IRJET- Planning and Design of Container Terminal

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 05 Issue: 04 | Apr-2018 www.irjet.net p-ISSN: 2395-0072
© 2018, IRJET | Impact Factor value: 6.171 | ISO 9001:2008 Certified Journal | Page 239
PLANNING AND DESIGN OF CONTAINER TERMINAL
Naresh Kumar.N1, Rajaram.R1, Sathish Kumar.M1,Sathyanarayanan.N. C1, Sandhiya.K 2
1UG-Student,Valliammai Engineering College
2Assistant professor-Valliammai Engineering College
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Abstract - A container port must be planned to satisfy
prompt accommodation of ships with minimum waiting time
in port, and with maximum use of berth facilities. Somewhere
between these opposing objectives each container port must
reach a compromise, the number of berths which will achieve
the most economical transfer of cargo between ships and
shore. And also to construct a harbor components of
(Breakwater, Jetties and Wharf). The Breakwater is prepared
with cross section by using AutoCAD. The Breakwater is
generally designed to consist of three layers thar are core,
secondary layer and an armour layer. Jetties are lifeline
structures as they provide a cost effective method for
transporting large quantities of goods andrawmaterials.Jetty
structures are generally located in deep sea. Generally
structures are subjected to dead load, live load, wind load,
earthquake load and temperature load while Jetties are
subjected to additional marine loads like current load, wave
load, berthing load and mooring load.
This paper is focused towards the calculation of variousforces
acting on jetty structure and its application to the model for
analysis. In the present dissertation a berthing structure of
Wharf was analyzed and designed using different load
conditions and the best possible way to construct a new
berthing structure was described. The main objective of the
analysis is to compare the results thus obtained from both the
manual analysis and Staad analysis methods. Generally
structures are subjected to dead load, live load, wind load,
earthquake load, while Berths are subjected to additional
marine loads like current load, wave load, berthing load and
mooring load.
Keywords: ContainerTerminal,Wharf,Breakwater,Jetties
Seismic and wind loads.
1.INTRODUCTION
A harbour can be defined as a sheltered area of the sea in
which vessels could be launched, built or taken for repair;or
could seek refuge in time of storm; or provide for loading
and unloading of cargo and passengers. Harbours are
broadly classified as:
 Natural harbours
 Semi-natural harbours
 Artificial harbours.
2. OBJECTIVE
 To satisfy prompt accommodation of ships with
minimum waiting time in port, and with maximum
use of berth facilities.
 To plan and control activitiesincontainerterminals.
 To provide a complete design of a harbor(jetties,
breakwater and wharf structure) by calculating the
loads acting on the structure.
3.STUDY AREA
 The Port is considered for planning in between
Enayam and Colachel at Kanyakumari District .
 The draft at the harbour is proposed at16mcapable
of handling 18000 TEU capacity Container vessels
and cape size Coal vessels.
 The prime advantage of Colachel (Enayam) site is
the availability of deep waters closer to shoreline
(20m depth at a distance of about 1.5 to 2km from
the shoreline).
Fig -1: Enayam sea port location
4. METHODOLOGY
4.1 General
The Design components of harbor should be constructed
depending upon the natural condition and thefeaturesofthe

entrance channel. The provision of components may either
be made in initial stage of the layout of the harbor.
4.2 Flowchat 1
4.3 Flowchart 2
5. PLAN AND DEVOLOPEMENT
5.1 Phase of development
5.1.1 Phase 1
The phase 1 contain 2 numbers of berths which is 800m
long. The minimum TEU of phase 1 is 1.60 and MTPA is 24.
The overall capacity of phase 1 is 24 MTPA (Metric tons per
unit).
Fig -2: Plan
5.1.2 Phase 2
long. The minimum TEU(Twenty foot equivalent unit) of
phase 2 is 4.02 and MTPA is 60.30. It also contains a one
berth (400m) for solid dry bulks which contains capacity of
3.30 MTPA. The overall capacity of phase 2 is 63.60 MTPA.
5.1.3 Phase 3
long. The minimum TEU of phase 3 is 2.41 and MTPA is
36.15. It also containsa one berth (400m) for solid drybulks
which contains capacity of 3.30 MTPA. The overall capacity
of phase 3 is 39.45 MTPA.
5.1.4 Key facts:
 Major port at Enayam will act as a major
gateway container port for Indian cargo that is
presently trans-shipped outside the country.
 It will help to reduce the logisticscost for
exporters/importers in South India who currently
depend on trans-shipment other foreign ports,
incurring additional port handling charges.
 It has 10 million TEUs (twenty foot
equivalent units) capacity and later can be
expanded to 18 million TEUs.

