Retaining Structure Design, Professional Engineering Report

CONTENTS PAGE
INTRODUCTION
1.0 PE Certification 02
2.0 Design Information 03
PART 1 GETOTECNIAL STABILITY ANALYSIS AND SHEET PILE DESIGN
3.0 Geotechnical Numerical Analysis 06
4.0 Structural Analysis 07
5.0 Instrumentation and Monitoring Programme 07
6.0 Conclusions 08
PART 2 SHORING STRUCTURE DESIGN (IN CPI CASE)
7.0 Design of Walers (10.0-meter side) 10
8.0 Design of Walers (7.0-meter side) 14
9.0 Design of Struts 18
10.0 Design of Bracing Members 24
11.0 Design of Connections 29
12.0 PE Certification
APPENDIX
Appendix 1 Geotechnical Stability Checks Results (PSVM) 30
Appendix 2 Plaxis Analyses Input&Outputs/Results (PSVM) 34
Appendix 3 Geotechnical Stability Checks Results (CPI) 50
Appendix 4 Plaxis Analyses Input&Outputs/Results (CPI) 53
Appendix 5 Calculation in Sheetpile Property Checking 74
Appendix 6 Stad Pro Input and Output Results (10.0-meter Waler) 77
Appendix 7 Stad Pro Input and Output Results (7.0-meter Waler) 86
Appendix 8 Stad Pro Input and Output Results (7.0-meter Strut) 95
Appendix 9 Borelog Information Used in the Design 105

2.0 DESIGN INFORMATION
This report covers the design of the earth retaining or stabilising shoring structure (ERSS) in
facilitating the underground work of constructing pump station and valve manifold.
The proposed development work is located at Pulau Busing.
The sheet pile design is based on 2.8 m deep excavation at PSVM (Pump Station and Valve
Manifold) and 3.8 m deep excavation at CPI.
As there is no existing structure near the excavation site (x/H>2) therefore we allow a 1.0%
deflection as per authority requirement (see Advisory Note 1/09). The suspension deflection level
is the same with the allowable wall deflection limit. The alert level is 70% of alert level.
The geotechnical stability analysis is done using Plaxis 2D 2011.
The shoring structure design is done using STAAD Pro V8i.
2.1 Key Considerations
Ground water table assumed 2.0 m below the excavation as a result of 24-hour dewatering
during construction
Surcharge, q = 10.0 kN/m2 in immediate vicinity of excavation site is assumed in the design.
Ground water, w = 10.0 kN/m3
2.2 Design Codes
BS 5950- 1:2000: Structural Use of Steelwork in Building
BS 8002 Code of practice for earth retaining structures
2.3 Design Parameters
Structural Steel, S275 py = 275 MPa (for t < 16mm)
Structural Steel, S275 py = 265 MPa (for 16mm < t < 40mm)
Structural |Steel, S275 py = 265 MPa (for t>= 40mm)
2.4 DESIGN LOADING
Construction Load imposes 10 KPa surcharge in the immediate vicinity of excavation site.

2.5 Ground Conditions and Soil Parameters
Based on the soil investigation,
PSVM (2.8 m excavation site and 1.5 m trim from original ground level)
0-6.5 m Medium Sand
6.5-9.5 m Firm to Stiff Clay
9.5-20.5 m Stiff Clay
20.5-22.7m Hard Clay
22.7-29m Stiff Clay
39-38.5 m Medium to Dense Sand
38.5 – 44m Very Hard Clay
CPI (3.8 m excavation site and 1.5 m trim from original ground level)
0-6.8 m Medium sand
6.8-8 m Soft Clay
8- 10 m Stiff Clay
10-25m Very Stiff Clay
25-34m Medium to Dense Sand
34-40m Hard Clay
2.6 Sequences of Work
The intended sequences of work are as follows for PSVM
1. Trim the ground level for 1.5m
2. Insert the KSPIIIA sheet pile 12.0 m below new ground level.
3. Excavate to 2.8 m depth from the new ground level for Pump Station work
Or excavate 1.8 m depth from the new ground level for the Valve Manofold
4. Install the concrete slab at the bottom of excavation
5. Install pumps/valve manifold at excavation site
6. Refill all the way up to the original ground level
The intended sequences of work are as follows for CPI
1. Trim the ground level for 1.5m
2. Insert the KSPIIIA sheet pile 12.0 m below new ground level.
3. Excavate to 1.0 m depth from the new ground level
4. Install 1st layer of prop at 0.5 m below new ground level
5. Excavate to 3.8m depth from the new ground level
6. Install the concrete slab at the bottom of excavation
7. Install CPI at excavation site
8. Refill up to 1.0 m below new ground level
9. Remove the 1st layer prop
10. Refill all the way up to the original ground level.

