Qa = ( qmax x Ap ) / FSbearing + Qs / FSfriction = kN

1708.4 943.8 sum 0.0 0.0 0.0 0.0 10 0 0.0 0.00 0.0 0.00 0.0 9 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 0.0 0.00 0.0 0.00 0.0 7 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 38.7 2.0 3.8 146.0 6 16 70.4 0.62 44.7 0.55 146.0 5 16 70.4 0.69 38.3 0.55 38.7 2.0 3.8 50.8 3.0 5.7 287.4 4 21 92.4 1.04 30.3 0.55 228.1 3 25 110.0 1.42 22.3 0.55 60.5 2.0 3.8 75.0 3.0 5.7 424.2 2 31 136.4 0.98 14.4 0.55 476.8 1 35 154.0 1.20 4.8 0.55 84.3 3.0 5.7

(blow) (kPa) (kPa) (m) (m2)

As Qs (kN) Layer No. N60 su β σv' (kPa) α fmax Thick.1)

(16)

qmax (uplift)1) = 0

Cohesive 146.0 1.00 146.0 Cohesive 287.4 1.00 287.4 Cohesive 146.0 1.00 146.0 Cohesive 424.2 1.00 424.2 Cohesive 228.1 1.00 228.1 (kN) Cohesive 476.8 1.00 476.8 1.00 0.75 Soil type Qs ψ Ts (kN) sum =

Ta = ( Tp + Ts ) / FSfriction = 854.2 kN 0 0.0 0.00 0.0 1708.4 0 0.0 0.00 0.0 0 0.0 0.00 0.0 0 0.0 0.00 0.0

(17)

su

=

ϕ

=

Note: 1) ϕ = ( 20 N )0.5

where, qu = Unconfined compressive strength = kPa

154 0.0

18891

308

Cohesive

n1 = 0.36 for 48 to 191 kPa

n2 = 1.00 for steel

n2 = 1.30 for wood

below ground water

5429 10857 1.15 0.0 1900 8143 17644 1086 0.6 0.4

(18)

2) Pile parameters

0.60 25.0 0.0 530.1 0.37 25000 0.0064 0.0212 15.0

b) Length factor

where, η D > 4.0 (long pile) η D < 2.0 (short pile) 2.0 < η D < 4.0 (intermediate pile) → Soil type = Pile type = 5.48 0.00 long pile short pile Cohesive long pile 0.00

(19)

5) Soil parameters

cu = kPa

=

ec/b

=

Qu/cub2

=

Qu

=

kN 154 15.9 0 14.0 776.2

Hu = kN

Ha = Hu / FSlateral = kN

776.2

(20)

2.2.5

PILE SETTLEMENT

L = length of pile

conservatively, 0.5

Design-N 374.3 569.5 0.28 15.0 25000 ξ se(1) (m2) (m) (Mpa) (mm) Borehole Qwp Qws Ap L Ep (kN) (kN) 0.5 1.40 se(2) = (Qwp x Cp) / (D x qp)

se(3) = (QwS x CS) / (L x qp)

Type of soil Driven piles Bored piles Sand (dense to loose) 0.02 - 0.04 0.09 - 0.18 Clay (Stiff to Soft) 0.02 - 0.03 0.03 - 0.06 Silt (dense to loose) 0.03 - 0.05 0.09 - 0.12

Borehole D Qwp qp Cp se(2) (mm) (kN) (kN/m2) (mm) Design-N 600 374.3 1663.2 0.04 15.00 Borehole L Qws qp Cs se(3) (m) Design-N 15.0 569.5 1663.2 0.07 1.58 (kN) (kN/m2) (mm)

(21)

se = se(1) + se(2) + se(3)

se(1) se(2) se(3) se

Check1) Design-N 1.40 15.00 1.58 17.98 Borehole O.K 50.0 (mm) (mm) (mm) (mm)

(22)

2.3 BH-04

m G.W.T (m) =

~

-20.0 Cohesive 110 110 Cohesive 13.0 16 16 70.4 -19.0 Cohesive 13.0 25 25 9 39.6 -13.0 -15.0 -14.0 Cohesive 13.0 10 10 44 -11.0 -13.0 -12.0 Cohesive 13.0 9 9 39.6 -8.0 -11.0 -9.5 Cohesive 13.0 4 4 17.6 -6.0 -8.0 -7.0 Cohesive 13.0 9 30.8 -3.0 -6.0 -4.5 Cohesive 13.0 16 16 70.4

