The document summarizes the geotechnical investigation conducted for the construction of the Games Village for the 2010 Commonwealth Games near the Yamuna River in Delhi, India. Boreholes, cone penetration tests, and shear wave velocity tests found liquefiable soils down to 9.5 meters depth under the design earthquake conditions. Pile foundations were recommended with lengths sufficient to extend below the liquefiable zone. Load tests on instrumented piles confirmed pile capacities could safely support structures accounting for potential liquefaction. The investigation demonstrated the need for a thorough site assessment to evaluate liquefaction hazards and inform deep foundation design.

1. Sanjay Gupta Ravi Sundaram Sorabh Gupta
CENGRS GEOTECHNICA PVT. LTD.CENGRS GEOTECHNICA PVT. LTD.
G.V. RamanaG.V. Ramana
IIT DelhiIIT Delhi

2. Location of the Games Village
On Eastern Bank of
River Yamuna
Near Akshardham
Temple

3. Artist’s Impression
Residential AreaResidential Area

4. Structures to be Built
Multi-Storeyed Housing Complex
with stilts
5-9 upper storeys
Single basement in Towers
No basement in non-tower
structures

5. Layout Plan

6. Scope of Geotechnical Investigations
14 boreholes to 30 m depth
8 static cone penetration tests
23 shear wave velocity tests along 6
lines by SASW Method

7. Borehole in progress

8. SPT using automatic trip hammer

9. SCPT (20T) in progress

10. The SASW Method
SASW = Spectral AAnalysis of
SSurface WWaves
Non-destructive – no boreholes,
time saving
Based on Rayleigh (surface) waves
Determines Shear Modulus versus
depth profile

11. SASW Method
1 Hz
Geo
phone
4.5 Hz
Geo
phone
NDT PC
Dispersion
Geo
phones
SASW
… courtesy IIT DelhiIIT Delhi

12. SASW Test in progress
… courtesy IIT DelhiIIT Delhi

13. Data Acquisition

14. Geological Setting
Indo-Gangetic Alluvium
Yamuna River bed
Pleistocene and Recent deposits
Newer Alluvium – KhadarKhadar
Fine sand encountered in the project
area

15. Typical Borehole Data

16. Design Profile
Groundwater met at
7~8 m depth during the
field investigation
Due to the proximity of
site to Yamuna River,
and HFL, groundwater
level was considered at
ground surface for the
analysis

17. Field SPT Values Profile

18. Cone tip Resistance vs Depth

19. Shear Wave Velocities Profile

20. Liquefaction Assessment – IS Code
IS 1893 Part 1 (2002)
states that:
For Zones III, IV & V,
liquefaction may occur in
fine sands belowfine sands below
water tablewater table for the
following SPT (N) values:
Depth ≤ 5 m : N < 15Depth ≤ 5 m : N < 15
Depth >10 m: N < 25Depth >10 m: N < 25
For 5For 5--10 m depth:10 m depth:
Linear InterpolationLinear Interpolation

21. Liquefaction Analysis
Project site is in Zone IV earthquake
zone as per IS 1893 (Part 1): 2002
Design Earthquake Magnitude
(Richter Scale) M : 6.7
Peak ground acceleration
amax : 0.24g
Analysis by NCEER Summary ReportNCEER Summary Report
(2001)(2001) Youd & Idris approach

22. Cyclic Stress Ratio
g
a
rCSR
vo
vo
d
vo
av max
''
)(65.0)(
σ
σ
σ
τ
==
⎩
⎨
⎧
≤≤−=
≤−=
m239.15for0267.0174.1
m15.9for00765.00.1
zzr
zzr
d
d
Ref: Seed & Idris, 1982
g
a
rCSR
vo
vo
d
vo
av max
''
)(65.0)(
σ
σ
σ
τ
==
⎩
⎨
⎧
≤≤−=
≤−=
m239.15for0267.0174.1
m15.9for00765.00.1
zzr
zzr
d
d

