Lok Sabha Question No. 494 (UNSTARRED), answered on 2021-07-22
Subject: Sagarmala Seaplane Services
Ministry: PORTS, SHIPPING AND WATERWAYS
Asked by: Rajesh Verma, Kripanath Mallah

## GOVERNMENT OF INDIA MINISTRY OF PORTS, SHIPPING AND WATERWAYS

## LOK SABHA

## UNSTARRED QUESTION NO. 494

TO BE ANSWERED ON 22ND JULY,2021

## SAGARMALA SEAPLANE SERVICES

494. SHRI RAJESH VERMA: SHRI KRIPANATH MALLAH:

Will the Minister of PORTS, SHIPPING  AND WATERWAYS  be pleased to state:

## q-w,  i-a'  qRqEq  *{ s{qFt {fr

- (a) whether the Government  is planning  to kick off ambitious  project  of Sagarmala Seaplane  Services  with  potential airline operators within  the country and if so, the details thereof along with the time frame fixed for the implementation of the project;
- (b) the names of the States where the Government  proposes to introduce sea-plane services under the Sagarmala  project;
- the details of the airline operators who have expressed their interests in this project  so (c) far;
- (d) whether the Government has issued any guidelines for the sea-plane operators  to implement  this project; and
- (e) if so, the details thereof?

## ANSWER

MINISTER  OF STATE IN THE MINISTRY  OF PORTS, SHIPPING  AND WATERWAYS (SHRISHRIPAD NAIK)

- (a) Sagarmala  Development  Company  Limited (SDCL),  a CPSE under Ministry of Ports, Shipping and Watenrays  (MoPSW) had invited Expression  of Interest (Eol) for Seaplane Services  whereby airplane operators were invited  to undertake development  and operation in tndia. Further, MoPSW and M/o Civil Aviation have signed an Memorandum of Understanding  (MoU) on 15th June, 2021 lo  jointly  facilitate the development  of Sea Plane Services in lndia under RCS-UDAN Scheme.
- (b) Presently, it is proposed  to introduce  Seaplane Services in Gujarat,  Assam, Lakshadweep lslands and Andaman &Nicobar  lslands. Operations between Sabarmati River Front & Statue of Unity commenced on 3l "r October, 2020.
- (c) ln response  to the Eol issued by SDCL,  the following airline operators  have shown interest:
- (i) Pawan Hans Limited
- (ii) SpiceJet Limited
- (iii)  Pinnacle  Air Private Limited
- (iv) Guardian Air Private Limited
- (v) Mehair
- (vi) Let's Fly Airways
- (vii) Stuart  Wheeler
- (viii) Kairali  Aviation  Pvt Ltd
- (d) & (e) MoPSW has issued guidelines  for implementation of Floating Jetties/  Platforms for Marinas,  Minor Harbors, Fishing Harbours / Fish landing centers, Waterdromes  and such other similar facilities  in coastal ireas, estuaries, waterwlys, rivers and reservoirs on 3'd February, 2021. A copy of guidelines  is attached as Annexure.

## Annexure

Guidelines for Floating Jetties / Platforrls for Marinas, Minor Harbors, Fishing Harbours, Fish landing centers, Waterdromes and such other similar facilities in coastal areas, estuaries, waterways, rivers and reservoirs.

## 1.1 Scope

This guideline  sets out various  technical  aspects for implementation  of Floating Jetties /  Platforms for Marinas, Minor Harbors,  Fishing Harbours,  Fish landing centers, Waterdromes  and such other similar facilities in coastal areas,  estuaries, waterways, rivers and reservoirs.  The Floating Jetties may be made of pontoons  or such floating units, thus the guidelines may also be suitably  utilized for floating pontoons/ platformsin various waterborne systems and floating wave attenuators  (or breakwaters)  for Minor Harbors/Fish  Landing  facilities. The suitability  of Floating Jetty/ platform  and their broad Performance  Criteria  & Specifications  and Loading and Stability.This  document  is intended  for use as a guideline and should not be construed  as design specification.

## 1.2 Referenced documents

lS 875 (Part-3) Design  Loads for Buildings  and Structures lS 456. 2000  -  Plain and Reinforced  Concrete  -  Code of Practice

lS 800: 2007  -  General Construction in Steel  -  Code of Practice lS 4651 - Planning and Design of Ports and Harbours  -  Code of Practice  (all Parts)

lS 226: 1975 - Structural steel (Standard  Quality)

lS 2062. 2011  -  Hot Rolled Low, Medium and High Tensile Structural Steel Specification

However,there is no specific lndian Standards  presently  available  covering the Floating Jetties /  Platforms.  ln vrew of this gap, the following lnternational standardsmay  be referred to for detailing  purposes till lndian Standards are published.

AS1170 Minimum  design loads on structures

AS 1 170.1 Part  '1  : Dead and live load and load combinations

AS  'l  170.2 Part 2: Wind loads

AS 1428 Design for access  and mobility  (all parts)

AS 1657 Fixed platforms,  walkways, stairways  and ladders-Design,  construction and installation

AS 1851 Maintenance  of fire protection  equipment (all parts)

AS 3962-2020 Marina  Design

AS 3004 Electrical installations-Floating  Jetty and pleasure  crafts at low voltage

AS 3600 Concrete structures and/or such other equivalent lndian Standards  to the extent relevant.

AS 41 00 Steel structures  AS 4586 Slip resistance classification  of new pedestrian surface  materials.

## Section 1 Scope and General

## 'l  .3 Definitions

Definition  of major items /glossary  of terms used in this report are attached  as Annexure C

## Section 2 Site lnvestigations

## 2.1 SURVEYS

## 2.1.1 General

## 2.1.1.1 Survey grid

A uniform survey grid shall be adopted for all terrestrial and hydrographic  surveys. Consideration should be given to incorporating the survey grid for the project area into the regional  coordinated survey  grid, lndian  Survey Grid.

Where a local survey grid is adopted, correlation  to an established regional coordinated  grid should  be nominated on the drawings.

## 2.1.1.2  Survey datum

All survey data shall be reduced tochart datum  (CD)as it provides direct correlation to navigable water depths. MSL/ISLW  is normally used for terrestrial  surveys,  with definitive  correlation to CD at any specific locations.

All survey and design levels within any pro.ject should be reduced to the same datum.Where  any other local survey datum is adopted, the relationship  of survey datum to CD should be established and reported  on the drawings.

## 2.1 .2 Hydrographic survey

The hydrographic survey should be undertaken  to cover the proposed site of works, approach channel route and any adjacent  nearshore  waters where there is insufficient  survey data to make an appropriate  assessment  of nearshore design waves, currents and clearances.

The survey data should also contain sufficient detail to enable an assessment  to be made of the coastal processes affecting the proposed Floating Jetties for Marinas, Minor Harbors, Fishing Harbours / Fish landing centers, Waterdromes  and similar facilities in waterways and riversand  adjacent  foreshores.

All height datum levels for hydrographic surveys should  be to CD. As most terrestrial surveys are produced  to MSL/ISLW,  a diagram  showing the relationship  between MSL/ISLW and CD should be provided  on relevant drawings

## 2.1.3 Terrestrial surveys

Terrestrial surveys should be provided over any land areas that will be incorporated within the project site. Adjacent shoreline  areas that could be affected  by the proposed floating  jetty/ platforms  should also be surveyed. Where adjacent shorelines  consist of beaches,  beach  profile  data may be necessary.