(blow) (blow) (kPa)

0.0 -3.0 -1.5 Cohesive 13.0 7 7 Depth of layer (m) Soil type1) γ2) N3) N604) su5) from to center (kN/m3₎ BH-04 Pile Length = 20.0 0.0 -18.0 -20.0 -15.0 -18.0 -16.5

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(23)

a) Cohesive soil

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

qmax = 57.5 N60 = kPa

0.0

9 990.0

fmax = β x σ'v

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

(24)

1072.0 675.9 sum 0.0 0.0 0.0 0.0 3 0 0.0 0.00 0.0 0.00 0.0 3 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 60.5 2.0 3.8 228.1 3 25 110.0 0.72 60.6 0.55 219.0 3 16 70.4 0.54 52.6 0.55 38.7 3.0 5.7 24.2 2.0 3.8 91.2 3 10 44.0 0.39 44.7 0.55 82.1 3 9 39.6 0.39 38.3 0.55 21.8 2.0 3.8 9.7 3.0 5.7 54.7 3 4 17.6 0.25 30.3 0.55 82.1 3 9 39.6 0.51 22.3 0.55 21.8 2.0 3.8 38.7 3.0 5.7 219.0 2 16 70.4 1.05 14.4 0.55 95.8 1 7 30.8 0.56 4.8 0.55 16.9 3.0 5.7

(25)

qmax (uplift)1) = 0

Ta = ( Tp + Ts ) / FSfriction = 536.0 kN 0 0.0 0.00 0.0 1072.0 Cohesive 228.1 1.00 228.1 0 0.0 0.00 0.0 Cohesive 219.0 1.00 219.0

(26)

su

=

ϕ

=

Note: 1) ϕ = ( 20 N )0.5

30.8 0.0

3400.3

61.6

Cohesive

n1 = 0.36 for 48 to 191 kPa

n2 = 1.00 for steel

n2 = 1.30 for wood

below ground water

5429 10857 1.15 0.0 1900 8143 17644 1086 0.6 0.36

(27)

2) Pile parameters

0.60 25.0 0.0 530.1 0.24 25000 0.0064 0.0212 20.0

b) Length factor

(28)

5) Soil parameters

cu = kPa

=

ec/b

=

Qu/cub2

=

Qu

=

kN 30.8 79.7 0 40.0 443.5

Hu = kN

443.5

(29)

2.3.5

PILE SETTLEMENT

L = length of pile

conservatively, 0.5

Design-N 318.6 357.3 0.28 20.0 25000 ξ se(1) (m2) (m) (Mpa) (mm) Borehole Qwp Qws Ap L Ep (kN) (kN) 0.5 1.41 se(2) = (Qwp x Cp) / (D x qp)

se(3) = (QwS x CS) / (L x qp)

Borehole D Qwp qp Cp se(2) (mm) (kN) (kN/m2) (mm) Design-N 600 318.6 990.0 0.04 21.46 Borehole L Qws qp Cs se(3) (m) Design-N 20.0 357.3 990.0 0.07 1.34 (kN) (kN/m2) (mm)

(30)

se = se(1) + se(2) + se(3)

se(1) se(2) se(3) se

Check1) Design-N 1.41 21.46 1.34 24.20 Borehole O.K 50.0 (mm) (mm) (mm) (mm)

(31)

2.4

BH-05

m G.W.T (m) =

~

-18.0 Cohesive 66 Cohesive 13.0 15 15 66 17 74.8 -13.0 -15.0 -14.0 Cohesive 13.0 14 14 61.6 -11.0 -13.0 -12.0 Cohesive 13.0 17 30 132 -8.0 -11.0 -9.5 Cohesive 13.0 11 11 48.4 -6.0 -8.0 -7.0 Cohesive 13.0 30 132 -3.0 -6.0 -4.5 Cohesive 13.0 9 9 39.6

(blow) (blow) (kPa)

0.0 -3.0 -1.5 Cohesive 13.0 30 30 Depth of layer (m) Soil type1) γ2) N3) N604) su5) from to center (kN/m3₎ BH-05 Pile Length = 18.0 0.0 -15.0 -18.0 -16.5

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(32)

a) Cohesive soil

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

qmax = 57.5 N60 = kPa

0.0

9 594.0

fmax = β x σ'v

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

(33)