PART1
GETOTECNIAL STABILITY ANALYSIS AND
SHEET PILE DESIGN

3.0 GEOTECHNICAL NUMERICAL ANALYSIS
The interaction between the excavation and temporary retaining system was carried out using
PLAXIS version 2D2011. PLAXIS is a geotechnical finite element program intended for the two-
dimensional analysis of deformation and stability in geotechnical engineering.
The program is capable of modelling soil-structure interaction for braced excavations in a
realistic simulation of construction and excavation process that closely follows the actual
construction sequence. It allows the application of surcharge loads, point loads and also
models changes in ground water conditions.
3.1 General
The excavation was modeled using the 2-D plane strain analysis. In the mesh, the left and
right boundaries are assumed to be fixed horizontally but free to move vertically, whereas the
bottom boundary is assumed to be fixed in both directions. The in-situ stresses are first
generated based on the unit weight and the k0 values, after which the in-situ hydrostatic pore
pressures are generated by defining a phreatic line at the assumed water table level in the FE
mesh.
3.2 Soil Model
The non-linear and stress-dependent stress-strain properties of the soils are modelled using
the elastic-perfectly plastic Mohr-Coulomb soil constitutive model.
For sand and silty clay layers, effective stress analysis using drained soil parameters shall be
adopted to simulate the drained behaviors of sand and clays. This is done by specifying the
effective Young’s modulus of soil (E’) and Poisson ratio (v’) with effective friction angles(Φ’)
and effective cohesion (c’) under drained condition.
The Mohr-Coulomb elasto-plastic soil model requires a total of five parameters and these are:
.
Young’s modulus, E’
.
Poisson’s ratio, ν’
.
Friction angle, Φ’=deg or Φu=0
.
Cohesion, c=c’ or Cu
.
3.3 Pore Pressures
To simulate the excavation, the ground water at the retained earth side was kept at constant
level (2 meters below the final excavation level, depending on the specific job)
3.4 Surcharge
A surcharge of 10.0 kN was applied behind the retaining wall as per requirement in
BS8002:1994 Earth
Retaining Structures.
Selective FEM simulation data and analysis results are given in Appendix.

4.0 STRUCTURAL ANALYSIS
The structures are designed for the most onerous combination of loads using relevant partial
safety factors in accordance with the requirements of SS CP 65 (1999) and BS 5950. The
results of structural analysis are shown in the following table.
Sheetpile: KSPIIIA@PSVM
Limit Actual Max Value Conclusion
Shear Force (kN/m) 3069 37 OK
Bending Moment (kNm/m) 418 33 OK
Horizontal Ground
Movement (mm) 1.0% (28mm) 23.6 OK
Vertical Ground Movement
(mm)
1.0% (28mm) 5.5 OK
Sheetpile: KSPIIIA@CPI
Limit Actual Max Value Conclusion
Shear Force (kN/m) 3069 100 OK
Bending Moment (kNm/m) 418 76 OK
Horizontal Ground
Movement (mm) 1.0% (38mm) 37.2 OK
Vertical Ground Movement
(mm)
1.0% (38mm) 23.4 OK
In summary, the design of the earth retaining wall system is safe and conservative and is in
compliance with relevant codes of practice, technical specifications and the authority’s
requirements.
5.0 INSTRUMENTATION AND MONITORING PROGRAMME
Various assumptions have been made in theoretical analysis. These assumptions, though
have been derived with great care, requires verification through the instrumentation results
monitored continually throughout the construction period.
Instrumentation and monitoring therefore forms an integral part of such excavation activity
where the readings serve as a basis to verify if all technical requirements and specifications
have been met.
A comprehensive instrumentation and monitoring program is deemed necessary. The types of
instruments and monitoring frequency proposed are as given in the instrumentation
monitoring plan.
Monitoring results shall be forwarded to all relevant parties as soon as they are taken in such
that remedial actions can be immediately taken should any of the readings breach the
specified work suspension level.

6.0 CONCLUSIONS
In summary, the proposed earth retaining wall is considered to be safe and stable.
However, in the event that the prevailing soil condition deviates from what has been made
available by site investigation work and used in the design simulation analysis, the correct
data must be used and the design of the proposed earth retaining system must be enhanced
and rectified accordingly.
Monitoring results shall be reviewed and analysed on regular basis so that any substantial
deviation from the theoretical prediction will be made available quickly such that remedial
procedures if required can be implemented timely.

PART 2
SHORING STRUCTURE DESIGN
(IN CPI CASE)

7.0 DESIGN OF WALERS (7.0-METER SIDE)

Software licensed to Hewlett-Packard Company
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01a.std
Print Time/Date: 14/02/2014 16:53 Print Run 1 of 1STAAD.Pro V8i (SELECTseries 2) 20.07.07.32
1 m1.33 m1 m1 m1.33 m1 m1 m1.33 m1 m
Load 1
X
Y
Z
Proposed Member : 305x305x118kg/m, S275 Steel

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01a.std
1 m1.33 m1 m1 m1.33 m1 m1 m1.33 m1 m
Load 4
X
Y
Z

Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 14:52CPI 01a.std
0.185
0.2
0.203
0.16
0.199
0.16
0.203
0.2
0.185
Load 1
Unity Check : Pass

8.0 DESIGN OF WALERS (10.0-METER SIDE)

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01b.std
1 m5 m1 m
Load 1
X
Y
Z
Proposed Member Size: 305x305x118kg/m, S275 Steel

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01b.std
1 m5 m1 m
Load 4
X
Y
Z

