Dredger Familiarization

DREDGER

FAMILIARIZATION

Short Term Course Organized by:

INDIAN MARITIME UNIVERSITY

VISAKHAPATNAM CAMPUS

JANUARY 2011

PREFACE

The Course notes is being prepared as a part of conduct of Short Term Course titled

“Dredger Familiarization” conducted by Indian Maritime University, Visakhapatnam

Campus.

It is intended that the extent of subject covered through this Course shall give a decent

exposure to the participants on various important aspects of dredgers and their operations.

However, for advanced knowledge level, they shall refer to additional reading material,

referred to in the notes. Perhaps, being on a dredger involved in the dredging operations

would be the best thing!!!

The Course Coordinators acknowledge the contributions made by various resource

personnel. The material in this Course notes is compiled and edited from various sources

including internet resources and intended for education purpose only. The lecture notes by

Prof W.J Vlasblom are felt to be excellent in getting familiar with the dredger. The

equipment by dredger giants like IHC, Holland is referred to at places. Material contribution

from several other organizations related to the field of dredging is duly acknowledged. Any

inadvertent copyright violations are sincerely regretted.

Course Coordinators

CONTENTS

INTRODUCTION TO DREDGING EQUIPMENT

TRAILING SUCTION HOPPER DREDGER

CUTTER SUCTION DREDGER

PLAIN SUCTION DREDGER

BARGE UNLOADING OR RECLAMATION DREDGER

BUCKET OR LADDER DREDGER

DREDGING ENGINEERING PUMPS AND SYSTEMS

DISPOSAL OF SOIL

OPTIMUM LOADING PRACTICES

DREDGER INSTRUMENTAION AND AUTOMATION

DREDGING AND RECLAMATION: TRENDS AND FUTURE

Chapter 1 Introduction

1. Introduction to Dredging Equipment 1. Introduction to Dredging Equipment .......................................................................... 1

1.1. Introduction......................................................................................................... 1 1.2. Types of dredging equipment ............................................................................. 2 1.3. Mechanical dredgers ........................................................................................... 3 1.3.1. The bucket ladder dredge................................................................................ 3 1.3.1.1. General ........................................................................................................ 3 1.3.1.2. Working method ......................................................................................... 5 1.3.1.3. Area of application...................................................................................... 6 1.3.2. Grab or Clamshell dredger.............................................................................. 7 1.3.2.1. General ........................................................................................................ 7 1.3.2.2. Working method ......................................................................................... 7 1.3.2.3. Area of application...................................................................................... 9 1.3.3. Hydraulic cranes (Backhoe and front shovel)............................................... 10 1.3.3.1. Working method ....................................................................................... 11 1.3.3.2. Area of application.................................................................................... 12 1.4. Hydraulic dredgers............................................................................................ 13 1.4.1. Plain suction dredger..................................................................................... 13 1.4.1.1. General ...................................................................................................... 13 1.4.1.2. Working method ....................................................................................... 15 1.4.1.3. Area of application.................................................................................... 16 1.4.2. Barge unloading dredger............................................................................... 17 1.4.2.1. General ...................................................................................................... 17 1.4.3. The cutter suction dredger ............................................................................ 18 1.4.3.1. General ...................................................................................................... 18 1.4.3.2. Working Method....................................................................................... 19 1.4.3.3. Applied working area................................................................................ 21 1.4.4. The bucket wheel dredger ............................................................................. 22 1.4.5. Trailing Suction Hopper Dredger ................................................................. 23 1.4.5.1. General ...................................................................................................... 23 1.4.5.2. Working method ....................................................................................... 24 1.4.5.3. Applied working area................................................................................ 26 1.5. Conclusion ........................................................................................................ 27

1.1. Introduction

Definition: A dredgers is a piece of equipment which can dig, transport and dump a certain amount of under water laying soil in a certain time. The quantity of soil moved per unit of time is called Production. Dredgers can dig hydraulically or mechanically. Hydraulic digging make use of the erosive working of a water flow. For instance, a water flow generated by a dredge pump is lead via suction mouth over a sand bed. The flow will erode the sand bed and forms a sand-water mixture before it enters the suction pipe. Hydraulic digging is

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Wb3408b Designing Dredging Equipment

mostly done with special water jets. Hydraulic digging is mostly done in cohesionless soils such as silt, sand and gravel. Mechanical digging by knives, teeth or cutting edges of dredging equipment is apply to cohesive soils. The transport of the dredged soil can be done hydraulically or mechanically too, ether continuously or discontinuously.

Hydraulically Mechanically Continuously Transport via pipeline Transport via conveyor

belts Discontinuously Transport via grab, ship,

car Deposition of soil can be done in simple ways fi by opening the grab, turning the bucket or opening the bottom doors in a ship. Hydraulic deposition happens when the mixture is flowing over the reclamation area. The sand will settle while the water flows back to sea or river. Dredging equipment can have these three functions integrated or separated. The choice of the dredger for executing a dredging operation depends not only on the above mentioned functions but also from other conditions such as the accessibility to the site, weather and wave conditions, anchoring conditions, required accuracy and so on. 1.2. Types of dredging equipment

Dredging equipment can be divided in Mechanical Dredgers and Hydraulic Dredgers. The differences between these two types are the way that the soil is excavated; either mechanical or hydraulic.

Mechanical dredgers are

Bucket ladder dredge Grab dredge

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Dipper and backhoe dredge

Hydraulic dredgers are:

Plain suction dredge

Cutter dredge

Trailing suction hopper dredge

All dredgers except the trailing suction hopper dredgers are stationary dredgers, which means that they are anchored by wires or (spud)poles. 1.3. Mechanical dredgers

1.3.1. The bucket ladder dredge 1.3.1.1. General

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The bucket ladder dredge “Big Dalton”

The bucket ladder dredge or bucket chain dredger is a stationary dredger, which has an endless chain of buckets carried by the so-called ladder, positioned in the well of a U-shape pontoon. The chain is driven by the upper tumbler, a pentogonal, at the upper part of the ladder and fixed at the bottom with lower tumbler, mostly a hectagonal. Under the ladder the chain hangs freely, while on the upper site of the ladder the chain is supported and guided by rollers. The buckets filled during their rotation over the lower tumbler are emptied by the rotation over upper tumbler. The soil from there guided via shutes to an alongside layer barge. Bucket sizes vary from 30 liters to 1200 liters. Rock bucket dredgers do have a double set of buckets; a small rock bucket and a bigger soft soil bucket.

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1.3.1.2. Working method The bucket ladder dredge is positioned on 6 wires. Under working conditions the dredge swings around her bow anchor. The bow anchor line or headline can have length longer than 1000 m. In order to avoid dragging of the wire over the soil, which results in a smaller radius, the wire is supported by a headline pontoon. As a result of this long headline the cut width can be large as well (200 m or more). The sideline winches take care of the swinging of the dredge as well as the power necessary for the cutting process. The swing speed depends on the spoil condition, the layer thickness cut and forward step (pawl length)

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Groundlevel

Dredgeprofile Spillage

Cutwidth

Stern anchor

Dryexcavation

Aft side anchor SB

Aft ground anchor PS

Forward ground anchor PS

Bow anchor

Headwire

Headwire pontoon

Forward side anchor SB

Swing over

"Pawl" length

1.3.1.3. Area of application A bucket dredgers can be applied in almost all soils, from soft silt and clays to soft rock depending on the power on and the strength of the bucket chain. They are use in blasted rock as well. The maximum dredging depth depends on the size of the dredger. Bucket ladder dredgers with a maximum dredging depth of over the 30 m are built. However for such dredgers the minimum dredging depth is almost 8 m.

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Nowadays they are often used for dredging contaminated mud, because the can dig the soil under in situ density conditions. The bucket ladder dredge can not applied under offshore conditions and is certainly an obstruction for shipping. Compared to hydraulic dredgers he production is rather low.

1.3.2. Grab or Clamshell dredger

1.3.2.1. General The grab dredger is the most common used dredger in the world, especially in North America and the Far East. It is a rather simple and easy to understand stationary dredger with and without propulsion. In the latter the ship has a hold (hopper) in which it can store the dredge material, otherwise the material is transported by barges. The dredgers can be moored by anchors or by poles (spuds) The capacity of a grab dredger is expressed in the volume of the grab. Grab sizes varies between less than 1 m3 up to 200 m3. The opening of the grab is controlled by the closing and hoisting wire or by hydraulic cylinders. 1.3.2.2. Working method For grab dredgers the method of anchoring and the positioning system plays an important role for the effectiveness of the dredger. At every pontoon position an area as wide as possible will be dredged. Looking from the centerline the volume to be dredged at the position decreases with the angle to the centerline. The positioning is important to localize the bit of the grab. This helps the dredge master to place the next bit after the fore going.

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Releasing the aft wires and pulling the fore wires does the movement of the pontoon. When the dredgers have spud poles, this movement is done by a spud operation, which is more accurate than executed by wires.

15 % 37 % 48 %

60o

30o

1* step

0.5 step

0.87 step

Dredge patternC

ente

r lin

e

The dredging process is discontinuously and cyclic. 1. Lowering of the grab to the bottom 2. Closing of the grab by pulling the hoisting wire 3. Hoisting starts when the bucket is complete closed 4. Swinging to the barge or hopper 5. Lowering the filled bucket into the barge or hopper 6. Opening the bucket by releasing the closing wire. The principle of this hoisting operation is given in the figure below. In order to avoid spinning of the clamshell a so-called taught wire is connected to the clamshell.

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Hoist winch

Closing winch

Top shieves

Bucket

Closing wires

Hoist wires

Upper sheave block

Lower sheave blockGear segments

Gear segments

1.3.2.3. Area of application The large grab dredgers are used for bulk dredging. While the smaller ones are mostly used for special jobs, such as: • Difficult accessible places in harbors • Small quantities with strongly varying depth. • Along quay walls where the soil is spoiled by wires and debris • Borrowing sand and gravel in deep pits • Etc. The production of a grab depends strongly on the soil. Suitable materials are soft clay, sand and gravel. Though, boulder clay is dredged as well by this type of dredger. In soft soils light big grabs are used while in more cohesive soils heavy small grabs are favorable. The dredging depth depends only on the length of the wire on the winches. However the accuracy decreases with depth.

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1.3.3. Hydraulic cranes (Backhoe and front shovel)

Hydraulic cranes are available in two models the backhoe and the front shovel. The first is used most. The difference between those two is the working method. The backhoe pulls the bucket to the dredger, while the front shovel pushes. The last method is only used when the water depth is insufficient for the pontoon. These stationary dredgers are anchored by three spud poles; two fixes to the front side of the pontoon and one movable at the aft side. This means that the dredging depth is limited to about 15 m. (maximum 25 m). At the front of the pontoon is normally a standard cranes mounted. Here pontoon deck is lower to increase the dredging depth. Bucket sizes vary from a few m3 to 20 m3.

Backhoe dredge

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Front shovel

1.3.3.1. Working method During dredging the pontoon is lifted a few out of the water by wires running over the spud poles. A part of the weight of the dredger is now transferred via the spuds to the bottom, resulting a sufficient anchoring to deliver the required reaction for the digging forces. Besides that the dredger is in this case less sensible for waves. The bucket is placed and filled by hydraulic cylinders on the boom and the bucket arm. Due to the small radius of the boom and arm is the cut width limited to 10 to 20 m, see figure below.

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028 27 26 25 24 23 22 21

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The effective dredging area depends on the swing angle and the forward step per pontoon position. A small step results in a large width and a large step in a small width, however the total area is almost the same.

1.3.3.2. Area of application

This is roughly the same as for the clamshell dredgers with the exception dredging depth over the 25 m

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1.4. Hydraulic dredgers

1.4.1. Plain suction dredger

1.4.1.1. General A plain suction dredger is a stationary dredger that position on one ore more wires, with at least one dredge pump, which is connected to the suction pipe and the delivery pipe. The suction pipe is situated in a well in front of the pontoon. Good production can only achieved by this kind of dredgers either the soil is free running sand or the cut or breach height is sufficient (at least 10 m) The discharge of the soil sucked is done either by pipeline or by barges. Most suction dredgers are equipped with jet water pump(s) to assist either the beaching process or to improve the mixture forming process near the suction mouth.

Types of plain suction dredgers There are different types to be distinguished. 1. Barge Loading suction dredger

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1319

1420

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25

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2322

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Used when the transport distances are too large for direct pumping

2. Standard plain suction dredger

Discharged the material direct via pipeline to the reclamation area.

3. Deep suction dredger

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2

3233

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This dredger is equipped with an underwater pump and have two appearances; the standard or from the barge loading type. When dredging depth exceeds the 30 m this dredgers is more appropriate than the standard one.

4. Dustpan dredger

A suction dredger with a wide suction mouth, which makes it possible to dredge with reasonable productions low cut heights.

1.4.1.2. Working method The working method is based on the “breaching process” and the erosion created by the flow near the suction mouth, generated by the dredge pump. Breaching is a process of soil shearing on a slope caused by local instabilities or by erosion of the density current running along the slope to the suction mouth

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Suction tubeVz

Sand-water mixture (density current)

Instabilities

z

x

Hbr

Breach

This process is essential for this type of dredger and is fully determined by the soil conditions of the slope, from which the permeability and the relative density re the most important parameters. The dredge patron made by a plain suction dredger is shown below.

The length of the cut depends, inside the borrow area, on the position of the anchors. Mostly the anchors are laid down in such a way that more cuts can be made without repositioning the anchors. However this depends not only of the length of the anchoring wires but also from the “breachebility” of the soil.

1.4.1.3. Area of application Due to the lack of cutting devices this type of dredger is only suitable in non-cohesive soils. Further more this method exclude accurate dredging work. Dredging under

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offshore conditions is possible with special equipment. As already said borrowing in deep pits of over 100 m depth is possible. These types of dredgers are frequently used in borrow pits for reclamation areas as well as for the borrowing of sand for the concrete industry.

1.4.2. Barge unloading dredger

1.4.2.1. General Barge unloading dredgers are used for emptying loaded barges either by suction dredgers or by bucket ladder dredgers and cranes. The barge-unloading dredger is a stationary special suction dredger anchored by spuds near the shore, where the water depth is sufficient for the loading barges to come along side the dredger. The water for the unloading and the transport is supplied into the barge by a jet.

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1.4.3. The cutter suction dredger

1.4.3.1. General The cutter suction dredger is a stationary dredger equipped with a cutter device (cutter head) which excavate the soil before it is sucked up by the flow of the dredge pump(s). During operation the dredger moves around a spud pole by pulling and slacking on the two fore sideline wires. This type of dredger is capable to dredge all kind of material and is accurate due to their movement around the spud. The spoil is mostly hydraulically transported via pipeline, but some dredgers do have barge-loading facilities as well. Sea going cutter suction dredgers have their own propulsion, however this is only used during (de) mobilization. Cutter power ranges from 50 kW up to 5000 kW, depending on the type of soil to be cut.

Custom build dredger

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The more powerful dredgers are capable to dredge rock The small and medium size cutter suction dredgers are deliverable in a demountable application. In that case the hull consists out of five or more pontoons. The central pontoon contains the machinery.

Standard Beaver dredger

1.4.3.2. Working Method The rotating cutter excavates the soil during their movement, generated by the side winches, form port side to starboard and vise versa. The necessary side winch force depends not only on the type of soil but also on: • The rotation direction of the cutter head; (over cutting) rotation in the direction

of the swing movement or (under cutting) opposite to that.

DsDs

Under cutting mode Over cutting mode

In the over cutting mode the cutter head tries to drag the cutter dredger in the direction

of the pulling winch. Braking with the opposite winch may be necessary. • The position of the anchors in relation to the path of the cutter head. The more

the anchor lies in the direction of the moving cutter head the less the required side winch force will be.

• External forces, such as wind, current and waves. Page 19 of 27


The thickness of the layer, which can be cut in one swing, depends besides on the soil conditions also on the size of the cutter head. At the end of the swing will either the ladder be lowered and the dredger is swung in the opposite direction or the dredger will make a “step” forwards.

As said earlier the dredgers swings around a pole the working spud, which is positioned mostly in a carriage. The spud carriage can be moved over a distance of 4 to 6 m. by a hydraulic cylinder. When the working spud is set on the ground the dredger is pushed forward when the cylinder pushes against the carriage. This forward movement is called step and depends also on the soil conditions and the size of the cutter head. During a step the breach is cut in one or more cuts.

Cut width

Auxilary spud

Workspudin carriage Spud carriage

length

Vertical swing pattern

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Because the spud stays on the same spot the dredger makes concentric circles during swinging. Is the stroke of the hydraulic cylinder is maximum the dredger is moved to the centerline of the cut where a second spud at the aft side of the pontoon, the step spud, is lowered. Where after the working spud is hoisted and the carriage is pulled back, the working spud lowered to the ground and the step spud hoisted again. The dredger can make a new cycle again.

1.4.3.3. Applied working area Cutter suction dredgers are applied for dredging harbors, channels, reclamation areas and so on. The transport distance of the mixture is limited to maximum 10 km. She is very useful when the accuracy of the works is important. As said already the cutter dredger can dredge all kinds of soil.

clay cutter Rock Cutter

For dredging under offshore conditions is this dredger less suitable.

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1.4.4. The bucket wheel dredger

This dredger is, with the exception of the cutter head, is comparable with the cutter suction dredger. The rotation axe of the bucket wheel is perpendicular with the ship axe. The wheel contains 10 – 14 open or closed buckets. Due to the construction of the drive the wheel is difficult to replace and therefore less universal than the cutter suction dredger. Is application area is the same as the cutter dredger with the exception of hard rock. This dredger is often used in areas with constant conditions, such as the sea mining.

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1.4.5. Trailing Suction Hopper Dredger

1.4.5.1. General A Trailing Suction Hopper Dredger (TSHD) is a self-propelled sea-going or inland vessel equipped with a hold, called hopper, and a dredging installation by which it can fill and/or empty the hopper. The basic options of a THSD are: • One or more suction tubes provided with suction mouths (dragheads) which are

dragged over the seabed during dredging. • One or more dredge pumps to suck the material from the seabed. • A hopper in which the dredged material can settle. • Easy operational bottom doors or valves in the hopper to dump the dredge

material • Gantries and winches to operate the suction tubes. • A swell compensator to control the contact between the suction mouth and the

seabed when dredging in waves. The size of a TSHD is expressed in the hopper volume and varies between a few hundred m3 up to 33000 m3

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A 23350 and 700 m3 hopper dredger

1.4.5.2. Working method

When arrived at the dredging area, the speed of the vessel is reduced to about 2 to 3 knots (1 to 1.5 m/s), where after the suction tubes are lowered till the seabed and the dredge pumps started. When the suction tubes reach the seabed the swell compensator reacts, easy to see by the movement of the hydraulic cylinder. Nowadays electronic charts and screens shows where and how much there is to dredge. During dredging a mixture of soil and water is dumped into the hopper. When dredging non-settling slurries dredging is stopped when the mixture reach the overflow; a device to discharge fluids from the hopper above a certain level.

When dredging settling slurries dredging is continue after the mixture has reached the top of the overflow. Now the majority of the soil will settle in the hopper, while the fine particles together with the water will leave the hopper via the overflow.

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Overflows

After the overflow is reached, the dredging procedure depends either the overflow level is fixed or variable. • With a fixed overflow level the loading is continued till the ship has reached the

allowed draught. The mixture volume in the hopper stays constant during this part of the loading process. Depending on the bulk density of the settled material there will be a certain volume of water above the settled material. (constant volume system)

• Is de THSD provided with a variable overflow system, the overflow may be lowered when the ship has reached the allowed draught, on order to replace the water volume by settled material. (constant tonnage system)

Rods for opening and closing

Suction channel forself-discharching

Pivot Rubber sealBottom door

Rubber seal

Upperdoor

Bottom door

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When the hopper is filled, dredging is stopped and the suction tubes placed on the deck of the ship, where after she is ready to sail to the unloading area. The THSD can be unloaded either by opening the bottom doors or to pump the load via a pump ashore equipment to the reclamation area.

Pumping ashore (rain bowing)

1.4.5.3. Applied working area The THSD is a free sailing vessel and does not hinder other shipping during dredging and is therefore ideal for dredging in harbors and shipping channels inshore as well as offshore. The seagoing vessels are very suitable for borrowing sand under offshore conditions (wind and waves) and large sailing distances. The dredged material is dredged, transported and discharged by the vessel without any help from other equipment. (De)mobilization is very easy for this type of dredger. It can sail under its own power to every place in the world. Suitable materials for the THSD to dredge are soft clays, silt sand and gravel. Firm and stiff clays are also possible but can give either blocking problem in the draghead and/or track forming in the clay. In that case the draghead slips into foregoing tracks, resulting in a very irregular clay surface. Dredging rock with a TSHD is in most cases not profitable. It requires very heavy dragheads with rippers and the productions are rather low.

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Modern 9000 m3 Hopper dredger with one dredge pipe

1.5. Conclusion Summarized it can be stated that every type of dredger has its own applied working area in which its production is optimal in a technical way as well as in an economical way. It will be clear that the boundaries of these applied working areas are not strictly determined, but are also determined by other working conditions, which can differ from lob to job. In the table below the possibilities of the different types are shortly summarized.

Bucket Dredger

Grab Dredger

Backhoe Dredger

Suction Dredger

Cutter Dredger

Trailer Dredger

Hopper Dredger

Dredging sandy materials yes yes yes yes yes yes yes Dredging clayey materials yes yes yes no yes yes no Dredging rocky materials yes no yes no yes no no anchoring wires yes yes no yes yes no yes Maximum dredging depth [m] 30 > 100 20 70 25 100 50 accurated dredging possible yes no yes no yes no no working under offshore conditions possible no yes no yes no yes yes Transport via pipeline no no no yes yes no no Dredging in situ densities possible yes yes yes no limited no no

Chapter 2 Trailing suction hopper dredger

2 Trailing suction hopper dredger............................................................................................1 2.1 General description ..................................................................................................2

2.1.1 Characteristics .............................................................................................2 2.1.2 Application area ..........................................................................................3 2.1.3 History.........................................................................................................3 2.1.4 Work method...............................................................................................5

2.2 The design................................................................................................................82.2.1 The productive capacity ..............................................................................8 2.2.2 The main dimensions ..................................................................................10 2.2.3 The dredge installation ................................................................................15 2.2.4 The propulsion power .................................................................................32 2.2.5 Power balance .............................................................................................38 2.2.6 Main layout .................................................................................................41

2.3 Technical Construction ............................................................................................47 2.3.1 The dredge installation ................................................................................47 2.3.2 The hopper ..................................................................................................63 2.3.3 The propulsion ............................................................................................75 2.3.4 The maneuverability....................................................................................75

2.4 Strength and stability ...............................................................................................77 2.4.1 Strength .......................................................................................................77 2.4.2 Stability .......................................................................................................78

2.5 The dredging process ...............................................................................................80 2.5.1 The loading process.....................................................................................80 2.5.2 Sailing from and to the discharging area.....................................................99 2.5.3 The discharge ..............................................................................................100 2.5.4 The cycle production...................................................................................102 2.5.5 The instrumentation ....................................................................................103

2.6 Special designs of trailing suction hopper dredgers.................................................104 2.6.1 The gravel suction dredger..........................................................................104 2.6.2 The stationary suction hopper dredger ........................................................106 2.6.3 Boom dredgers ............................................................................................107

2.7 Literature..................................................................................................................109

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wb3408B Designing Dredging Equipment

2 Trailing suction hopper dredger

Figure 2-1 Trailing Suction Hopper Dredger (TSHD)

2.1 General description

2.1.1 Characteristics The characteristics of the trailing suction hopper dredger are that it is a self-propelled sea or inland waterway vessel, equipped with a hold (hopper) and a dredge installation to load and unload itself.

In a standard design the trailing suction hopper dredger is equipped with: • One or more suction pipes with suction mouths, called dragheads that are dragged over the

seabed while dredging. • One or more dredge pumps to suck up the loosened soil by the dragheads. • A hold (hopper) in which the material sucked up is dumped. • An overflow system to discharge the redundant water. • Closable doors or valves in the hold to unload the cargo. • Suction pipe gantries to hoist the suction pipes on board. • An installation, called the swell compensator, to compensate for the vertical movement of

the ship in relation with the sea-bed.

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2.1.2 Application area The trailing suction hopper dredger has a very wide application area and is therefore called the workhorse of the dredging industry.

Because it needs no anchorage system to position the vessel when dredging, which can be an obstacle for passing ships, in the early days the trailing suction hopper dredger (TSHD) was mainly used for the deepening and maintaining of waterways. Nowadays the trailing suction hopper dredger is also used for land reclamation. Examples of that type of jobs are the large reclamation works executed in the Far East. Here the non-bearing soil was first removed by the trailing suction hopper dredger, after which the same area was filled again with sand. The reason for a preference of the trailing suction hopper dredger above other types of equipment for this type of work is mainly the fact that the distances to the dump areas for the non-suitable material and distance from the sand pits are too large for a direct discharge and supply with pipelines.

The main advantages of a trailing suction hopper dredger are:

• The ship does not dredge on a fixed position. It has no anchors and cables, but it moves freely, which is especially important in harbor areas.

• The trailing suction hopper dredger is quite able to work under offshore conditions. The materials that can be sucked are mainly silt and sand. Clay is also well possible, but can give some trouble with congestions in the draghead and rutting. Rutting is the slipping back of the dragheads in their old rut or trail. Dredging rock with a trailing suction hopper dredger is in most cases not economical. It requires very heavy dragheads, also called ripper-heads, and the productions are usually very low.

2.1.3 History The first TSHD “General Moultry” with a hopper size of 155 cu yard (118.5 m3) was built in 1855 in the United States. Few years later 1959 a trailing suction hopper dredger was build in France for maintenance work in the harbor of St. Nazaire.

Figure 2-2 French trailing suction hopper dredger from 1859

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The ship had two drag suction pipes, which were connected at the bottom by a tube with holes (Figure 2.2). The dredging material, silt, was sucked through the holes in the connection tube by a steam-driven centrifugal pump. The size of the hopper was 240 m3.

In 1962 a dredger was built according to this layout at the yard Fijenoord at Rotterdam, Netherlands. Those types were able to dredge only very light silty material.

The real development of the trailing suction hopper dredger emanated from the stationary suction hopper dredger, one of the few Dutch dredge inventions. This self-propelled ship has a hopper and a forward pointing suction pipe. The dredge method is like a stationary suction dredger, working stationary on anchors and cables. At first with a pipe in the well, but the suction pipe was mounted on the side during the excavation of the Nieuwe Waterweg as it appeared not the right solution in waves.

The change from an anchored to a self-propelled dredging ship was a big step ahead. At first the suction pipe on board of a trailing suction hopper dredger was placed in a well behind the ship, but was soon moved to the side. The trailing suction hopper dredger has mainly developed in the USA and reintroduced in the Netherlands in the fifties and improved till it state of today.

Figure 2-3 Artist impression of TSHD

Page 4 of 109


2.1.4 Work method When arriving on the dredging area the speed of the trailing suction hopper dredger is reduced to approximately 3 knots (± 1.5 m/s) and the suction pipes are swung outboard. The suction pipes are initially lowered approximately horizontally until the trunnion slide is positioned in front of the suction intake (Figure 2.4).

Next the intermediate gantry and the draghead winch gantry are lowered such that the pipe rotates like a straight line around the trunnion.

Base of ship

Main deck

Draghead wire

Middle gantry wire

Figure 2-4 Suction pipe lowered

Figure 2-5 The swell compensator

When the suction mouth arrives a few meters above the sea bottom the sand pumps are started, the dragheads are lowered onto the seabed (which can be seen by the rise of the swell compensators cylinders (Figure 2.5) and the dredging can start.

Where and how much needs to be dredged is nowadays shown on electronic maps (computer screens). It also shows the position, direction and course of the ship.

The trailing suction hopper dredger sucks the soil from the seabed at a sailing speed of 1 to 1.5 m/s (2 to 3 knots) and deposits it in the hopper. For non- or bad-settling soils the dredging is stopped when the surface of the mixture in the hopper reaches the upper edge of the overflow (Figure 2.6).

Adjustable overflow

Dredging mark

Figure 2-6 Justable overflow

Page 5 of 109


The hopper filling is at maximum or the fill rate is 100%. Usually pumping continues for five minutes more to remove floating water on the mixture through the overflow. When dredging settling soils the dredging continues when the maximum level of the overflow is reached. Most of the solids will settle and the remainder is discharged with the water through the overflow.

Dredging mark

This water is not removable

Fixed overflow Fixed overflow

Constant Volume hopper

Figure 2-7

If the trailing suction hopper dredger is equipped with a fixed overflow (not adjustable) than the ship is loaded until it reaches its dredge mark (a fixed allowed draught) after which the suction is stopped.

That case it is said that the ship is designed as a Constant Volume System (CVS).

Adjustable overflow

Dredging mark

Constant Tonnage system

Figure 2-8

If the ship however has a height adjustable overflow system, than it is possible, when the hopper is full and the ship is on its mark, to lower the overflow level such that the total weight of the in the hopper present water and soil remains constant.

This is called a Constant Tonnage System (CTS).

The dredging is stopped when:

• The hopper is full. Overflow not allowed. • The maximum allowable draught is reached and the overflow can not be lowered usefully

anymore. • The economical filling rate is reached. When dredging stops, the suction pipes are pumped clean to prevent settling of the sand or gravel during the hoisting of the pipes causing an extra load for the winches. When the pipes

Page 6 of 109


are cleaned the pumping stops and the pipes are raised. When the dragheads are out of the water the ships velocity is increased to sail to the discharge area.

The discharge area can:

• Be in its most simple shape a natural deepening of the seabed, the dumping area (shortly dump), to store redundant material. If the storage capacity is large, there is no concern about the way of dumping. This hardly happens nowadays. The client demands usually a dump plan to fill the dump as efficiently as possible. At all times the draught on the dump needs to be sufficient to open the bottom doors or valves (Figure 2.9).

• Be a storage location for contaminated silt, like for instance the Slufter (Rotterdam harbor). Here the material is pumped ashore using a pump ashore discharge system.

• An area that has to be reclaimed. • An oil or gas pipe that has to be covered.



Pivot Rubber seal

Bottom door

Rubber seal

Upperdoor

Figure 2-9 Bottoms doors operated by rods

In case of the discharge area is a dump, opening the doors or valves in the base of the hopper does the unloading. This is usually done with an almost non-moving ship, certainly when accurate dumping is required. During the dumping water is pumped onto the load by means of the sand pumps. The eroding water stimulates the dumping process. If the trailing suction hopper dredger is equipped with jet pumps connected to a jet nozzle system in the hopper, those will be used too. The jets more or less fluidize the load and improve the dumping process.

If the load is pumped ashore using the sand pumps than only these jets are available to fluidize or erode the load.

Figure 2-10 Pump ashore connection

The shore connection, being the connection between the board pipeline and the shore pipeline is currently mostly positioned just above the bow (Figure 2.10). The connection between the ship and the shore piping is this case a rubber pipeline. The ship remains in position by maneuvering with its main propellers and bow thruster(s).

.

Page 7 of 109


When the load is either dumped or pumped ashore the ship will return to its suction area and a new cycle starts. In general the ship sails empty, in a non-ballast way, back to its suction section. There is only some residual water and/or load left in the hopper

Figure 2-11 TSHD J.J.F. de NUL picking up the floating pipeline to the shore connection

2.2 The design

2.2.1 The productive capacity When a dredging company wants to order a new trailing suction hopper dredger usually a market study is performed that about the required production capacity of the new dredger.

The required production capacity is expressed in m3/week or m3/month or even cubic meters per year. Besides that insight required about the expected average cycle time of the trailing suction hopper dredger on the different jobs, as well as the type of soils to be dredged. Then the production capacity can be translated to:

• The required payload in ton mass. • The maximum hopper volume in m3. If the ship is used for a single purpose, for instance the maintenance of a harbor area, than the required production capacity is usually known and therefore the above mentioned ship data.

For an international operating dredging contractor this is different and far more complicated. Answers have to be given to the question how the average cycle and the required production capacity will evolve in the future. For these contractors there is in fact only one requirement and that is dredging cheaper than their competitors. This leads quickly to a demand for large dredgers, which dredge cheaper and therefore more competitive.

Page 8 of 109


Load - Draught relation y = 3.0656Ln(x) - 19.711R2 = 0.8888

02468

101214

0 5000 10000 15000 20000 25000 30000 35000

Payload [ton]

Dra

ught

[m]

Figure 2-12 Payload - draught relation

The only decelerator on the building of larger vessels is the draught of the ship. When the draught increases, the usability of the ship decreases. The contractor can, dependent on the expected amount of work as function of the (initial) dredging depth, determine the availability of the ship for a certain draught.

Cumulative frequency distribution of initial dredging depth

020406080

100120

0 10 20 30 40 50

Initial dredging depth [m]

Cum

ulat

ive

freq

uenc

y [%

]

Figure 2-13

Unfortunately it is possible that market expectations of today are totally out-of-date in 5 years. The management chooses for a certain production capacity and later one wills just if this choice was right. The design is usually made a co-operation between the builder and the client is often scaled-up from successful ships. Of course the proper scale rules have to be obeyed when scaling-up. At this moment five classes of trailing suction hopper dredgers can be distinguished: Small hoppers deadweight capacity to ± 50 MN (to 5000 ton mass) Medium size hoppers deadweight capacity 50-100 MN (5000-10000 ton mass) Large hoppers deadweight capacity 100-150 MN (10000-15000 ton mass) Jumbo hoppers deadweight capacity 150 250 MN (15000-25000 ton mass) Mega hoppers deadweight capacity >250 MN (above 25000 ton mass)

Page 9 of 109


Figure 2-14 Different scales Fairway (23.347 m3) and the Sospan (700 m3)

2.2.2 The main dimensions When the choice for the production capacity of the trailing suction hopper dredger to be built is made, the hopper volume is known too. The main dimensions of the trailing suction hopper dredger are determined, as by other ships, by the required payload, draught and speed. It will be clear that a straight correlation exists between these quantities to satisfy the shipbuilding demands. After all a large hopper volume with a limited draught gives wide long ships with possible disadvantages like a poor behavior in swell or problems to obtain the required speed.

Trailing suction hopper dredgers are therefore build according to certain ship ratio, such as L/B, B/H and B/T ratio's (L=length, B=width, H=depth and T=draught). Those ratios’s depend on market requirements too and therefore change in time (Figure 2.15)

With the remark that a large B/T ratio:

• Results in a large initial stability, resulting in heavy ship motions in swell. • Has an adverse effect on the resistance of the ship.

With a large L/B ratio a lean ship is obtained with the advantages of:

• A simple construction as a result of the long equal mid-section (cheap). • A relative low resistance, therefore a higher velocity with the same installed propulsion

power.

Page 10 of 109


Ships Numbers

012345678

1965 1970 1975 1980 1985 1990 1995 2000

Year of Construction

L/B

, B/H

, B/T

L/BB/HB/T

Figure 2-15

On the other hand a small L/B gives a good stability and longitude strength and demands therefore less material, which is also cheaper.

In general a smaller B/H and a larger L/B result in less building costs. So demands for the draught (smaller T) will cost extra money and will have to be earned with a higher usability.

CLBTb =

∇

T

BL

Cb =

Figure 2-16 Definition Block coefficient

Definition Block coefficient

Of course the required block coefficient bdisplacementC

L B T L B T∇

= =⋅ ⋅ ⋅ ⋅

is involved too.

Displacement = In m3 B = Width of ship at the main section I m L = Length between perpendiculars in m T = Draught at International mark in m

Page 11 of 109


The lower Cb, the longer the ship will be with the same displacement. For trailing suction hopper dredger Cb lies between 0,78 and 0,85.

Also the required maximum dredging depth can have an influence on the length of the ship. Naturally, the long suction pipe has to be stored on the deck and that requires length.

Specific Ships Weight

0

0.2

0.4

0.6

0.8

1

0 10000 20000 30000 40000 50000 60000

Displacement [t]

W_s

pec

Figure 2-17

A good measure to see if the trailing suction hopper dredger is well placed in the market is to compare its specific weight with that of its competitors. The specific weight can be defined as the ratio between the ships weight and payload. The weight is directly related to the costs and the payload to the profits. In Figure 2.17 the specific weight for a large number of ships is given.

2.2.2.1 The load As aid, the payload in tons and the maximum hopper volume in m3 determine the amount of soil that a trailing suction hopper dredger is able to carry each voyage. These are of great importance. The payload is the weight of the paying load that the ship may carry on the maximum allowed draught. The payload is often a cause for misunderstandings. As a definition the payload is the ship weight of the loaded ship subtracted with the weight of the empty ship ready for service. This is shown in the hereunder shown chart.

Dutch term English term Explanation 1 Scheepsgewicht Ships weight Construction weight and necessary

equipment like: anchors, chains, moor cables, rescue equipment, nautical equipment and inventory of the cabins, galley, engine-room and tool-room of the boatswain

2 Toegevoegde gewichten Added weights This is the liquid filling of all systems on board including the water in the inlets. Also the outside water situated above the bottom deck for instance under and around the bottom doors is included.

1+2 Gewicht leeg schip Weight “light” ship

Page 12 of 109


3 Toelading Dead weight Weights of: Crew and their possessions, consumer goods, spare parts, and ballast water and load.

1+2+3 Gewicht van het “geladen” schip

Weight of “loaded” Vessel

4 Gewicht lading Weight cargo Weight of the paying load. 1+2+3 +4

Gewicht bedrijfsklaar schip

Ships weight ready for Service

Figures below gives some information about ”light weight” and “dead weight” of TSHD’s

y = 0.6827xR2 = 0.9929

y = 0.3173xR2 = 0.9622

0

10,000

20,000

30,000

40,000

50,000

60,000

70,000

0 20,000 40,000 60,000 80,000 100,000

Displacement [t]

Wei

ght [

t]

G Light weightDead weight

Figure 2-18

Light weight as function of deadweight

y = -3E-06x2 + 0.5586xR2 = 0.9607

0

5,000

10,000

15,000

20,000

25,000

0 10,000 20,000 30,000 40,000 50,000 60,000 70,000

Deadweight [t[

Ligh

t wei

ght [

t]

Figure 2-19

Except that there are different names for the payload, it is also apparent that it varies in time and often decreases. The reason is that when the ship has been in use for a while things will be added or reinforced, which causes an increase in the ships weight. Spare parts also tend to remain on board that should be stored onshore. In fact there is only one way to determine the payload correctly:

1. Clear the hopper such that no remaining soil is present. 2. Determine the displacement of the ship with the draught and the trim of the ship, the

displacement is the weight of the ship including the water in the hopper. 3. Determine the weight of the water present in the hopper by determining its volume and the

specific gravity 4. Subtract the weight of this water the ships weight determined under point 2. This is the

weight of the ship ready for service.

Page 13 of 109


5. The payload is obtained by subtracting the ships mass (displacement x water density) in tons on the maximum allowed draught with the weight of the ship ready for service.

It will b clear that the payload is never constant, but varies with the weight of the consumer goods like fuel, lubricants, drinking water etc.

In case of light soils, such as silt and soft clay, the maximum hopper volume can be decisive for production instead of the payload.

2.2.2.2 The hopper density. As mentioned earlier, the production capacity of a trailing suction hopper dredger is indicated with the quantities:

• Pay-load • Maximum hopper volume

The quotient 3[ /pay load kg mmaximum hopper volume

− ] is called the hopper density and is a

measure for the average density that a dredging contractor expects to dredge during the economical lifetime of the ship. It also says something over the purpose for which the dredger is designed. Is this for instance maintenance of a fairway in a sandy soil, than the dredges sand in the hopper will have a density of approximately 1900 kg/m3. Unfortunately no hopper can be filled to a 100% but approximately to maximum 90%. The maximum hopper density required is 1900 * 0.9 = 1710 kg/m3

For a gravel trailing suction hopper dredger this is for instance: 2000 * 0,9 = 1800 kg/m3. And for a silt trailing suction hopper dredger this could be even 1300 kg/m3. In Figure 2.20 the hopper density of international operating dredging contractors is shown as function of time. It stabilizes at the end of the eighties and early nineties around 1500 kg/m3, but due to the big reclamation works it is increasing again.

Hopper denisty as function of time

0.00

0.50

1.00

1.50

2.00

2.50

1950 1960 1970 1980 1990 2000 2010

Construction year

Hop

per

dens

ity [t

/m3]

Figure 2-20

Pag 14 of 109


2.2.3 The dredge installation The design of a dredge installation includes the determination of the required main dimensions and required powers of the following dredging components:

• Number of suction pipes • Pump capacity [m³/s] • Suction and discharge pipe diameter [m] • Type dredge pump • Sand pump drive and power [W] • Type and size of the draghead(s) • Hopper shape • Jet pump power and drive [W] • Discharge systems For the subjects the production should be corrected in a certain way from the average cycle production of the dredger. For instant, assume that the dredger is designed for a payload of 16000 ton and a hopper volume of 10000 m3 and a average loading time in sand with a d50 of 200 μ of 90 minutes. De density of the soil in the hopper is 1900 kg/m3. When the hopper is loaded the volume of sand will be 8421 m3. The average load rate is in this case 8421/90=93 m3/min=1.56 m3/s. When cumulative overflow losses of 20% are to be expected, then the dragheads should excavate 1.56/0.8=1.95 m3/s as an average. Every m3 of sand contains 1-(1900-1025)/(2650-1025)= 1-0.538=0.462 m3 water in the pores. (ρwater=1025 kg/m3, ρsand is 2650 kg/m3). So a production of 1.95 m3/s equals a sand mass of 1.95*0.538*2650=2780 kg/s

2.2.3.1 Number of suction pipes A trailing suction hopper dredger is usually equipped with two suction pipes. For smaller and medium size trailing suction hopper dredgers it is cheaper to use only one suction pipe. With two suction pipes the total efficiency is often better because it is still possible to dredge when one of the pipes fails.

There are also examples of large trailing suction hopper dredger with one suction pipe: the ANTIGOON of Dredging International with a hopper volume of 8.400 m3 and the VOLVOX TERRA NOVA of Van Oord ACZ with 18.000 m3 hopper volume. In principal it is an economical consideration, but looking from the process technical side there are some questions. For example: is one draghead as efficient as two dragheads with the same width?

Page 15 of 109


Figure 2-21 Volvox Terra Nova and HAM 316, both with one suction pipe

2.2.3.2 Pump capacity The sand pump capacity can be determined using several criteria:

1. In a particular type of soil a certain load time is demanded. (for instance 1 hour for sand with a d50 of 200-300 μm)

The volume pure sand as function of time is: 0 0

-T T

sand i i o oV C Q C Q dt⎡ ⎤⎢ ⎥= ⎢ ⎥⎢ ⎥⎣ ⎦∫ ∫

Co = Volumetric concentration at overflow [-] Ci = Volumetric concentration at intake [-] Qo = Discharge at overflow [m3/s]

Ci = Flow rate at intake [m3/s] T = Loading time [s] n0 = Porosity [-] ov = Cumulative overflow losses [-] Vsh = Volume sand in the hopper [m3] ρs [kg/m3] = Density of sand in the hopper

This sand occupied in volume in the hopper of 01 -

sandsh

VV ; nn= 0 is porosity

For TSHD’s having a constant volume system Qm=Qi=Qo, with Qm is the pump capacity; so the mass of the load becomes:

( ) ( )T

mass i o i0 00

L = C -C dt= C 1 ov T1 1

s sm mQ Q

n nρ ρ ⋅ − ⋅− −∫

Page 16 of 109


With ov being the cumulative overflow losses defines as

T

o 00T

i i0

C Qov=

C Q

∫

∫

For 1 hour loading the flow rate is: ( )m

i

Q1-ov C 3600

sandV=

⋅

Ci and Co are delivered concentrations; so Ci=Cdv The expected Cvd depends on the particle size, the permeability of the soil and the available jet water momentum. (see 2.5.5.1.3)

If the TSHD is designed as a constant tonnage dredger the incoming mass equals the outgoing mass; so m=mi=mo.

i im Q ρ= mi mo and so or o om Q ρ= i mi o moQ Qρ ρ= mio i

mo

Q Qρρ

=

ρmi andρmo are respectively the mixture densities at the intake and overflow. The load becomes now:

( )T

s smass i i o i

0 00

L = Q C -C dt= C 1 ov T1 1

mim

mo

Qn n

ρ ρ ρρ

⎛ ⎞⎟⎜ ⎟ ⋅ − ⋅⎜ ⎟⎜ ⎟⎟⎜− −⎝ ⎠∫

Although the formula is the same as for the constant volume system hopper dredgers it doesn’t mean that the cumulative overflow losses are the same for both types.

2. In an ascertain type of sand the load rate in m³/s or in t/s must have a minimum value.

If there would be no overflow losses than the load rate is directly proportional to the flow rate. However, the overflow losses increase with an increasing flow rate, which result in an increasing deviation from the linear relation. (Figure 2.22& 2.23)

Page 17 of 109


Loadrate=F{Q} d50=.15 mm

0

20

40

60

80

100

120

140

160

180

0 2 4 6 8 10 12 14 16 18 2

Capacity [m3/s]

Load

rate

[m3/

min

]

0

ρ=1100 ρ=1200 ρ=1300

Figure 2-22 Loadrate as function of pump capacity

It can be proven that for certain particle sizes there is an optimum loadrate.

Loadrate=F{Q} d50=.1 mm

0 50

100 150 200 250 300 350

0 5 10 15 20

Capacity [m3/s]

ρ=1.1 ρ=1.2 ρ=1.3 [t/m3] Load rate m3/s

Figure 2-23

The increase of a higher suction production (load rate) must be considered against the higher sand and water pump power, larger suction pipe diameter and dragheads etc.

Page 18 of 109


Remark: In Figure 2.23 the step in the load rate is caused by the fact that for high densities and high flow rates the loading after the overflow is not necessary since the optimal production for the dredge cycle has been reached.

3. When apart from the soil the cycle time is known too, than the flow rate can be chosen such that the cycle production is maximal. The cycle production is defined as

the quotient between loading and cycle time, so: csuction non suction

loadPt t −

=+

If there are no overflow losses than this formula can be written as:

c

non suction non suctionvd k vd k

load Q loadPload loadt Q

Q C g C gρ ρ− −t

⋅= =

⎛ ⎞ ⎛ ⎞+ +⎜ ⎟ ⎜ ⎟⋅ ⋅ ⋅ ⋅ ⋅⎝ ⎠ ⎝ ⎠

⋅

This is a monotone ascending function. However the overflow losses cause an optimal flow rate for which the cycle production has a maximum. (Figure 2.24)

Cycle Production d50=.15 mm

0

500

1000

1500

2000

0 5 10 15 20

Capacity [m3/s]

ρ=1.1 ρ=1.2 ρ=1.3 [t/m3] Pcycle [m3/c]

Figure 2-24

4. Also the pump capacity can be scaled from existing "well working" trailing suction hopper dredgers, by using the scale rule from Froude. However overflow losses will not be on scale when using this scale rule.

Above mentioned criterions lead to a design flow rate and a design density.

2.2.3.3 Suction pipe diameters Old trailing suction hopper dredgers are equipped with relatively large suction pipe diameters. In the past the size of the diameter was mainly based on minimizing the pressure loss in the suction pipe to avoid cavitation of the dredge pump. However it was understood that the concentration distribution was homogeneous over the diameter, which is not always the case.

Page 19 of 109


For a homogenous flow it can be shown that the suction production is maximum for a certain suction velocity. This is done with the so-called suction formula, a force balance over the suction pipe.

Mixture velocity vsMixture density ρm

hz

For a pump that is positioned k meters under the surface The pressure at the suction mouth is ρmgH. The pressure in front of the pump p is equal to the allowable underpressure, vacuum, so p=-VAC.

The pressure difference over the suction pipe equals the weight of the mixture and the losses in the pipe.

Figure 2-25

( )2 21 12 2water mixture z mixture mixture mixtureg H Vac g h v g H k vρ ρ ξ ρ ρ ξ⋅ ⋅ + = ⋅ ⋅ + ⋅ ⋅ = ⋅ ⋅ − + ⋅ ⋅ρ

( ) 2

2

watermixture

g H Vac

g H k v

ρρ ξ⋅ ⋅ +

=⋅ − + ⋅

Pr mixture watervd k grain

grain water

Q C v A ρ ρρ ρρ ρ

−= ⋅ ⋅ = ⋅ ⋅

−

This function appears to have, dependent on H, k, Vac and ξ, an optimum for a certain suction velocity v, which is independent of the suction pipe diameter. ξ can be written as ξ β λ= +

LD

with;

β=entrée loss coefficient [-] λ=Darcy-Weisbach resistance coefficient [-] L=length of suction pipe in m D=suction pipe diameter in m

Page 20 of 109


10001050110011501200125013001350

0 2 4 6 8Suction velocity [m/s]

vacuum=80kPa

Mix

ture

den

sity

[kg-

m3]

0

200

400

600

800

1000

1200

Prod

uctio

n [k

g/s]

rho_m D=750 mm D=1000 mm

Figure 2-26

Application of the suction formula has several disadvantages:

1. The mixture density, the resistance factor ξ and the suction velocity are not independent of each other, but are determined by the erosion process and the pump characteristics.

2. The flow is only homogeneous for sand types with a d50 < 0.15 mm. For coarser materials the flow becomes heterogeneous. As a result the volumetric concentration (the amount of sand in the pipe) increases and therefore also the pressure loss in the pipe. In other words the decrease of the pressure loss by the lower velocity is cancelled out by the increase as a result of the higher volumetric concentration. Therefore the pressure loss in the pipe does no longer behave according: 21

2p vξΔ = ⋅ ⋅ .

For this reason modern trailing suction hopper dredgers do have relative smaller suction pipe diameter then in the past. Besides that heavier pipes demand heavier winches, gantries and their foundations. This leads to a lower useful deadweight capacity and more investment cost.

Figure 2.27 below shows the relation between the maximum hopper volume and the suction pipes diameters for trailing suction hopper dredgers with two suction pipes. (diameters above 800 mm are round off to 100 mm and under 800 mm to 50 mm)

As can be seen in the Figure 2.27 the spread in the used suction pipe diameters is considerable. This could lead to the conclusion that design process is not yet unambiguous. At present however modern TSHD’s have smaller in suction pipe diameter at the same flow rate. This is especially affected by the better insights in the two-phase flow at relative low velocities for inclined pipes.

Page 21 of 109


One pipe vessels

0.000.200.400.600.801.001.201.40

0 5,000 10,000 15,000 20,000 25,000

Hopper volume [m3]

Pipe

dia

met

er [m

]

Two pipe vessels

0.000.200.400.600.801.001.201.401.60

0 5000 10000 15000 20000 25000 30000 35000

Hopper volume [m3]

Pipe

dia

met

er [m

]

Figure 2-27

From many researches it appears that the velocity for which all soil particles in the pipe are still

in motion is dependent on the Froude-value: 2v

g D⋅. (v=velocity and D pipe diameter)

Depending on the grain size and concentration the Froude-value may not become less than a certain value FI,H. Adding the maximum average velocities for which no stationary bed is formed in a horizontal pipeline can be calculated using ( )2 1sm l sV F g S D= ⋅ ⋅ − ⋅ or with the

demi-McDonald of Wilson, which can be estimated with the formula:

( ) 0.55

0.7 1.7550

2 0.750

8.80.66

0.11

s s f

sm

S SD d

Vd D

μ⎡ ⎤−⋅ ⋅⎢ ⎥⎢ ⎥⎣ ⎦=

+ ⋅

⋅

With d50 in mm and the diameter D in meters.

In Figure 2.28 both formulas are drawn (Durant, Fl=1.4). For inclined suction pipes Vsm has to be raised with a value ΔD dependent of the incline. According Wilson and Tse ΔD reaches a maximum for approximately 30° and is then ΔD=0.333 (Matousek, 1997).

In the design of trailing suction hopper dredgers usually Fl = 1.00 is assumed and ΔD is not considered. This implies that the dredger is designed for materials with a d50 between 100 and 300 μm and that for coarser materials a stationary bed is accepted.

Page 22 of 109


V_stationary deposition for horizontal transport d50=.5 mm

0

2

4

6

8

10

0 0.2 0.4 0.6 0.8 1 1.2

Pipe diameter [m]

V_de

posi

t [m

/s]

Wilson Durant Practice

Figure 2-28

The use of suction pipe with a submerged pump (Figure 2.29) has a direct influence on the choice of the diameter of the suction pipe. Is this the case then it is possible to choose the suction pipe diameter a little smaller and so lighter and cheaper, against the disadvantage of a little additional pressure loss in the pipeline..

Figure 2-29 Dredge pump incorperate in the suction pipe

Page 23 of 109


2.2.3.4 The pressure pipe diameter The diameter of the pressure pipe should have a larger diameter than the suction pipe, because the factor 0.333 for the inclined transport. However often, depending of the value of the factor Fl,H, the pressure pipe diameter is chosen 50-100 mm smaller for costs reasons. Particular when the casted elbows and valves are used. The diameter of the pump ashore installation will generally be chosen smaller than the suction pipe. Normally the hopper is unloaded with considerable higher concentrations than loaded. This allow for a lower flow rate when discharge time equals the suction time.

2.2.3.5 The dredge pump The main dimensions of the ship and the dredge installation are now known, so an estimate can be made to the required manometric head of the dredge pump for the different (un)loading conditions.

The required pump pressure during loading is determined by the static head from hart pump to the discharge in the hopper and the losses in the discharge line. The manometric head is the sum of required pressure and the allowable vacuum at the suction side of the pump.

Figure 2-30 Pump room with 2 pumps

Because the impeller diameter is approximately known ( minimum 2 times suction pipe diameter) and there is a relation between the required manometric pressure and the peripheral velocity of the pump impeller, also the specific pump speed is approximately known. The dimensionless specific pump speed is defined as:

12

34

sN Φ=

Ψ

With:

QDbωπ

Φ ≈ = dimensionless capacity

2 2 2

p pu rρ ρω

Ψ = = = dimensionless pressure

In these is: Q = flow rate [m3/s] p = pressure [Pa]

Page 24 of 109


D = diameter pump impeller [m] b = width pump impeller [m] r = ½D [m] ρ = density fluid [kg/m3] ω = angular velocity pump impeller [rad/s]

Filling in Φ and Ψ results in

3142

3 34 4 4s

Q DNbp

ρ ωπ

Φ= = ⋅

Ψ (1)

Figure 2-31

The specific speed is assessed to the maximum efficiency point and is a characteristic number to compare pumps with their dimensions like the b/D ratio, inlet and outlet diameter ratio Di/Du and impeller shapes (Figure 2.31). Equation (1) shows that for a constant number of revolutions (ω) the specific number of revolutions increases with an increasing flow rate and decreasing pressure. Since the pressure is proportional to the square of the peripheral velocity, the pressure will decrease at a constant number of revolutions with a decreasing diameter. A higher flow rate requires a larger diameter in the impeller, therefore a larger b/D ratio. Besides the b/D ratio especially a wider passage in the impeller has a large influence.

Figure 2.32 shows the relation between the dimensionless capacity and pressure as function of the number of revolutions for all types of hydraulic suction dredgers. Left in the chart are the standard centrifugal pumps and on the right the modern half-axial or mixed flow pumps, usually used as submerged pump in the suction pipe pump of trailing suction hopper dredgers and cutter suction dredgers. In general the dimensionless pressure for hopper pumps is slightly higher for the same specific flow rate than for the pressure pumps of cutter suction dredgers and suction dredgers.

From formula (1) it follows that when Q, p, and Ns are known, the pump speed can be determined, so that the pump and impeller type can also be chosen. (note: When the dredger will be equipped with a pump ashore installation, there will be two pump speeds.)

Page 25 of 109


For relative small trailing suction hopper dredgers and suction depths a fixed pump speed for the dredging mode (suction) is often sufficient. When the difference between minimum and maximum dredging depth is large, a variable pump speed may be required.

All Dredgers

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0 0.2 0.4 0.6 0.8 1

Specific Speed

Spec

ific

Cap

acity

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Spec

ific

Hea

d

Head Capac ity

Figure 2-32

With increasing size and particular for increasing depth the question may rise if this can lead to large flow rate variations during the dredging process. Large flow rate variations often lead to water-hammer problems in the pipelines. If this risk exists than an adjustable pumpspeed is necessary.

There are more factors involved in the choice of a pump, such as:

• 3, 4 or 5 impeller vanes. Dependent on the required minimal opening area between the blades.

• Single- or double-walled pump (wear considerations). • Inboard or submerged pump or both. If great suction depths are expected, it has to be

considered if the installation of submerged pumps is more economical. The limit where this economical point is reached is closely connected with depth of the inboard pump below water level under service conditions, so roughly with the draught of the ship. This break point is therefore different for every ship.

• The operation of the pump during pumping ashore (if necessary). When the dredger is provided with a pump ashore installation attention shall be given to the pumps working under both conditions. During pumping ashore it becomes more and more a custom that all available power of the main engines are used. This implies that the maximum pump speed when pumping ashore differs significantly from the pump speed during dredging. As a consequence the best efficiency point of the pump when pumping ashore shifts to a considerable higher flow rate than during dredging. This shift is in reality even larger because the pump ashore capacity is usually smaller than the flow rate during dredging (why?).

It has to be realized however that a pump working under conditions far above or below the best efficiency point, will wear faster. A good research of the position of the best efficiency points under the different service conditions is therefore necessary to obtain the optimal installation.

Page 26 of 109


Also the required pump power for both modes can now be calculated. However, the maximum available pump power during pumping ashore is with a combined drive (one engine for pump + propulsion) determined by the required propulsion power.

Pumpcharacteristics for dredging and pump ashore

0

200

400

600

800

1000

1200

0 1 2 3 4 5 6 7

capacity [m3/s]

Man

omet

ric p

ress

ure

[kPa

]

0

20

40

60

80

100

120

Effic

ienc

y [%

]

Q-p/280 rpm Q-p/165 rpm Eff/280 rpm Eff/165 rpm

Figure 2-33

2.2.3.6 The dredge pump drive Before choosing a drive the question should be answered whether continuous pump speed control is required or speed control by a gearbox is sufficient.

The following factors are involved:

• The expected range of the flow rate variation between the pumping of the water and of the slurry. This range is larger with an increasing suction depth, provided no cavitation takes place. Limitation of this variation can be necessary to reduce the risk of water-hammer. In that case a constant pump speed or a stepped control is insufficient.

• When a constant flow rate control is desired. The flow rate is regulated by a variation of the pump speed. An electric drive is necessary. A constant flow rate control by varying the number of revolutions is not suitable to prevent water-hammer (too slow).

• If the ship is equipped with a pump ashore installation and the propulsion power can be used totally or partly when pumping ashore. To use this additional power a higher pump speed than use in the dredging mode is required.

Dependent on these demands the sand pump can be driven directly by the main engine through a, if necessary, a stepped gearbox or directly by an electric engine through a generator. Of course there are several intermediate solutions that are treated in the chapter "Main arrangement".

Page 27 of 109


2.2.3.7 The dragheads Dragheads are designed to excavated the soil and mix it with water for hydraulic transport. Excavation can be done hydraulically or mechanically or combined. Hydraulic excavation is either by erosion of the dredge pump flow, by pressurized water jets or both

Visor

Figure 2-34 Draghead with blade

Pure mechanical excavation is mainly done in cohesive soils, such as clays and very soft rock. For that case teeth or blades are mounted in the draghead (Figure 2.34).

The width of the draghead is now dependent on the expected cutting forces in the particular soil in relation to the available cutting force from the propulsion. The length of the visor of the draghead should be chosen such the flow pattern for the transport of the excavated material suites the excavation process.

Modern dragheads have water jets assisted with knives or teeth.

Figure 2-35 Draghead with jets (not working)

A reasonable assumption is that the jet- production is linear with the total momentum flux of the jet system and independent of the trail speed. The momentum I=ρwQu.

M I Qu Qp

sand w wjet

w

= ⋅ = ⋅ = ⋅α αρ αρρ

2

With: I = Momentum in N Msand = Eroded sand mass in kg/s per jet pjet = Jet pressure at the nozzle in Pa Q = Jet capacity in m3/s u = Jet velocity at the nozzle in m/s α = Coefficient depending on the particle size, jet pressure, jet capacity and trailspeed.

A reasonable assumption for alpha is α=0.1 Water density in kg/m3. ρw =

When the nozzle are divided well over the width of the draghead the mass M should fulfill the relation:

M B d vsandall jets

trailsitu water

particle waterparticle∑ = ⋅ ⋅

−−

ρ ρρ ρ

ρ

Page 28 of 109


B = Width draghead in m. D = Eroded layer thickness in m vtrail = Trailspeed in m/s ρsitu Density soil in situ kg/m3=

Particle density in kg/m3ρparticle = When the trailspeed is said to 1.5 m/s, which equals 3 knots and using the relation between pipe diameter and draghead width of Figure 2.36, d can be calculated. In general the effective of the jet decreases somewhat with increasing pressure at constant momentum. This means that low pressure- high capacity jets are more effective than high pressure-low capacity jets. They use more specific energy too. On the other hand however, much jetwater dilutes the mixture density (Figure 2.128). So the designer has to search for the optimum solution between cost (power) en production

0500

1000150020002500300035004000

0 500 1000 1500

Suctionpipe diameter [mm]

leng

th/w

idth

[mm

] width

Length

Figure 2-36 Dimensions Dutch draghead

2.2.3.8 The water pumps Jet-water is used for loosening the soil within the dragheads, as well as to assist the process during discharging the load, either by dumping or by pumping ashore. The flow rate of the water pump is between 20 to 30 % of the sand pump flow rate and the pressure is usually between 5 and 15 bar. The required pressure can be calculated using the same basic formula’s as mention in the forgoing chapter.

M C Q Q

p QQ

sandw

sand

w

vd

vd m sand w jet

m

jet

p

C

= =

=LNMM

OQPP

ρ αρρ

ρρ α

2

12

2

In general there is no requirement for speed control of the type of pump

Page 29 of 109


2.2.3.9 The hopper As mentioned before ships are built according certain L/B, B/T and B/H ratios. This also accounts for trailing suction hopper dredgers.

Some insight in the effect of these ratio’s on the overflow losses is got from the Camps Diagram (Figure 2.132)

The removal Ratio R, the percentage of the incoming material that settles in the hopper is een function of:

R f SS

SV

R fS BL

QS BH

Q=FHG

IKJ = =

FHG

IKJ0 0

, ,b g b g

The following conclusion from Figure 2.132 can now be drawn when keeping the hopper volume constant:

1. The width B is kept constant and L→2L and H→0.5H 1st term of the removal ratio shall increase and 2e term shall decrease. This results in the conclusion:

More sedimentation at long shallow hoppers or less in short deep hoppers 2. The height H is kept constant and L→2L and B→0.5B

1st term of the removal ratio stays constant and 2e term shall decrease. This results in: A little less sedimentation at long small hoppers or little better sedimentation in short wide hoppers.

3. The length L is constant and H→2H and B→0.5B1st term of the removal ratio shall decrease and 2e term stays constant. This results in:

Less sedimentation in small deep hoppers or better sedimentation in wide shallow hoppers.

4. The height H and the width B are kept constant, while L→0.5L and Q→0.5Q 1st term of the removal ratio stays constant and 2e term shall increase. This results in:

Central intake or a TSHD with 2 hoppers is a little better. From the theory of the overflow losses (chapter 2.5.1.3) can be derived that long, shallow hoppers are favorable for the settlement process. Unfortunately such a shape leads to long relatively narrow ship with a limited depth that result in certain design problems for engine room en deckhouse. Therefore a compromise has to be found between the price and the performance.

When scaling-up the hopper shape to larger dimensions one should be aware for an undesirable increase of the overflow losses. After all for all new to build trailing suction hopper dredgers it is often demanded that the load time, independent of the size of the hopper, has to be 1 hour for a sand type with a d50 of 250 μm. This implies that the flow rate will be proportional to the volume of the hopper when the concentration is assumed constant.

Therefore the capacity scale is: ( )3Q Lη η=

Both the terms S BLQ

andS BH

Qb g b g shall decrease and this implies that the overflow loss for

larger trailing suction hopper dredgers will be higher than for smaller trailing suction hopper dredgers, even if the hoppers are similar. Dependent on the magnitude of this increase this

Page 30 of 109


could still be acceptable, since the cycle production can still be higher with higher overflow losses.

A design requirement directly related to the hopper shape is that the sand level at restricted loads needs to be higher than the sealevel. Such a requirement is of importance in situations where it is not possible to dredge to the dredge mark because of the waterdepth. If the sea level is higher than the sand level, the water cannot flow out and the ship can’t be loaded economically.

Dredging markAdjustable overflow

This water is not removable

Constant Tonnage system Figure 2-37

For modern ships this requirement can be satisfied for a 50-60% of the maximal load.

2.2.3.10 The discharge system From the theory of the flow of bulk material from silos follows that a plane symmetrical flow will occur for discharge openings where length L ≥ 3B (width) and that this flow type, is preferred above an axial symmetrical flow. Unfortunately most discharge systems, except for the split hopper (Figure 2.38) don't satisfy this requirement, while the building of a split hopper suction dredgers is considerably more expensive than "single hull" ships.

Figure 2-38 The split TSHD

As a rule of thumb the following ratios between the discharge opening and the well surface are used, dependent on the discharge material:

Page 31 of 109


• for silt 10% • for clay 50% • average 30% Instead of a large door or valve surface there are also systems that discharge the load with a limited amount of doors or valves by partly fluidizing or eroding the load. Experience showed that these systems function usually well for the fine sand types.

A design requirement for discharge system may be the necessity of dumping in shallow water. Is this the case than sliding doors or a splithopper are options. Also cone valves function well when discharging in shallow water. With a small opening they already provide a good discharge. If doors are used shallow dumping doors have to be considered

Figure 2-39

2.2.4 The propulsion power Except for the propulsion there are also requirements for the maneuverability of the trailing suction hopper dredger. For this purpose extra bow thrusters are often used.

2.2.4.1 The propulsion power Trailing suction hopper dredgers are real workships. They have a high block coefficient, no high ship velocities and they often sail in shallow waters, which make them "feel" the bottom. The velocities in knots do not exceed 1.4√L (Figure 2.40).

Page 32 of 109


6

8

10

12

14

16

18

20

8.5 9.5 10.5 11.5 12.5 13.5

SQRT(L) [m^1/2]

Loa

ded

spee

d [k

n]

1.4*L^1/2

1.22*L^1/2

Figure 2-40 Maximum speed TSHD's

The ships resistance is composed of a number of components:

( )1total f app w TR AR R k R R R R= + + + + +

with Rfl friction resistance according the ITTC-1957 formula [N] 1+k shape factor for the hull [-]

Rw wave resistance [N] Rapp resistance as a result of the appendage [N] Rb resistance as a result of the additional pressure difference [N] Further is:

R 12

V C S

with

CR

f2

f total

fn

=

=−

ρ

0 075210

2

.logb g

Determination of the resistance demands a lot of experience. The average sailing speed in knots for TSHD’s is 1.22√Length (0.63√L for v in m/s) Figure 2.40. That means that the wave resistance part is small and the total resistance can be estimated by a polynomial of the second order.

Nevertheless the ships resistance of a trailing suction hopper dredger is considerably higher under sailing conditions compared to normal ships with the same block coefficient. This is caused by the bottom valves or doors and the suction pipe guides in the hull.

Page 33 of 109


Rpipe

Rdraghead

F +Rcutting friction

Fimpuls Rship

G1

G2

R1

R2

R3

V

Δ pdraghead

Figure 2-41 Forces working on a TSHD

The required propulsion power appears to be decisive under the trailing condition, in particular when a combined drive is used. For this condition requirements are set regarding the trail speed, expected counter current and effective cutting forces at the draghead.

For the trail speeds a normal value is 1.5 m/s with a counter current of 1 m/s. At these velocities the resistance of the hull, as could be expected, is little. The largest resistance arises from the dragging of the suction pipes over the seabed.

This suction pipe resistance is composed of several components:

The first, the hydro-visco components.