1446.0 807.0 sum 0.0 0.0 0.0 0.0 2 0 0.0 0.00 0.0 0.00 0.0 2 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 0.0 0.00 0.0 0.00 205.3 2 15 66.0 0.50 52.6 0.55 36.3 3.0 5.7 33.9 2.0 3.8 127.7 2 14 61.6 0.54 44.7 0.55 155.1 2 17 74.8 0.74 38.3 0.55 41.1 2.0 3.8 26.6 3.0 5.7 150.5 2 11 48.4 0.55 30.3 0.55 273.7 2 30 132.0 0.85 22.3 0.55 72.6 2.0 3.8 21.8 3.0 5.7 123.2 2 9 39.6 0.59 14.4 0.55 410.5 1 30 132.0 1.20 4.8 0.55 72.6 3.0 5.7

(34)

qmax (uplift)1) = 0

Ta = ( Tp + Ts ) / FSfriction = 723.0 kN 0 0.0 0.00 0.0 1446.0 0 0.0 0.00 0.0 0 0.0 0.00 0.0 Cohesive 205.3 1.00 205.3

(35)

su

=

ϕ

=

Note: 1) ϕ = ( 20 N )0.5

132 0.0

######

264

Cohesive

n1 = 0.36 for 48 to 191 kPa

n2 = 1.00 for steel

n2 = 1.30 for wood

below ground water

5429 10857 1.15 0.0 1900 8143 17644 1086 0.6 0.4

(36)

2) Pile parameters

0.60 25.0 0.0 530.1 0.35 25000 0.0064 0.0212 18.0

b) Length factor

(37)

5) Soil parameters

cu = kPa

6) Ultimate lateral load (Cohesionless, long pile) My/cub3

=

ec/b

=

Qu/cub2

=

Qu

=

kN 132 18.6 0 17.0 807.8

Hu = kN

807.8

(38)

2.4.5

PILE SETTLEMENT

L = length of pile

conservatively, 0.5

18.0 25000 0.5 1.44 Design-N 325.0 482.0 0.28 ξ se(1) (Mpa) (mm) Borehole Qwp Qws Ap L Ep (kN) (kN) _(m2 ) (m) se(2) = (Qwp x Cp) / (D x qp)

se(3) = (QwS x CS) / (L x qp)

Borehole D Qwp qp Cp se(2) (mm) (kN) (kN/m2) (mm) Design-N 600 325.0 1663.2 0.04 13.03 Borehole L Qws qp Cs se(3) (m) (kN) (kN/m2) (mm) Design-N 18.0 482.0 1663.2 0.07 1.16

(39)

se = se(1) + se(2) + se(3)

Borehole se(1) se(2) se(3) se

Design-N 1.44 13.03 1.16 15.63 O.K

50.0

Check1)

(40)

2.5

BH-06

m G.W.T (m) =

~

-20.0 Cohesive 92.4 21 92.4 -18.0 -20.0 -19.0 Cohesive 13.0 21 -15.0 -18.0 -16.5 Cohesive 13.0 17 17 74.8 92.4 -13.0 -15.0 -14.0 Cohesive 13.0 16 16 70.4 18 79.2 -11.0 -13.0 -12.0 Cohesive 13.0 21 21 -8.0 -11.0 -9.5 Cohesive 13.0 18 -6.0 -8.0 -7.0 Cohesive 13.0 14 14 61.6 17.6 -3.0 -6.0 -4.5 Cohesive 13.0 13 13 57.2

(blow) (blow) (kPa)

0.0 -3.0 -1.5 Cohesive 13.0 4 4

Depth of layer (m)

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(41)

a) Cohesive soil

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

qmax = 57.5 N60 = kPa

0.0

9 831.6

fmax = β x σ'v

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

(42)

1368.5 801.8 sum 0.0 0.0 0.0 0.0 2 0 0.0 0.00 0.0 0.00 0.0 2 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 50.8 2.0 3.8 191.6 2 21 92.4 0.60 60.6 0.55 232.6 2 17 74.8 0.57 52.6 0.55 41.1 3.0 5.7 38.7 2.0 3.8 146.0 2 16 70.4 0.62 44.7 0.55 191.6 2 21 92.4 0.91 38.3 0.55 50.8 2.0 3.8 43.6 3.0 5.7 246.3 2 18 79.2 0.89 30.3 0.55 127.7 2 14 61.6 0.80 22.3 0.55 33.9 2.0 3.8 31.5 3.0 5.7 177.9 2 13 57.2 0.85 14.4 0.55 54.7 1 4 17.6 0.32 4.8 0.55 9.7 3.0 5.7

