Proposed Reclamation At Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
Alternative Offer No. 4 and 5
[DESIGN CRITERIA]
Project Name
Proposed Reclamation at Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
Project Location :
Singapore
Employer
JTC Corporation
Main Contractor :
Dredging International Daelim Joint Venture
Review and Approval Record of the Present Document
Action
Name
Function
Approved by
DKO
General Manager
Checked by
PDG
Desk Manager
Prepared by
MOG
Desk Engineer
Signature
Date
Revision Status
Rev.
Date
24/02/14
Description
1
2
Page 1 of
Proposed Reclamation At Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
Alternative Offer No. 4 and 5
CONTENTS
1. INTRODUCTION.................................................................................................................................. 3
2. STRUCTURE DESIGN......................................................................................................................... 3
2.1 Design Life......................................................................................................................................
2.2 Codes and Standards.....................................................................................................................
2.3 Material Specification......................................................................................................................
2.3.1 Concrete..................................................................................................................................
2.3.2 Reinforcing Steel (CP 65: Part2:1996, Grade 460).................................................................
2.3.3 Steel pipe pile..........................................................................................................................
2.3.4 Corrosion Protection................................................................................................................
2.4 Structure Design Load....................................................................................................................
2.4.1 Design Load.............................................................................................................................
2.5 Design soil properties.................................................................................................................... 18
1. INTRODUCTION
This document summarizes the various loads and actions to be taken into account in the design of
the retaining structure.
Tuas Finger Ones total length is 3900.566meters. Of these, about 164.0 meters are the north side
Berthing edge (T6~S2). And length of non-berthing is 990.127meters, length of Berthing edge
Page 2 of
Proposed Reclamation At Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
Alternative Offer No. 4 and 5
(S3~S5) and S5(S5~T2) is 2,567.450meters and 178.989meters.
2. STRUCTURE DESIGN
2.1 Design Life
The design is to be carried out to provide a design life of 75 years.
2.2 Codes and Standards
[Table 1 ]
Item
Code, Standards and
Guidelines
Description/Value
BS 6349
BS 5400
BS 6031
CP 4
BS 8002
BS 8007
:
:
:
:
:
:
CP 65
BS 8081
BS 5950
BS 6399
BS 1377
BS 933
:
:
:
:
:
:
Maritime Structure
Steel, Concrete and Composite Bridges
Code of Practice for Earthworks
Code of Practice for Foundations
Code of Practice for Earth Retaining Structures
Code of Practice for Design of Concrete Structures
for Retaining Aqueous Liquids
Code of Practice for Structures Use of Concrete
Code of Practice for Ground Anchorages
Structural Use of Steelwork in Buildings
Part 2 Code of Practice for Wind Loads
Method of test for Soil for Civil Engineering Purposes
Test for Geometrical Properties of Aggregates
2.3 Material Specification
2.3.1 Concrete
1) Specified compressive strength of concrete (at 28days)
: fc = 40Mpa ( Pile Deck Structures)
2) Concrete unit weight : Wc =
25.0 kN/m3
3) Modulus of elasticity : Ec = 3.4 x 104 (MPa)
2.3.2 Reinforcing Steel (CP 65: Part2:1996, Grade 460)
1) Specified yield strength of reinforcement : fy = 460 MPa
2) Modulus of elasticity for Reinforcing Steel : E s = 2.0 x 105 MPa
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2.3.3 Steel pipe pile
All steel for piles shall be in accordance with BS 5950 : 2002, Steel Grade S355
Specified yield strength of steel for vertical pipe pile :
f y = 355 Mpa
2.3.4 Corrosion Protection
Corrosion Allowance :
2 mm ( Client maintenance period of 15 years on condition)
No corrosion loss will be assumed on the inside faces of tubular steel piles
Splash Zone
Immersed Zone : Cathodic protection
: Painting system
The exposed concrete : Silane painting (Min.300ml/m2)
Design result of corrosion protection
DECK TOP CD.(+)6.00
SILANE PAINT(2 LAYER)
(MIN. 300 /)
CD.(-)1.00
STEEL PIPE PILE
SEA BED
< Figure 1 >
2.4 Structure Design Load
2.4.1 Design Load
1) Dead load
It is automatically calculated in SAP Program
2) Live load
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Tender Ref. No. : JTC000/T/58A/2013
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Pre- port stage
: 60.0 kN/ m2
Container port stage : 43.0 kN/ m2 (Berthing)
Container port stage : 10.0 kN/ m2 (Non-berthing)
-Berthing
Pre- port
Container port
64,000
29,000
29,000
64,000
60kN/m
43kN/m
-Non-berthing,S5(Pre-port applies only)
Pre- port
Container port
64,000
29,000
29,000
64,000
60kN/m
10kN/m
< Figure 2 >
- Operating load
Normal crane load - berthing
- QC : 1500kN(8 wheels) at 1.219m
- Vertical load : 1,250 kN/m
- Horizontal load : 125 kN/m
- Loading the vertical load and horizontal load at the same time.