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 14:54CPI 01b.std
0.669
0.748
0.669
Load 1
Unit Check : Pass

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01c.std
1 m5 m1 m
Load 1
X
Y
Z
Proposed Member Size: 254x254x73kg/m, S275 Steel

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01c.std
1 m
5 m
1 m
Load 1
X
Y
Z

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01c.std
1 m
5 m
1 m
Load 2
X
Y
Z

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01c.std
1 m
5 m
1 m
Load 3
X
Y
Z

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 14:58CPI 01c.std
0.242
0.489
0.242
Load 1
Unit Check Pass

10.0 DESIGN OF BRACING MEMBERS

Project : 2352 job no.:
Structural Capacity Check - Struct Case 2
Section : UC kg/m
Shear force, V Moment Mx Moment My Axial compression, C
kN kNm kNm kN
Steel grade Yield strength, py Restrained Length, L
S275 N/mm
2
m
Section depth, D Web thickness, t Flange thickness, T Sectional area, A
mm mm mm cm
2
Sect. modulus, Zx Sect. modulus, Zy Radius of gyration, ry
cm
3
cm
3
cm
Shear capacity ( 4.2.3 )
Shear area, Av = = mm
2
Shear capacity, Pv = = kN NG
Moment capacity - case of low shear ( 4.2.5.2 ) high shear
Moment capacity about major axis, Mcx = = kNm > 0 kNm, OK
Moment capacity about minor axis, Mcy = = kNm > 0 kNm, OK
Lateral-torsional buckling ( 4.3.6.4 )
effective length, Le = 1 L = m ( 4.3.5 )
slenderness ratio, l = =
torsional index, x = = , with u = ( 4.3.6.8 )
l / x = , giving n = ( table 19 )
ratio bw = 1
equivalent lLT = =
buckling strength, p = N/mm
2
( table 16 )
Buckling resistance moment, Mbx = = kNm > 0 kNm, OK
Compression resistance ( 4.7.4 )
effective length, Le = 1 L = m ( 4.7.3 )
slenderness ratio, l = =
comp. strength, pc = N/mm
2
( table 24c )
Compression resistance, Pc = = kN > 703 kN, OK
Unity Check:
C / Pc + Mx / Mcx + My / Mcy = < 1, OK
C / Pc + Mx / Mbx + My / Mcy = < 1, OK
0.29
0.29
2352
A pc
1.41
2286
377.19
22.4
236.5
80.3
0.9
0.98
18.14
1.41
Le / ry 22.4
275
D / T
2440.4
236.5
703 0
254 9
267
860
py Zx
0.6 py Av
t D
Le / ry
u n l bw
0.5
1.3
py Zy
pb Zx
19.8
14
6.32292
91.4
254X254X73
275 1.41
0 703
bracing design

11.0 DESIGN OF CONNECTION MEMBERS

12.0 P.E. CERTIFICATION
1.1 In accordance with Regulation 9 of the Building Control Regulations,
I, CHENG TEE TECK, Qualified Person for Structural Works appointed under section
8(1)(a) or 11(1)(d)(i) of the Building Control Act, hereby submit the detailed structural
plans and design calculations prepared by me and certify that they have been
prepared in accordance with the provisions of the Building Control Regulations , the
Building Control Act and any other written law pertaining to buildings and construction
for the time being in force.
I further certify that these detailed structural plans and design calculations are in
reference to Project Reference No. : E3326-12292-2012-ST07
1.2 Total number of structural plans submitted : 2
1.3 Total number of pages of design
Calculations in this book : 30

APPENDIX 1
GEOTECHNICAL STABILITY CHECKS RESULTS FOR PSVM

APPENDIX 2
PLAXIS ANALYSES INPUT & OUTPUTS FOR PSVM

Project description : JI BH 30 Final KSP3A and 1.5m trim with 2 meter dewatering with compacted soil Output Version 2011.2.8486.7510
User name : Computational Geotechnics
Project filename : JI BH 30 Final KSP3A and 1.5m trim with 2 meter dewatering with compacted soil
Output : Calculation information per phase
Step : 303
Date : 14/2/2014
Page : 1
Step : 303
Date : 14/2/2014
Page : 1
Identification Phase Start from Calculation type Loading input Pore pressure
Time step
[day]
First step Last step Log
Initial phase 0 N/A K0 N/A Phreatic 0.000 1 1 OK
Apply Surcharge 1 0 Plastic Staged construction Phreatic 0.000 2 7 OK
Insert Sheetpile 2 1 Plastic Staged construction Phreatic 0.000 8 11 OK
Excavation 3 2 Plastic Staged construction Phreatic 0.000 12 53 OK
FOS 4 3 Safety Incremental multipliers Use pressures from previous phase 0.000 54 303 OK