(43)

qmax (uplift)1) = 0

(44)

su

=

ϕ

=

Note: 1) ϕ = ( 20 N )0.5

17.6 0.0

1727.1

35.2

Cohesive

n1 = 0.36 for 48 to 191 kPa

n2 = 1.00 for steel

n2 = 1.30 for wood

below ground water

5429 10857 1.15 0.0 1900 8143 17644 1086 0.6 0.32

(45)

2) Pile parameters

0.60 25.0 0.0 530.1 0.20 25000 0.0064 0.0212 20.0

b) Length factor

(46)

5) Soil parameters

cu = kPa

=

ec/b

=

Qu/cub2

=

Qu

=

kN 58.0 367.5 17.6 139.5 0

Hu = kN

367.5

(47)

2.5.5

PILE SETTLEMENT

L = length of pile

conservatively, 0.5

0.5 1.62 Design-N 345.6 456.2 0.28 20.0 25000 ξ se(1) (kN) (kN) _(m2 ) (m) (Mpa) (mm) Borehole Qwp Qws Ap L Ep se(2) = (Qwp x Cp) / (D x qp)

se(3) = (QwS x CS) / (L x qp)

(kN) (kN/m2) (mm) Design-N 20.0 456.2 1663.2 0.07 1.02 Borehole L Qws qp Cs se(3) (m) Design-N 600 345.6 1663.2 0.04 13.85 (mm) (kN) (kN/m2) (mm) Borehole D Qwp qp Cp se(2)

Clay (Stiff to Soft) 0.02 - 0.03 0.03 - 0.06 Silt (dense to loose) 0.03 - 0.05 0.09 - 0.12 Type of soil Driven piles Bored piles Sand (dense to loose) 0.02 - 0.04 0.09 - 0.18

(48)

se = se(1) + se(2) + se(3)

O.K

50.0

(mm) (mm) (mm) (mm)

Design-N 1.62 13.85 1.02 16.49

(49)

2.6

BH-08

m G.W.T (m) =

~

-20.0 Cohesive 70.4 16 70.4 -18.0 -20.0 -19.0 Cohesive 13.0 16 -15.0 -18.0 -16.5 Cohesive 13.0 16 16 70.4 92.4 -13.0 -15.0 -14.0 Cohesive 13.0 17 17 74.8 15 66 -11.0 -13.0 -12.0 Cohesive 13.0 21 21 -8.0 -11.0 -9.5 Cohesive 13.0 15 -6.0 -8.0 -7.0 Cohesive 13.0 15 15 66 66 -3.0 -6.0 -4.5 Cohesive 13.0 12 12 52.8

(blow) (blow) (kPa)

0.0 -3.0 -1.5 Cohesive 13.0 15 15

Depth of layer (m)

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(50)

a) Cohesive soil

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

qmax = 57.5 N60 = kPa

0.0

9 633.6

fmax = β x σ'v

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

(51)

1423.2 801.2 sum 0.0 0.0 0.0 0.0 2 0 0.0 0.00 0.0 0.00 0.0 2 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 38.7 2.0 3.8 146.0 2 16 70.4 0.46 60.6 0.55 219.0 2 16 70.4 0.54 52.6 0.55 38.7 3.0 5.7 41.1 2.0 3.8 155.1 2 17 74.8 0.66 44.7 0.55 191.6 2 21 92.4 0.91 38.3 0.55 50.8 2.0 3.8 36.3 3.0 5.7 205.3 2 15 66.0 0.74 30.3 0.55 136.8 2 15 66.0 0.85 22.3 0.55 36.3 2.0 3.8 29.0 3.0 5.7 164.2 2 12 52.8 0.78 14.4 0.55 205.3 1 15 66.0 1.20 4.8 0.55 36.3 3.0 5.7

(52)

qmax (uplift)1) = 0

(53)

su

=

ϕ

=

Note: 1) ϕ = ( 20 N )0.5

66 0.0

7286.4

132

Cohesive

n1 = 0.36 for 48 to 191 kPa

n2 = 1.00 for steel

n2 = 1.30 for wood

below ground water

5429 10857 1.15 0.0 1900 8143 17644 1086 0.6 0.36

(54)

2) Pile parameters

0.60 25.0 0.0 530.1 0.29 25000 0.0064 0.0212 20.0

b) Length factor

(55)

5) Soil parameters

cu = kPa

=

ec/b

=

Qu/cub2

=

Qu

=

kN 25.0 594.0 66 37.2 0

Hu = kN

594.0

(56)

