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

INTRODUCTION

2.0 DESIGN INFORMATION

This report covers the design of the earth retaining or stabilising shoring structure (ERSS) infacilitating 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 ValveManifold) 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 levelis 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 ConsiderationsGround water table assumed 2.0 m below the excavation as a result of 24-hour dewateringduring 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 BuildingBS 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 Sand6.5-9.5 m Firm to Stiff Clay9.5-20.5 m Stiff Clay20.5-22.7m Hard Clay22.7-29m Stiff Clay39-38.5 m Medium to Dense Sand38.5 – 44m Very Hard Clay

CPI (3.8 m excavation site and 1.5 m trim from original ground level)0-6.8 m Medium sand6.8-8 m Soft Clay8- 10 m Stiff Clay10-25m Very Stiff Clay25-34m Medium to Dense Sand34-40m Hard Clay

2.6 Sequences of Work

The intended sequences of work are as follows for PSVM

1. Trim the ground level for 1.5m2. 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 Manofold4. Install the concrete slab at the bottom of excavation5. Install pumps/valve manifold at excavation site6. 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 1.5m2. Insert the KSPIIIA sheet pile 12.0 m below new ground level.3. Excavate to 1.0 m depth from the new ground level4. Install 1st layer of prop at 0.5 m below new ground level5. Excavate to 3.8m depth from the new ground level6. Install the concrete slab at the bottom of excavation7. Install CPI at excavation site8. Refill up to 1.0 m below new ground level9. Remove the 1st layer prop10. 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 usingPLAXIS 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 arealistic simulation of construction and excavation process that closely follows the actualconstruction sequence. It allows the application of surcharge loads, point loads and alsomodels changes in ground water conditions.

3.1 GeneralThe excavation was modeled using the 2-D plane strain analysis. In the mesh, the left andright boundaries are assumed to be fixed horizontally but free to move vertically, whereas thebottom boundary is assumed to be fixed in both directions. The in-situ stresses are firstgenerated based on the unit weight and the k0 values, after which the in-situ hydrostatic porepressures are generated by defining a phreatic line at the assumed water table level in the FEmesh.

3.2 Soil ModelThe non-linear and stress-dependent stress-strain properties of the soils are modelled usingthe elastic-perfectly plastic Mohr-Coulomb soil constitutive model.For sand and silty clay layers, effective stress analysis using drained soil parameters shall beadopted to simulate the drained behaviors of sand and clays. This is done by specifying theeffective 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 PressuresTo simulate the excavation, the ground water at the retained earth side was kept at constantlevel (2 meters below the final excavation level, depending on the specific job)

3.4 SurchargeA surcharge of 10.0 kN was applied behind the retaining wall as per requirement inBS8002:1994 EarthRetaining Structures.Selective FEM simulation data and analysis results are given in Appendix.

4.0 STRUCTURAL ANALYSISThe structures are designed for the most onerous combination of loads using relevant partialsafety factors in accordance with the requirements of SS CP 65 (1999) and BS 5950. Theresults of structural analysis are shown in the following table.

Sheetpile: KSPIIIA@PSVMLimit Actual Max Value Conclusion

Shear Force (kN/m) 3069 37 OKBending Moment (kNm/m) 418 33 OKHorizontal GroundMovement (mm) 1.0% (28mm) 23.6 OKVertical Ground Movement(mm)

1.0% (28mm) 5.5 OK

Sheetpile: KSPIIIA@CPILimit Actual Max Value Conclusion

Shear Force (kN/m) 3069 100 OKBending Moment (kNm/m) 418 76 OKHorizontal GroundMovement (mm) 1.0% (38mm) 37.2 OKVertical 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 incompliance with relevant codes of practice, technical specifications and the authority’srequirements.

5.0 INSTRUMENTATION AND MONITORING PROGRAMMEVarious assumptions have been made in theoretical analysis. These assumptions, thoughhave been derived with great care, requires verification through the instrumentation resultsmonitored continually throughout the construction period.

Instrumentation and monitoring therefore forms an integral part of such excavation activitywhere the readings serve as a basis to verify if all technical requirements and specificationshave been met.

A comprehensive instrumentation and monitoring program is deemed necessary. The types ofinstruments and monitoring frequency proposed are as given in the instrumentationmonitoring plan.

Monitoring results shall be forwarded to all relevant parties as soon as they are taken in suchthat remedial actions can be immediately taken should any of the readings breach thespecified work suspension level.

6.0 CONCLUSIONSIn 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 madeavailable by site investigation work and used in the design simulation analysis, the correctdata must be used and the design of the proposed earth retaining system must be enhancedand rectified accordingly.