Output : Materials
Date : 14/2/2014
Page : 1
Material set
Identification number 1 2 3 4
Identification Medium Sand(compacted) Firm to Stiff Clay Stiff Clay Hard Clay
Material model Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb
Drainage type Drained Undrained (B) Undrained (B) Undrained (B)
Colour RGB 229, 232, 161 RGB 134, 234, 162 RGB 156, 158, 236 RGB 249, 195, 205
Comments
General properties
gunsat kN/m
3
18.50 16.00 19.00 19.00
gsat kN/m
3
19.50 17.50 20.50 20.50
Advanced
Void ratio
Dilatancy cut-off No No No No
einit 0.5000 0.5000 0.5000 0.5000
emin 0.000 0.000 0.000 0.000
emax 999.0 999.0 999.0 999.0
Damping
Rayleigh a 0.000 0.000 0.000 0.000
Rayleigh b 0.000 0.000 0.000 0.000
Stiffness
E kN/m
2
55.00E3 10.00E3 12.00E3 14.00E6
n (nu) 0.4000 0.4000 0.4000 0.4000

Output : Materials
Date : 14/2/2014
Page : 2
Alternatives
G kN/m
2
19.64E3 3571 4286 5.000E6
Eoed kN/m
2
117.9E3 21.43E3 25.71E3 30.00E6
Strength
cref kN/m
2
0.000 60.00 120.0 300.0
j (phi) ° 35.00 0.000 0.000 0.000
y (psi) ° 0.000 0.000 0.000 0.000
Velocities
Vs m/s 102.0 46.77 47.02 1606
Vp m/s 249.9 114.6 115.2 3934

Output : Materials
Date : 14/2/2014
Page : 3
Advanced
Set to default values Yes Yes Yes Yes
Stiffness
Einc kN/m
2
/m 0.000 0.000 0.000 0.000
yref m 0.000 0.000 0.000 0.000
Strength
cinc kN/m
2
/m 0.000 0.000 0.000 0.000
yref m 0.000 0.000 0.000 0.000
Tension cut-off Yes Yes Yes Yes
Tensile strength kN/m
2
0.000 0.000 0.000 0.000
Undrained behaviour
Undrained behaviour Standard Standard Standard Standard
Skempton-B 0.9532 0.9532 0.9532 0.9532
nu 0.4950 0.4950 0.4950 0.4950
Kw,ref / n kN/m
2
1.866E6 339.3E3 407.1E3 475.0E6
Consolidation
Cv,ref m
2
/day 0.000 0.000 0.000 0.000
Strength
Strength Rigid Rigid Rigid Rigid
Rinter 1.000 1.000 1.000 1.000
Real interface thickness
dinter 0.000 0.000 0.000 0.000

Output : Materials
Date : 14/2/2014
Page : 4
K0 settings
K0 determination Automatic Automatic Automatic Automatic
K0,x 0.4264 1.000 1.000 1.000
Model
Data set Standard Standard Standard Standard
Soil
Type Coarse Coarse Coarse Coarse
< 2 mm % 10.00 10.00 10.00 10.00
2 mm - 50 mm % 13.00 13.00 13.00 13.00
50 mm - 2 mm % 77.00 77.00 77.00 77.00
Parameters
Set to default values No No No No
kx m/day 0.000 0.000 0.000 0.000
ky m/day 0.000 0.000 0.000 0.000
-yunsat m 10.00E3 10.00E3 10.00E3 10.00E3
einit 0.5000 0.5000 0.5000 0.5000
Change of permeability
ck 1.000E15 1.000E15 1.000E15 1.000E15

Output : Materials
Date : 14/2/2014
Page : 5
Material set
Identification number 5
Identification Medium-Dense Sand
Material model Mohr-Coulomb
Drainage type Drained
Colour RGB 223, 182, 226
Comments
General properties
gunsat kN/m
3
19.00
gsat kN/m
3
20.00
Advanced
Void ratio
Dilatancy cut-off No
einit 0.5000
emin 0.000
emax 999.0
Damping
Rayleigh a 0.000
Rayleigh b 0.000
Stiffness
E kN/m
2
50.00E3
n (nu) 0.4000

Output : Materials
Date : 14/2/2014
Page : 6
Alternatives
G kN/m
2
17.86E3
Eoed kN/m
2
107.1E3
Strength
cref kN/m
2
0.000
j (phi) ° 31.00
y (psi) ° 0.000
Velocities
Vs m/s 95.97
Vp m/s 235.1

Output : Materials
Date : 14/2/2014
Page : 7
Advanced
Set to default values Yes
Stiffness
Einc kN/m
2
/m 0.000
yref m 0.000
Strength
cinc kN/m
2
/m 0.000
yref m 0.000
Tension cut-off Yes
2
0.000
Undrained behaviour
Undrained behaviour Standard
Skempton-B 0.9532
nu 0.4950
Kw,ref / n kN/m
2
1.696E6
Consolidation
Cv,ref m
2
/day 0.000
Strength
Strength Rigid
Rinter 1.000
dinter 0.000

Output : Materials
Date : 14/2/2014
Page : 8
K0 settings
K0 determination Automatic
K0,x 0.4850
Model
Data set Standard
Soil
Type Coarse
< 2 mm % 10.00
2 mm - 50 mm % 13.00
50 mm - 2 mm % 77.00
Parameters
Set to default values No
kx m/day 0.000
ky m/day 0.000
-yunsat m 10.00E3
einit 0.5000
ck 1.000E15