All existing features  such as  jetties, ramps, seawalls, stormwater  outfalls, drains, rock outcrops and the like should be clearly identified.

## 2.2 GEOTECHNICAL

## 2.2.1 Geotechnical parameters

The geotechnical  parameters  of seabed materials within the area need to be ascertained, where the Floating Jetty/platform  are installed for determination  of the following:

- a) Support systems for floating Jetties/ platform, e.g. piles,  cables or chains with anchors.
- b) Stability and settlement  characteristics for revetments, breakwaters, and anyreclamation works.
- c) Response to prevailing natural coastal and estuarine  processes, currents  and waves, aswell as susceptibility to artificial  influences such as propeller wash and boat wake.
- d) Material  characteristics  for ease of excavation,  transportation  and disposal. Chemicaltests may also be required.

## 2.3 WIND, HYDRODYNAMICS AND SEDIMENT MOVEMENT  ASSESSMENTS

## 2.3.1 Sources  of data

Wind, Wave, Tide, Flood, Storm surge and any other water level data may be available from the nearby ports. National  Technology  Centre for Ports Wateruays and Coasts  (NTCPWC) may be approached  for suitable and timely data availability

## 2.3.2 Data collection

## 2.3.2.1 Wind

Directional wind data is requrred for both the determination  of wind loadings  and for wave hindcasting.The primary  source  of wind design  data is from lS 875. This may be supplemented by direct measurements at site.

## 2.3.2.2 Waves

The wave climate at the site may comprise of waves,  ocean  swells and vessel wash. The exposure  of floating  jetty/platformto  ocean swells may be a  direct exposure, but more probably would be ocean swells modified to some degree by diffraction (bending  of waves around headlands or ends of breakwaters),  refraction (bending of waves due to shoaling effects), or reflection  (waves retlected  from solid surfaces such as walls or breakwaters).Waves  may be either measured or determined  by hindcasting  for various return period  wind events using nomographs, and wave transformation procedures.

## 2.3.2.3 Tides

Tidal levels and predictions can be characterised by

- (a) Tide tables.

(b) lnstallation  of a tide recorder  with continuous recording  for 35 days, or use of a properly calibrated hydrodynamic  model;

(b)Comparison  of the recorded tide with that from a nearby permanent tide gauge with level tie-in between these two stations.

## 2.3.2.4 Storm surge

Storm surges  are the result of cyclones or other extreme meteorological  events  and, as wiih extreme winds and waves, are unlikely to be observed during the data collection  phase for a project.Storm surge levels are usually established by means of hydrodynamic  numerical modelling  that is calibrated using the available historical data.

## 2.3.2.5 Flood levels

lf flood level data has not been recorded historically,  levels can be established by the use of calibrated mathematical  or physical river models.

## 2.3.2.6 Currents

The major currents  at the location offloating jetty/ platformare usually due to either tidal effects or river flow. Tidal current data is required over both neap and spring tides for force calculations  and for flushing estimates for the floating jetty/ platform. Currents during floods may provide design loads for floating  jetties/ platformsites within  rivers.Current  measurements can be undertaken either by current meters  or by the tracking of water movement  by dye tracing or float drogues.

lf the tidal flow information  available in hydrographic  charts is not sufficrently site specific  and/ or not suitable  for the design of floating  .ietties/  platformdetailed measurements or mathematical analyses are necessary  whether the currents relate to tides, storm surge, or stream  run-off.

## Section 3 Dimensional Criteria

## 3.1 CHANNEL WIDTHS

Without  pre.judice  to the provisions  of lS 4651, the present  provisions provided hereu nder are more compatible,  the same shall be preferred  over I54651.

## 3.'t.1 Entrance channel

The width of the entrance channel  is dependent on a number of factors,  themaiority of which are the following:

- (a) Exposure  to wind, wave and currents,  which all reduce the manoeuvrability
- of boats.
- (b) Number of boats in the harbour and usage  levels.
- (c) Type and size of boats
- (d) Extent  of navigation  aids  provided

For an entrance channel, the minrmum width should be the greatest  of-

- (a) 20 m;
- (b) (L +  2) m, where L is overall  length of longest  boat proposed  to be handled in the floating  jetty/ platform, in metres;  or
- (c) 58 m, where  B is the beam of the broadest mono-hull  boat in the floating jetty/ platform, in metres.

The preferred  width of an entrance channel is 30 m or 68 m; whichever is the minimum.

Widening of the channel may be necessary where the channel changes  direction.

In order to minimize the penetration  of waves into a boat harbour,  it is permissible  to narrow the width of the entrance channel over a short length at protecting breakwaters.  Theminimum  width of this narrow section shall be the greater of 15 m and 38 m, where B is thebeam  of the broadest mono-hull boat in the floating  ietty/ platform,  in metres

## 3.1.2 lnterior channels and fairways

The channels leading tothe floating  jetty/ platformare not as greatly influenced  by the wind, waves, and currents  at any site, as they are by the size, number and type of boats, and the frequency ofboat usage. Any non-motorized sailing vessel  or multihull vessel using the harbour  willneed  to be considered  when determining  the interior channet and fairway widths. ln somelocations,  there may be climatic  conditions,  such as prevailing winds, which should beconsidered when interior channel  and fairway widths are being determined.

The width of interior  channels and fairways  should be as follows:

- (a) lnterior channel.
- (i) Minimum  width 20 m or 1.5L m, whichever is the greater,  where L isoveratl  length of the longest boat using the channel, in metres.
- (ii) Preferred  width 25 m or 1 75L m, whichever  is the greater.

(b) Fairways.

- (i) Minimum  width 1.5L m, where L is the overall  length of the longest boatusing that fairway, in metres.
- (ii) Preferred  width 1.75L m.

Where currents exceed 0.5 m/s, the width of interior channels and fairways  should be increased to allow for the effect of the current  on a boat as tt moves along the channel and turns into its berth.

## 3.2 WATER DEPTHS

## 3.2.1 Entrance channel

The depth in the entrance channel  should take into account  the following factors:

- (a) Draught  of boats.
- (b) Wave climate.
- (c) Nature of the bed material.
- (d) Likely  rate of srltation in the entrance channel.
- (e) Future extensions to the floating.jetty/ platform.
- (f)  Construction considerations.

Where the area outside the floating  jetty/ platformis not protected from open sea conditions,  the entrance channel and main channel should be deep enough to allow the largest boat berthed in the floating  jetty/ platformto enter the floating  jetty/ platformat  any stage of the tide.

Where the area outside the floatrng  letty/  platformis protected,  the entrance channel should be deep enoughto allow all boats that usually berth in the floating jetty/ platformto  enter at any stage of the tide. However,in areas of extreme tides the cost of excavating the channel  may dictate that the larger boatscannot enter the floating jetty/ platformat  very low tide.

The designer should determrne the maximum draught of vessels to be accommodated  at the floating  jetty/ platform.

However, a minimum under keel clearance  of

- (i) 300 mm or 10 percent of the vesseldraught, whichever  is the greater, where the base of the dredged channel  consists of soft material;  or
- (ii) 500 mm, where the base of the dredged channel consists of hard material such as stiff clay, gravel,  or rock.

