Présentation of civil master thesis

1. SGTDPoolYardExtensionProject
February 01
By
Abdirahman Houssein Hoch
Supervised by:
 AMAL MOHAMED
Internship tutor:
 Eng. HOUSSEIN KAYAD

2. CONTENT
I. ProjectDescription
 Locationofthe Project
 TypesofContract
II. DescriptionOfEntirelyProject
 AccessRoad
 PoolYard
III. DesignOfAccessRoadPavement
INTRODUCTION
2
Conclusion

3. INTRODUCTION
3
Société de Gestion du Terminal à conteneurs de Doraleh (SGTD) and their mission
 Mission during my internship is divided two main points:
 Design of an access road pavement.
 Description Of Entirely Project.
The mission of our department is to develop and follow project which complies with the client’s
objectives.

4. I. ProjectDescription
 Locationofthe Project
Location of the project is a Doraleh container terminal
and the project site named as Pool Yard
4

5.  TypesofContract
 PROJECT DELIVERY METHOD
I. ProjectDescription
 Design- Build
5
 The Traditional(design-bid-build)

6. II. DescriptionOfEntirely Project
 AccessRoad
 Backfilling Method
Phase-1
Phase-2
Phase-3
Phase-4
6

7. Phase-5
Phase-6
Phase-7
Phase- 8
II. DescriptionOfEntirely Project
 AccessRoad
 Backfilling Method
7

8. II. DescriptionOfEntirely Project
 AccessRoad
 Dynamic Compaction Method
- Definition
- Why we use the dynamic compaction
• Weak bearing capacity.
• Liquefaction
- Execution work of dynamic compaction
8
-Setting out of DC Prints in grid spacing,

9. II. DescriptionOfEntirely Project
 AccessRoad
 Post treatment testing
 Plate load test Result
 Balancing pipe
- Definition
• The main reason that we used balancing pip was stability
tides and water levels
9

10. II. DescriptionOfEntirely Project
 PoolYard
 Backfilling Method
Step-1
Step-2
10

11. II. DescriptionOfEntirely Project
 PoolYard
 Backfilling Method
Step-3
Step-4
Step-5
Step- 6
11

12. II. DescriptionOfEntirely Project
 PoolYard
 Backfilling Method
Step- 7
Step- 8
12

13. II. DescriptionOfEntirely Project
 PoolYard
 Stone Column
- Definition
- Why we use the stone column
The main reason, we use stone column is to prevent
liquefaction phenomenon.
 Liquefaction mitigation
Stone columns are thought to reduce liquefaction hazard and
improve soil performance in four main ways.
• stone columns, also called aggregate column
• The stone column provides increased drainage of the soil
surrounding the columns which results in a reduction of pore
water pressure during a seismic event.
• Densification of the soil occurs around the stone column
during installation which increases the resistance to
liquefaction.
• The stone column serves as reinforcement to the treated soil
area since it is stiffer and stronger than the surrounding soil
• The stone column method increases the lateral stresses in the
soil surrounding the column.
 Methods of construction
• Vibro-Replacement ( wet, Top Feed method)
• Vibro-displacement ( Dry, Top and Bottom Feed method )
• In this project, they had chosen the wet method (top feed
method). 13

14. II. DescriptionOfEntirely Project
 PoolYard
• water is jetted under high pressure from the nose of the
vibroflot to assist with penetration of the probe.
- Definition
Wet Method
14
Dry Method
- Definition
• Dry method or vibro-displacement, the hole is created by
forcing the vibroflot into the ground.
 Dry -top feed method process
 Dry -bottom feed method process
 Project specification and design requirement
Structure Working
load (Kpa)
Working platform
level (m CD)
Top of
column
(m CD)
Treatment
depth
below
T.0.C)*
Empty
run( m)
container 50 +4.05 +3.0 14 ˜ 1

15. II. DescriptionOfEntirely Project
 PoolYard
Soil layer
Elevation (m) as
considered in
design
Design
qc
(Mpa)`
Modulus
of
elasticity
(Mpa)
Constrained
modulus (Mpa)
Finishing blancket +5.96 to 3.0 - - 70.0(assumed)
Fill 3.0 t0 -1.0 - - 30.0(assumed)
Silty sand -1.0 to -8.5 1.0 4.0 5.92
Clay -8.5 to -14.0 0.5 2.0 2.96
Sandy silt -14 to -17.0 3.5 14.0 20.72
Stiff sandy silt Below -17.0 6.0 24.0 35.52
The stone columns will have the following diameter and
characteristics
Stone column
Dia. Nominal(m)
Bulk density
(KN/𝒎𝟑
)
Submerged
density
(KN/𝒎𝟑
)
Angle of
friction(°)
Constrained
modulus
(MN/𝒎𝟐
)
0.8 to 0.9 21 12 47.5 120
Plaxis 2D calculation
Presentation of the software
PLAXIS 2D is a finite element package that has been developed
specifically for the analysis of deformation, stability and flow in
geotechnical engineering projects.
15
The creation of a new project

16. II. DescriptionOfEntirely Project
 PoolYard
16
Settlement for 2 year with stone column in plaxis-2D
The settlements of the Plaxis-2D calculations result
• Settlement for 2 year without stone column in plaxis-2D
When the platform was not conducted with the stone
column, the total displacement is higher. In order to reduce
the displacement and the platform became suitable, we
were needed to use the stone column.