Output : Materials
Date : 14/2/2014
Page : 1
Material set
Identification KSP 3A
Comments
Colour RGB 0, 0, 255
Material type Elastic
Properties
Isotropic Yes
EA1 kN/m 3.720E6
EA2 kN/m 3.720E6
EI kN m
2
/m 45.60E3
d m 0.3835
w kN/m/m 1.460
n (nu) 0.4000
Rayleigh a 0.000
Rayleigh b 0.000

APPENDIX 3
GEOTECHNICAL STABILITY CHECKS RESULTS FOR CPI

APPENDIX 4
PLAXIS ANALYSES INPUT & OUTPUTS FOR CPI

Project description : BH 34 1.5 m trim with 2m dewatering with compacted soil with modifed sequence with struts Output Version 2011.2.8486.7510
Project filename : BH 34 1.5 m trim with 2m dewatering with compacted soil with modifed sequence with struts
Step : 350
Date : 2/14/2014
Page : 1
Identification Phase Start from Calculation type Loading input Pore pressure
Time step
[day]
First step Last step Log
Initial phase 0 N/A K0 N/A Phreatic 0.000 1 1 OK
surcharge 1 0 Plastic Staged construction Phreatic 0.000 2 12 OK
Insert Sheetpile 2 1 Plastic Staged construction Phreatic 0.000 13 15 OK
2nd Excavation 3 5 Plastic Staged construction Phreatic 0.000 91 100 OK
FOS after first Exc 4 3 Safety Incremental multipliers Use pressures from previous phase 0.000 101 350 OK
Insert Stut 5 6 Plastic Staged construction Phreatic 0.000 26 90 OK
1st Excavation 6 2 Plastic Staged construction Phreatic 0.000 16 25 OK
FOS after 1st Exc 7 6 Safety Incremental multipliers Use pressures from previous phase 0.000 351 600 OK

Output : Materials
Date : 2/14/2014
Page : 1
Material set
Identification number 1 2 3 4
Identification Medium Sand (compacted) Soft Clay Stiff Clay Medium to Dense Sand
Material model Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb
Drainage type Drained Undrained (B) Undrained (B) Drained
Colour RGB 232, 161, 183 RGB 134, 234, 162 RGB 236, 232, 156 RGB 249, 195, 225
Comments
General properties
gunsat kN/m
3
20.00 17.00 19.00 19.00
gsat kN/m
3
22.00 18.50 20.00 20.00
Advanced
Void ratio
Dilatancy cut-off No No No No
einit 0.5000 0.5000 0.5000 0.5000
emin 0.000 0.000 0.000 0.000
emax 999.0 999.0 999.0 999.0
Damping
Rayleigh a 0.000 0.000 0.000 0.000
Rayleigh b 0.000 0.000 0.000 0.000
Stiffness
E kN/m
2
60.00E3 3000 10.00E3 50.00E3
n (nu) 0.3000 0.4000 0.4000 0.4000

Output : Materials
Date : 2/14/2014
Page : 2
Alternatives
G kN/m
2
23.08E3 1071 3571 17.86E3
Eoed kN/m
2
80.77E3 6429 21.43E3 107.1E3
Strength
cref kN/m
2
0.000 25.00 60.00 0.000
j (phi) ° 35.00 0.000 0.000 31.00
y (psi) ° 0.000 0.000 0.000 0.000
Velocities
Vs m/s 106.3 24.85 42.92 95.97
Vp m/s 198.9 60.88 105.1 235.1

Output : Materials
Date : 2/14/2014
Page : 3
Advanced
Set to default values Yes Yes Yes Yes
Stiffness
Einc kN/m
2
/m 0.000 0.000 0.000 0.000
yref m 0.000 0.000 0.000 0.000
Strength
cinc kN/m
2
/m 0.000 0.000 0.000 0.000
yref m 0.000 0.000 0.000 0.000
Tension cut-off Yes Yes Yes Yes
2
0.000 0.000 0.000 0.000
Undrained behaviour
Undrained behaviour Standard Standard Standard Standard
Skempton-B 0.9783 0.9532 0.9532 0.9532
nu 0.4950 0.4950 0.4950 0.4950
Kw,ref / n kN/m
2
2.250E6 101.8E3 339.3E3 1.696E6
Consolidation
Cv,ref m
2
/day 0.000 0.000 0.000 0.000
Strength
Strength Rigid Rigid Rigid Rigid
Rinter 1.000 1.000 1.000 1.000
dinter 0.000 0.000 0.000 0.000

Output : Materials
Date : 2/14/2014
Page : 4
K0 settings
K0 determination Automatic Automatic Automatic Automatic
K0,x 0.4264 1.000 1.000 0.4850
Model
Data set Standard Standard Standard Standard
Soil
Type Coarse Coarse Coarse Coarse
< 2 mm % 10.00 10.00 10.00 10.00
2 mm - 50 mm % 13.00 13.00 13.00 13.00
50 mm - 2 mm % 77.00 77.00 77.00 77.00
Parameters
Set to default values No No No No
kx m/day 0.000 0.000 0.000 0.000
ky m/day 0.000 0.000 0.000 0.000
-yunsat m 10.00E3 10.00E3 10.00E3 10.00E3
einit 0.5000 0.5000 0.5000 0.5000
ck 1.000E15 1.000E15 1.000E15 1.000E15