## 3.2.2 lnlerior  channels  and fairways

The same consideration should be given to depths in internal channels as for entrance channels except that allowance for waves and the rate of siltation may be lower. As with the entrance channel it is preferable that all boats in the floating  jetty/ platformcan  access  the channels at all states  of the tide. However, where  economics dictate, the water depth may be reduced; thisreduction  can be greater in locations where the tidal range is higher.

## 3.2.3 At berths

while it may be acceptable  in a floating  ietty/  platformto  restrict the larger boats to movement at higher tides, it is essential that the deepest draught boat likely to use any berth does not touch bottom  at low tide.

Yachts have a deeper draught than the same length power boat. Hence, when there is insufficient water depth for yachts,  it is recommendedthat  a sign is placed at the berth restricting  its use to shallow  draught  vessels.

## 3.3 BERTH SIZES

This berth sizes shall be followed for sizing of floating pontoons.

## 3.3.1 General

where more specific requirements  are not available  for the floating  jetty/ platform, the length,  width anddepth  of berths should be determined. These design characteristics should be recorded onthe floating  jetty/ platformdrawings. Where no specific design criteria are established,  guidelines formrnimum  design crtteria  are given in Clauses  3 3.2 and 3 3.3 and Table 3 2.

## 3.3.2 Berth widths

General  expressions  for berth width (b) are as follows.

- (a) Double berth. 2  x  design maximum vessel beam  + 1 m up to 20 m and  + 1.5 m above2O m.
- (b) Single berth. design maximum  vessel beam+1mupto20mand+15m above2O m.
- (c) Multihull  vessels can either occupy  a double berth, or wider berths can beincluded,which  specifically allow for single or double multihull vessels. The beam of amultihull may be up to 0.7L.

These dimensions  may need to be increased  to allow for larger fenders.The maximum length of boat for which each berth has been designed should be clearly marked on the floating  jetty/ platformlayout drawing.For  alongside berths, the minimum space between boats should be 0.2L up to 3.0 m.

TABLE 3 2 MINIMUM BERTH DIMENSIONS  FOR MONO-HULL BOATS

## (Extracted  from AS3962)

| Boat length (L), m   | Boat beam (B), m   | Width of berth (b), m   | Width of berth (b), m   |
|----------------------|--------------------|-------------------------|-------------------------|
| Boat length (L), m   | Boat beam (B), m   | Single berth            | Double berth            |
| 6                    | z.o                | ao JO                   | 6.6                     |
| 7                    | 31                 | 4.1                     | 7.2                     |
| B                    | 34                 | 44                      | 78                      |
| o                    | J,/                | 4.7                     | 8.4                     |
| '10                  | 40                 | 50                      | 90                      |
| 11                   | 4.J                |                         | 96                      |
| 12                   | 44                 | 5.4                     | 98                      |
| 13                   | 46                 | 56                      | 102                     |
| 14                   | 4.8                | EO                      | 106                     |
| 15                   | 50                 | 60                      | '1 1.0                  |
| 16                   | 52                 | 62                      | 11 .4                   |
| 17                   | E' J.J             | 6.3                     | 11.6                    |
| 18                   | 54                 | 6.4                     | 11.8                    |
| 19                   | 5.5                | 65                      | 12.0                    |
| 20                   | 57                 | 6.7                     | 124                     |
| 21                   | 58                 | aa                      | 13.1                    |
| 22                   | 59                 | 7.4                     | 13.3                    |
| 11                   | 6.0                | 1E                      | 13.5                    |
| 24                   | b.J                | 7.8                     | 14.1                    |
| 25                   | 65                 | 80                      | 14.5                    |
| 275                  | 7.0                | B5                      | 15.5                    |
| 30                   | 75                 | 9.0                     | 16.5                    |
| 35                   | 8.7                | 10.2                    | 190                     |
| 40                   | 10 0               | 1 1.5                   | 21.5                    |
| 45                   | 10.0               | 115                     | 21 5                    |
| 50                   | 10.0               | 115                     | 21.5                    |

## 3.3.3 Mooring Bollards

Stainless steel / cast aluminium  mooring bollards (5T Capacity for 3m wide Jetties and 10T capacity  for 6m wide Jetties or any other size suitable for the moored vessels) shall be installed to cast-in anchor sockets, cast into the main structure of the  jetty  at locations  at 4m spacing along both sides of the Jetty or the spacing suitable  for the moored boats.

## 3.3.4 Mooring  piles in double berths

Mooring  piles between each boat in a double berth configuration may be required where wind generated  waves or boat wake exceed(s)  300 mm in height. The width of the double

berth should be increased by the width of the pile.

## 3.6 GANGWAY REQUIREMENTS

## 3.6.1 Width

The clear width of gangways should be in accordance  with Table 3.3.

TABLE 3 3 CLEAR GANGWAY WIDTHS

| Greater than 2, up to 10   |
|----------------------------|
| Greater than 10, up to 60  |
| Greater than 60, up to 120 |
| Greater than 120           |

lf 3 or 4wheeler vehicular  access  is required,  the provisions of 154651  may be used as guideline. However,  for stability  the provisions  of this guideline must be satisfied.

## 3.6.2 Maximum slope

The maximum slope of a gangway and tread plateshould  not exceed 1:3.5. Forprivate pontoons with no public access, the maximum  slope should not exceed 1:3. Thegangway should be in accordance with AS 1657 or such other international standards.

Where access for disabled persons is required, the slope of gangways  and tread platesshould not exceed 1:8.

The maximum slope is the slope that would occur at a water level of CD. The walkingsurface should be finished in accordance  with AS 4586.

## 3.6.3 Handrails

At least one handrail  should be provided on gangways  for pontoons with up to 2 berths, i.e. for restricted  access of floating jetty/ platform. For unrestricted access, gangways should haveHandrails  on both sides. Handrails are not normally  provided on floating  jetties in working marinas or fishing harbours since the falling height (i.e. deck to water) is minimal and because handrails obstruct  operations / functionality. However, handrails  should be provided on floating  jetties  with unrestricted access and whose primary use is for the general public (e.9. ferry / tourist jetties). The design and location of such handrails  is normally self-evident  and common-sense can be applied.

## 4.1 General

Fixed and floating structures should  be designed  for the following loads

- a) Dead load.
- b) Live load.
- c) Environmental  loads.
- d) Loads from vessel wash.
- e) Berthing  and mooring loads.

ln designing Floating Jetties/ platform, the design should include assessment  of the structural ability to resist all loads and the flotation  and stability  of floating  systems'

Strength  limit-state  loads should be calculated for a 1 in 50 year return period for wind,  wave,  surge and flooding loads.

## 4.2 LOAD COMBINATIONS  FOR LIMIT STATE DESIGN

4.2.1  .  Limit state Design  should be used with the load combinations  and load factors. Notwithstand  ing the loads and load combinations  suggested  below, all structures should  comply with the requirements of AS 1 170 1

1. The structural,  flotation  and stability  design of the floating  jetties/  platform shall be carried  out in compliance  with Section 4 of AS 3962-2020  "
2. Wind loading  is based  on the ultimate wind velocity. The ultimate wind loading from ls 875 part 3 can be used, adjusted  with the appropriate  factors  allowed for therein.
3. Where the water depth in a particular section of varies, the piles should  be checked for a water level at lowest astronomical tide (LAT).  ln this situation the piles in the shallower  water will tend to carry a greater  proportion  of the total loads applied  to this section  of the Floating Jetty/ platform'

4.2.2. Due to the critical  nature of the environmental loads on the design of a floating  jetty/ platform,  serviceability  limit state is rarely  critical.  stability  is dealt with separately  due to the special  considerations  for floating  pontoons.