In the direction perpendicular of the pipe:

R C v v Lpipe D w↵ = ⋅12

ρ β βsin sin D⋅

In the direction parallel with the pipe:

R C v v Lpipe L w= ⋅12

ρ β βcos cos D⋅

In which:

CD = Drag coefficient [-] CL = Lift coefficient [-] D = Pipe diameter [m] L = Pipe length [m]

R pipe↵ = Drag force [N]

Page 34 of 109


R pipe = Lift force [N]

v = Relative water velocity to the ship [m/s] β = Pipe angle [°]

[kg/m3]= Density water ρw The dimensionless coefficients CD and CL are apart from dependent on Reynolds number, also dependent on the appendages on the suction pipe. For a more accurate calculation it is better to divide the pipeline in different section with different projected areas. This has the advantage that the relative velocity of the water can be dependant of the waterdepth

Another force that the propulsion has to generate, which is often forgotten, is the force needed to accelerate the dredge mixture to the trail velocity of the ship, this momentum force.

F Q vMom mix trail= ⋅ ⋅ρ with: FMom = Momentum force [N]

[m3/s] Q = Pump capacity vtrail = Trail speed [m/s]

[kg/m3]= Density mixture �mix The resistance of the draghead over the seabed.

This force is more difficult to determine, but it can be derived as follows:

During dredging erosion water shall enter the draghead at the backside and the sides. (See chapter 2.5.1.1.3) This pressure difference depends on the type of soil and the amount of jet-water used to loosen the soil (chapter 2.5.1.1). An average value for this pressure difference is 50 kPa. Multiplying the suction area of the draghead with the pressure difference gives the force that push the draghead to the seabed.

Additional to this is the weight of the draghead on the bottom, which can be determined with a simple equilibrium equation. The coefficient of friction of steel on wet sand is 0.3 to 0.5. Additionally it is known that the draghead "bulldozers". Therefore a coefficient of friction of at least 0.5 must be used.

Teeth or blades mounted in the draghead with intension to cut a significant part of the soil do increase the trail force significant. Effective trailing forces of 250 to 500 kN per pipe are common for the big dredgers

If the total resistance of the suction pipe is known than this can be roughly converted to other diameters using:

1 1

2 2

W DW D

α⎛ ⎞

= ⎜ ⎟⎝ ⎠

with α = 2.2 – 2.4

In conclusion the required effective trail force(s) are strongly dependent on the expected type of the dredging work and therefore to consider in detail during design.

The above consideration can be visually clarified in the resistance-propulsion power chart:

Page 35 of 109


Thrust-Resistance Diagram

0

500

1000

1500

2000

0 2 4 6 8 10Speed [m/s]

Thr

ust /

Res

ista

nce

[kN

]

Pipe onlySailingTrailing

Operation point when sailing

Opeation point when trailing

Figure 2-42

In Figure 2.42 the effective propulsion force (trust), T_sailing (corrected for wake) as the ships resistance, R_sailing, are shown as a function of the ships speed. In the operating point "sailing" the supplied power is equal to the ships resistance. Under this condition the main engines are usually only driving the screws and the thrust curve is determined by the power of the main engines. This propulsion force curve can be described by a second-order polynomial:

T a a v asailing s s= + +0 1 22v

During dredging the main engines usually drive, besides the screws, also the sand-pump installation (sand- and water-pump) either directly or through a generator/electric motor set. This means that less propulsion is available for the propulsion in this mode. Because the

propulsion force is proportional to the propulsion power as: 2

3

TP

= constant, the propulsion

force curve is approximated under dredging (trailing) conditions by:

T aPP

a v a vtrailingtrailing

sailings s=

FHGIKJ + +0

23

1 22

The sum of the ships resistance (R_ship) and the suction pipe resistance (R_pipe) has to be equal with this propulsion force curve (operating point "trailing"). Usually this condition appears to be decisive for the to be installed power of the main engines. If no combined drive is used than the "sailing" condition is normative for the required propulsion power.

2.2.4.2 The bow thruster power

Page 36 of 109


Maneuverability of THSD’s has improved much compare to the past. In the sixties and the seventies the so-called bow jets (Figure 2.43) were used. These made it possible to generate a transverse force with the sand-pumps. But for practical reasons this was done only when the pump-room was positioned in the bow. The effectiveness of these jets is pretty good, certainly for 2 to 3 knots. The construction costs are only a fraction of those for a bow thruster.

Figure 2-43 Bow jet

However continuous use during dredging is not possible and so not economical. Therefore this idea is abandoned and one or more bow thrusters are used. However bow thrusters have the disadvantage of hardly any transverse force above 3 knots. There are different types on the market.

A propeller mounted in a tunnel with a speed or pitch control, which means that the flow direction and capacity is control by the revolutions and speed direction or by changing the pitch of the propeller vanes. A axial flow pump by which the direction of the flow is control by valves and the capacity by the speed of the impeller.

Figure 2-44 Thruster types

With the increase of the jet-pump power one could consider to use these, totally o partly, for the bow jets.

The required bow thruster power depends strongly on the expected type of work for which the trailing suction hopper dredger has to be designed.

Page 37 of 109


2.2.5 Power balance From the above mentioned it shows that a lot of power is installed in a trailing suction hopper dredger, that is:

• the dredge-pump power • the jet-pump power • the propulsion power • the bow thruster power and of course the power for the electrical circuit on board. After all the suction pipes have to be lowered and raised. The valves and other auxiliary equipment must operate, etc. Powers of 15000 kW or more are no exception. Therefore it makes sense to take a close look to the power balance. For instance, separate drives for the propulsion and the sand-pumps are not always necessary or desirable. Most of the time several objects can be combined. The following will show that this is strongly related to the suction pipe configuration.

Figure 2-45 Direct drive

The most common combination is to drive both the propeller as well as the dredge-pump with one engine (Figure 2.45). The total installed power will not be much less than these units are separate as shown in Figure 2.46 but during sailing more power is available for a higher sailing speed and resulting in a higher production. If the units are driven directly, there will be no loss in generators, cables and electric motors. The speed control of the sand-pump is however poor. The engines run on constant speed, while adjustable propellers control the speed of the vessel, while the configuration of Figure 2.46 has fixed propellers (Why?).

Figure 2-46 Separate propulsion and dredge pump engines

When the trailing suction hopper dredger needs pump ashore installation than generally an extra transmission is installed in the gear-box to use the total available power for this installation. The same engine supplies the jet-pump power usually. In that case the gear box is fitted with an extra axis. The only disadvantage for this arrangement is the limitation in the suction pipe length. Of course this is not totally black-and-white. Extending of the inboard

Page 38 of 109


suction pipe offers the possibility to place a longer pipe on the deck, but this results in a lower production when dredging at large depths. Such a ship is put into service in 1992 and the concerned company (J.F.J. de Nul) took this decision intentionally.

Figure 2-47 TSHD with dredge pumps in the fore ship

If limitation of the suction pipe length is not desired both powers can be combined with the arrangement of Figure 2.47. In the engine room the main engines drive the adjustable screw, but on the other side a generator is placed that supplies the dredge-pump placed in the fore ship with energy. This is attended by an energy loss of 10 to 15 % of the power required. So for a sand-pump power of 2000 kW times two, there is a loss of approximately 400 to 500 kW! This also accounts for jet-pumps installed in the fore ship too. If the pump ashore installation needs the total power of the main engines this solution will require a considerable larger investment than the previous case. The speed control of the dredge pump can of course be well adjusted with an electrical drive.

Between these two solutions there are of course all kinds of variants possible, which have been built in the past too. (See chapter 2.26 Main Layout)

y = 0.4641x - 510.11R2 = 0.8741

0

5000

10000

15000

20000

25000

0 10000 20000 30000 40000 50000

Displacement [t]

Pp [k

W]

Figure 2-48 Propulsion power

Page 39 of 109


y = 0.1758x - 19.495R2 = 0.8036

0

500

1,000

1,500

2,000

2,500

3,000

3,500

0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000

Propulsion power during trailing [kW]

Bow

trus

t pow

er [k

W]

Figure 2-49 Bow thrust power

y = 0.5806xR2 = 0.8931

0

5000

10000

15000

20000

25000

30000

0 10000 20000 30000 40000 50000

Displacement [t]

Pi [k

W]

Figure 2-50 Total installed power

Page 40 of 109


2.2.6 Main layout Now the main dimensions of the ship and the dredging equipment are known, the layout of the ship has to be determined.

2.2.6.1 Single well ships Most currently built trailing suction hopper dredgers are of the single cargo-hold type. The hopper, also called well, is positioned somewhat forward of the middle of the ship. This is also the case when the bridge is on the foreship. The engine-room is always positioned in the stern. The trailing suction hopper dredgers used by the dredging industry are usually equipped with two adjustable screws.

The position of the pump-room, a with watertight bulkheads sealed space in which the sand-pumps are located, also has a large influence on the layout of the trailing suction hopper dredger. The simplest and most efficient layout is the one where the pump-room is positioned just before the engine-room (Figure 2.45).

In this case the main engines drive both the adjustable screws as the sand-pumps. Adjustable screws are necessary in this case because if the sailing velocity of the trailing suction hopper dredger is controlled by varying the number of revolutions of the engine then also the production of the pump changes which can lead to production loss.

Since the sand-pumps on a trailing suction hopper dredger usually run on a fixed number of revolutions (variation of the suction depth has only a limited influence on the required head) the ships velocity can be easily adjusted by varying the pitch angle of the adjustable screws.

Of course adjustable screws are more expensive and vulnerable than fixed screws. If fixed screws are desired than the layout shown in Figure 2.46 is appropriate with different engines for the sailing and dredging.

An alternative for Figure 2.46 is Figure 2.51

Figure 2-51

It will be clear that in the first solution the total installed power is better used. After all during sailing the full power of the engines is available for the propulsion. However these solutions are also seen with adjustable screws.

In both cases the limitation of the arrangement is the suction pipe length and therefore the suction depth. After all the suction pipes still need to be stored on board. If large dredging depths are also required (until ±70 m) than the layout of Figure 2.47 and 2.52 are automatically

Page 41 of 109


obtained. Figure 2.52 is called the All Electric Ship, an development of nowadays. All power needed is delivered by the main engines via high efficient generators and motors.

Figure 2-52 The all electric ship

Of course there are may combinations possible with of these main layouts. The number of suction pipes may have some influence. Many smaller trailing suction hopper dredgers have only one suction pipe. Nevertheless these small trailing suction hopper dredgers are equipped with twin screws for two reasons:

1. The empty draught determines the maximum allowed propeller-diameter. Transferring a certain amount of power to one screw leads to a high revolutions, heavy loaded propeller with a relatively low efficiency.

2. A twin screw ship has a much higher maneuverability than a single screw ship Nevertheless, special trailing suction hopper dredgers such as gravel dredgers, are equipped with a single screw (see special applications)

2.2.6.2 Twin Hopper Trailers In the end of the sixties and starting seventies several trailing suction hopper dredgers were build with two separate hoppers. In these ships the engine-room and/or pump-room is positioned between the two hoppers. The main advantage of the twin hopper type is the smaller longitudinal ships bending moment that arises from the mid-ships connection of the engine-room and/or pump-room bulkheads.

Figure 2-53

Page 42 of 109


Figure 2-54

The disadvantage of such ships that on one hand the hopper ratios are unfavorable for the settling process and to the other hand the total capacity is dived over both hoppers which will improve the sedimentation process somewhat. Besides several extra valves are needed to trim the ship sufficiently. These layouts are shown in Figure 2.53 and Figure 2.54. The accommodation is also positioned amidships. In both cases the main engines drive propellers and dredge-pumps. Besides the longer pipes for large dredging depth can be installed. Of course an electrical driven dredging installation is possible too.

2.2.6.3 Single well ships with a submerged-pump For larger suction depths, more than 50 m, the installation of a submerged-pump becomes economical. The submerged-pump, also called the suction pipe pump, can be driven electrical or hydraulically. The hydraulic drive exists on smaller trailing suction hopper dredgers.

On larger trailing suction hopper dredgers the pump and the electrical drive with bearings are accommodated in a compact compartment, directly mounted in the suction pipe. The number of revolutions of the electrical drive is chosen such that it corresponds with the required number of revolutions of the submerged-pump. This solution provides a compact and relative light construction.

The submerged-pump related possible layouts of the engine rooms and/or pump-rooms are shown in Figure 2.55.

Figure 2-55 TSHD with inboard (direct driven) and submerged pumps

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Figure 2-56 TSHD with inboard en submerged electrical driven pumps

Figure 2-57 Electrical driven pumps and direct driven propulsion

For smaller, simpler trailing suction hopper dredgers and converted barges submerged pumps can be used to. For such ships the dredge installation is composed of modules (Figure 2.58). The drive unit of a dredge installation is now positioned on the fore-deck. The (existing) engine room is located in the stern. Therefore adjustable propellers are not necessary..

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Figure 2-58 Pump module on barges

2.2.6.4 Split hopper suction dredgers Split hopper suction dredgers can in principle also be divided as shown in Figure 2.59 and 2.60.

Figure 2-59

Figure 2-60

With the observation that both the engine-room and the pump-room are divided in the longitudinal direction (Figure 2.50 and 2.60).

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The engine driver has to ascend to a height higher than sea level when he wants to go from starboard to portside.

2.2.6.5 The position of the pump-room Positioning of the pumproom near the engine-room instead of in the fore-ship has the following advantages:

• the control and the maintenance of the pump installation can be done in a simple way by the engine-room personnel.

• with an empty ship the suction intake is submerged deeper than in the fore-ship, as a result of the trim.

• as a result of the shape of the stern the dragheads will move less frequently under the ship base, when working in shallow waters or on slopes.

• the direct drive of the sand pump by the main engine is considerable more efficient than the transport of energy from the stern to the fore-ship.

• the total propulsion power can used easily for the pump ashore installation. With a fore-ship pumproom this requires considerable investments.

Of course there are also disadvantages: • the main disadvantage of the pump-room near the engine-room in the stern is the limitation

in the dredging depth of the suction pipe, something that has become more important in the last few years.

• the distribution of the weight is less ideal than with a pump-room in the front. For this reason the bridge is positioned on the bow nowadays.

• because the dragheads are nearer to the screws there is an increased chance for cables picked up to get entangled in the propellers.

Figure 2-61 Split TSHD

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2.3 Technical Construction

The technical construction of the trailing suction hopper dredger will be discussed in the flow direction of the dredging process.

2.3.1 The dredge installation

2.3.1.1 The dragheads

Figure 2-62 Modern draghead (Vasco da Gamma)

The draghead is the suction mouth of the trailing suction hopper dredger and is, with the sand-pump, one of the most important components of the dredge installation. Looking at the amount of patent applications on the area of dragheads the conclusion can be made that there is a lot of knowledge of the operation of this device. Unfortunately this is not the case, the last 5 years the remarkable progress made about the understanding of excavation process in the draghead. Dragheads must be able to break up the coherence of varied soil types. The excavation process is done erosive, mechanical or by both methods.

Dragheads are designed to resist the forces, needed to loosen and suck up the soil. They also need to be strong enough to withstand collisions with unknown objects in the dredge area. This especially gives high demands on the reliability of the equipment mounted on the draghead to control the water supply and/or cutting blade depth.

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In general draghead consist of a fixed part that is connected to the suction pipe, sometimes helmet mentioned and a one or two pivoting part(s), the visor, which is mounted in the fixed part. The last part is (self) adjusting to keep in fully touch with the seabed. In the dredging industry different types of dragheads are used. The most known dragheads are: • the Hollandse (Dutch) draghead, also called IHC draghead (Figure 2.63 and 2.65) • the Californian draghead (Figure 2.64 and 2.66)

Figure 2-63 Dutch draghead

Figure 2-64 Californian draghead

Figure 2-65 Figure 2-66

Both type are developed based on the principal of erosion generated by the dredge pump flow. Nowadays these dragheads can be equipped with water jets too (Fig 2.65 and 2.66) In addition to the excavation of the soil, the jets are also important for the forming of the mixture in the draghead. The dragheads rest on the seabed by means of replaceable, so-called, heel-pads of wear resistant material. When dredging cohesive materials the dragheads are provided with blades or cutting teeth mounted in the visors. The position of the visor is fixed relative to the helmet corresponding with the average dredging depth Sometimes this position is controlled by hydraulic cylinders.

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When using tooth and/or blades one has to realize that different items can hook on to the draghead, causing high longitudinal forces in the suction pipe. This can be prevented by dividing the fixed part, the helmet, (Figure 2.67) in two parts, connected with a hinge on the top and breaker bolts at the bottom. The strength of the breaker bolts has to be slightly weaker than the weakest link of the several components of the suction pipe.

Figure 2-67

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However, if they are designed such that they fail regularly than soon the two parts are welded together with the danger that the next link fails.

Modern dragheads have one visor with jet nozzles over full width. At the backside of the visor replaceable teeth are fitted. The purposes of these teeth are to remove not eroded sand bands and to guide the flow in the direction of the suction pipe. Some of those dragheads do have movable water flaps to control the diluting water to the draghead. Visors can be adjusted either by bars or by hydraulic cylinders.

Figure 2-68 Modern dragheads

Furthermore fenders are mounted on the draghead, to prevent damage caused by the bumping of the draghead against the hull. By mounting these fenders on both sides, the draghead can be used both on starboard and port.

Figure 2.69 fenders of the draghead of the One piper TSHD Volvox Terra Nova

Figure 2-69 Fender for protection

The connection between the movable visors and the fixed helmet is usually sealed with a rubber strip. This prevents the entering of "strange" water and it decreases the wear caused by the sand picked up by this "strange" water.

2.3.1.1.1 Other types of dragheads In the last 25 years a lot of experiments are performed with several types of dragheads, like:

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Figure 2-70 Silt draghead

The silt head (Figure 2.70). A draghead specially designed for dredging silt and soft clays. The silt is pushed in the draghead, while the propulsion delivers the required force.

The active draghead (Figure 2.71) A draghead with a hydraulic driven roller with cutting tools, able to cut firm clay or compact sand. The disadvantage of this dragheads was the ability to pick up cables and wires

Figure 2-71 Active draghead

And

The venturi head (2.72). A draghead that would be hydraulically better shaped than the Hollandse and the Californian draghead and therefore would reach higher productions.

The advantage of this draghead was the high trailing force due to the pressure difference over the draghead .

Figure 2-72 Venturi draghead

All these dragheads were not successful. Mostly the idea behind was good, but secondary reasons. like wear, sensitive for dirt, difficult to handle, etc. etc. Resulting in lower average productions than the earlier mentioned dragheads.

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Aside from IHC there are also other companies that supplies dragheads. Usually these draghead are named after the company since they differ somehow from the standard dragheads. Examples are the "Van de Graaf-heads" and “VOSTA.” heads

Furthermore every dredging company with self-respect has developed its own draghead, whether or not used.

2.3.1.2 The suction pipe

Figure 2-73 Suction pipe

The purpose of the suction pipe (Figure 2.73) is to make a connection between the seabed and the ship in order to make transport of dredge slurry possible. Because a fixed connection is not possible due to a varying water depth and the forces in size and direction, they have to comply with a number of important requirements:

• the dredging depth must be adjustable. • there must be enough freedom of movement to maintain the connection with the seabed as

good as possible. • the bending moments due to the forces acting on the pipe should be kept as small as

possible for reasons of strength and weight • hit- and shock load resistant. • a small pipeline resistance for the mixture flow.

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The trunnion slide (Figure 2.74) that slides between the hull guides during the raising and lowering of the suction pipe, is fitted with tapered cams that push the trunnion slide against the hull when the suction pipe is in front of the suction intake.

Mounted on this trunnion piece is a casted elbow, which can rotate around a horizontal axis, perpendicular to the hull. This hinge construction allows the suction pipe to be lowered to the desired depth. The elbow has two arms, positioned in the vertical plane of the suction pipe. On these arms, the upper or short piece pipe is mounted with hinges.This upper hinge makes the bending moments small, for example for the case

where the ship is swayed aside by the current.

Figure 2-74 Trunnion slide with elbow

Between the elbow and the upper pipe a rubber suction hose is mounted that can move 40° to both sides. Steel rings are vulcanized in this suction sack to prevent a collapse of the suction sack by the subpressure as a result of the suction. The upper pipe is connected with the lower pipe by the gimbal (Figure 2.75) and a second

suction sack. This gimbal allows the two pipes to move independently, which is necessary in heavy weather and/or an irregular sea bottom.

Figure 2-75 Universal joint

A turning gland (Figure 2.76) is mounted, usually directly behind the gimbal, in the lower pipe. This allows the lower pipe to rotate around its longitudinal axis, so that the draghead can also follow the bottom profile in the transverse direction.

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Wearing ringWearing ring

Outer pipeInner pipe

Outer pipeInner pipe

Wear ring Lip seal For small diameters (<900 mm) For large diameters (>900 mm)

Figure 2-76 Turning glands

If the draghead is fitted for jet-water, a jet-water pipeline is mounted along the suction pipe (Figure 2.77).

Figure 2-77 Suction pipe with a jet water pipe

Because this pipeline also needs to follow all suction pipe motions, a lot of pressure hoses and elbows are needed, causing additional pressure losses in the jet-pipeline. The connection of the suction pipe with the ship becomes now more complicated.

Figure 2-78 Jet pipeline passing the universal joint

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It becomes even more complicated when a submerged pump is mounted together with the suction pipe (Figure 2.79). Except the pipelines, a lot of cables for power supply and to control the pump speed are necessary. For the powerful pumps a special frame is necessary to carry the loads.

Figure 2-79 Submerged sand pump frame

2.3.1.3 The suction pipe gantries

Figure 2-80 Suction pipe gantries

The three suction pipe gantries serve to move the suction pipe either inboard or outboard.

The draghead gantry and the middle gantry are carried out mostly as an A-frame, connected with the main deck by a hinge-construction (Figure 2.81 and 2.82). A hydraulic cylinder or the hoisting wires controls the motion when moving the suction pipe in- or outboard.

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Figure 2-81 3 different types of suction pipe gantries

Figure 2-82 Suction pipe elbow gantry

The suction elbow gantry consists of a fixed and a moveable part. The fixed part is welded to the main deck and is fitted with tracks for the wheels of the moveable part. (Figure 2.82). When the moveable part has reached the lowest [position than the trunnion slide can be lowered into the guides in the hull

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2.3.1.4 The swell compensator

Figure 2-83 Swelll compensator

The swell compensator has contributed to the success of the trailing suction hopper dredger too. The most important goal of the swell compensator is to maintain the contact between the seabed and the ship, due to either both ship motions or the irregularities of the bottom contour. The swell compensator is positioned in the hoist-cable system of the draghead winch gantry. The swell compensator prevents the uncontrolled slackening and re-tensioning of the hoist cables. (Figure 2.83): Furthermore it maintains almost a constant pressure of the draghead on the seabed. A swell compensator system consists of the following components: An hydraulic cylinder, of which the head is fitted with one or two pulleys that guide the hoist cable of the draghead. One or more pressure vessels, of which the lower part is filled with oil and the upper part with air. A oil pump and reservoir. An air compressor. A pipeline system that connects the hydraulic or pneumatic components.

Draghead winchcontroller

Elektrical driven draghead winch

Switching relays

Swelll compensator

Dragheadp

Suction pipe

Air-oil vessel

Figure 2-84 Swell compensator with draghead winch controller

During an ascending motion of the ship the piston rod of the compensator is pushed downward as a result of the increasing force in the cable. The plunger then compresses the air in the pressure vessel. During the following descending motion of the ship the piston is pushed out again as a result of the increased pressure in the pressure vessels. This assures a tight cable at all times.

The average pressure in the pressure vessels is determined by the weight with which the draghead may rest on the bottom, or better: how much the swell compensator has to compensate this weight. It will be clear that the compensation in silt will be higher than in sand. In table 1 values are given as a guideline by IHC for a certain configuration.

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Table 1.

Suction depth Compensation Mud Sand 80% 50% 50% 20% Draghead weight on bottom kg 1800 4500 4500 7200 Fill air pressure bar 15.0 15.0 8.0 8.0 25 m P in bar 26.2 17.9 18.6 9.8 P midstroke bar 24.7 17.1 17.1 9.4 P out bar 23.3 16.4 15.8 9.0 Draghead weight on bottom kg 2080 5200 5200 8320 Fill air pressure bar 15.0 15.0 8.0 8.0 17.5 m P in bar 30.0 20.1 21.0 10.8 P midstroke bar 27.9 19.1 19.1 10.3 P out bar 26.1 18.2 17.5 9.8 Draghead weight on bottom kg 2190 5475 5475 8760 Fill air pressure bar 15.0 15.0 8.0 8.0 10 m P in bar 31.4 20.8 21.8 11.2 P midstroke bar 29.1 19.8 19.8 10.6 P out bar 27.1 18.9 18.1 10.1

2.3.1.5 The suction pipe winches

Suction pipe winches have a grooved winding drum, with a length and /or diameter such that the there are 5 windings left on the drum (Figure 2.85) when the suction pipe is in its lowest position. When the suction pipe is out of the water. The load of the winches becomes heavier. To overcome this problem the wire is transport to a drum with a smaller diameter, which results in a lower torque for the winch drive.

The winch drives is either electrical or hydraulically.

Figure 2-85 Suction pipe winch

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2.3.1.6 The dredge pump The dredge pump is the heart of the trailing suction hopper dredger.

The position of the dredge or sand pump has to meet certain requirements, certainly for the case without a suction pipe pump:

1. The inboard placed dredge pump must be installed as low as possible. The deeper the pump is under the water level, the higher the concentration of the mixture can be.

2. The resistance of the pipeline must as low as possible. So short suction pipes, wide bends and no constrictions.

3. The direction of rotation of the pump has to comply with the rotation direction of the mixture caused by the bends in the piping system.

Figure 2-86 Dredge pump

The second requirement cannot always be met because of demands for maintenance or the accessibility for inspection or removal of debris.

There are also some practical objections concerning the third requirement. To comply with it the direction of rotation of the starboard and port pumps has to be opposite. This means more different spare parts like pump casings, impellers etc.

Speed control of the dredge pumps is highly dependent on the type of drive. If the main engine directly drives the sand pump then speed regulation is not possible or only by stepwise control using a gearbox. Is the dredgepump driven by a separate diesel engine then speed control is possible, but the best control is obtained by an electric drive. It has to be mentioned that currently new developments in variable transmissions come available for diesel engine driven pumps.

In most cases the requirements regarding the cavitation properties of the dredgepump are more important than the pressure properties. After all, even if the trailing suction hopper dredger has a pump ashore system, operations in dredging mode are considerably more frequent than the pump ashore mode.

Both single walled and double walled pumps (Figures 2.87 and 2.88) are used in trailing suction hopper dredgers, dependent on the view and strategy of the dredging company. Double walled pumps have a separate inner pump casing that can be worn out without necessary repairs. This is achieved by pressure compensation. The pressure in a running pump is equal inside and outside the inner pump casing. To do this the space between inner and outer pump casing is filled with water and pressurized. Besides the advantage of a longer lifetime for the inner pump, this type of pumps gives a higher security in case of explosions.

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Figure 2-87 Single wall dredge pump

Figure 2-88 Double wall dredge pump

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2.3.1.7 The jet-water pump The water- or jet pumps are usually also positioned in the pump room. If these pumps are implemented with "clean-water pumps" than attention has to be paid to the position of the water inlet. After all contaminated water causes extra wear. Because the water surrounding the trailing suction hopper dredger is usually very muddy due to the overflow water, nowadays dredge pumps or weir resistant water pumps are used jet pumps.

2.3.1.8 The discharge pipeline The discharge pipeline connects the dredge pump and the hopper loading system, or the dredge pump and the shore pipeline. Every trailing suction hopper dredger has the possibility to discharge the dredge mixture directly. Previously this was done above the waterlevel, but with increasing environmental protection demands, the so-called poor mixture installation (Figure 2.89) is connected with an always submerged pipe-end.

FLOW

doorsnede

FLOW

doorsnede

Figure 2-89 Poor mixture overboard systems

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Trailing suction hopper dredgers with one suction pipe do have one delivery pipe constructed over the middle of the hopper and connected the discharge side of the dredge pump. Trailing suction hopper dredgers with two suction pipes can also have one central delivery pipe (Figure 2.90) on which the discharges of both dredgepumps are connected, or two separate delivery pipes (Figure 2.91).

Figure 2-90 TSHD with one delivery line

In this last configuration it must be possible to use both delivery pipes with both pumps. When one of the suction pipes cuts of, whatever the cause may be, the ship still must be loaded equally athwart-ships to prevent listing. This requires more valves than for one central loading gully.

Figure 2-91 TSHD with 2 delivery pipes

A similar complexity of the piping system arises also when shore pumping must be possible over starboard, port and over the bow. In a shore pumping installation the pressure pipe usually ends in a ball on which the shore piping can be connected. The bends are usually from cast steel for maintenance reasons.

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On every trailing suction hopper dredger it must be possible, whether or not it is equipped with a shore pump installation, to suck the water from the well. If poor settling material is sucked than it is strongly recommended to discard the water that is left in the well when dumping, before suction to prevent dilution of the sucked up mixture.

2.3.2 The hopper

2.3.2.1 The loading system The goal of the loading system is to dump the sucked up sand-water mixture as quiet and even as possible in the well. Three systems can be distinguished: • the diffuser system (Figure 2.92). • the central loading system (Figure 2.93). • the deep loading system (Figure 2.94). All with several variants on which many have explored their creativity. In the diffuser system an open diffuser is positioned at the end of the delivery pipe, which discharges just under the highest overflow level. With such a system a good width distribution can be achieved. A disadvantage of the open diffuser is the reasonable amount of air that is taken in, which can obstruct the settling. Therefore closed diffusers are used sometimes that always discharge under the overflow level. The system is maintenance friendly of the system, compare to deep loading systems

Waterniveau

overvloei

Figure 2-92 Diffuser system

Via closed diffuser the mixture is dumped through a distribution box in the middle of the hopper. The mixture flows to both sides of the hopper, where adjustable overflows are fitted. Theoretically the hopper load remains equal, if the flow remains 2D. The turbulence degree will decrease due to the distribution of the flow rate to two sides. An additional advantage of this system is that due to the overflows on both sides of the hopper the ship can achieve even keel more easely.

overflow

centrale Discharge

Discharge pipe

Figure 2-93 Central loading system

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overvloei

Figure 2-94 deep loading system

In a deep loading system the mixture is discharged deep in the well, whether or not with a vertical diffuser. The advantage of such a system is the energy reduction that is achieved as a result of the contact of the mixture with the already settled material. Another advantage mentioned the energy profit as a result of the siphon effect. In principle this is true, but there are quite a number of trailing suction hopper dredgers with a deep loading system for which it doesn't count because the delivery pipe is not airtight. Fitting of a simple kind of heavy loading or distribution valves in the delivery line causes this. These valves are necessary dredging coarse sand coarse or gravel. Than the settlement is that good that when these valves are not fitted the material settles immediately at the inlet and it becomes impossible to fill the hopper evenly (Figure 2.95). This results in a uneven trim vessel with water on their load

waterSand

Delivery pipelineDistribution valvesDiffusor

Figure 2-95 Distribution valves in the delivery pipeline, necessary for coarse material

Apart from that the take-in of air largely reduces the advantage of the deep loading system. Another disadvantage is that it is very hard to discharge the mixture evenly distributed over the width of the hopper. This causes jets with turbulence production with as a result possible disturbance of the already settled material. A combination of the diffuser system and the deep load system is the diffuser box, which is placed half way the hopper height

Water level

Figure 2-96 Box diffuser system

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2.3.2.2 The well shape The well shape has to comply with the following requirements:

• the least as possible obstructions in the well to keep the turbulence degree as low as possible in connection with the settling.

• as straight as possible side walls, preferably angling inward to improve the discharge of the load.

• easy accessible for maintenance. • sand level above outside water level at least when the ship is in maximal draught, but

preferable also at restricted draught (50-60% of maximum pay load). The goal of the well or hopper is that the dredged material settles while the surplus water leaves the hopper through the overflow.

These overflow losses are largely dependent on the parameter Q/(L*B)/w and less on Q/(B*H)/w. The first parameter is the ratio between the time a particle needs to settle and the time it stays in the hopper. The second parameter is the ratio between the horizontal velocity in the well and settle velocity of the particle and is a measure for the turbulence degree in the hopper. For a good settling a long narrow and shallow hopper shape is therefore favorable.

A danger is however that no equal distributed load over the length of the hopper can be obtained which results in a need for distribution valves in the delivery pipe. These valves decrease the settle length the final result can become worse. Besides, long small ships with a limited depth results in small engine room(s). A compromise between price and performance has to be found.

In the years past the obstructions in the hopper became less and less, as can be seen in the following cross sections (Figure 2.97):

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a

b

c

d

f e

Figure 2-97 Different hopper cross sections

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The last years hoppers with a V-shape become more and more popular

Figure 2-98 V-shape cross section

A well-shaped hopper (Figure 2.99) without any obstacle is formed by the split hopper suction dredger. There are no bars or obstacles, because the ship has no doors or valves but splits in two parts. The largest split hopper suction dredger built, has a deadweight of 7000 ton.

Figure 2-99 Split TSHD

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The installation of pump ashore systems, as well as the requirement for easy maintenance have caused that, in general, closed hoppers hardly build, although they have certain advantages. (Figure 2.97e)

• In heavy seas rolling and pitching of the ship with a open hopper causes water movements and splashing over the deck of the mixture. A ship having with a closed hopper and a small overpressure, the water displacements during the rolling and pitching will be much less, which improves settling.

• The free space on the deck of a closed hopper is also seen as an advantage. Especially during mobilization, the trip from one job to another, when all kinds of equipment can be stored on the deck. During dredging these have to be removed to increase the deadweight of the ship.

2.3.2.3 The overflow type At present almost all trailing suction hopper dredgers are built with a continuous adjustable overflow (Figure 2.101 & 2.102). Besides that most trailing suction hopper dredgers are of the so-called Constant Tonnage System, which requires a continuous adjustable overflow system.

Figure 2-100 Overflow with environmental valve

Figure 2-101 Adjustable overflow over the full width of the

hopper

Figure 2-102 Standard adjustable overflow.

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There are however differences in the shape and place of the overflow to in order to increase the effective settling length (Figure 2.103 and 2.)

Figure 2-103 Flow of two round overflows on the side

Figure 2-104 Flow of straight overflow at the end

A requirement that gets increasing attention is the environmental friendly overflow. Environmentalists do not liked a “beautiful” silt-jet behind the dredger. Dredging is often associated with polluted silt, so everything visible behind the dredger is “polluted”. A method to reduce the visibility of the overflow losses is to prevent the intake of air by the flow. This means that the overflow has to work as a non-free fall spillway instead of a free fall spillway. This can be done by building a so-called environmental valve (Figure 2.100) in the overflow. However, it is of course much better to design the overflow such that it works as an imperfect weir. This leads to a higher head (the height of the fluid surface above the upper side of the overflow).

2.3.2.4 The discharge system As said earlier, discharging the load can be done in two completely different ways, either by dumping or by pumping.

2.3.2.4.1 Dumping systems The goal of the dumping system is to discharge as quick as possible the material dredged with great effort.

All kind of systems are available. Expensive conical valves (Figure 2.105a), simple bottom doors (Figure 2.105b), horizontal sliding doors or valves (Figure 2.105c) or a ship that splits totally in two halves (fig 2.105d). There are also several exotic systems (fig 2.105f to 2.105h) all with their specific advantages and disadvantages. The lijster valve (Figure 2.105f) is very

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expensive and takes a significant loss of hopper space. Recesses valves (Figure 2.105g) influence the stability unfavorable and necessitate a larger hull.

A B

C D

E F

G H

Figure 2-105 Different discharge systems

Requirements for his dumping systems

• First of all the ship has to be able to discharge the load in a short time, as completely as possible (so without any load left) and for all types of soil. This means that the discharge area has to be large enough. Dependent on the dredged material the discharge-area ratio (the ratio total discharge-area/ horizontal hopper area) increases from 10% for slurries to 50% for the cohesive soil types. For general useable ships this will be about 30% of the hopper area. As already mentioned in chapter 2.2.3.10 the discharge is better as the out-flow behaves like a plane symmetrical flow. The length/width ratio of the discharge opening has to apply to L ≥ 3B.

• Furthermore as few as possible protruding parts are allowed in the hopper, they can cause bridging of the material. Additionally they have the disadvantage of forming an obstruction for the settling too.

• An proper sealing under all circumstances. This demand increases in importance when (polluted) silt is dredged.

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• Little or no influence on the ships resistance. • Maintenance friendly. Places where wear can occur have to be easily accessible. • Possibility for discharging the load in shallow waters and grounded ship.

Figure 2-106 Shallow dumping doors

Regarding the first requirement the doors have the advantage over the others and for the last four demands the conical valve or the split-hopper. Dumping in shallow water can also be achieved with so-called shallow dumping doors. (Figure 2.106).

The operation of the dumping system is mainly done by a hydraulic system. For the doors and the valves the cylinders are positioned vertical. The doors or valves in this system can be operated in groups, usually three. In every group the hydraulic system controls both the starboard and the corresponding port cylinder.

For the horizontal sliding bottom valves two cylinders positioned in the longitudinal direction of the ship activate those. Both cylinders move simultaneously, so all doors are open at the same moment.

Hopper

valves Bottom platingCilinder for closingthe valves

Discharge apertures

closed

open

Cilinder for closingthe valves

Figure 2-107 Sliding bottom valves

The split hopper dredger has a hopper without obstacles and in opened position one large discharge opening (plane symmetrical flow) and therefore a high discharge velocity, especially

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useful to dump submerged dams. The split hopper dredger can under grounded conditions discharge well. The frequently mentioned advantage of well discharging cohesive soils is disappointing in practice. Usually the bottom plates in the hopper, even in opened position are insufficiently steep to be assured of a good discharge (Figure 2.108).

For a split hopper dredger dumping is done by the splitting of the ship in the longitudinal direction. The two halves are connected with hydraulic cylinders and hinges. Of course the deckhouse and the accommodation remain upright during the splitting, because it is connected with the deck by hinges and hinge rods.

A

B

C

Figure 2-108 Split hopper dredger

Figure 2-109 Different mechanism

2.3.2.4.2 The pump ashore system Except for direct discharge or dumping, it can be desirable for certain works to pump straight to shore, not only for technical reasons but sometimes also for financial reasons. In principal direct discharge and re-handling with a cutter suction dredger is cheaper, however several important financial conditions have to be met:

• The work must have a sufficient size to earn back the mobilization costs of an extra cutter suction dredger.

• This also counts for the re-handling pit, from which the cutter suction dredger pumps the dumped sand to the reclamation area. This can be positive if such a dump can be situated within the work.

If the work is done with more trailing suction hopper dredgers it is in many cases beneficial to discharge directly and re-handle the sand. Because, even having two identical trailing suction hopper dredgers on the job, the stochastic behavior of the dredging process causes that at a certain time that the two ships arrive at the same time at the connection point for pumping ashore, causing waiting for one of the dredgers.

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But there are also works where the direct pumping ashore or so-called rainbowing has large advantages. For example works at sea like beach nourishments. For that goal small trailing suction hopper dredgers are equipped with pump ashore equipment. There are also jobs without space for a re-handling pit.

Figure 2-110 Rainbowing

Besides, there are jobs requiring controlled dumping of their load at a certain depth and in a relative small area. Then the material is pumped back through the suction pipe. This has been the case at the Oosterschelde works and is done too when covering pipelines.

The decision to equip a ship with a pump ashore system is not taken just before the work needs it. Except for the fact that the preparation and the fitting time can be more than half a year, it is also much more expensive than when it is fitted directly during the construction of the ship. Ships initially not fitted with a pump ashore system don’t have mostly today. Nowadays the European dredging contractor usually chooses for a pump ashore system.

A pump ashore discharge system consists of one or two suction channels, situated at both sides of the center-keelson (Figure 2.112 under) or a pipe centrally placed in the center-keelson (Figure 2.112 upper). In the first case the top of this suction or self-emptying channel is fitted with so-called top-doors, by which the sand can be supplied into the channel. Transport water is mostly supplied in two ways, first through the channel, which is connected in some way with

Dredge pump

Bottum valvesWater intake Flow direction

ValveValve

Upper doors

Self discharge channel

Figure 2-111 Longitude cross section pump ashore system

Page 73 of 109


the outside water and second by the jetpumps that fluidize or erode the sand in the surrounding where the sand has to enter the channel.

The mixtures pumped ashore with a well-designed installation do have very high densities. For example 7500 m3/h in a 800 mm pipe. Of course this is also dependent on the type of sand.

The rest load, the load that cannot or hardly be removed, is a measure for the design of the shore pump discharge system. For the mono-hull ships it may not be more than 5% of the total load.



Pivot Rubber seal

Bottom door

Rubber seal

Upperdoor

Figure 2-112 central discharge pipe line (above) and

channels on both sides of the keelson (under)

In split hopper dredger the self discharge channel(Figure 2.113) is situated exactly in the middle, between the connection of the two halves.

Self empty channel

For split hopper dredgers this rest load is zero, except for cohesive materials.

Figure 2-113

Page 74 of 109


Except for trailing suction hopper dredgers having besides bottom doors or valves, a pump ashore discharge system, there are also trailing suction hopper dredgers without a bottom discharge system, but with a self-discharge system. This is usually seen on aggregates hopper dredgers. The self-discharging happens mechanically, either with a dredging wheel (Figure 2.114) or with a clamshell that grabs over the full width of the hopper.

Figure 2-114 Dredging wheel unloader (Left) and clamshell unloader (right)

2.3.3 The propulsion Trailing suction hopper dredgers in general two controllable pits propellers. (see also chapter 2.25) Only in the sea mining industry trailing suction hopper dredgers with only one screw can be found, whether or not controllable pitch. The advantage of controllable pitch propellers has to do with the method of operation of the ships. On one hand the ship needs enough propulsion power at relative slow speed of 2 to 3 knots to drag the suction pipes over the seabed. On the other side the sailing speed from and to the borrow area should be as high as possible, normally between 12 and 15 knots. TO fulfill both requirements the propellers are placed within nozzles. Additionally the concept of double and adjustable screws strongly improves the maneuverability.

A trailing suction hopper dredger needs surely good maneuverability. For instance dredging along a quay wall with a ship with a length of 100m or more on a distance of less than 10m. When maintaining harbors trailer dredgers always moves in shipping lanes. This in contrast with merchant shipping stays in the harbor as short as possible. The maneuverability has strongly improved over the years. Not only by installing more powerful bow thrusters and in some cases even aft thrusters, but also by (special) rudders with large angles

2.3.4 The maneuverability The trailing speed of trailing suction hopper dredger dredges is 2 to 3 knots (1 to 1.5 m/s). At this velocity the maneuverability needs to be high. After all the higher the maneuverability the less the over-dredging (outside the tolerances) and the less a chance on collisions there will be. Therefore most trailing suction hopper dredgers are equipped with double propellers and one or more bow thrusters. If Dynamic Positioning/Tracking (DP/DT) is stern thrusters are sometimes installed too. To maneuver the following options are available on a trailing suction hopper dredger:

• Just rudders • Just the adjustable screws • Just the bow screw and/or stern screw

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• A combination of these Which possibility will be used depends strongly on the direction in which the ship has to sail and the effectiveness of the various options under certain circumstances. The thrusters are only effective for very slow forward velocities. Above 2 to 3 knots the effect is mostly gone, the combination of propellers and the rudders are in that case a better option. However, the maneuverability is also strongly dependent on the center position of the rudders in relation to the propellers. On trailing suction hopper dredgers these are usually positioned more inboard in relation to the direction of the propeller shafts to be able to exchange the propellers without removing the rudders. Turning with one propeller forward (port) and one backward (starboard) with both rudders fully starboard is now less effective than the starboard propeller full ahead. After all in the first case the port propeller will hardly exert any force on the rudder.

Is a transverse movement desired and the ship is equipped with both a bow and stern thruster than it is logical to use these. If there is no stern thruster available the transverse movement can be generated by rotating the adjustable screws opposite (Figure 2.115).

S

S

a

+ -

b

Also the effects of flow during dredging have to be compensated either by the bow thruster or delivering more power to one of the propellers than the other.

Figure 2-115 Opetration of adjustable screws

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2.4 Strength and stability

2.4.1 Strength Every sea-going vessel longer than 24 m, and therefore also a trailing suction hopper dredger must have a load line assigned according international agreed rules. The free board is the distance from the load line to the top of the main deck. The size of this free board is indicated on the vessel both on port and starboard by the Plimsoll-line1 (Figure 2.116) (Samuel Plimson let the English Parliament approve an act in 1876 that had to prevent the overloading of ships).

L R

B

G

NA

V

L

VB

Top of main deck

TFW

FW T

S

W

WNAor:

Figure 2-116 Plimsoll mark

This line indicates, except for the allowed loading level in several different waters, also the initials of the registering agency of the ship.

Every seaship loaded to the International Free Board Line, has to comply with certain demands for strength. In principal there are two demands:

1. demands of strength concerning the loading of the ship until the allowed draught on flat water.

2. demands of strength concerning the wave forces on the ship

For this last condition a distinction is made of the working areas of the ship. The so-called classification:

1. Deep sea ( haute mer). Is assigned to ships capable for transoceanic navigation. 2. Great coasting trade (grand cobotage). Assigned to ships deemed suitable to perform deep

sea voyages but not transoceanic navigation. 3. Small coasting trade (petit cabotage). Assigned to ships that may not sail further from the

coast than a distance from the coast that they can reach a save harbor or mooring place within six hours.

4. sheltered waters (eaux arbitrées). This class is assigned to ships that are allowed to sail, usually under good circumstances, at most at a small distance from the coast (mostly less than 15 miles).

Above mentioned classification, of the Bureau Veritas, is international acknowledged, as well as those of other classification bureaus (Lloyd’s Register, Germanische Lloyd, Norske Veritas, American Bureau of Shipping and others).

In the dredging industry there is a by local authorities allowed draught, known as the dredging mark. That is the allowed draught that is usually set in the middle between the international free

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board and the top of the main deck of the ship. The ship must of course be able to carry the loads that can arise under such circumstances.

Trailing suction hopper dredgers that are loaded to the dredging mark are not allowed to make international trips.

Except for classifications there are also notations that are related to the rules for building specialty ships. Both the trailing suction hopper dredger as the stationary suction dredgers are assigned to those rules.

2.4.2 Stability Except demands regarding the strength, a ship has to comply too with a minimum stability. For sea-going ships the international demands apply, dependent on the type of the ship. For trailing suction hopper dredger in principal the same rules apply as for sea-going cargo vessels.

Definition: Stability is the ability of a floating construction (ship) to return to its original equilibrium position when it is disturbed from its equilibrium position by external effects.

The stability of a ship is determined by a lot of factors, like the shape, the weight, the weight distribution and particular for a trailing suction hopper dredger all so-called free liquid surfaces in relation with the "wet surface". Wind, waves, movement of the cargo, movements of liquid cargo, sharp turns, etc can cause forces or moments that can bring the ship out of equilibrium.

When a ship tilts, the position of the mass center of gravity doesn't change as long as the cargo doesn't move. This is in contradiction with the center of buoyancy that shifts to the side to which the ship tilts (Figure 2.117).

M , N

F

B

aGB

FK

0

B

G

Figure 2-117 Recovering moment

The upward force remains, of course, the same but opposite to the weight, but their worklines are now shifted apart over a distance a. They form a moment that tries to bring the ship back in equilibrium. This moment is called the static stability. The work-line of the upward force cuts the symmetry plane in a point that is called the meta-center M. For small angles of heel (<6°) this point can be considered as fixed (initial meta-center). The distance between the center of gravity and the meta-center is also called meta-center height MG. For larger angles of heel the meta-center is dependent on the angle of heel (false meta-center).

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From the Figure 2.117 can be directly derived that :

• The arm of the static stability is equal to MG*sin ϕ. • There is only an equilibrium recovering moment when the meta-center is above the center

of gravity of the ship. If the arm of the static stability is set out as a function of the angle of heel ϕ than a curve is obtained that looks globally like Figure 2.118.

angles of heel (degrees)

A

B

C

D

0 10 20 30 40 50 60 70 80

Figure 2-118

Every ship has to comply with the minimum stability curve (Figure 2.119).

angle of heel (degrees)

MG = 0,15

0,30

0,20

0,10

010 20 30 40 50

Figure 2-119

This is determined with the following requirements: • The surface under the curve to a angle of heel of 30° has to be at least 0.055 radial. • The surface under the curve to a angle of heel of x° has to be at least 0.09 radial. • The surface under the curve between the angles of heel of 30° to x° has to be at least 0.03

radial. • The arm of the static stability has to be at least 0.2 m. • The initial meta-center height has to be at least 0.15 m. In the above mentioned requirements x° is equal to 40° or a smaller angle that is indicated by openings in the hull or deckhouse that cannot be closed watertight. With the above mentioned

Page 79 of 109


stability curves it has been assumed that the mass center of gravity does not shift but remains in the symmetry plane.

If a fuel or water tank is not completely filled, the fluid will try to maintain a horizontal level independent of the tilt of the ship. This so-called free water surface is the cause, however, of a shift of the mass center of gravity outside of the symmetry plane. As a result the arm of the raising couple becomes smaller. It is clear that the effects of a free liquid surface in all possible storage tanks have to be taken into account in a stability calculation.

The free liquid surface is not only important for the tanks of common ships, but particular important for ships with a relative large free liquid surface like a trailing suction hopper dredger.

2.5 The dredging process

As already described in paragraph 2.1.4, the dredging process of a trailing suction hopper dredger consists of the cycle of dredging, sailing to the discharge area, discharging and sailing back to the dredging area. Every part of this cycle contributes more or less to the production. So the less malfunctions occur in the separate processes the higher is the cycle production. In the following chapter these cycle parts and the connected dredging processes are discussed.

2.5.1 The loading process The loading process can be divided in excavation, the transport and the deposit of the material in the hopper.

2.5.1.1 The excavation Though other working methods exist, in principal the trailing suction hopper dredger deepens a large area entirely. The different layers of soil are removed horizontally. This in contrast to the cutter suction dredger and surely the suction dredger, that first deepen locally and than slowly expand horizontally. This working method has consequences for the determination of the material to be removed. Usually the horizontal variation, for instance the grain size or the chance of soil type, is considerably less than the vertical variation. This also implies that the mixture of the several layers is considerably less, which gives less meaning to an average material in the dredging area.

The trailing suction hopper dredger can in principal be deployed in nearly all soil types. Only the efficiency is strongly dependent on the soil type and the power and means to break up the coherency of the soil type.

When excavating with dragheads the soil type is very important. In the excavating process the following materials can be distinguished:

• Liquid soil types (silt and soft clay). • Cohesive soil types (firm clay, soft rock). • Non-cohesive soil types (sand and gravel).

2.5.1.1.1 Excavating of liquid soil types When dredging silt or soft clay the Attenbergs limits (plasticity-index and the liquid-index) are important. The first index determines if the soil type behaves clayey or sandy. For a plasticity-index < 7 the material behaves sandy. The second index determines if the material behaves like

Page 80 of 109


a fluid and thus easy to dredge or firm and has to be cut. A soil type behaves like a fluid when the water content is close to the liquid limit.

For a fluid-like behavior the liquid-index must be like: 0.9p

p

w wI−

>

Firm Plastic LiquidWater

Water content0 100 %

Liquid limitPlastic limit

Plasticity index

Figure 2-120

When dredging a liquid-like soil the volumetric concentration, mixture waterv

situ water

C ρ ρρ ρ

−=

−, is almost

independent of the in situ density. Also the dimensions and type of the draghead have hardly matters. This means that the fill rate also is almost constant. For virginal fluid silt this is around 70 to 75 %. Then the ship is loaded "until overflow". The nett suction time is totally determined by the rheological behavior of the silt.

If there is a lot of contamination, like stones, wires, old bikes, etc. in the silt or if the length of the dredging area is small, requiring frequently turning, the fill rate will reasonably decrease. When debris clogs the draghead, the dredge-master will dilute the mixture. Besides that regular stops for removing the debris in the draghead as well the restarts of the process, dilutes the mixture too. Fill rates of 40 % or less are easily reached. When the silt gets a more consistent behavior, thus a lower liquid-index, the fill rate to the overflow decreases. But because the silt is more consistent it will behave less like a homogeneous fluid and more like a mixture of pieces silt/clay in a heavy transport fluid. The loading after the overflow is reached, with a lot of overflow losses, becomes interesting again; therefore the fill rate can still be reasonable. However the suction time will increase.

In silt, as a result of the decay processes of organic material, gas can exist in the form of bubbles. Besides it is possible too that this gas is dissolved in the pore-water. When dredging silt, the gas-bubbles will grow when moving upwards caused by the pressure drop in the suction-pipe. (p*V=constant) Regarding physics this situation is almost equal to the forming of vapor bubbles in water during a pressure drop, however than it is called cavitation. Because cavitation decreases the performance of the dredge pump, this will also be the case with gas bubbles. The advantage with gas bubbles is that it happens in the pipeline system before the pump. This creates the possibility to take away a part of the gas bubbles before they implode in the pump. For this reasons a de-gassing installation is mounted in the pipeline just before the pump. A well-designed de-gassings installation does not or hardly decrease the performance of the pump. Two systems are used: a de-gassings installation with accumulator (Figure 2.121) or a de-gassings installation with a gas-extractor tank (Figure 2.122).

Page 81 of 109


Waterlevel atempty ship

Atm air

AB ejector

accumulatorCV

High

low

Remote controled valve (B goes open when A is closed)(CV = controlable valve)

filterwaterpump

Valve

Water intake

Valve

Figure 2-121 Degassing installation with accumulator

= water supply pump= buffertank= gas-suction mouth= vacuüm-control valve= control valve= drain pump= water-ring pump= mixture return-valve= mixture return-pump

VWBTGAVARALP

WRPMRAMRP

BT

MRP

MRA VA

GAVW

WRP

RA

Gas discharge

Water dischargeto drain

LP

max

min

Figure 2-122 Degasssing installation with gas-extractor tank

2.5.1.1.2 Excavating in cohesive soil types In cohesive soil types, like very soft rocks, clay and to a less extend in silt, the cutting dominates the excavating process. In the dragheads blades, chisels or teeth are mounted (Figure 2.123). A well-shaped design is important to prevent clogging. Besides this improves the mixture forming too.

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Figure 2-123 Modular draghead with a “teeth beam”

The linear cutting theories for rock cutting and undrained clay cutting apply here. In this case the cutting forces for the applied trail-velocities are only slightly speed-dependent. Besides the cutting forces increase linear with the depth. This means that the specific energy is almost constant for this cutting process. The pressure difference over the draghead plays not or hardly a role for the cutting forces. To keep the blades pushed into the soil the pressure difference over the draghead is usually insufficient and the visor has to be fixed to the helmet. The cutting depth is adjusted either by placing a stopper on the helmet related to the dredging depth or by hydraulic cylinders. As described in chapter 2.2.5.1 these cutting forces has to be provided by the propulsion.

For the calculation of the cutting forces for design purposes it is the custom to use the specific energy concept. The specific energy Es is the energy needed to cut one m3. In formula:

ss

s

NEP

=

Es = Specific energy [J] Ns = cutting power [W] Ps = cutting production [m3/s] For the force applies:

sP v d b= ⋅ ⋅and for the power:

s s

ss s

N v FE v d BF E

v

= ⋅⋅ ⋅ ⋅

= = d B⋅ ⋅

with: v = drag velocity [m/s] Fs = cutting force [N] d = cutting depth [m] B = draghead width [m]

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The specific energy of different soil types is known within the dredging companies, but can be calculated also the linear cutting theories. From the available thrust of the propellers the maximal available pulling force can be determined. For the calculation of the excavation production of the draghead, however, the average available force must be used. This depends among other things on the variation in the

cutting depth. piek

average

FF

is usually between 1.25 and 1.5 and sometimes even 2.

The production is totally determined by the cutting process and is independent of the pump flow rate, if it does not interfere too much with the mixture forming.

2.5.1.1.3 Excavating in non-cohesive soil types In non-cohesive soils, like sand and gravel, the excavation process within the draghead is physically complicated. If no jets are used to excavate the soil, the working of the draghead is totally based upon the erosion by the flow underneath the rims of the draghead generated by the dredgepump. The pressure difference over the draghead generated by this flow causes a groundwater flow underneath the draghead (Figure 2.124 and 2.125).

Vt

Groundwater flow underneath a draghead in longitudal direction

Excavating profile and grondwater flow underneath a draghead without jets

Figure 2-124

1/2b 1/2b

Figure 2-125

For the 2-D stationary situation this groundwater potentials can be describe accoding to :

φπ

=+F

HGGG

I

KJJJ

−−F

HGGG

I

KJJJ

L

N

MMMM

O

Q

PPPP

H x b

y

x b

yarctan arctan

12

12

The vertical groundwater flow under the draghead generated by this pressure difference causes a decrease of the effective stress in the sand. The critical hydraulic gradient for moving the particles follows from the equilibrium of the flow force with submerged weight of the particles. This leads to the equation:

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ddy

H x b

y x b

x b

y x b

n

For x ddy

H b

y b

Hb y b yb

Hb

For y ddy

H b

x b

Hb x b xb

Hb

p w

w

φπ

ρ ρ

ρ

φπ π

φπ π

= −+

+ +FHGIKJ

−

+ −FHGIKJ

L

N

MMMM

O

Q

PPPP= −

− −≈

= ⇒ =+

L

N

MMM

O

Q

PPP> ⇒ > + ⇒ < −

= ⇒ =−

> ⇒ > − ⇒ < +

12

12

12

12

100100

1

0 14

1 14

14

0 14

1 14

14

22

22

2 2

2 2

2 2

2 2

_

π

π

For y=0 this condition is always fulfilled. The term (100-n)/100 is the ratio sand particles over the total volume. For Y=0 the condition is always fulfilled because X/b is always smaller than or equal to ½

Critical depth

0

0.2

0.4

0.60.8

1

1.2

1.4

0 1 2 3 4 5

Pressure differance H/b [-]

y/b

[-]

6

Figure 2-126

Critical depth for X=0 is shown in the Figure next and shows relatively very high critical depth!

However, by the erosive action of the water entraining into the draghead, the grains want to move from each other (dilatancy) and a pore pressure drop, which increases the effective stresses of the grains. Which process is dominant depends on a number of factors. The question is if the ground water flow is able to keep up with the increase of pore volume of the sand. If that is not the case than a further decrease of the water pressures arises, with a decreased erosion process as a result. The ratio between the mixture flow rate Qm and the erosion flow rate Qe as function of the Cvd is:

0 0

0 0

0

1

1 11 1

11

poreserosion sandmixture erosion pores sand

mixture mixture mixture

erosion sand sand erosionvd vd

mixture mixture mixture mixture

erosion vd

mixture

QQ QQ Q Q QQ Q Q

Q n Q Q Q n C CQ n Q Q Q nQ CorQ n

= + + ⇒ = + +

= + + ⇒ = + +− −

= −−

With:

Qmixture = The mixture or suction pump flow rate. [m3/s]Qerosion [m3/s]= the erosion flow rate, sucked from underneath the rims of the

draghead

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The sand flow rate. [m3/s]Qsand = [m3/s]= The flow rate of the pore water present in the sand. Qpores

= transport concentration [-] Cvdn0 pore ratio [-]

This volume balance is shown in Figure 2.127. From a physical point of view, the concentration will increase as well when the erosion or crack velocity underneath the draghead increases (erosion line in the Figure 2.127) when Qmixture remains constant). From experience it is known that for a certain type of draghead without jets, the concentration Cvd is only slightly

dependent on the mixture flow rate, which points out that the quotient erosion

mixture

QQ

remains almost

constant. As a rule of thumb for the average erosion depth can be written: 0.3

0.9t

kdv

α= .

In this k is the water permeability of the sand and vt the trail speed of the draghead, both in m/s. The factor α is dependent on the dimensions of the draghead.

With increasing width of the draghead the average depth will decrease, looking to the erosion process around the draghead. Unfortunately there is yet insufficient knowledge of this process to determine an optimum width of the draghead. The maximum concentration Cvd for the dragheads without jets remains limited to 15 % in loose sand. In a lot of cases however Cvd is smaller than 10 %.

If jets are used to excavate the sand, this decreases the erosion flow rate, because the volume balance should be fulfilled:

Draghead without jet water

Qe/Qm

Cvd

0

0.1

0.2

0.3

0.4

0.5

0.6

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

Volume balance

Erosion

Figure 2-127

[mmixture erosion jet sand poresQ Q Q Q Q= + + + 3/s] With:

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Qmixture = the mixture or suction pump flow rate. [m3/s]Qerosion = the erosion flow rate, sucked from underneath the rims of the

draghead [m3/s]

Qjet [m3/s]= the jet pump flow rate. [m3/s]= the sand flow rate. Qsand[m3/s]= the flow rate of the pore water present in the sand. Qpores

= transport concentration Cvd [-] n pore ratio [-]

Furthermore:

sandvd

mixture

Q CQ

= (transport concentration) and:

1pores sand

nQ Qn

=−

With: n = pore ratio [-]

From the above mentioned continuity condition now follows:

11

jetvd erosion

mixture mixture

QC Qn Q Q

− = +−

This is a bundle of lines under 45° in a , jeterosion

mixture mixture

QQQ Q

diagram for constant values of 1

vdCn−

(Figure 2.128).

This picture shows that high concentration or mixture densities can be reached only for low

values of QQ

andQ

Qerosion

mixture

jet

mixture

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

Qjet / Qmixture

Cvd/(1-n)=0Cvd/(1-n)=0.2Cvd/(1-n)=0.4Cvd/(1-n)=0.6Cvd/(1-n)=0.8

Figure 2-128 Relation between capacities to fulfill the volume balance in the draghead

Page 87 of 109


In case of a large jetpump capacity the erosion flowrate can get negative value resulting in spillage behind the draghead. With jets well devided over the width of the draghead an erosion-profile can reached with an almost constant depth over the full width

Erosion profile for a draghead with a well designed jetsystem

Figure 2-129

As said earlier, a reasonable assumption is that the jet- production is linear with the total momentum flux of the jet system and independent of the trail speed. The momentum I=ρwQu.

M I Qu Qp

sand w wjet

w

= ⋅ = ⋅ = ⋅α αρ αρρ

2

I = Momentum in N Msand = Eroded sand mass in kg/s per jet pjet = Jet pressure at the nozzle in Pa Q = Jet capacity in m3/s U = Jet velocity at the nozzle in m/s α = Coefficient depending on the particle size, jet pressure, jet capacity and trailspeed.

A reasonable assumption for alpha is α=0.1 ρw = Water density in kg/m3.

When the nozzle are divided well over the width of the draghead the mass M should fulfill the relation:

M B d vsandall jets

trailsitu water

particle waterparticle∑ = ⋅ ⋅

−−

ρ ρρ ρ

ρ

B = Width draghead in m. D = Eroded layer thickness in m vtrail = Trailspeed in m/s

Density soil in situ kg/m3= ρsituParticle density in kg/m3ρparticle =

When the trailspeed is said to 1.5 m/s, which equals 3 knots and the product B.d can be calculated. In general the effective of the jet decreases somewhat with increasing pressure at constant momentum. This means that low pressure- high capacity jets are more effective than high pressure-low capacity jets. They use more specific energy too. On the other hand however, much jetwater dilutes the mixture density (Figure 2.128). So the designer has to search for the optimum solution between cost (power) and production

Page 88 of 109


Jet-water is used for loosening the soil within the dragheads, as well as to assist the process during discharging the load, either by dumping or by pumping ashore. The flow rate of the water pump is between 20 to 30 % of the sand pump flow rate and the pressure is usually between 5 and 15 bar.

The required pressure can be calculated using the same basic formula’s as mention in the forgoing chapter.

00.20.40.60.8

11.21.41.61.8

2

0 0.2 0.4 0.6 0.8 1

Cvd/(1-n)D

ensi

ty [t

/m2]

, Qj/Q

m,C

vd

010002000300040005000600070008000900010000

p [k

Pa]

CvddensityQjet/Qmp {kPa}

M C Q Q

p QQ

sandw

sand

w

vd

vd m sand w jet

m

jet

p

C

= =

=LNMM

OQPP

ρ αρρ

ρρ α

2

12

2

The results are give in fig 2-130

Figure 2-130

The breaking up of the coherence of the soil, which is done in the draghead either by the erosion or by jets, can also be done by the gravity under certain circumstances. When the sand layer has sufficient thickness a narrow path is deepened to full depth as quickly as possible. Next the trailing suction hopper dredger keeps on dredging at the base of the embankment. By the breaches process the embankment will slowly move perpendicular to the trail direction (Figure 2.131). Besides the breach causes the sand to be looser packed at the bottom of the embankment. Also mixing of various materials takes place.

Movement of slope

Figure 2-131

The disadvantage of this method is, of course, that the material has to be obtained at greater depth. If the "horizontal" or "vertical" method is preferred depends therefore on the grain distribution of the various layers, the suction depth and how far the pump of the trailing suction hopper dredger is below the waterlevel.

The dredging soft rock by trailing suction hopper dredgers is only done in exceptional cases. In fact only in those cases where the operating hours of a cutter suction dredger are so limited by the weather conditions that it is not profitable or where the amounts to be dredged are so limited that the mobilization of a cutter suction dredger is not profitable.

Dredging rock with a trailing suction hopper dredger is not just done. The dredger has to be equipped for that. This means that the dragheads, the suction pipes and hull attachments able to resist the forces that during the ripping of rock.

Page 89 of 109


2.5.1.2 The transport of the slurry In the course Dredging Processes II (Wb 3414) the pumping of sand-water mixtures will be discussed extensively, so that only specific cases will be discussed here with regard to the transport and deposition in the hopper of the dredged material.

If the trailing suction hopper dredger is limited for its dredging depth to a dredging depth of 30 m than one fixed pump-speed is sufficient. If the ship has to dredge over a deeper range of depth or equipped with an additional submerged pump, than the question rises whether the flow rate variations are not too high between the suction in shallow waters and at the maximum dredging depth. The maximum suction depth determines the highest pump speed, if the pump is sufficiently under water. If this pump-speed is fixed than the flow rate when dredging in shallow water will significantly larger than dredging at the maximum depth. Since overflow losses increase linear with the flow rate it must be considered if it is economical to equip the dredgepump with a speed control to keep the flow rate constant at different depth.

Furthermore the pump will have to be optimized for either the dredging operations or pumping ashore, depending on the total expected time of operations under these modes.

When no submerged pump is fitted, it might better to pursuit for straight a piping system in the suction line, even if lead to an extra elbow in the discharge line.

2.5.1.3 The loading In order to obtain the highest possible fill rate during the loading the hopper with nonsettling slurries, the poor mixture (mixture with a too little density) van be pumped straight overboard. An automated valve controller can easily do this. However, with the increase of environmental requirements this is banned nowadays.

For settling mixtures like pieces of clay, sand and gravel, a part will settle and a part will leave the hopper through the overflow. A rule of thumb sometimes followed is that all with a d50 < 75 μm flows overboard.

A measure for the quality of the settling process is the relative cumulative overflow loss. This is defined as the ratio between the total amount of solids that leave the hopper through the overflow and the total amount of solids pumped in the hopper. This relative cumulative overflow loss is, except for the material properties as grain size, the grain distribution, shape and specific mass, also dependent on the loading conditions like the flow rate, concentration, turbulence intensity, temperature and the hopper geometry.

These overflow losses are, like mentioned above, largely dependent on the parameter

( )0

sQ s

B L s=

⋅ and less of

( )0

sQ s

B H v=

⋅ (see reader: Dredging Processes I (Wb3413). The

termQ

B L⋅ is called the surface load.

In these:

Q = the total in-going mixture flow rate [m3/s] L = the length of the hopper [m] B = the width of the hopper [m] H = the settling height in the hopper [m] s = the settling velocity [m/s] s0 = Surface load [m/s] v0 = Horizontal velocity [m/s]

Page 90 of 109


The first parameter is the ratio between the time the particle needs to settle and the time that it stays in the hopper. The second parameter is the ratio between the horizontal velocity in the well and the settle velocity of the particle and is a measure for the degree of turbulence in the hopper.