- Horizontal load is applied with 10% of axial load at a right angle
direction of progress.
Crane wheel arrangement
Maximum width of crane = 26m
15,000
8 Wheels at 1.219m
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< Figure 3 >
Extreme crane load - berthing
- Vertical load
: 1,695 kN/wheel , 1695kN x 8ea / 9.6m = 1412.5 kN/m
- Horizontal load(Longitudinal) : 1759 kN/rail , 1759 kN / 2corner / 9.6m = 91.515kN/m
- Horizontal load(Transverse) : 170 kN/wheel , 170 kN x 8ea / 9.6m = 141.67kN/m
- Up-lift load
: 2370 kN/corner
Load
cases
Crane load
CASE1
Case1
vertical load
CASE2
Case2
vertical load
Maximum width of crane = 26m
Maximum width of crane = 26m
15,000
15,000
8 Wheels at 1.219m
8 Wheels at 1.219m
vertical load
vertical load
vertical load
Maximum width of crane = 26m
Maximum width of crane = 26m
15,000
15,000
8 Wheels at 1.219m
8 Wheels at 1.219m
up-lift load
up-lift load
vertical load
< Figure 4 >
Superimposed live load - berthing, non-berthing
[Table 2 ]
SLL type
DST
SLL type
Design load
50kN(4 wheels)
250kN(8 wheels) at 1.200m
200kN(20 wheels) at 1.280m
Design load
HA
30kN/m2
HB45
112.5kN each
Automated Guided vehicles
(AGV)
475kN each
Double-stack automated Guided
vehicles (AGV)
327.5kN each
Page 6 of
Proposed Reclamation At Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
Alternative Offer No. 4 and 5
Heavy Forklift trucks
Front : 1059kN
Rear : 70kN
Mobile Cranes
Apply 1m x1m 70ton
SLL wheel Arrangement
[Table 3 ]
DST
3,496
1,200
9,144
HA
C.T.C
1.280
2
6,486
30KN/m (HA)
Automated Guided vehicles
(AGV)
HB45
8,800
6000,11000,21000,26000
DIRECTION OF TRAVEL
1,800
5,600
1,800
Double-stack automated Guided
vehicles (AGV)
Heavy Forklift trucks
8,800
4,500
1059kN
each
3,000
70kN
each
5,600
5,500
Mobile Cranes
12,640
7,500
BLANK
4) Berthing Load - berthing
Berthing on three fenders
Berthing on two fenders
Page 7 of
Proposed Reclamation At Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
Alternative Offer No. 4 and 5
Fender 1 : 1,428 kN
Fender 2 : 2,596 kN
Fender 3 : 1,428 kN
Fender A : 2,596 kN
Fender B : 2,596 kN
Extreme
BLANK
2,596 kN each
Including a 10% premium
< Figure 5 >
5) Mooring Load - berthing
CASE1
CASE2
10,000
5,000
15,000
5,000
1500kN each
1500kN each
CASE3
CASE4
44,000
5,000
5,000
1500kN each
1500kN each
< Figure 6 >
Page 8 of
Proposed Reclamation At Tuas Finger One
Tender Ref. No. : JTC000/T/58A/2013
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6) Wind load (BS - EN 1991-1-4:2005, p.88)
a) Long term(normal)
: 29.2 m/sec
(Maritime and Port Authority of Singapore, Package 1, Part B, Appendix B-10, MetOcean
Analysis for the Development of a Port at Tuas, p7)
b) Short term(extreme) : 33.0 m/sec
- FW =
1
2
vb C Aref , x
2
where,
: is the air density, which depends on the altitude, temperature and barometric
pressure to be expected in the region during wind storms.( = 1.25kg/m3, p.23)
Vb : is the basic wind speed
C : is the wind load factor. C = Ce Cf,x
C e : is the exposure factor (Ce = 1.8, p.23)
Cf, x : is the force coefficient without free-end flow (Cf,x = Cf,0 r ,p.65)
Cf,0 : is the force coefficient of rectangular sections with sharp corners and without
free-end flow (Cf,0 = 0.9, p.65)
r : is the reduction factor for square sections with rounded corners.
(r = 1.0, p.65)
: is the reduction factor for square sections with rounded corners.