4.2.3.  For Strength Limit States, the designer should be satisfied of the appropriate load combinations  and load factors  for the particular  circumstances'

4.2.4. However, where more accurate data is not available, the following  load combinations  are suggested.

- a) For pontoon  Piling:
2. (ii) The piles are to be designed  for water level at highest astronomical  tide (HAT) (See Note 2).
3. (i) Wind load (See Note 1)+ 15  x  current  load  + 15  xwaveload
4. (iii) Where flooding or surges  can occur: 0.8 ' wind load (see Note 1)+ 1 25 x  current  load  + 1 .25 " wave toad taken at the maximum water level'
- b) For the Floating  Jetty/  platform,  wind load  (see Note 1) + 1.5  x  current load  + 1.5  x  wave  load  + 1.5  x  the vertical  effect  of wave  action'
- c) For boat imPact:

## Section 4 Loading and StabilitY

- (i) 1.5  x  the loading  created  by boat impact.
- (ii) Taken on its own without environmental loads'

## 4.3 Dead Loads

The dead load should include the self-weight of the structure and the load due to services  such as electrical cables and water pipes and fittings (full of water).

## 4.4 Fixed Structure Live Load

## 4.4.1 Structures  for unrestricted  access

Fixed walkways and fingers  with unrestricted  access should be designed  for either of the following live loads, whichever  produces  the most adverse  effect:

- (a) A uniformly  distributed load over the deck plan of 5 kPa
- (b) A concentrated load of 4.5 kN.

## 4.4.2 Structures  for Restricted  access

Fixed walkways  and fingers with restricted access should be designed for either of the following live loads, whichever  produces  the most adverse effect'

- (a) A uniformly distributed load over the deck plan of 3 kPa
- (b) A concentrated load of 4 5 kN

## 4.5 Floating Structure Live Load

Floating  structures should be designed for the following live loads:

- (a) Structural load-applied  to the full length  and width of the structure  or to any partthereofSoaStoproducethemostadverseStructuraleffectonthe structure.
- (b) Flotation  load-the floating structure should  have 50 mm reserve buoyancy when the flotation load is applied to the full length  and width of the structure lf full  flotation  is not provided to the top of the deck, the minimum  freeboard to the top of the deck should be sufficient to maintain  50 mm reserve buoyancy,lfthewidthoftheflotationunitvarieswiththedegreeof immersion, the minimum freeboard  under stability loading should be increased so that the reserve  buoyancy  is equal to the maximum  width of the flotation  unit multiplied  by the 50 mm freeboard'
- (c)Stabilityload-thefloatingStructureshouldcomplywithClause4.l2when subjected to the stabilitY load.

lf the freeboard  is greater than 500mm and the draft is less than 150mm,  the response time of the floating  ietty/  platform to cyclic vertical  loading should  be checked.

## 4.5.1 Floatation  and stability loads

Floating structures  should be designed for flotation and stability  loads. These loads should be applied over the whote of the deck area and gangways, where  applicable. Design loads should be applied at a location to cause the most adverse action effect For example, for a finger, the load may be applied across half the width of a floating pontoon.

## 4.6 Environmental Loads

The principal environmental loads likely to be encountered in Floating  Jetty/  platform are as follows:

- (a) Wave loads, both short-period  local wind waves and long-period  swells resulting  from storm or wind activities  offshore.
- (b) wind loads on the Floating Jetty/ platform structures and on vessels moored at the Floating  JettY/  Platform.
- (c) Current  loads due to tidal currents,  river and stream flows, and storm water outlets.

## 4.6.1 Negative Lift

For floating pontoons, a phenomenon  known as negative lift should be considered during flooding. Thts  phenomenon  occurs as a result of current  velocities  passing under the  pontoon  and causing suction  downward on the leading edge of the structure. The negative tift is proportional to the velocity squared,  and can result in submersion of the leading edge of pontoon at moderate velocities.  However, depending upon the draft of the fishing boats, the suitable decision need to be taken on case to case basis.

## 4.7 Berthing and Mooring  Loads

The berthing impact force should be derived from the energy impacted  to the structure  and restraining  system  from the design vessel striking  the structure at a perpendicular  velocity not less than 0.3 m/s. For recreational  vessels  greater than 25 m in length,  a berthing velocity  of 0.2 m/s may be used and for floating ferry terminals  a perpendicular  velocity  greater  than 0.3 m/s may be appropriate.

The effect of berthing impact loads should be considered at both high and low tide. At low tide the pile loading is likely to be the dominant effect.  At high tide, the effect of the pile deflection on the structure is likely to be dominant. The mass of the attached water should be taken into account and berthing energy shall be determined for mid-point berthing.  However, berthing velocity need to be cross checked based on the location  of the berths (sheltered  exposed, etc )  and applicable codes such as BS.

## 4.8 Anchor Loads

Floating structures  should be designed  to include the effect of the elasticity in the anchorage  system.  The loads transferred into the structure will depend upon the method and number of attachment points. The attachment points should be

designed as cleap / bitt attachment  points. The jettaes  and attachment points must be capable to withhold the (inner) stresses resulting from attached  ships under wave impact

## 4.9 Provision for future requirement

While planning for the floating jetties/ platform, suitable provision should be made to add additional units either longitudinally or laterally to increase the size of the floating jetty/  platform. lnterconnecting  arrangements  shall be made as an inherent part of the floating  jetty/ platform  to cater to the future requirement.

## 4.10 Stability

A principal factor in safe pedestrian or vehicular access on floating structures  is stability,  i.e., the ability to withstand  overturning forces  or moments and return to a normal attitude after removal of these unbalanced  forces  or moments.

A ftoating structure is stable if under all conditions  of loading the metacentre  is located  an adequate  distance above the centre of gravity. Alternatively,  adequate stability is provided if under  all loading conditions,  the whole of the top of the flotation structure is clear of the water surface and the opposite  chine remains  submerged.

## Section 5 Design Consideration Part-l

## 5.1 Conventional Jetties  Vis-i-vis Floating  Jetties/  platform

The conventional  way of increasing  the berthing capacity in small harbours particularlyinFishingHarboursistodevelopFixedConcreteJetties,However, development  of a fixed concrete  jettymay often have delayed  because'

- . Fixed jetties and quays  are expensive'
- . Fixed jetties and quays  are relatively  slow to build'

Thetraditionalquayonlyprovidesberlhingalongitsfrontedgeparticularlywhenthe fish-handling  sheds need to be built on the quay itself

Afewharbourshavefixed,.finger''jettiesthatallowsberthingalongbothsides,which is a more desirable solution  than quay walls,  yet it will still suffer from the timeconsumingconsentsprocessand,inlocationsWithalargetidalrangetantamountto freeboard Problem

As an alternative,  the concrete  floating  jetties/ platformcan  be suggested if any of the above  narrated restrictions  are faced  '

## 5.2 Floating  Jetties/ Platform

Floatrngjetties/platformarerecommendedespeciallyinlocationshavingalarge tidalrangewhereaconventionalquaywouldmeanthefishingboatfloatingmany metres below the top of the  quay during low tide periods'

lnsuchlocations,thedeploymentoffloatingjetties/platformresultsinaconstant freeboardbetweenjettyandboatwhicheasesthedisembarkationofthecatchand the embarkation of ships' stores, with a Consequent  increase in productivity  and safety.