The overflow losses as function of the earlier mentioned terms: ( )

0

sQ s

B L s=

⋅and

( )0

sQ s

B H v=

⋅are “reasonably” approximated by the theory of Camp, although the

sedimentation process in the hopper is quite different as assumed by Camp. For a real understanding of the sedimentation process the reader is referred to the thesis of Dr.Ir. C. van Rhee .

In Figure 2.132 the settled part (removal ratio), so Rt = (1-overflow losses), is shown as function of these two parameters.

Page 91 of 109


0,2

SVo

0,001 0,01 0,1 1

1,0

0,9

0,8

0,7

0,6

0,6

0,7

0,8

0,9

1,0

1,11,2

1,5

2,0

0,5

0,50,4

0,4

0,30,3

0,2

0,10,1

0

2 2 23 3 34 4 46 6 68 8 8

SSo

Figure 2-132 Camps diagram

By calculating the settling process in a number of steps the relative cumulative overflow losses can be determined as function of time or load rate. From the theory of Camp can be de derived that the influence of the bed height is marginally. This implies that during the loading process the overflow losses are almost constant. Although in practice loading curves are almost straight. The overflow rate is not.

2.5.1.3.1 Loading curve Dependent on the way of payment, in cubic meters or in Tons Dry Solids (TDS), the contractor will like to know the development of the volume in m3 or of the TDS in the hopper during loading. To do this it is necessary to measure the volume of the total load (sand and water). Acoustic silo indicators usually do this. The weight of the (useful) load is measured by determining the development of the draught as function of the time (chapter 2.2.2.1). From the volume and the weight of the useful load the volume in m3 or the TDS can be determined if the volume weight γz of the sand and the specific weight ρk of the sand and the water ρw are known.

Page 92 of 109


The loading curve can be divided in three phases:

1. Before the overflow is reached:

( )( ) ( )

( )

( ) ( )

load i

load load i i i

i wsand i

z w

z w i w z w i wsand sand k i k i k

k w z w k w k w

V t Q t

G t V t Q t

V t Q t

G t V t t Q t Q t

γ γ

γ γγ γ

γ γ γ γ γ γ γ γγ γ γγ γ γ γ γ γ γ γ

=

= =

−=

−− − − −

= = ⋅ =− − − −

In this: Gload and Vload, the weight and the volume of the total load, so sand and water. Vsand the sand volume (including the pores) in the hopper and Gsand the weight of the sand (excluding the pore water), so TDS. Qi and Qu are the in- and out-going flow rate. γi, γk, γz and γw are the volume weights (γ = ρg) of the mixture, the sand grains, the sand volume with the pores and the water. In this it is silently assumed that the hopper is totally empty before the start of the suction. If this is not the case than volume must be increased with the value V0 and the weight with G0.

2. When the overflow is reached tov, but the ship is not yet on its dredge mark, the hopper volume remains constant (constant volume loading).

i u

i i i u u u i u

Q QG Q and G Q with wγ γ γ γ

== = > γ>

and therefore:

( ) ( ) ( )( ) ( )( )

( ) ( )( ) ( )

( ) ( )( ) ( )

constant load hopper load ov

load ov i i u ov

i uovsand sand i ov

z w

i uovsand sand i ov

k w

V t V t V t

G t G Q t t

V t V Q t t

G t G Q t t

γ γ

γ γγ γ

γ γγ γ

= = =

= + − −

−= + −

−

−= + −

−

and ov ov

sand sandV G are the volume of the sand and the weight of the grains at the moment the overflow is reached.

3. The overflow is reached and the ship is on the dredge mark. In this case the weight of the total load (water and sand) remains constant (constant tonnage loading).

and therefore ii U i i u u u i

u

G G Q Q Q Q γγ γγ

= = = =

Page 93 of 109


( ) ( ) ( )

( )

( ) ( )

( ) ( )

constant

mark mark iload load u mark load i mark

u

load mark

mark i usand sand i mark

z w

mark i usand sand i k mark

k w

V t V Q t t V Q t t

G t G

V t V Q t t

G t G Q t t

γγ

γ γγ γγ γ γγ γ

= − − = − −

= =

−= + −

−−

= + −−

and mark mark

sand sandV G are the volume of the sand with pores and the weight of the sand grains (TDS) on the moment the hopper reaches the valid dredge mark.

The total load curve is now known in mass and volume if Qi, γi, γu, γk, γh and γw are known. γu

can be determined from the overflow losses and γv depends on the type of soil.

Loading curve for hopper density =1450 kg/m3

0

2000

4000

6000

8000

10000

12000

14000

16000

0 20 40 60 80 100

Loading time [min]

Volu

me

[m3 ] /

Loa

d [to

n]

120

V_mixture V_sand Load W_sand

Figure 2-133

For pure constant volume hoppers the weight of the load is proportional to the draught of the ship. This increases in time, though the mixture-volume in the hopper remains constant.

Page 94 of 109


Loading curves for constant volume hopper

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

0 20 40 60 80 100 120 140 160Loading time [min]

Volu

me

[m3 ] /

Loa

d [to

n]


Figure 2-134

This does not account for the pure constant tonnage hoppers. Then the draught remains constant after reaching the overflow (Figure 2.135).

Loading curves for constant tonnage hopper

0

2000

4000

6000

8000

10000

12000

0 10 20 30 40 50 60 70 80 9Loading time [min]

Volu

me

[m3 ] /

Loa

d [to

n]

0


Figure 2-135

To calculate the weight of the load extra data is needed: the volume of the mixture and the volume-weight (or density) of the sand in the hopper. The first quantity is measured with silo indicators and the second by probing on several trips the volume of the sand.

Now the determination of the load during the dredging process is done as follows:

Page 95 of 109


• Before the start of the dredging the displacement and the weight of the water in the hopper is determined. The displacement by measuring the draught of the vessel and the water-volume by the silo indicators.

displacementdisplacement empty ship volume water in hopper water gρ= ⋅ ⋅

• During dredging the fore and aft draught of the ship is measured continuously and so the displacement as well as the mixture volume by means of silo indicators.

• By subtracting the start values from the momentary values of the displacement and the mixture volume, the weight of the dry load (TDS) can be determined with the following formula.

TDS

loadw

loadk load

k w

GV V

γγ

γ γ

−=

−

load

loadload

GV

γ= is the volume weight of the mixture in the hopper.

Though the load nowadays usually is expressed in TDS, it does not imply that payment is also dependent on the amount of TDS. This can be:

1. ton dry solid (TDS) 2. m3 in the hopper (means of transport) 3. m3 in the excavation The mutual relation between these quantities is: TDS with volume load in the hopper:

grains waterload

grains load water

TDSVγ γ

γ γ γ−⎛ ⎞

= ⎜ ⎟−⎝ ⎠

Therefore the conversion factor of TDS to m3:

1 grains waterloadv

grains load water

VfTDS

γ γγ γ γ

−⎛ ⎞= = ⋅⎜ ⎟−⎝ ⎠

And for m3 to TDS:

load waterTDS grains

load grains water

TDSfV

γ γγγ γ

⎛ ⎞−= = ⎜ ⎟⎜ ⎟−⎝ ⎠

Shown in Figure 2.136.

Page 96 of 109


Multiplication factors for TDS to m3

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

1000 1200 1400 1600 1800 2000 2200 2400

Situ density [kg/m3]

TDS

to m

3

0

5

10

15

20

25

m3 to

TD

S

Figure 2-136

An aspect that also takes place during loading is the change in the volume weight of the dredged material, the bulking, which can be positive, so more, as well as negative, so less. The production unit in the dredging industry is the cubic meter per time unit. Unfortunately this is not an unambiguous unit. A m3 in excavation appears to be a "different" m3 after settlement in the well. Because sand grains in the hopper are usually stacked looser than in situ. The volume weight in the hopper is lower than the situ volume weight. Also, as a result of overflow losses, more fine sand particles will flow overboard than coarse particles. If these particles are located in a matrix of coarser particles than the volume weight will decrease even if the stacking of the matrix remains the same. If this phenomena happens in the dredged material can be simply shown by comparing the sand curve with the Füller-distribution (Figure 2.137).

overmaat fijn overmaat grof Füller

FÜLLER'S METHOD% by weight passing

100

90

80

70

60

50

40

30

20

10

0

SQRT (d/dmax)0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1

overmaat fijn overmaat grof Füller

FÜLLER'S METHOD% by weight passing

100

90

80

70

60

50

40

30

20

10

0

SQRT (d/dmax)0.01 0.1 101

Figure 2-137

In a Füller-distribution the cumulative grain distribution, given as function of max

dd , is a pure

straight line. Such a distribution appears to give a maximum volume weight, which implies that the pores are constantly filled with the smaller particles. If the gradient of the smaller particles is above the Füller-distribution than there is a surplus of fine material and the above mentioned phenomenon would not show. If the gradient of the fine material is below the Füller-

Page 97 of 109


distribution than the fine material is embedded in the coarser material and the phenomenon shows.

The volume weight in the hopper is usually lower than in situ. Dependent on the grain distribution, a situ m3 takes the same or more space in the hopper, caused by the increase of the ratio, which are filled with water. So the water takes this larger volume.

Example:

Assume the in situ density of the sand ρ1 and the density in the hopper ρ2. The specific weight of the sand is ρk and of the water ρw. The cumulative overflow losses are ov and according the Füller distribution there is a surplus of fine material. If the situ volume is V1, then the volume in the hopper with in-situ density (1-ov) V1. The weight of solids of this volume must be equal to the solid weight of the volume V2.

Weight of the volume V1 for ρ1:

( ) 11 11 withw

kk w

G ov V gγ γ γ γ ργ γ

−= − ⋅ ⋅ ⋅ =

−

Weight of the volume V2:

22 2

wk

k w

G V γ γ γγ γ

−= ⋅ ⋅

−

Since G1 = G2 :

( ) ( )1 12

1 2 2

1 1w w

w w

V ov ovV

γ γ ρ ργ γ ρ

− −= − ⋅ = − ⋅

− − ρ

Example:

ρ1 = 2000 kg/m3

ρ2 = 1900 kg/m3

ρwater = 1020 kg/m3

ov = 10 %

( )1

2

2000 10201 0.9 1.11 1.01900 1020

V ovV

−→ = − ⋅ = ⋅ =

−

So the volume in the hopper occupies the same space as the in the excavation. It has been silently assumed that the overflow losses do not flow back into the winning area. If that is the case than the term (1-ov) is discarded and the delivery becomes 11 %.

If the fine sand particles are situated in a matrix of coarser particles than, for a similar stack of the coarser particles, G2 = 0.9 G1 with V1 = V2. This leads to:

( ) ( ) ( )1 21 2 11 1w w

k k wk w k w

ov V V ov 2 wγ γ γ γγ γ ρ ρ ργ γ γ γ

− −− ⋅ ⋅ ⋅ = ⋅ ⋅ ⇒ − ⋅ − = −

− −ρ

This gives in the example:

32 10.9 0.1 1800 102 1902 kg/mwρ ρ ρ= ⋅ + ⋅ = + =

Page 98 of 109


If all overflow losses remain in the winning area than this still holds but as a result the original layer will be covered with 10% fine material at the end of the work.

When sucking very loose sand the bulking can be smaller than 1. The bulking is than called negative. When dredging firm clay the bulking in the hopper is substantial, as is proven in the following example:

Assume the situ density of the clay as 2000 kg/m3. After cutting the pore percentage of the clay fragments is 40 %. The volume weight is than ρ2 = 0.6*2000 + 0.4*1020 = 1608 kg/m3. And the bulking than will be:

1

2

2000 1020 1.671608 1020

VV

−= =

−

This can be seen directly as the new volume is only 60 % of the original.

During pumping ashore to a reclamation area, usually a negative bulking takes place, since the volume weight of the dump material is often higher than the volume weight of the material in the hopper and losses can occur at the reclamation.

2.5.2 Sailing from and to the discharging area It will be clear that the sailing speed determined during the sea trials, for an empty as well as for a fully loaded ship, cannot be used as the average speed during the lifespan of the trailing suction hopper dredger. Between the dry dock periods the hull of the ship becomes overgrown with barnacles and seaweed and the propulsion engines and propellers are subjected to wear. This leads to a 5 to 10 percent lower average or operational speed in deep water than the sea trial speed. In general the trailing suction hopper dredger sails in seaways with a depth which gives the ship extra resistance. The trailing suction hopper dredger "feels" the bottom. The influence of the less deep seaway on the operational velocity is calculated with Lackenby's formula (Figure 2.138).

v v Ad D

cc

cc

shallow deep= −+

−FHG

IKJ

+ −−

+

L

N

MMMM

O

Q

PPPP

RS||

T||

UV||

W||

1 01242 0 05 1

1

12. .b g

with:

c eg d D

vdeep=+ ⋅FHGIKJb g 4

in this:

d = keel clearance [m] D = draught of the ship [m] A = wet cross-section of mid ship [m2]

Page 99 of 109


Sailingspeed according Lackerby

10

10.5

11

11.5

12

12.5

13

13.5

14

14.5

15

0 5 10 15 20 25 30 35 40keel clearance [m]

Saili

ng s

peed

[kno

ts]

Loaded Empty

Figure 2-138

The sail time can now be determines with:

( )

( )

1

1

with draugth full

with draugth empty

Nn

vhn vol nN

nvt

n leeg n

sTv

sTv

+

+

=

=

∑

∑

Another facet that has to be accounted for, are the sail-limitations in certain areas like harbors and narrow fairways. Furthermore the fairway has always to be checked for sufficient depth. In case of doubt it might even be wise to carry out a hydrographic survey

2.5.3 The discharge As described in the chapter Technical Construction the trailing suction hopper dredger may be able to discharge its load in two ways, either by direct dumping or by means of the self-emptying installation by rainbowing or pumping to the shore.

If the load can be dumped directly it has to be known if the depth of the dump area is always sufficient to sail with opened doors or valves, even with extremely low water. The increasing lack of dump areas it happens regularly that the depth of the dump is limited. In such a case it is advised to make a dump plan to use the dump as efficient as possible.

For land reclamation works for which the first layer of the sand body can be dumped directly, a dump plan has to be made too, in order to dump directly as much material as possible, so that less material needs to be pumped ashore.

The discharge of the load through the bottom doors or valves usually costs little time. For free flowing soils this is done within several minutes. The discharge time increases when the material becomes finer and more cohesive. For plastic clays this can increase to half an hour. For such a material it has to be checked that no load, the rest load, remains in the hopper. There is a possibility that this rest load increases with the number of trips. It appears that the longer the clay remains in the hopper the more difficult it is to flush it out.

Page 100 of 109


Discharge through the hopper self-emptying installation is done to: • pump the load, through pressure piping to the shore. • to heighten, for example, submerged dumps that are too shallow to dump; the so-called

rainbowing (Figure 2.139). • to accurate fill submerged dumps or to cover pipelines with the use of pipe dumping. After the pumps are started and the water comes out of the pipe the discharge of the load is started on the side of the hopper that is the furthest away from the pump. This assures that the pump is always as deep under water as possible. Because the material in the hopper is in general pretty loose packed, the process looks a lot like the process of a stationary suction dredger. The sand breaches to the opening of the suction pipe.

Figure 2-139 Rainbowing

If the hopper is not equipped with an installation that improves the breaching by means of water-jets, than, as a rule of thumb, the discharge time is equal to the suction time. If the hopper is equipped with water-jets to fluidize or loosen the load, than the discharge time can be shortened considerably.

The discharge process through the hopper self-emptying installation behaves clearly like an S-curve. The discharge process is started usually slowly, because a quick start often leads to a blocked suction pipe. After that there is for 75 to 80 % of the time an almost constant high production. At the end of the unloading process the decreases almost linear zero (Figure 2.140).

Page 101 of 109


Unloading proces with time

0

10

20

30

40

50

60

70

80

90

100

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1

t/t_unloading

Prod

/max

. pro

duct

ion

Pr_time Pr_ave

Figure 2-140 Production of the unloading process

In almost all self-emptying installation a rest load remains of around 5 %. By the fluidization process the rest loads of rocks and dirt accumulate, so that regularly the rest-load needs to be dumped on a dump.

2.5.4 The cycle production The cycle consisting of: loading, sailing to, discharging, sailing back can be optimized simply.

The cycle production is defined as:

( )suction sail discharge

cycle

L tP

t t t=

+ +

If tsuction and tdischarge are considered constant than this production is optimal when the following is condition is met:

0cycle

suction

dPdt

=

This is the tangent to loading curve L(t) that also crosses the negative y-axis in the point tsailing + tdischarge (Figure 2.141).

Page 102 of 109


Load [m3]

Loading time [minutes]no loading time

max. cycle production

Figure 2-141 Optimal cycle production

This loading process can be made visible on board of the dredgers to determine the optimal load. However it should be noticed that the overflow losses increase sufficient at the end of the loading process to determine the optimal point.

2.5.5 The instrumentation To support the dredge master instruments are available. Modern trailing suction hopper dredgers are equipped with suction pipe position indicators both in the longitudinal as in the transverse direction. Not only the position in relation to the bottom is indicated but also the position of the suction pipe and the draghead in relation to the ship and sometimes even the soil. Furthermore the dredge master has a direct view on the swell-compensators to judge if the dragheads are on the bottom. If this is not the case than indicators are necessary. For the suction process there are besides the vacuum and pressure indicators, also velocity and concentration indicators. With the aid of these instruments the suction chief will optimize the suction process by trial and error.

Figure 2-142 Instrumentation panels

Page 103 of 109


2.6 Special designs of trailing suction hopper dredgers

2.6.1 The gravel suction dredger Trailing suction hopper dredgers that collect aggregates for the concrete industry and road construction differ in several aspects from the "standard" trailing suction hopper dredger. These differences usually arise from economical considerations. Items that are of less use are left out, while others are added.

Figure 2-143 Gravel dredger Charlemagne

These include:

• The maneuverability. A lot of gravel suction dredgers are built to collect aggregates at sea. These are relative wide concessions where accurate dredging is of no or small concern. Furthermore there are long transportation distances. Therefore the requirements for the maneuverability are less strict than for the trailing suction hopper dredger that has to dredge frequently in busy fairways or ports.For this reason the gravel suction hopper dredger is equipped with only one screw.

• The longer dredge cycle. The longer sail distances mean that the suction time is only a small percentage of the total cycle time. Therefore it is much more economical to equip the ship with only one suction pipe and one dredge pump.

• Since the quality of the material determines the price, these ships are equipped with a creening installation. The "bad" material can than be put overboard. Of course it is also possible to load all the material (called all-in or tout-venant).

• A discharge installation with which it is possible to unload "dry" in every arbitrary port. Seldom a gravel suction hopper dredger has bottom doors or valves.

Page 104 of 109


Figure 2-144 Screening installation

Since the concessions are increasingly further away from the land and therefore in deeper waters, submerged pumps on the suction pipe are also used on modern gravel suction hopper dredgers. The discharge systems are of the drag system, clamshell or excavation wheel (Figure 2.114) principle that delivers the material from the hopper to a silo from which the material is distributed further via a conveyor belt. The way of operation does not differ much from the "classical" trailing suction hopper dredger. Instead of pumping the material straight into the hopper, it is now pumped into the screening installation, where it is separated into the required class(es). When sailing to the discharge area the drain installation is turned on to bring the load as dry as possible ashore.

Trailing suction hopper dredger for inland waters provides also sand and gravel to the concrete industry as well as sand for reclamation purposes. They do also maintenance dredging in river harbours Their design is much simpler than ordinary trailer suction hopper dredgers (Figure 2.145).

Figure 2-145 Trailing suction hopper dredger for inland waters

Page 105 of 109


2.6.2 The stationary suction hopper dredger The stationary suction hopper dredger is the predecessor of the trailing suction hopper dredger. In the most well known design the stationary suction hopper dredger has a hopper and behind it the pump room with one dredge pump. The suction pipe is directed however forward. Stationary suction hopper dredgers are single-screw ships. The propulsion engine directly drives the dredge pump.

Figure 2-146 Stationary suction hopper dredger

The method of operation differs significantly from the trailing suction hopper dredger and is in principle equal to the suction dredger.

When dredging the vessel anchored in its borrow area. The amount of anchors needed depends strongly on the operational circumstances, like current and wind velocity, current and wind direction and shipping. If the circumstances are well than one or two front anchors are sufficient. If the dredging takes place in a tidal area where the current change direction depending on the tide, than also one or two aft anchors are placed. A second anchor is needed if the ship must be hauled frequently.

As with suction dredgers the stationary hopper dredger is used in free running sand. Dependent on the breach height the ship is slowly hauled in the direction of the suction direction. The loading of the hopper is similar to the process of the trailing suction hopper dredger.

Page 106 of 109


Figure 2-147 Trailing suction hopper dredger for stationary dredging

Sometimes the trailing suction hopper dredger is used as a “stationary dredgers" for certain works. To do this the dragheads are removed and if not already present an aft anchor is mounted. When arriving at the winning area first the aft anchor is placed. Dependent on the weather conditions the front anchor is also placed. Since the pipes put backwards the trailing suction hopper dredger works itself while dredging backwards. There are also trailing suction hopper dredgers that have the possibility to bring their suction pipe forward and are than able to work on the bow anchor (Figure 2.147). With well-breaching sand trailing suction hopper dredgers can also suck profiles with the drag suction method. The embankment must than be at all times more gentle than the suction pipes of the trailing suction hopper dredger. The trailing suction hopper dredger forces its way into the embankment with a velocity of 0.25 to 0.5 knots. The main advantage of this method is that no anchors are needed which gives more freedom of movement and a quicker leave in case of an emergency.

TSHD working as PS DredgerTSHD dredging to the Face

Figure 2-148 Trailer suction hopper dredger working in a plain suction mode

2.6.3 Boom dredgers The boom dredger (Figure 2.149) is a special design of the trailing suction hopper dredger.

Page 107 of 109


It is equipped with a 50 to 60 meter long construction, the boom, that makes it possible to pump the dredged material immediately sideways back (side casting). This method of dredging is used in silt rich fairways, where it is cheaper to spray the material to the side, a hundred meters from the bank of the fairway instead of bringing it to a dump far away. Approach channels at the lake of Maricaibo in Venezuela are dredged in this manner

Figure 2-149 Boom dredger

Page 108 of 109


2.7 Literature

1. Trailing Suction Hopper Dredging Handbook. Issued by The Training's Institute for Dredging.

2. Coastal and Deep Ocean Dredging, John B. Herbich, Gulf Publishing Company, Houston, Texas, USA, 1975.

3. Dredging and Dredging Equipment, R.J. de Heer and Rochmanhadi, part 1 and 2, IHE, Delft, 1989.

4. Baggertechniek, collegedictaat f14, G.L.M. van der Schrieck, TU Delft, Civiele Techniek, 1996 (in Dutch).

5. Constant Tonnage Loading System of Trailing Suction Hopper Dredgers, J. de Koning, Proceedings International Course Modern Dredging, 1977.

6. Nassbaggertechnik, A. Welte, Institut für Machinenwessen in Baubetrieb, Universität Fridericiana, Karlsruhe, 1993.

7. Proceedings of the dredging days, Europort 1980, CEDA, 1980.

8. Technical aspects of large Trailing Suction Hopper Dredgers, P.J. Koert, IHC Holland.

9. Further development of loading and unloading processes for Trailing Suction Hopper Dredgers, S. Steinkühler, 14 World Dredging Congress, Amsterdam, 1995.

10. Several articles from Port & Dredging of IHC Holland. P&D

Split trailer suction hopper dredgers 106 + 107 + 110 VOLVOX SCALDIA, Trailing Dredgers with built-in booster unit 128 CORONAUT, the sixth IHC Eurotrail 130 AGRONAUT, the seventh IHC Eurotrail 134 New Trailing Suction Hopper Dredger for Dredging International 134 Trailer VOLVOX IBERIA, 5700 m3 140 TSHD J.F.J. DE NUL, Versatile Leviathan 142 Trailing Dredger, HAM 311 143 Trailing Dredger, CRISTOFORO COLOMBO 143 PEARL RIVER, Trailing Dredger of 17000 m3 144 TSHD Ham 311 and Ham 312 148 TSHD Queen of Penta Ocean 151 TSHD Ham 317 153 TSHD Rotterdam 155+156 TSHD Ham 318 157 Gravel Dredger Cambeck and Charlemange 133 + 157 Dragheads 124 + 137+157

Page 109 of 109

Chapter 3: Cutter Suction Dredger

Page 1 of 79

3. The Cutter Suction Dredger .........................................................................2 3.1. General description........................................................................................3

3.1.1. Areas of application......................................................................................4 3.1.2. History ..........................................................................................................5 3.1.3. Working method...........................................................................................6

3.2. The design.......................................................................................................8 3.2.1. The production capacity ...............................................................................9 3.2.2. The dredging depth.......................................................................................9 3.2.2.1. The maximum dredging depth..................................................................9 3.2.2.2. The minimum dredging depth ..................................................................10 3.2.3. The width of the cut......................................................................................12 3.2.4. The type of soil.............................................................................................14 3.2.5. The transport distance...................................................................................14 3.2.6. Access to the dredging site ...........................................................................15

3.3. The dredging equipment ...............................................................................15 3.3.1. The cutter head .............................................................................................16 3.3.1.1. The dimensions of the cutter head............................................................16 3.3.1.2. The cutting power.....................................................................................16 3.3.1.3. The cutter speed........................................................................................17 3.3.2. The reaction forces on the cutter ..................................................................18 3.3.2.1. The horizontal and vertical cutting force..................................................18 3.3.2.2. The axial force..........................................................................................20 3.3.2.3. The ladder weight .....................................................................................21 3.3.3. The side-winch power and speed..................................................................21 3.3.4. The ladder winch speed and power ..............................................................24 3.3.5. The dredge pumps ........................................................................................24 3.3.6. The jet pump.................................................................................................25

3.4. The drives .......................................................................................................25 3.4.1. The cutter head drive ....................................................................................25 3.4.2. The side winch drives ...................................................................................27 3.4.3. The ladder drive............................................................................................27 3.4.4. The sand pump drives...................................................................................27

3.5. Spudsytems .....................................................................................................28 3.5.1. The spud carriage system .............................................................................28 3.5.2. The fixed spud system..................................................................................30 3.5.3. The spud door system...................................................................................32 3.5.4. The walking spud system .............................................................................32 3.5.5. The rotor spud system ..................................................................................33 3.5.6. The Christmas tree........................................................................................34

3.6. The general layout .........................................................................................35 3.7. Technical construction Fout! Bladwijzer niet gedefinieerd.

3.7.1. The Hull........................................................................................................40 3.7.2. The cutter head ladder ..................................................................................41 3.7.3. The cutter head .............................................................................................43 3.7.4. Tooth and cutting edge systems ...................................................................46 3.7.5. The side wires...............................................................................................50 3.7.6. The anchor booms ........................................................................................51 3.7.7. The spuds......................................................................................................52 3.7.8. The spud lifting system ................................................................................52 3.7.9. Pumps and pipelines .....................................................................................53 3.7.9.1. The suction pipeline .................................................................................53 3.7.9.2. The pumps ................................................................................................54


3.7.10. The winches..............................................................................................55 3.7.10.1. The ladder winch ..................................................................................55 3.7.10.2. The side winces ....................................................................................55 3.7.10.3. Other winces.........................................................................................56 3.7.11. Hoisting equipment ..................................................................................56 3.7.12. Auxiliary equipment .................................................................................56

3.8. The dredging process.....................................................................................57 3.8.1. The spillage ..................................................................................................57 3.8.2. The production in breach-forming soils .......................................................59 3.8.3. The production by non-breach forming soils ...............................................61 3.8.4. Specific energy .............................................................................................63 3.8.5. The cutting production .................................................................................65 3.8.6. The spillage ..................................................................................................67

3.9. Enclosures.......................................................................................................68 3.9.1. The relation between swing speed and side winch speed.............................68 3.9.2. The side winch force and power...................................................................69 3.9.3. The shape and cutting geometry of cutter heads ..........................................70 3.9.4. Cutting by teeth or chisels ............................................................................74 3.9.5. Conditions for cutting clearance...................................................................75 3.9.5.1. The effect of warping on the clearance angles .........................................77

3.10. References.......................................................................................................79

3. The Cutter Suction Dredger

Figure 3. 1 The “Mashhour”, at present the biggest cutter suction dredger in the world,

Page 2 of 79


3.1. General Considerations

Aux

Sp

Disc

iliary spud

Dredge pump

Suction pipe

Cutter ladder

Cutter head

Ladder winch

Port side winch.

Starboard winch

ud carriageWorking spud

harge pipe

Dredge pump

Figure 3. 2 Lay-out snijkopzuiger.

The cutter suction dredger is a stationary dredger equipped with a cutter device (cutter head) which excavate the soil before it is sucked up by the flow of the dredge pump(s). During operation the dredger moves around a spud pole by pulling and slacking on the two fore sideline wires. This type of dredger is capable to dredge all kind of material and is accurate due to their movement around the spud pole. The stationary cutter suction dredger is to distinguished easily from the plain suction dredger by its spud poles, which the last don’t have. The spoil is mostly hydraulically transported via pipeline, but some dredgers do have barge-loading facilities as well. Cutter power ranges from 50 kW up to 5000 kW, depending on the type of soil to be cut.

Cut width

Auxilary spud

Workspudin carriage Spud carriage

length


Figure 3. 3 Swing pattern

The ladder, the construction upon which the cutter head, cutter drive and the suction pipe are mounted, is suspended by the pontoon and the ladder gantry wire. Seagoing cutter suction dredgers have their own propulsion that is used only during mobilization. The propulsion is situated either on the cutter head side or on the spud poles side.

Page 3 of 79


Figure 3. 4 Seagoing CSD Aquarius sailing in the Beaufort Sea

3.1.1. Areas of application Cutter suction dredgers are largely used in the dredging of harbours and fairways as well as for land reclamation projects. In such cases the distance between the dredging and disposal areas is usually smaller than the distances covered by trailing suction hopper dredgers. The cutter suction dredger also has the advantage when an accurate profile has to be dredged. The cutter suction dredger can tackle almost all types of soil, although of course this depends on the installed cutting power. Cutter suction dredgers are built in a wide range of types and sizes, the cutting head power ranges between 20 kW for the smallest to around 4,000 kW for the largest. The dredging depth is usually limited; the biggest suction dredger can reach depths between 25 and 30 m. The minimum dredging depth is usually determined by the draught of the pontoon. In the late seventies and early eighties of the previous century two offshore cutter suction dredgers have been build for applications offshore. The All Wassl (Figure3.5) build by Mishubitsi, Japan for Gulf Cobla Ltd. Has dredged the approach channel to the harbour Jebel Ali in Dubai, Unit Arab Emirates.

Figure 3. 5 All Wassl Bay

Page 4 of 79


After 2 years working the dredger is sold and scrapped. The Simon Stevin (Figure 3.6) build for Volker Stevin Dredging has even never worked. Boths dredgers appeared too specialised to be economical.

Figure 3. 6 Simon Stevin

As said the cutter suction dredger is a stationary dredger with at least two side anchors that are necessary for the dredging process. Because of these anchors they may obstruct shipping movements. Self propelled cutter suction dredgers uses their propulsion system no only during mobilisation but also during shifting from one place to the other or when the dredging area has to be left, “breaking up” when bad weather is expected. The small to medium sized cutter suction dredgers can be supplied in a demountable form. This makes them suitable for transport by road to inland sites that are not accessible by water, for example to lay a sand foundation for a road or to dredge sand and gravel for the building industry. When working under offshore condition with waves or swell cutter suction dredgers clearly have more limitations than trailing suction hopper dredgers even if equipped with swell compensators

3.1.2. History The cradle of the cutter suction dredgers stood in the United States. In 1884 a cutter suction dredger was used in the port of Oakland, California. This dredger had a cylindrical cutter head and was used to dredge layers of sandstone. It had a pipeline of 500 mm diameter and a pump with an impeller of 1.8 m! The disadvantage of this design was that the suction mouth was frequently blocked. At the end of the 19th

century and beginning of the 20th century there was a major development in suction dredgers

Page 5 of 79


Figure 3. 7 Layout of the cutter suction dredger “RAM”

For example, in the fall of 1893 the cutter suction dredger “RAM” was built by the Bucyrus Steam Shovel and dredged company for use on the lower Mississippi river. This dredger was already equipped with an rotating cutter head. (Figure 3.7). The cutter suction dredger became the workhorse of the dredging industry in America, as did the bucket dredger in Europe at that time.

3.1.3. Working method After the ladder of the cutter suction dredger has been lowered under water, the dredge pump(s) started and the cutter head set in motion. The ladder is then moved down until it touches the bottom, or until it reaches the maximum depth. The movement of the dredger round the spud pole is initiated by slacking the starboard anchor cable and pulling in the port side anchor cable or reverse. These anchor cables are connected via sheaves close to the cutter head to winches (dredging side winches) on deck. The pulling winch is called the hauling winch. The paying out winch ensures the correct tension in both cables, this being particularly important when dredging in hard rock.

DsDs

Under cutting mode Over cutting mode

Page 6 of 79


Page 7 of 79

Figure 3. 8 Different cutting modes In addition to the type of soil, the required side winch force also depends on: • Whether the rotation of the cutter head is in the same direction as or the opposite direction

to that of the swing movement. In the first case the reaction force of the cutter head on the soil will pull the dredger with it, as a result of which the side winch forces are smaller than when rotation is in the opposite direction It is also necessary to ensure the correct pre-tensioning of the cables when the cutter head rotates in the same direction as swing. If the cutter head forces propel the cutter head more quickly than the hauling winch does there is a very real danger that the cable of the hauling winch will be picked up and cut through by the cutter head.

• The position of the anchors h to swing the dredger. The closer the path of the c e side cable, the smaller the

Of course, the thickness of the layer tFigure3.9) depends on both the diamrequired dredging depth has not been reacdeeply and the ship will move in the As previously mentioned, the cutter suction dredger describes an arc round a fixed point, the spud pole or working pole. In many cutter suction dredgers this pole is mounted on a movable carriage, the spud carriage. A second pole, the auxiliary spud, is set out of the centreline, usually on the starboard side of the stern of the pontoon. The spud carriage can be moved over a distance of 4 – 6 m by means of a hydraulic cylinder. Because the spud is standing on th d carriage towards the stern can move the cutter suction dredger forward. The size of the cutter head and the hardness of the

re cut

as a big influence on the force neededutter head is to the direction of th

required force. • Naturally the side winch force is also affected by external influences such as wind,

current and waves.

Figure 3. 9 Steps and cuts

hat can be removed by one swing (cut thickness eter of the cutter head and the type of soil. When the

hed at the end of a swing, the ladder is set more opposite direction.

e bottom, pressing the spu

soil determine the size of this ‘step’. During each step one or more layers of the face aaway by lowering the ladder one cutting thickness at the end of the swing.


With each step the cutter head describes the arc of a concentric

Page 8 of 79

igure 3.10) th

e

efore

ec

the c

a bB

D

D

a

a = steplength

circle round the spud, the radius of which increases with the step length. b = length of carriage(Fa) = step lengb) = length of

carriage If the spud carriage cylinderhas reached the end of its path thspuds must bemoved. Bstepping, the cutt r moves to the entre line of

ut. Vertical swing pattern

C

Figure 3. 10Vertical swing pattern

ud is then placed on the bottom, the working spud is lifted and the spud d forward. After this the work spud is again lowered and the auxiliary spud is

r can then resume working. The first cut made after stepping is not an arc of tric circle!

3.2. The design When designing cutter suction dredgers, the fo owing basic design criteria are important: Production capacity Dredging depth

e

r, the cutter suction dredger can be used in all types of soil, from soft clay

a round partly via the ladder and side winches and partly via the n pole. The design of cutter suction dredgers is also determined by the

The auxiliary spcarriage is movelifted. The dredgea concen

ll••• Working conditions which affect the size of the dredger • Type of soil • Transport distance(s) • Access to the sid As mentioned earlieto hard rock. The soil to be dredged has a great influence on the design and construction. Considerable forces are generated when working in rock. They are generated by the cutter he d and returned to the gpo toon and the spudrequired amount of installed cutting power.


Page 9 of 79

et

s are o

t a ‘sand” cutter suction dredger will not be ble to dredge rock. On the other hand a ‘sand’ cutter suction dredger will be able to dredge nd more cheaply than a ‘rock’ cutter suction dredger. In other words the design production

y s related to the hardness of the material that it must be

s

is

ion dredger this appears primarily in the mode of

ed for rock

the maximum and the minimum dredging depths ust be taken into consideration, since these both influence the usability of the dredger. Often

a

market demand plays a role in the est choice.

n , the

eavier construction. Moreover the dredging depth has a great influence on the esign of the ladder construction and thus on the pontoon. After all it must be possible to raise

the ladd above water for inspection.

3.2.1. The production capacity As in the case of other types of dredger, the production capacity is determined by the markdemand with regard to the projects for which the dredger can be used. Because many cuttersuction dredgers must dredge various types of soil during their lifetime, design parameterset with regard to the types of soil the dredger must be able to dredge. A dredger designed tdredge rock will also be able to dredge sand, buasacapacit of a cutter suction dredger i

3able to dredge. For example, 100 m /hr in a rock of 10 MPa. It is important that the production capacity is defined m3 per week, hour or second. The smaller the unit of time chosen, the greater the production capacity. (As a result of averaging the long term production capacity is less.) When the requirement with regard to the production capacity in the design-soil is known, thican be translated into a production to be cut by the cutter head. This so called cutter production is considerably higher than the dredged production because not all the material that has been cut enters the suction mouth. Often 20 – 30 % remains behind as spillage. Thmust be taken into account when determining the production to be cut. The maximum cutter production is also higher for reasons such those described above as a esult of the unit of time. With a cutter suctr

work employed. Production is usually highest in the middle of a cut. In the corners of the cut where manoeuvres are often carried out with the ladder or spud carriage, the production is low or zero. This results in the fact that the cutter production when expressed in m3/s is 20 – 30% higher than the cutter production in m3/hr. In order to maintain a high degree of usability cutter suction dredgers designdredging should be equally as good in other types of soil. This implies that although the cutting equipment is designed for rock dredging with regard to the other parts of the dredgingequipment, the other types of soil must not be forgotten.

3.2.2. The dredging depth When designing cutter suction dredgers bothmthe need for a greater dredging depth leads to a pontoon with deeper draught and thus toreduction in the minimum dredging depth. So on one hand the usability of the dredger increases with increasing dredging depth, while on the other hand it decreases as a result of the related smaller minimum dredging depth. Here too theb

The maximum dredging depth The maximum dredging depth is an important design parameter. Because in a cutter suctiodredger the pontoon and the spud pole transfer part of the interplay of forces to the soilmagnitudes of the moments that occur are proportional to the dredging depth. Thus with increasing dredging depth, not only is the dredger larger and broader (for stability), it must also have a hd

er


bove waterlevel Figure 3. 11 Different cutter dredgers with ladder a

From the point of view of production, the suction depth determines whether an underwater pump is needed to obtain the required production capacity. It is obvious that mounting an underwater pump will increase the weight of the ladder. If no underwater pump is considered, the diameter of the suction pipe and the head of the pump must be in avoid reating a vacuum. This may lead to the pumping of low concentrations and thus much water,

o be dredged it is possible to it

n of

The minimumThe minimum dredginposition of the coolinbe clear that even when dredging depths the pontoon must have sufficient bottom learance. For heavy duty cutter suction dredgers this leads to deep draughts or wide vessels igure3.13). The minimum dredging depth must be at least 1 m deeper than the maximum

draught of the vessel. The design of the cooling water inlet must be adapted to prevent the intake of material from the bottom

creased and the concentration of the mixture reduced in order tocwhich is uneconomic. With the aid of the vacuum formula (see also lecture notes ‘Dredging processes’), from a given limiting vacuum and the maximum concentration tdetermine whether or not an underwater pump is necessary, and if so how far under water must be placed. Whether or not an underwater pump is fitted is, of course, also a questioeconomics, since cost of the fitting of an underwater pump is considerable.

y = 9.0577x2 - 101.29xR2 = 0.757

6000

7000

8000

t [t]

0

1000

2000

3000

4000

5000

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0

Maximum dredging depth [m]

Lig

ht w

eigh

Figure 3. 12

dredging depth g depth makes demands with regard to the draught of the pontoon, the

g water inlet and the shape and construction of the cutter ladder. It will at minimum

c(F

Page 10 of 79


0

1

2

3

0 500 1000 1500 2000 2500 3000 3500 4000

Cutterpower [kW]

Max

imum

dra

ught

[

Figure 3. 13

4

5

6m

]

Page 11 of 79

When dredgshape of the the angle γ between the underside of the ladder and the horizontal must be at least 50 (Figure 3.14).

ing at depths, which are shallow in comparison to the draught of the vessel, the ladder must also be adapted to avoid dragging of the ladder. To prevent dragging

Removable wedge

Figure 3. 14

In order to obtain a better rate of filling when dredging free running material is desirable that the axis of the cutter head shaft should make a steeper angle with the horizontal than the ladder. The filling of the cutter is determined by the sum of

e angles of the slope gradient and the dder (α+ β) (Figure 3.15).

thla

θ+ β

β

θ

Figure 3. 15


Page 12 of 79

is also determined by the minimum width of cut ree on the maximum width of the cut.

e width that the dredger needs to dredge a channel surface of the ground is higher than the water level; a problem

at occurs is during dredging the onshore end of pipeline trenches.

The minimumcutter head at the front of the pontoon (Figure 3.16) or at the outer side of the side winch sheaves. To reduce the minimum cutting width each side of the front of the pontoon is often chamfered as shown in Figure 3.17 and 3.19. Figure 3.18 also shows that the further the cutter head projects in front of the pontoon, the smaller is the minimum cutting width. Such a solution is particularly common in American and Japanese dredgers.

3.2.3. The width of the cut The usefulness of a cutter suction dredger that the equipment can dredge, and to a lesser deg ‘Minimum width’ of cut is taken to mean thor itself in an area where thef

th

Figure 3. 16 Minimum cut width

width of the cut is determined by the line that meets the contour surface of the

Ballast tankLubricating

olie

Drinkingwater

ballasttankFuel Spare parts

Drytank

Engine room

Spare partsballasttank

ballasttank

Ballast tank

Ballast tank

Figure 3. 17 Chamferred pontoon

Spare parts Spare parts Drytank ballast

tank

ballasttank

ballasttank

FuelBallast tank

Ballast tank


Figure 3. 18 gure 3. 19

tting width. To

Fi

The distance between the spud and the cutter head determines the maximum cuensure the efficiency of the side winches the maximum swing angle is restricted to 450 ; so that the maximum width B = 2L*sin(450) +Dcutter, in which L is the distance between the spud and the cutter head. The length L depends on the depth of the water and the position of the spud pole. From the point of view of production a broad cutting width is desirable, since per m3 dredged the downtime for stepping, anchoring and other manoeuvres is shorter. However long cutter suction dredgers have a big minimcutting width, so the advantages must be weighed

ned in chapter 3.2.2.3

um

Page 13 of 79

against the disadvantages. The maximum cutwidth depends on the maximum side winch force too. This will be explai

ST

θ

L=S+Tcosθ

L

α

B=2

Lsin

+Dα

cutte

r

Figure 3. 20 Cut width


Page 14 of 79

has a strong influence on the installed cutter head and side e ladder, pontoon and spuds. To some degree the type of soil ction pipe and discharge pipeline diameters. With the same

dredger dredging rock will have a lower production rate than f this, a rock-cutting cutter suction dredger should have ecause it becomes more economical to pump solids with

e same production rate it is possible to increase the pump flow. Because a minimum velocity is required to

y be achieved by reducing the diameter of the pipelines. It must be p flow may lead to a higher percentage of spillage resulting g-process in the cutter head. (See Dredging Processes, Spill.)

3.2.5. The transport distance The transport distance makes demands in relation to the installed sand pump power and the need to load barges. The requirement to load barges is determined by the question of whether the required transport distance is too great to be economically bridged by using a hydraulic pipeline. It is also possible that the use of a hydraulic pipeline is impossible from the point of view of hindrance to navigation. Cutter suction dredgers are seldom equipped to load barges only. Figure 3.21 shows the CD Marco Polo barge loading in the busy waters of Singapore If the cutter suction dredger is equipped with an underwater pump, the pump power can be such that during the loading of barges this pump is used only. The pipeline system and valves should be designed to fulfil this requirement.

3.2.4. The type of soil The type of soil to be dredgedwinch power, the strength of thalso influences the choice of sucutting power a cutter suctionwhen dredging sand. In view opipelines of smaller diameter, bhigher concentrations. With thconcentration by reducing the

onltransport solids this can noted that reduction of the pumcaused by a bad mixture formin

Figure 3. 21 CD Marco Polo

It is also possible to choose an underwater pump with a higher power than is needed for barge

. e used during discharging. ,

loading The surplus capacity can then bThe grain size and the discharge length of the pipeline determine the required pump pressurewhile this determines the number of dredgepumps required. The maximum allowable pump pressure that a dredger can supply depends on the quality of the shaft sealing of the last pump. Often values exceeding 25 - 30- bar are not permitted.


Page 15 of 79

site by road. This is only possible with small emountable dredgers. In case of long contracts, such as for the tin and gold mining the dredgers can be constructed on the dredging site. Both cases do influence the design of the dredger. Figure 3.17 shows a general plan of a demountable dredger consisting of one main middle pontoon and two side pontoons.

3.2.6. Access to the dredging site Dredging sites are not always easy accessible via water. The access can be very shallow and have to be dredges deeper before the actual dredging can start. If there is no access via water t all, the dredger have to be mobilised to the a

d

Figure 3. 22

Another point in relation with access to the site is the possible restriction height of the dredger. High ladder and spud gantries can be a problem by passing bridges or electrical cables. Compare the different designs of the dredgers in Figure3.22 and Figure 3.23

Figure 3. 23

3.3. The dredging equipment For the design of the dredging equipment the following dredging parts will be considered: • The cutter head • The bow side-winch power • The axial cutting force • The vertical cutting force • The ladder winch power • The drives • The dredge pump • The sand pump drive • The water pump • The spud system


Page 16 of 79

3T portant part for this type of dredger, because it determines the p shall be excavated and transported. For the production is besides t the cutter head speed and the dimensions important. The c the soil. The cutter head speed is important for the mixture f ensions should be in relation to the cutting power and the pF know the reaction of the cutting process working on the cutter head f h forces, speed and power; the ladder weight, ladder inch forces, e

The dimensions of the cutter head The production capacity is affected not only by the cutting power, the side winch power and the velocity, but may also depend on the diameter of the cutter head. This is the case when the side winch force, the side winch velocity and the cutting imiting factors. Production can only be increased by increasing he cut thickness and step size, thus i sion. The dimensions should be in relation with the theory d

r T be determined either from the cutting theories (Lecture notes W specific energy that is needed to cut the design-soil. The s efined as the work that is needed to cut m3 of soil, that is the p roduction Qcutter of m3/s, thus

.3.1. The cutter head he cutter head is the most imroduction in may cases that he required cutting power alsoutting power to be able to cut orming process and the dimroduction. urther it is important toor determining the side wincct.

torque are not l t

ncreasing the cutter head dimenescribed in chapter 3.3.2

The cutting powehe required cutting power canb 3413) or from the required

pecific cutting energy SPE is dower P that is needed to cut a p

CutterQ[N/m²]

The cutting power is therefore: P [W]

When cu g force is seldom c due to the inconstancy of the soil. herefore the terms ‘average cutting force’ and ‘ peak forces’ are used. The peak forces for

rock may well be a factor 2 higher than the average forces (Verhoef, 1997) f thumb:

CutterPSPE =

SPEQCutterCutter ∗=

tting soil the cuttin onstantT

The following may be used as rules o.

251 −= . bfor rock; depending whether the cutting process is ductile or

rittle.

peakF

meanFfor sand 51251 .. −=

F peakF

mean

for clay, depending whether the cutting process is flow, tear or shear type.

5111 .. −=peakF

meanF

The theoretical cutting power must also be multiplied by these factors. The revolution

elocity of the cutter head is also dependent on the type of soil. Note: Th cluded in the work coefficient as mentioned in chapter1

vis factor should be in

1 Reference to be made


Page 17 of 79

0

er .

us the maximum production will reduce.

urger (1999) showed from his research on laboratory scale that the optimal cutter head eed in rock depends a little with the pump capacity (Figure 3. 24)

ifferent mixture velocities or pump capacities to

The cutter speed Specific energy decreases as the rock size increases. In rock a nominal cutter head speed of 3revolutions per minute is often used. Lower nominal revolution rates leads to bigger rock pieces and so to lower specific energy but also to higher torques and cutting forces. Highcutting torques and forces can also be achieved by reducing the diameter of the cutter headExcept that the rock size does not increases in this case the maximum thickness of the cut decreases and thBoth cutter head speed and pump capacity have big influence on the spillage of the cutter. Spillage is the material that is cut but no sucked up by the dredged pump. Den BspTranslation of the optimum results for the dprototype values leads to Figure 3. 25 when using the scale laws as describe by den Burger. It should be noticed that for a cutter head with a diameter of 3 m the pump capacity should be more than 5 m3/s (mixture speed 5m/s) to get a relative production of a little more than 70%

(30% spillage). Reducing the cutter head diameter with a half a meter results in moreacceptable practical values for the pump capacity with a cutter head speed of a little less than 40 rpm. Higher speed will give in rock smaller particles and therefore less spillage.

Figure 3. 24

As could be expected the results for dredging sa are quite different from dredging rock. In Figure 3. 25. The results for rock and sand aplotted against the dimensionless flow number:

0

20

nd

re

3RQ

ω. The difference

between two soil types is tremendously.

40

60

tter

head

s

80

120

Cutter diameter [m]

Cu

peed

100

[rpm

2

4

8

10

12

Pum

pci

ty [m

3/s

6

cap

a

Vm=2.67 m/s Vm=4 m/s Vm=5 m/s

]

00.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Figure 3. 25


Page 18 of 79

s The productivity dependRELATIVE PRODUCTION

50607080

except on the capacity and the cutter head speed on the particle size and the ladder angle too (Figure 3. 26) The flow numbers with the same productivity for sand at the

Gravel 10 mm Gravel 15 mm Ladder 25 deg. Sand

3040

Pr [%

]

(ladder angle also 25°) are a factor 1.5 smaller than for gravel (10 mm). This allows the use of cutter heads with a 10

20

00.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80

Flow number [-]

large diameters and with higher production results.

Figure 3. 26 If the cutter suction dredger is designed for dredging sand a speed of 20 revolutions per minute is adequate (see also Figure 3. 26). In silt or soft clay even lower revolutions are

fficient, provided that the cutter head does not become blocked.

3.3.2. The reaction forces on the cutter Forces acting on the cutter suction dredge are shown in Figure 3.27. All reaction forces from the cutter head have to be transferred in a certain way the surroundings, either by the side winch forces or the spud poles to the soil or via the ladder wires and the pontoon to water. Besides that these cutting forces determines the weight of the dredger, while the forces to move the dredger through the water can have influences on the design of the dredging parts. In a ladder related co-ordinate system he cutting forces can be decomposed in the 3 dimensions; horizontal, vertical and axial. There is a general linear relation between the 3D-cutting forces and the cutting power (Vlasblom, 1998). Furthermore the cutting forces in cavitating sand, clay and rock are almost independent for the cutting speed. Therfore:

su

acutter

cutteraxialv

cutter

cutterverth

cutter

cutterhor. cM

RFcM

RFcM

RF=== ,, an be taken as constant for a specific soil

ickness

c

type and relative cutting thc

s

R2D⋅

.

vertical cutting force

The horizontal and

. cutter

cutter

MR

is the tangential forc

sh wn in

e T as

o

ll as the posed in the

Fh and the vertical force v vered by the side winch and

Fv t of the ladder or the extra raught of the pontoon. The axial force is

partly taken up sideline forces, depending on the directions of those wires and partly via the thrust bearing of the cutter shaft

Figure 3. 28;

Both the cutting force as wenormal force can be decomhorizontal forceF . Fh is deli

by the weighd


Page 19 of 79

nsferred to the

ca=0.4 and =0.6 for over

t (d/Dc) fluence on

ertical and

via the ladder trunnion traseabed via the spud pole. Design values are for cv=0.9,ch=1for under cutting and chcutting. The relative thickness of the cuhas a considerably greater inthe hauling force than on the vaxial forces.)

β

W

ω

Gs

Rsh

F +Fa v

Fh

Fv

Fa

Fl

WL

Mc

Wp

Fsbw

Fpsw

Rs

Rs

Rw

Figure 3. 27

The horizontal component of the cutting force changes in direction when it passes the rotation centre of the cutter head. (Figure 3. 28, Left

θ− ϕ

Cutting Force C

adius r

Tooth

R

Path of Tooth

CenterofCutter

Normal Force N

R

cosκ

Forces in a plane perpendicular to the cutter shaft

θ− ϕ

Tangential Force TVerticalForce V θ+ ϕ

Tooth

Cutting Force C

Horizontal Force H

Radial Force R

Normal Force Ncosκ

Decomposition of the Forces working on a Tooth

Fig ure 3. 28


Page 20 of 79

e profiles

es and the surface of

r the contour line. This can easily be understand when the break out pattern is considered. (Figure 3. 30,right) The normal force N can be de-composed in 2 perpendicular forces : κκ Ncos andNsin ,which are respectively parallel and perpendicu es.

The axial force Generally cutter heads havas given in Figure 3. 29. This profile is determined by a plane through the cutter axrevolution shaped by the teeth positions. Cutter teeth are positioned such that the centerline of the tooth is perpendicula to

lar with the cutter ax

κNsinκ

Ncosκ

N

Axial and Normal Force

Figure 3. 29

Fh

Fa

v

ι

Fv

H

R

Minimum distance = cut depth

Break out pattern

Break out Pattern

Figure 3. 30 Cutter heads with plain or serrated edges (Chapter 3.angle ι of the cutter head blade, which causes the so-c1995). In that case is the leading edge of the knife not perpendicular to direction of the movement (Figure 3. 30, left) The cutting process have to be considered in 2 perpendicular directions; one perpendicular with the cutting edge and the other parallel with it. The last one takes care for the transport of the soil in the direction of the knife. Furthermore the component of the side winch forces also gives a force in the axial direction (Figure 3.

4.4) develop axial force by the helix. alled snow plough effect (Miedema.

α

Figure 3. 31


Page 21 of 79

1), position of

m forces are higher than the average forces.

3 depending on the the anchor.

As with the cutting force, the maximu

The ladder weight

Following from de condition that veFM

rt cutterv

cutter

R c 0.9= = the minimum weight of the ladder can

quirement that over cutting have to be possible.

ing with the rotational speed ω gives

be determined in order to fulfil the re

Rewriting the condition and multiply 0.9 cuttervert

PFRω

= ;

eans that Fvert ≥ 0.225 Pcutter

dder are divided equally over the length of the ladder 5 Pcutter

ewhat lower as shown in his might be caused by an uneven distribution of the load.

cutter

ωR is in the order of 4 m/s, which m If the load on and the weight of the lathan the weight of the ladder W≥ 0.4The mass of existing ladders is som figure 3.39. T

Ladder mass over cutter power

00.050.1

0.150.2

0.250.3

0.350.4

0 1000 2000 3000 4000 5000

Cutter power [kW]

Mla

dder

/Pcu

tter

Figure 3. 32

3.3.3. The side-winch power and speed If the relation between the horizontal force and the tangential force is assumed to be constathen for the net sid

nt, e winch power:

2

6030

c

c c c c

s h w h

nR

w

P F F nRP F v F v

ππ

= = ⋅

Symbol Parameter F

Dimension e [N]

[W] [W] [m] [rpm][m/s]

c = Tangential forcFh = Swing force P

[N] c = Cutter power

Ps = Swing Power Rc = Radius Cutter N = Cutter head speed v

h = Swing speed


Page 22 of 79

radius Rc=1 m, a swing speed v of 20 m/min (.333m/s) and d of 30 revolutions per minute, this gives a relation between the capacities of:

For a dredger with a cutter head ofa cutter spee

30 1 9.4c c c c cP F nR F F

30 30 0.333h hh h hF v F Fπ π ⋅

= = = with c =1 follows ⋅

h 9.4cP=

P hP

he relation is:

For a cutter head of half this size t

30 0.5 4.7 1 4.7c c c cP F nR F30 30 0.333h h h hP F v Fπ π ⋅

= = = × =⋅

Here it is assumed that the relative cut thickness DR

s

2 is the

c

same for both cutter heads.

fluences the required ratio of cutter power over sidewinch power too. For sharp teeth this ratio is 33 but decreases rapidly with increasing wear flat to a ratio of 5 for worn cutter teeth. In addition to the soil type and the revoand the side winch (wire) speed depenthe anchor.

be no g forc l to the side winch force and the swing ve ty n o f F e horizontal swing force to move the cutter with a speed vc a th sideline wire is Fw and de speed vw It be p e ontal the power needed to swing the cutter head

This relative increase in side winch power with reducing cutter head radius is also shown inthe installed power in existing cutter suction dredgers (Figure 3. 33.) Small dredgers have small cutter head radius and less cutter power.

0

2

4

6

8

10

12

14

0 1000 2000 3000 4000 500

[kW]

ratio

CP/

SW

0

Cutter power

Figure 3. 33. Ratio Cutter power over Swing Power

In (Vlasblom, 1998) it is shown that the ratio of the normal force to the cutting force in

lutions of the cutter head, both the side winch power d on the dimensions of the dredger and the position of

It should ted that the swin e is not equaloci ot t sideline velocity. I h is th

nd e force in the can rov n that in a horiz plane

swin h h w w winchP F v F v P= = un the um on winches, blocks and motors are small.

g =der ass ption that the fricti in the


Page 23 of 79

n. he influence of the ladder angle is because the torque on the cutter has a de-component in

the horizontal plane (Figure 3. 27). The moment to swing the dredger around the spud pole is:

sinh h sp c w

Moreover the power required to swing the dredger around its spud depends not only on the cutting forces but also on the ladder angle α and the resistance force W to rotate the pontooT

M F R M W Rβ= ⋅ − + ⋅

om the spud to the working point of Fh nd W.

Mc may be either positive or negative, depending on the direction in which the cutter head is turning.

in which Rsp and Rw are respectively the distance fra

( )Therefore the swing power is: sins h h c wh h

spsp sp

P M F M W Rv vRR R

β= = + ⋅ −

o the production Q, because c hQ S D v

For dredging rock the influence of the force W is in order smaller than that of the cutting reaction forces.

he swingspeed vh should be taken in relation tT = ⋅ ⋅ , S the stepsize in m. and Dc the layer thickness in m.

In the position of the side winch sheave on the ladder (Figure 3. 34, Left) , the relatiovelocity Vz to warping direction of the side winch sheave Vp is equal to:

with

n band

vv

l

kl

bl

k bz

p

=−

⎛ ⎞ ⎛ ⎞

•ϕ

ϕ ϕsin cos

2 2 (Figure 3. 34, right)

l l

−⎝⎜

⎠⎟ + −

⎝⎜

⎠⎟ϕ ϕcos sin

Figure 3. 34

For the cutting of rock the maximum wire velocity is 20 tot 25 m/minute. For cutting sand values of 30 tot 35 m/minute are taken.


Page 24 of 79

er winch speeds the production may be sigthe cutter head must be frequently change

red determined by the weight of the ladder and the vertical reaction forces during slope

To decide which pump type is appropriate for the dredger the working range of the ty in

pacity

3.3.4. The ladder winch speed and power If it is necessary for the cutter suction dredger to dredge slopes completely automatically theladder winch speed must be in accordance with the nominal side winch velocity. If this is not necessary the ladder winch speed may be chosen freely, bearing in mind that at low ladd

nificantly affected. When, for example, the teeth of d it will be necessary to raise the ladder many times.

For medium large cutter suction dredgers a value of 10 m/minutes is often used. The requipower is dredging in the under cutting mode.

3.3.5. The dredge pumps

pumpcapacity and pump pressure have to be assessed. Therefore the production capacivarious types of soil must be translated into:

. The mixture ca12. The mixture concentration Because:

n1QQ vd

mixture −⋅=

ith:

C

n [m3/s] Q [m3/s] Cvd = Transport concentrationN = Void ratio [-]

The m x re capacity is determined by the mixture forming process in the cutter (see chapter .3.1.1) The critical velocity required to keep the material in motion determines the minimum flow velocity and thus the pipe diameter.

wQ = Productio

mixtur = Pumpcapacity [-]

i tu3

v F g S Dcrit l H s= ⋅ ⋅ − ⋅, ( )2 1 in which the value of Fl,H is determined by the material to be pumped (see Section 2.2.3.3. Suction pipe diameters of lecture notes “Dredging Processes). Ss is the relative density of the solids and D the pipe diameter in m Figure Figure 3. 35 from MTI shows practical values used in the dredging industry for the critical velocity in horizontal pipelines The expected production is determined by the cutting power, the side winch power or the side winch velocities, depending on

quation

which is the limiting factor in the various types of soil. Using the

en1

CQQ vdmixture −

⋅=

together with vcr gives the pipe diameter and Cvd

Figure 3. 35


3.3.6. The jet pump To promote mixture forming when dredging sand some cutter suction dredgers are equipped with water jet installations. One or more jets are mounted on the sides of the ladder close to the cutter ring.

00 500 1000 1500 2000 2500

] 2500

2000 [kW

1000

1500

p Po

wer

500

Jet P

um

Cutter Power [kW]

6.Jetpump pow s cutter power er versuFigure 3. 3

Page 25 of 79

The power needed fo insight of the designer as.Figure 3. 36 shows. more th s mena the chapter jet pumps for plain

ction gers sho lted.

ide winches and the ladde r rm a side

sible. With hydraulic systems various drives can run on the same hydraulic ircuit and for this reason they can influence each other. The best choice of what may or may

portant for the operation and thus finally for the production of

unted on the ladder either near the hinge side (the trunnion) or t case the drive and the gearbox are above water and in the under water.

r the jets depends strongsight into thi

ly on theFodred

r eoretical inuld be consu

phenosu

3.4. The drives The drives of the cutter head, the s r winch are either electric ohydraulic drives. Formerly the ladder winch and the side winches were combined to fotree drum winch with one drive, which made simultaneous operation of the ladder andwinches imposcnot run on the same circuit is imthe dredger.

.4.1. The cutter head drive 3The cutter head drive is moclose to the cutter head. In the firssecond case these may be in a box


Figure 3. 37

If the drive of the cutter head is mounted near the hinge the shaft must be both long and heavy because of the high torque. This long shaft needs several ladder bearings. When the drive is mounted close to the cutter head there is more freto adapt the direction o

ater.

Figure 3. 38

edom f the

cutter head axle to the required angle, especially when dredging in shallow w

The choice between hydraulic and electric drive depends primarily on the expected relation between the average load and the peak load. Electric drives are especially suitable because they can take overloading up to 150% without stalling (Figure 3. 39, right). This is possible because of the considerable rotation energy of the rapidly turning electric motor. As a result a flywheel effect is created. The long driving shaft also plays a role in this. However, due to the strong dynamic character of the dredging process, gearboxes for cutter drives have to resist heavier loads than gearboxes for the all drives on board of the dredge.

he dynamic cuTincrease

tting process and as consequence the torsion vibrations cause remarkable of the torque. It is even possible that due to these vibrations negative torques occur in

sult “hammering” of the gears. Such situation decrease the the shaft and gearboxes with a relive time of the gears. Therefore gearboxes for heavy duty cutter dredgers are designed to resist a torque of 3.5 of the nominal torque. (Hiersig, 1981)

Page 26 of 79


100

100

Speed [%]

Torque [%]

TORQUE - SPEED CHARACTERISTIC(Simple Hydraulic Drive)

100 150Torque [%]

TORQUE - SPEED CHARACTERISTIC(Electric Drive)

100

Speed [%]

Figure 3. 39

With hydraulic drives the torqthe pressure in the system. Whoperates, stopping the engine.considerably lower than the mdrives do have the advantages of directly without a gearbox. Often sethe cutter head with the desired

3.4.2. The side winch drivesHere too, the drives may be elereasoning as that followed for thead drive is electric the side wside wi

ue is determined by the piston displacement of the engine and en overloading occurs a safety valve which limits the pressure This means that the average pressure c.q torque is usually aximum in the order of 60-70 % (Figure 3. 39, left). Hydraulic

being completely watertight and of driving the cutter head veral hydraulic drives are used simultaneously to provide

power.

ctric or hydraulic. This choice is based on the same line of he cutter head drive. It is not necessary that when the cutter inch drives must also be electric. The required power for the

nch drives is roughly a factor 5-10 smaller, so often secondary matters such a standardisation and price play a different role

ing the winch must

f revolution, f.i. an asynchrony ac-current motor, the variations in flow resulting from differences in concentration and grain size are often too big for the efficient loading of the barges or leads to overload of the motor. Nowadays underwater pumps for small dredgers can also be driven by diesel engines via a pivoting gearbox. (Figure 3. 40)

3.4.3. The ladder drive Because the depth of the cutter head is set with the aid of the ladder winches, the drives must be easy to regulate and must not slip when the ladder drive is not activated. The latter happens frequently with hydraulic drives as a result of leakage of the hydraulic fluid, resulting in changes of the cutting depth the dredging operation. To prevent this slippbe equipped with a break or ratchet.

3.4.4. The sand pump drives Underwater pumps are often electrically driven. If barge loading is required with the underwater pump, it is necessary to use drives with speed control. With a fixed rate o

Page 27 of 79


Page 28 of 79

Figure 3. 40

Diesel drives are most suitable for the discharge pumps. The choice between one or more pumps and thus diesels depends on the total required pump pressure and the requirements in relation to the speed control of the diesel engines. It will be clear that when only one large pump is installed it is not so easy to control the pumping system for long and short pumping distances. Very important when using diesel drives is the type of governor. Modern governors limit the fuel injection at low revolution to avoid incomplete burning of the fuel. These governors increase increases the speed control of the diesel engines. For jet pumps diesel engines or an asynchrony ac-current motor are used often. Speed control is less important for jet pumps than for dredge pumps, because of the almost fixed layout o the pipeline and the constant fluid density

m

ngitudinal direction in a well at r. The

double acting hydraulic ram.

f.

3.5. Spudsytems The choice of the spud system plays an important part in the design of the cutter suction dredger. The spud system influences not only the layout of the pontoon, but also the efficiency of the cutter suction dredger. The most frequently used systems are the spud carriage system and fixed spuds (several other systems have been mentioned in the section on technical construction). 3.5.1. The spud carriage systeWith the spud carriage system the work spud is placed in a carriage which, with the aid of a hydraulic cylinder, can travel over several metres (4 - 6 m) (Figure 3. 41) in lothe stern of the dredgecarriage is generally positioned in the centre of the dredger (Figure 3. 42) and is support by four wheels on rails for the vertical forces and by guide rollers or bearing strips

r the lateral forces. The cylinder fois a

Spud carriage

Figure 3. 41. Spud carriage A second spud, the auxiliary spud is mountedmove the carriage back to its start position.

at the stern of the pontoon, which is used to


Page 29 of 79

The initiation of a new cut is obtained by moving the spud

e following sequence of actions.

gain changed. After each single swing the dredge

ither to step

Cut width

Auxilary spud

carriage one step forwards. After stepping, the cutter head describes concentric circles until the spud carriage reaches the end of the stroke of the hydraulic cylinder. The return of the carriage usually takes place in the middle of a cut in thThe auxiliary spud is lowered and the work spud is lifted, the carriage is moved back and then the spuds Workspud Spud carriage

lengthin carriage


Figure 3. 42

a

master is “ free eforwards or to lower the ladder till the final is reached.

he stern ger, it is carriage e cutter ally by

ry spud

g, less a wider

). It is d on

he spud

In addition to the spud carriage in t

Figure 3. 43

well of the main pontoon of the dredalso possible to have a separate spud pontoon. This pontoon is fixed to thsuction dredger by a stiff link, usumaking use of the existing auxiliacarriage . This is done to change the existinefficient spud system or to make swing (Figure 3. 43and Figure 3. 44also necessary to move the pivoting benthe stern of the dredger to the rear of tpontoon.