Output : Materials
Date : 2/14/2014
Page : 5
Material set
Identification number 5 6
Identification Very Stiff Clay Hard Clay
Material model Mohr-Coulomb Mohr-Coulomb
Drainage type Undrained (B) Undrained (B)
Colour RGB 182, 182, 226 RGB 161, 226, 232
Comments
General properties
gunsat kN/m
3
19.00 19.00
gsat kN/m
3
20.50 20.50
Advanced
Void ratio
Dilatancy cut-off No No
einit 0.5000 0.5000
emin 0.000 0.000
emax 999.0 999.0
Damping
Rayleigh a 0.000 0.000
Rayleigh b 0.000 0.000
Stiffness
E kN/m
2
13.00E3 15.00E3
n (nu) 0.4000 0.000

Output : Materials
Date : 2/14/2014
Page : 6
Alternatives
G kN/m
2
4643 7500
Eoed kN/m
2
27.86E3 15.00E3
Strength
cref kN/m
2
100.0 300.0
j (phi) ° 0.000 0.000
y (psi) ° 0.000 0.000
Velocities
Vs m/s 48.94 62.20
Vp m/s 119.9 87.96

Output : Materials
Date : 2/14/2014
Page : 7
Advanced
Set to default values Yes Yes
Stiffness
Einc kN/m
2
/m 0.000 0.000
yref m 0.000 0.000
Strength
cinc kN/m
2
/m 0.000 0.000
yref m 0.000 0.000
Tension cut-off Yes Yes
2
0.000 0.000
Undrained behaviour
Undrained behaviour Standard Standard
Skempton-B 0.9532 0.9933
nu 0.4950 0.4950
Kw,ref / n kN/m
2
441.1E3 742.5E3
Consolidation
Cv,ref m
2
/day 0.000 0.000
Strength
Strength Rigid Rigid
Rinter 1.000 1.000
dinter 0.000 0.000

Output : Materials
Date : 2/14/2014
Page : 8
K0 settings
K0 determination Automatic Automatic
K0,x 1.000 1.000
Model
Data set Standard Standard
Soil
Type Coarse Coarse
< 2 mm % 10.00 10.00
2 mm - 50 mm % 13.00 13.00
50 mm - 2 mm % 77.00 77.00
Parameters
Set to default values No No
kx m/day 0.000 0.000
ky m/day 0.000 0.000
-yunsat m 10.00E3 10.00E3
einit 0.5000 0.5000
ck 1.000E15 1.000E15

Output : Materials
Date : 2/14/2014
Page : 1
Material set
Identification KSP 3A
Comments
Colour RGB 0, 0, 255
Properties
Isotropic Yes
EA1 kN/m 3.720E6
EA2 kN/m 3.720E6
EI kN m
2
/m 45.60E3
d m 0.3835
w kN/m/m 1.460
n (nu) 0.3000
Rayleigh a 0.000
Rayleigh b 0.000

Output : Materials
Date : 2/14/2014
Page : 1
Material set
Identification <NoName>
Comments
Colour RGB 0, 0, 0
Properties
EA kN 1.000E6
Lspacing m 1.000
anchor material

APPENDIX 5
CALCULATION IN SHEET PILE CHECKING

APPENDIX 6
STAD PRO INPUTS AND OUTPUTS FOR 10.0M WALER

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01a.std
1 m1.33 m1 m1 m1.33 m1 m1 m1.33 m1 m
Load 1
X
Y
Z

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01a.std
1 m
Max: 21.937 kNm
1.33 m
Max: 22.305 kNm
1 m
Max: 22.305 kNm
1 m
Max: 22.281 kNm
1.33 m
Max: 22.281 kNm
1 m
Max: 22.281 kNm
1 m
Max: 22.305 kNm
1.33 m
Max: 22.305 kNm
1 m
Max: 21.937 kNm
DisplacementBending Z :Load 4 :
Moment - kNm

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01a.std
1 m
Max: 115.037 kN
1.33 m
Max: 124.409 kN
1 m
Max: -99.578 kN
1 m
Max: 99.554 kN
1.33 m
Max: 124.134 kN
1 m
Max: -99.554 kN
1 m
Max: 99.578 kN
1.33 m
Max: -124.409 kN
1 m
Max: -115.037 kN
DisplacementShear Y :Load 4 :
Force - kN

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 14:52CPI 01a.std
0.185
0.2
0.203
0.16
0.199
0.16
0.203
0.2
0.185
Load 1