( = 0.90, p.80)
Aref,x : is the reference area of the structure or structural element
Fw1 in long term(normal) condition
Fw1 =
1
1.25 29.2 2 1.8 0.9 1.0 0.90 776.97 N / m 2 0.78kN / m 2
2
Fw2 in short term(extreme) condition
Fw2 =
1
1.25 332 1.8 0.9 1.0 0.90 992.35 N / m 2 0.99kN / m 2
2
7) Current load
Page 9 of
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Alternative Offer No. 4 and 5
1
CD wo / g D V2
2
FD =
=
1
C D o D V 2
2
FD
where,
: Drag force per unit length (kN/m)
D
CD
o
wo
g
V
FD
: Diameter of cylindrical member
: Drag coefficient (CD = 1)
: Density of seawater (=wo /g)
: Unit weight of seawater (kN/m3)
: The gravity acceleration (9.8m/sec2)
: Velocity of current
(0.5 m/sec : Maritime and Port Authority of Singapore, Package 1, Part B,
Appendix B-10, Met-Ocean Analysis for the Development of a Port at Tuas,
p11)
1
1.0 10.0 0.5 2 1.25kN / m 2
2
8) Wave load
- Maritime and Port Authority of Singapore, Package 1, Part B, Appendix B-10, Met-Ocean
Analysis for the Development of a Port at Tuas( p9) are applied to the design factor (wave
height and wave Period )
F FD FI =
Ls
Ls
( 1 2 C D WS U U dLS
Ci AU ) dLS
: Morisons Equation
Where,
is the total wave force normal to the axis of the member in kilonewtons (kN)
FD
FI
is the drag force component in kilonewtons (kN) given by
is the inertia force component in kilonewtons (kN) given by
Ls : is the submerged length of the member, of which dLs is an elemental length
in metres (m)
CD : is the drag force coefficient (CD = 1)
C i : is the inertia force coefficient ( Ci = 2)
U : is the instantaneous water particle velocity normal to the member in metres
per second (normal :4.7m/s, extreme :4.8m/s)
: is the instantaneous water particle acceleration normal to the member
(9.81 m/s2)
: is the mass density of the water in tonnes per cubic metre (1.0 t/m3)
: is the cross-sectional area of the member in square metres
Berthing (2.000x22t = 0.137m2)
Non-Berthing,S5 (1.600x20t = 0.099m2)
a) Berthing
[Table 4 ]
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Tide level
Sea
depth
Wave
height
Wave
period
Wave
length
CD
Hmax
T1/3
(m)
(m)
(m)
(s)
(m)
Normal
2.96
25.96
1.1
4.7
34.47
Extreme
2.96
25.96
1.2
4.8
35.95
Description
Normal condition
Extreme condition
< Figure 7 >
[Table 5 ]
Normal condition
Extreme condition
(m)
(kN/m)
(kN/m)
CD(+)2.96
0.579
0.655
CD(+)1.00
0.293
0.344
CD (-) 5.00
0.059
0.065
CD (-) 11.00
0.020
0.023
CD (-) 17.00
0.007
0.009
CD (-) 23.00
0.004
0.006
Tide level
b) Non-berthing
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[Table 6 ]
Tide level
Sea
depth
Wave
height
Wave
period
Wave
length
CD
Hmax
T1/3
(m)
(m)
(m)
(s)
(m)
Normal
2.96
25.96
1.1
4.7
34.47
Extreme
2.96
25.96
1.2
4.8
35.95
Description
Normal condition
Extreme condition
< Figure 8 >
[Table 7 ]
Normal condition
Extreme condition
(m)
(kN/m)
(kN/m)
CD(+)2.96
0.458
0.519
CD(+)1.00
0.234
0.271
CD (-) 5.00
0.043
0.049
CD (-) 11.00
0.014
0.017
CD (-) 17.00
0.005
0.006
CD (-) 23.00
0.003
0.004
Tide Level
c) Interfaces at. S5
[Table 8 ]
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Tide level
Sea
depth
Wave
height
Wave
period
Wave
length
CD
Hmax
T1/3
(m)
(m)
(m)
(s)
(m)
Normal
2.96
28.96
1.1
4.7
34.48
Extreme
2.96
28.96
1.2
4.8
35.95
Description
Normal Condition
Extreme Condition
< Figure 9 >
[Table 9 ]
Normal condition
Extreme condition
(m)
(kN/m)
(kN/m)
CD(+)2.96
0.458
0.519
CD(-)2.00
0.091
0.106
CD (-) 8.00
0.024
0.027
CD (-) 14.00
0.008
0.010
CD (-) 20.00
0.003
0.004
CD (-) 26.00
0.002
0.002
Tide level
9) Earth pressure load
a) Coefficient of active earth pressure of origin soil layer (K a1,Ka2)
Ka