Spud carriage pontoon

Spud carriage

Auxiliary spud

Figure 3. 44

Page 30 of 79

3.5.2. The fixed spud system When using fixed spuds both the work spud and the auxiliary spud are in

xed positions on the stern of the

Figure 3. 45

fipontoon at equal distance from the centre line of the dredger (Figure 3. 45).

or start of the cut is now

itiated by letting the dredger make an angle from the centre line, then lowering the auxiliary spud and lifting the work spud. The dredger is then swung into a symmetrical position with regard to the centre line where both spuds are changed again (Figure 3. 46). After each single swing the ladder is lowered till the final depth is reached. It will be clear that stepping with fixed spuds takes considerably longer than with a spud carriage, due to the down time of the swing movements.

The step in

Figure 3. 46

Note that the arc is not symmetrical with regards to the centre line of the cut.


Page 31 of 79

As an example the difference in effective dredging time has been worked out for a spud system with fixed spuds and one with a spud carriage. Both dredgers are the same with regard to size and power. The following boundary conditions are taken for the work: B Width of cut 75 [m] Time vs Swing velocity 15 [m/

s] Spud carriage travel 2 min.

S Step size 1 [m] Spud changing 2 min. Lsc Effective spud carriage

length 5

[m] Change in swing direction incl. lifting and lowering ladder ¾ minute

2 min.

Distance between fixed spud and cutter head

80 [m]

Distance between fixed spuds

10 [m]

c Number of cut layers [-] =Lsc/Ns s Number of steps per

carriage movement [-]

NN

The above example (Figure 3. 47) clearlyover a fixed spu

shows the superiority of the spud carriage system d system.

0.3

0.4

0.5

0.6

0.7

0.8

0 2 4 6 8 10

Number of c [-]

Effi

cien

cy [-

]

0.3

0.5

0.7

0.9E_

fixed

/E_c

ar

0.9

12

Fixed spuds Spud Carriage Fixed / carriage

r

uts

fectiveness of spud systems Figure 3. 47 Ef


Page 32 of 79

.5.3. The spud door system

uxiliary spud, is placed the working spud. The dredge ter the spudwe be changed mor qu

accuracy is less because the working sp stays not exactly the of the dredger. The sys sap sy m.

3For small dredger a cheaper system than the spud carriage is developed by IHC-Holland; the so called “Spud Door” In A heavily constructed door, pivoting around the

Figure 3. 48

apat n is the same as for -carriage system, ho ver spuds have to e fre

ud ently and the

in centerline tem i much che er than the spud carriage ste

3.5.4. The walking spud system The walking spud system is similar to the spud carriage system with regard to the movement of the cutter head during swinging and stepping. The working spud is not in a carriage but swivels round a horizontal axis (Figure 3. 49). The step is now taken by allowing the spud to tilt to the requisite angle. The disadvantage is immediately apparent; the maximum step depends on the depth of the water and so walking spuds are difficult to use in shallow water. The disadvantage is that it is very little or not at all cheaper than a spud carriage. The dredging pattern is similar to that with a spud carriage, while the number of spud movements is considerably larger.

B A

Walking spudFigure 3. 49


Page 33 of 79

20th century. With the rotor spud diametrically opposite each other.

3.5.5. The rotor spud system This system was already invented in the early years of system both spuds are in a rotor and stand on the ground(Figure 3. 50 ).

re 3. 50 Rotor spuds

e rotor Figu

During dredging the midpoint of thains in the centreline of the cut, so the

redger turns round the rotor. Stepping is pud and

which the rotor

his disadvantage is that it is very expensive, ertainly for the large cutter suction dredgers.

Moreover the spuds cannot be placed horizontally.

Figure 3. 51

e actual dredging time in relation to he number of spud changes per metre

ttern no partly or entirely unproductive

remdaccomplished by lifting the rear sturning the rotor until the rear spud becomes the front spud. The step S=2*L*sin(2α), in which L is the distance between the spuds and α the angle throughturns. Using this system the dredger makes a pattern of concentric circles. The advantage of this type of system is that when stepping, only one spud has to be raised and lowered. Tc

From the point of view of efficiency, here defined as thtotal time per spud cycle, the spud wagon is the best. Tof progress is minimal. With a well-chosen cutting paswings (warping without cutting) are needed. Likewise the rotor spud and tilting spud systems have advantages over the fixed spud systems.


3.5.6. The Christmas tree Page 31 of 79

Page 34 of 79

one changes to working on wires. For this a Christmas tree (Figure 3. 52), a construction with wire leads, is mounted in one of the auxiliary spud carriages. With this the anchor wires meet at one point under the under the hull. However, in order to keep the cutter head well into the face throughout the entire swing the laterally directed anchors of the Christmas tree must stand well forward. with the disadvantage that they must be moved frequently. For this reason a bow anchor is often used. One of the advantages is the possibly to work in deep water, but this can only be done in special cases. In a well designed cutter suction dredger the spuds are so long that they can reach the maximum dredging depth at all times, so dredging in deep water is only possible with an extension by means of a special ladder construction. A very real advantage of working on anchors is that a considerably bigger cutting width can be achieved.. Obviously the disadvantages overweigh the advantages, otherwise the system would be more widely used. These are: • At least three anchors must be moved. • The freedom of movem w ors is so great that it is almost

. A star system is needed for this.

There are situations in which anchoring by means of spuds is not possible. Such a situation arises when working at sea if the forces that waves or swell can exert on the spuds are too large. In that case

ent hen working on anchimpossible to dredge accurately

• This is equally true for dredging in hard soil

50°50°

SB achterzijanker

achterzijde zuiger

BB lier "Christmas tree"

30°75°

BB achterzijanker

achteranker

middelste lier "Christmas tree"

SB lier "Christmas tree"

Figure 3. 52


3.6. The general layout

Page 35 of 79

epending onspuds) or anbeam and drmentioned destrength. Figures 3.54 and 3.55 gives design information for the pontoon.

the spud system the hull may consist of a simple U-shapes pontoon (with fixed H-shaped pontoon (with a spud carriage system). The main dimensions; length, aught of the pontoon derive from the requirements in relation to the above sign parameters and the associated requirements in relation to stability and

Figure 3. 53 CD EDAX

D


y = 0.3485xR2 = 0.925

0

2,000

4,000

6,000

8,000

Page 36 of 79

10,000

0 5,000 10,000 15,000 20,000 25,000

Total installed power [kW]

Lig

ht w

eigh

t [t]

y = 0.4664xR2 = 0.9597

0 5,000 10,000 15,000 20,000 25,000

BLD [m3]

01,000

2,0003,000

4,0005,000

6,0007,000

8,0009,000

10,000

Lig

ht w

eigh

t [t]

Figure 3. 54

L/B B/T

0.00

2.00

4.00

6.00

8.00

10.00

12.00

0 1000 2000 3000 4000 5000 6000 7000 8000 9000

Light weight [t]

L/B

& B

/T

Figure 3. 55

e pump room and sometimes in larger cutter suction dredgers, alsoachinery, are located in the pontoon. In smaller cutter suction dredg

The engine room, th the control room for the m ers the sand pump is sometimes located on the engine room directly in front of the engine, with all the well-known disadvantages of such an arrangement.

Figure 3. 56


Page 37 of 79

A frequently used layout is shown in Figure 3. 56. Here the pump room is directly aft of the bow well; aft of which is the engine room. The fuel and ballast tanks are located in the side pontoons of the fore and aft wells. The storerooms are located in the side pontoons of the forward well. The hydraulic system drives, workshops and a galley for the *local crew are often located in the side pontoon next to the well for the spud carriage. Mess rooms, toilet facilities and possibly also crew quarters are above deck.

Figure 3.56 shthe cutter lead aboth sides and a Self propelled cutter suction dredgers have a more complicated layout resulting from the two possible modes of working; dredging and sailing. The propulsion mechanism can be located at the ladder end (CD Taurus, CD Marco Polo, CD da Vinci) or at the spud end (CD Ursa, CD Oranje). In the second case the dredger sails with the ladder at the front and port and starboard is the same for both sailing and dredging. Moreover the propellers are directly driven by the main engines. This is not possible in the first case, so the propellers are powered by electric motors. The layouts described are therefore self explanatory (Figure 3. 59).

Figure 3. 57

If the cutter suction dredger has been designed to work in the tropics the generators are separated from the engine room to assist in the cooling of these machines (Figure 3. 57).

ows a dredger with the spud carriage out of the centre line of the dredger, while xes is the the centre line . This means that the teeth position is not optimal for s a consequence this will result in more teeth wear.

Figure 3. 58

Opmerking [T1]: Ook deze figuur moet vergroot worden


Page 38 of 79

ontainers.

Small to medium sized (to 3500 kW) cutter suction dredgers are often used to make roadbeds. To permit overland transport to the sand extraction area these dredgers are demountable. Because of the need for strength, the main pontoon in which the pump and diesel engine are located is usually constructed as a single unit. When designing demountable dredgers it is necessary to consider how the parts of the dredger will be transported by road or over water. In the first case the maximum size of the pontoons is determined by the permitted size and weight for road transport. For smaller dredgers the pontoons are made up of 40 or 20-foot containers, while the other parts are of such size that they can be carried in c

Opmerking [T2]: Tekening van een zelfvarende snijkopzuiger

Figure 3. 59 Self propelled cutter suction dredger “Ursa”, built in 1986


Figure 3. 60 Beaver 1600 on 5 trucks

Page 39 of 79

In dem e behind the other in th pontoons (Figure 3. 6 tainers. In

is case the pump and motor are often in a container “on deck” (Figure 3. 62).

ountable dredgers also, the pump room and the engine room are located one main pontoon and the ballast tanks and storerooms are in the side1). With containerized dredgers the entire vessel is built up out of con

th

Ballast tank

ballasttankFuel

Lubricatingolie

Spare partsDrytank

Drinkingwater

Engine room

Spare parts

Spare parts Spare parts Drytank

ballasttank

ballasttank

ballasttank

ballasttank

ballasttank

Fuel

Ballast tank

Ballast tank

Ballast tank

Ballast tank

Figure 3. 61

Opmerking [T3]: Deze figuur is veel te onduidelijk


Figure 3. 62 Containerised Dredger

Page 40 of 79

3.6.1. The Hull The floating capacity of a stationary cut redger derives from the pontoon that is onstructed as a single unit (mono-hull or mono-pontoon) for most large cutter suction

in the engine room a leakage or an error during inspection of pumps might result in the flooding of the engine room with a good chance of the dredger sinking. The pump room should be designed in such a way that, when flooded, the dredger doesn’t sink. Furthermore the pipeline system must be designed in such a way that the flooding of the pump room can be kept to a minimum. Consider therefore: • a remote controlled valve behind the well bulkhead. This is necessary for the changing of

the rubber suction hose • a bilge alarm.

ter suction dcdredgers and, for demountable cutter suction dredgers, consists of several pontoons. The pontoons beside the ladder well are often chamfered to form trapezoids in order to limit the minimum width of cut. It is essential that there is a separate pump room: if the pumps were located


Page 41 of 79

In designing the hull it is necessary to take into account that a part of the reaction forces from the dredging process must be transferred to the work spud via the hull. For this reason the main pontoon of demountable dredgers is constructed as a single unit. This means that the ladder hinge and spuds are mounted on the main pontoon, so the side pontoons as well as the links to the main pontoon are not so heavily loaded. The ladder gantry spans over the forward well as a simple A-frame, a frame construction or a frame in the form of a box girder construction. When dredging in ‘undercut’ the vertical forces are transferred to the pontoon via the gantry.

nt ladder gantries

Figure 3. 63 Differe

d ladder

d ladder wire to the ladder gantry suspends the other end. The ladder

3.6.2. The cutter heaOriginally the cutter ladder, or cutter ladder was constructed as a frame girder with two longitudinal girders consisting of steel beams connected to each other by many transverse beams and struts. The name cutter ladder derives from this structure. The transverse beams were used as supports for the cutter shaft bearings. The ladder that is located in the forward well is hinged (the trunnion) on one end to the pontoon and a tackle anwire runs via the ladder gantry and various sheaves to the ladder winch to adjust the desired depth.


Page 42 of 79

iff, for the large cutter suction dredgers a double box construction is used, strengthened by longitudinal and transverse links. Furthermore this has the advantage that the ladder is given sufficient weight. This weight is needed in order to swing the cutter head to both sides. If the ladder is not heavy, as in the case

all cutter suction dredgers, extra arrangements must be made. For example the cutter head drive can be mounted as close as possible to the cutter head. Lead is often added close to the cutter head. For very heavy cutter suction dredgers the requirement of the stiffness may exceed the demand for sufficient underwater weight. In this case the ladde

ipped with floats.

Because owing to the transverse forces it is essential for the ladder of a cutter suction dredger to be st

of sm

r is equ

Figure 3. 64 Boxtype cutter ladder

In small cutter suction dredgers the ladder is often built up from basic elements. The ladder is supported by pins that are fixed to the ladder and rest in bearing houses that are rigidly fixed to the pontoon.

he drivTn

e of the cutter head is either at the top of the ladder, thus at the hinge side or below ear the cutter head. In the first case the drive and the gearbox remain above water and the

cutter head is driven by a long shaft, sometimes tens of metres long. Because of the high torque demanded by the cutter head this shaft has a considerable diameter. The shaft has supported at various points and must, especially in the case of heavy cutter suction dredgers, be on the centreline of the ship. The end bearing, (Figure 3. 66 and Figure 3. 66) close to the cutter head is made of rubber and lubricated by water. The axial forces are taken up by a pressure bearing that is mounted in the gearbox.


Figure 3. 65 Rubber end Bearing

of the cutnd size depend not only on the technical specifications of the cutter suction dredger,

il is being cut different boundary conditions play a role, for xample, the need to avoid blocking the cutter head.

rd soil. Suitable to withstand impact forces on one or more teeth, thus heavy and robust. Small in contour with replaceable teeth. Can withstand extreme wear on both the cutter head itself and on the teeth and adapters. Good, accurate tooth positions. The size of the fragments may not exceed the minimum passage of the pump.

• for non-cohesive soil. Suitable for very high production rates Good mixture formation required. Many replaceable chisels (wide or narrow) or cutting edges. Wide though flattened contour (little pumping action). Well able to withstand wear, especially of the cutting elements. Here also good, accurate tooth positions are needed.

Cutter ring

Cutter hub

ing

uth

Release ring

Cutter shaftBearing bush

Rubber bear

Suction mo

Cutter blade

Gland water

Figure 3. 66

3.6.3. The cutter head The production ter suction dredger is largely determined by the cutter head. Its type aincluding cutting and side winch power, cutter revolutions and the weight of the ladder, but also on type of soil to be dredged. With relatively high side winch forces and a small cutter diameter, higher cutting forces can be generated and thus harder soil can be cut. In contrast, with the same cutter power in soft ground it is necessary to use a bigger cutter diameter and exchange the high side winch forces for a higher speed by changing the gears of the side winch drive. When cohesive soe General guidelines for cutter heads for various types of soil.(Figure 3. 68): • for ha

Page 43 of 79


cohesive soil. The cutter head may not become blocked, so is ample and round in contour. Open near the hub. Often with one less blade (thus 5 blades). Good cutting properties in clay, small fragments. Plain or serrated edges or many small teeth.

Figure 3. 67

Elements of a cutter head

Contours

Sticky soilsNon sticky soilsRock

- open to prevent blockage- multi purpose- high torque

HUB

Ring

igure 3. 68 Cutter head contours

ead for each type of soil, cutter heads e of soil. The so-called ‘multipurpose

F

Although it is better to use a different type of cutter hare marketed that can be used in more than one typcutter’ is a compromise with regard to co

of the following parts (Figure 3. 67).

ntour. A cutter head is comprised• The back ring, that is the ring on the underside of the cutter head. The inside diameter of

the ring is such that this fits the suction mouth and or the cutter shield (Figure 3.66). • The hub by which the cutter head is mounted via an ‘Acme” or three threaded screw onto

the cutter shaft. The distance between the underside of the ring and the underside of the hub is termed the set height.

Figure 3. 69

Page 44 of 79


Page 45 of 79

shape is such that the dredged material is transported to the ring. (Figure 3. 69 left) If the thread of the screw runs in the other direction the cutter head is termed a reverse helical cutter (Figure 3. 69 right).

Edges (knives) or replaceable teeth or chisels are mounted on the cutter arms. The tooth is attached by means of a locking pin to an adapter that is fastened to one of the blades. In hard soil a six bladed cutter head is often used with teeth on the even blades that are offset in relation to those on the uneven blades. This is termed ‘staggered mounting’.

• The turning direction of a cutter head is defined when looking from the control cabin towards the cutter head; that is against the underside of the ring.

• The passage through the cutter head increases towards the ring. This may cause blockages in the pump if fragments that are too large for the pump can be taken up. The passage through the cutter head is sometimes reduced by the addition of skirts, which are welded onto the blades to extend the cutter arms(Figure 3. 70). The passage can also be reduced by the welding of plates perpendicular to the blades (Figure 3. 70).

• The cutter arms or blades, usually 5 or 6. The number is related to the required strength and/or space between the arms. The cutter arms form a screw shape and link the ring to the hub. The cutter head is termed a normal helical cutter head if the chosen screw

•

Opmerking [T4]: Page: 37 foto de Heer II blz 121

Figure 3. 70

Besides the turning direction the height H between the under side of the hub and underside of the ring, the internal ring diameter Di and the type of tread in the hb are the important data for mounting the cutter well on the shaft and ladder.(Figure 3. 71)

H

Inner diameter Di

Hub

Cutter (teeth)contour

Cutter ring

Cutter blade

DoubleACME Tread

Protection plate

Figure 3. 71


Page 46 of 79

3.6The

a to•

As sh

•

.4. Tooth and cutting edge systems re are various tooth and cutting edge systems on the market, each with its own advantages disadvantages. Theyand are all based on the principle that it must be possible to quickly

replace the parts that are subject to heavy wear. In addition to the property mentioned above, oth must satisfy the following requirements: There must be a good transfer of the cutting force to the cutter arm. The positioning of the teeth and adapters must be such that there is little or no w• ear on the cutter arms. The blades must therefore run freely. Mixture formation in the cutter head is promoted. •

.

own in Figure 3. 72, there is a wide range of types of tooth and chisel. The use of the specific type of tooth depends on the strength of the soil.

pick points short : hard rock

Figure 3. 72


Page 47 of 79

• “ “ long : rock “ “ trapezoid : soft rock chisels narrow :cemented sand

ose soil

••• “ wide :sand and lo• “ flared : clay

Figure 3. 73 Tooth Systems

A*

Cutting angle

Rake angle

CONVENTIONAL

A

Cutting

angle

Rake angle

VOSTA D

Figure 3. 74 Vosta tooth System


The best known systems are: • Esco (Figure 3. 73 left)

Page 48 of 79

st Figu 4)

he first two types are very similar to each other.

er systems

The difference lies in t fitting of the tooth and the adapter (Figure 3. 73Four types of adapter can be distinguished of both systems, these being: • the weld-on adapter • the single-leg adapter • the double-leg adapter • the Spherilock adapter From above downwards these adapters have a reduced grade of freedom in positioning. On the other hand the chance of inc s also decrea

• Florida (Figure 3. 73 right) • Vo a ( re 3. 7 T

3.48 Verschillende adapter typen. 3.49, Spherilok systeem.

Figure 3. 75 Adapt

he

orrect positioning during repair ses.


Page 49 of 79

e types of teeth and chisels used by these systems, depending on The adapters take up the cutting force, which implies that there

tooth and the adapter, in other words the tooth must not be ed with a locking pin, which is prevented from falling out by a

exible rubber locking keeper. o and Florida systems (Figure 3.73).

addition to cutter heads with replaceable teeth or chisels therehead, with or

e for various s of. edges.

or various types of soil r clay r hard clay

adapter edges : for hard clay

plane of the edge rms an angle with the cutter head arm. This prevents material such as clay from sticking to

the arm.

There is a wide variation in ththe material to be dredged. must be a good fit between theloose. The joint is securflThe Vosta system is clearly different from the Esc

ADAPTER EDGE

TOOTHED EDGE

SERRATED EDGE

PL EDGEAIN

Types of cutter knives.

Figure 3. 76

In are also cutter heads with cutting edges. The edges welded directly onto the cutter arm of the cutter without a fitting lip (see Figure 3. 76) Such types of cutting edge are suitabltypeThe main shapes are : • plain edges : f• serrated edges : fo• toothed edges : fo• These edges can also be obtained as projecting offset edges. In this case the fo


3.6.5. The side wires As said, the dredger is moved over the width of the cut by hauling on one of the side wires while at the same time paying out the other. The side wires run from the side winches via the side wire sheaves to the anchors

Page 50 of 79

e lower end of the ladder must be able to adjust to the angle that the side wire makes with the plane of the horizontal, because the anchor is not usually at the same level as the point of attachment of the side wire to the ladder. The position of the side wire sheaves and the anchor determines not only the force in the side wire, but also the speed at which the cutter head moves. (Figure 3. 77)

The side wire sheaves, which are fastened at

re 3. 77Side wire sheaved in upwards position

th

Figu

The side line winches can either be placed on the ladder or on the pontoon. Some heavy duty cutter suction dredgers have double drum winches (Figure 3. 78). The side line wire is first laid over a grooved drum with a relative small diameter to a drum with a bigger diameter. On the grooved drum sufficient wire length can be stored to swing over a full cut width On the big drum additional wire can be stored.

Figure 3. 78

Figure Figure 3. 80

3. 79

e sh dder to guide the side wires to the winches on the

ontoon and Figure 3. 80hydraulic winches on a Beaver Dredger. Figure 3. 79shows th eaves on the lap


Page 51 of 79

ms

quipped with anchor booms, which makes it possible for the ipper to move the anchors without outside assistance.

3.6.6. The anchor booAnchors can be moved by a floating crane, assisted by a flatboat. To keep anchoring movements to the minimum, they are dropped as far as possible from the dredger. Modern cutter suction dredgers are often esk

Top wire

Auxiliary wire

Ancher boom

Buoy wire

Figure 3. 81 An

The anchor booms are placed on the bow pontoons a(

chor boom

t the point where the chamfering starts ng construction. Each anchor boom is ften seen, to the ladder gantry.

Figure 3. 82) and fastened to the deck by a pivotifastened by one or more wires to a frame or, as if o

Figure 3. 82 Al Mirfa changing her anchor position


Page 52 of 79

its pivoting construction by means of the anchor wires which chor

top

3.6.7. The spuds The spuds are fastened via spud doors to the spud carriage or the pontoon. Because the spuds are loaded on a bending moment the wall thickness increases with the stress level (Figure 3. 83 right). To obtain a good penetration into the soil, the lower ends of the spuds are pointed. In hard soil the spud is often dropped in free fall and needs therefore a massive point (Figure 3. 83 left)

The anchor boom can turn on are fixed to the top of the anchor boom and which run via a series of sheaves to the anwinches. The anchor wire, which is used to pull up the anchor, runs from the anchor to the of the anchor boom via the anchor boom downward and then via a set of sheaves to the anchor winch.

wn to prevent them from sagging too far

, so most cutter suction dredgers have

Figure 3. 83 In soft ground, on the other hand, the spuds are set dointo the ground. During transport the spuds must be carried horizontallyspecial equipment for this purpose.

3.6.8. The spud lifting system In order to move the dredger, the spuds must be lifted and various systems for this are in use. The simplest method is one in which the spud is hoisted by means of a wire attached to the upper end(Figure 3. 84 .a). This method is often used by American cutter suction dredgers and has the advantage of simplicity and accessibility when wires break. .


b

c

sling

a Figure 3. 84 Spud Lifting systems

Page 53 of 79

on height needed to lift the spud in this way. It is lt to extend the spuds, should this be necessary. In order to avoid this disadvantage

e spud can be hoisted on a wire that runs through a pulley mounted on the underside of the ud (Figure 3. 84.b). Although this is still a simple construction it has the disadvantage that

when a wire breaks it is not easy to thread the new wire through the pulley and it is necessary to use either a diver or a crane. Many cutter suction dredgers lift their spuds by means of a sling, which is clamped round the spud by the tension in the hoisting wire. The hoisting wire runs over a sheave that is attached to a double action cylinder above and which runs down to a fixed position on deck. The spud is then hoisted by extending the cylinder (Figure 3. 84.c). This construction has the advantage that all the parts are easily accessible and it is not a high structure. Moreover the spud can fall freely because the sling is self releasing. The disadvantage is that the lifting height is restricted by the stroke of the cylinder. In that case the spud must be taken over. For this reason the spud has holes through which pins can be pushed so that the spud remains suspended on the auxiliary carriage.

he suction mouth is mounted under e end bearing and opens into the

rning direction of the cutting head. This gives less spillage when over-cutting (cutter head turning in the direction of swing). The suction pipe must be mounted in or under the ladder in such a way that parts can be easily changed.

The great disadvantage is the high constructialso difficuthsp

3.6.9. Pumps and pipelines

The suction pipeline Tthcutter plate/shield (Figure 3. 85). The area of the suction mouth is usually a little bigger than the area of the suction pipe (1.2/suction pipe). In some cases the suction mouth is not

mmetrical but somewhat turned in sythe tu

Figure 3. 85 view on suction mouth of CSD Ursa


Page 54 of 79

The connection of the suction pipe on the ladder to the pipeline in the ship must be flexible because of the pivoting movements of the ship. Often a suction hose is used. This is a heavy cylindrical rubber hose with steel rings embedded in the rubber to prevent it from collapsing when under pressure occurs. When dredging in coral or coral-like types of rock, suction hoses cannot be used owing to the sharpness of the fragments of coral that cut the rubber. In such cases a ball joint from a floating pipeline forms the link. The angle through which the ladder rotates is then usually more restricted than when a suction hose is used. It is also recommended that an extra suction pipe be placed in front of the first on board pump through the bottom of the hull. When using long discharge pipelines this extra suction pipeline makes it possible to raise the ladder, for example to inspect the teeth, while the pumps are still being used to clean out the discharge pipeline.

The pumps or cutter suction dredgers without an underwater pump the suction pipelines should be kept

an underwater pump the layout is less critical and factors

: an expansion joint to take up possible changes in length.

sary to prevent water from running back from a higher-level p

wer bend can be suspended and still rotate.

hich the floating pipeline can be attached. A suction ball joint.

Fas short as possible and the position of the first pump should be as low as possible under the waterline. Where the suction pipe emerges above water the chance of air being sucked into must be minimized. (The taking in of air has the same effect as cavitation.) Besides good discharge characteristics the first pump must also have good suction characteristics. In other words a high vacuum limit and/or low NPSH-value.

the dredger is equipped withIfsuch as accessibility for inspection and repair play a more important role. The inboard pump requires only good discharge characteristics. If there is more than one inboard pump on board the layout must be such that, if desired, the ladder pump and one of the inboard pump can be used. All pumps must have an inspection hatch so that the pump and impeller can be inspected and, if necessary, to remove debris. 3.4.4.1 The discharge pipeline The pipeline runs from the pump room high above the deck to the stern (Figure 3.57). In the

ipeline on board arep•• a gate valve in case it is neces

dis osal site. • an air release valve • a suspension bracket from which lo• a lower bend with a ball joint to w

hose may be used instead of a


Figure 3. 86 Pipeline layout on a dredger

3.6.10. The winches

The ladder winch As previously stated, the depth of the cutter head is adjusted by means of the ladder winch. This variable speed winch may be an electric or a hydraulic drive. For heavy ladder onstructions, with consequent high forces on the wires, the winch drums are grooved to

t wire weir. ms needs a diameter to accommodate the entire wire in v nsport the ladder is kept in a fixed position (Figure 3.87),

The pro

rem

cpreven The size of the druthe groo e. During repairs and traoften by slings or rods that are directly fastened to the ladder gantry.

The side winces dredging process is controlled with the aid of the side winches. To a large extent the

duction of a cutter suction dredger is determined by the swing speed. The hauling winch takes care of the feeding of the cutter head, while the paying out winch ensures that wire

ains taught. The side winches may also have electric or hydraulic drives.

Figure 3. 87

Page 55 of 79


Page 56 of 79

Modern cutter suction dredgers are often equipped with an automated cutter control system which controls the side winch speed on a number of values such as the cutting power, side winch force (amps), the concentration and the velocity of the mixture. Older cutter suction dredgers sometimes have side winches that are combined with the ladder winch to form one central winch, thus three drums and one drive. The paying out of the side winch then takes place by freeing it from the drive shaft. Braking is then entirely mechanical. It will be clear that in this case the ladder winch and the side winch cannot be operated independently of each other, which is necessary when dredging slopes.

Other winces If the dredger is equipped with anchor booms, it needs anchor winches and buoy line winches. Depending on the spud hoist system there may also be spud winches and if the cutter suction dredger must be able to work on a Christmas tree, stern winches and perhaps also a bow winch will be needed. All these winches may be found in either electric or hydraulic form.

3.6.11. Hoisting equipment n board cutter suction dredgers cranes are necessary to lift heavy parts such as pump houses, pellers and cutter heads. On large dredgers they can often travel over the length of the

ontoon.

Oimp

nes

uipment:

Figure 3. 88 Mobile and fixed cra

3.6.12. Auxiliary equipment Cutter suction dredgers require the following auxiliary eq• A flatboat to move the dredger. By this it is understood the towing of the dredger from

dredging point to dredging point. • A work barge with a crane to carry supplies to the dredger. This can also be used to move

anchors if there are no anchor booms and to set out or move parts of a floating pipeline. It may also be used to change the cutter head.

• Some cutter suction dredgers even have a special cutter head pontoon. The cutter head rests on this support. The pontoon sails under the raised ladder. (There are also special cutter suction dredgers equipped with pulators with which the cutter can bremoved from the shaft in an easy w on deck, after which a new cutter head c

cutter maniay and placed

e

an be fitted.)


Page 57 of 79

e excavation will be

tter head must cut the ntire face of the bank. This takes more time and thus the production rate will be lower.

pe of soil and its properties, it appears that the cutter production also

the material in the dredging area that omes to rest above the cutting area of the cutter

head. In other words spillage is the material that is not taken up by the suction mouth.. (Figure 3. 89)

3.7. The dredging process When dredging with the cutter suction dredger the three main phases of excavation, transport and disposal can be distinguished too, however in this chapter only thconsidered. In the process of excavation by cutter suction dredgers an important part is played by the breach-forming characteristics of the soil to be dredged. In good breach-forming soil, which will be defined later, the flow of soil to the underside of the breach is so good that little or no further cutting is required. With soil that does not breach easily, the cue In addition to the tydepends on a number of the ship’s characteristics such as the cutting power, the swing speed and swing force, the spud system, and the position of the anchors during the cutting process. The boundary conditions set by the work, such as the cutting pattern, possible slopes that must be dredged, hydraulic pipeline transport distances, weather conditions and shipping

ovements also have a big influence on the production. m

3.7.1. The spillage In both breach-forming and non-breach-forming soil, spillage plays an important role. Spillage is

efined as

γ

Lowest cutting level

Spillage

Figure 3. 89

dc

There are two reasons why such ger

The method of working is such that not all the material comes into contact with the

annot be taken up.

material is not recovered by the dred1.

cutter head and thus it cSuch a situation arises when the thickness of the material that the cutter head removes with one cut is greater than the diameter of the cutter head. The material which lies above the cutter head falls behind it and thus cannot be taken up. (Figure 3. 90). This phenomenon occurs mainly in cohesive soils such as clay and in rock.

spillage

Figure 3. 90


Page 58 of 79

reason for this is more complex.

the ring. As in the case of dredge pumps,

2. All the dredged ground is not taken up. The

Owing to its shape a cutter head has some pumping power. It pumps water in an axial direction to the rear. When the dredge pump is out of action the water taken in by the cutter head leaves the pump close to

the size of the flow that is sucked in by the cutter head is proportional to the revolution speed of the cutter head.

Figure 3. 91

If the dredge pump is also running, the amount of water that leaves the cutter head close to the ng is reduced. In principle it is possible to use such a pump flow rate that no outflow takes

e

e cutter head that is taken up is linearly

riplace n ar the ring. It appears that the percentage of the material cut by thdependent on the relation::

3cutter

pumpz

R

QvR R

θω ω

⎛ ⎞⋅ =⎜ ⎟⋅ ⋅⎝ ⎠

ing

0.4 theinteraction of the separate soil particles with the cutter head play a le. As statedin chapter 3.2.2.2. θ may be a factor 3 higher i that case. Often in this type of case a constant

men work method. When bthat forhorizonspillagementionas the throughThe maunchangthe cuttslope. That is when + = 90 , in which θ is the angle that the cutter ladder makes with the horizontal.

Pump capacityProduction=1-Spillage=Cutterhead capacity

F=

The value of the angle θ depends on the direction of rotation of the cutter head, swdirection and on the material to be dredged. For sand with a d50 < 500μ, θ can be taken as

. For soils such as clay and rock the process is much more complicated because n important ro

n spillage factor of 0.3 - 0.4 is used. As tioned earlier, the spillage also depends on the

reach-forming soil (Figure 3. 92) ms an angle of slope α with the tal is cut by a cutter head, the depends only on the above ed relation of the velocity as long underside of the slope passes

the cutter and area I equals area II ximum cutter head filling by an ing spillage factor is obtained if

er head is at right angles to the β θ 0

For no addtional spillage Arae I = Area II

I

II

θ

β

θ + β

Figure 3. 92

If the underside of the slope runs behind the cutter ring the material will not be cut but will be transported further from the cutter head by the action of the pump. Moreover there is now a good chance that that part have to be shifted by the ladder. See chapter 3.2.2.2 minimum dredging depth. The further the underside of the ladder comes behind the slope, the greater will be the chance of a dragging ladder. On the other hand the filling of the cutter head is better.


Page 59 of 79

her the underside of the slope passes through the cutter ring depends on the breach forming e size of the step of the cutter head.

3.7.2. The bre s on the permeability, thus the grain size and porIf a sucinto theis formewith tifragmenflow to pipe. The bank of the slope m es away from the suction mouth at an almost constant velocity. The velocity is

Whet

behaviour of the sand, the swing velocity and

The production in breach-forming soils ach-forming characteristic of a slope depende volume of the sand layer. tion pipe is quickly lowered vertically sand, a pit with almost vertical sides d. The dimension of the pit increases me because the sand grains and ts of sand slide from the slope and the suction

th

ov

B

Suction Tube240

50 20

15

0Vz

Slope

150

210180

120100

80

60

40 30

Time in seconds

also called the bank velocity Vwal. This Vwal is roughly 30 * the permeability.

Suction Velocity Vz = 2.5 m/s Figure 3. 93

In the lecture notes lecture of Wb3413, part “the Breaching Process” the foll g theoretical

value for Vwal is derived:

owin

vkn

nnwal

k w

w

=−γ γ −

Δ γ φ1 1

tanwhich leads to the above-mentioned

w

value of vwal≈30k . The angle of slope β in front of the suction pipe follows directly from the relation between the bank

elocity V and the vvelocity Vh at which the suction pipe moves forward (Figure 3. 94.).

v vh w= −⎧⎨⎩

⎫⎬⎭

1tantan

αβ

C D

vwvh

α βA B

Figure 3. 94

(3.12) o 90° when Vh = Vw.

at which no more soil ru the suction reach heights the angle of internal friction. however, and

certainly with deep extraction pits, this angle is smaller. With bank heights of 15 m or more,

From this relation it follows that β is equal t The maximum angle of slope α, the angle mouth, is for small b

ns down to In most cases

angles of slope of 1:10 to 1:20 occur. The erosion of the sand flowing over the slope causes these.


Page 60 of 79

hen dredging good breach-forming soil, with a permeability 1*10-4 en α = 10° at such a

he maximum progress of the dredger is then:

Wdepth that the axis of the cutter head makes an angle of 30° with the horizontal, the maximum cutter head filling β = 60°. T

v h o= ⋅ −⎝⎜

o⎛ ⎞

⎠⎟ = ⋅− −30 10 1

6027 04 4

tan m/s

10tan

The breach production is: P v B Hb h= ⋅ ⋅ [m3/s] In which:

B = width of the cut [m] H = height of the face [m]

The bank production for a width of 80 m and a

-4bQ =27*10 *80*5=1.08 [m

face height of 5 m is now:

, a cutter head speed of 30 revolutions per minute and a suctio m suction pipe, the percentage that can be taken up is:

3/s]

For an average cutter head radius of 1 mn velocity of 4 m/s in an 800 m

PRfz= ⋅

⋅= ⋅ =θ

ω

vπ

0 4 0 51. . [-]

The suctio

the face height, that is 2.45 m

ced from 30 to 15 revolutions per minute because no utting rming soil, then :

4

n production is therefore:

sQ =0.51×1.08=0.55 [m3/s]

The spillage is thus 49 % of . If the revolution of the cutter head is reduc process develops in breach fo

f4P 0.4 1.0

0.52

π= ⋅ =

⋅Because there is always somsand layer, Q

[m3/s]

e loss, for example due to the variation in the permeability of the upper threshold Pf = 0.9

7 [m3/s]

The spillage is now only 45 cm. In breac is almost at maximum depth and only swings from port to starboa If a specified depth must be dredged it is alway necessary to make a clean-up sweep: a final swing

g in order to remove

s is given anThe suction production is

sQ =0.9×1.08=0.9

then:

h-forming soil the ladderrd and back.

s, which removes all irregularities.

he question that now arises is how quickly must the cutter head swinT

this material.. If the area of the cutter contour is assumed to be Ac = 3 m2 , the cutter head must move at a swing velocity of:

bt

c

Q 1.08= = =0.36A 3

m/s = 21.6 m/min

Whether or not the side winches are able to deliver this velocity in one way or another must be ascertained. (see chapter 3.2.2.3)

v


Page 61 of 79

ake in the corners. After all the face production must be equal to

The area Ac that the cutter head cuts while swinging across the face also determines the step size that the dredger must mthe cutting production, thus:

A v H S v SHc t t⋅ = ⋅ ⋅ ⇒ = [m/sA c

city of the cutter in [ /s]

he average production reached during a full dredging cycle, that is the time between two of the spuds, is in fact lower. This is because stepping, moving the spuds and, if

nece These factors are entirely dependent on the spud syste perfo e various procedures.

3.7.3. The production by no rming soils

type of soil, the spud system, the

e insight of the

in various ways. Figure 3. 95 gives

]

vt = translation velo m Tmovements

ssary, raising the ladder, all take time. m and the time needed to rm th

n-breach foIf the soil forms an inadequate breach or does not breach at all, as is the case with cohesive soils such as clay and rock, and to a lesser degree fine sand, the cutter head must do what it is designed for, that is cut the soil loose.

Depending on the

suction depth and thdredge master, the breach may be cut

an example for a cutter suction

1 7 1319 25 cut 1

2 8 14 20 26

16 22 28

11+12 17+18 23+24

cut 2

cut 4

cleaning up

Dredging in cohesive soil

29+30 Figure 3. 95

Swing number

3 79 15 21 27 cut 3

dredger with fixed spuds.

4 10

5+6


Page 62 of 79

which the breach can be cut is even greater (Figu

atte

If the dredger has a spud carriage the variety of ways in


re 3. 96). This rn is used when the p

cut is to be made to the desired depth in a single cut. The numbering gives the order of cutting.

1 2 34 5

6 7 8 9 10

11 12 13 14 15 cut 3

16 17 18 19 20

24

cut 1

cut 2

cut 4

cleaning up

Swing number

e water level, in order prevent a spillage

r e

21 22 23

Figure 3. 96

If the breach rises above Dredging in cohesive soil

th

2 7 13 20 28

3 8 14 21 29

toproblem. The patteshown in Figure 3.97 oFigure 3.98 must bused.

rn

4+9+

15+22

+30

5+10

+16+23

+31

11+17

+24+32

26+34

cut 1

cut 2

cut 3

cleaning up

Swing number

12

18+25

+3335

1 6 19 27

Figure 3. 97

3 9 16 24 33

4 10 17 34

5+11

+18+26

+35

6+12

+19+27

+36

13+20

+28+37

30+39

cut 1

cut 2

cut 3

cleaning up

Swing number

ohesive soilDredging in c

14+15

21+29

+3835

1+2 22+23 31+32

25

Figure 3. 98


Page 63 of 79

.7.4. Specific energy er which the breach is cut, the step size and the swing velocity are

fic energy that is required to cut the soil. The energy consumption led the specific energy and is thus, by definition, the energy that is 3 of soil. Although it is often thought that the specific energy is

process, it is certainly not, since the finer the material that must be consumption.

exerts a big influence. When cutting rock, the specific energy eth are worn away. Furthermore the influences of the radius and

ead are limited, so no account can be taken of the possible on the velocity or of the permissible torque.

o obtain some insight into this subject, the specific energy is calculated from a general cutting theory or a straight cutting edge on a rotating cutter head. With a linear movement the cutting force of a straight cutting edge can be characterised by the following power equation:

α βc tF =c×d ×v ×W [N]

t that is dependent on the soil type boundary conditions such as water

g edge angle, cutting edge height,

3The number of layers ovclosely related to the speciper unit of production is calneeded to cut loose one mindependent of the cuttingcut, the greater the energyThe cutting method also increases strongly as the tethe revolutions of the cutter hdependence of cutting force T

in which: c = a constan

and on thedepth, cuttinetc

d = the cutting depth or slice thickness [m] V = the cuttint g velocity [m/s] W = the width of the cutting edge [m]

The production of a straight cutting edge is: Q = d·Vt·W [m3/s] Therefore the specific energy is:

α β¶-1 βc t t t

s tt

F ×v c×d ×v ×W×vE = = =c×d ×vQ d×v ×W

[J/m3]

From this it follows that the specific energy is only constant if the cutting process is entirely lin

this theory is applied to cutting with a cutter the ch

ear, thus when: c tF =c×d×v ×W

If

ip thickness is:

t2π×v ×sinθ⎛ ⎞⎜ ⎟d=ω×z

d=p×sinθ⎝ ⎠

p

p

− ϕθ

d

Tooth path

Tooth path

Radius r

Figure 3. 99

ω = the angular velocity of the cutter head [rad/s] z = the number of cutter arms [-]


Page 64 of 79

[m/s] vt = the swing velocity θ = the angle between the cutter radius and the tooth path [radian]

The maximum chip thickness is: dvz

tmax =

⋅

⋅

⎛⎝⎜

⎞⎠⎟

2π

ω

Because the peripheral velocity of the cutter is equal to ω·R, the cutting force of a cutter

is: ( )α

βtc

2π×vF =c ×sinθ ω×R ×Lω×z

⎡ ⎤⎛ ⎞⎜ ⎟⎢ ⎥⎝ ⎠⎣ ⎦

L is proportional to the step size S thus: ( )' tcF =c ×sinθ ω×R ×S

ω×z

αβ2π×v⎡ ⎤⎛ ⎞

⎜ ⎟⎢ ⎥⎝ ⎠⎣ ⎦

Moreover the cutting power is equal to: c c t cP =F ×v =F ×ω×R

(inθ ω×R )β+1' tc

2π×vP =c ×s ×Sω×z

⎛ ⎞⎜ ⎟⎢ ⎥

α⎡ ⎤

⎝ ⎠ ⎦

With increas

⎣

s incr ses; thus (ing tep size the average radius of the cutter head ea )R f S S= = δ .

From this the cutting force can be reduced to: ( )α

β+1δsinθ ω×S ×Sω×z

⎤' tc

2π×vP =c ×⎡⎛ ⎞⎜ ⎟⎢ ⎥⎝ ⎠⎣ ⎦

The cut u D

thu cting prod ction is: Q =S×v ×c t

ific power: and s the spe

( ) ( )α α

β+1' δ 't2π×vc ×sinθ ω×S ×S c⎡ ⎤ ⎡⎛ ⎞ ⎛ ⎞⎜ ⎜ ⎟⎥ ⎢

β+1δt

t

2π×v ×sinθ ω×Sω×z=

v ×D

⎤⎥⎝ ⎠⎣ ⎦

Fro tting power is constant only under

• A cylindrica tter head δ = 0 The cutting force must increase linearly with increasing chip thickness.

st

E =S×v ×D

ω×z ⎟⎢⎝ ⎠⎣ ⎦

m this equation it follows directly that the specific cuvery exceptional conditions. These conditions are:

l cu•

• This gives vv

vt

tt

αα= −1 is constant

• The average ch ickness must be linear with the layer thickness. Thus ip th[ ]αsinθ

Dis

constant The cutting fo dependent if the constant β = 0

Then:

rce must be in•

E cRzs = ''

From this it follows that the specific cutting energy is al ent on the type of cutter ead.

ways dependh


Page 65 of 79

big variations in the types and strength soil and many factors ocess, the specific energy

ppears to be a good parameter for estimating the production of cutter suction dredgers.

.7.5. The cutting production id of

existing cutting theories or from production estimates from previous work with the same type soil.

If the specific energy Esp, is known, it follows from the definition of the cutting process:

Because there are often of the that cannot be determined in advance play a part in the cutting pra

3The specific energy required for a particular type of soil can be estimated with the a

of

PEc

s

= w Nc⋅

The va efficient, gives an indication of the average maximum percentage of the installed cutting power that can be ed. This value is dependent, not only on the type of soil (relation between peak forces and average forces), but also on the man-machine relation.

on the basis of

h vary greatly from place to place will give a rque or amperage signal that varies greatly over time in which Nc is the cutter power (Figure

This ly lead to oexa he torque-revolution characteristic shown below, the cutter head will stall at a

q

in which Nc is the cutter power.

lue w, a work cous

The dredge master and the automated cutter control regulate the cutting speedthe amperage (torque) of the cutter head engine.

Types of soil the hardness or strength of whicto3. 100.)

may quickmple, for t

verloading of the cutter head engine, with the result that, for

tor ue of 150% (Figure 3.101)

TORQUE SIGNAL

Time [s]

rque

0

120

150

0 5 20 25 30 35 40 45 50

mean value

[%] 90

to 60

30

10 15

Figure 3. 100.


Speed [%]

100

100 150Torque [%]

Figure 3. 101 Torque speed Characteristics of an electrical drive

If this occurs frequently the dredge master will reduce the swing speed of the dredger to

Page 66 of 79

in torque better than a hydraulic drive. (See chapter 3.4.2.)

The skill of the dredge master also plays a part. Dependence on his skill can be reduced to some extent by the use of an automated cutter control. This regulates the swing velocity, for example in relation to the torque of the cutter head. In many cases such an automated control system can react more quickly than the dredge master can, certainly at times when his watch is almost over.

It will also be clear that only rough estimates can be given for such a factor as the work coefficient.

For rock : w = 0.5 - 0.65

For sand : w = 0.65 - 0.8

For clay : w = 0.8 - 0.9

An automated cutter control increases these values by 10% to 20%.

arping

c tQ =S×v ×D [m /s]

With Pc = cutting production [m3/s] D = layer thickness [m] S = step size [m] Vh = swing velocity [m/s]

ensure that the peak loads do not cause the cutter to cease turning.

It will be clear that the type of drive plays a big part in this. An electric drive can take up the ariationv

With the information given above, the cutting process can be found and also the wspeed of the cutter head. Because:

3


Page 67 of 79

1 2 34 5

6 7 8 9 10

11 12 13 14 15

16 17 18 19 20

21 22 23 24

cut 1

cut 2

cut 3

cut 4

cleaning up

Swing number


1 7 1319 25

2 8 14 20 26

3 79 15 21 27

4 10 16 22 28

5+6 11+12 17+18 23+24

cut 1

cut 2

cut 3

cut 4

cleaning up

Swing number


29+30 Figure 3. 102

In this case the spillage can be calculated as follows:

not greatly exceed the

1

Assume that the spillage is M % of the cut surface. (M can be determined in the same way as in breach forming soil.). If the thickness of the layer and the step dodimensions of the cutter head, the spillage is M % of the layer thickness. Thus: - for layer 1: Z M D= ⋅ D = layer thickness - for layer 2: ( ) ( )Z M D M D M M D2 1

2= + ⋅ = +

- for layer k: ( )Z M M M M Dkk= + + +2 3 ..........

After simplification it follows that:

( )( )

Z M DMM k M

Hk = ⋅−

=−

11 1

M Mk k− −1

The part taken up is thus:

)( )(

S H Hkk kZ

M

M

k

= − = −−

−

M⎛ ⎞

⎝⎜⎜

⎠⎟⎟

en th the

lage. Figure 3. 10breach, which proje

11

1

Clearly, wh e thickness oflayer or the size of the step exceeds the dimensions of the cutter head the part of the material that has no chance of entering the cutter head

ust immediately be considered as mspil 3 shows a

cts above water.

Figure 3. 103

ecause the suction mouth must remain sufficiently under water to prevent the taking in of ir, the dredge master must make the first cut thicker than the diameter of the cutter head.

Ba


The direction in which the bank is stripped now affects the spillage,

Page 68 of 79

already been dredged. If the first cut has been made with a reverse turning cutter working towards the already dredged cut, because of the failure to raise the necessary reaction force, it is possible that at the end of the cut, some of the material from this new cut is pushed into the already dredged area.

although not in the cut, which is being dredged, but in the cut that has

Form

g direction

er cut

Swin

Over cutting mode

Figure 3. 104

The result is that a ridge of soil is forme dary between the cuts. In such a case it

better to make the uppermost cut in the same direction as the rotation of the cutter head. on over one spud cycles is:

d on the bounisIf the spillage is known the average dredging producti

ks

s a

S W LQt t

⋅ ⋅=

+ ∑ [m3/s]

in which: Sk = layer which has been taken up [m] W = the cut [m] L = ance of the spud carriage [m] ts = e during a spud cycle [s] Σta = e times during the spud cycle when cutting

occurs, such as ladder raising, stepping, spud moving ,etc. [s]

In non-breach forming soil, if a specified depth has to be delivered a clean-up swing must also be made. The production of this swing isrequired in this layer can only be determined from the part that has not been cut. It is therefore

in layer, the clean-up production is high.

3.8. Enclosures .8.1. The relation between swing speed and side winch speed.

ad must speed.

the side rols the a clear

s, they n of the

s an nt part in this. By the correct

positioning of the anchors it is possible to reach a high swing velocity with a small side winch velocity.

the thickness of the the width of effective advnet cutting timthe sum of th no

calculated separately. The cutting energy that is

possible that because of a th

3The swing speed of the cutter henot be confused with the side wire The latter is the speed with whichwire is hauled in and which contswing velocity. Although there isrelation between these two velocitieare certainly not equal. The positioanchors in relation to the cut playimporta


Figure 3. 105

een the work spud and the sheaves of the side winch on the nce between the sheaves and the anchor is equal to S. If the

ut and the line linking the spud-side winch sheaves is

In Figure 3.105 the distance betwladder is equal to L and the distaangle between the centreline of the cequal to θ, then:

Page 69 of 79

( ) ( )

( ) ( ) ( ) ( )( ) ( )

2 2cos sint k l b l2 2

cossin

cossin

x ly lz k x k lt b y b l

s z

ϕϕ

ϕϕ

2 2

2 cos sin sin cos

2 cos sin

k l l b l lds ds ddt d dt k l b l

ϕ ϕ

ϕ ϕ ϕ ϕ ϕ ϕϕϕ ϕ ϕ

⋅

+ = − ⋅ + − ⋅

= ⋅= ⋅= − = − ⋅= − = − ⋅

=

⋅ − ⋅ ⋅ ⋅ + − ⋅ ⋅ − ⋅ ⋅= =

⋅ − ⋅ + − ⋅

Since l ⋅⋅ϕ is the swing velocity, the previous equation can also be written:

2 22 sindt k k l 2 2 2

sin sin cos cosk l bl2

2 2

sin coscos cos 2 sin

ll b b l l

l

sin cosds k bdt l l

cos sink bl l

ds

of

ϕ ϕ ϕ ϕ ϕϕ ϕϕ ϕ ϕ ϕ

ϕ

ϕ ϕ

ϕ ϕ

⋅ ⋅ − ⋅ ⋅ − ⋅ += ⋅

⋅ ⋅

+ ⋅ + − ⋅ ⋅ ⋅ +

=

ince the side winch force do not act on the ladder at the same distance from the spud as the

gspeed have to be corrected according:

Opmerking [T5]: Page: 65 Hier de afleiding toevoegen.

− ⋅ ⋅ ⋅ ⋅

⋅ − ⋅

⎛ ⎞ ⎛ ⎞− + −⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠

S

cutter head, the swin sv lv l

=c c

les to the centreline of ger, thus in the d. The chance that the anchor is positioned in e cutter head is valid for only one point. If the

track of the cutter head with the line joining this side winch power is Fz = Fh/cos (α).

n in.

3.8.2. The side winch force and power The swing force Fh takes effect at right angdirection of the movement of the cutter heaexactly the same direction as this track of thangle made by the tangent at one point of thepoint to the anchor position is α, the required Cos(α) can also be expressed in the units give

the dred

cos cossin

απ ϕ

= +−

⎧⎪

⎫⎪

⎡⎢⎢⎢

⎤⎥

2

blarctan

cosϕ

ϕ−

−⎨

⎩⎪

⎬

⎭⎪

⎣ ⎦

⎥⎥k

l

(3.45)

The side winch force is thus:


Page 70 of 79

FF F R

MF R

bzh h c h c= =

⋅=

M lkl

c

c

⋅

+ −−

−⎨⎪

⎩⎪

⎬⎪

⎭⎪

⎣

⎢⎢⎢

⎦

⎥⎥⎥

cos arctansin

cos

πϕ

ϕ

ϕ2

the dia eter of th

⎧ ⎫⎡ ⎤cos cosα α(3.46)

m e side winch drum is equal to Dw, the required side winch torque is:

If

2 2 2cos cos sin

cos arctan2 cos

h h c h c

wc

c

M blM kl

α α ϕπ ϕϕ

= = =w w wD D DF F R F R

M⋅ ⋅

⎡ ⎤⎧ ⎫−⎢ ⎥⎪ ⎪+ −⎢ ⎥⎨ ⎬

⎢ ⎥⎪ ⎪−⎢ ⎥⎩ ⎭⎣ ⎦

e side winch velocity and the side winch torque are now known as functions of n of the anchors and the position of the cutter head in the cut. Neither the neces

Both th the positio sary side winch velocity, nor the necessary torque may exceed the maximum value of the side winchonditiecause during the progress of the dredger the positions of the anchors in relation to the track

cu y or the side winch force is the limiting factor for the dredging process, the dredge master must continuously adjust the side winch velocity until the point is reached where it seems wiser to move the anchors. From the above it will be clear that the further away the anchors are positioned fr the ship, the longer the force will be effective, thus the anchors will have to be moved less often. On the other hand the longer the side wires, the weaker the system will be. This is a disadvantage when dredging hard soil such as rock. From the relation between the swing velocity vh or the angular velocity ϕ, together with requirolding or dragging.

ation, t ill give more

etailed consideration to the shape and cutting geometry of cutter heads.

mined by e cylinder coordinates R , H , and φ .

Here: Rp = the radius from the cutting point to the cutter axis. Hp = the distance between the cutting poinφp = the angle between the projection of the cutting point onto the base plane and the cutting point (Rp,0,0)

characteristic. If this does happen, the side winch velocity must be reduced until this on is met. c

Bof the tter head must be continually changed, if the side winch velocit

om

ed side winch electric current, dredge master can see whether or not the anchor is h

3.8.3. The shape and cutting geometry of cutter headsBecause the cutting process plays an important role in excav his section wd Definitions: The base plane is the plane that passes through the underside of the cutter ring. The cutting point P may be a point on a cutting edge of a plain edge, the cutting point of a serrated edge or the edge or point of a tooth. The position of the cutting point deterth p p p

t and the base plane.


Page 71 of 79

The cutting edge of a cutter blade is the smooth curve passing thro The contour or outline of the cutter head is the section made by the cutting edge (the contour plane) though a plane perpendicular to the axis of the cutter head. The contour tangent touches point P on the contour.

The contour angle κ is defined as the angle between the line in the contour plane passing through P at right angles to the contour tangent and the line through P parallel to the base plane. The cutting plane is at right angles to the contour plane and the contour tangent.. In the dredging world both Florida and Esco cutters are used. The positions of the tooth points f both systems are determined by using cylinder coordinates.

ugh the cutting points.

o The direction of the tooth axis given by Esco differs from that given by Florida. Tooth axis direction according to ESCOESCO gives the direction of the tooth axis in two ways: 1. By giving the tooth point and the tooth base of the tooth axis in cylinder coordinates. 2e. By giving the tooth point and two angles of the tooth axis.

hese anT gles are defined as follows:

gle between the tooth axis and its projection in the

• The pitch out angle θ . This is the angle between the tooth axis projection in the plane parallel to the base plane and the tangent on the circle passing through the tooth point projection.

• The pitch up angle φ this is the anplane parallel to the base plane..

Thus in Figure 3.77.: ⎛⎝⎜

⎞θ=

φ

⎠⎟

'BB

CO give the roll angle ρ (rho) of a tooth. This is the position of a tooth in lation to the tooth axis.

edge) and e line parallel to the cutter axis as seen along the tooth axis. This angle is equal to the

.

IDA.

arctan' 'P B

en

=⎛⎝⎜

⎞⎠⎟arctan

'' '

PPP B

In addition ESreThe roll angle � is the angle between the edge of a chisel (flared or chisel leadingthcentreline of the locking pin and the line parallel to the base plane seen along the tooth axis Tooth axis direction according to FLORFLORIDA gives the tooth axis by the giving coordinates of the tooth point with two angles.

DA defines these angles as follows: the tooth axis and the

FLORI• The tooth axis angle α(tooth angle).This is the angle between

tangent on the circle passing through the tooth pint. This is the tangent to the line of the movement during rotation.


Page 72 of 79

e tooth axis projection in the contour plane and the line parallel to the base plane (P'B').

e a function of the tooth

[ ]ρ κ α= ⋅arctan tan cos

n ensure that adapters are correctly positioned on the cutter head arm when these have

s thus a

• The contour angle κt (Kappa=Profile angle) of the tooth. This is the angle between th

• FLORIDA has a fixed roll angle ρ (rho) because the cutting edge or blade edge of the tooth always lies in the contour plane. This makes the roll anglaxis angle α and the contour angle κt

Florida t

When working, in most cases a piece of auxiliary equipment, the so-called ALFE is used irder too

to be replaced owing to breakage or loss (Figure 3. 106.). The plane of the ALFE iontour plane. c

In that case the FLORIDA instruction is more simple than the ESCO. With ESCO cutter heads the angles must be recalculated to the FLORIDA instruction.


Figure 3. 106

Page 73 of 79

Tooth axis angle α( )α θ φ= ⋅arccos cos cos

Contour angle κt

κφθt =

⎛ ⎞⎝⎜

⎠⎟arctan

tansin

Roll angle ρ ρFlorida ρEsco mal= −


Page 74 of 79

Here ρmal is the angle over which the adapter must be turned on its axis to get the cutting edge in the contour plane, thus against the ALFE. ρ_mal may be positive or negative.

3.8.4. Cutting by teeth or chisels

For the definitions of the various - Cutting edge/rake angle - Tooth axis angle - Clearance angle

In addition to a clearance ang

Rp

HpP

(R ,0,0)p

(R ,H , )p p p

Hc

CUTTERAXIS

CUTTING EDGE

OUTLINE OFTHE CUTTER

CUTTING EDGE

(HELIX ANGLE)

BASE

Figure 3. 107

angles see Figure 3.107.

- Wedge angle le on the rear of a chisel there are also side clearance angles.


Page 75 of 79

w different cks during the cutting process (Figure 3.108). The most unfavourable point for the cutting

c ty vector s of both the front and rear edges are parallel. c inimum distance between the two paths. This happens

when the velocity component in the X-direction is vx=0.

The path of a point on a cutter head can be described byparameter form (Figure 3.81.):

x v t R t

y R t

t

p h p

t p

= ⋅ + ⋅

= ⋅

= ⋅

cos

sin

3.8.5. Conditions for cutting clearance The front and rear edges of the arms of cutter heads, edges, teeth and chisels follotaclearan e is the point where the velociIn that ase there is a maximum and m

φφ

l

Figure 3. 108

the two following equations in

ω

ω

ϕ ω

Here: Xp, Yp = int P with regard to the cutter head axis. vh = the cutter head � = e cutter head Rp = t = the the time of passagede The direction of the velocity is the tangent to the path:

the coordinates of the pothe swing velocity ofthe angular velocity of ththe radius of the cutter head

dy dy dt R tp= ⋅ =⋅ ⋅ω ωcos

is zero when the deriviative is infinite, thus as:

dx dt dx v R th p− ⋅ ⋅ω ωsin

The velocity in the x-directiontv Rh p− ⋅ ⋅ =ω ωsin 0

Fu her: t

rt y Rp= ⋅sinω

so that: v y

vh

− ⋅ =

y

h

∴ =ω

and the associated angle ϕ:

ω 0


ϕωp

pR=

⋅arcsin

Now when: l = distance between the front of the tooth and the rear of the arm R

hv

v = the radius of the tooth point and Ra, the radius of the rear of the arm . then:

ϕvhv

= arcsin

and ω vR⋅

ϕωa

aR=

⋅arcsin

Furthermore if l is the distance between the front of the tooth and the rear of the arm, it follows from Figure 3.80 with ϕ=0 that the angle between the two pointy mentioned is equal to:

( ) ( )

hv

( ) ( )l R R Rv a v

v a v

v a v a

v a

= ⋅ − + ⋅

= ⋅ − + ⋅

= + − ⋅ ⋅ ⋅

l R R R

l R R R R

Page 76 of 79

R R lR R

v a∴ =+ −

⋅ ⋅

⎛

⎝⎜

⎞arccosϕ0

2 2 2

2 ⎠⎟

cos sin

cos sin

cos

ϕ ϕ

ϕ ϕ

ϕ

02

02

20

20

2

2 2 202

The tooth and arm now run cleais greater than the distance thvelocity round the ϕ ϕ ϕ0 +

r if the horizontal distance between the paths at the distance y e cutter head moves as a result of the following the swing

−a v . hen Thus w

( )R Rv v a a a v⋅ − ⋅ ≥ + −cos cosϕ ϕ ϕ ϕ ϕvh ω0

a p

v

then: Rv v

v

⋅ =

=

cos .

.

.

ϕ

ϕ

ϕ

1497

0 064

6

0 4780

The maximum side

(

Ex m le: R = 1.50 m, Ra=1.45 m, l=0.7 m vh=0.3 m/s en ω = π (n=30 t/min)

Ra a⋅ =cos .ϕ 1447

a = .ϕ 0 06

=

y = .0 095

winch velocity may then be: )

vR R

hv v a a

v

≤⋅ −co

ϕ

⋅ ⋅s cosϕ ϕ ω

a+ −ϕ ϕ0

thus v ≤ 0 33. m/s h


Page 77 of 79

It will be clear that wheof points on the cutter head, since cutter arm length and radius are a function of the height of

, measured from the ring.

s rm touches the ath of the front of the tooth, the maximum cut thickness is equal to:

( )

n designing cutter heads this exercise must be carried out for a number

the cutter head Thi also determines the maximum thickness of the cut. When the rear of the ap

dvh max

⋅60

ich z is the number of arms.

From the example it thu

( )

n zmax =⋅

in wh

s follows that:

dn zmax

max .=⋅

=⋅

=30 6

011m vh .⋅ ⋅60 60 0 33

and Ra=1.36 m. dmax=0.30 m and

ints is shown in Figure 3. 109..

e tooth or arm project through the line passing between the tooth point and the rear of the arm, it is necessary to carry out a check for more points.

The effect o arping on the clearance angles The direction of th movement of the tooth point is (see Figure 3. 110):

Achterzijde arm

-1.5

0

0.5

1

1.5

Finally the same example, but now with n=10 t/m vmax=0.30 m/s.

he path of the two poT If parts of th

f we

dydx

R t

v R t

R

v Rbaan

p

h p

p

h p

⎛⎝⎜

⎞⎠⎟ =

⋅ ⋅

− ⋅ ⋅=

⋅ ⋅

− ⋅ ⋅

ω ω

ω ω

ω ϕ

ω ϕ

cos

sin

cos

sin

X p

-1

-0.5-1.5 -1 -0.5 0 0.5 1 1.5 2

Tandpunt

Figure 3. 109


HV

TV

Page 78 of 79

The rear plane of the tooth makes an angle βA with the circumference of the cutter head, thus with the tangent on the circle:

dydx

R t

R t

R

Rcircel

p

p

p

p

⎛⎝⎜

⎞⎠⎟ =

⋅ ⋅

− ⋅ ⋅=

⋅ ⋅

− ⋅ ⋅=

−ω ω

ω ω

ω ϕ

ω ϕ ϕ

cos

sin

cos

sin tan1

The clear he tooth thus varies with the rotati

ance angle between the path of the tooth and the back of ton.

The difference between the two tangents is the varying clearance angle:

βω ϕpR

=⋅ ⋅

ω ϕ ϕ ω ϕh hv v− ⋅

ω ϕ πϕcorr

pR⎛

⎝⎜

⎞

⎠ ⎝ ⎠ − ⋅⎟−

−⎛⎜

⎞⎟ =

⋅ ⋅⎛

⎝⎜

⎞

⎠sin tan sin 2

For R

⎟− −cos

arctancos

arctan arctan1

p = 1.0m, �=�,� =0 and vh = 0.3 m/s it follows that:

βπ π

=⎛⎜corr −⎝

⎞⎠.0 3 0 2⎟− = −arctan .0 0095 rad=-5°.27'

In other words, the cutting angle is 5° 27' smaller.

V

V V

V

T H

corr.

HA

A

H

corr.

P

C n

R

V

+

Figure 3. 110

A


Page 79 of 79

3.9. References 1. calculation of the cutting forces when cutting in fully saturated sand, S.A. Miedema,

Thesis TU-Delft, 1987 (in Dutch) 2. Coastal and Deep Ocean Dredging, John B. Herbich, Gulf Publisching Company,

Houston, Texas, U.S.A., 1975 3. Dredging and Dredging Equipment, R.J. de Heer and Rochmanhadi, Parts 1 and 2,

IHE, Delft, 1989 4. Dredging technology, lecture notes, G.L.M. van der Schrieck, TU-Delft, Civiele

techniek, 1996 (in Dutch) 5. Concept, design and construction of the World's first self elevating offshore heavy

cutter suction dredger: "Al Wassl Bay", D.A. Gaasterland, Proceedings 3e International Symposium on Dredging Technology, BHRA 198?