Table -1 Phases of Development
6. DESIGN APPROACH
Table – 2 Loads And Study Details
Load considered Study Details
Dead load
Live load
Mooring force
Berthing force
Seismic force
Wind load
Seismic weight = 55318.5kN
Importance factor = 1.5
Response reduction factor = 5
Time period = 0.31 sec
Wind speed (Vz) =48.78m/sec
wind pressure, p = 1.427 kN/m2
Table -3 Vessel parameters for jetties
Vessel parameters Vessel specification
Vessel size 90 m
Draft level 5.9 m
Displacement tonnage 2800
Width 14 m
Berthing Velocity (m/sec) 0.15 m/sec
Table -4 Vessel parameters for wharf
Vessel parameters Vessel specification
Vessel size 350 m
Draft level 16 m
Displacement tonnage 20000
Width 23 m
Berthing Velocity (m/sec) 0.75 m/sec
7. DESIGN OF JETTIES
The slab for jetties is divided into three parts in which the
two slabs are designed in one way slab method and one slab
is designed in two way slab method. The beam are designed
into three beams of main, lateral and secondary beam. The
pile is designed as square and cylindrical pile. The dead
loads of structure is taken by calculating the self weight of
the slab, beam and pile. The live load is calculated according
to code book of IS4651 part III.
7.1 Dead loads
Wearing coat (Apron) = 0.20 X 25 = 5 kN/m2
(density of the concrete is taken 25 kN/m3)
Slab weight = 0.40 X 25 = 10 kN/m2
Beam = 600mm×400mmx25=60kN/m2
Pile = (/4)X1.50X1.50X20X25=920.12 kN/m2
7.2 Live loads
A live load of 10kN/m2 (from IS 4651 part-iii) is considered
for jetty .
Table -5 Design components and details
8.DESIGN OF WHARF
The wharf are designed to the length of 4500m, in which the
is divided into 450m. The slab for wharf is designed in one
way slab and for beam the is designed in square beam . The
pile is designed in cyclindrical shape .
8.1 Dead loads
Wearing coat (Apron) = 0.20 X 25 =5kN/m2
Slab weight = 0.30 X 25 = 7.55 kN/m2
Pile= (/4)x1.70X21.65X25=920.12 kN/m
Transverse beams = 1.10 X 0.60 X25 = 16.5kN/m
Longitudinal beam = 1.10 X 0.60 X 25 =16.5 kN/m
Description Unit Phase-
I
Phase-
II
Phase-
III
Container
Berth
M 800(2
No’s)
2000(5
No’s)
1200
(3No’s)
Capacity Min
TEU
1.60 4.02 2.41
MTPA 24 60.30 36.15
Solid dry
bulk
M - 400 (1
No’s)
400 (1
No’s)
Capacity MTPA - 3.30 3.30
Overall
Capacity
MTPA 24 63.60 39.45