Floating Jetties/  platform  will require the following considerations'

- i,Floatationstability:EnsureunderallconditionstheFloatingJetty/Pontoon will float and possess  a positive  righting  level'
- ii. Mooring stability: Ensure the mooring design considers worst  load combinations with a factor of 1 5 minimum

FloatingJetties/platformmaybesuitableinbenignwaveconditionstypicallyof about im from an operational  point of view. ln any case, the relative  motion  between a pontoon and vessel/boat shall not be more than 0 5m'

Thefloatingjettiesiplatformmaybeimplementedinitiallyinlndia.sover-crowded fishing  harbours since ihey are cost effective and also

- . They do not require any form of permanent  construction  on the seabed'
- . They can be easily moved or removed in case of a need to re-configure  the port.
- The environmental impact  is negligible'
- Safety is much imProved.

lf floating  jetties/ platform are considered  they shall be unsrnkable,  fully reinforced concrete  jetty, as was recently  developed in Maharashtra,  Goa, Kerala and Gujarat.

Considering  the heavy use of our fishing harbours, it is clear that the structure  of any floating jetty/ platform must be built of fully reinforced concrete. The use of lighter forms of construction such as steel or aluminium will not provide the strength  or durability required.  However, a steel structure  in saltwater locations would need frequent slipping, chipping  and painting, thus imposing on the harbour authority an onerous,  ongoing and expensive maintenance regime.

A similar comment applies to the deck of the floating  jetty/ platform. A deck made from anything other than reinforced concrete will never survive the loads (especially impact loads), the frequent spillages of caustic chemicals and petroleum  products, and the degradation caused by sunlight  and high humidity'

Whenever  floating  jetties/ platform are designed,the  following major factors to be given proper attention.

- . There should not beany"one size fits all" approach. For example, for the small boats of the coastal fleet, a 3m wide floating  jetty/ platform  with a freeboard of 0.5m would be adequate, while for the larger vessels of the offshore fleet, a jetty width of 6m maY be required
- . The width of the jetty should be kept as low as possible,  say upto 3 - 6m, eventhough, a 3m jetty width is inadequate  for road vehicles it is fine for handtrollies and electric  trollies  and the 6m width is adequate for 3-wheelers and light trucks. lt may also be noted that for much wider floating  jetties/ platform, the cost increases very substantially  due to the increased volumes of materials required and hence, an optimization in width is required.
- . Considering the floatation safety, the  jetties must be unsinkable no matter how much they may suffer from vessel impact or lack of maintenance.  lt is therefore  advised to use special foam (EPS, Expanded Polysterene)  core which is encapsulated by concrete on all but the bottom side (in order to reduce weight and ensure floatation).The  foam material should be chosen according to environmental guidelines. The EPS should have a moulded density  of 1Skg/m,  water absorption for 96 hours of 3-3.5  o/o  by volume and Compressive  strength of 65-110 Psi at 1Oo/o deflection.  lt should be secured that the foam is able to withstand saltwater, acid, and biologic impacts. A typical cross-section  of the floating  jetty/ platform  is depicted hereunder:

<!-- image -->

Fig 5.1 Typical cross section of concrete  pontoon  with foam core. For reference  only, the open recess / utility duct location depends  on the design  and need not be at the centre.

An open recess along the top of the unit has to be provided to carry utilities Alternatively, considering  the intensity of use in fishing harbours,  instead carry the utilities within under-deck,  cast-in ducts to ensure  that the utility  pipes and cables  are not damaged  by the fishermen or their vehicles.  open ducts also hinder passengers with trolley  luggage and / or buggy carts at sea plane stations. utility ducts should  be concealed by covering with reinforced concrete covers of the same strength as that of the pontoon. This provides an unobstructed and aesthetic surface which requires mrnimal  oi no malntenance.

## 5.3 Material  Consideration

## 5.3.1 Concrete

The jetty may be constructed of  reinforced concrete of  grade M45 or g  reater. Concreiem ixdesig ntoincludeasu itablepercentag eofGG BStoensu  rechlorid eprotectionof concrete.  Rate penetration, water absorption,  initial surJace absorption tests to be performedto establish suitable concrete mix design and ensu red ura bilitY.

## 5.3.2 Steel/Stainless  Steel

The concrete shall be reinforced with hot-dipped  galvanised steel or corrosionresistant  steel. The concrete cover shall at no location  be less than 45mm.

All cast-in components shall be of stainless-steel  Grade 316 / 316-L / 44. The pontoons wall be connected using multiple flexible connectors on both sides. Connecting  parts to be suitably  protected  and easily  accessible'

## 5.3.3 Aluminium

Aluminium  is a common material typically used in mooring  bollards,

## 5.3.4 UPVC

cast-in industry  grade UPVC utility ducts can be considered  along each side and along centre  line of the  jettY.

## 5.3.5 Piles

wherever  steel and concrete piles are used, maintenance required  is simple touchingupoftheprotectiveepoxypaint/coatingintheinter.tidalzone'

ln case of driving of the mooring  piles, it must be done from a work-barge equipped with spuds to ensure accurate  positioning.

## 5.3.6General

It shall be ensured that the materials  used  in the construction  of Floating Jetty/ platform should  comply with the relevant materials Standard'

## S.4Mooring  of the Floating Jetty/ Platform

The mooring system should be selected accordingly to local soil properiies.  Floating .jetty/  platform systems shall be moored in position  either with piles or with chains even though,  each mooring method has its pros and cons as detailed  hereunder;

## 5.4.1 Chain moorings

chain moorings are preferred when the floating  jetty/ platform is located in an area with waves because the chain catenary absorbs the mooring forces without causing any snatching.The  laying of chain moorings  and their concrete  gravity anchors  or Danforlh  high-holding  power anchors  (as appropriate for the site conditions) can be undertaken  with locally available boats, with load-out by Hydra crane.

## 5.4.2 Pile moorings

Pile Moorings are generally preferable  compared  to chain moorings  particularly  in the location where there is wave action is not Severe, subject  to cost economic.Once installed,  the piles can be  "forgotten" for many years; no adiustment is required  The only maintenance required  is simple touching up of the protective  epoxy paint in the inter{idal zone.

The piles hold the floating  jetty/ platform system precisely in place and the seabed is completely  unobstructed.  There are other anchoring  systems  like seaflex, helical anchors etc. or anchoring  to a strong quay wall if available which can be adopted when a certain site / pro.iect demands  the same.

## 5.5 Manufacturing  the Floating Jetties/  platform

The floating  .jetties/  platforms can be manufactured either within the premises where such facilities are to be installed or in a common place and transported to the site of work, In calm weather, a string of floating  jetty/ platform  units can be towed  at sea from one harbour  to another.The  heavy-duty  floating jetty / platformunits  will have to be manufactured at, or near to the harbour in question, since towing at sea for long distances  is unlikely  to be very practical,  certainly  on a year-round basis

Accordingly, optimization  of the  jetty size should be based on an efficient  ratio between  jetty size, transportation,  loads and construction cost and the stability  of the whole jetty-system.

## 5.6Qualification  criteria  for selection of the contractor and Project  Execution

Being a relatively  new concept,  while prequalifying the willing contractors  the experience of the lndian companies along with the experience of  their partners/consortiu m members  for having executed  'similar works' in any other country  shall be considered,  subject  to meeting  the prevailing  extant guidelines/rules of Gol.