6. Nassbaggertechnik, A. Welte, Institut für Machinenwesen in Baubetrieb, Universität

Fridericiana, Karlsruhe, 1993. 7. Proceedings of the CEDA Dredging Days, Europort 1980, CEDA, 1980 8. Technical aspects of large cutte gers, P.J. Koert, IHC Holland 9. Dredgers of the World, 3rd edition, Oilfield Publications Ltd (OPL). England, 2001

ARTICLE P & D no Spudsystemen van cutterzuigers 108 Demonteerbare cutterzuiger/baggerwielzuigIHC Beaver cutterzuigers Cutterzuiger NOORDZEE 118

119 119

EONARDO DA VINCI: een nieuw record 124 126 134

Cutter suction dredger ABU AL ABYADH for NMDC 145 Sensative environmental cutter dredger for Samsung 146

147 153

CD Al Mirfa 154 CD Kattouf 157

r suction dred

10. Various articles from Port & Dredging from IHC Holland

er SCORPIO 108 109

Automatisering van cutterzuigers Zelfvarende cutterzuiger van 27000 PK LNieuwe serie IHC Beaver cutterzuigers The IHC Beaver container dredger

Mighty MASHHOUR for Suez Canal Dismountabe IHC Beaver dredgers

Chapter 4 Plain Suction Dredgers

Page 1 of 35

4. The Plain Suction Dredger ...........................................................................................2 4.1 General considerations ........................................................................................2 4.2 Areas of application ............................................................................................3 4.3 Types of plain suction dredgers ..........................................................................3 4.4 History.................................................................................................................5 4.5 Working method .................................................................................................6 4.6 The design ...........................................................................................................8

4.6.1 The production capacity.............................................................................9 4.6.2 The suction depth.......................................................................................10 4.6.3 The transport distance ................................................................................12 4.6.4 The dredging installation ...........................................................................12 4.6.4.1 Suction and discharge pipe diameter .....................................................12 4.6.5 The dredge pump .......................................................................................13

4.6.5.1 Pump types..........................................................................................13 4.6.5.2 The sand pump drives .........................................................................14

4.6.6 Jetpumps ....................................................................................................14 4.6.6.1 Pump type ...........................................................................................14 4.6.6.2 Jetpump drives. ...................................................................................17

4.7 General layout .....................................................................................................18 4.8 Technical construction ........................................................................................20

4.8.1 The hull ......................................................................................................20 4.8.2 The dredging equipment ............................................................................21

4.8.2.1 The suction mouth...............................................................................21 4.8.2.2 The suction pipe..................................................................................22 4.8.2.3 The sand pumps ..................................................................................23 4.8.2.4 The sandpump drives ..........................................................................25 4.8.2.5 The discharge pipeline ........................................................................25 4.8.2.6 Sprayers...............................................................................................25 4.8.2.7 Jet-pipeline and pump.........................................................................26 4.8.2.8 The winches ........................................................................................26 4.8.2.10 The bow winch .................................................................................27 4.8.2.11 The side winches ..............................................................................27 4.8.2.12 The stern winch ................................................................................27 4.8.2.13 The auxiliary winches.......................................................................27 4.8.2.14 The fairlead.......................................................................................27

4.9 The dredging process ..........................................................................................29 4.9.1 The production of the breach .....................................................................29 4.9.2 The production of the pumps .....................................................................32 4.9.3 The production of the barges .....................................................................33

4.10 The dustpan dredger............................................................................................34 4.11 References ...........................................................................................................35

Wb w3408b Designing Dredging Equipment

Page 2 of 35

4. The Plain Suction Dredger

Figure 4. 1 A plain Suction Dredger

4.1 General considerations

The characteristic of a plain suction dredger is that it is a stationary dredger, consisting of a pontoon anchored by one or more wires and with at least one sand pump, that is connected to a suction pipe. The discharge of the dredged material can take place via a pipeline or via a barge-loading installation. The suction tube is positioned in a well in the bows of the pontoon to which it is hinged. The other end of the suction pipe is suspended from a gantry or A-frame by the ladder hoist. The ladder hoist is connected to the ladder winch in order to suspend the suction pipe at the desired depth. Excavation of material to dredge is by the erosion of a jetstream and/or the suction flow of the dredge pump and the breaching process (see lecture notes wb3413 the Braching process)During sand dredging the dredger is moved slowly forwards by a set of winches. To increase the amount of sand flowing towards the suction mouth, a water jet is often directed onto the breach/bank. In this case the jet-pipe is often mounted above the suction pipe.

Figure 4. 2 Plan view of a PSD


Page 3 of 35

4.2 Areas of application

Plain suction dredgers are only used to extract non-cohesive material. Moreover these dredgers are less suitable for accurate work such as the making of specified profiles. Suction dredgers are very suitable for the extraction of sand, certainly when this occurs in thick layers. Suction dredgers can be seen in working in many sandpits. If the dredger is equipped with an underwater pump, it is possible to dredge at depths exceedin g 80 m. Depending on the pumping capacity; it is possible to transport material over considerable distances via hydraulic pipelines. Because suction dredgers are often demountable they can also be used in excavation pits which are not on navigable waterways. In general, suction dredgers are relatively light vessels and, although anchored on wires, are usually unsuitable for dredging in open waters (unless specially adapted).

4.3 Types of plain suction dredgers

Different type of plain suction dredgers can be distinguished. 1. The barge loading plain suction dredger

A dredger which loads the barges which lie alongside it by means of a spraying system. This type is used when the transport distance is too long for hydraulic transport to be economic (Error! Reference source not found.).

1319

1420

15

25

26

21

1011

27

28

31

23

22

24

17

16

18

Figure 4. 3 Barge loading PSD

2. The reclamation dredger This dredger pumps the sand ashore via a pipeline and, if necessary, further away to a disposal site or treatment plant (Figure 4. 4). .


Page 4 of 35

Figure 4. 4 Reclamation dredger

3. The deep suction dredger

The deep suction dredger. A dredger equipped with an underwater pump. It may take the form of a barge loader or a reclamation dredger. (Figure 4. 5)

2

32

33

35

2729

31

8

28

30

11

1217/18

16

222324

1 11

7

10 9 34

19/20

12

3335

32

13/15

2

8

3

14

6

6

5

Figure 4. 5 The deep suction dredger

4. The dustpan dredger

A suction dredger with a relatively wide suction mouth. This dredger is suitable for extracting sand at a reasonably high production rate with a low breach or bank height. With regard to production the cutter suction dredger (Figure 4. 6) has superseded this type.


Page 5 of 35

Figure 4. 6 Dustpan dredger

In many cases these types can easily be transformed to another type. The barge loading dredger shown in figure 4.2 can be transformed to a reclamation dredger by connecting a booster just behind this dredger. The same might be possible with reclamation dredgers by placing a sprayer pontoon after the dredger.

4.4 History

In 1851, more than a century after their invention, the first centrifugal pumps were used to excavate sand with hopper dredgers. A few years later (1856) the first attempts were already being made to transport the material onshore via pipelines. Ten years later this idea was demonstrated in the Netherlands during the excavation of the North Sea Canal. (Figure 4.7)

Figure 4. 7 The wooden Hutton Dredger dredging the North Sea Canal

Meanwhile, in 1864, Freeman and Burt patented a flexible floating-pipeline.


Page 6 of 35

From this history it appears clear that the development of the suction dredger was closely linked with the development of the dredge pump. Because at that time little power was available to drive the dredge pump, the reclamation dredger was only used when the distances to the disposal site were short. In the other cases barges were used or the dredger was modified. As the sand pumps became able to withstand higher pressures, the transport distances and pump capacities were increased.

4.5 Working method

The working method of the suction dredger depends on both the progressive collapsing of the breach/bank and the loosening of the sand near the suction mouth by eddies created by the flow of water caused by the sand pump (Figure 4. 8). The progressive collapse of the breach/bank resulting from the dislodgement of particles of soil or of masses of soil as a result of localised instabilities is termed “breaching”.

Suction tube

Vz

Sand-water mixture (density current)

Instabilities

z

x

Hbr

Figure 4. 8 Breaching

This process is essential for the production of a suction dredger and is entirely determined by the soil mechanical properties of the slope, the most important factors being its permeability to water and relative density. When a suction dredger starts on a new work there is no dredge pit, slope or breach and the angle between the suction pipe and the horizontal is usually very small. The sand that is carried towards the suction pipe lies entirely within the area influenced by the water flowing to the suction mouth. This process causes a small pit to develop in the soil. The dredger is now drawn forwards a little by means of the bow winch and the suction pipe is set deeper, after which the process is repeated. As the small pit becomes deeper and the angle of the suction tube becomes steeper (more effective for the swirling up and transporting of the sand) the production increases. (Figure 4. 9) This process is continued until the suction mouth is deep enough or until the production is so high that the pump can no longer cope with a further increase. This slow forward movement with the dredger, with simultaneous lowering of the suction pipe is termed ‘breaking in’ or ’commencing’.

Figure 4. 9 “Breaking in”


Page 7 of 35

The time that is needed to reach a state of equilibrium thus depends on the previously mentioned soil mechanical properties, the height of the slope and the pump capacity of the dredger. When a state of equilibrium has been reached it is the task of the dredge master to maintain this situation by letting the dredger follow the breach/bank, by regularly hauling the dredger forwards and by continuing to lower the suction pipe for as long as this remains possible. If the movement of the dredger is too slow, a less steep slope forms and the production is reduced. If, on the other hand, the forward movement is faster than the transport of the sand, the angle of slope will increase and there is an increasing chance that large scale shearing will occur. The sand concentration may then become so high that the pump cannot cope with it and the mixture ceases to flow. The shearing can be so great that even the suction pipe becomes fast/firmly embedded and, if it cannot be pulled free, another dredger must be used to free it by using suction or must cut it free. The dredging pattern that is made with a suction dredger generally appears like that shown in Figure 4. 10. As long as it lies within the dredging area, the length of the cut is determined by the positions of the anchors. The anchors are usually placed in such a way that more cuts can be made beside each other from the same position. In addition to the length of the anchor wires, this possibility also depends on the width over which the sand is being excavated. This, in turn, depends on the shear characteristics of the sand layers.

Figure 4. 10 Dredge pattern of a PSD

For suction dredgers equipped with an underwater pump the excavation depth no longer determines the production. This also makes it possible to exploit the dredging area in the vertical sense. In other words, production can be maintained by continuing to lower the suction pipe until the maximum suction depth has been reached. If the production falls below an economic minimum, the pit is abandoned and dredging recommences ½ to ¾ pit diameter away from it. It will be clear that this dredging method produces a pockmarked excavation area and that considerable amount of sand that cannot be economically excavated remain behind in the dredging area. This is a situation that the managers of the dredging sites prefer not to see.


Page 8 of 35

This method of dredging does provide the possibility to obtain sand from directly beneath a clay layer, but it must be realised that the removal of the sand will cause the clay to lose its stability. In the most favourable case the clay will fall onto the slope in fragments that will be taken up with the sand. If the clay falls in large pieces there is a good chance that these will become fast and block the suction pipe, with all the disadvantages that this can bring. It is difficult for the water needed for mixture formation to flow, especially in the beginning phase when the clay layer has not yet been penetrated.

Figure 4. 11 PSD with suction pipe of 2 sections

Water must be brought to the suction pipe via the jet pipe. For the above described excavation method the suction pipe is made in two parts, (Figure 4.11) the lowest section being hinged onto the upper section so that the lowest part is always first suspended almost vertically. With such a suction pipe, moments that occur during horizontal movements can be taken up only to a small extent.

4.6 The design

When designing suction dredgers the following parameters are important: • Production capacity • Suction depth • Transport distance • Type of soil Because suction dredgers are only suitable for the dredging of non-cohesive material, the last parameter plays an important role only in the determination of the diameters of the suction pipe and hydraulic pipeline and the required sand pump capacity.


Page 9 of 35

4.6.1 The production capacity As in other dredgers, the market forces in relation to the sites where the dredger can be used determine the production capacity. As mentioned earlier, the plain suction dredger is much used in the extraction of sand for landfill sites and for the concrete industry. For this too, it is important to know the production capacity per week or per hour. In the Netherlands, to a limited extent, the labour agreements between the trade unions and industry permit a working week of 168 hrs, thus an entirely continuous operation. Often this is restricted to only four nine-hour days (36 hrs). The percentage of hours during which effective dredging can take place, however, is not equal. With a 36-hr week, major repairs are often carried out during overtime. When using barge transport, for example, the percentage of downtime resulting from the absence of barges is lower during a 36-hr week than during a continuous working week, since part of the downtime is made up when the dredger has stopped work at the end of the day. If, during a 168 hr working week, the number of effective working hours is 0.75*168=126 and during a 36 hr working week the effective hours are 0.86*36 = 30.6, the production ratio is 126/36.6 = 4.1 instead of 168/36 = 4.7. For the design of the dredging installation, and thus for the vessel also, the production per hour is more important than the daily, weekly or monthly production. In many cases, in order to prevent overloading of the drives, even shorter time intervals are considered. If the production capacity is known, this requirement can be translated into: 1. A sand flow rate 2. A sand concentration

Since: 1

vdmixture

CQ Q

n= ∗

− (4.2)

with

Symbol describtion dimension Q = Production [m3/s]

Qmixture = Flow rate [m3/s] Cvd = Delivered concentration [-] n = Porosity [-]

The anticipated average concentration depends on the behaviour of the soil in the breach/bank (see lecture notes ‘Dredging Processes”). The maximum suction concentration is determined on the basis of the types of soil and the insight of the designer. The maximum average concentration that can be transported by a pipeline depends on the ratio maximum grain diameter/pipe diameter and the length of the pipeline. In long pipelines aggregation (increased concentration) may occur as a result of density variations during dredging (Matousek, 1995). As rule of thumb, a maximum average density of 1500 kg/m3 (Cvd = 30%) is often used for sand. On the basis of this assumption the flow rate is now fixed because the production capacity is taken as a given value.


Page 10 of 35

4.6.2 The suction depth A second important design parameter is the suction depth. This determines whether an extra underwater pump is needed to achieve the required production. When the suction depth increases, if the use of an underwater pump is not considered the suction pipe diameter and also the pump flow must be increased. At the same time the concentration must be reduced to avoid reaching the vacuum limit (under-pressure at which cavitation occurs). This can lead to the pumping of low concentrations and thus much water, which is uneconomic. With the aid of the suction formula one can determine if a submerged pump is useful and hoe deep below the waterlevel the pump has to be fitted on the suction tube. The suction formula is a force balance over the suction tube. The pressure difference over the suction tube equals the weight of the mixture in the suction tube and the friction due to the flow.

k

hz

H

rp

rw

rm

hp

�

Figure 4. 12 scheme for suction formula

( ) ��

��

� +++=−+−D

LvghpghhHg mzmpomppppw λζρρρρ 1

2

1 2

with ρw = density water [kg/m3] ρp = density suspended sand in the pit [kg/m3] ρm = mixture density in the suction tube [kg/m3] H = waterdepth [m] hp = depth of pit [m] hx = suction height [m] ppump = pressure in front of the pump [N/m2] v = mixture velocity [m/s] ξ = entree loss factor [-] λ = Darcy Weisbach headloss factor [-] L = total length suction tube [m] D = diameter suction tube [m]

Because h H kz = − the equation can be written as:

( ) ( ) ��

��

� +++−=−+−D

LvkHgpghhHg mmpomppppw λζρρρρ 1

2

1 2

This results in:

( )( ) �

�

��

� +++−

−+−=

DL

vkHg

pghhHg pomppppwm

λζ

ρρρ

121 2

For the boundaries given in Figure 4.13 the maximum dredgeable mixture density is calculated for different depth of the dredge pump below thw waterlevel


Page 11 of 35

Mixture density as funktion depth pump below water line

Dredging depth [m]

Mix

ture

den

sity

[kN

/m3]

1000

1100

1200

1300

1400

1500

1600

1700

1800

0 10 20 30 40 50 60 70 80 90 100

k=0 m

k=5 m

k=10 m

hp=3 m, Vac=75 kPa, Vz=5 m/s, rho_water=1000 km/m3, G_p=1600 km/m3, Zeta=2 , Lambda=0.02, L/(H-k)=1.5, D=0.8 m

Figure 4. 13

The above graph (Figure 4. 13) is derived from this equation In order to dredge, from a depth of 30 m, a density of 1500 kg/m3 the dredge should be place almost 8.5 m below the waterline. A pump on the waterline can pump a density of1120 kg/m3. In the second case, if the same

production is required, the flow should be: 0 5

5 0

1500 10004.17

1120 1000w

w

Q

Q

ρ ρρ ρ

− −= = =− −

as great.

With the same pumping velocity this leads to a suction pipe of a diameter that is 2 times as big. For a given decisive vacuum and a maximum suction concentration it is possible to determine whether an underwater pump is necessary and, if so, how far under water this pump must be positioned, as a function of the required suction depth.

Rho_mixutre=1500 kg/m3

Dredging depth [m]

Dep

ht

pu

mp

bel

ow

wat

er le

vel [

m]

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

0 10 20 30 40 50 60 70 80 90

hp=0 m, Vac=75 kPa, Vz=5 m/s, rho_water=1000 km/m3, G_p=1600 km/m3, Zeta=2 , Lambda=0.02, L/(H-k)=1.5, D=0.8 m

Figure 4. 14 From the above graph (Figure 4.14) it appears that to pump a mixture density of 1500 kg/m3 at a depth of 50 metres the pump must be positioned 17 metres under water.


Page 12 of 35

Of course whether or not an underwater pump is mounted is a question of economics. The cost of fitting an underwater pump is considerable and, moreover, the suction depth can have a great influence on the ladder construction and thus on the pontoon construction. It is also necessary to hoist the suction pipe above water for inspection.

4.6.3 The transport distance The transport distance makes demands with regard to the installed sand pump capacity and/or the need to load barges. The need for barge loading depends whether the required transport distance is too long to be economically covered by the use of a hydraulic pipeline. It is also possible that the use of a pipeline may not be feasible from the point of view of hindrance to shipping. Suction dredgers may also be designed exclusively for barge unloading. In general, if material does have to be transported by a hydraulic pipeline there is still the option to place a booster station with the necessary capacity behind the plain suction dredger. If the suction dredger is equipped with an underwater pump the chosen discharge pressure (and thus capacity) can be such that during the loading of barges only the underwater pump is used. The pipeline system and valves can also be designed for this. The grain size and the distance over which the material must be transported determine the required manometric pressure for the discharge pump(s). It is also possible to choose an underwater pump of higher capacity than is needed to unload the barges. The surplus capacity can then be used during discharging. The maximum discharge pressure that a dredger can supply depends on the quality of the shaft sealing of the last pump. Often values exceeding 25 - 30 bar are not permitted.

4.6.4 The dredging installation Under the dredging the following components are included

• Suction and discharge pipe • The dredge pumps • The dredge pumps drives • The jet pumps • The jet pump drives

4.6.4.1 Suction and discharge pipe diameter The critical velocity that is necessary to keep the dredged material in motion determines the maximum suction and pressure pipe diameters.

Thus: ( )v F F g S Dkritiek l h l v s= + −, , ( )2 1 in which the value of Fl,h is determined by the

material to be pumped. (See lecture notes “Dredging Processes) Fl,v is the correction for sloping transport and has a maximum value of .333 (See also the relevant Section 2.2.4.3. of Hopper dredgers). If both the critical velocity and the average concentration have been determined, the relation between pipeline diameters and production is:

( )2 2

2.52 1 1.51 4 1 4 1 1

vd vd vd vdmixture krit l s

C C C CD DQ Q v F g S D D

n n n n

π π π= ∗ = = − ≈− − − −

[m³/s]

with


Page 13 of 35

Symbol describtion dimension

Q = Production [m3/s] Qmixture = Flow rate [m3/s]

D = Pipe diameter [m] Cvd = Delivered concentration [-] Ss = Relative density of the solids=ρs/ρw [-] n = Porosity [-] g = Gravity [m/s2] vcr = Critical velocity [m/s]

Figure below give the results of the equation for Cvd=30%

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3

Production [m3/s]

Dis

char

ge

dia

met

er [

m[

Figure 4. 15 Minimum discharge diameter

4.6.5 The dredge pump 4.6.5.1 Pump types Now that the capacity, the required pressures on both sides of the pump and the power are known under the various transport conditions, the type(s) of pump can be selected. The pump types, centrifugal, semi axial or axial are determined by the specific speed of the pump; defined as:

( ) ( )n

Q

gH

Q

ps = =

ω ρ ω3

4

3

4

3

4

For discharge pumps the specific speed ns is in the interval between 0.25 and 0.50 (Figure 4.16). With the aid of this figure the type of pump and impeller can be chosen.


Page 14 of 35

Inboard Pumps

Specific Speed

Sp

ecif

ic C

apac

ity

0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Sp

ecif

ic H

ead

Figure 4. 16

For the underwater pump usually a higher specific speed is taken than for the discharge pumps, but for the sake of standardisation the same pump is often selected. One should ask oneself whether the position of the maximum efficiency point could still reasonably satisfy the stipulated demands with regard to the flow. This is also valid when no underwater pump is fitted. In such a case stipulations must be made with regard to the suction properties (NPSH value) of the inboard pump. Other factors also play a part in the selection of a pump and impeller: • A three, four or five blade impeller. Depending on the required minimum passage

between the blades. • Single or double walled pump. (considerations relating to wear.) If long transport distances have to be covered the question arises of whether one large pump or two smaller ones will be needed. In addition to the specific revolution speed the peripheral velocity of the impeller also plays a part. To limit wear, the peripheral velocity of the impeller is limited to 35 to 40 m/s. This also limits the maximum manometric pressure. Whether or not one or more delivery pumps are needed depends on the total require delivery pressure and delivery pump power. 4.6.5.2 The sand pump drives Underwater pumps often have electric drives, but hydraulic drives and even direct diesel drives may be encountered. If barge loading is required, a controllable drive is necessary. With a fixed revolution speed the variations in flow resulting from differences in concentration and grain size are often too big for the efficient loading of the barges. Diesel drives are often used for the delivery pumps, but of coarse electrical drives are possible too

4.6.6 Jetpumps 4.6.6.1 Pump type The flow of the water pumps depends on the required functions of these pumps. Two functions can be distinguished:


Page 15 of 35

1. The activation of the breach process of the bank. Suction dredgers are usually equipped with a water jet for this purpose. The speed of the jet flowing from the water jet decreases hyperbolically with the distance from the water jet in accordance with:

vD

LvL =

60 See Figure 4. 17

Here: vL = Velocity of the jet at distance L in m/s. D = Diameter of the jet nozzle in m. L = Distance to the jet nozzle in m. v0 = Velocity of the jet at the nozzle in m/s.

JetD

V0

L

VL

Vr

r

Figure 4. 17 Flow establishment of a jet

Example. If the pressure at the nozzle is 500 kPa and the jet nozzle has a diameter of 0.3 m e and a minimum velocity in the centre of the jet **at the breach/bank of 3 m/s is needed to activate the breach/bank, the maximum distance to the breach/bank is:

L Dv

vD

p

vL L

= = = ∗

∗

=6 6

2

6 0 30 6

2 500

13

110

µρ

..

m

The decrease in velocity towards the edge of the jet can be calculated with: v

ver

L

r

L=−

�

��

�

��90

2

.

Here vr = the velocity of the jet at distance r from the centre.


Page 16 of 35

v_r=v_L*exp(-90*(r/L)^2)

0

0.05

0.1

0.15

0.2

0.25

0 0.2 0.4 0.6 0.8 1 1.2

V_r/V_L

r/L

Figure 4. 18 jet velocity as function of the radius r.

At a distance of 11 m and with a relation of v

vr

L

= 0 4. the diameter of the jet is as shown in the

graph below Dr

LL= = ∗ ∗ =2 2 01 11 2 2. . m

In other words, the influence of the water jet is only very local.

The jet flow is: QD

vj = =⋅

=π π2

0

2

40 34

18 9 134.

. . m³/s

and the power at the water pump: PQ p

j

j=⋅

=∗

=η

134 500

8838

.

. KWatt

2. The maintenance and control of mixture forming. In this case, when it is assumed that no water from the environment can be sucked in because the suction mouth is completely embedded in the soil, it is necessary to satisfy the volume

balance: Q

Q

C

nj

m

vd= −−

11

Here: Qj = the jet flow m³/s

Qm = the sand flow in m³/s Cvd = the transport concentration [-] n = the pore number [-] Figure 4. 19 gives a graphical representation of the equations.


Page 17 of 35

Verband Qj/Qm - Cvd

0

0.2

0.4

0.6

0.8

0 0.5 1 1.5

Qj/Qm

Cvd

n=.35

n=.4

n=.45

n=.5

Figure 4. 19

Example:

If Cvd = 0 25. and n=0.5 (loose packed sand), then Q

Qj

m

=.5

The area of influence by the jet is now less important, as long as the water that is added benefits mixture formation. The water pumps are chosen in the same way as the sand pump 4.6.6.2 Jetpump drives. In case of activation the breaching process required pressure and capacity will always be constant. So separate diesel engines are frequently used. In the other case, the mixture forming process a speed control engine is required to control the density.


Page 18 of 35

4.7 General layout

The hull consists of a simple U-shape pontoon. De width of the pontoon is determined by stability and sometimes by the distribution of the loads. (Figure 3.1.7) The length of the pontoon is in certain way determined by the length of the suction pipe, the number dredge inboard pumps or by the requirements for mooring barges along side. Loads on the suction pipe resulting from the dredging process are relatively small, so are the loads on the pontoon. For small plain suction dredgers the dredgepump is situated in the engine-room, however a separate pump room is certainly advisable from safety point of view, in particular for the bigger dredgers. Nowadays even small dredgers do have a submerged pump.

y = 0.2712x

R2 = 0.712

0

500

1,000

1,500

2,000

2,500

3,000

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000

Total installed power [kW]

Lig

ht w

eigh

t [t]

Figure 4. 20

y = 0.4074x

R2 = 0.8715

0

500

1000

1500

2000

2500

3000

0 1000 2000 3000 4000 5000 6000

LBD [m3]

Lig

ht w

eigh

t [t]

Figure 4. 21

The lightweight of the plain suction dredgers depend on the total power installed. (Figure 4.20), while the volume of the pontoon is 2.5 times the light weight (Figure 4.21). The main ships parameters vary widely; L/B between 3 and 8 and B/T between 7 and 3.5, because the length is mainly determined by the factors mentioned above. (Figure 4.22)

0.001.00

2.003.004.00

5.006.007.00

8.009.00

0 500 1000 1500 2000 2500 3000

Light weight [t]

L/B

& B

/T

L/B B/T

Figure 4. 22

Figure 4.23 shows the dredger Seeland, with a total installed power of 3200 kW and a maximum dredging depth of 40 m. The dredger is build under the classification of the Germanische Lloyd GL + 100 A 4 dredger. The length of the suction pipe often determines the length of the well. With very long suction pipes or two-part suction pipes the catamaran principle is often used. The suction pipe is then hinged onto the stern of the pontoon (Figure 4.2) This is certainly not essential. Sometimes special gantries are designed to carry the long suction tube (figure 2.23).


Page 19 of 35

Figure 4. 23

In deep dredgers with an articulated pipe, the lower pipe is fastened to the upper pipe by hydraulic cylinders, in which case it is not necessary to have a long well (Figure 4.24).

Figure 4. 24 Plain Suction _Dredge Seeland, Yard Orestein and Koppel

Lübeck Germany


Page 20 of 35

In other cases an additional pontoon is connected to the main pontoon by means of a special construction (Figure 4.24 PSD Weesperkaspel). The engine room, pump room, fuel tanks, water tanks and storeroom are all located in the pontoon. On small suction dredgers the sand pump is located in the engine room, while large suction dredgers have a separate pump room. The control cabin, and if required, crew quarters are above deck. The anchor winches are also on deck

Figure 4. 25

Figure 4.25 shows an offshore plain suction dredgers designed for significant wave heights of 2.75 m and a total installed power of 7425 kW. The coupling with the floating pipeline is in the middle of the port side where the movements of the pontoon are minimum when working in waves. This is in contradiction with dredgers for inland waters. They do have the connection on the aft of the pontoon.

Figure 4. 26 General arrangement of an offshore plain suction dredger,

Yard IHC Holland

4.8 Technical construction

4.8.1 The hull As previously mentioned, the hull usually consists of a simple U-shaped pontoon. The width of the pontoon is determined by stability considerations and varies from 6 m for small to 20 m for large deep dredgers. The length of the dredger is usually determined by the requirements relating to the length of the suction pipe and/or the need to accommodate barges alongside and by the warping of the barges.


Page 21 of 35

The ladder gantry, which usually takes the form of an A-frame, provides the link between the pontoons, which are separated by the well. By deep dredgers, having a suction pipe in the raised position pointed very far ahead of the pontoon, the gantry is a relatively heavy structure (Figure 4.23 and 4.27).

Figure 4. 27

4.8.2 The dredging equipment The dredging equipment will be discussed according the flow o f the mixture. 4.8.2.1 The suction mouth Suction mouths of plain suction dredgers are in many cases very simple. The end of the pipe is just covered by a screen to avoid pump blockage by boulders and debris (Figure 4.1, 4.28 and 4.29)

Figure 4. 28

Figure 4. 29

In many cases jet nozzle are situated around the suction mouth to activated either the breaching process and/or the mixture forming (Figure 4.30) When the suction mouth is fully penetrated in the sand, water jets are necessary the fulfil the requirements for the mixture forming. In that case jets are situated around the suction mouth (figure 4.31)


Page 22 of 35

Figure 4. 30 Figure 4. 31 Suction mouth of the sea going

PSD DECIMA 4.8.2.2 The suction pipe For many suction dredgers the suction pipe, together with the jet water pipe, forms a strong construction (Figure 4.32). To strengthen the suction pipe this it also equipped with a jacket pipe through which the jet water flows to the suction mouth. If this jacket pipe is divided into sections, these can also be used as float tanks to reduce the underwater weight of the suction pipe.

Figure 4. 32

With bigger dredgers, and certainly at greater suction depths, these constructions are too weak and it is necessary to turn to the use of a ladder (Figure 4.19). If an underwater pump is used, the upper part of the suction pipe must certainly be constructed as a ladder in order to transfer the heavy weight to the hull. H

Figure 4. 33


Page 23 of 35

On the suction pipe there is often a water admitting valve or breaching valve. If, as a result of irregular shearing of the breach/bank the vacuum becomes so high that the pump starts to cavitate and threatens to cut out, water can be admitted through this valve to keep the process going. This valve, which was formerly operated manually, is currently regulated automatically by the under pressure in front of the pump.

Valve open

Cylinder

to pump From suction mouth

Valve closed

Figure 4. 34

To ensure good control it is advisable to provide the valve with two openings, a big one for sudden emergencies and a second smaller valve that can be used for fine control with a continuously high vacuum.

A rubber suction hose forms the link between the suction pipe and the pipelines on board. This rubber hose is equipped with vulcanised steel rings, which prevent it from collapsing when under pressure occurs in it. The centreline of the suction hose is at the same height as the hinge and often lies beneath the waterline (Figure 4.35).

Figure 4. 35

To prevent water from flowing in during pump inspections a so-called “outboard valve” must be fitted onboard before the pump PSD’s without a submerged pumps have to be designed in such away that the suction pipeline is as short as possible. Where the suction pipeline comes above water, the chance of taking in air must be reduced to the minimum. (Taking in air has the same effect as cavitation.) 4.8.2.3 The sand pumps Barge-loading suction dredgers usually have only one pump, even when the dredger is equipped with an underwater pump, while reclamation dredgers have one or more inboard pumps independent if provided with an underwater pump.


Page 24 of 35

Figure 4. 36 View on ladder with pump for a PSD

When suction dredgers do not have an underwater pump, efforts must be made the position of the first pump must be as deep as possible below the water line. This means on the base of the pontoon. As well as good discharge characteristics, the first pump must also have good suction characteristics, thus a high decisive vacuum and/or a low NPSH value. If the dredger is equipped with an underwater pump the layout is less critical. In that case aspects such as accessibility for inspection and repairs play a more important role. The onboard pump is then only required to possess discharge characteristics. For the required specific speed for these pumps referred is to chapter 2.2.3.5 Dredge pump. Submerged pumps have mainly a single wall, while inboard pumps have either a single or a double wall. If there is more than one inboard pump the layout must be chosen in such a way that, if desired, it is also possible to work with the ladder pump and one inboard pump. An inspection hatch must be provided for every pump, so that the pump and the impeller can be inspected and, if necessary, debris can be removed. .

Figure 4. 37 Double wall pump


Page 25 of 35

4.8.2.4 The sandpump drives The underwater pump often has an electric drive while the inboard pumps are powered by diesel engines. Diesel direct driven submerged pumps is till today in use for relative low powered pumps. See also chapter 3.2.3.4 4.8.2.5 The discharge pipeline Reclamation dredgers pump the dredged material ashore by means of a floating pipeline and, if necessary, to a more distant disposal site via the land pipeline. Because the movement of the suction dredger is considerably less than that of a cutter suction dredger, it is not necessary to connect the discharge pipeline of the vessel to the floating pipeline by means of a swivel on the stern of the vessel. Often the discharge pipeline is connected to the floating pipeline by means of a delivery hose/pressure hose (a floating rubber hose). This can be mounted either on the stern of the vessel or on the port or starboard side.

Figure 4. 38 Ths sea-going PSD AURORA with the discharge pipeline connected on starboard

4.8.2.6 Sprayers If the dredged material has to be loaded into barges alongside because the transport distance is too long for pipeline transport to be economic, sprayers which are connected to the discharge pipeline are fitted on both sides of the dredger. The number of sprayers that is fitted on each side of the dredger depends on the capacity of the dredger and the size of the barges and varies between one and four per side.

Figure 4. 39 Two different types of sprayers


Page 26 of 35

To prevent barges from being unevenly loaded, the sprayers must be positioned as closely as possible to the centreline of the barge (Figure 4.39). Sometimes extra measures are necessary for this. For example, when it is necessary that to satisfy the demand that free fall of the dredged material must be prevented, the sprayers must be positioned as low as possible. The capacity of the pump and the pipeline plan must be designed in such a way that on each side a barge can be loaded simultaneously. The sprayers are moved by means of winches or by a hydraulic system.

Figure 4. 40 barge loading with movable sprayers

4.8.2.7 Jet-pipeline and pump The jet pipeline is of such a size that the pipeline loss remains within acceptable boundaries. It is advisable to design the bends, valves, crossovers etc. as large as possible in order to keep the losses within acceptable limits. Often a sand pump is used as a jet pump to keep the wear between limits. This is certainly advisable when the dredger is a barge loading suction dredger. The water surrounding the dredger due to the overflow of the barges is diluted by fine sand particles, and thus the water taken in by the water pump. 4.8.2.8 The winches Besides the ladder winch and the auxiliary winches, the Suction dredger is equipped with six winches for mooring: • one bow winch • two forward side winches • two after side winches • one stern winch to maintain tension on the bow winch 4.8.2.9 The ladder winch


Page 27 of 35

The ladder winch that serves to adjust to the correct dredging depth is usually mounted on deck. If the hoisting wire runs through one or more blocks, the lowest block is fastened to the suction pipe by a rod (Figure 4.41). This is to prevent the block from being fouled by sand when dredging an irregularly shearing breach/bank. At present slow running electric or hydraulic drives are used. Rod

Figure 4. 41

4.8.2.10 The bow winch With the aid of the bow winch the suction pipe is held against the breach or bank. For the optimum control of the suction process good control of the bow winch is essential. It must be possible to pay out the bow winch quickly when moving the bow anchor. Bow winches are mounted on or below deck. Because of the great length of the bow wire, the bow winch usually has a large drum. 4.8.2.11 The side winches The side winches control the position and direction of the dredger in both the cut and in the dredging area. Side winches are usually mounted on deck and are electrically or hydraulically driven. 4.8.2.12 The stern winch The stern winch has a secondary function, namely to maintain tension on the bow wire, and it does not determine the production. Like the side winches it mainly comes into action when the dredger is being moved to another cut. The stern winch is usually mounted on the stern deck and electrically or hydraulically driven. 4.8.2.13 The auxiliary winches The moving of the sprayers and the warping of the barges is usually done by separate winches. One or more jib cranes may be fitted and used to lift heavy parts during repairs. 4.8.2.14 The fairlead To sail the barge from and to the dredger fairleads are used to bring the side line wires on a sufficient depth below the water level that the barge can sail over the wires.


Page 28 of 35

Side wire

Fairleadguide

Pin to change the height of the fairlead

Figure 4. 42 Fairlead


Page 29 of 35

4.9 The dredging process

The dredging process of a suction dredger can be subdivided into 1. The behaviour of the breach/bank during dredging also termed the breach/bank

production. 2. The suction production of the dredger. 3. The discharge production of the dredger. The last two productions will not be considered in these lecture notes. They will be treated in a course on dredge pumps and pipeline transport because the calculations involved are similar for all types of dredger.

4.9.1 The production of the breach When a vertical suction pipe is lowered into a sand layer quickly, narrow pit forms with almost vertical side slopes (Figure 4.43). The diameter of the pit decreases from the top downward with time so the sand grains and sand fragments glide down under the force of gravity. The velocity at which the instability of the slope moves depends on the permeability and the relative density of the sand layer and is roughly 20 to 40 times the permeability, depending on the slope and the angle of internal friction of the breach.

Suction tube

Slope

240

150

210180

120100

80

60

50

4030

20

15

0

Suction velocity v = 2.5 m/ss

Time in seconds

vsvwall

Figure 4. 43

Detailed information about this process can be found in the lecture note wb3413 the “Breaching process” . When, under laboratory conditions, a 2-D suction mouth is moved forward with a constant speed at the base of a breach, a slope with an angle β will occur which is much steeper than the angle of internal friction. (Figure 4.4)

vwvh

� �A B

C D

Figure 4. 44

The relation between vw and vz follows from the similarity of shape after a time ∆t.


Page 30 of 35

and1 1tan

tan tan

w h

H Hv t v t

αα β

⋅∆ = ⋅∆ =−

From this it thus follows that:

v vh w= −��

��

1tantan

αβ

Production per metre wide:

tan1

tansand h wQ v H v Hαβ

� �= ⋅ = ⋅ −� �

� �

Here H is the height of the breach/bank. The cause of the steeper slope is cause by the dilantancy (an increase of porosity) due to the shearing of the sand matrix. When the porosity increases pore water has to flow to the these large pores. When this happens slowly a decrease in pore pressure will occur and a increase in the effective stresses causing an more stability. When sufficient water has flowed into the pores the under pressure and additional stability will vanish. When a 3D suction pipe is moved forward horizontally at a constant speed a pit forms the slope of which is at its steepest directly in front of the suction pipe (Figure 4.45). The slope decreasing at the sides to a value α that is determined by the eroding effect of the density current flowing towards the suction mouth. The angle β between the slope just in front of the suction pipe and the horizontal can be derived according above. If all the material is removed, the production will be:

2

2 tanh h

H HQ W v v

α= =

However, due to the movement of the suction tube not all the material from the side slopes will reach the suction mouth and spillage will occur.

H1 1

tan tanα β−

FHG

IKJ H

tanβ

Htanα

H

tanα

H

bSpillage from breach

a)

b)

Symmetry plane

H1 1

tan tanα β−HG KJ H

tanβ

Htanα

H

tanα

Vh

Figure 4. 45

This spillage can be calculated with the following production balance can be set up:

( )22

tan 2 tan tanh w h

H SH S S SHv v v

α δ α−− − =

with:

Symbol Declaration Dimension


Page 31 of 35

H Maximum pit depth M S Height of spillage M vh Horizontal velocity suction mouth m/s Vw Distortion (Wall) velocity m/s α Minimum slope angle angle of internal friction °

The first term is the volume per unit of time passing through area of the plane TAR, the second term is the production from the face BAT and BRA with ½S being the average height retrogressive erosion or wall over the area considered and the term on right side of the equation is the volume per unit of time passing through a plane with the final cross section.

Htanβ

H Htan tanα β

−

tanS

δ

�S

�O AB

T

Htanβ

H Htan tanα β

−

tanS

δ

H

0.5b

0.5b

S

R

Figure 4. 46

This leads to:


Page 32 of 35

2 2 2 2

2 2 2 2

2

tan tan tan

tan2

tan

0tan

1tan

w

h

w

h

w

h

vH HS S H HS S

v

vH HS S H HS S

v

HS and S

vv

α δ ααδ

αδ

− − +− =

− − = − +

= =+

The theoretical production without spillage, according equation 2

tanh

HQ v

α= ,

the real production

2

2

tantantan

h w

h w

v H vQ

v vδαα

� ��

= � �� +� �

, and

the spillage production

2

2tantan

tantantan

hh

spillage

h w

vv HQ

v v

δα

δαα

� ��

= � �� +� �

Laboratory measurements have shown that tan4.77

tanαδ

= .

However, in practice appeared that the angle α is small too. Taking α=δ results in a production of:

2

22 2 1

tan tan 1

h w h

hh w

w

v H v v HQ

vv vv

α α

� �� = =� �+ � �� +� ��

4.9.2 The production of the pumps The sand flowing towards the suction mouth will be taken up by the dredger and must be transported away by means of barges or pumped to the disposal site via a pipeline. Depending on the pipeline system and the position(s) of the sand pump(s) the following situations may occur. More sand flows to the suction mouth than the pumps can handle. The pump is the limiting factor and this criterion can be subdivided as follows:

• The under-pressure/vacuum in front of the pump is the limiting factor. The under pressure in front of the pump is so high that cavitation occurs, resulting in the loss of the discharge pressure. The pump then cuts out. The only good remedy is to position the underwater pump deeper.

• The discharge pressure is the limiting factor. The discharge distance is so long that the pressure required for the critical velocity of the mixture is higher than the pump can deliver. A stationary deposit will be formed in the pipeline, with the chance of a totally blocked pipeline. Depending on the loading on the engine, consideration can be given to the installation of a pump with a larger impeller or to changing the transmission ratio in the gearbox. If the loading of the engine is already maximal the maximum concentration has been reached.

• The pump torque is the limiting factor. This is the contrary situation to the above mentioned limiting pressure situation. The remedy is to use a smaller impeller.


Page 33 of 35

4.9.3 The production of the barges The pump production of a barge loading stationary suction dredger is not the same as the amount of material transported by means of barges. This is caused by the overflow losses that occur during the loading and also the bulking that occurs because the sand in the barges often has a lower density than the in situ density. These two factors must be taken into account when determining how many barges are required. The number of barges follows from:

( ) ( ) ( )n

P ov

P

P ovL

t

P ov

Lt

bak bak

cyclus

bakcyclus=

−=

−=

−1 1 1β β β (4.24)

Here: N = number of barges [-] P = pump production [m³/s] Ov = overflow loss [-] ß = bulking factor [-] Lbarge = load of barge [m³] Tcycle = cycle time [s] As a rule of thumb the percentage smaller than 100 µm can be taken as overflow losses. The bulking is determined by the difference volume weight in situ and in the barge. With strongly graded material the volume weight in the barge is ± 19 kN/m³ and with uniform material this can decrease to ± 18 kN/m³. For the calculation of the bulking reference should be made to Section 2.6.3.1. The cycle time of the barge is composed of: • the loading time • the sailing time • the discharge time • the return sailing time • waiting times for bridges, locks etc. In addition to the fact that the pit or the pump can be *maatgevend, with a barge-loading dredger, a situation may occur in which the barges are *maatgevend. In other words there are not enough barges. A situation that may have a variety of causes such as: • weather and wave conditions • shipping • Bridges and lock • Unequal speeds of the barges • Loss of time by the barge • Delays on the dredger • Loss of time at the discharge site It will be clear that when using a barge-loading dredger there is always a chance of delays due to the absence of a barge.


Page 34 of 35

Because the above mentioned delays can be reasonably well estimated with regard to their average values and standard deviations, the Monte Carlo Simulation can provide insight into the probability of delay resulting from the absence of barges.

4.10 The dustpan dredger

As appears in chapter 4.9.1, the production of the suction dredger is proportional to the square of the breach height. With low breach heights the production remains lower than the discharge capacity of the pump. In order to compensate this to some extent, a broad suction mouth, the dustpan head, is mounted on the suction pipe. The width of the dustpan head is 10 - 15 times the diameter of the suction pipe. In addition a large number of spray nozzles are mounted on this suction head, which by means for water jets stimulate breaching process. Moreover they are necessary to prevent the suction head from becoming blocked. The working effect of the spray nozzles can be calculated in the same way as is given in chapter 4.5.6.1. In fact, the dustpan dredger has been superseded by the cutter suction dredger, which, with a considerable larger width of cut, can attain a much higher production on low breaches/banks.

zuigmond

Figure 4. 47 Dustpan heads

Dustpan dredgers are now only used for small projects or on special dredgers such as the “Cardium.” The “Cardium” is equipped with 6 suction pipes and suction pumps, each with two suction mouths, in order to ensure that the bottom is at the correct depth (the foremost suction mouth is in dustpan mode) and is flat and clean immediately before a block mattress is laid down (clean up model).


Page 35 of 35

Figure 4. 48 Dustpan haed with pump and pipel ine sceme of the matress laying vessel “CARDIUM”

4.11 References

1. Offshore soil mechanics, Verruit, 1992 2. Investigations to the spillage of the horizontal suction process, W.J. Vlasblom, to be

published in May 2003. 3. Hydraulic excavation of sand, H.N.C. Breusers, Proceedings International course Modern

Dredging, June 1977, The Hague 4. Neue Erkentnisse beim Gewinne und Transport von Sand im Spülproject Venserpolder,

J. de Koning 5. Coastal & Ocean Dredging, J.B. Herbich, Gulf Publishing Company, Texas 6. Lecture notes wb 3413 “The Breaching Process” 7. Lecture notes additional to wb 3414 “ Dredge pumps”

Chapter 5 Barge Unloading Dredgers ———————————————————————————————————————

5. The barge unloading/reclamation Dredger

5. The barge unloading/reclamation Dredger........................................................................ 1 5.1. General considerations...................................................................................................2

5.1.1. Characteristics ............................................................................................................3 5.1.2. The areas of application..............................................................................................3 5.1.3. The history..................................................................................................................3 5.1.4. Work method ..............................................................................................................4

5.2. The design......................................................................................................................6 5.2.1. The production capacity .............................................................................................6 5.2.2. The transport distance.................................................................................................6 5.2.3. The dredge installation. ..............................................................................................7

5.3. Main layout ....................................................................................................................13 5.4. Technical construction ...................................................................................................16

5.4.1. The hull.......................................................................................................................16 5.4.2. The pipelines ..............................................................................................................18 5.4.3. The shore connection..................................................................................................18

5.5. The dredging process .....................................................................................................19

Figure 5-1 Barge unlading dredger “HOLLAND”

A specialized dredging tool that can be categorized in the section of stationary plane suction dredgers is the barge unloading/reclamation suction dredger.

Page 1 of 21


5.1. General considerations

Barges that are used for the transport of dredged material can be divided in self-unloading and non-self-unloading. The self-unloading barges, called hopper dump barges or bottom unloaders, are usually equipped with doors (valves) that one way or the other can be opened to dump the dredged material under water. Non-self-unloading barges need to be unloaded either mechanically or hydraulically. Mechanical unloading can be done with a grab, backhoe, excavating wheel or bucket elevator. Non-self-unloading barges are therefore often called elevator barges.

Figure 5-2 A Japanese BUD with backhoe’s and belt conveyors.

Hydraulic unloading can be done using a shore pump discharge system, usually installed in trailing suction hopper dredgers or by means of a barge unloading suction dredger. For the last 20 years the transport with barges is strongly reduced and because, as mentioned, the barge unloader is a specialized dredge tool, it is hard to use the tool for other purposes. Hence the amount of barge unloading suction dredgers has decreased considerably in this period. At present many barge unloading suction dredgers are in service that can also be used as plain suction dredger or cutter suction dredger.

Page 2 of 21


5.1.1. Characteristics

10

13

13a14

15

28 28

1617

23

20

2222

18 34

3

19

5

6

8

13a

13

2

34

1 5

1324

6

78

12

7 7

25

9

11

25

13a

1314 15

16

17

19 18

1820 4

23

31

3123

31

31

13a

13

30

22

213029

7

3

25

8

7

9

10119

Figure 5-3

Figure 5-3The barge unloading suction dredger is a stationary dredge tool, moored along mooring piles or anchored with spuds. ( ) The barges are moored along the tool for unloading. The tool is equipped with one or more sand pumps and a jet pump. The suction pipe sticks out at the side of the tool and can be lowered in the barge lying next to the dredger. The water needed for the mixture and the transport is jetted into the barge using one or more nozzles.

5.1.2. The areas of application The barge unloading suction dredger is able to unload barges hydraulically. These barges are filled one way or the other, for instance with a plain suction dredger or a bucket ladder dredger. The material in the barge is diluted with water and sucked up (figure 5.1). This immediately implies that the barge unloading suction dredger can only handle materials that fluidize quickly like silt and sand. Cohesive materials, of which the forming of a mixture is too slow, will cause the barge unloading suction dredger a lot of problems.

5.1.3. The history The barge unloading suction dredger is a Dutch development. During the excavation of the North Sea Canal a stationary plain suction dredger was transformed to a barge unloading suction dredger (± 1875). Before the barges were unloaded using a bucket elevator. Next the material was transported to the dump with small sand trains. With the arrival of the barge unloading suction dredger these trains, which were very labor-extensive became redundant. Besides it was now possible to transport weak soils simply. The first pressure pipes were mad of wood but soon these were replaced by iron pipes.

Page 3 of 21


Figure 5-4 The steam driven BUD “Sliedrecht I”

5.1.4. Work method In the working method is schematically explained Figure 5-1At the start of unloading process, the suction pipe is lowered to the sand level in the barge, while the jet pump is connected to the suction pipe. The speed of the dredge pump on board of the dredgers is reduced in such away that the jet water flows via the suction tube on the sand in the barge, where its erodes a pit under the suction mouth. The dredge master lowers the suction mouth below the water level in this pit. When no air is released via the suction mouth, the butterfly valve between the jet pump and suction pipeline is slowly closed, causing an outflow of jet water via the jet nozzle. ( .A.). Meanwhile the speed of the dredge pump is increased

Figure 5-5

Figure 5-5Figure 5-5

Figure 5-5

When the dredging process is running well, the jet nozzle erodes the breach while the sand is removed via the suction mouth. During this process the pit under the suction mouth becomes larger and the suction mouth is lowering until she reaches the bottom of the barge. (

.B). Sand flowed behind the suction mouth has to be jetted back to the suction mouth regularly ( .C). Therefore modern BUD”s have either a jet installation around the suction mouth or additional jet pipe to overcome this problem The concentration in the discharge line is controlled by hauling the barge ( .D).

Page 4 of 21


Jet pjpe

Suction pipe

Figure 5-5 Working method of barge unloading

During the exchange of the barges the pressure side of the jet pump is connected with the suction side of the sand pump. This keeps the sand pump moving in the discharge line. The more the sand-water mixture is exchanged for clean water in the discharge pipeline, the velocity increases and if necessary the number of revolutions of the sand pump can be reduced. Apart from the continuation of the dredging process, this construction is necessary to prevent the suction in of air through the suction mouth of the suction pipe, with all consequences (think of submerged pipelines). When the next barge is moored along the barge unloading suction dredger, the number of revolutions of the sand pump is decreased such that it just can handle the flow rate of the jet pump. The surplus water is run away through the jet piping and the suction pipe and a new dredge cycle can start.

Page 5 of 21


Figure 5-6 Unloading a barge

5.2. The design

The barge unloading suction dredger has to fulfill in principal two functions: 1. the material in the barges must be diluted such that a mixture develops that can be sucked up

in high concentrations. 2. the dredge pumps in the dredger have to take care that the sucked up material can be pumped

to the reclamation area with enough velocity and production.

5.2.1. The production capacity Like with the other tools the required production capacity plays a crucial role in the design. The production capacity is however determined by the supply of the sand by barges and therefore by the tool that loads the barges. This can be, for instance, a barge loading plain suction dredger, a backhoe dredger or a bucket dredger. For the design of the barge unloading suction dredger the required production for each barge is the criterion, so the required discharge time for each barge. After all the non-presence of barges by external causes has nothing to do with the required production capacity. Besides that the size of the barges is of course of influence on the required production capacity.

5.2.2. The transport distance The transport distance gives requirements for the installed dredge pump power and the necessity for the installation of one or more pumps. For further details with regard to the choice of the pumps see Chapter 4 Plain suction dredgers.

Page 6 of 21


5.2.3. The dredge installation.

5.1.1.1 General When the dredge capacity is known, this requirement, like with the plain suction dredger, is translated in: 1. a sand flow rate Q 2. a sand concentration Cvd

After all: 1

vdCP Qn

= ⋅−

with: P = production [m3/s] Q = flow rate [m3/s] Cvd = transport concentration [-] n = porosity [-] The minimum flow rate is determined by the critical velocity that is required to keep the material in motion. So ( ), 2 1critical l h sv F g S= D− in which the value of Fl,h is determined by the to be

pumped material (see wb3414, Dredging processes). The maximum concentration that can be sucked depends on many factors, like: • the breach behavior of the soil. • the design of the suction mouth in comparison with the width of the barge. • the maximum mixture forming that can be reached with the water nozzles and the jets at the

suction mouth and the flow rate of the jet pump. • the height of the suction pipeline. Because the maximum under pressure is created here, it

determines for a large part the maximum concentration. As a value a concentration of 1400 kg/m3 is maintained.

This last factor can be checked with the vacuum formula (see also ): Figure 5-7

2

2

sin 2

sin 2

b m

bm

H k vH g vac H k gD g

H g vacH k v H k g

D g

ρ µ λ ρβ

ρρµ λ

β

++ = + + + ⋅

+= +

+ + + ⋅

In which:

H Depth suction mouth below water level in barge [m] k height discharge piping above the water in the barge [m] vac maximum allowable vacuum in the discharge piping [kPa] ρw density water [k/m3] ρm density mixture [k/m3]

Page 7 of 21


ρb density mixture of the water in the barge [k/m3] β angle of suction pipe with horizontal. [°] µ loss coefficient [-] λ friction coefficient Darcy Weissbach [-] D diameter suction pipe [m] v suction velocity [m/s] g Gravity [m/s2]

kH

Figure 5-7

For H=2.5 m; ρb=1050 [k/m3]; vac = 90 kPa; (1.5 0.01sin z

H k h kD

µ λβ

+ )+ = + + ⋅ and v= 4

m/s the below shown graph is obtained.

H e ight suction line above wate rle ve l in barge [m]

10111213141516171819

0 2 4 6 8

Figure 5-8

Figure 5-8

This graph shows ( ) that the upper side of the suction pipe may lay hardly more than 3 m above the water level in the barge to meet the earlier mentioned requirement of γm=1400 [kN/m3]. This height needs than to be sufficient to haul the barge underneath the suction pipe.

Page 8 of 21


The expected average concentration during the suction of the barge is dependent on: • the time necessary to start the process, see the chapter the dredging process 5.4. • the availability of a barge hauling installation. The production is mainly determined by the

haul speed of the barge. • the whether or not present of additional bulkheads in the barge, for which extra breaking in

necessary. When both the critical velocity as the average and maximal concentration are determined, both the pump flow rate and the diameter of the pressure piping are also fixed (see chapter 4.2.1).

5.1.1.2 The suction mouth and pipe Nowadays the suction mouth of a BUD is provided with jets to improve the mixture forming and to hindered the settling of material behind the suction mouth (

) Figure

5-9

Figure 5-9

The width of the suction mouth is based on the smallest hopper width of the barge. Are barges used with different sizes it is advisable to design a flexible suction pipe ( ). Sometimes the suction mouth is provided with bars to avoid debris and boulders entering the suction mouth.

Figure 5-9 Suction mouth and pipe

5.1.1.3 The jet pumps All the water necessary to transport the sand over the required distance must be supplied to the barge by the jet pump. The flow rate of the jet pumps depends on the functions of these pumps. Usually two functions are considered: 1. The activation of the breach. By way of a water nozzle before the suction mouth the breach is

activated. Usually a second water nozzle is present that jets loose the sand behind the suction mouth so that it still is sucked up by the suction mouth.

2. The mixture forming. The flow rate of the jet pump must be related to the average concentration that can be sucked. Here also that the following condition must be met:

11

j vd

m

Q CQ n

= −−

In this: Qj = the jet flow rate [m3/s] Qm = the sand flow rate [m3/s] Cvd = the transport concentration [-] n = pore percentage [-]

Page 9 of 21


Relation Qj/Qm - Cvd

Qj/Q

0 0.

0.

0.

0.

0.

0.

0.

0 0. 0. 0. 0. 1

n=.

n=.

n=.

n=.

Figure 5-10

Figure 5-10 Looking at the above mentioned boundary conditions ( ) the flow rate of the jet pump needs to be 0.4 to 0.5 times the flow rate of the sand pump. With a decrease in the concentration, like when the suction mouth reaches the end of the barge, the flow rate of the jet pump will have to increase to maintain the desired velocity in the pressure piping. If this is not possible the water level in the barge will drop. If there is however enough water in the barge to maintain the velocity there is no problem. If this is not the case water have be supplied in another way to maintain the velocity in the discharge line. F.i. an additional water inlet connected to the suction side of the discharge pump

jetpump engine

suctionstrainer

dredgepump engine

Nozzle

valve

Turning gland

Suction mouth

Dredgepump

Jetpump

1

2 3

4

Figure 5-11 Pump-pipeline layout on board of a barge unloading dredger

Figure 5-11

This is possible by installing a pipe from the suction side of the pump to the bottom of the pontoon or the suction strainer or weed box ( ). In such a design enough water can be sucked up at all times to maintain the dredge pump process , also when the unloading of the barge is stopped completely.

Page 10 of 21


5.1.1.4 The jet pump drive The drive of the jet pump may be electrical or diesel driven. The dredge master controls the process visually by keep the water level in the barge at a constant height. Increasing or decreasing of the water level determines that there is no equilibrium between the volumes water pump into the barge and the mixture pump out of the barge. Therefore speed control is necessary to control the unloading process well.

5.1.1.5 The sand pump. The dredge pump should be chosen on basis of discharge properties and less on suction properties, because the last properties are mainly determined by the highest point of suction pipeline. The required manometric pressure of the pump is determined by the transport distance. When large pumping distance is large, more than one dredge pump may be necessary. The use of submerged pumps close to the suction mouth to increase to design density of the mixture is also possible but expensive. For Dutch dredging environment it seems not useful due to the shallow and relatively small barges. However in Japan where large sea-going barges are frequently use, there is a need for a submerged pump as shown in . Figure 5-12

Figure 5-12 Japanese BUD

5.1.1.6 The sand pump drive In the process of barge unloading suction dredging the control of the sand pump(s) plays an important part. After all, when the sand pump is not connected to a suction strainer, the flow rate must drop to the value of the jet pump when exchanging the barges. This is done by decreasing the number of revolutions of the dredge pump drive. By the decrease in flow rate this will usually not cause any trouble for the allowable couple of the drive.

Page 11 of 21


5.1.1.7 The barge hauling installation Modern BUD”S have an installation to move the barge along the dredger by means of a so-called barge hauling installation. The installation consist of a steel wire or rail along the full length of the mooring side of the BUD. ( ) Figure 5-13On a pulley or a movable part on the rail two slings are connected. These sling are on the side connected to the bollards on the barge. (

) This construction has the advantage that the barge is kept along side of the BUD, The pulley or slide is connected via a wire to a winch, which makes it possible for the dredge master to control the haul speed by himself. Figure 5-13 Sliding part of the Barge Hauling installation

Figure 5-14

Figure 5-14 Barge hauling installation with pulley and wire

Page 12 of 21


5.3. Main layout

The layout of the barge unloading suction dredgers is quite simple. The hull consists of a simple rectangular pontoon, usually anchored by spuds at the ends ( Figure 5-16). Centrally in the pontoon the pumps (dredge and jet pump) and engine room are located. Furthermore fuel and water tanks and storage rooms are situated in the pontoon. The control of the dredger is done from a cabin at the side of the deck from which the suction operator has a good view on the alongside moored barge. Present accommodations are also situated above decks ( and Figure 5-16). Instead of spuds the barge unloading dredger might be moored on wires. Suction pipe, discharge pipe are supported by booms or A-frames. The jet pipe or nozzle by hydraulic cylinders to control the direction of the jet water.

Figure 5-16

Figure 5-16 View of the BUD Rozkolec

Figure 5-15

Figure 5-15 BUD Rozkolec

Page 13 of 21


Figure shows the top view of the BUD Sliedrecht 14 and Figure 5-18 the side view of the same dredger.

Figure 5-17

Figure 5-17 Top view of BUD Sliedrecht 14

Figure 5-18 Side view of BUD Sliedrecht 14

Figure Figure 5-19 shows a barge unloading dredger that can be used as a plain suction dredger too.

Page 14 of 21


Figure 5-19 BUD Hercules

Page 15 of 21


5.4. Technical construction

5.4.1. The hull The main dimensions length, width and depth of the pontoon depend totally on the requirements for the above mentioned design parameters and the from these following demands for stability and strength. The light weight of the pontoon in tons is roughly 25 % of the total power installed (Figure 5.12)

y = 0.2496xR2 = 0.7486

0

200

400

600

800

1000

1200

1400

0 1,000 2,000 3,000 4,000 5,000 6,000

Total installed power [kW]L

ight

wie

ight

[ton

]

Figure 5-20 Light weight versus installed power.

The pontoon volume in cubic meters is almost 2.5 times the light weight in tons (Figure 5.13). Length of width have values between 4 and 4.5 while width over draught have values between 3 and 6.

y = 2.4534xR2 = 0.8951

0

500

1000

1500

2000

2500

3000

3500

0 200 400 600 800 1000 1200 1400

Light weigth [tons]

BL

D [m

3]

Figure 5-21 pontoon volume versus light weight

The fuel and water tanks are distributed such over the pontoon that a good trim of the ship is obtained. The winches for hauling the barges during the suction process are located on the deck. The barge unloading suction dredger is in general equipped with spuds for anchorage.

0

12

3

4

56

7

0 200 400 600 800 1000 1200 1400

Light weight [tons]

L/B

and

B/T

L/B B/T

Figure 5-22

Page 16 of 21


Figure 5-23 Plain Suction and BargeUunloading Dredge Seeland

Besides plain suction dredgers Figure 5-1 and Figure 5-23 also cutter suction dredgers can be converted into a barge unloading dredger. ( Figure 5-24), although the last conversion will be more expensive.

Figure 5-24 The CSD “VICKSBURG” converted to a Barge Unloading Dredger

Page 17 of 21


5.4.2. The pipelines The suction pipe that sticks out of the construction on the side where the barges are moored, must on the one hand be located as low as possible for the pump process and on the other hand be high enough to let the empty barges through underneath. The lower part of the suction pipe, the haul pipe, runs parallel and approximately in the centerline of the barge. This part can rotate around a horizontal axis by way of a rotation gland mounted in the horizontal part of the suction pipe. Since this construction causes a under pressure in the suction pipe during dredging, a lot of attention must be given to the air tightness of the piping. The necessary movability of the suction pipe is obtained by hanging this pipe in a boom with a hoist cable. For good movability the suction pipe can swing in a horizontal plane by a hinge mounted in the suction tube. (Figure 5-25) The suction mouth is in general widened to obtain a lower height of the suction mouth with a similar opening surface. This reduces the chance of sucking in air. (Figure 5-9)

Figure 5-25 Movable suction tube

The supply of the necessary dilution water to the barge is done with one or two water nozzles. In case of one nozzle the suction mouth is usually equipped with jets, while the movability of the main nozzle is than so large that it can also spray behind the suction mouth. To present sand well to the suction mouth it is necessary to have moveable water nozzles. This is done using hydraulic cylinders. For the dredging process the pressure side of the jet pump is, except for the water nozzles, also connected with suction side of the dredge pump.

5.4.3. The shore connection The connection of the dredger to the shore needs to be flexible at all times, due to the movements of the barge unloading suction dredger by: • trim during dredging • difference in draught by supplies • tides or water levels • hits of the barges against the dredger

Page 18 of 21


Figure 5-26 Shore connection for a barge unloading suction dredger

The shore connection must therefore consist of enough hinges. A flexible hose can also possibly give enough flexibility, if this doesn't get stuck on the slope of the embankment. For large differences extra attention must be paid to this movement (Figure 5-26).

5.5. The dredging process

The dredge process is a hydraulic transport process with a clear non-stationary character as a result of the exchange of the barges. After all this results that on regular intervals the production reduces to nil. In Figure 5-27 the concentration and the sand pump speed and jet pump flow rate are shown as function of time. The first phase is characterized by an increasing concentration during the process to bring the suction mouth to the bottom of the barge. During the second phase the concentration is approximately constant. The barge is hauled under the suction pipe with constant velocity. The last phase consists of a decreasing concentration because the suction mouth reaches the end of the barge, resulting in a decreasing face height Time

To jet nozzledredge pump

Qjet

Speeddredge pump

Conc.

Time

Time

Todredge pump

To

Figure 5-27

This phase is lengthened if the barge have to be cleaned. (The barge is pulled back and the remaining sand is dredged.) Such a process might be necessary when the barge is relative wide compare to the suction mouth and the suction mouth can’t swing in the horizontal plane.

Page 19 of 21


The production is determined by the breachebility of the sand in the barge and the erosion by the jet water. This dredging process is mainly determined by the minimum NPSH value on top of the suction pipeline and the time necessary to change the barge and to start the dredging process again, as mentioned above. A complication however is that during the emptying of the barge the sand pump flow rate corresponds to the jet pump flow rate and the amount of sucked up sand. If this is not the case than the flow rate in the barge will raise or drop. In a good tuned up process the suction operator maintains the water level in the barge by hauling the barge slower or faster underneath the suction mouth. If there is a continuous increase or decrease of the water level in the barge than the number of revolutions of the sand pump must be adjusted. To obtain the highest possible concentration the water level in the barge must be as high as possible. Unfortunately the breaching of the sand behaves different under water than above water. If the water level in the barge is high the dredge master can’t see if sand flows behind the suction mouth and prefers a low water level in the barge. During the exchange of the barges the velocity in the pressure piping needs to be maintained to avoid sanding up. For this the suction side of the sand pump can be connected to the weed box (figure 5.7). This is not directly necessary. Since the pressure side of the jet pump is in connection with the suction side of the dredge pump a situation with two pumps in series is obtained. The required sand pump flow rate can now be reached by the control of the number of revolutions of the sand pump engine.

pressure

Capacity

Pipeline resistance for waterDredge pump curve for

water at low rpm

Pipeline resistancefor mixture

Jet pump curve IJet pump curve II

QB

A BC

Dredge pump curve formixture at high rpm

Dredge pump curve forwater at high rpm

W

D

E

QC QA

Figure 5-28 Pump –pipeline interaction for a barge unloading system

Page 20 of 21


Page 21 of 21

In Figure 5-28 the pipe and pump characteristics are drawn for the pumping of water and mixture. If it is desired to maintain the minimal flow rate QA during the exchange of the barges, than this is possible, when the suction side of the sand pump is connected with the weed box, by reducing the number of revolutions regularly. This makes the operating point W shift to A. Without a reduction of the number of revolutions of the sand pump, in the last phase of the emptying process, the operating point W will shift over the dotted line to point E, so to a reasonable higher flow rate. If the suction side of the sand pump is connected to the pressure side of the jet pump than the operating point will be in A or B for the same low number of revolutions of the sand pump and dependent on the pump characteristics of the jet pump. For the calculation of the hydraulic process one can refer to the course Wb3414 Dredging Processes 2.

Chapter 6 Bucket (Ladder) Dredger ———————————————————————————————————————

6. The bucket dredger

Figure 6- 1

6. The bucket dredger ----------------------------------------------------------------------------------------------------1

6.1. General Considerations ------------------------------------------------------------------------------------------2 The bucket dredger is one of the mechanical dredgers.----------------------------------------------------------------2 6.2. Area of application------------------------------------------------------------------------------------------------3 6.3. The history ---------------------------------------------------------------------------------------------------------4 6.4. The method of working -------------------------------------------------------------------------------------------5

When a bucket dredger is working the anchoring system plays an important role in both positioning the dredger in the cut and in the excavation by the buckets.------------------------------------------------------------5

6.5. The design ----------------------------------------------------------------------------------------------------------6 6.5.1. The production capacity --------------------------------------------------------------------------------------7 6.5.2. The dredging depth --------------------------------------------------------------------------------------------7 6.5.2.1. De maximum dredging depth ---------------------------------------------------------------------------------8

5.2.3. The soil ---------------------------------------------------------------------------------------------------------- 10 5.2.4. The transport of the dredged material------------------------------------------------------------------------ 10 5.2.5. The main drive-------------------------------------------------------------------------------------------------- 10

Page 1 of 25


For small dredging depths this may increase to a factor 4!--------------------------------------------------------- 11 5.2.6. The winches ----------------------------------------------------------------------------------------------------- 13

6.6. 5.3. The general layout ----------------------------------------------------------------------------------------- 15 6.7. 5.4. The technical construction -------------------------------------------------------------------------------- 15

5.4.1. The hull ---------------------------------------------------------------------------------------------------------- 15 5.4.2. The main gantry ------------------------------------------------------------------------------------------------ 16 5.4.3. The bucket ladder ---------------------------------------------------------------------------------------------- 16 5.4.4. Dredge buckets ------------------------------------------------------------------------------------------------- 18 5.4.5 The ladder gantry------------------------------------------------------------------------------------------------ 20 5.4.6 The main drive--------------------------------------------------------------------------------------------------- 20 5.4.7 The winches------------------------------------------------------------------------------------------------------ 21

6.8. 5.5 The stability-------------------------------------------------------------------------------------------------- 21 6.9. 5.6. The dredging process-------------------------------------------------------------------------------------- 21

This is the machine characteristic.--------------------------------------------------------------------------------------- 24

6.1. General Considerations

The bucket dredger is one of the mechanical dredgers. A bucket dredger is a stationary dredger that is equipped with a continuous chain of buckets, which are carried through a structure, the ladder (Figure 6- 2. This ladder is mounted in a U-shaped pontoon. The drive of the bucket chain is on the upper side. The bucket dredger is anchored on six anchors. During dredging, the dredger swings round the bow anchor by taking in or paying out the winches on board. The buckets, which are filled on the underside, are emptied on the upper side by tipping their contents into a chute along which the dredged material can slide into the barges moored alongside. The chain is driven by the so called upper tumbler at top of ladder frame, which is connected either via a belt to the diesel or directly to an electro motor or hydro-motor.