8.2 Live loads
A live load of 10kN/m2 (from IS 4651 part-iii) is considered
for jetty .
Table -6 Design components and details
9. DESIGN OF BREAKWATER
9.1 Design conditions
Significant wave height, Hs = 1.5 = 1.5m
Depth of water, d = 2.5m
Time period of approaching waves = 8 s
Stability coefficient, KD = 2 (for rough quarry stone)
Table for KD value(source: EM 1110-2-1614)
Unit weight of armour, ρa = 2.65 T/m3
Density of sea water, ρw = 1.025 T/m3
Slope, ѳ = 1 in 1.5
9.2 Wave Height :(Source: ISSN 0974-5904 Vol 08)
By analyzing cumulative data from 2006 to 2016 wave
height is 4m .
Tide level is 12 sec (from 2006 to 2016 ).
9.3 Armour Design
Wa = (ρaHs
3)/(KDΔ3cotѳ)
= 3.46T
9.4 Crest Width
B = nKΔ(Wa/ρa)(1/3)
N = Number of stones
= 3
KΔ = 1
B = 3 x 1(3.46/2.65)(1/3) = 3.27 m
9.5 Thickness of armour
t = nKΔ(Wa/ρa)(1/3)
n = 2
t = 2.18 m
9.6 Underlayer Design
Wa/10 to Wa/15
= 0.346T to 0.231T
Thickness of under layer = depth of armour = 2.18m
Depth of Core layer = depth of toe berm
= 1 m
Structure height = Thickness of armour layer + thickness of
Underlayer +depth of toe berm + belty layer
= 6.36 m
Weight of strut = Weight of armour unit + weight of under
layer + weight of core + toe berm
= 4.19 T
Overall bottom width of breakwater = length of
breakwater/100
= 4500/100 = 45m
Fig -3: C/S view of breakwater
10. ANALYSIS OF JETTIES STRUCTURE
Fig.4 Application of Dead load
Components Type Nos Details
Slab Two way 1 32mm300mmc/c
Beam Traverse
beam
1 9mm32mmc/c
Longitudinal
beam
1 9mm32mmc/c
Pile cyclindrical 1 16mm300mmc/c

Fig.5 Application of Live load
Fig.6 Application of Earthquake load in Z-direction
Fig.7 Application of Earthquake load in X-direction
11. ANALYSIS OF WHARF STRUCTURE
Fig.8 Application Of Live Load
Fig.9 Application of Earthquake load in Z-direction
Fig.10 Application of Earthquake load in X-direction

12. CONCLUSION
The Planning and Design of Container Terminal has been
Completed Successfully. The part of the works is completed
by now, the final completion of the breakwaters and someof
the construction of structure (jetty and Wharf) has
completed .The Structural Components of Harbor
(Breakwater, Jetties and Wharf) are designed manually.The
whole Berthing structure (Jetties and Wharf) has been
analyzed by using STAAD Pro Software. The Design of Slab,
Beam has been done as per limit state design. The beam
having the maximum positive and maximum negative
bending moment is taken from the manual analysis report
and it is designed using limit state method of design. The
compression and tension reinforcement is calculated and
the shear reinforcement is provided. Thus the structural
elements in the berthing structure are designed and
reinforcement details are calculated successfully.
12.1 FUTURE SCOPE
 Ability to service the cost effective hinterland for
any proposed projects in future.
 Usage of composite sections and precast sections
can make the construction cost effective and time
effective.
 Auxillary port service (like pilotage ,tugging &
mooring)
 Captive facilities for port based industries.
 Development in the economy by import and export.
REFERENCE
1) Augustina S, Gokulakannan R, Athul
Prakash A, Surendra kumar K, Praveen S “Analysis
and Design of Passenger Berthing Structure” ,
journal of International Research Journal of
Engineering and Technology (IRJET) Volume: 04
Issue: 02
2) Himesh B. Chopra P.G Patel “Application
of Forces Acting on Jetty Structure” ,journalofIJSTE
VOLUME 1 .
3) B. Santhosh Kumar, S. Ashok Kumar
“Analysis and Design of Dock Berth Structure”,
journal of IJSART - Volume 2 Issue 3
4) EM 1110-2-1614,Design of Coastal
Revetments ,Brealwater.
5) IS 4561 (PART I-IV), Code of practice for
planning and design of ports and harbour .
6) IS 1893(PART I)-2002 – Earthquake and
design of structures.
7) IS 2911 PART (I – V) - Pile foundation.
8) IS 456 2000 - Transverse beams ,
longitudinal beams, slabs.
9) SP-16- Design of slabs.

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