During execution,  rt may be explored, as to whether  setting up a pre-cast concrete manufacturing  facility  at the harbour and  probably  also a plant to  produce the flotation foamis necessary for any technical  limitations of the site/project where manufacturing  elsewhere and transporting  to site is infeasible  technically.

## 5.7 Testing and AccePtance

Based on the project requirement, suitable  provision should be added while planning the floating jettiei/ platforms, to conduct  various tests both onshore and offshore as per the relevant  standards  to ensure  the  quality of the floating  jetty/ platform  and their versatility  and its robustness.

## 6.1 GENERAL

The design of a floating  jetties/ platform basis. may include the following services on need

- a) Water supPly.
- b) Lighting.
- d) Electricity.
- c) On-land  stormwater control and disposal.
- e) Telephones
- f)  Any other services required to suit the user requirements.

permanent  and temporary  services should be installed  in such a manner as to minimize  thehazard of users tripping  over them.

## 6.2 WATER SUPPLY

water services, if provided from public mains, should be in accordance  with the requirements of the relevant authority. Flexible, non-corrodible,  ultravioletstabilizedpiping  should be used. A water reticulation  system that is also used for firefighting isa[propriate lf fire hydrants are installed  on a floating  jetty/ platform, a sepa'rate -reticulation system may benecessary. Non-return valves may be required by water authorities.

## 6.3 LIGHTING

Adequate lighting should be provided for safe pedestrian access to the berths, r""riity of v-essets and shore facilities, and safe navigation within the floating  jetty/ platformarea.

All lighting should be designed  and located  to minimize  glare for vessels navigating in the vicinity.

## 6.4 STORMWATER CONTROL AND DISPOSAL

Contaminated run-off from hard-stand including boat maintenance areas should be capable  of being isolated so that run-off can be collected,  treated  and disposed of, in accordancewith  the requirements of the relevant  authority

## 6.5 ELECTRICITY

Adequate outlets shall be provided  per internationally  recognised custom  and pr""ti"". In fishing  harbours,  careful consideration shall be given to the  provision of electrical  outlets  (if any) due to the likely issues of control  and damage.The  use of earth leakage circuit breaker devices  on all electrical circuits including  floating  ietties/ platforrrr, is- necessary. one device should  be rncluded for each outlet.Adequate power should be provided for all berths so that on-board  generators do not have to be used.

## Section  6 Services

## APPENDIX A METACENTRICHEIGHTMETHoDoFSTABILITYCALCULATIoN

## A1 SCOPE

This Appendix sets out the metacentric height method  for carculating the stability of the Floating Jetties/  platform. The method Jnly applies  to an angle  of tilt up to 15"'

## A2 DEFINITIONS

ForthepurposesofthisAppendix,thedefinitionsbelowapp|y

## A2 1 Chine

The lower external line of any flotation component'

## A2.2 Cenlre of gravitY (G)

Thecentreofmassofcomponentsunderthecircumstancesbeingconsidered,i.e., dead load centre of gravity'refers  to the centre  of mass of all components comprising  the frotation  unit. Live road centre  gravity  for stabirity  purposes  refers to all temporarilY  aPPlied  loads'

## A2.3 DisPlacement  (A)

The mass of the volume of fluid displaced  by the flotation unit'

## A2.4 Centre of buoYancY  (B)

The centre of graviiy of irre volume of fluid displaced by the 1otation  unit' NOTE: The centre of buoyancy  for rectilinear  flotation units may be aPProximated  as

0.5  x  mean draught.

## A2.5 Mean draught  (D)

The average draught of the flotation

,  = flotationunits

'nitin,o,,ro*

The point at which a vertical line through  the centre of buoyancy  (B), passes through theverticalaxisofsymmetryoftheflotationunit.

## A2.6 Metacentre  (M)

## 42.TDisplacementvolume(V)Thevolumeofthefluiddisplaced.A2.BMetacentric height  (GM)

The vertical  distance between the centre of gravity (G) and the metacentre  (M)'

## A2.9 Second moment  of area (l)

Thesecondmomentofareaoftheplanoftheflotationareaatthewaterline' taken about the axis of sYmmetrY'

NoTE:  The second moment of area of the flotation area for rectilinear flotation units can be taken as'

plan length  o f pontoon  unit x (plan  width  o f  pontoon  unit)3 @ area of f  lotation units D-

A2.10 Heeling  moment  (H)

in"'prfJ*,  Jt the eccentiic load about the centroid of the water  plane area and the p"iplnOi.ufa distance  from that  point to its line of actron.

42 11 StabilitY  angle  (") Angle of tilt.

## A3 CALCULATIONS

- -,1.\_c,r",r,tetheheightoftheverticalcentreofgravityofthemarinapontoon above the

ihe stability  for marina  pontoons should  be calculated  as follows'

keel, under  dead load (hg) , as follows of gravity  of each element  above  the keel'

- i. Divide the marina plntoon into elements  and calculate the height of the centre
- ii. Calculate  the weight of each element
- iii. Multiply the weigh"t  of each element  by the height  of its centre  of gravity above

the keel, to obtain  its moment.

- iv. calculate  the total weight of the marina  pontoon by summing  the weights of the

individual  elements.

marina  pontoon  above the keel (hS), by dividing  the sum of the moments in Item (iii) by the total  weight in ltem (iv)' "-

- v. Using the theory of moments, calculate  the height  of the centre of gravity of the
- t) 'crl"urute the displacement  volume  of the marina  pontoon  under dead load, AS

follows:

<!-- formula-not-decoded -->

Where

7,= displacement volume  (in sea water)'  in cubic metres " Wo  =  total dead  weight of marina  pontoon' in kilograms p= density of water

=  1026 kg/m3 for sea water

=  1000 kg/m3 for fresh water

- c)Calculatethedraughtofthemarinapontoonunderdeadload'asfollows:

<!-- formula-not-decoded -->

## Where

ha = draught,  in metres

Metres A =  plan area of the  pontoon at the water surface' in square  metres

;" = oi"dt"""."nt  volume  under dead load' obtained  from Equation A3(1)' in cubic

- d) For the worst combination of loads' obtained  from Section 4' calculate  the -' n"* centre of gravity of the pontoon This is done by considering  the

combination  of loads as a weight located  at the centroid of the water surface area and an applied moment 'i,hi"h  """ut the pontoon unit to tilt through  an angle rp (see Figure A1(b))'

- i. Calculate  the height of the centre  of gravity  of the  pontoon unit above the f*iit gl, by dividing  the sum of the moments  determined  from Paragraph nli"itl[i  ny tf,e totat dead  weight of the pontoon plus the weight of the loads obtained  from Section  4 '
- ii. Calculate  the displacement  volume  of the marina  pontoon  when loaded as follows:

<!-- formula-not-decoded -->

Where 7r =  disptacement  volume  under dead and live load' in cubic metres !4/r =  total dead and live weight,  in kilograms\ y = density of water

- iii. Calculate  the draught of the marina when loaded as follows:

<!-- formula-not-decoded -->

Where hr= draught, in metres yl  = Ji.pir""r"nt  volume  under dead and live load' obtained  from Equation  A3(3), in cubic  metres of the  pontoon  at the water surface' in square metres

- e) Calculate  the centre  of buoyancy  (see Paragraph  A2 4)'