Figure 6- 2

Page 2 of 25


Since 1960, bucket dredgers ( also called bucket line dredge(r) or bucket chain dredge(r)) that were much used before the Second World War, have been almost entirely replaced by Backhoe dredgers or trailing suction hopper dredgers and cutter suction dredgers. The reason for this is that the bucket dredger, with its six anchors, is a big obstacle to shipping. Moreover maintenance costs are high and the bucket dredger requires many highly skilled operatives. But above all, their production has not kept pace with the increase in scale that has taken place in the suction dredgers.

6.2. Area of application Bucket dredgers are only used in new or maintenance dredging projects when the initial depth of the area to be dredged is too shallow for trailing suction hopper dredgers and the distances involved are too long for hydraulic transport. For environmental projects, which require the dredging of ‘in situ densities’, the bucket dredger is suitable peace of equipment. When dredging for construction materials such as sand and gravel, or for minerals such as gold and tin ores, bucket dredgers are still frequently used. Bucket dredgers also come in a variety of types. For example: • Dredgers with or without the

means of propulsion (Figure 6- 3) • Dredgers with a conveyor belt

system (Figure 6- 4) • Dredgers with equipped with

pumps

Figure 6- 3

Figure 6- 4

Page 3 of 25


The maximum dredging depth is highly dependent on the size of the dredger. There are dredgers with a maximum dredging depth of more than 30 metres. Such large dredgers the minimum dredging depth is often 8 metres. Dredging in shallow water is certainly not the strongest point of the bucket dredger. Bucket dredgers can be used in almost every type of soil, from mud to soft rock. When rock has been fragmented by blasting, bucket dredgers are often used, because of their relative lack of sensitivity to variations in the size of the stones. Bucket dredgers cannot be used in areas with waves and swell. Furthermore, because of the amount of noise they produce, in urban areas they are often subject to restrictions in relation to the working time or the permitted number of decibels measured at a specific distance from them. The capacity of a bucket dredger is expressed in terms of the content of the buckets. The capacity of a bucket can vary between 50 and 1200 litres. Rock bucket dredgers often have a double set of buckets, the small rock buckets and the large mud buckets. This is in order to make better use of the power of the dredger and to widen the range of its use.

6.3. The history From a historical point of view, the bucket dredger derives from the ‘mud mill‘ that was invented in the Netherlands in 1589. In the earliest days this ‘mill’ was powered by a treadmill driven by manpower. (Figure 6-5) In 1622 the drive system was improved and horses could replace the men. Around the beginning of the 19th century the first steam driven bucket dredgers came into existence.

Figure 6- 5 MUD Mill Dredging Museum at Sliedrecht

Still, it was not until the second half of the century that steam dredgers had replaced those powered by horses. Over the course of the years preceding 1915, both the power of the dredgers and the capacity of the buckets increased. There was no further increase after that time. The great advantage of the bucket dredger is that it can attain a reasonable production in most types of soil from soft clay to soft rock. For this reason, by about 1900 the bucket dredger had grown to be the most important type of dredger in Europe; a position that it maintained until just after the Second World War. The two last steam powered bucket dredgers were built in the Netherlands in 1956. At the end of the fifties and beginning of the sixties, because of the big increase in the tonnage of oil and ore tankers, large deep-water ports were needed. This led to large dredging contracts, which created a need for bigger production units that, moreover, could dredge to a greater depth. Increasing the capacity of bucket dredgers is no longer the solution because deeper dredging with larger buckets leads to a very heavy bucket chain. Stationary suction dredgers and cutter suction dredgers could solve this problem in a considerably less expensive way. Besides their bigger production capacity, these suction dredgers also have the advantage that their maintenance costs are much lower. For these reasons buckets dredgers are now only used for the types of work mentioned above.

Page 4 of 25


6.4. The method of working When a bucket dredger is working the anchoring system plays an important role in both positioning the dredger in the cut and in the excavation by the buckets.

Figure 6- 6 Positioning of the dredger in the cut

As mentioned previously, the dredger swings round the bow anchors (Figure 6- 6) The bow wire has a length of 1 to 2 times the bucket capacity in litres. This means that for large dredgers it may be 1 to 2 km long. It will be clear that with such great lengths, measures must be taken to prevent the radius of the swing circle from being reduced by the bow wire being dragged over the bottom. Over water, therefore, one or more pontoons/floats/bow barges are positioned under the bow wire. If the bow wire runs mainly over land it is placed on a drum roller.

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The swinging of the dredger and the provision of the excavation forces is mainly carried out by the side winches. The side winch velocity used depends on the type of soil and also on the step length and the height of the cut. For the most effective possible transition of forces the side wires must make an angle with the bow wire that is a little smaller than 90° . When swinging round the bow anchor the swing angle (β) that the dredger makes with the swing circle (Figure 6- 6), must be kept as constant as possible. The choice of the swing angle is related to the clearance between the buckets on the lower part of the chain over the bottom or the slope. If this is not done it is possible that the bucket chain will run off the bottom tumbler as a result of the lateral forces that act on it. At the beginning of a new cut the swing angle is brought to the desired value as quickly s possible. If there is a current in the dredging area the swing angle must be kept as large as possible, that is at 90°. The stern winch controls the swing angle. The stern anchor is used to obtain the required tension in the bow wire. When dredging in tidal waters the stern anchor is usually used as a flood anchor if the winch and the wire are strong enough for this. The step length, the cut thickness and the swing velocity along the cut determine the amount of soil that is cut per unit of time. This amount must be at least in balance with the number of buckets per unit of time multiplied by the capacity of the buckets. In other words the bucket capacity and the bucket speed are related to the factors mentioned above, Some dredgers have more than one type of bucket, so that, depending on the soil type, the capacity can be adapted to the expected production. Because with high excavation forces the dredger will not be able to completely fill the buckets, so that they are partly filled with water. This is of course not economical. The position of the ladder, particular the ladder angle, also affects the maximum filling degree of the buckets. If the bucket rim is not horizontal, fluid soil will partly flow out of the bucket. After being carried upwards, the buckets are turned upside-down as they pass over the upper tumbler or the pentagon and, depending on the time, the material will fall out of the buckets. In order to accommodate to this time effect the discharge chute into which the dredged material falls, is adjustable in relation to the upper tumbler. Depending on the type of soil, extra measures may be necessary to promote the emptying of the buckets. From the discharge chute the material slides directly into the barge that is moored alongside the dredger or it is transported to it via conveyor belts. To obtain the most even possible filling of the barge it must be frequently warped along the side of the dredger.

6.5. The design When designing bucket dredgers the following design parameters are important: • Production capacity • Dredging depth (minimum and maximum) • Soil type • The discharge of the dredged material (barges or via pipeline) As previously mentioned, the bucket dredger can be used in all types of soil from clay to soft rock which has not been blasted and hard rock which has been fragmented by blasting. The type of soil to be dredged has a big influence on the design and the construction of the dredger. Considerable forces arise during the dredging of rock. For all types of soil it is necessary to know the required cutting capacity and the energy that is needed to transport the dredged material via the bucket chain to the upper tumbler.

Page 6 of 25


6.5.1. The production capacity The production capacity of a bucket dredger cannot be increased indefinitely. Increasing the production capacity of bucket dredgers implies increasing the bucket capacity. This means that the forces in the bucket chain resulting from the weight of the buckets and links themselves is also greatly increased. This in turn demands an even heavier construction. The production capacity of bucket dredgers therefore seldom rises above 100.000 m³/week. The same goes, to an even greater degree, for the dredging depth, because greater dredging depths demand longer bucket ladders and thus more buckets. In principle, the product of the bucket capacity and the bucket velocity determines the production capacity, thus: ; with: Q the production capacity in mb bQ I v= ⋅ b

3/s, Ib the effective volume of the bucket and vb the bucket speed in buckets per second. The maximum bucket size is 1200 litres and the maximum bucket velocity approximately 30 buckets per minute or .5 buckets per second. Often this bucket velocity can only be reached with empty buckets. With full buckets and when some excavation force is needed, the bucket velocity is quickly reduced to values of 15 to 20 buckets per minute. Moreover factors such as the filling rate of the bucket and the bulking factor of the soil play a part. For a bank height h [m], a step size s [m] and a lateral or swing speed vs [m/s], the insitu production Qs dredged is:

s sQ h s v= ⋅ ⋅ [m³/s]

This insitu production must be in balance with the bucket production Qb corrected for the filling degree FDb and the bulking factor B, thus:

b Db bs z

I F vQ h s vB

⋅ ⋅= ⋅ ⋅ =

Note: The filling degree FDb<1 and B>1 Because it is impossible to fill every bucket for 100% it is advisable to take as first assumption the filling degree a value of 0.85 and bulking factor depending on the soil to be dredge:

Type of soil Bulking factor Very soft silts and clay 1.05 Clay 1.3-1.5 sand 1.05- 1.25 Rock 1.3-1.4

6.5.2. The dredging depth As with other dredgers both the maximum and minimum dredging depths are very important in relation to the use of the dredger. Requirements in relation to these values are closely related to market demands. The difference between the maximum and minimum dredging depth determine the change of the angle of the bucket rim with the horizon.

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6.5.2.1. De maximum dredging depth For large bucket dredgers the maximum dredging depth is about 25 m. and exceptional 30 m. By adjusting the height of the mounting of the ladder on the ladder gantry or by lengthening the ladder, it is possible to dredge to a maximum depth of 35 m (see 5.4.3). It will be apparent that by adjusting the setting of the ladder or lengthening it, the number of buckets will increase. The figure below gives a general view of the dredging depths used. For the smaller bucket dredgers the dredging depth is around 10 m.

Dredging depth

05

10152025303540

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Bucket capacity [m3]

max

imum

ladd

er d

epth

[m]

Normalextended

Figure 6- 7

Page 8 of 25


5.2.2.2. The minimum dredging depth The minimum draught is, on one hand, determined by the required clearance including *navigational/keel clearance and, on the other hand, by the *filling degree of the buckets at the minimum dredging depth. In Figure 5.4 below, the maximum draught of the bucket dredger is shown as a function of the bucket capacity. From the graph it can be seen that for bucket dredgers with a bucket capacity of 300 litres the minimum dredging depth must lie between 3 and 4 metres.

Bucke t capacity [m3]

0

0.5

1

1.5

2

2.5

3

3.5

4

0.2 0.4 0.6 0.8 1 1.2 1.4

5. 1

With small dredging depths, depending on the ladder angle, because the buckets are tilted so far back *the filling degree may well be so low so that dredging in this situation becomes uneconomic. In the figure below (Figure 5.5), the *filling degree of the buckets is given as a function of the maximum dredging depths. The shape of the buckets is such that the maximum filling degree is obtained at the maximum dredging depth. Naturally the buckets can also be designed for the average dredging depth.

5. 2

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5.2.3. The soil The influence of the soil to be dredged is seen in the power of the upper tumbler, the strength of the ladder, links and buckets and also in the bucket capacity and shape. If a bucket dredger is equipped with buckets for both soft soil and rock, the capacity of the rock buckets is roughly 60 to 70% of that of the soft soil buckets. Naturally, the length of the links must be the same for both types of bucket. The length of the link must be the same. (Why?) Moreover rock buckets are usually cast and soft soil buckets are often welded.

5.2.4. The transport of the dredged material Usually barges that are loaded while moored alongside the dredger are used to transport the dredged material. The height of the main gantry must be such that the soil falling from the buckets can slide down into the barges moored alongside via the chute.

5.2.4.1. The bucket dredger with a pipeline discharge system Sometimes the dredged material is carried away directly. In these cases it is collected in a hopper and mixed with the right amount of water to be transported by means of a dredged pump and pipeline. As in the case of a cutter suction dredger, the floating pipeline is attached to the stern of the dredger. Naturally a barge with a dredge pump can also be moored alongside the dredger for this purpose. This option is increasingly rarely used; indeed, unless the work stipulates the use of a bucket dredger the contractor will employ the much cheaper cutter suction dredger.

5.2.4.2. Discharge by conveyor belts

5. 3

Conveyor belts are frequently used to discharge the dredged material when excavating sand and gravel for the cement industry. This type of discharge system can be easily fitted to the normal bucket dredger. The conveyor belts are mounted on floats that are attached to the stern of the dredge. Because no discharge chutes are used the main gantry can be lower.

5.2.5. The main drive The choice of the source of power for the drive of the bucket chain is now limited to a diesel with a direct belt drive, a diesel-electric drive or a diesel-hydraulic drive. When electricity can be obtained from landlines, for example during sand or gravel dredging, it is also possible to use an electric drive. The power/energy needed for the excavation, lifting of the soil, the friction of the buckets over the guiding rollers and the tumblers, the friction of the tumblers, resulting from tension in the bucket chain are transferred to the upper tumbler via the bucket chain. The required cutting power can be determined in a way similar to that described for the cutter suction dredger. Thus with the aid of the specific energy. If the desired cutting production is Qs and the specific cutting energy Es, the required cutting power is:

P Q Es s= ⋅ s (5.1)

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The required cutting power must be multiplied by a factor the represents the relation between the average and peak loads. When lifting the soil the number of buckets under or above water plays a role. Since:

( )[P Q g H He e w bw z o0 = ⋅ − + ⋅ρ ρ ρ ]w (5.2)

With: Qe = the bucket production [m3/s] g = acceleration due to gravity [m/s2] �e = the density of the dredged material in the bucket [kg/m3] How = the dredging depth [m] Haw = the height above water that the soil must be lifted. [m] In principle, the cutting production cannot exceed the production of the bucket chain, thus:

Q I E vB

Qse v e

e≤⋅ ⋅

= (5.3)

Here: Ev = the bucket *filling ve = the bucket velocity Ie = the bucket capacity B = the bulking factor If it is assumed that the quotient Ev is equal to 1 and Qs=Qe, the power required to lift the soil, is known. With a filling degree lower than 1 the weight of the water above the soil must also be included. Because the number of buckets that goes upwards is equal to the number of buckets that goes downwards it is not necessary to take into account lifting the weight of the buckets themselves. Naturally the friction of the guide rollers over which the buckets slide must be taken into account. The effect of the tensile forces also makes an extra contribution to the required drive power, with the exception of the friction in the bearings of the lower tumblers. To calculate the reactions and the tensile forces see Section 5.7 The total power required is thus:

P P P P Pt s o wl w= + + T+ (5.4)

Pt = the power to be installed Ps = the cutting power Po = the lifting power Pwl = the friction power/work of the guide rollers/pulleys PwT = the friction power/work of the tumblers The friction forces that, as described above, can arise are the cause of the fact that the gross energy requirement to lift the soil with a ladder angle of 45°, are roughly two times as high as the nett energy requirement. At small dredging depths this can increase to a factor 4! So the relation between the length of the lower/under-bend of the bucket chain and the length of the ladder has a big influence on the horizontal force (Figure 5.7). For small dredging depths this may increase to a factor 4!

Thus the relation between the length of the lower bend and the ladder S/L a big influence upon the horizontal tensile force (Figure 5. 5)

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5. 4

As a guideline it can be assumed that the installed power in kW for the drive of the chain in soft soil is roughly 1/2 and for heavy soil at 2/3 of the bucket capacity in litres. (Figure 5. 6)

Bucke t capacity [m3]

0

200

400

600

800

1000

1200

0 0.2 0.4 0.6 0.8 1 1.2 1.4

5. 5

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5.2.6. The winches

5. 6 Simplified diagram of a barge loading bucket dredger

The winches on a bucket dredger have various functions and therefore various requirements with regard to the power, the forces and band velocity, which differ from winch to winch.

5.2.6.1. The ladder winch The ladder winch (letter i in Figure 5. 7), which is used to adjust the required dredging depth is usually mounted on the ladder gantry of the larger bucket dredgers, while the smaller demountable dredgers usually have the ladder winch mounted on deck. Owing to the great weight of the ladder and the buckets this is the strongest winch on the bucket dredger. The installed power is often in the order of magnitude of ¼ of the bucket drive. The ladder winch velocity is roughly between 6 and 10 m/min. Currently the drive is usually a slow running electric or hydraulic engine. Because of the need to set the dredging depth it is necessary to have an adjustable winch.

5.2.6.2 The bow side winches

As in the cutter suction dredger, the side winches (see Figure 5. 7) make a major contribution to the excavation process. The installed bow side winch power is between 10% and 20% of the main drive. The side winch velocity of the bucket dredger is generally lower than that of the cutter suction dredger. Nominal side winch velocities lie between 10 and 15 m/min. It will be clear that the excavation process requires a winch that can be well controlled and adjusted. The control must be such that any desired velocity can be set and remain as constant as possible, even when side winch forces vary. As in the cutter suction dredger, when paying out, the wire being loosened must be kept under control by braking while paying out. The winches are mounted on the fore deck.

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.

5.2.6.3 The stern side winches The stern side winches have a secondary function and do not determine the production. The stern winches control the dredger with regard to the cut (swing angle β, (see Figure 5.2). The requirements relating to the control and force are thus considerably less than for the bow side winches. The power is roughly half that of the bow side winches. The nominal side winch velocities are of course equal. The stern side winches are usually mounted on the afterdeck. To avoid hindering the arrival and departure of barges, as well as the warping of the barges alongside the dredger, the side wires are led down to a sufficient depth directly beside the dredger in vertical guides, also called wire spuds (Figure 5. 8).

5. 7 The wire spud construction

5.2.6.4 The bow winch The bow winch is used to pull the dredger forwards when a new cut is started. The required force for this lies in the same order of magnitude as for the side winch. The required velocity, however, is considerably lower (nominally 2 - 3 m/min). Higher speeds are, of course, necessary when positioning the bow anchor.

5.2.6.5. The stern winch The function of the stern winch is to ensure the required tension in the bow wire. This consideration demands that the required force is roughly equal to that of the bow wire, however, the need to move the bucket dredger backward quickly to the adjacent cut places higher demands on the velocity (5-10 m/min).

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6.6. 5.3. The general layout

The hull consists of a U-shaped pontoon with long forward pontoons. The dimensions of the pontoon are primarily determined by the required dredging depth and the necessary stability. The well is rather long compared to that of a cutter suction dredger, roughly 60 % *of the length of the dredger. The pontoon is divided into a number of compartments for the engine room, crew accommodation, stores, and fuel and ballast tanks. The latter are often located for and aft in the pontoon. The engine room is located in the pontoon aft of the main gantry and its layout depends on the type of main drive. To satisfy the need for longitudinal stability the bottom of the dredger slopes upward at the stern or the forward end may be wider (Figure

5. 9.). The main gantry is roughly in the middle of the pontoon. Although formerly the crew quarters were often located in the pontoon, in modern dredgers they are now often situated on deck.

5. 9 Tekening IHC

6.7. 5.4. The technical construction

5.4.1. The hull The hull consists of a U-shaped pontoon with almost horizontal deck and bottom plates. Often the bottom plate slopes up at the stern to ensure the correct longitudinal weight distribution of the ship. The corners of the pontoon are rounded off to make it easier for the barges to come alongside.

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5.4.2. The main gantry Because of the way in which the buckets are emptied and the need to load barges that are moored alongside, the main gantry is high and heavy. The construction of the main gantry is often carried through to the bottom ribs. In modern bucket dredgers the drive of the tumblers is mounted on the main gantry. The *stort wagons/fixed chutes are located on each side of the main gantry. They catch the dredged material from the buckets that have been turned over by the tumbler and convey it to the movable chutes, which discharge into the barges,

5.4.3. The bucket ladder

5. 10 Bucket ladder of the demountable bucket dredger “Big

Dalton”

The vertically rotating upper end of the ladder is suspended from two axle boxes which are mounted on the sloping legs of the main gantry (Figure 5. 11). If necessary, these axle boxes, which are attached by bolts, can be moved along the legs of the main gantry in order to dredge more deeply. When they are in the lowest position it is necessary to add an auxiliary ladder to support the bucket guides. /If they were in the lowest position the upper part of the bucket guides would come to be suspended in the air. To prevent this from happening an auxiliary ladder is added. The shape of the auxiliary ladder is such that the bucket chain is also carried over the upper part. (Figure 5. 12) and is suspended at the lower end via the ladder wire which runs from the ladder gantry.

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5. 11

The weight of the full buckets is transferred to the ladder by rollers. These rollers are mounted at a distance of twice the link length apart. To guide the buckets these rollers are fitted with flanges, hence the name *ladder rollers/guide rollers De bucket *chain/leiding is driven by the upper tumbler (often five-sided) and pulled round the underside by the lower tumbler (often six-sided). As a rule of thumb the total tensile force exercised by the upper tumbler on the bucket chain is 700 kN per 100 litre bucket capacity. The weight of the descending buckets that form a chain provides the tensile force in the tumblers. *These tensile forces, are dependent not only on the ladder angle, but also on the relation between the arc and the chord, which generally amount to 1.1 to 1.15 and if necessary can be changed by adding or removing buckets. /These tensile forces, excepting the ladder angle are dependent on the relation between the arc and the chord, which generally amount to 1.1 to 1.15 and if necessary can be changed by adding or removing buckets. See Section 5.7. **NB not included in Dutch version). Summarising, the following forces act on the ladder: 1. The weight of the ladder itself, including the guide rollers. 2. The weight of the bucket chain, including the links and bolts. 3. The weight of the contents of the buckets. 4. The tensile forces generated in the under bend. 5. The excavation forces in both longitudinal and transverse directions if necessary multiplied by a

factor for impact loading.

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5.4.4. Dredge buckets Dredge buckets may be either welded or cast. Welded buckets are most often used on small dredgers or dredgers that are suitable only for soft types of soil. The buckets are either welded onto the links or cast as one unit with the links. The weight is then very high; 30 to 40 times the bucket capacity in kN. For welded buckets the weight is 13 to 15 times the bucket capacity. The front of the upper edge of the buckets is equipped with a cutting edge or with cutting teeth (Figure 5. 14). The latter are most often found on rock buckets. The shape of the bucket is always a compromise. • Because a good shape for excavation and the required strength do not give the optimum content. • The shape of the buckets is also determined by the required swing force (Figure 5. 13). • The theoretical filling degree, the amount of water that the bucket can contain in relation to the

total bucket capacity, is highly dependent on the dredging depth (Figure 5. 5). • A bucket shape from which the soil readily falls is equally difficult to combine with a good

excavation shape. • The price of the bucket.

5. 12

Rock buckets are small heavy buckets, somewhat egg-shaped, which must be able to resist impact loads. Soft soil buckets, termed mud buckets, are much bigger and lighter. The relation rock bucket capacity to mud bucket capacity lies between 60 and 70 %. The so-called *pan buckets have good soil discharging properties; their disadvantage is that the *filling degree is very sensitive to the angle of the bucket.

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5. 13

The links are fastened to each other by bucket bolts. The holes in the links, through which the bucket bolts pass are equipped with wearing bushes, termed, bucket bushes. These are forged steel *bushes/sleeves that are hydraulically pressed into the link. This simple means of attachment makes these bucket bushes very prone to wear and so they must be frequently replaced. (Figure…). *The lubrication of the guide rollers and tumblers is now carried out centrally. Nowadays *caterpillar tracks are sometimes used instead of links and bushes (Figure 5. 15).

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5. 14 Undercarriage van Caterpillar

5.4.5 The ladder gantry The ladder gantry straddles the outer end of the well. On it are found: • The ladder winch that is used to set the dredging depth. • The control cabin of the dredge master. From this it is now possible to operate all the winches. • The crane. The free height of the ladder gantry is determined by the height required to rotate the entire ladder above water. Because of the large well, in order to give sufficient stiffness to the dredger the ladder gantry construction must be very heavy.

5.4.6 The main drive Although in the past many steam powered dredgers were built, nowadays the choice is limited to: • Diesel-direct driven via belt • Diesel-electric drives. • Diesel-hydraulic drive. • Direct power supplies from the shore; sometimes used for sand and gravel extraction. This means that the upper tumbler may be electric or driven by a hydraulic engine. In steam powered dredgers or those powered by diesel engines with a direct drive the energy is transferred to the upper tumbler by driving belts. The control of the revolutions of the upper tumbler and thus of the bucket velocity is simple when using the above mentioned modern control systems. With an upper tumbler that is directly driven by a diesel engine control is limited and switchable or hydrodynamic gears are needed. The drives of auxiliary equipment such as winches and chutes present no problems when modern drives are used.

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5.4.7 The winches

5.4.7.1 The ladder winch Because of the great weight of the ladder two wires are usually used to hoist it. For this purpose the winch drum is grooved on both sides in such a way that when the ladder is raised the wires are on the outer sides of the drum (Figure 5. 16).

5. 15

5.4.7.2 The bow winch With the aid of the bow winch the dredger is held against the cut. This winch also serves to pull the dredger forward to the following cut during stepping. The revolution speed of this winch is very important. When moving the bow anchor this winch is paid out. Bow winches may be mounted above or below the deck. Because of the great length of the bow wire the bow winch has a very large drum.

5.4.7.5 The auxiliary winches Separate winches are used to operate the discharge chutes and for the warping of the barges. A jib crane is needed to lift out stones and debris that has been dredged, and also when changing the buckets during repairs. The winches used by this crane must satisfy the stipulations that apply to lifting cranes.

6.8. 5.5 The stability Under working conditions the stability of the bucket dredger is seldom in question. After all, the greatest weight is always under water. If the ladder is raised, however, the situation is entirely different. The great weight of the ladder is then entirely above water. For this reason, when a bucket dredger is being towed at sea it must be unrigged. The entire bucket chain must be dismantled and, if possible, stowed below deck.

6.9. 5.6. The dredging process The dredging process of the bucket dredger includes only the excavation and lifting of the dredged material. Barges carry out the transport.

Page 21 of 25


As previously mentioned, the bucket dredger swings on the bow anchor along the arc of a circle *following a curving path. The axis of the dredger makes an angle β, the swing angle with the tangent to this arcuate path. The size of the swing angle depends primarily on the clearance between the lower bend and the bottom and on the slope of the breach/bank. At the end of the cut the dredge master will allow the swing angle to slowly increase to 90°. After this a step will be taken or, if necessary, the cutting of the following layer will be started. By means of this movement back and forth, the bucket dredger makes concentric arcs/curves that lie at a distance of one step length from each other. During this swinging back and forth the dredge master closely observes/keeps an eye on the tension in the bow wire and the loading of the bucket chain. The tension of the bow wire is controlled with the aid of the stern winch. The amount of soil that is cut per unit of time depends on: • The thickness of the cut. This is the thickness of the layer that can be dredged in one swing. • The step length; the forward motion of the dredger during one swing. • The warping velocity of the dredger along the cut. To prevent spillage, the cutting production must be less than or equal to the product of the bucket velocity and the bucket capacity. The cutting thickness depends on the total thickness of the layer to be dredged. If this is not too thick, generally less than 5 m, the dredge master will try to dredge it in a single cut. If the layer exceeds 5 m thick the entire breach/bank will be dredged by making several cuts. In any case the first cut must be so thick that the dredger can create sufficient draught for itself. The step length is roughly equal to the length of the links. As rule of thumb, 0.6 to 0.8 times the cube root of the bucket capacity may also be taken. For both cases the swing velocity must be sufficiently high (> 5m/min). The warping velocity selected is such that either the buckets are full with a minimum spillage or that the loading on the bucket chain is the limiting factor. If possible, a width of the cut is selected that is so wide that the total width of the work can be covered in one swing. The wider the cut the fewer the anchor movements. If that is not possible the total width is divided into a number of equal cutting widths. There is also a minimum cutting width for every bucket dredger. The required depth for the dredger and the space for manoeuvring the barges play a role in determining this (Figure 5.2). This is roughly 1.5 times the length of the bucket dredger. The dredging depth also determines the position of the buckets on the ladder and thus for the *filling degree. The available excavation energy of a bucket dredger is highly dependent on the energy needed to carry/lift up the dredged material. This depends on: 1. The nett weight of the bucket contents. Part of this is under water and part is above water. The

weight of the buckets themselves plays no role because there is an equal number of buckets under and above the ladder.

2. The friction resistance in the ladder/guide rollers results from the weight of the buckets and their contents.

3. The friction resistance in the axles of the tumblers results from the tensile forces of the bucket chain.

4. The impact loads that develop as a result of the bumping of the buckets.

Page 22 of 25


The cutting production of the buckets is:

Q h ss = ⋅ ⋅ v [m³/s] (5.5)

with: h = cutting thickness usually < 5m [m] s = step length [m] v = swinging velocity [m/s] The cutting production must balance with the amount that can be transported by the buckets per unit of time thus:

Q hsvI E v

BQBs

e v e e= =⋅ ⋅

⋅=

60 [m3/s] (5.6)

Ie = bucket capacity [m³] ve = bucket velocity ev [buckets/min] Ev = filling degree [-] B = bulking factor [-] Qe = bucket production [m³/s] On the basis of the specific energy concept, the cutting energy for this production is:

P Q EI E v

BEsnij s sp

e v esp= ⋅ =

⋅ ⋅⋅

⋅60

(5.7)

The energy needed to lift sand and water is:

( ) ( )( )[ ]PI E v

Bg H E Hopv

e v ee w ow e v w bw= − + + −

601ρ ρ ρ ρ (5.8)

ρe = density of the soil in the bucket [kg/m³] ρw = density of water [kg/m³] Ee = bucket filling [-] How = lifting height under water [m] Hbw = lifting height above water [m] If the friction in the ladder/guide rollers and tumblers is assumed to be a linear function of the weight and the velocity then:

( ) ( )PQ A n v I E v

BA n

vwr

e e e e v ee

e=⋅

=,

,α

α60 60 60

(5.9)

Here is the influence of the friction force on the ladder/guide rollers and the tumblers. Thus here the influence of the tensions is *taken into account /verdisconteerd.

( )⋅A ne ,α

The total power required is thus:

P P P Ptot snij opv wr= + + (5.10)

( ) ( )( )[ ] ( )PI E v

BE gB H E H BA n

vtot

e v esp e w b e v w o e

e= + − + + − +⎧⎨⎩

⎫⎬⎭60

160

ρ ρ ρ ρ α, ⋅

(5.11) Because the installed power must be higher than the average required power, it must be true that:

Page 23 of 25


P Ptot inst= ⋅w (5.12)

Here w is the relation between the average and the peak power. The relation between installed power and production is therefore:

( ) ( )( )[ ] ( )PI E v

wBE gB H E H BA n

vinst

e v esp e w b e v w o e

e= + − + + − +⎧⎨⎩

⎫⎬⎭60

160

ρ ρ ρ ρ α, ⋅

(5.13) If the bucket chain is driven by a top tumbler the relation between ω and ve is:

v ne = = ∗ =5 5 602

150ωπ

ωπ

(5.14)

( ) ( )( )[ ] ( )

( ) ( )( )[ ] ( )

M Mv I E v

BE B g H E H A n

v

MI EB

E B g H E H A nv

e e v esp e w b e v w o e

e

e vsp e w b e v w o e

e

ωπ

ρ ρ ρ ρ α

πρ ρ ρ ρ α

= = + − + + − + ⋅⎧⎨⎩

⎫⎬⎭

= + − + + − + ⋅⎧⎨⎩

⎫⎬⎭

150 601

60

2 51

60

,

.,

(5.15) This is the machine characteristic. When the drive characteristic is known, the bucket velocity and the associated torque are known and thus the production.

5. 16

The filling degree is determined by the equation:

E hvsBI vv

e e=

60 (5.16)

So, for a given step length and cutting thickness the desired warping velocity is also known. As long as Qe>=Qs is valid the spillage during cutting will be limited. The spillage that occurs during the turning of the buckets is an entirely different question. Here factors such as cohesion, adhesion, the shape of the buckets and the position of the fixed chute all play a part.

Page 24 of 25


Cohesive soil and also fine sands can give great problems on this point. In principle, this is a problem of timing. Although the fixed chute is indeed adjustable, the range over which it is adjustable is closely linked with the dredging depth and the shape of the lower bend. With soil that is not easily loosened the bucket velocity must be reduced, as otherwise there will be too much spillage behind the dredger. Measures are also taken to get rid of the under-pressure, which develop in the buckets when discharging cohesive soils. As with the barge-loading dredger/reclamation dredger, a situation may also arise in which the supply of barges is the limiting factor. This situation may be caused by many different factors, such as: • Weather and wave conditions • Shipping movement • Bridges and locks • Differences in the speed of the barges. • Differences in the size of the barges. • Delays of the barge • Delays of the *reclamation dredger/barge unloading dredger • Delays at the discharge site Clearly, with a bucket dredger, there is always a chance that sometimes there will be no barge available. Because the above mentioned delays can be reasonably well estimated with regard to their average values and standard deviations, the Monte Carlo Simulation can provide insight into the probability of delay resulting from the absence of barges. Clearly, when using a barge-loading dredger there is always a chance of delays due to the absence of a barge.

Page 25 of 25

DREDGE PUMPS

DREDGING ENGINEERING

Wb 3413 Pumps and Systems

_______________________________________________________________________________________ Page 2 of 66

CONTENTS:

1. INTRODUCTION 4

2. DEFINITIONS 6

3. SET OF PUMP CHARACTERISTICS 7

3. SET OF PUMP CHARACTERISTICS 7

4. EULERS EQUATION FOR CENTRIFUGAL PUMPS 8

4.1. VELOCITY DISTRIBUTION BETWEEN THE BLADES 12

4.2. THE EXISTENCE OF SLIP. 13

5. CORRECTION ON THE THEORETICAL CHARACTERISTICS. 16

6. DIMENSIONLESS PUMP CONSTANTS (SIMILARITY CONSIDERATIONS) 18

7. AFFINITY LAWS: 19

VARIATION OF EFFICIENCY 21

8. DIMENSIONLESS PUMP CHARACTERISTICS 23

9. SPECIFIC SPEED 24

10. INFLUENCE OF ENGINE CHARACTERISTIC ON THE PUMP CHARACTERISTICS 29

10.1. EQUATION OF THE CONSTANT POWER LINE. 30

10.2. CONSTANT TORQUE LINE. 32

10.3. VARIABLE TORQUE LINE. 34

11. CAVITATION 35

11.1. NET POSITIVE SUCTION HEAD (NPSH) 36

11.2. THE DELIVERED (or produced) NPSH OF A PUMP 37

11.3. RELATION BETWEEN (NPSH)d AND DECISIVE VACUUM 38



_______________________________________________________________________________________ Page 3 of 66

12. INFLUENCE OF DENSITY AND VISCOSITY ON THE PUMP CHARACTERISTICS FOR NEWTONIAN FLUIDS 39

12.1. Fluids having the same viscosity but another density than water. 39

12.2. Fluids having the same density but another viscosity than water. (Stepanoff 1967) 39

13. INFLUENCE OF SOLIDS ON THE PUMP CHARACTERISTICS. 42

13.1. PUMP CHARACTERISTICS FOR MIXTURES 42

14. INFLUENCE OF SOLIDS ON CAVITATION 44

15. PUMP PIPELINE COMBINATION 46

15.1. PUMPING AT CONSTANT SPEED 48

15.2. PUMPING AT CONSTANT TORQUE OR POWER 49

16. RELATION BETWEEN PRODUCTION PUMPING DISTANCE 51

17. SERIES OPERATION: 53

17.1. THE LOCATION OF THE BOOSTER 55

18. PARALLEL OPERATION OF PUMPS AND PIPES 56

18.1. PUMP CHARACTERISTICS OF PARALLEL OPERATION 57

18.2. PARALLEL PIPELINES 60

19. INFLUENCE OF WEAR ON THE PERFORMANCE OF PUMPS. 62

19.1. WEAR AT THE SUCTION INLET 62

19.2. WEAR AT THE OUTLET. 62

19.3. WEAR AT THE LINING PLATES 62

19.4. WEAR AT THE CUTWATER 63

20. BIBIBLIOGRAPHY 63

ENCLOSURE A 64



_______________________________________________________________________________________ Page 4 of 66

1. INTRODUCTION Centrifugal pumps are particular suitable for pumping solids due to a small number of moveable part. More advantages of this pump type are: • a continuous pump capacity • the possibility of a direct drive • relatively cheap and maintenance friendly Centrifugal pumps (dredge pumps) as used in the dredging industry are to distinguished by "ordinary water pumps" by: • a large bore in the impeller as well as in the pump casing, without any restriction in the direction of the flow. at the impeller inlet the bore is most small • a small number (3, 4 or 5) and short vanes in the impeller as a compromise between a large bore and an efficient pump action • a large clearance between the cutwater (Dutch puntstuk) and the impeller (10 to 20% of the impeller diameter • An easy replacement of wear parts • the use of gland water for flushing the space between the impeller shrouds and the wearing plates on the pump cover, in order to prevent particles to enter the shaft seals

4

9

128

Passage atcutwater

1

3

2

10

PASSAGE IN DREDGE PUMP



_______________________________________________________________________________________

Page 5 of 66

3D VIEW OF DREDGE PUMP

PUMPROOM VIEW



_______________________________________________________________________________________ Page 6 of 66

2. DEFINITIONS CAPACITY Q: The volume liquid pumped per second; dimension [m³/s] MANOMETRIC PRESSURE pm:

v v−2 2

The total pressure which can be delivered by the pump, dimension [N/m²], is defined as:

( ) ( )p p p g h hm p s p s

p s= − + − +ρ

ρ2

η = ×PUMPPOWER

ENGINEPOWER 100% η = ×Qp

Pm 100%

EFFICIENCY:

or



_______________________________________________________________________________________ Page 7 of 66

speedD

Bimp

3. SET OF PUMP CHARACTERISTICS

[rpm] 400 Dens [t/m3] 1imp [m] 1.65 Power [kW] 3000

. [m] 0.4 DEIRA BAY

pressure [kPa]

0

200

400

600

800

1000

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow Q [m3/s]

Pres

sure

p [k

N/m

2]

Power [kW]

0500

100015002000250030003500

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow Q [m3/s]

Pow

er P

[kW

]

Chart Title

0

20

40

60

80

100

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow Q [m3/s]

Effic

ienc

y [%

]



_______________________________________________________________________________________ Page 8 of 66

4. EULERS EQUATION FOR CENTRIFUGAL PUMPS

The changes of momentum for rotating bodies is:

( )T

d mvrdt=

m = mass [kg] v = rotational velocity [m/s] r = radius [m] T = torque [Nm] t= time [s]



_______________________________________________________________________________________ Page 9 of 66

[ ]ddt

mr c mr c= −2 2 2 1 1 1cos cos' 'α α

Q= ρ

T

For a stationary flow the mass: m Q = capacity [m³/s] ρ = density [kg/m³] c1 and c2 are the absolute velocities and α1 and α2 true directions of the liquid particles. If all losses in the pump are disregarded, the required power equals delivered power

[ ]P T Q r c r c Qpth= = − =ω ρω α α2 2 2 1 1 1cos cos' '

ωr u= ⋅ =cos 'α

pth the theoretical delivered pump pressure [n/m²] ; Resulting in:

[ ] [ ]1122111222 uuth cucucrcrp −ρ=α−αρω= '' coscos With the peripheral velocity of the impeller and c the component of the absolute velocity on the peripheral velocity.

cu



c

When expressed in the vane angles β1 and β2 the equation becomes.

p u uu c u c

er r= − − −

ρ β β2

212 2 2

2

1 1

1tan tan

Qr br112= π

Qr br2

22= π

p u uQ u u

= − − −

ρ 2 2 2 1

and because c and c

1 1b r re

π β β2 12 22 tan tan

u1 0=

This is Euler's pump equation If the liquid enters impeller without a tangential component thus radial for centrifugal pumps then c and Euler's equation becomes

p uu c

er= −

ρ β2

2 2 2

2tan

_______________________________________________________________________________________ Page 10 of 66

with and B

[ ]A u u= −ρ 2 2

Note: p is based on actual velocities and directions. Unfortunately those are in practice unknown. th therefore p is based on the known velocities and vane angles. eFor constant speed (u=constant) the equation reduced to: p A B Qe = − ⋅

2 1 bu

ru

r= ⋅ −

ρπ β β2

2

2 2

1

1 1tan tan

p A B Qth =

Which is an equation of a strait line. Comform pe, pth can be written as: − ⋅' '



_______________________________________________________________________________________ Page 11 of 66

P p Q AQ B Qe=Because the power can be written as: = − ⋅ 2

Which is the equation of a parabola.

ρu cu1 1

When the liquid has prerotation before approaching the impeller eye the cu1<>0 and Eulers had will be lower by the term



P

' '1 2and

4.1. VELOCITY DISTRIBUTION BETWEEN THE BLADES Already stated true velocity angles may not be the same as the blade angles β . However the last ones are used in impeller design because it is easier to calculate flow velocities based on those angles than the actual flow velocities.

β β 21 and β

Derivation of the fluid from the vane direction reduces the peripheral component of the absolute velocity c . This causes a reduction in head. This phenomenon is called slip and is a consequence of the non-uniform velocity distribution across the impeller channel. The input power keeps roughly the same because the capacity doesn’t change.

u2

β β1 1=β β2 2=

Note: ' no-shock condition at entry

cu2

' no fluid slip at exit

∞cu2

The difference in head between those angles is called the head reduction factor µ.

_______________________________________________________________________________________ Page 12 of 66

2β ′

W2

cu2

+++++++++++++++

u2

µ = =pp

th

e

8cu2

β2

∆cu2

||||||||

|||||||

low pressurehighpressure

8

Cr2

W2

ideal flow

actual flow

W

Actual and ideal velocities at pump outlet[Jonker 1995]

C2

2

Slip velocity is defined as: ∆cu2

∆c c cu u u2 2 2= −

∞



_______________________________________________________________________________________ Page 13 of 66

With µc

=∞

cu

u

2

2

this gives µ =−c c c

= −∞

∞ ∞c c

u u

u

u

u

2 2

2

2

2

1 ∆ ∆

4.2. THE EXISTENCE OF SLIP. To transmit power to the liquid the pressure on the leading front of the vane should be higher than on the back. For any force exerted by the vane to the fluid has an equal and opposite reaction. this means that the relative velocities at the back of the vane are higher than at the front. This velocity profile in the impeller can be regarded as the through flow on which a relative eddy is superimposed Such a relative circulation can also be explained by the orientation of fluid particles through the impeller

∆ce

u =⋅

2 2ω

Fluid particles moving through the impeller fails to turn around their axes. So the eddy has the same but opposite angular velocity as the impeller These two flows cause that the direction of the flow at the outlet is inclined

Stodola has estimated (mean velocity in the channel)

uz

2 2⋅ βsin sin

e = channel width at outlet and is:

er

z=2 2 2π βsin

z = number of vanes of thickness zero So

∆cr

zu2

2 2∞=

⋅=

πω β π



_______________________________________________________________________________________ P age 14 of 66

FURTHER

∆c ucr2= −u2 2

2∞ tan β

2

The relative eddy between impeller blades [Jonker 1995] cr = is the component of the absolute velocity normal to the peripheral velocity This results in

µπ β

β

= −⋅

−

1 2 2

22

2

u

z ucr

sin

tan

P

p u= −

ρ β2

2tan

µπ β

ρ ⋅ u

= −⋅

=1 2 2u

zp

ppe

th

e

sin

with u c

er

2 2 2

2

µρπ β

= −⋅

=1 22

2uzp

ppe

th

e

sin

gives

or



_______________________________________________________________________________________ Page 15 of 66

12⋅p u2 2

22

2

− =

− =⋅

p zp

p pu

z

th

e e

e thρπ βsin

sin

pe

ρπ β

Being a line parallel with Tests with 3 and 4 vane impeller do show a shift in the pressure curve.

4-Vane 3-Vane

Flow [m3/s]

0

100

200

300

400

500

600

700

0 0.5 1 1.5 2 2.5 3

µ

−60 1 1 2r r/β

=+ +FHG

IKJ1

1 1 222a

b g

Input power was the same for both impellers. Another formula to calculate the slipfactor is proposed by Pfleiderer:

with a between 0.65 and 0.85 for volute type pumps and r1 and r2

respectively the radius at entrance and discharge.



P

5. CORRECTION ON THE THEORETICAL CHARACTERISTICS.

secundary losses, leakage

and recirculation

shocklosses

friction losses

Flow

pressure

p c Qh = 12

1. FRICTION LOSSES: In pump and impeller friction loss is can be written as: ∆

p c Q Qs s= −2

2. SHOCK LOSSES: Impact losses at the impeller blades because direction of flow differs from the blade angles. At best efficiency point these losses are zero; so

( )∆2

( )Qs−2

_______________________________________________________________________________________ Page 16 of 66

p p c Q c Qm i= − −12

2

p A B Q c Q= − − −' '1

2

3. SECONDARY LOSSES Leakage, recirculation in pump casing ACTUAL OR MANOMETRIC PRESSURE:

( )c Q Qm s−22

p A A Q A Qm = + +0 1 22

More general: The equation is only valid for centrifugal pumps and not for axial flow pumps!



P

EFFICIENCIES

ACTUAL PUMP PRESSUREhydraulicp= =

HYDRAULIC EFFICIENCY:

THEORETICAL PUMP PRESSUREhhydraulic lossesp p

η+

FLOW RATE TROUGH PUMPFLOW RATE TROUGH IMPELLERloss imp

Q QQ Q Q

= = =+

VOLUMETRIC EFFICIENCY:

Qη

FLUID POWER DEVELOPED BY PUMPQp= =

MECHANICAL EFFICIENCY:

ηmi thQ pP= =

POWER SUPPLIED TO IMPELLERPOWER INPUT TO SHAFT

_______________________________________________________________________________________ Page 17 of 66

h v mη η η η= ⋅ ⋅

OVERALL EFFICIENCY:

SHAFT POWER INPUTpη



_______________________________________________________________________________________ Page 18 of 66

6. DIMENSIONLESS PUMP CONSTANTS (SIMILARITY CONSIDERATIONS)

Flows conditions in two geometrically similar systems are called similar if all fluid velocities change with a constant ratio. So in hydraulic machines similarity of flow requires a constant ration between fluid velocities and peripheral velocities. cu = constant

Φ=⋅

==⇒rrb

QrbuQ

uc

rc mm ωππ

ω22

=22

22= uand

rbQπ

22

So

( )

=. nDDb

Qππ

Or

Φ

60

Φ ⇒Q

nD3

Full similarity is only obtained if the width b changes with the same ratio as D, so:

For similarity of the pressure

22 Dnρ

pconst uρ = ⋅ 2

When p is devided by the term ρu2

2

222

222

60

pconstnDp

rp

up

πρωρρ

=

=Ψ=⋅

=⋅

( )Π

ΨΦ= =

⋅

=ηρ

ππ

ρP

n DDb

constP

n D60

3 3 5

Becomes dimensionless and is called the dimensionless pressure. Dimensionless power can be defined as:

From the momentum follows that full similarity is only got when viscous effects do not change.



_______________________________________________________________________________________ P age 19 of 66

this is only the case for high Reynolds numbers! EULERS EQUATION:

p u uQ u u

e = − − −

ρ 2 2 2 1

b r r

π β β2 1

2 2 1 12 tan tan

1 2

1

22

2 2 2

1

2 1 1u b u r u rπ β βtan tan1 12u Q u

can now be rewritten in:

Ψ = − − ⋅ ⋅ − ⋅

uu

rr

1

2

1

2=

⋅⋅

ωω

1 112r Q

because

− ⋅ 2 2 2b u rΨ = − ⋅ −

1

22

2 1r π β βtan tan

Ψ Φ= − − ⋅ −

1

1 112

22

2 1

rr tan tanβ β

Ψ Φ= −11

2tan β

P

gives:

In case of radial flow into the impeller, this equation reduce to

So the dimensionless Euler equation is only determined by the discharge angle

di

β 2

7. AFFINITY LAWS:

222

2

60

==ΨnDp

rp

πρρω

gives:

( )2 .60

Dbπ

( )DbDnP

ππρ ⋅

= 3

60

pp

nn

DD

1

2

12

22

12

22= =

Comment: According Stepanoff

1 058512

22− = =

rr

. constant

(page 80 and 168). Dit geeft r1=0.644∗r2 of r2=1.552∗r1

Comment: Page: 18 The following formulae are not correct! The real values to be changed with the non mensionless values.

QQ

nn

DD

1

2

1

2

12

22= =22

Q QnDb r ππ ω

Φ = =

gives: ηηη= =1

21Π

vlasblom

According Stepanoff (page 80 and 168). Dit geeft r1=0.644(r2 of r2=1.552(r1

vlasblom

The following formulae are not correct! The real values to be changed with the non dimensionless values.



P

This condition is strictly only true for the impeller action and for the location of the best efficiency point. However it can be stated: If pump tests of centrifugal pumps do not fulfil these laws, check the results or the measuring devices. If there is prerotation the affinity law regarded to the diameter is less applicable . (see: dimensionless Euler’s equation) For variable speed and constant impeller diameter, lines of constant efficiencies are parabolas going through the origin.

The condition is strictly only true for the impeller action. ηηη= =1

21

The influence of the impeller casing results in an optimum speed with the highest efficiency, however the best efficiency point at different speed are still located at a parabola through the origin.

Location of efficiencies 400 rpm 375 rpm 350 rpm

_______________________________________________________________________________________ Page 20 of 66

0

200

0 0.5 1 1.5 2 2.5 3 3.5

Flow [m3/s]

400

600

800

1000

Location of equal efficiencies



P

0

500

1000

1500

2000

2500

0 0.5 1 1.5 2 2.5 3 3.5

Flow [m3/s]

400 rpm 375 rpm 350 rpm

______________________________________________________________________________________ Page 21 of 66

01020304050607080

0 0.5 1 1.5 2 2.5 3 3.5

Flow [m3/s]

Eff

icie

ncy

[%]

90

400 rpm 375 rpm 350 rpm

Due to the flow in the volute there is a small deviation of this theory. instead of parabola of constant efficiency it appeared to be more or less ellipses

BEP line

80%

VARIATION OF EFFICIENCY



_______________________________________________________________________________________ Page 22 of 66



P

8. DIMENSIONLESS PUMP CHARACTERISTICS

For centrifugal pumps and to a lesser extend for half-axial flow pumps as well, the dimensionless pump characteristics can be written as a power serie of the second degree So for the pressure: Ψ Φ Φ= + +α α α0 1 2

2

Π

Φ Φ= + +β β β0 1 22

and for the power:

Dimensionles

Dim_head= -7.9516x2 - 0.1632x + 0.5034

Dim_cap= -0.5418x2 + 0.3031x + 0.022

00.10.20.30.40.50.6

0 0.05 0.1 0.15 0.2

Dimensioless Capacity

Dim

ensi

oles

s Hea

d

00.010.020.030.040.050.06

Dim_headDim_Power

1 2

s Characteristics

DIMENSIONLESS PUMP CHARACTERISTICS Calculating the actual pump characteristics from the dimensionless gives for the pressure:

pn D

Dbn D Q n D

DbQ

ρπ

α α ππ α π

π60 60

1

602 0 1 2

2

= +

+

_______________________________________________________________________________________ Page 23 of 66

pn D n D

Db Q Db Q=

+

⋅

+

ρ α ρπ

απ

π α π0

2

1 2

22

60 601 1

( ) ( )P Dbn D n D

Qn D

Db=

+

+

Q

−ρ β ππ

βπ

βπ

π0

3

1

2

21

60 60 60

or

FOR THE POWER CHARACTERISTIC:

2



_______________________________________________________________________________________ Page 24 of 66

9. SPECIFIC SPEED

In the selection of pumps the discharge Q, the pressure p and the pump speed n are usually known. A dimensionless combination of these variables at the best efficiency point is known as the specific speed:

( ) ( )gH p4 4 n

Q Qs = =

ω ρ ω3

34

3

Comment: Page: 23

In literature ( )

nn Q

Hs = 3

4

is

frequently use, however this number is not dimensionless!

The specific speed is used as a "type" number and to compare different impeller designs and

dimensions such as b/D and inlet over outlet diameters DD

1

2

r= 2 22

By defining Q b and ’ in which Φ and Ψ are based on the best efficiency point.

3 14 2

'23 3 3

1.54 4 4

2 2 2s sr b b bn n

r

ρ ω π ω π πρ ω

Φ Φ = = ⋅ = Ψ Ψ

D D

π ω Φ p r= ρω 222Ψ

( )

12

34

Φ

Ψ12

' snΦ= =

or

Because for simualar impellers the ratio b/D is constant the ratio can be used as a type

number or another form of specific speed: 34

12

2s s

Dn nbb

Dπ

π=

Ψ

An increase in specific speed requires a wider impeller and/or a smaller impeller. A change in the diameter results in a shift of the specific speed. Figure below shows typical impeller shapes with their specific speeds

T

In literature is frequently use, however this number is not dimensionless!



P

HYDRO DYNAMIC ROTORS OF DIFFERENT SPECIFIC SPEEDS [JONKER 1995] The pump types have different characteristics in a well-defined region of head en flow as shown in the next graph.

_______________________________________________________________________________________ Page 25 of 66

Radial

Mixed flow

Axial

Φ

Ψ



_______________________________________________________________________________________ Page 26 of 66

EFFECT OF SPECIFIC SPEED ON IMPELLER SHAPE [JONKER 1995] Experiments have shown that for each type of impeller shape the maximum efficiency is in a narrow range. In dredging practice only centrifugal and half-axial flow (mixed) pumps are used. The first in all type of dredgers and the latter mainly as additional “submerged” pumps on board of trailing suction hopper dredgers when equipped for dredging over the 50 m depth. In that case low head and low head and high capacity is required. Submerged pumps used on cutter dredgers or plain suction dredgers are mainly from the centrifugal type. Because there head is mostly much more than required to pump the mixture to the inboard pump. The additional head is used for overcome the pipeline resistance of the discharge line. Figure below shows specific head and capacity as function of specific speed of pumps used in the dredging industry.



P

All dredgers

0

0.04

0.08

0.12

0.16

0 0.2 0.4 0.6 0.8 1

Specific Speed

Spec

ific

Cap

acity

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Spec

ific

Hea

d

Capacity

Head

On basis of figure ??? the dimensions of the impeller and the pumpspeed can be determined. Example: Assume Q=2 m3/s and p=750 kPa; Determine pumpspeed and diameter. For Ns= 0.3, φ and ψ can be estimated from the graph above; φ=0.042 and ψ=0.6. The rotational speed ωr can be calculated from ψ and impeller internal width from φ.

_______________________________________________________________________________________ Page 27 of 66

0.3 0.042 0.6

⋅ π35 2 0 042. .

s's

12

'34

sN φ

ψ= ψ

ρ=

pwrb g2φ

ω π=

Qr b2

= = 0 214. [m] = =1250 35 35. [m / s]

b Qr

=⋅ω πφ2

235

ωρψ

r p= =

7501 0 6* .

With the figures ???? the ratio b/D can be estimated. Note that in these figure the specific speed is n while in figure ??? this is n



_______________________________________________________________________________________ Page 28 of 66



_______________________________________________________________________________________ Page 29 of 66

10. INFLUENCE OF ENGINE CHARACTERISTIC ON THE PUMP CHARACTERISTICS

At characteristic of electrical engines types one can distinct: • constant speed • constant power variable torque

Note: Constant power condition is also possible with diesel engines with special gearboxes (f.i. hydro-dynamic) For diesel engines this • constant speed • constant torque



_______________________________________________________________________________________ Page 30 of 66

3 4 2 2 2

10.1. EQUATION OF THE CONSTANT POWER LINE. The equation of the actual power can be rewritten as: P A n D A n D Q A nQ= + +0 1 2

Are for a certain pump , D and b given, then the pump speed can be determined as function of the capacity q. (the solution of a cubic equation or numerical solution by Newton Raphson)

β β β0 1 2, ,

with:

Ab

0

4

3 060= ρπ

β , AND A b2 21

60= ρ βA1

2

2 160= ρπ

β

Substituting the results in the pressure equation gives the so-called constant power line. (see enclosure a)



_______________________________________________________________________________________ Page 31 of 66

CHARACTERISTICS FOR CONSTANT POWER

sp

Bim

eed [rpm] 400 Dens [t/m3] 1Dimp [m] 1.65 Power [kW] 2000

p. [m] 0.4 DEIRA BAY

0

200

400

600

800

1000

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow [m3/s]

Pres

sure

p [k

N/m

2]

0

500

1000

1500

2000

2500

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow [m3/s]

Pow

er [k

W]

0

20

40

60

80

100

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow [m3/s]

Effic

ienc

y [%

]



_______________________________________________________________________________________ Page 32 of 66

A n D A n D Q A nQ P03 4

12 2

22 0+ + − =

)

For a for a given pump speed and capacity, optimum impeller diameter can be determined by solving the equation:

( ) (this gives:

DA n Q A n Q A n A nQ P− + − −1

21

2 20

32

24A nopt =

032

10.2. CONSTANT TORQUE LINE. The same technique can be applied for the case of constant torque. The torque can be written as:

( ) ( )TP

Dbn D n D

Qn D

Db Q= =

+

+ ⋅

−

ωβω ρ π

πβ ρ

πβ ρ

ππ0

3

1

2

21 2

60 60 60

60with

2 4

ωπ

=2 n

or with the simplified equation as:

[ ]T n A n D A n D Q A nQ= + +1

260

03 4

12 2

22

π

T B n D B n D Q B Q= + +0 12

22

B An n= ⋅30π

or:

B n D B n D Q B Q T2 41

22

2 0+ + − =

here in is:

nB D Q B D B Q T

B D− −1

2 20

42

2

04

42

B D Q=− +1

2

The line of constant torque can be found by solving the equation:

0

( ) ( )

giving:



_______________________________________________________________________________________ Page 33 of 66

spee

Bim

CHARACTERISTICS FOR CONSTANT TORQUE

d [rpm] 400 Dens [t/m3] 1Dimp [m] 1.65 Power [kW] 2000

p. [m] 0.4 DEIRA BAY

pressure [kPa]

-200

0

200

400

600

800

1000

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow Q [m3/s]

Pres

sure

p [k

N/m

2]

Power [kW]

0

500

1000

1500

2000

2500

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow Q [m3/s]

Pow

er P

[kW

]

Chart Title

-20

0

20

40

60

80

100

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Flow Q [m3/s]

Effic

ienc

y [%

]



_______________________________________________________________________________________ Page 34 of 66

10.3. VARIABLE TORQUE LINE. Is the available torque a function of the speed, such as in the case of electric motors, then

. In that case the solution is:

( )n

B D Q C B D B Q C=

+ − − −1 12

12

04

22

04B D Q C− −12

T C C n= −0 1

( )

( )B D0

42



_______________________________________________________________________________________ Page 35 of 66

11. CAVITATION

Cavitation is a condition in a liquid in which the local pressure has dropped below the vapour pressure corresponding to the temperature of the water. (boiling) Cavitation can occur at: • high points in a pipeline f.i. siphons • high velocities (Bernoulli) • large suction heights or long suction lines • high fluid densities. • high altitudes (reservoirs) or low atmospheric pressure Results: 1. Collapse of the vapour bubbles when they enter the high-pressure zone 2. Drop of the manometric pressure- and efficiency curves 3. Pitting and corrosion In dredge pumps low pressure is on the entrance side and cavitation start between the vanes

Cavitation bubbles

Start of cavitation Full cavitation

ω ω

CAVITION BETWEEN THE VANES



( )

11.1. NET POSITIVE SUCTION HEAD (NPSH) The NPSH is defined as total (energy) head available to the pump above the vapour pressure in front of the pump.

ggg 2

( )

vppNPSH vsa

2

+ρ

−ρ

= [m]

2

21 vppNPSH vsa ρ+−=

or

[Pa]

ps = absolute pressure in front of pump pv = vapour pressure of liquid v = velocity This can be written as:

( ) a v saNPSH p p gh Lρ= − − −Σ [Pa]

pa = Atmospheric pressure [Pa] hs = suction height [Pa] ρ = fluid density [kg/m3] ΣL= all pipeline losses [Pa]

_______________________________________________________________________________________ Page 36 of 66

VAPOR PRESSURE

NPSHAVAILABLE

LOSSES

NPSH AT A SYPHON



12

2ρv

vapor pressure

Hydraulic losses

suction liftp suc

tion

NPSH available

12

2ρv

NPSH IN FRONT OF THE PUMP

11.2. THE DELIVERED (or produced) NPSH OF A PUMP The minimum NPSH delivered by a pump is a function of the capacity at which the pressure drop due to cavitation with a certain value f.i. 5 % . It can only determined by testing the pressure drop by trottling progressively the pump inlet.

_______________________________________________________________________________________ Page 37 of 66

5% REDUCTION IN PRESSURE

MINIMUM NPSH

MINIMUM NPSH AS FUNCTION OF CAPACITY

Flow

Q

1 Q Q2 3Q

Q QFlow

1 2 3

p

p

p

1

2

3

The pressure- and efficiency drop are measured as function of net positive suction head.



No cavitation if (NPSH)d < (NPSH)a To estimate (NPSH)d around the best efficiency point use can be made of Specific NPSH number:

( )g NPSH⋅34

ω

SQ

ω

ω=

For dredge pumps S = 3 - 3.5 Because (NPSH)d is proportional with liquid velocity squared, it also means that NP and so with n²

SH u÷ 2

So affinity law:

( ) and ( )NPSHNPSH

nn

1

2

12

22=

QQ

nn

1

2

1

2=

( )

11.3. RELATION BETWEEN (NPSH)d AND DECISIVE VACUUM

NPSHpg

pg

vgd

a v= − +ρ ρ2

2

( )p p Vaca b d= −

( ) ( )dvbd Vac

gv

gp

gpNPSH −+

ρ−

ρ=

2

2

( )Vac NPSHd d= −

_______________________________________________________________________________________ Page 38 of 66

NPSH

vapor pressure

(p) sd

eci

sive

or

∴ ( )

12

2ρv

12

2ρv

pg

pg

vg

b v+ − +ρ ρ2

2

atm

osph

eric

pre

ssur

e

delivered

Hydraulic losses

suction lift

12

2ρv

p suc

tion

NPSH available

Dec

isiv

e va

cuum

12

2ρvmar

gin

Relation vaccum and NPSH



_______________________________________________________________________________________ Page 39 of 66

12. INFLUENCE OF DENSITY AND VISCOSITY ON THE PUMP CHARACTERISTICS FOR NEWTONIAN FLUIDS

12.1. Fluids having the same viscosity but another density than water. The manometric pressure for a fluid other than water relates to that of water by:

p pfluid waterfluid= ⋅

water

P Pfluid waterfluid

water= ⋅

ρρ

ρρ

and for the power

12.2. Fluids having the same density but another viscosity than water. (Stepanoff 1967)

Due to the viscous effects affinity laws hold with less accuracy than for water, capacity varies with speed. Because efficiency is mostly higher at higher specific speeds, power increases less than the cube of the speed and the pressure more than the square of the speed When speed varies specific speed at the bep-points remains the same.

nQ

p

nn

nn

QQ

p

p

nn

n

n

n

ns

s

s

= ⇒ = = =ω

34

1

2

1

2

2

34

1

34

1

2

1

12

2

12

2

32

1

32

1

2

1

np p

s

1

34

2

34

Q Q= =ω ω1 2

This relation stands irrespective of the deviation of the affinity laws. At constant speed pressure curve decreases as viscosity increases in such a way that the specific speed at "bep" remains constant

o

QQ

3

pp

1

2

1

2

2=FHGIKJ

so for the same speed at different viscocities the relationship

Is valid. At constant speed pressure curve decreases as viscosity increases, but head at zero capacity remains the same. However the influence of the pump casing on the characteristics is higher more than when pumping water.



_______________________________________________________________________________________ Page 40 of 66

For constant viscosity and variable speed. Efficiency at "bep" increases at higher speeds. (higher Reynolds numbers give less resistance’s so higher efficiencies.

ulic losses are estimated for water the hydraulic losses for another viscosity can be

( ) ( )1 1− = − ⋅η ηλλhydr fluid hydr water

fluid

water. .

Influence viscosity on pump performance (Stepanoff, 1957) A change in Reynolds number due to a change in viscosity causes a change in the hydraulic losses. If hydracalculated according:



_______________________________________________________________________________________ Page 41 of 66

In ent? which λ is the Darcy-Weisbach resistance coeffici

secundary losses, leakage

and recirculation

shocklosses

friction losses

Flow

pressure



_______________________________________________________________________________________ Page 42 of 66

13. INFLUENCE OF SOLIDS ON THE PUMP CHARACTERISTICS.

Solids in suspension cannot posses or transmit any pressure energy. Solids can only acquire kinetic energy. When a particle is accelerated the required energy is taken from the liquid phase. When a particle is de-accelerated by the fluid, the kinetic energy is transformed to turbulent energy from which only a part is transformed to pressure energy.

13.1. PUMP CHARACTERISTICS FOR MIXTURES

For homogeneous flows the required power is proportional with the density of the fluid. (see page 8 P T )

P Pmixture watermixture

waterρ

[ ]Q r c r c Qpth= = − =ω ρω α α2 2 2 1 1 1cos cos' '

= ∗ρ

p p fm wm=

ρ

Solids transform their kinetic energy partially to pressure energy(potential) According to Stepanoff:

wc

m

wcf=

ρ

m

and because P P it follows that:

( )[ ]{ }

w m= ∗ ρ ηη

and

f C dc cd= − +1 8 6 50. . log



_______________________________________________________________________________________ Page 43 of 66

Influence of particle size on pump performance (Stepanoff)

00.10.20.30.40.50.60.70.80.9

1

0.1 1 10 100

d50 [mm]

fc

Cvd=5 %Cvd=10 %Cvd=15 %Cvd=20 %Cvd=25 %Cvd=30 %Cvd=35 %

Research in the laboratory of Dredging Technology TUD have shown the following: For fine and medium sand efficiency is less than according Stepanoff but increase more than linear at high concentrations For course sand efficiency is lower than according Stepanoff For fine and medium sand power is proportional with the density but for coarse sand the required power increases strongly with delivered concentration. A more general solution can be obtained with a distinction between the different effects.: ηη η

ρρ

ρρ η

mw

f pmpw

wm

f pPmPw

wm

f pf

= ⋅ = ⇒ ⋅ =and

Wilson has published a more generalised solids-effect diagram for slurry pumps. He concludes that the sloids effect on pressure, efficiency, and power may be strongly influenced by the size of the dredge pump (Scale effects).



_______________________________________________________________________________________ Page 44 of 66

GENERALISED SOLIDS EFFECT DIAGRAM BY WILSON Note: Wilson’s consideration it is only based on limited experimental data.

14. INFLUENCE OF SOLIDS ON CAVITATION In principal a negative influence. The presents of solids in the flow will incept cavitation earlier. Silt and clay can cause a higher vapour pressure. However the most important aspect of pumping solids is the higher-pressure drop in vertical lines due to the higher density. As a consequence the decisive vacuum is reached earlier. In order to avoid cavitation in suction lines there are in principle three possibilities: 1. Reduce the concentration of the mixture. 2. Put the pump (further) below the water level. 3. Reduce the velocity



_______________________________________________________________________________________ Page 45 of 66

This can easily proved by the so-called vacuum formulae for homogeneous transport

( )

( )

ρ ρ ξ ρ ρ ξ ρwater mengsel z mengsel mengsel mengselgH Vac gh v g H k v

Va

+ = + = − +12

12

1

2 2

ρ ρ ξ ρwater mengsel mengselc gH g H k v= − + − + 22



_______________________________________________________________________________________ Page 46 of 66

the operating conditions are variable, there is a operating area.