23. Cyclic Resistance Ratio
If (qc1N )cs < 50 ⇒ CRR7.5 = 0.833
(qc1N )cs
1000
⎡
⎣⎢
⎤
⎦⎥
+ 0.05
If 50 ≤ (qc1N )cs < 160 ⇒ CRR7.5 = 93
(qc1N )cs
1000
⎡
⎣⎢
⎤
⎦⎥
3
+ 0.08
⎧
⎨
⎪⎪
⎩
⎪
⎪
CRR from SPT
CRR from SCPT qc
CRR7.5 =
1
34 − (N1)60
+
(N1)60
135
+
50
[10.(N1)60 + 45]2 −
1
200
S
C
R
C
B
C
H
C
N
C
field
NN .....
60
)
1
( = 601601 )N(cs,)N( βα +=
S
C
R
C
B
C
H
C
N
C
field
NN .....
60
)
1
( = 601601 )N(cs,)N( βα +=
If (qc1N )cs < 50 ⇒ CRR7.5 = 0.833
(qc1N )cs
1000
⎡
⎣⎢
⎤
⎦⎥
+ 0.05
If 50 ≤ (qc1N )cs < 160 ⇒ CRR7.5 = 93
(qc1N )cs
1000
⎡
⎣⎢
⎤
⎦⎥
3
+ 0.08
⎧
⎨
⎪⎪
⎩
⎪
⎪
S
C
R
C
B
C
H
C
N
C
field
NN .....
60
)
1
( = 601601 )N(cs,)N( βα +=

24. CRR from Shear Wave Velocity
Vs1 = Vs
Pa
σvo
'
⎛
⎝
⎜
⎞
⎠
⎟
0.25
Corrected Vs
CRR from Vs
⎟⎟
⎟
⎠
⎞
⎜⎜
⎜
⎝
⎛
−
−
+⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
=
*
11
*
1
2
1 11
100 sss
s
VVV
b
V
aCRR
Vs1* = limiting value of Vs1 for liquefaction
Ref: Andrus & Stokoe, 1997
Vs1 = Vs
Pa
σvo
'
⎛
⎝
⎜
⎞
⎠
⎟
0.25
⎟⎟
⎟
⎠
⎞
⎜⎜
⎜
⎝
⎛
−
−
+⎟⎟
⎠
⎞
⎜⎜
⎝
⎛
=
*
11
*
1
2
1 11
100 sss
s
VVV
b
V
aCRR

25. CSR & CRR Based on SPT
Liquefaction to 10 m depthLiquefaction to 10 m depth

26. CSR & CRR based on SCPT (qc)
Liquefaction to 14 m depthLiquefaction to 14 m depth

27. CSR & CRR based on Vs
Liquefaction to 9 m depthLiquefaction to 9 m depth

28. Analysis Case Approx Depth of
Liquefiable Zone, m
IS 1893 (Part 1):
2002
14~16 m
SPT values 10 m
SCPT Profile 14 m
Shear Wave
Velocities (SASW)
9 m
RECOMMENDEDRECOMMENDED
DEPTHDEPTH
9.5 m9.5 m

29. Computed Capacities – Bored Piles
Pile Dia,
mm
Pile
length
below
COL, m
Safe Compressive
Capacity, Tons
Normal
Condition
Liquefaction
Case
500
18 66 58
20 74 67
750
18 115 101
20 131 116
800
18 126 113
20 142 129
Cut-off-level: 2 m below GL

30. Pile Load Test in progress..

31. Pile Load Test Results
PilePile
Dia,Dia,
mmmm
PilePile
length,length,
mm
TestTest
Load,Load,
TonsTons
DesignDesign
LoadLoad
(normal(normal
condition)condition),,
TonsTons
Settlement, mm atSettlement, mm at
1.5 x1.5 x
DesignDesign
LoadLoad
2 x2 x
DesignDesign
LoadLoad
TestTest
LoadLoad
500 20 230230 74 8.3 10.2 20.6
750 20 375375 131 1.9 2.7 65.4
800 20 417417 142 7.5 62.5 84.1
Cut-off-level: 2 m below GL
Pile should be tested to verify safe load under normal
condition so as to ensure that the piles shall be safe
under liquefaction condition during earthquake

32. Working Piles in progress…

33. Concluding Remarks
A detailed geotechnical investigation
is essential to properly assess
liquefaction potential during
earthquakes. The scope should
include
Boreholes
Static cone penetration tests
Shear wave velocity tests

34. Concluding Remarks
The CW Games village site may
experience liquefaction to 9.5 m
depth under the design earthquake
Safe load for piles should be worked
out ignoring the skin friction in the
liquefiable zone
Piles should be load tested for safe
load as per normal condition

35. ThankThank
You!You!
CENGRS GEOTECHNICA PVT. LTDCENGRS GEOTECHNICA PVT. LTD
IIT DELHIIIT DELHI