Monitoring results shall be reviewed and analysed on regular basis so that any substantialdeviation from the theoretical prediction will be made available quickly such that remedialprocedures 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

XYZ

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

XYZ

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

XYZ

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

XYZ


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

9.0 DESIGN OF STRUTS


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

XYZ

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

XY

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

XY

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

XY

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/mm2 m

Section depth, D Web thickness, t Flange thickness, T Sectional area, A

mm mm mm cm2

Sect. modulus, Zx Sect. modulus, Zy Radius of gyration, ry

cm3

cm3 cm

Shear capacity ( 4.2.3 )

Shear area, Av = = mm2

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/mm2 ( 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/mm2 ( 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 bw0.5

1.3

py Zy

pb Zx

19.8

14

6.32292

91.4

254X254X73

275 1.41

0 703

bracing design

OGP38

Rectangle

11.0 DESIGN OF CONNECTION MEMBERS

12.0 P.E. CERTIF ICATION

1.1 In accordance with Regulation 9 of the Building Control Regulations,I, CHENG TEE TECK, Qualified Person for Structural Works appointed under section8(1)(a) or 11(1)(d)(i) of the Building Control Act, hereby submit the detailed structuralplans and design calculations prepared by me and certify that they have beenprepared in accordance with the provisions of the Building Control Regulations , theBuilding Control Act and any other written law pertaining to buildings and constructionfor the time being in force.

I further certify that these detailed structural plans and design calculations are inreference to Project Reference No. : E3326-12292-2012-ST07

1.2 Total number of structural plans submitted : 2

1.3 Total number of pages of designCalculations 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 pressureTime 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/m3

18.50 16.00 19.00 19.00

gsat kN/m3

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/m2

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/m2

19.64E3 3571 4286 5.000E6

Eoed kN/m2

117.9E3 21.43E3 25.71E3 30.00E6

Strength

cref kN/m2

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/m2/m 0.000 0.000 0.000 0.000

yref m 0.000 0.000 0.000 0.000

Strength

cinc kN/m2/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/m2

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/m2

1.866E6 339.3E3 407.1E3 475.0E6

Consolidation

Cv,ref m2/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/m3

19.00

gsat kN/m3

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/m2

50.00E3

n (nu) 0.4000




Output : Materials

Date : 14/2/2014

Page : 6


Alternatives

G kN/m2

17.86E3

Eoed kN/m2

107.1E3

Strength

cref kN/m2

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/m2/m 0.000

yref m 0.000

Strength

cinc kN/m2/m 0.000

yref m 0.000

Tension cut-off Yes


0.000

Undrained behaviour

Undrained behaviour Standard

Skempton-B 0.9532

nu 0.4950

Kw,ref / n kN/m2

1.696E6

Consolidation

Cv,ref m2/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 m2/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 pressureTime 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/m3

20.00 17.00 19.00 19.00

gsat kN/m3

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/m2

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/m2

23.08E3 1071 3571 17.86E3

Eoed kN/m2

80.77E3 6429 21.43E3 107.1E3

Strength

cref kN/m2

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/m2/m 0.000 0.000 0.000 0.000

yref m 0.000 0.000 0.000 0.000

Strength

cinc kN/m2/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


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/m2

2.250E6 101.8E3 339.3E3 1.696E6

Consolidation

Cv,ref m2/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/m3

19.00 19.00

gsat kN/m3

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/m2

13.00E3 15.00E3

n (nu) 0.4000 0.000




Output : Materials

Date : 2/14/2014

Page : 6


Alternatives

G kN/m2

4643 7500

Eoed kN/m2

27.86E3 15.00E3

Strength

cref kN/m2

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/m2/m 0.000 0.000

yref m 0.000 0.000

Strength

cinc kN/m2/m 0.000 0.000

yref m 0.000 0.000

Tension cut-off Yes Yes


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/m2

441.1E3 742.5E3

Consolidation

Cv,ref m2/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 m2/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

OGP38

Rectangle

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

XYZ


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

XYZ


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:\Users\OGP37\Desktop\Zhao Chen Files\STAAD\2421.03\CPI 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

XYZ


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

XYZ


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:\Users\OGP37\Desktop\Zhao Chen Files\STAAD\2421.03\CPI 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

5 m

1 m

Load 1

XY

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

XY

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

XY

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

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:\Users\OGP37\Desktop\Zhao Chen Files\STAAD\2421.03\CPI 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

Documents

Retaining Structure Design, Professional Engineering Report