finger 1 project_erss report for temporary drain diversion_23 sep 2014
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GEOTECHNICAL DESIGN REPORT
ON
PROPOSED TEMPORARY WORKS FOR TEMPODIVERSION
FOR
PROPOSED RECLAMATION AT TUAS FINGER O
BCA Project Ref. Number: ?????
d
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
LIST OF FIGURES
Figure 1 Schematic Plan of Proposed Temporary Work on Temporary Dra
Figure 2 Location Plan of Boreholes in vinicity of Proposed Temporary D
Figure 3 Proposed Soil Model
Figure 4 Schematic Sketch of Proposed Strutting System
Figure 5 Results of Slope Stability Analysis of Proposed 1V: 2H Cut Slope
Drain
LIST OF TABLES
Table 1 Proposed Geotechnical Parameters for Temporary Works
Table 2 Results of Toe Stability for Temporary Sheetpile Wall
Table 3 Summary on FEM Results on Proposed Temporary Works for Te
Table 4 Proposed Strut and Waler Members for Temporary Sheetpile WaTable 5 Results of Open Cut Slope Analysis for the Outlet of Temporary
Table 6 Proposed Instrumentation and Review Level
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STANDARD CERTIFICATION BY THE QUALIFIED PERSON
WORKS
1. In accordance with Regulation 9 of The Building Control Regulations
Qualified Person for structural works appointed under section 8(1)(a) or
Control Act, hereby submit the detailed structural plans and design calcul
certify that they have been prepared in accordance with the provisions
Regulations, the Building Control Act and any other written law peconstruction for the time being in force
2. I further certify that these detailed structural plans and design calculations
Project Ref No: .
3. Total number of structural plans submitted : ___.and total number of pag
in this book 1 ___
__________________________________________ SE
QUALIFIED PERSON FOR STRUCTURALSIGNATURE & STAMP
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
2. GENERAL DESIGN CONSIDERATION
2.1 Site Investigation Boreholes
There are no boreholes conducted at the proposed drain diversion
boreholes TBH-35 and TBH-36 located in the vinicity as shown in Fi
these 2 boreholes, the ground condition comprises of reclaimed sand
the Jurong Formation. No Kallang Formation is found at these tw
presents the two boreholes.
2.2 Assumed Soil Model
Based on the above nearby boreholes and the information that the arelocated within the exising sandkey, we inferred that the reclaim
throughout the entire site for the proposed drain. The assumed soil m
diversion is as depicted in below Figure 2.
Reclaimed Sand
(N=19 to 35)
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
2.3 Proposed Design Parameters
The geotechnical design parameters proposed for the temporary w
Table 1.
2.4 Ground Water Table
The groundwater table is assumed:-
Seawater level : +3.0m CD (HWMS)
2.5 Surcharge Load Condition
Surcharge load of 10kPa was adopted behind the proposed sheetpile w
3. LIMIT STATE EQUIBRIUM OF PROPOSED SHEETPIL
3.1 Stability against Piping Failure
The proposed 5m deep excavation using the proposed 15m penetratio
wall is checked against the loss of stability due to piping. Embedded dis therefore 10m.
The factor of safety, FSpipingagainst piping is calculated using the follo
FSpiping = Downward total weight of soil mass
Average Upward Seepage pressure
The average upward seepage force us is estimated using a seepage pr
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
3.2 Stability against Toe Failure
The stability against toe failure is calculated using strength factor m
parameters are used. The minimum factor of safety obtained using the
summarized in Table 2. Appendix C presents the toe stability cal
sheetpile wall.
4. GEOTECHNICAL DESIGN OF PROPOSED SHEETPILE
The design of the proposed FSP IV sheetpile wall is carried out u
PLAXIS version 9 .The typical construction sequences for the drain
(i) Install FSP IV sheetpile wall to toe depth of 9m CD. Platform
(ii) Excavate to +5.0m CD and then install strut @ +5.5m CD.
(iii) Final excavation to formation level +1.0mCD.
(iv) Construct a 150mm thick lean concrete at the formation level
(v) Placement of +11.0m CD high sand surcharging at 11m
sheetpile wall after the completion of the drain excavation to +
4.1 Assumptions
The assumptions made in the retaining wall analysis by PLAXISar
i) 0.5m unplanned excavation is considered.
ii) Drained parameter is used for Reclaimed sand.
iii) Surcharge of 10 kPa is considered.iv) 90%EI is considered for the FSP IV sheetpile wall.
v) Groundwater table taken to be +3.0mCD behind the sheetpile w
side of the sheetpile wall.
vi) Seepage analysis is considered in the PLAXIS analysis
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
4.3 Risk Assessment to Surrounding Buildings
There are no nearby structures within 2 times the excavation depth o
work. Therefore, there is no impact assessment of the proposed
surrounding ground and structures.