Friday, February 14, 2014, 03:49 PM
PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries4 *
* Version 20.07.09.11 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= FEB 14, 2014 *
* Time= 14:52:43 *
* *
* USER ID: *
****************************************************
1. STAAD PLANE
INPUT FILE: CPI 01a.STD
2. START JOB INFORMATION
3. ENGINEER DATE 14-FEB-14
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 9 0 0 -1; 10 3.33333 0 -1; 11 6.66667 0 -1; 12 10 0 -1; 19 1 0 -1.
9. 20 4.33333 0 -1; 21 7.66667 0 -1; 22 2.33333 0 -1; 23 5.66667 0 -1; 24 9 0 -1.
10. MEMBER INCIDENCES
11. 1 9 19; 5 10 20; 6 11 21; 10 19 22; 11 20 23; 12 21 24; 13 22 10; 14 23 11
12. 15 24 12
13. DEFINE MATERIAL START
14. ISOTROPIC STEEL
15. E 2.05E+008
16. POISSON 0.3
17. DENSITY 76.8195
18. ALPHA 1.2E-005
19. DAMP 0.03
20. TYPE STEEL
21. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
22. END DEFINE MATERIAL
23. MEMBER PROPERTY BRITISH
24. 1 5 6 10 TO 15 TABLE ST UC305X305X118
25. CONSTANTS
26. MATERIAL STEEL ALL
27. SUPPORTS
28. 9 TO 12 19 TO 24 ENFORCED BUT FX MX MY MZ
29. LOAD 1 LOADTYPE NONE TITLE DEAD LOAD
30. MEMBER LOAD
31. 1 5 6 10 TO 15 UNI GY -133
32. JOINT LOAD
33. 12 FX -465.5
34. 9 FX 465.5
35. LOAD COMB 4 1.4DL
36. 1 1.4
37. PERFORM ANALYSIS
Page 1 of 5C:UsersOGP37DesktopZhao Chen FilesSTAAD2421.03CPI 01a.anl

STAAD PLANE -- PAGE NO. 2
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 10/ 9/ 10
SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER
ORIGINAL/FINAL BAND-WIDTH= 6/ 1/ 6 DOF
TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 30
SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.0/ 313369.2 MB
***WARNING - INSTABILITY AT JOINT 12 DIRECTION = FX
PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING
K-MATRIX DIAG= 1.7558701E+04 L-MATRIX DIAG= 1.0913936E-11 EQN NO 28
***NOTE - VERY WEAK SPRING ADDED FOR STABILITY
**NOTE** STAAD DETECTS INSTABILITIES AS EXCESSIVE LOSS OF SIGNIFICANT DIGITS
DURING DECOMPOSITION. WHEN A DECOMPOSED DIAGONAL IS LESS THAN THE
BUILT-IN REDUCTION FACTOR TIMES THE ORIGINAL STIFFNESS MATRIX DIAGONAL,
STAAD PRINTS A SINGULARITY NOTICE. THE BUILT-IN REDUCTION FACTOR
IS 1.000E-09
THE ABOVE CONDITIONS COULD ALSO BE CAUSED BY VERY STIFF OR VERY WEAK
ELEMENTS AS WELL AS TRUE SINGULARITIES.
38. PARAMETER 1
39. CODE BS5950
40. PY 275000 ALL
41. CHECK CODE ALL
STAAD.Pro CODE CHECKING - (BSI )
***********************
PROGRAM CODE REVISION V2.13_5950-1_2000

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.185 4
651.70 C 0.00 -21.93 1.00
5 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.160 4
651.70 C 0.00 -22.28 1.00
6 ST UC305X305X118 PASS BS-4.8.3.3.2 0.203 4
651.70 C 0.00 22.30 -
10 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.200 4
651.70 C 0.00 -22.30 1.33
11 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.199 4
651.70 C 0.00 22.28 0.00
12 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.200 4
651.70 C 0.00 22.30 0.00
13 ST UC305X305X118 PASS BS-4.8.3.3.2 0.203 4
651.70 C 0.00 22.30 -
14 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.160 4
651.70 C 0.00 22.28 0.00
15 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.185 4
651.70 C 0.00 21.93 0.00
************** END OF TABULATED RESULT OF DESIGN **************
42. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= FEB 14,2014 TIME= 14:52:43 ****

APPENDIX 7
STAD PRO INPUTS AND OUTPUTS FOR 7.0M WALER

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01b.std
1 m5 m1 m
Load 1
X
Y
Z

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01b.std
1 m
Max: 323.268 kNm
Max: 0 kNm5 m
Max: 323.268 kNm
Max: -258.607 kNm
1 m
Max: 323.268 kNm
Max: 0 kNm
DisplacementBending Z :Load 0 :
Moment - kNm

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01b.std
1 m
Max: 416.368 kN
5 m
Max: 465.500 kN
Max: -465.500 kN
1 m
Max: -416.368 kN
DisplacementBending Y :Shear Y :Load 0 :
Moment - kNm : Force - kN

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 14:54CPI 01b.std
0.669
0.748
0.669
Load 1

