AASHTO 4.6.5.1 Project : Date : 28/04/2008

Geotechnical Design

Bore Hole No. 1 Bore Hole Level 100.000 m Unit Weight of Soil 17.00 kN/m3

No. of Piles in X direction 3 nos.

Pile Size 0.15 m Ground Water Level 100.000 m Unit Weight of Concrete 24.00 kN/m3

No. of Piles in Y direction 7 nos.

Pile Spacing 0.7 m Scour Level/Liqueafaction zone90.000 m Total no. of Piles 21 nos.

Pilecap Bottom Level 98.000 m Overall Width, X ( m ) 1.55 m

Factor of Safety against : Interval of SPT 1.50 m Overall Length ,Y( m ) 4.35 m

Side Resistance 2.5 Perimeter of pile group 11.8 m

End Bearing 3 Area of pile group 6.74 m2

Reduction factor for group action 0.67

Depth SPT Soil Soil Cor. Lab sui Adhesion Effective Bearing Load Ultimate Ultimate Ultimate Allowable Bearing Ult. Group Ult. Group Ultimate Allowable Depth

below N Code Density / SPT sui for Factor Vertical Capacity Transfer unit side Friction End Pile Capacity Side End Group Group below

Liquefac. # Consistency (N'70) Analysis a Stress Factor Fractor Friction at Depth Bearing Capacity Factor Friction Bearing Capacity Capacity Pile cap

Level (MPa) (MPa) s'vi= g'izi Nc(ind.) bi (MPa) (kN) (kN) (kN) Nc(Gr.) (kN) (kN) (kN) (kN) (m)

0.00

1.5 1 0 Very Soft Silt/Clay 1 0.00 0.00 0.000 0.000 0 0 0 5.36 0.00 0 0.0 0 0.0

3.0 1 0 Very Soft Silt/Clay 1 0.00 0.00 0.000 0.000 0 0 0 5.36 0.00 0 0.0 0 1.0

4.5 2 0 Very Soft Silt/Clay 2 0.00 0.00 0.000 0.000 0 0 0 5.36 0.00 0 0.0 0 2.5

6.0 10 0 Very Soft Silt/Clay 10 0.00 0.00 0.000 0.000 0 0 0 5.36 0.00 0 0.0 0 4.0

7.5 12 0 Very Soft Silt/Clay 12 0.00 0.00 0.000 0.000 0 0 0 5.36 0.00 0 0.0 0 5.5

9.0 11 0 Very Soft Silt/Clay 11 0.00 0.00 0.000 0.000 0 0 0 5.36 0.00 0 0.0 0 7.0

10.5 13 0 Very Soft Silt/Clay 13 0.09 0.55 3.500 9.00 0.047 33 14 18 5.70 469.59 192 661.7 252 8.5

12.0 17 0 Very Soft Silt/Clay 16 0.11 0.55 14.000 9.00 0.058 74 17 35 8.03 1047.56 236 1284.0 498 10.0

13.5 20 0 Very Soft Silt/Clay 18 0.12 0.55 24.500 9.00 0.064 119 18 53 8.03 1679.70 259 1938.3 758 11.5

15.0 22 0 Very Soft Silt/Clay 19 0.12 0.55 35.000 9.00 0.067 167 19 72 8.03 2347.97 273 2621.4 1030 13.0

16.5 26 1 Medium Dense Sand 21 0.00 0.00 45.500 0.53 0.024 184 26 81 NA 426.75 368 795.2 294 14.5

18.0 30 1 Medium Dense Sand 23 0.00 0.00 56.000 0.48 0.027 203 30 89 NA 480.48 425 905.7 334 16.0

19.5 40 1 Medium Dense Sand 28 0.00 0.00 66.500 0.44 0.029 224 40 101 NA 519.70 567 1086.6 397 17.5

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Date : 28/04/2008

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Sheet3

Art. 10.8.3.3.1 Side Residence in Cohesive Soil

qs = α Su

qs = unit side resistance

α = Adhesion factor (dim.)

Su=mean Un-drained Shear Strength in MPa from laboratory test,Where

test data is not available, Su is estimated as Su= 0.10566 * N cor / 16,in this

expression N is the corrected N value. N correction is made as

N cor = 15 + (N - 15) / 2 when N>15

Value of adhesion factor , a

Su (Mpa) a<0.20 0.55

0.20-0.30 0.49

0.30-0.40 0.42

0.40-0.50 0.38

0.50-0.60 0.35

0.60-0.70 0.33

0.70-0.80 0.32

0.80-0.90 0.31

>0.90 Treat as Rock

Ultimate Friction (KN)

= q sx 3.14159 x D x Z x 1000

D=Diameter of the Shaft,m

Z=Penetration depth of the Shaft,m

Art. 10.8.3.4.2 Side Residence in Cohessionless Soil

qs = β б'v ≤ 0.19 M Pa for 0.25 ≤ β ≤ 1.2

qs = unit side resistance

β =Load transfer coefficient (dim.)

β = 1.5 -7.7 x 10 -3

√z [Table 10.8.3.4.2-1 (Reese and O'Neil,1988)]

б'v =Vertical effective stress (Mpa)

Z=Penetration depth of the Shaft,mm

value of б'v

when GWL >= SLб'v = ( γs-γw) x R /10 3

when (SL-GWL)>=Rб'v = γs- x R /10 3

when (SL-GWL)<=Rб'v = ((SL-GWL) x γs + {R-(SL-GWL)} x ( γs-γw) ) /10 3

Where

γ = Effective soil unit weight in its interval, kN/m3

GWL = Ground Water Level (m)

SL=Scour Level/Liqueafaction zone(m)

R=Depth below Scour Level(m)

Ultimate Friction (KN)

= qsx 3.14159 x D x Z x1000

Art. 10.8.3.4.3.2 Tip Residence in Cohesive Soil

q p = Nc x Su ≤ 4 in Mpa

if q p > 4 Then q p = 4

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Nc = 6 x[1 + 0.2 *x (Z / D)]

If Nc > 9 Then Nc = 9

Nc = Bearing Capacity Factor

SU = Undrained Shear Strength,Mpa

Z=Penetration depth of the Shaft,mm

D=Diameter of the Shaft,mm

A = 0.25 * 3.14159 * D * D /10 6

A=Area of the Pile Tip

Ultimate End Bearing (KN)

= q p x A x 1000

Art. 10.8.3.4.3 Tip Residence in Cohessionless Soil

q p = 0.057N in Mpa for N<=75 (Table 10.3.4.3-1) (Reese and O'Neil,1988)

N=Uncorrected SPT blow count (blows/300mm)

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