cos 2 ( )
sin( ) sin( )
cos cos( ) 1
cos( ) cos( )
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where, = internal friction angle of soil
= friction angle between soil and wall
= vertical angle of wall
= horizontal angle of the surface of the earth
b) Coefficient of passive earth pressure
cos 2 ( )
Kp
sin( ) sin( )
cos cos( ) 1
ofsoil
) cos( )
where, = internal frictioncos(
angle
2
= friction angle between soil and wall ( = /3)
= vertical angle of wall
= horizontal angle of the surface of the earth
-active earth pressure
[Table 10 ]
Level
(m)
Berthing
Non-berthing
(kN/m2)
(kN/m2)
CD(-)5.84
0.000
0.00
CD(-)23.0
52.613
52.613
CD (-)35.00
93.293
93.293
- passive earth pressure
[Table 11 ]
Level
(m)
Berthing
Non-berthing
(kN/m2)
(kN/m2)
CD(-)23.0
0.000
0.000
CD (-)35.00
187.00
187.00
Page 14 of
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20,500
BLOCK-L2
BLOCK-L2
BLOCK-L3
2,500
5,500
1,250
1,250
1,2503,0001,250
9,500
4,000
CD.(+)6.00
2,000
2,000
2,000
CD.(+)6.00
PILE WALL
(1,600 x 20t)
CD.(-)1.00
BLOCK-L4
1,250
100
CD.(+)6.00
100
3,000
1,250
1
DREDGING LINE
PILE WALL
(1,600 x 20t)
PILE WALL
(1,600 x 20t)
CD.(-)4.00
DREDGING LINE
10,000
STEEL PIPE PILE
(1,600 x 20t)
(C.T.C 6,100)
CD.(-)8.00
DREDGING LINE
CD.(-)11.00
18,000
18,000
2,000
2,500
16,200
BLOCK-L4
100
BLOCK-L1
12,200
BLOCK-L3
100
7,889
BLOCK-L1
STEEL PIPE PILE
(1,600 x 20t)
(C.T.C 6,100)
CD.(-)22.00
CD.(-)26.00
< Figure 10 >
-active earth pressure
[Table 12 ]
Level
(m)
BLOCK-L2
BLOCK-L3
BLOCK-L4
(kN/m2)
(kN/m2)
(kN/m2)
CD(+)4.0
9.20
9.20
9.20
CD(+)1.69
19.83
19.83
19.83
CD(-)1.00
30.01
CD(-)1.00
35.66
CD(-)2.00
30.01
30.01
CD(-)4.00
34.84
CD(-)4.00
45.60
CD(-)8.00
44.05
CD(-)8.00
58.24
CD(-)11.00
62.75
CD(-)22.00
99.78
112.42
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10) Surcharge pressure
a) Analysis result of earth pressure distribution
Surface load is no effect on earth pressure.
But result of underground stress analysis calculated on underground stress transmission
ratio by surface load is applied
10kN/m2
Depth : 0m
< Figure 11 >
Load Transmissibility with depth
[Table 15 ]
Depth
11
13
15
16
17
19
21
23
24
Avg.
FS
Applied
value
Transmissibility
(%)
10
10
17
10
17
21
13
12
10
2.
5
25
-Berthing, Non-berthing
[Table 16 ]
Station
Total surcharge
earth pressure
Design apply surcharge
earth pressure
Pre-port
473.413kN/m
118.353kN/m
Container
-port
339.280kN/m
84.820kN/m
-active earth pressure
[Table 17 ]
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Level
(m)
Interfaces at. S5
(kN/m2)
BLOCK-L2
BLOCK-L3
BLOCK-L4
CD(+)4.0
13.80
13.80
13.80
CD(-)1.00
18.06
13.80
13.80
CD(-)4.00
18.06
18.06
13.80
CD(-)8.00
18.06
18.06
18.06
CD(-)11.00
18.06
18.06
18.06
CD(-)22.00
18.06
18.06
CD(-)26.00
18.06
10) Residual water pressure
- Residual water pressure
[Table 18 ]
Level
(m)
Interfaces at. S5
CD(+)1.69
CD(-)0.60
22.90
CD(-)26.00
22.90
(kN/m2)
2.5 Design soil properties
N value distribution and laboratory results provided by the Employer in Supplementary
Assessment Report on Ground Condition is Shown in Table 2. These values were taken
Into consideration for ground layer classification and determining design parameters.
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[Table 20 ]
Soil density
(rt, kN/m3)
Soil density
(rsat, kN/m3)
Undrained shear
strength
(Su, kN/m2)
Internal friction angle
()
20
22
35
20
22
35
18
20.5
35
RS-1
(N15 )
18
18
35
28
RS-2
(N=15~30)
19
19
70
30
RS-3
(N=30~50)
20
20
3N
32
HWR
(N50)
20
20
2N
33
Description
Fill Sand
(CD
+6~1.741m)
Fill Sand
(CD +1.741~
-2.0m)
Fill Sand
(CD -2.0~26m)
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