2.6.4

PILE SETTLEMENT

L = length of pile

conservatively, 0.5

0.5 1.60 Design-N 326.8 474.4 0.28 20.0 25000 ξ se(1) (kN) (kN) _(m2 ) (m) (Mpa) (mm) Borehole Qwp Qws Ap L Ep se(2) = (Qwp x Cp) / (D x qp)

se(3) = (QwS x CS) / (L x qp)

(kN) (kN/m2) (mm) Design-N 20.0 474.4 1663.2 0.07 1.06 Borehole L Qws qp Cs se(3) (m) Design-N 600 326.8 1663.2 0.04 13.10 (mm) (kN) (kN/m2) (mm) Borehole D Qwp qp Cp se(2)

Clay (Stiff to Soft) 0.02 - 0.03 0.03 - 0.06 Silt (dense to loose) 0.03 - 0.05 0.09 - 0.12 Type of soil Driven piles Bored piles Sand (dense to loose) 0.02 - 0.04 0.09 - 0.18

(57)

se = se(1) + se(2) + se(3)

O.K

50.0

(mm) (mm) (mm) (mm)

Design-N 1.60 13.10 1.06 15.75

(58)

2.7

BH-09

m G.W.T (m) =

~

-18.0 Cohesive 92.4 -15.0 -18.0 -16.5 Cohesive 13.0 21 21 92.4 74.8 -13.0 -15.0 -14.0 Cohesive 13.0 20 20 88 17 74.8 -11.0 -13.0 -12.0 Cohesive 13.0 17 17 -8.0 -11.0 -9.5 Cohesive 13.0 17 -6.0 -8.0 -7.0 Cohesive 13.0 19 19 83.6 74.8 -3.0 -6.0 -4.5 Cohesive 13.0 8 8 35.2

(blow) (blow) (kPa)

0.0 -3.0 -1.5 Cohesive 13.0 17 17

Depth of layer (m)

5)

Cohesion of so(take minimum value from following two equations)

K · N

where K =

_{4 kN/m}

2

_{(Stroud, 1974)}

(59)

a) Cohesive soil

6.5 at su = 24 kPa

8.0 at su = 48 kPa

9.0 at su > 25 kPa

qmax = 57.5 N60 = kPa

0.0

9 831.6

fmax = β x σ'v

β = 1.5 - 0.245 z0.5 _{for N}

60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

β = 2.0 - 0.15 z0.75 for N60 ≥ 15 B / 0.3 m

β = ( N60/ 15 ) x ( 1.5 - 0.245 z0.5) for N60 < 15 B / 0.3 m

(60)

1373.0 804.1 sum 0.0 0.0 0.0 0.0 2 0 0.0 0.00 0.0 0.00 0.0 2 0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 0.0 0.00 0.0 0.00 287.4 2 21 92.4 0.71 52.6 0.55 50.8 3.0 5.7 48.4 2.0 3.8 182.5 2 20 88.0 0.78 44.7 0.55 155.1 2 17 74.8 0.74 38.3 0.55 41.1 2.0 3.8 41.1 3.0 5.7 232.6 2 17 74.8 0.84 30.3 0.55 173.3 2 19 83.6 1.08 22.3 0.55 46.0 2.0 3.8 19.4 3.0 5.7 109.5 2 8 35.2 0.52 14.4 0.55 232.6 1 17 74.8 1.36 4.8 0.55 41.1 3.0 5.7

(61)

qmax (uplift)1) = 0

Ta = ( Tp + Ts ) / FSfriction = 686.5 kN 0 0.0 0.00 0.0 1373.0 0 0.0 0.00 0.0 0 0.0 0.00 0.0 Cohesive 287.4 1.00 287.4

(62)

su

=

ϕ

=

Note: 1) ϕ = ( 20 N )0.5

74.8 0.0

8257.9

149.6

Cohesive

n1 = 0.36 for 48 to 191 kPa

n2 = 1.00 for steel

n2 = 1.30 for wood

below ground water

5429 10857 1.15 0.0 1900 8143 17644 1086 0.6 0.36

(63)

2) Pile parameters

0.60 25.0 0.0 530.1 0.30 25000 0.0064 0.0212 18.0

b) Length factor

(64)

5) Soil parameters

cu = kPa

=

ec/b

=

Qu/cub2

=

Qu

=

kN 22.0 592.4 74.8 32.8 0

Hu = kN

592.4