5. STRUCTURAL DESIGN OF PROPOSED SHEETPILE W
The ultimate bending moment capacity, Mc, of the FSP IV sheetpile w
follows:-
Mc= py . Zxx = 624 kNm
Where, py= Yield stress of steel = 275 N/mm
Zxx= Section Modulus of FSP IV sheetpile = 2270 cm3/
From Table 2, the maximum unfactored bending moment of FSP IV s
works is 154kNm. Using a load factor of 1.4, the ultimate bending m
to be:-
Mult= 1.4 x 154kNm = 216 kNm < Mc -----------
6. STRUCTURAL DESIGN OF STRUT AND WALER
6.1 Proposed Strut Spacing
The proposed strut spacing for the temporary sheetpile wall is 5m
schematic sketch:-
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
6.2 Strut and Waler Design
The steel strut is designed as compression member to resist the lat
temporary retaining wall while the waler is designed as bending elem
earth loads from the temporary retaining wall to the steel strut. Bo
waler member are designed in accordance to BS 5950 : 2000 and
design considerations are taken into the steel and waler design:-
i) Increase of axial force arisng from 10 degree increase in tem
accordance to TR26 : 2010 Technical Reference for Deep E
SPRING Singapore.
ii) Eccentricity of axial load at the connection. For waler of sing
shall be about 10% of the overall dimension of the strut in the
iii) Accidential impact load of 50 kN as in accordance to
Reference for Deep Excavation published by SPRING Sing
iv) One strut failure is also considered in the strutting design usi
in accordance to TR26 : 2010.
The proposed strut and waler members are summarized in Table 4. Ththe strut and waler are presented in Appendix E.
7. OPEN CUT SLOPE
The open cut slope for the outlet of the temporary drain will be const
horizontal slope with a 150mm thick lean concrete lining (Grade 15)
mesh. Based on the modified Bishops method, the mimimum facto
cut slope is summarized in Table 5. Weep holes are to be provided
the concrete lining of the drain.
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1 K
Figure 1 Schematic Plan of Proposed Temporary Work on Temporary Drain
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1 K
Figure 2 Location Plan of Boreholes in vinicity of Proposed Temporary Drain
Boreholes TB
TBH-36 in vi
proposed Dra
Proposed Drain
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1
Table 1 Proposed Geotechnical Parameters for Temporary Works
Effective ShearStrengthGeological
FormationSPT N-value
BulkDensity(kN/m
3)
UndrainedShear
Strength, cu
(kPa)c',
(kPa)'
(deg)
UnDeMo
Reclaimed Sand 19-36 20 - 0 30
JurongFormation(30
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1
Table 2 Results of Toe Stability for Temporary Sheetpile Wall
Proposed
Ground
Level (m
CD)
Proposed Final
Excavation level (m
CD)
Toe Pentration length
from proposed
ground level (m)
Factor of safet
Strength Facto
Method
+6.0 +1.0 15.0 2.2 > 1.0 (allo
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1
Table 3 Summary on FEM Results on Proposed Temporary Works
Stage Condition Max. sheetpiledeflecton
Max. bendingmoment
AExcavation to FEL +1.0m (with 0.5munplanned excavation) fortemporary Drain
16mm (RHS)17mm(LHS)
132kNm/m133kNm/m
BSand surcharge placed behind RHSSheetpile after completion ofexcavation for temporary drain
35.5mm (RHS) 154kNm
Note: (i) Elastic modulus of Sand assumed to be E=13000kPa
(ii) RHS : Right Sand Side Sheetpile wall and LHS: Left Hand Side Sheetpile
Stage A: Excavation for the construction of temporary drain
Stage B: Placement of Sand surcharging @ 11m behind the RHS sheetpile
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1
Table 4 Proposed Strut and Waler Members for Temporary Sheetp
Member Type Steel section/Grade
Steel Strut 1 H300, 94kg/m (S275) @ 5m c/c*
Steel Waler 1 H400, 172kg/m (S275)
* With splay member
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1
Table 5 Results of Open Cut Slope Analysis for the Outlet of Tempo
Proposed SlopeLevel at Crest
of SlopeLevel at Toe
of SlopeMinimum fact
1 vertical to 2horizontal with 150mm
thick lean concrete(with BRC A8)**
+6.0m CD +1.0m CD 1.96 > 1.5 (allow
* Based on Modified Bishop Method
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Geotechnical Design Report for Proposed Temporary Works
On Temporary Drain Diversion for Proposed Reclamation at Tuas Finger One
for Penta-Ocean Construction Co., Ltd
Our Ref No: SNP 27-09R1
Figure 5 Results of Slope Stability Analysis of Proposed 1V: 2H Cut Slo
150mm thick lean concrete (Grade 15) w
BRC A8 mesh. Weep hole to be provide1.5m c/c
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