15. PUMP PIPELINE COMBINATION

When pumping water under a constant boundary conditions, there is only one operating point, but when

OPERATING AREA DURING FILLING A WATER TOWER BASIN

der constant speed condition mping through short pipelines uires more power then pumping ough long lines.

Unpureqthr



_______________________________________________________________________________________ Page 47 of 66

the constant poading of th

When the operating point shifts towill decrease in order to avoid overlo

wer or constant torque line the engine speed e motor.

For diesel engines this speed reduction is limited by the smoke limit. This is the point where insufficient air is available for a complete combustion. At lower speed the available torque will drop sharply and heavily polluted gasses are emitted resulting in higher wear. The position of the smoke limit depends mainly on the degree of supercharging. Rule of thumb 90% of the nominal speed. In case of normally aspirated engines speed drops of 60-70% of nominal speed are possible. The allowable torque at speeds lower than at the smoke limit depends on the type of engine. When the allowable torque results in a decreasing capacity with decreasing head the operating point can easily come below the critical capacity resulting in a blockage of the pipe. Installing an impeller with a smaller diameter is now the only solution to get a normal operating condition. As already said cavitation causes a drop of the manometric head. Working under high cavitation condition can reduce the available pump pressure remarkable.



_______________________________________________________________________________________ Page 48 of 66

15.1. PUMPING AT CONSTANT SPEED

3

4

Pressure [kPa]

mixture

water 2

mixture1

Flow [m3/s]

water



P

For a pump-pipeline combination with a short suction line compared by the discharge line ( L

_______________________________________________________________________________________ Page 49 of 66

WATER

Flow [m3/s]

LSUCTION LINE DISCHARGE LINE<< ) the operating points are: When the complete line (suction and discharge line) are filled with water Suction line filed with mixture and pump and discharge line filled with water. The complete system filled with mixture Suction line and pump filled with water, discharge line with mixture.

15.2. PUMPING AT CONSTANT TORQUE OR POWER The numbering is now clockwise

1. 2. 3. 4.

MIXTURE

WATER

MIXTURE

1

2

4

3

CONSTANT POWER OR TORQUE LINES

Pressure [kPa]



_______________________________________________________________________________________ Page 50 of 66

seIn ca of operating area around the nominal torque point

1

2

3

4

water

water

water

mixture

Flow [m3/s]

Pressure [kPa]

mixture

mixture



_______________________________________________________________________________________ Page 51 of 66

6. RELATION BETWEEN PRODUCTION PUMPING DISTANCE

In case of pump speed is maximum, the maximum output of solids per unit of time (production) depends on the pumping distance.

wat

1

Using the expression for empirical correlation for the pressure gradient between mixture and

er: ( )φ ϕ=−

⇒ = +I IC I I I Cm f

vd fm f vd1

pressure loss can be written as: The

∆p AQB

Q Cl vd= +

2

31

th

wi ALD

D

w=

λρ

π21

42

2 and b depending on the particle size and pipe diameter.

Because ∆ pl and q vary only slowly with Cvd so, l can increase if Cvd decreases.

0,00,0

0,5 1,0 1,5 2,0 2,5 3,0 3,5 4,0 4,5 5,0

1120

man

omet

risc

he p

ress

ure

(kPa

)

160

320

480

640

800

960

Capacity (m3/s)Mixture density = 1300 kg/m3

f = 0,92c

a = 0,942t Q = 2,05 m3/scritical

4500

m40

00 m

3500

m30

00 m

2500

m

2000

m

1500 m

1000 m

500 m

0 m

270 rpm

260 rpm

250 rpm

240 rpm

230 rpm

220 rpm210 rpm

2750 m

MP-PIPELINE CHARACTERISTICS PU



P _______________________________________________________________________________________

Page 52 of 66

PRODUCTION-PIPELINE LENGTH DIAGRAM

P-L diagram

�I

Capacity

Pipeline length [m]

roduction [m3/hr]

Section I : Production is determined by other factors than pump or engineSection II : Operating point at constant torque or constant power lineSection III: Operating pony at constant speed line

P

Production



_______________________________________________________________________________________ Page 53 of 66

17. SERIES OPERATION: Pur• • Frwi Forlo The ma So:

pose of serie operation is: dredging at greater depth.

pumping over greater distance.

om operation point of view there is hardly any difference between pumping with one pump or th more than one pump. However the pumps should be designed for the same operation area.

dredgers having more than one pump the first pump is in general a suction pump. (relative w pressure and a high decisive vacuum)

pump characteristics of pumps in series can easily be determined by super position of the nometric pressure and the required power at a given capacity.

( ) ( )p p Q P P Qt n

n

N

t nn

N

= == =∑ ∑

1 1AND

The total efficiency is defined as:

( )

( )

η s

nn

N

nn

N

Q p Q

P Q=

⋅×=

=

∑

∑1

1

100%



_______________________________________________________________________________________ Page 54 of 66

Pressure [kPa]

Flow [m3/s]

Flow [m3/s]

Flow [m3/s]Power [kW]

Efficiency [%]

=2

pump 1

pump 1+2

pump 1

pump1



P

no

_______________________________________________________________________________________ Page 55 of 66

17.1. THE LOCATION OF THE BOOSTER

As long as the incoming pressure at the booster is sufficient positive and out coming pressure is t too high for the pump and its component, then the location does not matter.

area where booster can be placed

min. Input pressure

Parallel lines

max. allowablepressure of pump 2

max. Pumping distance

min. Pumping distance

Reclamation area

vacuüm

Pres

sure

p1

p2

max

pre

ssur

e p1

p2m

ax

FIGURE: PRESSURELINES ALONG PIPELINE



_______________________________________________________________________________________ Page 56 of 66

8. PARALLEL OPERATION OF PUMPS AND PIPES

railing suction hopper dredgers.

1

Parallel operation is used when a higher capacity is required. Examples: • T

PARALLEL SUCTION PIPES WITH CENTRAL DICHARGE SYSTEM

Special purpose vessel “Cardium” used during the delta works •

SUCTION MOUTH “CARDIUM”



P

Jetpump systems on board of trailing suction hopper dredgers have often the possibility to work in serial and parallel operation.

k water works (variable demand) ue to the variable demand parallel operation is normal in drinkwater supply

arallel operation with to dredge pumps on one line is some times to be seen on board of trailing suction hopper dredgers. The two dredgepumps deliver the mixture via one shute or discharge pipe into the hopper.

Th

• Jet pumps systems.

• DrinD P

18.1. PUMP CHARACTERISTICS OF PARALLEL OPERATION

The combined characteristics can be determined by super position of the capacities at a given pressure.

is implies that the capacity is expressed as function of the pressure.

( ) ( ) ( )Q Q p P Q f Qt nn

N

t nn

N

t= = == =∑ ∑

1 1AND P

Th al efficiency is: e tot

( )( )η s

nn

N

t t

p Q p

P Q=

⋅×=

∑1 100%

_______________________________________________________________________________________ Page 57 of 66



_______________________________________________________________________________________ Page 58 of 66

Pressure [kPa]

PUMP 1+2

PUMP 1

PUMP 1+2

PUMP 1

PUMP 1+2PUMP 1

Flow [m3/s]

Efficiency [%]

Power [kW]Flow [m3/s]



_______________________________________________________________________________________ Page 59 of 66



P

18.2.

Parallelreclamatlines with Comfortposition of When dif

_______________________________________________________________________________________ Page 60 of 66

PARALLEL PIPELINES

operation of dredge pumps on one line is only done in the dredging field when ion areas have small fill heights. In that case the main pipeline is devided in two smaller an equal cross section.

with parallel operating pumps the pipeline characteristic can be determined by super the capacities at a given pressure.

ferent pipeline length are used beware of the critical velocity in the long line! .

llelatith

mion of t

en dif



P

If parallel or series operation is useful depends on pipeline characteristic as shown below.

_______________________________________________________________________________________ Page 61 of 66



_______________________________________________________________________________________ Page 62 of 66

9. INFLUENCE OF WEAR ON THE PERFORMANCE OF PUMPS. WthForspe

The

Wth

The So

Th

ex

1

ear is mainly determined, except from the mineral composition of the grains, by the speed of e mixture.

pumps it is assumed that the wear is proportional with the third power of the peripheral ed.

Therefore the peripheral speed is limited to 35- 40 m/s. performance of a pump changes as the sizes and shapes differ from the original ones.

19.1. WEAR AT THE SUCTION INLET

ear at the inlet occurs when the pump is working at a capacity, which differs substantial from e design capacity.

(shock losses)

inlet geometry is decisive for the cavitation performance of centrifugal pumps. wear at the inlet results mostly in a reduction of the decisive vacuum.

19.2. WEAR AT THE OUTLET.

e manometric pressure is mainly determined by the geometry at the outlet. Reduction of the impeller diameter due to wear will result in a decrease of the manometric pressure. Because the wear is proportional with the third power of the peripheral speed, more wear can be

pected when pumping over long distances.

19.3. WEAR AT THE LINING PLATES



_______________________________________________________________________________________ Page 63 of 66

ear at the lining plates does increase the clearance between the impeller and the wearing

circulated.

he efficiency.

W

plates, resulting in increase of the fluid reThis will induce on its turn a higher wear and a reduction of t(recirculation requires power) Entrance pe

l

Pumpshaft

McGraw-Hill Book Company, New York, 1977. Stepanoff, A.J. (1957). Centrifugal and axial8. Stepanoff, A.J. (1965). Pumps and blowers—tw

Pumphouse

Imle

r

pumphouse

Wear at the cutwater does increase the quantity of recirculation water in the pump casing. However, compared to water pumps, dredge pum s do have a large cap between the impeller and

o the influence of wear at the cutwater will decrease the efficiency slightly.

LIOGRAPHY

and Clift, R. (1997). Slurry transport using centrifugal pumps, Blackie Academic and Professional.

5. Jonker, J.B. (1995). Turbomachines I, Lecture notes University of Twente, faculty

. Karrasik, I.J.K., Krutzsch,W.C., Fraser,W.H. and Messina, J.P., Pmp handbook, 6

flow pumps, John Wiley & Sons, Inc. o-phase flow, John Wiley & Sons, Inc.

Recirculation between impeller and

19.4. WEAR AT THE CUTWATER

pthe pump casing at the cutwater. S

20. BIBIB 4. Wilson, K.C., Addie, G.R. Sellgren, A.

Mechnical engineering 6



_______________________________________________________________________________________ Page 64 of 66

ENCLOSURE A

HE CUBIC EQUATION FOR THE SOLUTION OF THE CONSTANT POWER LINE

IVEN z a z a z a32

21 0 0+ + + =

T

G

LET ( )q a a r a a a a= − = − −1 1 1

312 3; 3 9 6 271 2 1 2 0 2

AND s r q r s r q r13 23

23 23= + + = − +;

THEN IS IF: q r c 0+ = > ;

ONE REAL ROOT AND A PAIR OF COMPLEX CONJ

3 2 2

UGATE ROOTS.

s r c s r13

23= + = −; c AND BOTH REAL THEN:

• q r c3 2 2 0+ = = ALL REAL ROOTS AND AT LEAST TWO ARE EQUAL.

z IS REAL AND z z, ARE COMPLEX 1 2 3

s s r s s1 23

1 2 0= = ⇒ − = q r c3 2 2 0+ = < ALL ROOTS REAL s r ci s r ci1

32

3= + = −; AND ARE COMPLEX

( )

( )

s r ck

ik

s r ck

ik

12 2

16

22 2

16

23

23

23

23

= + ⋅+

+

+

= + ⋅− +

+

− +

cos sin

cos sin

θ π θ π

θ π θ π

SO

( )

( )

s s r ck

s s r c ik

1 22 2

16

1 22 2

16

223

223

+ = + ⋅+

− = + ⋅+

cos

sin

θ π

θ π



P

WITH θ = arctan c

r

RESULTING IN THE REAL ROOTS z1 2 3

L CONDITIONS THE ROOTS

, ,z z

z1, ,z z2 3 ARE: FOR AL

( )

( ) ( )

z s

( ) ( )s s s s1 22

1 22 3 2+ − − −

z2 1

sa

s sa i

s s

a i

1 1 22

22

1 2

312 3

32

1 3

= + −

= − + − + −

ND z z a

z z z a1 2 1 3 2 3 1

+ + = −

= −

PPLI R EQUATION z a z a z a32

21 0 0

z3 = −A

z

1 2 3 0

z z z z z z a1 2 3 2

+ + =

=

+ + + = A ED TO THE CONSTANT POWE

P A n D A n D Q A nQ+ +03 4

12 2

22 ⇒ n A D n A D

3 12

2 2+ +A Q A Q

n P0

2

04 0− =

ITH W

A Q A Q A Q 2 2 21 1

A Q A Q2

a A D a A D1

2 12

4= =, a P20 0

0 =,

O S

q rA Q A Q A Q

A DA Q

A D PA Q

A D3 2 2

21

2 3

22

04

1

02

1

02

2 21 1

31

27+ = −

+ ⋅ −

−

A D A D04

023 9 6

q r A DA Q

A D PA Q

A D= − = ⋅ −

−

2 1 2

04

1

02

1

02

2

3 6 31

27,

AND A D A D 0

40

29

_______________________________________________________________________________________ Page 65 of 66

9A QA D

A QA D P

A QA D

A QA D

A QA D

A QA D

A QA D P2

2

04

1

02

1

02

22

2

04

1

02

2 3

22

04

1

023

127 3

1 16 3

127= ⋅ −

−

+ −

+ ⋅ −

−

A QA D

A QA D P

A QA D

A QA D

A QA D

A QA D

A QA D P2

2

04

1

02

1

02

22

2

04

1

02

2 3

22

04

1

023

127 3

19

16 3

127= ⋅ −

−

− −

+ ⋅ −

−

sA Q

A D11

02

2 2

316

sA Q

A D1

02

2 2

316

2



_______________________________________________________________________________________ P

SUBSTITUTED IN z , ,z z GIVES THE REQUIRED ROOTS.

1 2 3

Page 66 of 66

CECW-EH-D

Engineer Manual1110-2-5025

Department of the ArmyU.S. Army Corps of Engineers

Washington, DC 20314-1000

EM 1110-2-5025

25 March 1983

Engineering and Design

DREDGING AND DREDGED MATERIAL DISPOSAL

Distribution Restriction StatementApproved for public release; distribution is

unlimited.

ENGINEER MANUAL EM 1110-2-502525 March 1983

ENGINEERING AND DESIGN

DREDGING AND DREDGEDMATERIAL DISPOSAL

DEPARTMENT OF THE ARMYCORPS OF ENGINEERS

OFFICE OF THE CHIEF OF ENGINEERS

DAEN-CWE-HD

DEPARTMENT OF THE ARMYU.S. Army Corps of EngineersWashington, D.C. 20314

Engineer ManualNo. 1110-2-5025

EM 1110-2-5025

25 March 1983

Engineering and DesignDREDGING AND DREDGED MATERIAL DISPOSAL

1. Purpose. This manual provides an inventory of the dredging equipmentand disposal techniques used in the United States and provides guidancefor activities associated with new work and maintenance projects. Thismanual further provides guidance on the evaluation and selection ofequipment and evaluation of disposal alternatives.

2. Applicability. This manual is applicable to all field operatingactivities concerned with administering the Corps' dredging program.

3. Discussion. The engineering and design guidance discussed in thismanual is primarily for projects that have been authorized and are in thepreliminary design stages. However, much of the information is equallyapplicable to the preliminary engineering and design required during theauthorization phase of dredging projects.

FOR THE COMMANDER:

i

DEPARTMENT OF THE ARMY EM 1110-2-5025DAEN-CWE-H US Army Corps of EngineersDAEN-CWO-H Washington, D. C. 20314

Engineer ManualNo. 1110-2-5025 25 March 1983

Engineering and DesignDREDGING AND DREDGED MATERIAL DISPOSAL

Table of Contents

Subject Paragraph Page

CHAPTER 1. INTRODUCTIONPurpose and Scope------------------------ 1-1 1-1Applicability---------------------------- 1-2 1-1Reference-------------------------------- 1-3 1-1Bibliography----------------------------- 1-4 1-2Background------------------------------- 1-5 1-2Considerations Associated With Dredging and Dredged Material Disposal---------- 1-6 1-4

CHAPTER 2. DESIGN CONSIDERATIONS

General---------------------------------- 2-1 2—1Preliminary Data Collection-------------- 2-2 2-1Dredging Locations and Quantities-------- 2-3 2-1Physical Properties of Sediments--------- 2-4 2-2Selection of Dredging Equipment---------- 2-5 2-5Disposal Alternatives-------------------- 2-6 2-6Long-Range Studies----------------------- 2-7 2-6

CHAPTER 3. DREDGING EQUIPMENT AND TECHNIQUESPurpose---------------------------------- 3-1 3-1Factors Determining Equipment Selection-- 3-2 3-1Hopper Dredges--------------------------- 3-3 3-3Cutterhead Dredges----------------------- 3-4 3-7Dustpan Dredges-------------------------- 3-5 3-15Sidecasting Dredges---------------------- 3-6 3-18Dipper Dredges--------------------------- 3-7 3-20Bucket Dredges--------------------------- 3-8 3-23Special-Purpose Dredge------------------- 3-9 3-26Summary of Dredge Operating Characteristics------------------------ 3-10 3-28Locations of Dredges in the United States--------------------------------- 3-11 3-28Agitation Dredging Techniques------------ 3-12 3-31Advances in Dredging Technology---------- 3-13 3-33Environmental Considerations------------- 3-14 3-34

ii

EM 1110-2-502525 Mar 83

Subject Paragraph Page

CHAPTER 4. DISPOSAL ALTERNATIVES

Introduction----------------------------- 4-1 4-1

Section 1. Evaluation of Dredged Material PollutionPotentialInfluence of Disposal Conditions on Environmental Impact------------------- 4-2 4-1Methods of Characterizing Pollution Potential------------------------------ 4-3 4-2

Section II. Sediment Resuspension Due to DredgingFactors Influencing Dredging Turbidity--- 4-4 4-4

Section III. Open-Water DisposalBehavior of Discharges from Various Types of Dredges----------------------------- 45 4-6Dredged Material Dispersion at the Discharge Site------------------------- 4-6 4-6Environmental Impacts in the Water Column--------------------------------- 4-7 4-11Environmental Impacts on the Benthos----- 4-8 4-12Overview of Open-Water Disposal---------- 4-9 4-16

Section IV. Confined Dredged Material DisposalContainment Area Design------------------ 4-10 4-17Containment Area Operation and Management----------------------------- 4-11 4-24Productive Uses-------------------------- 4-12 4-27Environmental Considerations------------- 4-13 4-28

Section V. Habitat Development as a Disposal AlternativeGeneral Considerations for Habitat Development---------------------------- 4-14 4-29Marsh Habitat Development---------------- 4-15 4-31Upland Habitat Development--------------- 4-16 435Island Habitat Development--------------- 4-17 4-37Aquatic Habitat Development-------------- 4-18 4-40

APPENDIX A. BIBLIOGRAPHY A-1

APPENDIX B. CHECKLIST FOR REQUIRED STUDIES B-1

EM 1110-2-502525 Mar 83

CHAPTER 1INTRODUCTION

1-1. Purpose. This manual provides an inventory of the dredgingequipment and disposal techniques used in the United States and providesguidance for activities associated with new work and maintenanceprojects. This manual also presents engineering and design guidance foruse on both new work and maintenance dredging projects. The guidance isprimarily for projects that have been authorized and are in thepreliminary design stages. However, much of the information is equallyapplicable to the preliminary engineering and design required during theauthorization phase of dredging projects. This manual further providesguidance on the evaluation and selection of equipment and evaluation ofdisposal alternatives.

1-2. Applicability. This EM is applicable to all field operatingactivities concerned with administering the Corps' dredging program.

1-3. References. The references listed below provide practical guidanceto Corps personnel concerned with dredging and dredged material disposal.

a. ER 1110-2-1300, Government Estimates and Hired Labor Estimates forDredging.

b. ER 1110-2-1404, Deep Draft Navigation Project Design.

c. EM 1110-2-1906, Laboratory Soils Testing.

d. EM 1110-2-1907, Soil Sampling.

e. EM 1125-2-312, Manual of Instructions for Hopper Dredge Operationsand Standard Reporting Procedures.

f. WES TR D-77-9, Design and Construction of Retaining Dikes forContainment of Dredged Material.

g. WES TR DS-78-1, Aquatic Dredged Material Disposal Impacts.

h. WES TR DS-78-4, Water Quality Impacts of Aquatic Dredge MaterialDisposal (Laboratory Investigations).

i. WES TR DS-78-6, Evaluation of Dredged Material PollutionPotential.

j. WES TR DS-78-10, Guidelines for Designing, Operating, and ManagingDredged Material Containment Areas.

k. WES TR DS-78-11, Guidelines for Dewatering/Densifying ConfinedDredged Material.

l-l

EM 1110-2-502525 Mar 83

l. WES TR DS-78-12, Guidelines for Dredged Material Disposal AreaReuse Management.

m. WES TR DS-78-13, Prediction and Control of Dredged MaterialDispersion Around Dredging and Open-Water Pipeline Disposal Operations.

n. WES TR DS-78-16, Wetland Habitat Development with DredgedMaterial: Engineering and Plant Propagation.

o. WES TR DS-78-17, Upland Habitat Development with Dredged Material:Engineering and Plant Propagation.

p. WES TR DS-78-18, Development and Management of Avian Habitat onDredged Material Islands.

q. WES TR DS-78-21, Guidance for Land Improvement Using DredgedMaterial.

The WES Technical Reports referenced above are available from theTechnical Information Center, U. S. Army Engineer Waterways ExperimentStation, P. O. Box 631, Vicksburg, MS 39180.

1-4. Bibliography. Bibliographic items are indicated throughout themanual by numbers (item 1, 2, etc.) that correspond to similarly numbereditems in Appendix A. They are available for loan by request to theTechnical Information Center Library, U. S. Army Engineer WaterwaysExperiment Station, P. O. Box 631, Vicksburg, MS 39180.

1-5. Background. The Corps of Engineers has been concerned with thedevelopment and maintenance of navigable waterways in the United Statesever since Congressional authorization was received in 1824 to removesandbars and snags from major navigable rivers. The Corp's dredgingprogram involves the planning, design, construction, operation, andmaintenance of waterway projects to meet navigation needs. The Corps'responsibility includes developing and maintaining the Nation's waterwaysand harbors, as well as maintaining a minimum dredging fleet to meetemergency, national defense, and national interest dredging requirements.The importance of the Corp's dredging program to the economic growth ofthe country is suggested by the fact that the total waterborne commerceof the United States continued its record-breaking advance during the1970's. The viability of the economy of the United States is clearlydependent upon maintenance of the waterways, ports, and harbors fornavigation. The Corp's annual dredging workload is approximately 287million cu yd of material, including both maintenance and new work. TheCorps accomplishes the majority (70 percent in FY 81) of its annualdredging workload by contracting privately owned equipment undercompetitive bidding procedures; it performs the remaining work usinghired labor to operate Corps-owned dredges (item 5). An overview of theCorps' dredging program is shown in figure l-l.

1-2

EM 1110-2-502525 Mar 83

1-3

EM 1110-2-502525 Mar 83

1-6. Considerations Associated with Dredging and Dredged Material Disposal.Some considerations associated with dredging and dredged material disposalare as follows:

a. Selection of proper dredge plant for a given project.

b. Determining whether or not there will be dredging of contaminatedmaterial.

c. Adequate disposal facilities.

d. Long-term planning for maintenance dredging projects.

e. Characterization of sediments to be dredged to support an engineer-ing design of confined disposal areas.

f. Determining the levels of suspended solids from disposal areas anddredge operations.

g. Disposal of contaminated sediments.

h. Disposal in remote areas.

i. Control of dredging operation to ensure environmental protection.

j. Containment area management for maximizing storage capacity.

1-4

EM 1110-2-502525 Mar 83

CHAPTER 2DESIGN CONSIDERATIONS

2-1. General. A dredging and dredged material disposal operation requiresconsideration of both short- and long-term management objectives. The primaryshort-term objective of a dredging project is to construct or maintainchannels for existing navigation needs but not necessarily to authorizedproject dimensions. This should be accomplished using the most technicallysatisfactory, environmentally compatible, and economically feasible dredgingand dredged material disposal procedures. Long-term objectives concern themanagement and operation of disposal areas to ensure their long-term use.This chapter outlines the design consideration usually needed to meet theobjectives of a dredging project.

2-2. Preliminary Data Collection. In order to gather the data required for adredging and dredged material disposal project, it is necessary to do thefollowing:

a. Analyze dredging location and quantities to be dredged, consi-dering future needs.

b. Determine the physical and chemical characteristics of the sediments.

c. Evaluate potential disposal alternatives.

d. Identify pertinent social, environmental, and institutional factors.

e. Evaluate dredge plant requirements.

2-3. Dredging Locations and Quantities.

a. Dredging locations and the quantities of material to be dredged aretwo of the most important considerations in planning dredging projects. Sincedisposal of dredged material is usually the major dredging problem, it isessential that long-term projections be made for disposal requirements of eachproject. Records should be kept of quantities dredged and maintenanceinterval(s) to forecast future dredging and disposal requirements.

b. Hydrographic surveys are the principal dredged contract managementtool of the Corps. Hydrographic surveys should be made prior to dredgingto determine existing depths within the project area and after dredgingto determine the depths that were attained as a result of the dredgingoperation. Each district should have the capability, either in-house orby contract, to make accurate, timely, and repeatable hydrographic surveys.To ensure accuracy, quantity calculations must be made from survey datagathered in a timely manner using proper equipment and based upon preciselyestablished horizontal and vertical controls. Direct tide level readingsmust be made at the site of the work to eliminate gross errors in quantitycalculations. Quantity measurement methods must be fully consistent

2-1

EM 1110-2-502525 Mar 83

between work per formed by contract and work per formed by hired labor.

2-4. Physical Properties of Sediments. In planning any dredging operationwhich constitutes a specialized problem in earthmoving or excavation, it isessential that field measurements and computations be made to determine thelocation, characteristics, and quantities of material to be removed. Thecharacteristics of the dredged material determine dredge plant and, to someextent, disposal requirements. Refer to Chapter 4 for specificcharacterization tests required for evaluation and design of disposalalternatives for dredged material.

a. Sampling. Sediment samples should be taken of the material above thedepth to which removal will be credited. This should be done concurrent withthe pre-dredge survey. For maintenance dredging of a recurring nature,samples will be taken before each dredging until the characteristics of thesediments are well known. For subsequent dredging, a small number of sampleswill be taken to identify and changes in sediment characteristics. Normallythe sediment sampling depth will be the authorized project depth plus anallowable tolerance (usually 2 ft) to compensate for the inherent inaccuraciesof the dredging process. The number of sediment samples taken should besufficient to obtain accurate information regarding the characteristics of thematerial to be dredged. Samples in soft materials can be obtained by pushtube or grab samplers.

(1) Tube sampling.

(a) A tube sampler is an open-ended tube that is thrust vertically intothe sediment deposit to the depth desired. The sampler is withdrawn from thedeposit with the sample retained within the tube. Differences among tubesamplers relate to tube size, tube wall thickness, type of penetrating nose,head design including valve, and type of driving force. Tube samplers (alsocalled harpoon samplers) are available with adjustable weights in the range offrom 17 to 77 lb and with fixed weights in excess of 90 lb. The amount ofweight required depends upon deposit texture and required depth of penetration.

(b) The split barrel sample spoon (also known as split-spoon sampler) iscapable of penetrating hard sediments , provided sufficient force is applied tothe driving rods. The sampler is thrust into the deposit by the hammeringforce exerted on rods connected to the head. During retrieval, the sample isretained within the barrel by a flap. The nose and head are separated fromthe barrel in order to transfer the sample to a container. Refer to EM1110-2-1907 for more information on soil sampling.

(2) Grab sampling. A grab sampler consists of a scoop or bucketcontainer that bites into the soft sediment deposit and encloses the sample.Grab samplers are used primarily to sample surface materials, with depth ofpenetration being 12 in. or less. Grab samplers are easy and inexpensive toobtain and may be sufficient to characterize sediment for routine maintenancedredging. Grab sampling may indicate relatively homogeneous sedimentcomposition, segregated pockets or coarse- and fine-grained sediment, and/ormixtures. If segregated pockets are present, samples should be taken at

2-2

EM 1110-2-502525 Mar 83

a sufficient number of locations in the channel to adequately define spa-tial variations in the sediment character and quantities of each material.

(3) New work. Samples taken by conventional boring techniques arenormally required for new work dredging. Samples should be taken fromwithin the major zones of spatial variation in sediment type or along theproposed channel center line at constant spacing to define stratificationwithin the material to be dredged and to obtain representative samples.Borings are required for new projects and should be advanced below the depthof anticipated dredging. The relative density of sands can be determinedby driving a split-spoon sampler and recording the number of blows requiredto penetrate each foot of sand. Refer to EM 1110-2-1907 for informationon conventional soil sampling methods and standard split-spoon penetrationtests. Information on the soil above and below the authorized new workdepth is needed to properly design the channel slopes. It is essential toobtain the characteristics of the material to be dredged to preclude deter-mination of unsuitable dredge plant, unrealistic production and cost esti-mates, etc. Pertinent information regarding sediment samplers is summa-rized in table 2-1.

b. Laboratory Testing. Laboratory tests are required to provide datafor determining the proper dredge plant, evaluating and designing disposalalternatives, designing channel slopes and retention dikes, and estimatinglong-term storage capacity for confined disposal areas. The tests dis-cussed below are to be used to characterize the material to be dredged sothat a proper dredge plant can be selected. Specific tests for evaluationand design of disposal alternatives are discussed in Chapter 4. The re-quired laboratory tests are essentially standard tests and generally followprocedures found in EM 1110-2-1906 . The extent of the testing program isproject-dependent: fewer tests are required when dealing with a relativelyhomogeneous material and/or when data are available from previous tests andexperience, as is frequently the case in maintenance dredging; for new workprojects and unusual maintenance dredging projects where considerable vari-ation in sediment properties is apparent from samples, more extensive labo-ratory testing programs are required. Laboratory tests should always beperformed on representative sediment samples. Tests required on fine-grained sediments (those of which more than half pass through a No. 40sieve) include natural water content, plasticity analyses (Atterberglimits), and specific gravity. The coarse-grained sediments (those ofwhich more than half are retained on a No. 40 sieve) require only grainsize analyses and in situ density determinations. These tests are de-scribed below.

(1) Natural water content test. Natural water content refers to thein situ water content of the sediment. It is used to determine the in situvoid ratio and in situ density of fine-grained sediments. Water contentdeterminations should be made on representative samples from borings andgrab samples of fine-grained sediment obtained during field investigation.Fine-grained sediments do not drain rapidly; thus, representative samplestaken from borings and grab samples are considered to represent in situwater contents. Detailed test procedures for determining the water contentare found in Appendix I of EM 1110-2-1906.

2-3

EM 1110-2-502525 Mar 83

Table 2-1. Summary of Sediment Sampling Equipment

Sampler Weight Remarks

Peterson 39-93 lb Samples 144-in.2

area to adepth of up to 12 in., de-pending on sediment texture

Shipek 150 lb Samples 64-in.2

area to adepth of approximately 4 in.

Ekman

Ponar

Drag Bucket

9 lb Suitable only for very softsediments

45-60 lb Samples 81-in.2 area to adepth of less than 12 in.Ineffective in hard clay

Varies Skims an irregular slice ofsediment surface. Availablein assorted sizes and shapes

Phleger Tube Variable : Shallow core samples may be(gravitycorer)

17-77 lb; obtained by self-weightfixed in penetration and/or pushingexcess of from boat. Depth of pene-90 lb tration dependent on weight

and sediment texture

Conventional Refer toSoil Samplers EM 1110-2-1907

Conventional soil samplersmay be employed using barge-or boat-mounted drillingequipment. Core samplesattainable to full depth ofdredging

2-4

EM 1110-2-502525 Mar 83

(2) Plasticity analyses. Plasticity analyses (Atterberg limits) shouldbe performed on the separated fine-grained fraction (passing the No. 40 sieve)of sediment samples. A detailed explanation of the tests required to evaluatethe plasticity of sediments is presented in Appendix III of EM 1110-2-1906.Samples should be classified according to the Unified Soil ClassificationSystem (USCS) (item 12).

(3) Specific gravity test. Values for the specific gravities of solidsin fine-grained sediments are required for determining void ratios and in situdensities. Procedures for conducting the specific gravity test are given inAppendix IV of EM 1110-2-1906.

(4) Grain size analyses. Grain size analyses are required only on thecoarse-grained fraction of samples. Grain size analyses should follow theprocedures contained in Appendix V of EM 1110-2-1906.

c. In situ density. In situ density is used to evaluate dredgability tosediments and aid in equipment selection, to estimate production rates, and toestimate volume required for storage in confined disposal areas. In situdensity can be estimated from field investigations of sediments or fromlaboratory test data using geotechnical engineering formulas. Refer toAppendix II of EM 1110-2-1906 for guidance in estimating in situ density fromlaboratory tests. For sand sediments, relative density has a decisiveinfluence on the selection of equipment for dredging. The relative density ofsands can be estimated from standard split-spoon penetration tests (para2-4a). Table 2-2 presents estimates of relative density of sands based onstandard penetration tests. Where no field tests are performed on coarse-grained materials (i.e. sand, gravel, etc., ) the material in its densest statebased on laboratory tests will be considered comparable to its in situcondition.

Table 2-2. Relative Density of Sands According to Resultsof Standard Penetration Tests

No. of Blows/ft Relative Density

0-44-1010-3030-50

Over 50

Very looseLooseMediumDense

Very dense

2-5. Selection of Dredging Equipment. Most Corps dredging is performed byprivate industry under contract, and the specifications should not bewritten such that competitive bidding is restricted. However, in certainsituations limitations may be placed on the equipment to be used to mini-mize the environmental impact of the dredging and disposal operation. Incases where available upland containment areas are small, the size of thedredge should be restricted to minimize stress on the containment areadikes and to provide adequate retention time for sedimentation to minimize

2-5

EM 1110-2-502525 Mar 83excessive suspended solids in the weir effluent. Environmentalprotection is adequate justification for carefully controlling theselection and use of dredging equipment. The dredging of contaminatedsediments requires careful assessment of the dredging operation. Theinformation presented in Chapters 3 and 4 will provide guidance forproper equipment selection based on the materials to be dredged, dredgingenvironment, contamination level of sediments, transport and disposalrequirements, and production requirements.

2-6. Disposal Alternatives. The major considerations in selectingdisposal alternatives are the environmental impact and the economics ofthe disposal operation. Much of the recent knowledge concerning dredgedmaterial disposal was gained as a result of the Dredged Material ResearchProgram (DMRP) conducted by the U.S. Army Engineer Waterways ExperimentStation (WES) and reported in WES Technical Reports. The majorobjectives of the DMRP were to provide definitive information on theenvironmental impact of dredging and dredged material disposal operationsand to develop new or improved dredged material disposal practices. Theresearch was conducted on a national basis, excluding no major types ofdredging activity or region or environmental setting. It producedmethods for evaluating the physical, chemical, and biological impacts ofa variety of disposal alternatives in water, on land, or in wetlandareas, as well as tested, viable, cost-effective methods and guidelinesfor reducing the impacts of conventional disposal alternatives. Summaryreports produced under this program are listed in para 1-3, and adetailed discussion of disposal alternatives is presented in Chapter 4.Two fundamental conclusions were drawn from the results of the DMRPconcerning disposal of dredged material: (1) no single disposalalternative can be presumed most suitable for a region, a type of dredgedmaterial, or a group of projects before it has been tested, and (2)environmental considerations make necessary long-range regional planningfor lasting, effective solutions to disposal concerns. There is noinherent effect or characteristic of a disposal alternative that can ruleit out of consideration from an environmental standpoint before specificon-site evaluation. This holds true for open-water disposal, confinedupland disposal, habitat development, or any other alternative.Case-by-Case project evaluations are time-consumig and expensive and mayseriously complicate advanced planning and funding requests.Nevertheless, from a technical point of view, situations can beenvisioned where tens of millions of dollars may have been or could bespent for disposal alternatives that contribute to adverse environmentaleffects rather than reduce them. Also, easily obtained beneficialimpacts should not be overlooked. No category of disposal alternative iswithout environmental risk or offers the soundest environmentalprotection or reflects the best management practice; therefore, alldisposal alternatives should be fully investigated during the planningprocess and treated on an equal basis until a final decision can be madebased on all available facts. It is hypothesized that all alternativescould be considered to dispose of even the most highly contaminateddredged material if a plan could be devised for management that wasadequate and legally acceptable under domestic regulations andinternational treaty.

2-7. Long-Range Studies. Dredging and disposal activities cannot be

2-6

EM 1110-2-502525 Mar 83

designed independently for each of several projects in a given area. Whileeach project may require different specific solutions, the interrelation-ships among them must be determined. Thought must also be given to chang-ing particular dredging techniques and disposal alternatives as conditionschange. Long-range regional dredging and disposal management plans notonly offer greater opportunities for environmental protection and effectiveuse of dredging equipment at reduced project cost, but they also meet withgreater public acceptance once they are agreed upon. Long-range plans mustreflect sound engineering design, consider and minimize any adverse environ-mental impacts, and be operationally implementable.

2-7

EM 1110-2-502525 Mar 83

CHAPTER 3DREDGING EQUIPMENT AND TECHNIQUES

3-1. Purpose. This chapter includes a description of the dredging equip-ment and techniques used in dredging activities in the United States andpresents advantages and limitations for each type of dredge. Guidance isprovided for selection of the best dredging equipment and techniques for aproposed dredging project to aid in planning and design.

3-2. Factors Determining Equipment Selection.

a. The types of equipment used, by both the Corps and private in-dustry, and the average annual amount of dredging associated with each typeare shown in Figure 3-1. The dredging methods employed by the Corps varyconsiderably throughout the United States. Principal types of dredges in-clude hydraulic pipeline types (cutterhead, dustpan, plain suction, andsidecaster), hopper dredges, and clamshell dredge. The category of "other"dredges in Figure 3-1 includes dipper, ladder, and special purpose dredges.However, there are basically only three mechanisms by which dredging isactually accomplished:

(1) Suction dredging. Removal of loose materials by dustpans,hoppers, hydraulic pipeline plain suction, and sidecasters, usually formaintenance dredging projects.

(2) Mechanical dredging. Removal of loose or hard, compacted mate-rials by clamshell, dipper, or ladder dredges, either for maintenance ornew work projects.

(3) A combination of suction and mechanical dredging. Removal. ofloose or hard, compacted materials by cutterheads, either for maintenanceor new work projects.

b. Selection of dredging equipment and method used to perform thedredging will depend on the following factors:

(1) Physical characteristics of material to be dredged.

(2) Quantities of material to be dredged.

(3) Dredging depth.

(4) Distance to disposal area.

(5) Physical environment of and between the dredging and disposalareas.

(6) Contamination level of sediments.

(7) Method of disposal.

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(8) Production required.

(9) Type of dredges available.

3-3. Hopper Dredges.

a. General. Hopper dredges are self-propelled seagoing ships of from180 to 550 ft in length, with the molded hulls and lines of ocean vessels(fig. 3-2). They are equipped with propulsion machinery, sediment con-tainers (hoppers), dredge pumps, and other special equipment required toperform their essential function of removing material from a channel bottomor ocean bed. Hopper dredges have propulsion power adequate for requiredfree-running speed and dredging against strong currents and excellent maneu-verability for safe and effective work in rough, open seas. Dredged mate-rial is raised by dredge pumps through dragarms connected to drags incontact with the channel bottom and discharged into hoppers built in thevessel. Hopper dredges are classified according to hopper capacity: large-class dredges have hopper capacities of 6000 cu yd or greater, medium-classhopper dredges have hopper capacities of 2000 to 6000 cu yd, and small-class hopper dredges have hopper capacities of from less than 2000 to500 cu yd. During dredging operations, hopper dredges travel at a groundspeed of from 2 to 3 mph and can dredge in depths from about 10 to over80 ft. They are equipped with twin propellers and twin rudders to providethe required maneuverability. Table 3-1 gives available specifications forall vessels in the Corps hopper dredge fleet.

b. Description of Operation.

(1) General. Operation of a seagoing hopper dredge involves greatereffort than that required for an ordinary ocean cargo vessel, because notonly the needs of navigation of a self-propelled vessel but also the needsassociated with its dredging purposes must be satisfied. Dredging is ac-complished by progressive traverses over the area to be dredged. Hopperdredges are equipped with large centrifugal pumps similar to those employedby other hydraulic dredges. Suction pipes (dragarms) are hinged on eachside of the vessel with the intake (drag) extending downward toward thestern of the vessel. The drag is moved along the channel bottom as thevessel moves forward at speeds up to 3 mph. The dredged material is suckedup the pipe and deposited and stored in the hoppers of the vessel. Oncefully loaded, hopper dredges move to the disposal site to unload before re-suming dredging. Unloading is accomplished either by opening doors in thebottoms of the hoppers and allowing the dredged material to sink to theopen-water disposal site or by pumping the dredged material to upland dis-posal sites. Because of the limitations on open-water disposal, mosthopper dredges have direct pumpout capability for disposal in upland con-fined sites. Before there were environmental restrictions, hopper dredgeswere operated with the primary objective of obtaining the maximum economicload; i.e., removing the maximum quantity of material from the channelprism in the shortest pumping time during a day's operation.

(2) Hopper dredging is accomplished by three methods: (a) pumpingpast overflow, (b) agitation dredging, and (c) pumping to overflow. The

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HOPPERS

Figure 3-2. Self-propelled seagoing hopper dredge.

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use of these methods is controlled to varying degrees by environmentallegislation and the water quality certification permits required by thevarious states in which dredging is being accomplished. The environmentaleffects of these methods must be assessed on a project-by-project basis.If the material being dredged is clean sand, the percentage of solids inthe overflow will be small and economic loading may be achieved by pumpingpast overflow. When contaminated sediments are to be dredged and adverseenvironmental effects have been identified , pumping past overflow is notrecommended. In such cases, other types of dredges may be more suitablefor removing the contaminated sediments from the channel prism. If hopperdredges are not allowed to pump past overflow in sediments that have goodsettling properties, the cost of dredging increases. The settling proper-ties of silt and clay sediments may be such that only a minimal load in-crease would be achieved by pumping past overflow. Economic loading, i.e.the pumping time required for maximum production of the hopper dredge,should be determined for each project. These determinations, along withenvironmental considerations, should be used to establish the operationprocedures for the hopper dredge.

(3) Agitation dredging. Agitation dredging is a process which inten-tionally discharges overboard large quantities of fine-grained dredged ma-terial by pumping past overflow, under the assumption that a major portionof the sediments passing through the weir overflow will be transported andpermanently deposited outside the channel prism by tidal, river, or littoralcurrents. Agitation dredging should be used only when the sediments dredgedhave poor settling properties, when there are currents in the surroundingwater to carry the sediments from the channel prism, and when the risk toenvironmental resources is low. Favorable conditions may exist at a par-ticular project only at certain times of the day, such as at ebb tides, oronly at such periods when the streamflow is high. To use agitation dredg-ing effectively requires extensive studies of the project conditions anddefinitive environmental assessments of the effects. Agitation dredgingshould not be performed while operating in slack water or when prevailingcurrents permit redeposit of substantial quantities of the dredged materialin the project area or in any other area where future excavation may berequired. Refer to para 3-12 for more information on this topic.

(4) Refer to ER 1125-2-312 for instructions for hopper dredgeoperations.

c. Application. Hopper dredges are used mainly for maintenance dredg-ing in exposed harbors and shipping channels where traffic and operatingconditions rule out the use of stationary dredges. The materials excavatedby hopper dredges cover a wide range of types, but the hopper dredge is mosteffective in the removal of material which forms shoals after the initialdredging is completed. While specifically designed drags are available foruse in raking and breaking up hard materials, hopper dredges are most effi-cient in excavating loose, unconsolidated materials. At times, hopperdredges must operate under hazardous conditions caused by fog, rough seas,and heavy traffic encountered in congested harbors.

d. Advantages. Because of the hopper dredge’s design and method of

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operation, the self-propelled seagoing hopper dredge has the following ad-vantages over other types of dredges for many types of projects:

(1) It is the only type of dredge that can work effectively, safely,and economically in rough, open water.

(2) It can move quickly and economically to the dredging projectunder its own power.

(3) Its operation does not interfere with or obstruct traffic.

(4) Its method of operation produces usable channel improvement almostas soon as work begins. A hopper dredge usually traverses the entire lengthof the problem shoal, excavating a shallow cut during each passage and in-creasing channel depth as work progresses.

(5) The hopper dredge may be the most economical type of dredge touse where disposal areas are not available within economic pumping dis-tances of the hydraulic pipeline dredge.

e. Limitations. The hopper dredge is a seagoing self-propelled vesseldesigned for specific dredging projects. The following limitations are as-sociated with this dredge:

(1) Its deep draft precludes use in shallow waters, including bargechannels.

(2) It cannot dredge continuously. The normal operation involvesloading, transporting material to the dump site, unloading, and returningto the dredging site.

(3) The hopper dredge excavates with less precision than other typesof dredges.

(4) Its economic load is reduced when dredging contaminated sedimentssince pumping past overflow is generally prohibited under these conditionsand low-density material must be transported to and pumped into upland dis-posal areas.

(5) It has difficulty dredging side banks of hardpacked sand.

(6) The hopper dredge cannot dredge effectively around piers andother structures.

(7) Consolidated clay material cannot be economically dredged withthe hopper dredge.

3-4. Cutterhead Dredges.

a. General. The hydraulic pipeline cutterhead suction dredge is themost commonly used dredging vessel and is generally the most efficient andversatile (fig. 3-3). It performs the major portion of the dredging

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DISCHARGE LINE

CUTTERHEAD

Figure 3-3. Hydraulic pipeline cutterhead dredge.

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workload in the United States. Because it is equipped with a rotatingcutter apparatus surrounding the intake end of the suction pipe, it can ef-ficiently dig and pump all types of alluvial materials and compacted de-posits, such as clay and hardpan. This dredge has the capability of pump-ing dredged material long distances to upland disposal areas. Slurries of10 to 20 percent solids (by dry weight) are typical, depending upon thematerial being dredged, dredging depth, horsepower of dredge pumps, andpumping distance to disposal area. If no other data are available, a pipe-line discharge concentration of 13 percent by dry weight (145 ppt) shouldbe used for design purposes. Pipeline discharge velocity, under routineworking conditions, ranges from 15-20 ft/sec. Table 3-2 presents theo-retical pipeline discharge rates as functions of pipeline discharge veloci-ties for dredges ranging in sizes from 8 to 30 in.

Table 3-2. Suction Dredge Pipeline Discharge Rates,a

cu ft/sec

DischargeVelocityft/sec a in.

Discharge Pipe Diameter18 in. 24 in. 30 in.

10 3.5 17.7 31.4 49.115 5.2 26.5 47.1 73.620 7.0 35.3 62.8 98.125 8.7 44.2 78.5 122.7

aDischarge rate = pipeline area x discharge velocity.

Production rate is defined as the number of cubic yards of in situ sedi-ments dredged during a given period and is usually expressed in cu yd/hr.Production rates of dredges vary according to the factors listed above andother operational factors that are not necessarily consistent betweendredges of the same size and type. For example, a 16-in. dredge should pro-duce between 240 and 875 cu yd of dredged material per hour, and a 24-in.dredge should produce between 515 and 1615 cu yd per hour. The range fortypical cutterhead production as a function of dredge size is shown in fig-ure 3-4. This figure illustrates the wide range of production for dredgesof the same size. The designer can refer to figure 3-5, which shows therelationships among solids output, dredge size, and pipeline length forvarious dredging depths, as a preliminary selection guide for the size ofdredge required for a given project. This is only a rough guide, and ac-curate calculations based not only on the type of material to be dredgedbut on the power available and other considerations should be completed be-fore a final engineering recommendation can be made. The designer shouldrefer to the data available from ENG Form 4267, "Report of Operations--Pipeline, Dipper, or Bucket Dredges," for use in estimating productionrates, effective working time, etc. These data on past dredging projectsare available in the Construction-Operation Divisions of the Districts.Specifications and dimensions for several cutterhead dredges ranging inpipe diameter from 6 to 30 in. are presented in table 3-3.

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DREDGE SIZE. IN.

Figure 3-4. Typical cutterhead dredge production according todredge size.

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Figure 3-5. Relationships among solids output, dredge size, andpipeline length for various dredging depths- (WES TR DS-78-10 )

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b. Description of Operation. The cutterhead dredge is generallyequipped with two stern spuds used to hold the dredge in working positionand to advance the dredge into the cut or excavating area. During opera-tion, the cutterhead dredge swings from side to side alternately using theport and starboard spuds as a pivot, as shown in figure 3-6. Cables at-tached to anchors on each side of the dredge control lateral movement. For-ward movement is achieved by lowering the starboard spud after the portswing is made and then raising the port spud. The dredge is then swungback to the starboard side of the cut centerline. The port spud is loweredand the starboard spud lifted to advance the dredge. The excavated mate-rial may be disposed of in open water or in confined disposal areas locatedupland or in the water. In the case of open-water disposal, only a float-ing discharge pipeline, made up of sections of pipe mounted on pontoons andheld in place by anchors, is required. Additional sections of shore pipe-line are required when upland disposal is used. In addition, the excavatedmaterials may be placed in hopper barges for disposal in open water or inconfined areas that are remote from the dredging area. In cutterhead dredg-ing, the pipeline transport distances usually range up to about 3 miles.For commercial land reclamation or fill operations, transport distances aregenerally longer, with pipeline lengths reaching as far as 15 miles, forwhich the use of multiple booster pumps is necessary.

6‘ANCHOR ANCHOR

I ,0 .

I ! /

3WN)

Figure 3-6. Operation of a cutterhead dredge (viewedfrom above).

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c. Application. Although the cutterhead dredge was developed toloosen up densely packed deposits and eventually cut through soft rock, itcan excavate a wide range of materials including clay, silt, sand, andgravel. The cutterhead, however, is not needed in maintenance dredging ofmost materials consisting of clay, silt, and fine sand because in these ma-terials, rotation of the cutterhead produces a turbidity cloud and in-creases the potential for adverse environmental impacts. Common practiceis to use the cutterhead whether it is needed or not. When the cutterheadis removed, cutterhead dredges become in effect plain suction dredges. Thecutterhead dredge is suitable for maintaining harbors, canals, and outletchannels where wave heights are not excessive. A cutterhead dredge de-signed to operate in calm water will not operate offshore in waves over2-3 ft in height; the cutterhead will be forced into the sediment by waveaction creating excessive shock loads on the ladder. However, a cutterheaddredge designed to operate offshore can operate in waves up to about 6 ft.

d. Advantages. The cutterhead dredge is the most widely used dredgein the United States because of the following advantages:

(1) Cutterhead dredges are used on new work and maintenance projectsand are capable of excavating most types of material and pumping it throughpipelines for long distances to upland disposal sites.

(2) The cutterhead operates on an almost continuous dredging cycle,resulting in maximum economy and efficiency.

(3) The larger and more powerful machines are able to dredge rocklikeformations such as coral and the softer types of basalt and limestone with-out blasting.

e. Limitations. The limitations on cutterhead dredges are as follows:

(1) The cutterhead dredges available in the United States havelimited capability for working in open-water areas without endangering per-sonnel and equipment. The dredging ladder on which the cutterhead and suc-tion pipe are mounted is rigidly attached to the dredge; this causes opera-tional problems in areas with high waves.

(2) The conventional cutterhead dredges are not self-propelled. Theyrequire the mobilization of large towboats in order to move between dredg-ing locations.

(3) The cutterhead dredge has problems removing medium and coarsesand in maintaining open channels in rivers with rapid currents. It is dif-ficult to hold the dredge in position when working upstream against theriver currents since the working spud often slips due to scouring effects.When the dredge works downstream, the material that is loosened by the cut-terhead is not pulled into the suction intake of the cutterhead. Thiscauses a sandroll, or berm, of sandy material to form ahead of the dredge.

(4) The pipeline from the cutterhead dredge can cause navigationproblems in small, busy waterways and harbors.

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3-5. Dustpan Dredge.

a. General. The dustpan dredge is a hydraulic suction dredge thatuses a widely flared dredging head along which are mounted pressure waterjets (fig. 3-7). The jets loosen and agitate the sediments which are thencaptured in the dustpan head as the dredge itself is winched forward intothe excavation. This type of dredge was developed by the Corps of Engi-neers to maintain navigation channels in uncontrolled rivers with bedloadsconsisting primarily of sand and gravel. The first dustpan dredge was de-veloped to maintain navigation on the Mississippi River during low riverstages. A dredge was needed that could operate in shallow water and belarge enough to excavate the navigation channel in a reasonably short time.The dustpan dredge operates with a low-head, high-capacity centrifugal pumpsince the material has to be raised only a few feet above the water surfaceand pumped a short distance. The dredged material is normally dischargedinto open water adjacent to the navigation channel through a pipelineusually only 800 to 1000 ft long.

b. Description of Operation. The dustpan dredge maintains navigationchannels by making a series of parallel cuts through the shoal areas untilthe authorized widths and depths are achieved. Typical operation pro-cedures for the dustpan dredge are as follows:

(1) The dredge moves to a point about 500 ft upstream of the upperlimit of the dredging area and the hauling anchors are set. Two anchorsare used, as shown in Figure 3-8. The hauling winch cables attached to theanchors are crossed to provide better maneuverability and control of thevessel while operating in the channel prism.

(2) The dredge is then moved downstream to the desired location. Thesuction head is lowered to the required depth, dredge pump and water jetpumps are turned on, and the dredging commences. The dredge is moved for-ward by the hauling cables. The rate of movement depends on the materialsbeing dredged, depth of dredging, currents, and wind. In shallow cuts, theadvance may be as rapid as 800 ft/hr.

(3) When the upstream end of the cut is reached, the suction head israised and the dredge is moved back downstream to make a parallel cut. Thisoperation is repeated until the desired dredging widths and depths areachieved.

(4) The suction head may have to be lowered or raised if obstaclessuch as boulders, logs, or tree stumps are encountered. Experience withdustpan dredges indicates that the best results are obtained when theheight of the cut face does not exceed 6 ft in depth.

(5) The dr de ge is moved outside the channel to let waterborne trafficpass through the area simply by raising the suction head and slacking offon one of the hauling winch cables. The propelling engines can be used toassist in maneuvering the dredge clear of the channel. The vessel is heldin position by lowering the suction head or by lowering a spud.

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Figure 3-7. Dustpan dredge.

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Figure 3-8. Operation of dustpan dredge(viewed from above).

c. Application. The pipeline system and the rigid ladder used withthe dustpan dredge make it effective only in rivers or sheltered waters; itcannot be used in estuaries or bays where significant wave action occurs.Because it has no cutterhead to loosen hard, compact materials, the dustpandredge is mostly suited for high-volume, loose-material dredging. Dustpandredges are used to maintain the navigation channel of the uncontrolledopen reaches of the Mississippi, Missouri, and Ohio Rivers. Dustpan dredg-ing is principally a low-stage season operation. River channels are sur-veyed before the end of the high-stage season to determine the location anddepths at the river crossings and sandbar formations, and dustpan dredgingoperations are planned accordingly. The existing fleet of Corps dustpandredges is described briefly in table 3-4.

Table 3-4. Corps Dustpan Dredges.

Name District Location Discharge Diameter, in. Age, years

Mitchell Kansas City 34 47Burgess Memphis 32 47Ockerson Memphis 32 49Potter St. Louis 32 49Jadwin Vicksburg 32 47

These dredges are high-volume dredges capable of excavating a navigationchannel through river sediment in a short time. During FY 71, the dredgeJadwin excavated over 6,200,000 cu yd, with an average production rate ofapproximately 3600 cu yd/hr. Detailed operations data for all the dustpan

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dredges are reported on ENG Form 4267, "Report of Operations--Pipeline,Dipper, or Bucket Dredges." Refer to table 3-3 for specifications for atypical dustpan dredge.

d. Advantages. The dustpan dredge is self-propelled, which enables itto move rapidly over long distances to work at locations where emergenciesoccur. The attendant plant and pipeline are designed for quick assembly sothat work can be started a few hours after arrival at the work site. Thedustpan dredge can move rapidly out of the channel to allow traffic to passand can resume work immediately. The high production rate and design ofthe dustpan dredge make it possible to rapidly remove sandbar formationsand deposits from river crossings so that navigation channels can be main-tained with a minimum of interruption to waterborne traffic.

e. Limitations. The dustpan dredge was designed for a specific pur-pose, and for this reason there are certain limitations to its use in otherdredging environments. It can dredge only loose materials such as sandsand gravels and only in rivers or sheltered waters where little wave actionmay be expected. The dustpan dredge is not particularly well suited fortransporting dredged material long distances to upland disposal sites; pump-ing distances are limited to about 1000 ft without the use of booster pumps.

3-6. Sidecasting Dredges.

a. General. The sidecasting type of dredge (fig. 3-9) is a shallow-draft seagoing vessel, especially designed to remove material from the barchannels of small coastal inlets. The hull design is similar to that of ahopper dredge; however, sidecasting dredges do not usually have hopper bins.Instead of collecting the material in hoppers onboard the vessel, the side-casting dredge pumps the dredged material directly overboard through an ele-vated discharge boom; thus, its shallow draft is unchanged as it constructsor maintains a channel. The discharge pipeline is suspended over the sideof the hull by structural means and may be supported by either a crane or atruss-and-counterweight design. The dredging operations are controlled bysteering the vessel on predetermined ranges through the project alignment.The vessel is self-sustaining and can perform work in remote locations witha minimum of delay and service requirements. The projects to which thesidecasters are assigned for the most part are at unstabilized, small in-lets which serve the fishing and small-boat industries. Dangerous and unpre-dictable conditions prevail in these shallow inlets making it difficult forconventional plant to operate except under rare ideal circumstances.

b. Description of Operation. The sidecasting dredge picks up the bot-tom material through two dragarms and pumps it through a discharge pipe sup-ported by a discharge boom. During the dredging process, the vessel travelsalong the entire length of the shoaled area casting material away from andbeyond the channel prism. Dredged material may be carried away from thechannel section by littoral and tidal currents. The construction of adeepened section through the inlet usually results in some natural scouringand deepening of the channel section, since currents moving through theprism tend to concentrate the scouring action in a smaller active zone. Atypical sequence of events in a sidecasting operation is as follows:

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Figure 3-9. Sidecasting dredge.

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(1) The dredge moves to the work site.

(2) The dragarms are lowered to the desired depth.

(3) The pumps are started to take the material from the channel bot-tom and pump it through the discharge boom as the dredge moves along a des-ignated line in the channel prism.

(4) If adequate depths are not available across the bar during lowtide levels, dredging must be started during higher tide levels. Underthese conditions, the cuts are confined to a narrow channel width toquickly attain the flotation depth necessary for dredging to be continuedduring the low tidal periods.

(5) The dredge continues to move back and forth across the bar untilthe channel dimensions are restored.

(6) The discharge can be placed on either side of the dredge by rotat-ing the discharge boom from one side of the hull to the other.

c. Application. The Corps of Engineers developed the shallow-draftsidecasting dredge for use in places too shallow for hopper dredges and toorough for pipeline dredges. The types of materials that can be excavatedwith the sidecasting dredge are the same as for the hopper dredges(para 3-3c).

__

d. Advantages. The sidecasting type of dredge, being self-propelled,can rapidly move from one project location to another on short notice andcan immediately go to work once at the site. Therefore, a sidecastingdredge can maintain a number of projects located great distances from eachother along the coastline.

e. Limitations. The sidecasting dredge needs flotation depths beforeit can begin to work because it dredges while moving over the shoaled area.Occasionally, a sidecaster will need to alter its schedule to work duringhigher tide levels periods only, due to insufficient depths in the shoaledarea. Most areas on the seacoast experience a tidal fluctuation sufficientto allow even the shallowest shoaled inlets to be reconstructed by a side-casting type of dredge. A shallow-draft sidecasting dredge cannot movelarge volumes of material compared to a hopper dredge, and some of the ma-terial removed can return to the channel prism due to the effects of tidaland littoral currents. The sidecasting dredge has only open-water disposalcapability; therefore, it cannot be used for dredging contaminatedsediments.

3-7. Dipper Dredges.

a. General. The dipper dredge is basically a barge-mounted powershovel. It is equipped with a power-driven ladder structure and operatedfrom a barge-type hull. A schematic drawing and photograph of the dipperdredge are shown in figure 3-10. A bucket is firmly attached to the ladderstructure and is forcibly thrust into the material to be removed. To

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Figure 3-10. Dipper dredge.

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increase digging power, the dredge barge is moored on powered spuds thattransfer the weight of the forward section of the dredge to the bottom.Dipper dredges normally have a bucket capacity of 8 to 12 cu yd and a work-ing depth of up to 50 ft. There is a great variability in production rates,but 30 to 60 cycles per hour is routinely achieved.

b. Description of Operation. The dipper type of dredge is not self-propelled but can move itself during the dredging process by manipulationof the spuds and the dipper arm. A typical sequence of operation is asfollows :

(1) The dipper dredge, scow barges, and attendant plant are moved tothe work site.

(2) The dredge is moved to the point where work is to start; part ofthe weight is placed on the forward spuds to provide stability.

(3) A scow barge is brought alongside and moored into place bywinches and cables on the dipper dredge.

(4) The dredge begins digging and placing the material into themoored barge.

(5) When all the material within reach of the bucket is removed, thedredge is moved forward by lifting the forward spuds and maneuvering withthe bucket and stern spud.

(6) The loaded barges are towed to the disposal area and emptied bybottom dumping if an open-water disposal area is used, or they are unloadedby mechanical or hydraulic equipment if diked disposal is required.

(7) These procedures are repeated until the dredging operation iscompleted.

c. Application. The best use of the dipper dredge is for excavatinghard, compacted materials, rock, or other solid materials after blasting.Although it can be used to remove most bottom sediments, the violent actionof this type of equipment may cause considerable sediment disturbance andresuspension during maintenance digging of fine-grained material. In addi-tion, a significant loss of the fine-grained material will occur from thebucket during the hoisting process. The dipper dredge is most effectivearound bridges, docks, wharves, pipelines, piers, or breakwater structuresbecause it does not require much area to maneuver; there is little dangerof damaging the structures since the dredging process can be controlled ac-curately. No provision is made for dredged material containment or trans-port, so the dipper dredge must work alongside the disposal area or be ac-companied by disposal barges during the dredging operation.

d. Advantages. The dipper dredge is a rugged machine that can removebottom materials consisting of clay, hardpacked sand, glacial till, stone,or blasted rock material. The power that can be applied directly to thecutting edge of the bucket makes this type of dredge ideal for the removal

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of hard and compact materials. It can also be used for removing old piers,breakwaters, foundations, pilings, roots, stumps, and other obstructions.The dredge requires less room to maneuver in the work area than most othertypes of dredges; the excavation is precisely controlled so that there islittle danger of removing material from the foundation of docks and pierswhen dredging is required near these structures. Dipper dredges are fre-quently used when disposal areas are beyond the pumping distance of pipe-line dredges, due to the fact that scow barges can transport material overlong distances to the disposal area sites. The dipper type of dredge canbe used effectively in refloating a grounded vessel. Because it can op-erate with little area for maneuvering, it can dig a shoal out from underand around a grounded vessel. The dipper dredge type of operation limitsthe volume of excess water in the barges as they are loaded. Dipper-dredged material can be placed in the shallow waters of eroding beaches toassist in beach nourishment.

e. Limitations. It is difficult to retain soft, semisuspended fine-grained materials in the buckets of dipper dredges. Scow-type barges arerequired to move the material to a disposal area, and the production isrelatively low when compared to the production of cutterhead and dustpandredges. The dipper dredge is not recommended for use in dredging con-taminated sediments.

3-8. Bucket Dredges.

a. General. The bucket type of dredge is so named because it utilizesa bucket to excavate the material to be dredged (fig. 3-11). Differenttypes of buckets can fulfill various types of dredging requirements. Thebuckets used include the clamshell, orangepeel, and dragline types and canbe quickly changed to suit the operational requirements. The vessel can bepositioned and moved within a limited area using only anchors; however, inmost cases anchors and spuds are used to position and move bucket dredges.The material excavated is placed in scows or hopper barges that are towedto the disposal areas. Bucket dredges range in capacity from 1 to 12 cu yd.The crane is mounted on a flat-bottomed barge, on fixed-shore installations,or on a crawler mount. Twenty to thirty cycles per hour is typical, butlarge variations exist in production rates because of the variability indepths and materials being excavated. The effective working depth islimited to about 100 ft.

b. Description of Operation. The bucket type of dredge is not self-propelled but can move itself over a limited area during the dredging pro-cess by the manipulation of spuds and anchors. A typical sequence of opera-tion is as follows:

(1) The bucket dredge, scows or hopper barges, and attendant plantare moved to the work site by a tug.

(2) The dredge is positioned at the location where work is to startand the anchors and spuds lowered into place.

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Figure 3-11. Bucket dredge.

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(3) A scow or hopper barge is brought alongside and secured to thebucket dredge hull.

(4) The dredge begins the digging operation by dropping the bucket inan open position from a point above the sediment. The bucket falls throughthe water and penetrates into the bottom material. The sides or jaws ofthe bucket are then closed through the use of wire cables operated from thecrane. As the sides of the bucket close, material is sheared from the bot-tom and contained in the bucket compartment. The bucket is raised abovethe water surface and swung to a point over the hopper barge. The materialis then released into the hopper barge by opening the sides of the bucket.

(5) As material is removed from the bottom of the waterway to the de-sired depth at a given location, the dredge is moved to the next nearby lo-cation by using anchors. If the next dredging area is a significant dis-tance away, the bucket dredge must be moved by a tug.

(6) The loaded barges are towed to the disposal area by a tug andemptied by bottom dumping if an open water disposal area is used. If adiked disposal area is used, the material must be unloaded using mechnicalor hydraulic equipment.

(7) These procedures are repeated until the dredging operation iscompleted.

c. Application. Bucket dredges may be used to excavate most types ofmaterials except for the most cohesive consolidated sediments and solidrock. Bucket dredges usually excavate a heaped bucket of material, but dur-ing hoisting turbulence washes away part of the load. Once the bucketclears the water surface, additional losses may occur through rapid drain-age of entrapped water and slumping of the material heaped above the rim.Loss of material is also influenced by the fit and condition of the bucket,the hoisting speed, and the properties of the sediment. Even under idealconditions, substantial losses of loose and fine sediments will usuallyoccur. Because of this, special buckets must be used if the bucket dredgeis to be considered for use in dredging contaminated sediments. To minimizethe turbidity generated by a clamshell operation, watertight buckets havebeen developed (fig. 3-12). The edges seal when the bucket is closed andthe top is covered to minimize loss of dredged material. Available sizesrange from 2.6 to 26 cu yd. These buckets are best adapted for maintenancedredging of fine-grained material. A direct comparison of 1.3 cu-yd typi-cal clamshell and watertight clamshell operations indicates that watertightbuckets generate 30 to 70 percent less turbidity in the water column thantypical buckets. This reduction is probably due primarily to the fact thatleakage of dredged material from watertight buckets is reduced by approxi-mately 35 percent. The bucket dredge is effective while working nearbridges, docks, wharves, pipelines, piers, or breakwater structures becauseit does not require much area to maneuver; there is little danger of dam-aging the structures because the dredging process can be controlledaccurately.

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Figure 3-12. Open and closed positions of the watertight bucket.

d. Advantages. The bucket dredge has the same advantages cited forthe dipper dredge, except that its capabilities in blasted rock and compactmaterials are somewhat less. The density of material excavated is aboutthe same as the inplace density of the bottom material. Therefore, thevolume of excess water is minimal, which increases the efficiency of opera-tion in the transportation of material from the dredging area to the dis-posal area.

e. Limitations. The limitations of the bucket type of dredge are thesame as those described for the dipper dredge (para 3-7e).