PAGE NO. 1
****************************************************
* *
* Version 20.07.09.11 *
* Date= FEB 14, 2014 *
* Time= 14:55: 9 *
* *
* USER ID: *
****************************************************
1. STAAD PLANE
INPUT FILE: CPI 01b.STD
5. INPUT WIDTH 79
6. UNIT METER KN
8. 1 0 0 0; 3 7 0 0; 25 1 0 0; 28 6 0 0
10. 3 1 25; 16 25 28; 19 28 3
12. ISOTROPIC STEEL
13. E 2.05E+008
14. POISSON 0.3
15. DENSITY 76.8195
16. ALPHA 1.2E-005
17. DAMP 0.03
18. TYPE STEEL
22. 3 16 19 TABLE ST UC305X305X118
23. CONSTANTS
25. SUPPORTS
26. 1 3 25 28 ENFORCED BUT FX MX MY MZ
28. MEMBER LOAD
29. 3 16 19 UNI GY -133
30. JOINT LOAD
31. 3 FX -221.7
32. 1 FX 221.7
33. LOAD COMB 4 1.4DL
34. 1 1.4
Page 1 of 5C:UsersOGP37DesktopZhao Chen FilesSTAAD2421.03CPI 01b.anl

-----------------------------------
K-MATRIX DIAG= 2.1070448E+04 L-MATRIX DIAG= 3.6379788E-12 EQN NO 10
IS 1.000E-09
36. PARAMETER 1
37. CODE BS5950
38. PY 275000 ALL
39. CHECK CODE ALL
***********************

FX MY MZ LOCATION
=======================================================================
3 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.669 4
310.38 C 0.00 -323.25 1.00
16 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.748 4
310.38 C 0.00 323.25 0.00
19 ST UC305X305X118 PASS BS-4.2.3-(Y) 0.669 4
310.38 C 0.00 323.25 0.00
40. FINISH
**** DATE= FEB 14,2014 TIME= 14:55: 9 ****

APPENDIX 8
STAD PRO INPUTS AND OUTPUTS FOR 7.0M STRUT

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01c.std
1 m
Max: -27.422 kNm5 m
Max: 35.078 kNm
1 m
Max: -27.422 kNm
DisplacementBending Y :Load 3 :
Moment - kNm

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 15:05CPI 01c.std
1 m
Max: 27.422 kN
5 m
Max: 25.000 kN
1 m
Max: -27.422 kN
DisplacementShear Z :Load 3 :
Force - kN

Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-14
14-Feb-2014 14:58CPI 01c.std
0.242
0.489
0.242
Load 1

PAGE NO. 1
****************************************************
* *
* Version 20.07.09.11 *
* Date= FEB 14, 2014 *
* Time= 14:58:51 *
* *
* USER ID: *
****************************************************
1. STAAD SPACE
INPUT FILE: CPI 01c.STD
5. INPUT WIDTH 79
6. UNIT METER KN
8. 1 0 0 0; 3 7 0 0; 25 1 0 0; 28 6 0 0
10. 3 1 25; 16 25 28; 19 28 3
12. ISOTROPIC STEEL
13. E 2.05E+008
14. POISSON 0.3
15. DENSITY 76.8195
16. ALPHA 1.2E-005
17. DAMP 0.03
18. TYPE STEEL
22. 3 16 19 TABLE ST UC254X254X73
23. CONSTANTS
25. SUPPORTS
26. 1 3 25 28 ENFORCED BUT FX MX MY MZ
28. JOINT LOAD
29. 3 FX -443.3
30. 1 FX 443.3
31. LOAD 2 LOADTYPE LIVE TITLE LIVE LOAD
32. MEMBER LOAD
33. 16 CON GY -1.
34. LOAD 3 LOADTYPE NONE TITLE ACCIDENTAL LOAD
35. MEMBER LOAD
36. 16 CON GZ -50
37. LOAD COMB 4 1.4DL + 1.6LL
38. 1 1.4 2 1.6
39. LOAD COMB 5 1.05DL + 0.5LL + 1.05AL
40. 1 1.05 2 0.5 3 1.05
Page 1 of 5C:UsersOGP37DesktopZhao Chen FilesSTAAD2421.03CPI 01c.anl

STAAD SPACE -- PAGE NO. 2
-----------------------------------
K-MATRIX DIAG= 1.3077724E+04 L-MATRIX DIAG= 0.0000000E+00 EQN NO 19
IS 1.000E-09
***WARNING - INSTABILITY AT JOINT 28 DIRECTION = MX
K-MATRIX DIAG= 4.8255787E+02 L-MATRIX DIAG= -5.6843419E-14 EQN NO 22
42. PARAMETER 1
43. CODE BS5950
44. PY 275000 ALL
45. CHECK CODE ALL
***********************

STAAD SPACE -- PAGE NO. 3
FX MY MZ LOCATION
=======================================================================
3 ST UC254X254X73 PASS BS-4.7 (C) 0.242 4
620.62 C 0.00 0.00 0.00
16 ST UC254X254X73 PASS ANNEX I.1 0.489 5
465.47 C 36.83 0.36 -
19 ST UC254X254X73 PASS BS-4.7 (C) 0.242 4
620.62 C 0.00 0.84 0.00
46. FINISH
**** DATE= FEB 14,2014 TIME= 14:58:52 ****

APPENDIX 9
BORE LOG INFORMATION USED FOR THE DESIGN

BH 30 is adopted for the design of PSVM

BH 34 is adopted for the design of CPI

Retaining Structure Design, Professional Engineering Report

Retaining Structure Design, Professional Engineering Report

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