[Ipi"n "t"]

- f) Calculate  the height  of the metacentre  above  the centre  of buoyancy'  as follows:

<!-- formula-not-decoded -->

Where h-a= lreight  of the metacentre  above the centre  of buoyancy'  in metres /= second  moment  of area of pontoon area about the axis of symmetry under consideration,  in metres  to the fourth  power y., j di.plr""*"nt  volume under dead and live load' in cubic  metres

For rectilinear pontoons

<!-- formula-not-decoded -->

Where /  =  plan  length of  pontoon unit,  in metres

b =  plan width  of pontoon unit, in metres

- g) Calculate the height of the metacentre  as follows:

<!-- formula-not-decoded -->

Where h,,c  =  metacentric height, in metres L-r= heisht of metacentre above  centre of buoyancy' in metres H,  =  heignt from keel to loaded  waterline

Hs  =  height  from keel to centre of gravity' in metres

- h) Calculate  the angle of tilt as follows

<!-- formula-not-decoded -->

Where

@= angle of tilt, in radians

-Azl l"applied  moment, determined from Paragraph  A3(d), in kilogram  metres h-.= metacentric height, in metres'

- i) Calculate  the minimum  freeboard, as follows'

<!-- formula-not-decoded -->

Where

hr = freeboard,  in metres

h =depth  of  Pontoon,  in metres

hr= draught, in metres

B = width of  Pontoon,  in metres.

0= angle of tilt, in degrees

- j)Checkthefreeboardandchinecalculated'inaccordancewithClause4.9.2.

## APPENDIX  B

## Specification  / schedule  of Technical Requirements  (soTR) for Floating  Jetties

## schedule of Technical Requirements  (soTR) for Floating Jetty systems'

To achieve  the best combination of utilisation,  durability, sea-worthiness,  safety,  and low maintenance,  plus the ability to be moved/re-located  (if ever required), floating letties/platformshouldmeetthefollowingspecifications

| Specification                                                                                                                                                                                                                                                                                                                                                                                                                                                                  | Rationale                                                                                                                                                                                            |
|--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
| The jettY reinforced greater. shall be concrete of constructed of grade M45 or NOTE: Cement and GGBS(Ground Granulated Blast-furnace Slag) can be used in the concrete mix to ensure the chloride protection of the concrete of less than 2000 COULOMBS (AASHTO T 277 93/ASTM C 1202,2005) Water penetration <30mm (BS EN 12390 Part b:2000) and water absorption <2'3o/o (BS1BB1 Part' 122, 1983, lnitial Surface absorption <0.25ML/M2 S (BE 1881 Part 208'.1996 C1.8 1.3.1) | To ensure seaworthiness, corrosion, low and safetY. stability and zero maintenance,                                                                                                                  |
| The use considered the jetties. of additives for increasing should be the lifetime of                                                                                                                                                                                                                                                                                                                                                                                          | To ensure sustainabilitY, seaworthiness, low carbon foot print and Potential to address different forces such as comPressive, shear, torsional and flexural forces coming from the ocean/ water body |
| ffibe reinforced with hot- dipped galvanised steel or corrosion- resistant-steel. The concrete cover shall at no location be less than 45mm'                                                                                                                                                                                                                                                                                                                                   | to f,ave a long design life and also to ensure that the reinforcement does not corrode and affect jettY usability during its economic life.                                                          |
| ffi ietty shall be Plain concrete with an additional suitable protective non-slip coating to resist oil and iuel spills and other contaminations to the concrete deck should be considered at locations prone to such contaminations'                                                                                                                                                                                                                                          | To ensure safe environment, even during wet conditions'                                                                                                                                              |
| ffi-uucts to ue Provided along each side and/ or along centreline of tlie jetty. Manholes, pull pits in the pontoons shall be an integral part of the pontoon structure and be in waterproof reinforced concrete. Me$9]99 and pull                                                                                                                                                                                                                                             | to accommodate water and electricity services.                                                                                                                                                       |

| Specification                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                              |                                                                                                                                              |
|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|----------------------------------------------------------------------------------------------------------------------------------------------|
| @ioeo with reinforced concrete covers complying with the structural deck load. Each Manhole / pull pit shall be provided with a drain hole' Cast-in industry grade UPVC utility ducts can be considered along each side and along centre line of the jettY'                                                                                                                                                                                                                                                                | Use of industrY grade UPVC will ensure longevitY to the floating structure                                                                   |
| All cast-m--components shall be of stainless steel Grade 316 / 316-L I A4' The pontoons wall be connected using multiple flexible connectors on both sides' Connecting parts to be suitably protected and easy accessible.                                                                                                                                                                                                                                                                                                 | For strength and non- corrosion. MultiPle flexible connectors ensure ease of maintenance, safetY and flexibility of the Pontoon Connections. |
| Starnlefsteel / cast aluminium mooring bollards (5T Capacity for 3m wide Jetties and 10T capacity for 6m wide Jetties or any other size suitable for the moored veisels)shall be installed to cast-in anchor sockets, cast into the main structure of the jetty at locations at 4m spacing along both sides of the Jetty or the spJcing suitable for the moored boats                                                                                                                                                      | For mooring the fishing boats.                                                                                                               |
| ffiigned to suit the vessel sizes. Suitable size anchor sockets to be cast into the pontoon structure to all for installation fenders. Option to cast-in a stainless-steel or aluminium fender plate along the berthing faces.                                                                                                                                                                                                                                                                                             | To provide additional resistance to vessel imPact and abrasion from the vessels'tyre fenders.                                                |
| C,aat-rn sta'lnless-steel 3161 A4 equivalent anchor-sockets along top edge at 1m spacing.                                                                                                                                                                                                                                                                                                                                                                                                                                  | To altow future fitting of hanging fenders (if required)                                                                                     |
| ln locat'tons where the tidal range is very large, a gangway for the final movement froin floating jetty/ platform to landside may be requ-ired accordingly the design of the floating jetty/ platform shall take into consideration this factor also' Access gangways fabricated from grade 6031-T6 or -OOaO-fS aluminium' lnternal clear widtlr to be designed as per project requirement, minimurtt width 1'20m' maximum width 4-0m. Gangways decked with WPC or FRP non-sliP grating' GanowaYs to Oe Oesigned for Proj | To provide passage pontoons. To provide safe to and from                                                                                     |