17. II. DescriptionOfEntirely Project
 PoolYard
17
 Pavement Structural Of Pool Yard
 Construction process of heavy duty pavement pavers
blocks
• In the construction process of heavy duty paver for pool yard
was completed before me.
• The construction of an electrical trench was summered the
construction process of heavy duty pavement
Subgrade
• Subgrade is also called formation level.
Sub-base
• Sub-base layer was constructed on top of the Subgrade
• Cement bound granular mixture (CBGM)
• Bedding sand

18. II. DescriptionOfEntirelyProject
 PoolYard
Installation of interlock concrete blocks pavers
• The blocks was laid
Joint Filling
 Different types of defect pavement
18
 Individual Pavers Separating
 Pavers crack
• This occurs when filler sand is not swept in between all
the joints of paver blocks.
• damaged by a
machine during
construction time

19. II. DescriptionOfEntirely Project
 PoolYard
19
 Repair Method
 Individual pavers separating
• Marking the rectification area
• They were opened up all rectification area
The issue was the technique to open up
• Isolate the rectification area with a squares frame by cutting
an extremity of the rectification area.
• Before and after the rectification area with close junction
• Removing by used two steel rebar pry.
 Pavers crack
• The best technique to overcome this issue was removed
and replace a pavers by using manual.

20. III. DesignOfAccessRoadPavement
 Whatispavement?
- Definition
 In terms of highway design, it means the total
thickness of road including surface, subgrade, base
and sub-base.
Functionality
 Its functionality is to transmit and distribute
traffic wheel loads to the natural ground.
 Different Types Of Road Pavement
 Flexible Pavements
 Rigid Pavements
 Heavy duty pavement
 Flexible Pavements
• Component layers : subgrade, drainage layer/sub-
base, base course, binder course and surfacing course.
• It should be analyzed by plate theory instead of layer theor
• Flexible pavements will transmit wheel load stresses
to the lower layers.
• Component layers : subgrade, drainage layer, sub-base
and slab concrete.
 Rigid Pavements
 Heavy duty pavement( Port Pavement )
20

21. 21
 HeavyDutyPavementsDesignCalculations
 Traffic
𝐸𝑆𝐴𝐿 = 𝑁 × 𝑓𝑑 × 𝐹𝑖 × 𝐴𝐴𝐷𝑇 × 365 × 𝐺𝑟𝑛
 Equivalent Single Axle Load
III. DesignOfAccessRoadPavement
 𝐸𝑆𝐴𝐿 is an equivalent accumulated 18,000-lb axle
load for truck category i.
 𝑓𝑑 is the design lane factor
 𝐺𝑅𝑁 is a growth factor for a given growth rate (r) and
design period (n).
 AADT is a first year annual average daily traffic for
truck.
 𝐹𝑖 is a truck factor for vehicles in truck category i.
 𝑁 is a number of axle for truck.
𝐺𝑟𝑛 = [
(1 + 𝑟)𝑛
− 1
𝑟
]
= 12.55. 106 𝑆𝐴
𝐸𝑆𝐴𝐿6 𝑎𝑥𝑙𝑒 𝑡𝑟𝑢𝑐𝑘
For 6 axle truck
Type of Axle or Axle Group Load equivalent to one ESAL(Kips)
Single tire single axle 12
Dual tire axle 18
Tandem axle group 32
Tridem axle group 48
4 or more axle group 48

22. III. DesignOfAccessRoadPavement
22

23. III. DesignOfAccessRoadPavement
 HeavyDutyPavementsDesignCalculations
 Design for Pavement structural
 Flexible pavement using AASHTO 1993
By using Nomo chart
For given information
R = 70% 𝑆0 = 0.45
ΔPSI = 1.7 Mr for subgrade = 130MPa
𝑀𝑟 = 40,000𝑝𝑠𝑖
𝑀𝑟 = 20,900𝑝𝑠𝑖 Drainage quality = Fair
𝑚3−1= 𝑚3−2 = 1.0 (for sub-base) Traffic loading = 16.45 MSA
- For sub-base without Geocell
23
Because of cost and to make the construction of the pavement
more effective we only want to use 30 cm of sub-base without
geocell So, that 𝑆𝑁3.1 = 3.3
- For sub-base with Geocell

24. III. DesignOfAccessRoadPavement
 HeavyDutyPavementsDesignCalculations
By using Nomo chart
Because of cost and to make the construction of the pavement
more effective we only want to use 15 cm of sub-base with
geocell So, that 𝑆𝑁3−2 = 2.9
𝑆𝑁1 + 𝑆𝑁2 = 2.9 + 3.3 = 6.2 > 2.0
As the provided SN (6.2) is greater than required SN
(2.0), so the pavement layer thickness is safe for the
traffic load repetitions.
 Sub-base layer (including 75mm Geocell) = 150mm
 Sub-base layer without geocell = 300mm
conclusion
24
 Design thickness of CBGM
Static effective wheel load is 93.5 × 2.01 = 188𝑘𝑁
Single Equivalent Wheel Load (SEWL) = 282𝑘𝑁

25. 25
III. DesignOfAccessRoadPavement
 HeavyDutyPavementsDesignCalculations
The Design chart shows that 250 mm thickness of C8/10
CBGM
Final Pavement
140 mm surfacing (pavers) 4,000 MPa
200 mm C8/10 CBGM base 40,000 MPa
Sub-base without
Geocell
Sub-base with
Geocell
C8/10 CBGM
surfacing (pavers)
30
cm
15
cm
20
cm
14
cm

26. 26
Conclusion

27. 27