|    | SPecification                                                                                                                                                                                                                                                                                                                                                                                                                             | Rationale                                                                                                                                                                                                                        |
|----|-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
|    | re e) ,ecrai not to rceed 1.4.                                                                                                                                                                                                                                                                                                                                                                                                            |                                                                                                                                                                                                                                  |
| 10 | n p( C( le je oonng i'i rsitron-either with chains or with steel or rncrete Piles.                                                                                                                                                                                                                                                                                                                                                        | To ensure safe Positioning of the jettY against all normal environmental and operational forces.                                                                                                                                 |
| 11 | stat'd t ,r.irni, everydaY wave height of 0 3m om any direction, and an occasional (i'e' torm) wave height of 0'6m from any irection. T C( fr SI d                                                                                                                                                                                                                                                                                        | roenswe@                                                                                                                                                                                                                         |
| 12 | The jetty shall have a oerllotrstrdurs service life under normal operating conditions of at least 20 years with minimum maintenance.                                                                                                                                                                                                                                                                                                      | noqt efficient solution                                                                                                                                                                                                          |
| 13 | The unloaded freeboard oI tne Jelty srrdrr be nominal 0.5m for 3m width and nominal O.Bm for the 6m width' Considering the commercial application of the pontoons. This entails a rougher trandiing of the boats compared to yachts in a riarina. The Pontoon width and freeboard shall be considered individually and specifically for each project' to complY to the site's requirement'                                                | fo ensure suitable work conditions for the Pontoon USETS. ln addition, Pontoon width and freeboard shall further suit the Project's exPected live loads on the Pontoons'                                                         |
| 14 | The jetty system shall hold accreollallons from -lndian national classification authorities. The system must have a track iu"orO of at least 10 Years in harsh environmental conditions'                                                                                                                                                                                                                                                  | To demor,strate that the jettY system meets recognised qiality and safetY standards                                                                                                                                              |
| 15 | Mooring fingers to be consloereo ltr harbour arrangements where such fingers may be suitible. Fingers below 8'0m length and '1.0m width or narrower' may OuJ to the light weight of these boats' be provided in marine grade aluminium with WpC decking or FRP non-slip grating and Fiber reinforced concrete floats' Concrete Fingers above B.0m length to be provided in Joncrete, with specification similar to the concrete Pontoons' | The use of short-alumrnrum I fing"rt in combination with I ttre concrete walkwaY i pontoons is recommended in I some aPPlications. Concrete I fing"t. to be Provided with i similar sPecifications as the I concrete Pontoons. I |
| 16 | ffilation conditions the ctroice of antt-corrosive nratetials will play a major role. Accordingly, wlrile preparing ttre OpR this aspect should be given due consideration.                                                                                                                                                                                                                                                               | t_ For sustainabilitY floating jettY/ Platform the                                                                                                                                                                               |

.

Detailsofalldesignsandspecificationsofthepontoonsandalltheircomponent parts shall be submitted  approval.

## APPENDIX  C

ForthepurposeofthisStandard,thedefinitionsfurnishedbelowshallapply'

## C.1 Attenuator

A floating  barrier  to reduce  wave height'

## C.2 Berth

Boats at Floating  Jetty/  platform can either  occupy single or double.berth,t 1l-:t:'  "t water allocated  to|. tn" *"i  tiorage ot ooats aitacrred  to a  f ixed or  f loating  letty/ fl"tfor*and  allowing  for walk-on access  to boats'

## C.3 Berth, double

A berth for two boats between  finger  floats or piles

## C.4 Berths,  fixed

Berths  consisting  of piled walkways  (etties) and mooring  piles

## C.5 Berths,  floating

Berths consisting  of walkways that are buoyant and not supported  by any other structure.These  floating *"'nit",t  may be located  by means  of guide piles' anchor chains  or cables, allowing io" ""'ti"'f movement  The boats are moored  in either single  or double  berths, *i'h nng"'  pontoons  or along-side  berth configuration'

## C.6 Berth, single

A ;"dh il; onJoat  between  finger  floats or piles

## C.7 Boat beam

Greatestwidthofvesselincludingallpermanentattachments.

## C.8 Boat length

The length  measured  between extremes' boards. including  bowsprits  and stern davits/marlin

## C.9 Channel

An unobstructed  waten'vay that allows  the movement  of boat traffic'

: :ffi::lili;HX"n,  movement between  the marina/roatins  jettv/ pratrorm  and the mainwateMaY  (e g river, baY)'

## C.1 1 Channel, interior

A channel  within the floating ietty/  platform that allows boat movement  between  the entrance  channel  andthe  fairways'

## C.12 Channel dePth

The depth  of water in the channel measured  below  chart datum'

## C.13 Channel width

Thewidthavailablefornavigationatanominatedchanneldepth.

## C.14 Chart datum  (CD)

The datum, normally  corresponds  to the level of LAT, used in hydrographic  charts and other hydrographic surveys  for the specific region'

## C.15 Chine

The lower external line of any flotation component'

## C.16 Fair chart (collector  sheet)

A compilation  of all available  hydrographic  data'

## C.17 Fairway

Anunobstructedwaterwaybetweenrowsofberthswhichallowsboatmovement betweeninterior  channels and individual  berths'

## C.18 Fetch

The distance  over open water across which wind waves can be generated'

## C.19 Finger

A fixed or floating structure connected to the walkways,  which provides  pedestrian accessto  and from a berthed boat.

## C.20 Floating structures,  stabilized

structures  for which adequate  stability can be demonstrated  by virtue of connected fingersor which are of L-shape or T-shape  or similar stable configuration. Any connections  shouldbe capable of transmitting  the stabilizing  forces'

## C.21 Floating  structures, non-stabilized

Floating structures  without the stabilizing  elements, e.g. arectangular  plan pontoon.

## C.22 Freeboard

Distance from the still water level and deck level

## C.23 Gangway

A structure that  provides pedestrian  access between a fixed jetty or shore and a floating  Structu  re.

## C.24 Highest astronomical  tide (HAT)

The level of the highest predicted astronomical  tide for the year at the specific locality

## C.25 Lowest astronomical  tide (LAT)

The level of the lowest  predicted astronomical  tide for the year at the specific location.This may coincide with the level of the cD for the specific  locality There  is a possibility  of negative tides

## C.26 Marina

A group of pontoons, jetties, piers, or similar structures designed or adapted to prJrid"u"rthing  for craft used  primarily for pleasure  or recreation and may include ancillaryworkssuchasslipways,facilitiesfortherepairandmaintenanceofboats and the provision  offuel  provisions and accessories'

## C.27 Mooring

A detached  or freestanding  structure  to which a boat is moored.

## C.28 Pontoon/  Floating Jetty

A floating Platform

## C.29 Sea, beam

Sea condition  with waves approaching  from within 22 Sofrom abeam'

## C.30 Sea, head

Sea condition  with waves approaching up to 22 Sofrom  the centre-line'

## C.31 Sea, oblique

Sea conditions  that are not head sea or beam sea'

## C.32 Seawall

A structure  separating sea and land  '

## C.33 Shortage of Berth CaPacitY

- oLoadingofstoresandequipment,unloadingofthefishermen'ScatchiS difficult,  time-consuming  and in some cases hazardous'
- . Maintenance  of boats (e.g. servicing  of engines'  replacing fishing  tackle) is also difficult when  not berthed  alongside  a  jetty'
- .Fuellingofboatsisoftenaccomplishedwithjerrycanscarriedacrossthe decks.orwithlonghoses,bothofwhichoftenleadtospillagesandpollution.
- . The situation is exacerbated in harbours having a large tidal range,  during  the low tide period the distance from the deck of the boat up to the  ietty{op  can be considerable-

## C.34 SloPe

The vertical change over the horizontal  change  in dimension'

## C.35 WalkwaY

## C.35.1  PrimarYwalkwaY

AStructurethatprovidesforpedestrianaccessbetweensecondarywalkwaysand the shore.

## C.35.2  SecondarY  walkwaY

A structure  that provides pedestrian access between berths and primary walkways  or shore.Usually  lies parallel to a fairway'

## C.36 Wave height

## C.36.1  Design maximum  wave height (Hl)

The average height (crest to trough) of the highest one percent of waves measured over aperiod  of time.

## C.36.2  Significant  wave height  (Hs)

Theaverageheight(cresttotrough)ofthehighestonethirdofallwavesmeasured over aperiod  of time.