3-9. Special-Purpose Dredge

a. General. The Corps of Engineers Dredge CURRITUCK (fig. 3-13), as-signed to the Wilmington District, is an example of a special-purpose typeof dredge. Designed to work the same projects as sidecasting dredges, theCURRITUCK has the additional ability to completely remove material from theinlet complex and transport it to downdrift eroded beaches. It is a self-propelled split hull type of vessel, equipped with a self-leveling deck-house located at the stern, where all controls and machinery are housed.The vessel is hinged above the main deck so that the hull can open from bowto stern by means of hydraulic cylinders located in compartments forwardand aft of the hopper section. The CURRITUCK has one hopper with a capacityof 315 cu yd. The hopper section is clearly visible to the operators inthe pilot house, making production monitoring an easy task.

b. Description of Operation. The CURRITUCK operates in much the sameway as a hopper dredge. The operator steers the vessel through the shoal

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Figure 3-13. Corps special-purpose dredge.

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areas of the channel. The dredge pumps, located in the compartments oneach side of the hull, pump material through trailing dragarms into thehopper section. When an economic load is obtained, the dragarms are liftedfrom the bottom of the waterway and the dredge proceeds to the disposalarea. A major difference between the operation of the CURRITUCK and thatof a conventional hopper dredge is in the method of disposal; the CURRITUCKis designed to transport and deposit the dredged material close to the surfzone area.

c. Application. The CURRITUCK provides a sand-bypassing capabilityin addition to improving the condition of navigation channels. TheCURRITUCK excavates material from navigation channels, transports it todowndrift eroded beaches, and releases it where it is needed to providebeach nourishment, rather than wasting it offshore. After the material hasbeen deposited in the near-shore coastal areas, the dredge backs away andreturns to the navigation channel.

d. Advantages. The CURRITUCK is an effective dredging tool for usein shallow-draft inlets. All of the dredged material is placed in the lit-toral zone. The CURRITUCK can also be used to supplement sidecastingdredges and to transport dredged materials from inlet channels to the near-shore areas of eroded beaches.

e. Limitations. The production rate of the CURRITUCK is limited byits small hopper capacity. Therefore, it is not effective on major naviga-tion channels. In addition, when the flotation depths are minimal it isnecessary to use a sidecasting dredge to provide access into the project.

3-10. Summary of Dredge Operating Characteristics. The important operat-ing characteristics of each dredge presented in the preceding sections aresummarized in table 3-5. In some cases, a wide range of values is given toaccount for the various sizes of plants within each class. In other in-stances, the information provides a qualitative judgement (high, low,average) of each dredge type’s performance in a given area. Table 3-5should be helpful in making quick assessments of the suitability of a givendredge type in a known physical setting.

3-11. Locations of Dredges in the United States. Figure 3-14 shows thedistribution of dredging capability for the Corps and industry in the UnitedStates by region. Congress has determined (Public Law 95-269) that theCorps will operate a dredging fleet adequate to meet emergency and nationaldefense requirements at home and abroad. This fleet will be maintained totechnologically modern and efficient standards and will be kept in a fullyoperational status. The status of the United States dredging fleet as de-termined in the Corps of Engineers’ National Dredging Study is comprehen-sively summarized in a paper of the same title (item 6). A detailed inven-tory of all dredges in the United States is published annually in WorldDredging and Marine Construction (item 10). The designer can consult thissource for information on the specific types of dredges avail-able in theproposed project area.

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3-12. Agitation Dredging Techniques.

a. General. Agitation dredging is the process of removing bottommaterial from a selected area by using equipment to raise it in the watercolumn and allowing currents to carry it from the project area. In themost detailed study available on agitation dredging techniques, Richardson(item 7) evaluated past agitation dredging projects and presented guide-lines and recommendations for using agitation dredging. Two distinctphases are involved in agitation dredging: (1) suspension of bottom sedi-ments by some type of equipment, and (2) transport of the suspended mate-rial by currents. The main purpose of the equipment is to raise bottommaterial in the water column. Natural currents are usually involved intransporting the material from the dredging site, although the naturalcurrents may be augmented with currents generated by the agitation equip-ment. Agitation dredging is accomplished by methods such as hopper dredgeagitation, prop-wash, vertical mixers or air bubblers, rakes or dragbeams, and water jets. Based on the work done by Richardson (item 7), onlyhopper dredge, prop-wash, and rake or beam dragging agitation justify moredetailed discussion in this EM.

b. Objectives. The main objective of agitation dredging is the re-moval of bottom material from a selected area. If the material issuspended but redeposits shortly in the same area, only agitation (notagitation dredging) has been accomplished. The decision to use agitationdredging should be based primarily on the following factors:

(1) Technical feasibility. The equipment to generate the requiredlevel of agitation must be available, and the agitated material must becarried away from the project area by currents.

(2) Economic feasibility. Agitation dredging must be determined themost cost-effective method for achieving the desired results; it should notaffect the costs of other dredging projects downstream by increasingdredging volumes.

(3) Environmental feasibility. Agitation dredging should not causeunacceptable environmental impacts.

c. Hopper Dredge Agitation.

(1) General. Refer to para 3-3a for a general description of hopperdredges. In agitation dredging, hopper capacity is of secondary importancecompared with pumping rates, mobility, and overflow provisions.

(2) Description of operation. The general operation of a hopperdredge is discussed in para 3-3b. In hopper dredge agitation, the conven-tional dredge-haul-dump operating mode is modified by increasing thedredging mode and reducing the haul-dump mode. It has been reported thathopper dredge agitation can allow a project to be maintained with a dredgewhich is relatively small compared with the size dredge required for aconventional dredge-haul-dump operation. Hopper dredge agitation is of

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two types: (a) intentional agitation produced by hopper overflow; and(b) auxiliary agitation caused by dragheads and propeller wash. Since thelatter is present in all hopper dredge operations and since it is difficultto quantify separately from hopper overflow, both types are measured to-gether when reporting hopper dredge agitation effectiveness.

(3) Application. Agitation hopper dredging can perform the samemaintenance functions as conventional hopper dredging if the following con-ditions are satisfied: (a) sediments are fine-grained and loosely consoli-dated, (b) currents are adequate to remove the agitated sediments from theproject area, and (c) no unacceptable environmental impact results fromthe agitation dredging.

(4) Advantages. Because currents, not equipment, transport most ofthe sediment from the project area during agitation hopper dredging, thefollowing advantages are realized: (a) hopper dredge agitation costs canbe several times less per cubic yard than hopper dredge hauling costs and(b) smaller hopper dredges can be used to maintain certain projects.

(5) Limitations. Hopper dredge agitation should be applied only tospecific dredging sites and not used as a general method to maintain largeareas. The following limitations must be noted when considering thisdredging technique for use at a site: (a) hopper dredge agitation cannotbe used in environmentally sensitive areas where unacceptable environmentalimpacts may occur and (b) sediments and current conditions must be suitablefor agitation dredging.

d. Prop-Wash Agitation.

(1) General. Prop-wash agitation dredging is performed by vesselsespecially designed or modified to direct propeller-generated currents intothe bottom shoal material. The agitated material is suspended in the watercolumn and carried away by a combination of natural currents and prop-washcurrents. Unintentional prop-wash agitation dredging often occurs whilevessels move through waterways. This type of sediment resuspension is un-controlled and is often considered undesirable.

(2) Description of operation. The prop-wash vessel performs bestwhen work begins at the upstream side of a shoal and proceeds downstreamwith the prop-wash-generated current directed downstream. The vessel isanchored in position, and prop-wash-generated currents are directed intothe shoal material for several minutes. The vessel is then repositionedand the process in repeated.

(3) Application. Prop-wash agitation dredging has been successfullyused in coastal harbors, river mouths, river channels, and estuaries. Itis a method intended for use in loose sands and in maintenance dredgedmaterial consisting of uncompacted clay and silt. Cementing, cohesion, orcompaction of the bottom sediment can make prop-wash agitation dredgingdifficult to perform. Waves may cause anchoring problems with the agita-tion vessel. Optimum water depths for prop-wash agitation dredging in sand

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are between two and three times the agitation vessel's draft. Based onstudies by Richardson (item 7), the average performance of vessels spe-cially designed for prop-wash agitation range from 200 to 300 cu yd/hr insand and are a little higher for fine-grained material.

(4) Advantages. The major advantages of prop-wash agitation dredgingare related to economics. In some areas, prop-wash agitation dredging hasbeen found to cost 40 to 90 percent less per cubic yard dredged than con-ventional dredging methods.

(5) Limitations. The limitations on prop-wash agitation dredging areas follows: (a) prop-wash agitation seems best suited for areas with lit-tle or no wave action, (b) prop-wash agitation should be applied in waterdepths less than four times the agitation vessel's draft, and (c) the sedi-ments must be loose sands, silt, or clay.

e. Rakes and Drag Beams. Rakes, drag beams, and similar devices workby being pulled over the bottom (usually by a vessel), mechanically loosen-ing the bottom material, and raising it into the water column to be carriedaway by natural currents. Since rakes and drag beams do not produce cur-rents of their own and since they do not resuspend material as much asloosen it, these devices must be used in conjunction with currents strongenough to transport the loosened material away from the shoaling site; inaddition, the vessel towing one of these devices may provide some resuspen-sion and transport by its propwash. A wide range of dredging rates havebeen reported for agitation dredging by rakes and beams. Little valuewould be obtained by reporting these rates because they are highly de-pendent upon site conditions; however, it has been reported that the costof agitation dredging by rakes and beams can be less than 10 percent of thecost for conventional dredging. Data show a definite correlation betweendragging speed and dredging rate. The advantages and limitations for rakeand drag beams are similar to those reported for other agitation dredgingtechniques.

f. Environmental Considerations. The environmental considerationsdiscussed in Chapter 4 also apply to all agitation dredging techniques.The properties of sediments affect the fate of contaminants, and the short-and long-term physical and chemical conditions of the sediments at the agi-tation dredging site influence the environmental consequences of contam-inants. These factors should be considered in evaluating the environmentalrisk of a proposed agitation dredging technique.

3-13. Advances in Dredging Technology. Advanced dredging technologies aregenerally directed toward one or more of the following areas of improvement:greater depth capability; greater precision, accuracy, and control over thedredging process; higher production efficiency; and decreased environmentalharm. Following are brief descriptions of the major recent innovations inproduction dredging:

a. Ladder-mounted submerged pumps for higher production.

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b. Improved designs of dredging heads to minimize materialresuspension.

c. Use of spud barges aft of the dredge to extend hull length and in-crease dredge swing. This will increase production efficiency of cutter-head dredges.

d. Longer ladders, connected further aft on the dredge hull to in-crease depth and permit greater control.

e. Tandem pump systems for greater production efficiency andreliability.

f. Better hull designs equipped with liquid stabilizing systems(motion compensators) to allow use in heavier seas.

g. Improved production instrumentation to monitor flow rates, densi-ties, cumulative production, etc.

h. Improved navigation, positioning, and bottom profiling instrumen-tation. The state of the art includes advanced laser, electronic, andacoustical systems.

i. Closed-bucket modifications to reduce loss of fines and liquidfrom bucket dredges.

j. Depth and swing indicators for mechanical dredges.

k. Use of silt curtains during dredging and open-water disposal torestrict turbidity plumes and, in the case of contaminated materials, limitthe added dispersion due to dredging.

3-14. Environmental Considerations. The adverse environmental effects nor-mally associated with dredging operations are increases in turbidity, resus-pension of contaminated sediments, and decreases in dissolved oxygen. Se-lection and operation of the type of dredge plant as well as the type ofsediment being dredged affect the degree of adverse impacts during dredging.Investigations which have been conducted by WES under the DMRP have studiedthe environmental effects caused by dredging and disposal operations. Theresults of these studies have been published as WES Technical Reports.Guidance on the environmental aspects of dredging and disposal is presentedin Chapter 4.

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CHAPTER 4DISPOSAL ALTERNATIVES

4-1. Introduction.

a. While selection of proper dredging equipment and techniques is es-sential for economic dredging, the selection of a disposal alternative isof equal or greater importance in determining viability of the project,especially from the environmental standpoint. There are three major dis-posal alternatives available:

(1) Open-water disposal.

(2) Confined disposal.

(3) Habitat development.

Each of the major disposal alternatives involves its own set of unique con-siderations, and selection of a disposal alternative should be made basedon both economic and environmental considerations.

b. This chapter describes considerations in evaluation of disposalalternatives , primarily from an environmental standpoint. Sections onevaluation of pollution potential and sediment resuspension due to dredgingapply to all disposal alternatives, while separate sections describe con-siderations of each of the three major disposal alternatives.

Section I. Evaluation of Dredged Material Pollution Potential

4-2. Influence of Disposal Conditions on Environmental Impact.

a. As discussed in WES TR DS-78-6, the properties of a dredged sedi-ment affect the fate of contaminants, and the short- and long-term physicaland chemical environment of the dredged material at the disposal site in-fluences the environmental consequences of contaminants. These factorsshould be considered in evaluating the environmental risk of a proposeddisposal method for contaminated sediment. The processes involved with re-lease or immobilization of most sediment-associated contaminants are regu-lated to a large extent by the physical-chemical environment and the re-lated bacteriological activity associated with the dredged material at thedisposal site. Important physical-chemical parameters include pH,oxidation-reduction conditions, and salinity. Where the physical-chemicalenvironment of a contaminated sediment is altered by disposal, chemical andbiological processes important in determining environmental consequences ofpotentially toxic materials may be affected.

b. The major sediment properties that will influence the reaction ofdredged material with contaminants are the amount and type of clay; organicmatter content; amount and type of cations and anions associated with thesediment; the amount of potentially reactive iron and manganese; and theoxidation-reduction, pH, and salinity conditions of the sediment. Althougheach of these sediment properties is important, much concerning the release

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of contaminants from sediments can be inferred from the clay and organicmatter content, initial and final pH, and oxidation-reduction conditions.Much of the dredged material removed during harbor and channel maintenancedredging is high in organic matter and clay and is both biologically andchemically active. It is usually devoid of oxygen and may contain appre-ciable sulfide. These sediment conditions favor effective retention ofmany contaminants, provided the dredged materials are not subject to mixing,resuspension, and transport. Sandy sediments low in organic matter contentare much less effective in retaining metal and organic contaminants. Thesematerials tend not to accumulate contaminants unless a contamination sourceis nearby. Should contamination of these sediments occur, potentiallytoxic substances may be readily released upon mixing in a water column, orby leaching and possibly plant uptake under intertidal or upland disposalconditions.

c. Many contaminated sediments are reducing and near neutral in pH,initially. Disposal into quiescent waters will generally maintain theseconditions and favor contaminant retention. Certain sediments (noncal-careous and containing appreciable reactive iron and particularly reducedsulfur compounds) may become moderately to strongly acid upon gradualdrainage and subsequent oxidation as may occur under upland disposal condi-tions. This altered disposal environment greatly increases the potentialfor releasing potentially toxic metals. In addition to the effects of pHchanges, the release of most potentially toxic metals is influenced to someextent by oxidation-reduction conditions, and certain of the metals can bestrongly affected by oxidation-reduction conditions. Thus, contaminatedsandy, low organic-matter-content sediments pose the greatest potential forrelease of contaminants under all conditions of disposal. Sediments whichtend to become strongly acid upon drainage and long-term oxidation alsopose a high environmental risk under some disposal conditions. The implica-tions of the influence of disposal conditions on contaminant mobility arediscussed below.

4-3. Methods of Characterizing Pollution Potential.

a. Bioassay. Bioassay tests are used to determine the effects of acontaminant(s) on biological organisms of concern. They involve exposureof the test organisms to dredged material (or some fraction such as theelutriate) for a specified period of time, followed by determination of theresponse of the organisms. The most common response of interest is death.Often the tissues of organisms exposed to dredged material are analyzedchemically to determine whether they have incorporated, or bioaccumulated,any contaminants from the dredged material. Bioassays provide a direct in-dication of the overall biological effects of dredged material. They re-flect the cumulative influence of all contaminants present, including anypossible interactions of contaminants. Thus, they provide an integratedmeasurement of potential biological effects of a dredged material discharge.For precisely these reasons, however, a bioassay cannot be used to identifythe causative agent(s) of impact in a dredged material. This is of in-terest, but is seldom of importance, since usually the dredged material can-not be treated to remove the adverse components even if they could be iden-tified. Dredged material bioassay techniques for aquatic animals have been

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implemented in the ocean-dumping regulatory program for several years(item 1) and are easily adapted for use in fresh water. Dredged materialbioassays for wetland and terrestrial plants have also been developed(item 2) and are coming into ever-wider use.

b. Water Column Chemistry. Chemical constituents contained in or as-sociated with sediments are unequally distributed among different chemicalforms depending on the physical-chemical conditions in the sediments andthe overlying water. When contaminants introduced into the water columnbecome fixed into the underlying sediments, they rarely if ever become partof the geological mineral structure of the sediment. Instead, these con-taminants remain dissolved in the sediment interstitial water, or porewater, become absorbed or adsorbed to the sediment ion exchange portion asionized constituents, form organic complexes, and/or become involved in com-plex sediment oxidation-reduction reactions and precipitations. The frac-tion of a chemical constituent that is potentially available for release tothe water column when sediments are disturbed is approximated by the inter-stitial water concentrations and the loosely bound (easily exchangeable)fraction in the sediment. The elutriate test is a simplified simulation ofthe dredging and disposal process wherein predetermined amounts of dredgingsite water and sediment are mixed together to approximate a dredged materialslurry. The elutriate is analyzed for major dissolved chemical constituentsdeemed critical for the proposed dredging and disposal site after takinginto account known sources of discharges in the area and known character-istics of the dredging and disposal site. Results of the analysis of theelutriate approximate the dissolved constituent concentration for a pro-posed dredged material disposal operation at the moment of discharge. Theseconcentrations can be compared to water quality standards and mixing zoneconsiderations to evaluate the potential environmental impact of the pro-posed discharge activity in the discharge area.

c. Total or Bulk Sediment Chemistry. The results of these analysesprovide some indication of the general chemical similarity between thesediments to be dredged and the sediments at the proposed disposal site.The total composition of sediments, when compared with natural backgroundlevels at the site, will also, to some extent, reflect the inputs to thewaterway from which they were taken and may sometimes be used to identifyand locate point source discharges. Since chemical constituents are parti-tioned among various sediment fractions, each with its own mobility and bio-logical availability, a total sediment analysis is not a useful index ofthe degree to which dredged material disposal will affect water quality oraquatic organisms. Total sediment analysis results are further limited be-cause they cannot be compared to any established water quality criteria inorder to assess the potential environmental impact of discharge operations.This is because the water quality criteria are based on water-solublechemical species, while chemical constituents associated with dredged mate-rial suspensions are generally in particulate/solid-phase forms or mineral-ogical forms that have markedly lower toxicities, mobilities, and chemicalreactivities than the solution-phase constituents. Consequently, littleinformation about the biological effects of solid-phase and mineral consti-tuents that make up the largest fraction of dredged material can be gainedfrom total or bulk sediment analysis.

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Section II. Sediment Resuspension Due to Dredging

4-4. Factors Influencing Dredging Turbidity.

a. Occurrence and Extent. The nature, degree, and extent of sedimentsuspension around a dredging or disposal operation are controlled by manyfactors, as discussed in WES TR DS-78-13. Chief among these are: the par-ticle size distribution, solids concentration, and composition of thedredged material; the dredge type and size, discharge/cutter configuration,discharge rate, and solids concentration of the slurry; operational proce-dures used; and finally the characteristics of the hydraulic regime in thevicinity of the operation, including water composition, temperature and hy-drodynamic forces (i.e., waves, currents, etc.) causing vertical and hori-zontal mixing. The relative importance of the different factors may varysignificantly from site to site.

b. Hopper Dredge. Resuspension of fine-grained maintenance dredgedmaterial during hopper dredging operations is caused by the dragheads asthey are pulled through the sediment, turbulence generated by the vesseland its prop wash, and overflow of turbid water during hopper filling opera-tions. During the filling operation, dredged material slurry is oftenpumped into the hoppers after they have been filled with slurry in order tomaximize the amount of solid material in the hopper. The lower density,turbid water at the surface of the filled hoppers overflows and is usuallydischarged through ports located near the waterline of the dredge. In thevicinity of hopper dredges during maintenance operations, a near-bottomturbidity plume of resuspended bottom material may extend 2300 to 2400 ftdowncurrent from the dredge. In the immediate vicinity of the dredge, awell-defined, upper plume is generated by the overflow process. Approxi-mately 1000 ft behind the dredge the two plumes merge into a single plume(fig. 4-1). Suspended solid concentrations above ambient may be as high as

DREDGE

Figure 4-1. Hypothetical suspended solids plume down-stream of a hopper dredge operation with overflow in

San Francisco Bay (all distances in feet)*

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several tens of parts per thousand (grams per litre) near the discharge portand as high as a few parts per thousand near the draghead. Turbiditylevels in the near-surface plume appear to decrease exponentially with in-creasing distance from the dredge due to settling and dispersion, quicklyreaching concentrations less than 1 ppt. However, plume concentrations mayexceed background levels even at distances in excess of 4000 ft.

c. Bucket or Clamshell Dredge. The turbidity generated by a typicalclamshell operation can be traced to sediment resuspension occurring whenthe bucket impacts on and is pulled off the bottom, turbid water spillsout of the bucket or leaks through openings between the jaws, and materialis inadvertently spilled during the barge loading operation. There is agreat deal of variability in the amount of material resuspended by clam-shell dredges due to variations in bucket size, operating conditions, sedi-ment types, and hydrodynamic conditions at the dredging site. Based onlimited measurements, it appears that, depending on current velocities, theturbidity plume downstream of a typical clamshell operation may extend ap-proximately 1000 ft at the surface and 1600 ft near the bottom. Maximumconcentrations of suspended solids in the surface plume should be lessthan 0.5 ppt in the immediate vicinity of the operation and decreaserapidly with distance from the operation due to settling and dilution ofthe material. Average water-column concentrations should generally be lessthan 0.1 ppt. The near-bottom plume will probably have a higher solidsconcentration, indicating that resuspension of bottom material near theclamshell impact point is probably the primary source of turbidity in thelower water column. The visible near-surface plume will probably dissipaterapidly within an hour or two after the operation ceases.

d. Cutterhead or Hydraulic Pipeline Dredge. Most of the turbiditygenerated by a cutterhead dredging operation is usually found in the vi-cinity of the cutter. The levels of turbidity are directly related to thetype and quantity of material cut, but not picked up, by the suction. Theability of the dredge's suction to pick up bottom material determines theamount of cut material that remains on the bottom or suspended in the watercolumn. In addition to the dredging equipment used and its mode of opera-tion, turbidity may be caused by sloughing of material from the sides ofvertical cuts; inefficient operational techniques; and the prop wash fromthe tenders (tugboats) used to move pipeline, anchors, etc., in the shallowwater areas outside the channel. Based on limited field data collectedunder low current conditions, elevated levels of suspended material appearto be localized in the immediate vicinity of the cutter as the dredgeswings back and forth across the dredging site. Within 10 ft of the cutter,suspended solids concentrations are highly variable but may be as high asa few tens of parts per thousand; these concentrations decrease exponen-tially from the cutter to the water surface. Near-bottom suspended solidsconcentrations may be elevated to levels of a few tenths of a part perthousand at distances of less than 1000 ft from the cutter.

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Section III. Open-Water Disposal

4-5. Behavior of Discharges from Various Types of Dredges.

a. Hopper Dredge. The characterisitics and operation of hopperdredges are discussed in para 3-3 of this manual. When the hoppers havebeen filled as described, the dragarms are raised and the hopper dredge pro-ceeds to the disposal site. At the disposal site, hopper doors in the bot-tom of the ship's hull are opened and the entire hopper contents are emptiedin a matter of seconds; the dredge then returns to the dredging site to re-load. This procedure produces a series of discrete discharges at intervalsof perhaps one to several hours. Upon release from the hopper dredge atthe disposal site, the dredged material falls through the water column as awell-defined jet of high-density fluid which may contain blocks of solidmaterial. Ambient water is entrained during descent. After it hits bottom,some of the dredged material comes to rest. Some material enters the hori-zontally spreading bottom surge formed by the impact and is carried awayfrom the impact point until the turbulence of the surge is sufficiently re-duced to permit its deposition.

b. Bucket or Clamshell Dredge. Bucket dredges remove the sedimentbeing dredged at nearly its in situ density and place it in barges or scows- -for transportation to the disposal area, as described in para 3-8. Al-though several barges may be used so that the dredging is essentially con-tinuous, disposal occurs as a series of discrete discharges. The dredgedmaterial may be a slurry similar to that in a hopper dredge, but often sedi-ments dredged by clamshell remain in fairly large consolidated clumps andreach the bottom in this form. Whatever its form, the dredged material de-scends rapidly through the water column to the bottom, and only a smallamount of the material remains suspended.

c. Cutterhead or Hydraulic Pipeline Dredge. The operation of a cutter-head dredge, described in para 3-4, produces a slurry of sediment and waterdischarged at the disposal site in a continuous stream. As the dredge pro-gresses up the channel, the pipeline is moved periodically to keep abreastof the dredge. The discharged dredged material slurry is generally dis-persed in three modes. Any coarse material, such as gravel, clay balls, orcoarse sand, will immediately settle to the bottom of the disposal area andusually accumulates directly beneath the discharge point. The vast major-ity of the fine-grained material in the slurry also descends rapidly to thebottom in a well-defined jet of high-density fluid, where it forms a low-gradient circular or elliptical fluid mud mound. Approximately 1 to 3 per-cent of the discharged material is stripped away from the outside of theslurry jet as it descends through the water column and remains suspended asa turbidity plume.

4-6. Dredged Material Dispersion at the Discharge Site.

a. Water-Column Turbidity. The levels of suspended solids in thewater column around a discharge operation generally range from a few hun-dredths to a few tenths of a part per thousand. Concentrations are highestnear the discharge point and rapidly decrease with increasing distance

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downstream from the discharge point and laterally away from the plume cen-ter line due to settling and horizontal dispersion of the suspended solids.Concentrations also decrease rapidly between each discrete hopper or bargedischarge and after a pipeline is shut down or moved to a new location.Under tidal conditions, the plume will be subject to the tidal dynamics ofthe particular bay, estuary, or river mouth in which the dredging activitytakes place. Many of the Corps projects have been studied in physical hy-draulic models, and estimates of plume excursion can be made from theirmodel reports. Rough estimates can be made from numerical models. Mathe-matical model result can be materially improved when calibrated by physicaland/or prototype data; except under very simple conditions, all models haveto be verified with prototype or prototype-derived data. In rivers wherethe flow is unidirectional, the plume length is controlled by the strengthof the current and the settling properties of the suspended material. Inboth estuarine and riverine environments the natural levels of turbulenceand the fluctuations in the rate of slurry discharge will usually cause theidealized teardrop-shaped plume to be distorted by gyres or eddylike pat-terns, as in figure 4-2.

b. Fluid Mud. A small percentage of the fine-grained dredged mate-rial slurry discharged during open-water disposal is dispersed in the watercolumn as a turbidity plume; however, the vast majority rapidly descends tothe bottom of the disposal area where it accumulates under the dischargepoint in the form of a low-gradient fluid mud mound overlying the existingbottom sediment, as shown in figure 4-3. If the discharge point of a hy-draulic pipeline dredge is moved as the dredge advances, a series of moundswill develop. The majority of the mounded material is usually high-density(nonflowing) fluid mud that is covered by a surface layer of low-density(flowing or nonflowing) fluid mud. Under quiescent conditions, more than98 percent of the sediment in the mudflow remains in the fluid mud layer atconcentrations greater than 10 ppt, while the remaining 2 percent may beresuspended by mixing with the overlying water at the fluid mud surface.Fluid mud will tend to flow downhill as long as the bottom slope is ap-proximately 1 percent or greater. A study of hopper dredge disposal atCarquinez Strait, San Francisco Bay, showed concentrations of dredged mate-rial in the water column were generally less than 0.2 ppt above backgroundand persisted for only a few tens of minutes. However, 3 to 8 ft above thebottom, concentrations reached 20 ppt in a fluid mud layer. Similar occur-rences of low suspended sediment concentrations in the water column withconcentrations on the order of several tens of parts per thousand justabove the bottom, as in figure 4-4, have been discussed for pipeline dredgedischarges in WES TR DS-78-13. These conditions persist for the durationof the disposal operation at the site and for varying times thereafter asthe material consolidates to typical sediment density.

c. Mounding. If bottom slopes are not great enough to maintain mud-flows, the fluid mud will stop and begin to consolidate. When suspendedsediment concentrations exceed 200 ppt the fluid mud can no longer flowfreely but will accumulate around the discharge point in a low-gradient(e.g., 1:500) fluid mud mound. At the water column/fluid mud interface,the solids concentration increases very abruptly from perhaps a few tenthsof a part per thousand in the water to approximately 200 ppt in the fluid

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Figure 4-2.a 28-in.

Middepth (3.0 ft) turbidity plume generated bypipeline disposal operation in the Atchafalaya Bay.

Current flow is generally toward the northeast.

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NO CURRENT C.

VERTICAL DISCHARGE

Figure 4-3. Effect of discharge

PREDOMINANTCURRENT D

HORIZONTAL DISCHARGE

angle and predominant current directionon the shape of a fluid mud mound.

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Figure 4-4. Relationship between suspended solids concentrationalong the plume center line and distance downcurrent from severalopen-water pipeline disposal operations measured at the indicated

water depths,

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mud. The solids concentration within the fluid mud increases above 200 pptat a slower rate with depth until it reaches normal sediment densities.Deeper layers of fluid mud reach their final degree of consolidation morerapidly than thinner ones. Depending on the thickness of the fluid mud andits sedimentation/consolidation characteristics, complete consolidation ofa fluid mud mound may require from one to several years. In those situa-tions where material dredged by bucket or clamshell is of slurry consis-tency, the above description is generally applicable. More commonly, how-ever, muddy sediments dredged by a clamshell remain in large clumps anddescend to the bottom in this form. These may break apart somewhat on im-pact; but such material tends to accumulate in irregular mounds under thedischarge vessel, rather than move outward from the discharge point. What-ever the dredging method, sandy sediments tend to mound directly beneaththe discharge pipe or vessel.

d. Special Circumstances. Knowledge of the behavior of dischargeddredged material allows control of the dispersion of the material at thedisposal site. When minimum dispersal is desired, the dredged material canbe discharged into old underwater borrow pits, sand or gravel excavationsites, etc. Such deposits may be further isolated from the overlying watercolumn by covering with a layer of uncontaminated sediment. It is alsopossible to place such a covering, or "cap," over dredged material dis-charged onto a flat bottom.

4-7. Environmental Impacts in the Water Column.

a. Contaminants. Although the vast majority of heavy metals, nutri-ents, and petroleum and chlorinated hydrocarbons are usually associatedwith the fine-grained and organic components of the sediment (see WESTR DS-78-4), there is no biologically significant release of these chemicalconsituents from typical dredged material to the water column during orafter dredging or disposal operations. Levels of manganese, iron, ammoniumnitrogen, orthophosphate, and reactive silica in the water column may beincreased somewhat for a matter of minutes over background conditions dur-ing open-water disposal operations; however, there are no persistent well-defined plumes of dissolved metals or nutrients at levels significantlygreater than background concentrations.

b. Turbidity. There are now ample research results indicating thatthe traditional fears of water-quality degradation resulting from the re-suspension of dredged material during dredging and disposal operations arefor the most part unfounded. The possible impact of depressed levels ofdissolved oxygen has also been of some concern, due to the very high oxygendemand associated with fine-grained dredged material slurry. However, evenat open-water pipeline disposal operations where the dissolved oxygen de-crease should theoretically be greatest, near-surface dissolved oxygenlevels of 8 to 9 ppm will be depressed during the operation by only 2 to3 ppm at distances of 75 to 150 ft from the discharge point. The degree ofoxygen depletion generally increases with depth and increasing concentra-tion of total suspended solids; near-bottom levels may be less than 2 ppm.However, dissolved oxygen levels usually increase with increasing distance

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from the discharge point, due to dilution and settling of the suspendedmaterial.

(1) It has been demonstrated that elevated suspended solids concentra-tions are generally confined to the immediate vicinity of the dredge or dis-charge point and dissipate rapidly at the completion of the operation. Ifturbidity is used as a basis for evaluating the environmental impact of adredging or disposal operation, it is essential that the predicted turbiditylevels are evaluated in light of background conditions. Average turbiditylevels, as well as the occasional relatively high levels that are often as-sociated with naturally occurring storms, high wave conditions, and floods,should be considered.

(2) Other activities of man may also be responsible for generating asmuch or more turbidity than dredging and disposal operations. For example,each year shrimp trawlers in Corpus Christi Bay, Texas, suspend 16 to 131times the amount of sediment that is dredged annually from the main shipchannel. In addition, suspended solids levels of 0.1 to 0.5 ppt generatedbehind the trawlers are comparable to those levels measured in the tur-bidity plumes around open-water pipeline disposal operations. Resuspensionof bottom sediment in the wake of large ships, tugboats, and tows can alsobe considerable. In fact, where bottom clearance is 3 ft or less, theremay be scour to a depth of 3 ft if the sediment is easily resuspended.

4-8. Environmental Impacts on the Benthos.

a. Physical. Whereas the impact associated with water-column tur-bidity around dredging and disposal operations is for the most part insig-nificant, the dispersal of fluid mud dredged material appears to have arelatively significant short-term impact on the benthic organisms withinopen-water disposal areas. Open-water pipeline disposal of fine-graineddredged material slurry may result in a substantial reduction in the aver-age abundance of organisms and a decrease in the community diversity in thearea covered by fluid mud. Despite this immediate impact, recovery of thecommunity apparently begins soon after the disposal operation ceases.

(1) Disposal operations will blanket established bottom communitiesat the site with dredged material which may or may not resemble bottom sedi-ments at the disposal site. Recolonization of animals on the new substrateand the vertical migration of benthic organisms in newly deposited sedimentscan be important recovery mechanisms. The first organisms to recolonizedredged material usually are not the same as those which had originally oc-cupied the site; they consist of opportunistic species whose environmentalrequirements are flexible enough to allow them to occupy the disturbedareas. Trends toward reestablishment of the original community are oftennoted within several months of disturbance, and complete recovery approachedwithin a year or two. The general recolonization pattern is often dependentupon the nature of the adjacent undisturbed community, which provides apool of replacement organisms capable of recolonizing the site by adult mi-gration or larval recruitment.

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(2) Organisms have various capabilities for moving upward throughnewly deposited sediments, such as dredged material, to reoccupy positionsrelative to the sediment-water interface similar to those maintained priorto burial by the disposal activity. Vertical migration ability is greatestin dredged material similar to that in which the animals normally occur andis minimal in sediments of dissimilar particle-size distribution. Bottom-dwelling organisms having morphological and physiological adaptations forcrawling through sediments are able to migrate vertically through severalinches of overlying sediment. However, physiological status and environ-mental variables are of great importance to vertical migration ability.Organisms of similar life-style and morphology react similarly when coveredwith an overburden. For example, most surface-dwelling forms are generallykilled if trapped under dredged material overburdens, while subsurfacedwellers migrate to varying degrees. Laboratory studies suggest verticalmigration may very well occur at disposal sites, although field evidence isnot available. Literature review (WES TR DS-78-1) indicates the verticalmigration phenomenon is highly variable among species.

(3) Dredging and disposal operations have immediate localized effectson the bottom life. The recovery of the affected sites occurs over periodsof weeks, months, or years, depending on the type of environment and thebiology of the animals and plants affected. The more naturally variablethe physical environment, especially in relation to shifting substrate dueto waves or currents, the less effect dredging and disposal will have.Animals and plants common to such areas of unstable sediments are adaptedto physically stressful conditions and have life cycles which allow them towithstand the stresses imposed by dredging and disposal. Exotic sediments(those in or on which the species in question does not normally live) arelikely to have more severe effects when organisms are buried than sedimentssimilar to those of the disposal site. Generally, physical impacts areminimized when sand is placed on a sandy bottom and are maximized when mudis deposited over a sand bottom. When disposed sediments are dissimilar tobottom sediments at the sites, recolonization of the dredged material willprobably be slow and carried out by organisms whose life habits are adaptedto the new sediment. The new community may be different from that origi-nally occurring at the site.

(4) Dredged material discharged at disposal sites which have a natu-rally unstable or shifting substrate due to wave or current action israther quickly dispersed and does not cover the area to substantial depths.This natural dispersion, which usually occurs most rapidly and effectivelyduring the stormy winter season, can be assisted by conducting the disposaloperation so as to maximize the spread of dredged material, producing thethinnest possible overburden. The thinner the layer of overburden, theeasier it is for mobile organisms to survive burial by vertical migrationthrough dredged material. The desirability of minimizing physical impactsby dispersion can be overridden by other considerations, however. For ex-ample, dredged material shown by biological or chemical testing to have apotential for adverse environmental impacts might best be placed in an areaof retention, rather than dispersion. This would maximize habitat disrup-tion in a restricted area, but would confine potentially more importantchemical impacts to tha same small area.

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(5) Since larval recruitment and migration of adults are primarymechanisms of recolonization, recovery from physical impacts will generallybe most rapid if disposal operations are completed shortly before the sea-sonal increase in biological activity and larval abundance in the area.The possibility of impacts can also be reduced by locating disposal sitesin the least sensitive or critical habitats. This can sometimes be done ona seasonal basis. Known fish migratory routes and spawning beds should beavoided just before and during use, but might be acceptable for disposalduring other periods of the year. However, care must be taken to ensurethat the area returns to an acceptable condition before the next intensiveuse by the fish. Clam or oyster beds, municipal or industrial water in-takes, highly productive backwater areas, etc., should be avoided in select-ing disposal sites.

(6) All the above factors should be evaluated in selecting a disposalsite, method, and season in order to minimize the habitat disruption of dis-posal operations. All require evaluations on a case-by-case basis by per-sons familiar with the ecological principles involved, as well as the char-acteristics of the proposed disposal operations and the local environment.

b. Contaminants.

(1) Dredging and disposal do not introduce new contaminants to theaquatic environment, but simply redistribute the sediments which are thenatural depository of contaminants introduced from other sources. The po-tential for accumulation of a metal in the tissues of an organism (bioaccu-mulation) may be affected by several factors such as duration of exposure,salinity, water hardness, exposure concentration, temperature, the chemicalform of the metal, and the particular organism under study. The relativeimportance of these factors varies from metal to metal, but there is atrend toward greater uptake at lower salinities. Elevated concentrationsof heavy metals in tissues of benthic invertebrates are not always indica-tive of high levels of metals in the ambient medium or associated sediments.Although a few instances of uptake of possible ecological significance havebeen shown, the diversity of results among species, different metals, typesof exposure, and salinity regimes strongly argues that bulk analysis ofsediments for metal content cannot be used as a reliable index of metalavailability and potential ecological impact of dredged material, but onlyas an indicator of total metal context. Bioaccumulation of most metalsfrom sediments is generally minor. Levels often vary from one sample pe-riod to another and are quantitatively marginal, usually being less thanone order of magnitude greater than levels in the control organisms, evenafter one month of exposure. Animals in undisturbed environments maynaturally have high and fluctuating metal levels. Therefore, in order toevaluate bioaccumulation, comparisons should be made between control andexperimental organisms at the same point in time.

(2) Organochlorine compounds such as DDT, dieldrin, and polychlori-nated biphenyls (PCB's) are environmental contaminants of worldwide sig-nificance which are manmade and, therefore, do not exist naturally in theearth's crust. Organochlorine compounds are generally not soluble in sur-face waters at concentrations higher than approximately 20 ppb, and most of

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the amount present in waterways is associated with either biological organ-isms or suspended solids. Organochlorine compounds are released from sedi-ment until some equilibrium concentration is achieved between the aqueousand the solid phases and then readsorbed by other suspended solids or bio-logical organisms in the water column. The concentration of organochlorinesin the water column is reduced to background levels within a matter of hoursas the organochlorine compounds not taken up by aquatic organisms eventuallysettle with the particulate matter and become incorporated into the bottomdeposits in aquatic ecosystems. Most of these compounds are stable and mayaccumulate to relatively high concentrations in the sediments. The manu-facture and/or disposal of most of these compounds is now severely limited;however, sediments that have already been contaminated with organochlorinecompounds will probably continue to have elevated levels of these compoundsfor several decades. The low concentrations of chlorinated hydrocarbons insediment interstitial water indicate that during dredging operations, therelease of the interstitial water and contaminants to the surrounding en-vironment would not create environmental problems. Bioaccumulation ofchlorinated hydrocarbons from deposited sediments does occur. However, thesediments greatly reduce the bioavailability of these contaminants, and tis-sue concentrations may range from less than one to several times the sedi-ment concentration. Unreasonable degradation of the aquatic environmentdue to the routine maintenance dredging and disposal of sediment contami-nated with chlorinated hydrocarbons has never been demonstrated.

(3) The term “oil and grease” is used collectively to describe allcomponents of sediments of natural and contaminant origin which are pri-marily fat soluble. There is a broad variety of possible oil and greasecomponents in sediment, the analytical quantification of which is dependenton the type of solvent and method used to extract these residues. Tracecontaminants, such as PCB’s and chlorinated hydrocarbons, often occur inthe oil and grease’. Large amounts of contaminant oil and grease find theirway into the sediments of the Nation’s waterways either by spillage or aschronic inputs in municipal and industrial effluents, particularly nearurban areas with major waste outfalls. The literature suggests long-termretention of oil and grease residues in sediments, with minor biodegrada-tion occurring. Where oily residues of known toxicity became associatedwith sediments, these sediments retained toxic properties over periods ofyears, affecting local biota. Spilled oils are known to readily become ad-sorbed to naturally occurring suspended particulates, and oil residues inmunicipal and industrial effluents are commonly found adsorbed to particles.These particulates are deposited in sediments and are subject to suspensionduring disposal. Even so, there is only slight desorption, and the amountof oil released during the elutriate test is less than 0.01 percent of thesediment-associated hydrocarbons under worst-case conditions. Selectedestuarine and freshwater organisms exposed for periods up to 30 days todredged material that is contaminated with thousands of parts per millionof oil and grease experience minor mortality. Uptake of hydrocarbons fromheavily contaminated sediments appears minor when compared with the hydro-carbon content of the test sediments.

(4) Ammonia is one of the potentially toxic materials known to be re-leased from sediments during disposal; it is routinely found in evaluations

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of sediments using the elutriate test and in the water near a disposal areawhere concentrations rapidly return to baseline levels. Similar temporaryincreases in ammonia at marine, estuarine, and freshwater disposal siteshave been documented in several DMRP field studies, but concentrations anddurations are usually well below levels causing concern.

(5) The potential environmental impact of contaminants associatedwith sediments must be evaluated in light of chemical and biological datadescribing the availability of contaminants to organisms. Information mustthen be gained as to the effects of specific substances on organism survivaland function. Many contaminants are not readily released from sediment at-tachment and are thus less toxic than contaminants in the free or solublestate on which most toxicity data are based.

(6) There are now cogent reasons for rejecting many of the conceptual-ized impacts of disposed dredged material based on classical bulk analysisdeterminations. It is invalid to use total sediment concentration to esti-mate contaminant levels in organisms since only a variable and undeterminedamount of sediment-associated contaminant is biologically available. Al-though a few instances of toxicity and bioaccumulation of possible ecologi-cal consequence have been seen, the fact that the degree of effect dependson species, contaminants, salinity, sediment type, etc., argues stronglythat bulk analysis does not provide a reliable index of contaminant avail-ability and potential ecological impact of dredged material.

4-9. Overview of Open-Water Disposal.

a. Prediction of physical effects of dredging and disposal is fairlystraightforward. Physical effects include removal of organisms at dredgingsites and burial of organisms at disposal sites. Physical effects are re-stricted to the immediate areas of dredging or disposal. Recolonization ofsites occurs in periods of months to 1-2 years in case studies. Disturbedsites may be recolonized by opportunistic species which are not normallythe dominant species occurring at the site.

b. Many organisms are very resistant to the effects of sediment sus-pensions in the water; aside from natural systems requiring clear water,such as coral reefs and some aquatic plant beds, dredging or disposal-induced turbidity is not of major ecological concern. The formation offluid muds due to disposal is not fully understood and is of probable en-vironmental concern in some situations.

c. Release of sediment-associated heavy metals and chlorinated hydro-carbons to the water column by dredging and disposal has been found to bethe exception, rather than the rule. Metals are rarely bioaccumulated fromsediments and then only to low levels. Chlorinated hydrocarbons may be bio-accumulated from sediments, but only very highly contaminated sedimentsmight result in tissue concentrations of potential concern. There is littleor no correlation between bulk analysis of sediments for contaminants andtheir environmental impact.

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d. Oil and grease residues, like heavy metals, are tightly bound tosediment particles, and there appears to be minimal uptake of the residuesinto organism tissues. Of the thousands of chemicals constituting the oiland grease fraction, very few can be considered significant threats toaquatic life when associated with dredged material.

e. Many laboratory studies describe worst-case experimental condi-tions where relatively short-term exposures to high concentrations of sedi-ments and contaminants are investigated. Although limited in scope, experi-mental results showing the lack of effects under these worst-case conditionssupport the conclusion that the indirect long-term and sublethal effects ofdredging and disposal will be minimal. An integrated, whole-sediment bio-assay using sensitive test organisms should be used to determine potentialsediment impacts at a particular site. Appropriate chemical testing andbiological evaluation of the dredged material can be used to resolve anysite-specific problems which may occur.

Section IV. Confined Dredged Material Disposal

4-10. Containment Area Design.

a. Concepts of Containment Area Operation.

(1) Diked containment areas are used to retain dredged materialsolids while allowing the carrier water to be released from the containmentarea. The two objectives of a containment area are: (a) to provide ade-quate storage capacity to meet dredging requirements and (b) to attain thehighest possible efficiency in retaining solids during the dredging opera-tion in order to meet effluent suspended solids requirements. These con-siderations are interrelated and depend upon effective design, operation,and management of the containment area. Major considerations in design ofcontainment areas are discussed below. Detailed design guidance may befound in WES TR DS-78-10.

(2) The major components of a dredged material containment area areshown schematically in figure 4-5. A tract of land is surrounded by dikesto form a confined surface area into which dredged channel sediments arepumped hydraulically. In some dredging operations, especially in the caseof new work dredging, sand, clay balls, and/or gravel may be present. Thicoarse material rapidly falls out of suspension and forms a mound near thedredge inlet pipe. The fine-grained material (silt and clay) continues toflow through the containment area where most of the solids settle out ofsuspension and thereby occupy a given storage volume. The fine-graineddredged material is usually rather homogeneous and is easily characterizedThe clarified water is discharged from the containment area over a weir.This effluent can be characterized by its suspended solids concentrationand rate of outflow. Effluent flow rate is approximately equal to influentflow rate for continuously operating disposal areas. To promote effectivesedimentation, ponded water is maintained in the area; the depth of wateris controlled by the elevation of the weir crest. The thickness of thedredged material layer increases with time until the dredging operation iscompleted. Minimum freeboard requirements and mounding of coarse-grained

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Figure 4-5. Schematic diagram of a dredged material containment area,

material result in a ponded surface area smaller than the total surface areaenclosed by the dikes. In most cases, confined disposal areas must be uti-lized over a period of many years, storing material dredged periodicallyover the design life. Long-term storage capacity for these sites is influ-enced by consolidation of dredged material and foundation soils, dewateringof material, and effective management of the disposal area.

b. Evaluation of Dredging Activities. Effective planning and designof containment areas first requires a thorough evaluation of the dredgingprogram. The location, volumes, frequencies, and types of material to bedredged must be estimated. The number, types, and sizes of dredges normallyemployed to do the work should also be considered. This information is im-portant for defining project objectives and provides a basis for containmentarea design.

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c. Field Investigations.

(1) Samples of the channel sediments to be dredged are required foradequate characterization of the material and for use in sedimentation andconsolidation testing. The level of effort required for channel sedimentsampling depends upon the project. In the case of routine maintenance work,data from prior samplings and experience with similar material may be avail-able to reduce the scope of field investigations. Since maintenance sedi-ments are in an essentially unconsolidated state, grab samples are normallysatisfactory for sediment characterization purposes and are easy and inex-pensive to obtain. For unusual maintenance projects or new work, more ex-tensive field investigations will be required.

(2) Field investigations must also be performed at the containmentarea site to define foundation conditions and to obtain samples for labora-tory testing if estimates of long-term storage capacity are required. Theextent of required field investigations is dependent upon project size andupon foundation conditions at the site. It is particularly important todefine foundation conditions, including depth, thickness, extent, and compo-sition of foundation strata, and to obtain undisturbed samples of compres-sible foundation soils and any previously placed dredged material. If pos-sible, the field investigations required for estimating long-term storagecapacity should be planned and accomplished along with those required forthe engineering design of the retaining dikes.

d. Laboratory Testing.

(1) Laboratory tests are required primarily to provide data for sedi-ment characterization, containment area design, retention dike design, andlong-term storage capacity estimates. The laboratory tests and proceduresrequired are essentially standard tests and generally follow accepted pro-cedures. The required magnitude of the laboratory testing program dependsupon the project. Fewer tests are usually required when dealing with arelatively homogeneous material and/or when data are available from pre-vious tests and experience, as is frequently the case in maintenance work.For unusual maintenance projects where considerable variation in sedimentproperties is apparent from samples, or for new work projects, more ex-tensive laboratory testing programs are required. Refer to WES TR DS-78-10for details on testing procedures.

(2) Sedimentation tests, performed in 8-in.-diameter ported columnsas shown in figure 4-6, are necessary to provide design data for retentionof suspended solids (item 4). These tests are designed to define the floc-culent or zone-settling behavior of a particular sediment and to provideinformation concerning the volumes occupied by newly placed layers ofdredged material. Sedimentation of freshwater sediments at slurry concen-trations of less than 100 ppt can generally be characterized by flocculentsettling properties. As slurry concentrations are increased, the sedimenta-tion process may be characterized by zone-settling properties. Salinitygreater than 3 ppt enhances the flocculation of dredged material particles;therefore, the settling properties of saltwater dredged material can usuallybe characterized by zone-settling tests. The flocculent settling test

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Figure 4-6. Schematic of apparatus for settling tests.

consists of measuring the concentration of suspended solids at variousdepths and time intervals by withdrawing samples from the settling columnports. The zone-settling test consists of placing a slurry in a settlingcolumn and timing the fall of the liquid-solids interface.

(3) Determination of containment area long-term storage capacity re-quires estimates of settlement due to self-weight consolidation of newlyplaced dredged material and due to consolidation of compressible foundationsoils. Consolidation test results, including time-consolidation data, musttherefore be obtained. Consolidation tests for foundation soils should be

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performed as described in EM 1110-2-1906 with no modifications. The con-solidation testing procedure for sediment samples generally follows thatfor the fixed ring test for conventional soils, but minor modifications insample preparation and loading are required (WES TR DS-78-10).

e. Design for Retention of Suspended Solids.

(1) Sedimentation, as applied to dredged material disposal activities,refers to those operations in which the dredged material slurry is sepa-rated into more clarified water and a more concentrated slurry. Laboratorysedimentation tests must provide data for designing the containment area tomeet effluent suspended solids criteria and to provide adequate storagecapacity for the dredged solids. These tests are based on the gravityseparation of solid particles from the transporting water.

(2) The sedimentation process can be categorized according to threebasic classifications:

(a) Discrete settling. The particle maintains its individuality anddoes not change in size, shape, or density during the settling process.

(b) Flocculent settling. Particles agglomerate during the settlingperiod with a change in physical properties and settling rate.

(c) Zone settling. The flocculent suspension forms a lattice struc-ture and settles as a mass, exhibiting a distinct interface during the set-tling process.

(3) The important factors governing the sedimentation of dredged mate-rial solids are the initial concentration of the slurry and the flocculat-ing properties of the solid particles. Montgomery (item 4) demonstrated byexperiments that, because of the high influent solids concentration and thetendency of dredged material fine-grained particles to flocculate, eitherflocculate or zone-settling behavior governs sedimentation in containmentareas. Discrete settling describes the sedimentation of sand particles andfine-grained sediments at concentrations much lower than those found indredged material containment areas. Test results using the 8-in.-diametersettling column are used to design the containment area for solids reten-tion based on principles of flocculent or zone settling. Detailed designprocedures found in WES TR DS-78-10 will determine surface area, contain-ment area volume, ponding depth, and freeboard requirements. The designsmust consider the hydraulic efficiency of the containment, based on shapeand topography, and the proper sizing of outlet structures.

f. Evaluation of Long-Term Storage Capacity.

(1) If the containment area is intended for one-time use, as is thecase in some new work projects, estimates of long-term storage capacity arenot required. However, containment areas intended for use in recurringmaintenance work must be sized for long-term storage capacity over the ser-vice life of the facility. Storage capacity is defined as the total volumeavailable to hold additional dredged material and is equal to the total

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unoccupied volume minus the volume associated with ponding and freeboardrequirements.

(2) The following factors must be considered in estimating long-termcontainment area storage capacity:

(a) After dredged material is placed within a containment area, itundergoes sedimentation and self-weight consolidation resulting in gains instorage capacity.

(b) The placement of dredged material imposes a loading on the contain-ment area foundation, and additional settlement may result due to consolida-tion of compressible foundation soils.

(c) Since the consolidation process is slow, especially in the caseof fine-grained materials, it is likely that total settlement will not havetaken place before space in the containment area is required for additionalplacement of dredged material. For this reason, the time-consolidation re-lationship is an important consideration.

(d) Settlement of the containing dikes significantly affects theavailable storage capacity.

(3) Estimation of gains in long-term capacity can be made using re-sults of laboratory consolidation tests and application of fundamental prin-ciples of consolidation modified to consider the self-weight consolidationbehavior of newly placed dredged material. Detailed procedures for esti-mating long-term storage capacity are found in WES TR DS-78-10.

g. Weir Design. The purpose of the weir structure is to regulate re-lease of ponded water from the containment area. Proper weir design andoperation can control resuspension and withdrawal of settled solids. Thisis possible only if the containment areas have been properly designed toprovide sufficient area and volume for sedimentation. Weirs are designedto provide selective withdrawal of the clarified upper layer of pondedwater. In order to maintain acceptable effluent quality, the upper waterlayers containing low levels of suspended solids should be ponded at depthsgreater than the depth of the withdrawal zone; i.e., the area through whichfluid is removed for discharge over the weir. The size of the withdrawalzone as determined by the weir loaction and configuration affects thevelocity of flow toward the weir. Detailed considerations in weir designand design nomographs for determining required weir crest lengths arefound in WES TR DS-78-10. Weirs should be structurally designed to with-stand anticipated loadings at maximum ponding elevations, with considera-tion given to uplift forces and potential piping beneath or around the wier.Outlet pipes for the weir structure must be designed to carry flows in ex-cess of the flow rate for the largest dredge size expected to provide foremergency release of ponded waters.

h. Chemical Clarification for Reduction of Effluent Suspended Solids.

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(1) When dredged material slurry is disposed in a well-designed, well-managed containment area, the vast majority of the solids will settle outof suspension and be retained within the settling basin. However, gravitysedimentation alone will not remove all suspended solids. Any fine-grainedmaterial suspended in the ponded water above the settled solids will bedischarged in the effluent water. In addition, the levels of chemical con-stituents in the effluent water are directly related to the amount of sus-pended fine-grained material; therefore, retention of fine-grained solidsin the containment area results in a maximum degree of retention of poten-tially toxic chemical constituents. Effluent standards may require removalof suspended solids over and above that attained by gravity sedimentation.

(2) In the absence of a fully engineered treatment system, severalexpedient measures can be employed to enhance retention of the suspendedsolids within a containment area of a given size before effluent discharge.They include: intermittent pumping, increasing the depth of ponded water,increasing the effective length of the weir, temporarily discontinuing op-erations, or decreasing the size of the dredge.

(3) Flocculation. One method specifically for reducing the levels offine-grained (clay-sized) suspended solids levels in the effluent involvestreating the containment area effluent or the dredged material slurry withchemical flocculants to encourage the formation of flocs (i.e., particleagglomerates) that settle more rapidly than individual particles. This ag-glomeration or coagulation process is accomplished by an alteration of theelectrochemical properties of the clay particles and the bridging of par-ticles and small flocs by long polymer chains. Because of the large numberof manufacturers of polyelectrolytes and the types available, preliminaryscreening of flocculants is necessary. Evaluation and determination of theoptimum dose of several nontoxic polymers may be accomplished using jar-testing procedures. These procedures will indicate the most cost-effectivepolymer and the optimum dosage of the polymer solution for treating the sus-pended solids levels, as well as the optimum mixing intensities and dura-tions for both rapid- and slow-mixing stages. Optimum detention times andsurface overflow rates for clarifying the flocced suspensions and a generalindication of the volume of flocced material that must be stored or re-handled can be determined from settling tests. Schroeder (item 8) presentsdesign guidance for the use of chemical clarification methods.

i. Dike Design. Dikes for retaining or confining dredged materialare normally earthen embankments similar to flood protection levees. Dikelocations are usually determined by land available-for disposal areas;therefore, dikes sometimes must be constructed in areas of poor foundationquality and from materials of poor construction quality. In past years, re-taining dikes for dredged material have been designed and constructed withless effort and expense than other engineered structures. The potential fordike failures and the environmental and economic damage which can resultdictate that retaining dikes be properly designed and constructed using theprinciples of geotechnical engineering. Foundation investigations and labo-ratory soils tests and analyses must be conducted to design dikes to the de-sired degree of safety against failures. Procedures used in dike design

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generally parallel those required for design of flood protection levees orearth-filled dams. WBS TR D-77-9 contains detailed guidelines for the de-sign and construction of retaining dikes.

4-11. Containment Area Operation and Management.

a. Containment Area Operation. A major consideration in proper con-tainment area operation is providing the ponding necessary for sedimenta-tion and retention of suspended solids. Adequate ponding depth during thedredging operation is maintained by controlling the weir crest elevation,usually by placing boards within the weir structure. Before dredging com-mences, the weir should be boarded to the highest possible elevation thatdike stability considerations will allow. This practice will ensure maxi-mum possible efficiency of the containment area. The maximum elevationmust allow for adequate ponding depth above the highest expected level ofaccumulated settled solids and yet remain below the required freeboard. Ifthe basin is undersized or if inefficient settling is occurring in thebasin, it is necessary to increase detention time and reduce approach veloc-ity to achieve efficient settling and to avoid resuspension, respectively.Detention time can be increased by raising the weir crest to its highestelevation to increase the ponding depth; or it may be increased by operat-ing the dredge intermittently to maintain a maximum allowable static heador depth of flow over the weir, based on the effluent quality achieved atvarious weir crest elevations. Once the dredging operation is completed,the ponded water must be removed to promote drying and consolidation ofdredged material. Refer to WES TR DS-78-10.

b. Containment Area Management.

(1) Periodic site inspections. The importance of periodic site in-spections and continuous site management following the dredging operationcannot be overemphasized. Once the dredging operation has been completedand the ponded water has been decanted, site management efforts should beconcentrated on maximizing the containment storage capacity gained fromcontinued drying and consolidation of dredged material and foundation soils.To ensure that precipitation does not pond water, the weir crest elevationmust be kept at levels allowing efficient release of runoff water. Thiswill require periodic lowering of the weir crest elevation as the dredgedmaterial surface settles.

(2) Thin-lift placement. Gains in long-term storage capacity of con-tainment areas through natural drying processes can also be increased byplacing the dredged material in thin lifts. Thin-lift placement greatlyincreases potential capacity through active dewatering and disposal areareuse management programs. Thin-lift placement can be achieved by obtain-ing sufficient land area to ensure adequate storage capacity without theneed for thick lifts. It requires careful long-range planning to ensurethat the large land area is used effectively for dredged material dewater-ing, rather than simply being a containment area whose service life islonger than that of a smaller area. Dividing a large containment area intoseveral compartments can facilitate management; each compartment can bemanaged separately so that some compartments are being filled while the

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dredged material in others is being dewatered. One possible managementscheme for large compartmentalized containments is shown conceptually infigure 4-7. For this operation, thin lifts of dredged material are placedinto each compartment in the following sequence: filling, settling and sur-face drainage, dewatering, and dike raising (using dewatered dredgedmaterial).

c. Dewatering and Densification.

(1) The removal of excess water from dredged material through activesite management may add considerably to containment area storage volume,especially in the case of fine-grained dredged material. The most success-ful dewatering techniques involve efforts to accelerate natural drying anddesiccation of dredged material through increased surface drainage. De-watering efforts may be implemented in conjunction with other periodic in-spection and management activities of the containment.

Figure 4-7. Conceptual illustration of sequential dewatering operationspossible if disposal site is large enough to contain material from

several periodic dredging operations.

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(2) Dredged material is usually placed in confined disposal areas ina slurry state. Although a significant amount of water runs off throughthe overflow weirs of the disposal area, the confined fine-grained dredgedmaterial usually sediments/consolidates to only a semifluid consistencythat still contains large amounts of water. Not only does the high watercontent greatly reduce available future disposal volume, but it also makesthe dredged material unsuitable or undesirable for any commercial or pro-ductive use.

(3) Three major reasons exist for dewatering fine-grained dredged ma-terial placed in confined disposal areas:

(a) Promotion of shrinkage and consolidation to increase volume inthe existing disposal site for additional dredged material.

(b) Reclamation of the dredged material into more stable soil formfor removal and use in dike raising or other engineered construction, orfor other productive uses, again increasing volume in the existing disposalsite.

(c) Creation of stable, fast land at the disposal site itself, at aknown final elevation and with predictable geotechnical properties.

(4) Allowing evaporative forces to dry fine-grained material into acrust while gradually lowering the internal water table is the least ex-pensive and most widely applicable dewatering method. Good surface drain-age, rapidly removing precipitation and preventing ponding of surfacewater, accelerates evaporative drying. Shrinkage forces developed duringdrying return the material to more stable form; lowering the internal watertable results in further consolidation.

(5) Trenching. The most efficient method for promoting good surfacedrainage is to construct drainage trenches in the disposal area. Becauseseveral types of equipment have been found effective for progressive trench-ing to improve disposal area surface drainage, no unique set of trenchingequipment and procedures exists. The proper equipment for any dewateringprogram will depend upon the following factors: size of the disposal area,whether or not desiccation crust currently exists (and, if so, of whatthickness), time available for dewatering operations, type of site access,condition of existing perimeter dikes, time available between disposalcycles, and availability of and rental and operating cost for various typesof trenching equipment.

(6) Underdrainage. Underdrainage is another dewatering method whichmay be used either individually or in conjunction with improved surfacedrainage. In this procedure, collector pipes are placed in either a natu-rally occurring or artificially placed pervious layer before dredged mate-rial disposal. Upon disposal, free water in the dredged material migratesinto the pervious underdrainage layer and is removed via the collector pipesystem. Although technically feasible, underdrainage may not be cost-effective in many disposal situations. Detailed discussions of dredgedmaterial dewatering are found in WES TR DS-78-11.

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d. Disposal Area Reuse. Removal of coarse-grained material and de-watered fine-grained material from containment areas through proper manage-ment techniques will further add to capacity and may be implemented in con-junction with dike maintenance or raising. Removal of fine-grained dredgedmaterial is a logical followup to successful dewatering management activi-ties and can allow partial or total reuse of the disposal area. A reusabledisposal area can be regarded as a dredged material transfer station, wheredredged material is collected, processed if necessary, and removed for pro-ductive use or inland disposal. The advantages provided by a reusable dis-posal area (one from which all or a large portion of dredged material isremoved) and not by a conventional area are:

(1) Elimination or reduction of land acquisition requirements, exceptfor inland disposal.

(2) Justification for increased costs for high-quality disposal areadesign and construction.

(3) Long-term availability of disposal areas near dredging sites.

(4) Availability of dredged material for use as landfill or construc-tion material.

Detailed guidance on disposal area reuse is found in WES TR DS-78-12.

4-12. Productive Uses.

a. When planning a reusable disposal area, major consideration shouldbe given as to how the dredged material solids will be used. If off-siteproductive uses could be found for all the solids being dredged, the sitewould theoretically have an infinite service life. The fact that dewatereddredged material is a soil, may be analyzed as a soil, and can be used as asoil encourages the productive use of dredged material as a natural re-source. The following should be evaluated as potential off-site productiveuses for dredged material:

(1) Landfill and construction material.

(2) Surface mine reclamation.

(3) Sanitary landfill cover material.

(4) Agricultural land enhancement.

Compatibility of dredged material with the use in question and feasibilityof transport must be considered in evaluating off-site productive use.Detailed guidance is found in WES TR DS-78-21.

b. Containment areas that have been filled also have potential pro-ductive use as industrial, recreational, or waterway-related sites. Filledcontainment areas have been commonly used for commercial/industrial sites,and most ports have such facilities built on former dredged material

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disposal sites. Recreational use of containment areas is popular becauseit requires minimum planning and lower cost as compared to industrial/commercial uses. In addition, the nature of recreation sites with muchopen space and light construction is especially suited to the weak founda-tion conditions associated with fine-grained dredged material. Dredgedmaterial sites may be used for purposes closely related to the maintenance,preservation, and expanded use of waterways and the surrounding lands, suchas shore protection, beach nourishment, breakwaters, river control, etc.Such uses of dredged material sites are influenced by the method and se-quence of the dredging operation as well as the layout of the disposal area.Waterway-related use normally involves the creation of landforms and thuspermits opportunities for imaginative multiple-use site development. Theselandforms commonly result in a secondary recreational use.

4-13. Environmental Considerations.

a. Upland disposal of contaminated sediments must be planned to con-tain potentially toxic materials to control or minimize potential environ-mental impacts. There are four possible mechanisms for transport of con-taminants from upland disposal sites:

(1) Release of contaminants in the effluent during disposaloperations.

(2) Leaching into groundwater.

(3) Surface runoff of contaminants in either dissolved or suspendedparticulate form following disposal.

(4) Plant uptake directly from sediments, followed by indirect animaluptake from feeding on vegetation.

b. The physiochemical conditions of the dredged material at an uplanddisposal site may be altered substantially by the drainage of excess water.Marked changes in the chemical mobility and biological availability of somecontaminants may result. In many cases, contaminant levels exceed ap-plicable surface water quality criteria if mixing and dilution with largevolumes of receiving water is limited. Almost all of the contaminants ininitial dewatering effluents (with the possible exception of ammonia andmanganese) are associated with suspended particulates; increasing suspendedsolids removal will be effective in reducing these levels.

c. Disposal sites should not be selected where subsurface drainagecould result in contaminant levels exceeding applicable criteria for drink-ing water supplies or adjacent surface waters. Management practices to re-duce leaching losses may be beneficial in some cases. Coarse-textured ma-terials will tend to drain freely with little impediment, with time. Somefine-textured dredged material tends to form its own liner as particlessettle with percolation drainage water, but it may require considerabletime for self-sealing to develop; thus, an artificial liner may be usefulfor some upland sites. Because of the gradual self-sealing nature of many

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fine-textured dredged materials, temporary liners subject to gradual de-terioration with time may be adequate in many cases.

d. Plant populations may be managed to minimize uptake and environ-mental cycling of metals from contaminated sediments applied upland. Sucha technique may be more effective where plant populations are intensivelymanaged, as in an agricultural operation, since different species and evensubspecies differ greatly in their ability to take up and translocate toxicmaterials. It may be possible to grow crops in which metals tend to ac-cumulate in the plant tissue which is not harvested. Where contaminateddredged material is used to amend agricultural soil or improve other unpro-ductive soils, liming can be an economical and effective method for reduc-ing the bioavailability of many toxic metals.

e. Covering contaminated dredged material with clean soil or cleandredged sediments is a potential management practice that applies to allthree of the major disposal alternatives. Where contaminated dredged mate-rial is to be used for habitat development, agricultural soils amendment,land reclamation, or as fill for engineering purposes, covering with cleanmaterial can be an effective method for isolating contaminants from bio-logical populations growing in or living on the disposal site. The depthof clean material should be sufficient to isolate contaminants from plantroots and burrowing animals. Care should also be exercised to ensure thatleaching from contaminated sediments into adjacent groundwater does nottake place.

Section V. Habitat Development as a Disposal Alternative

4-14. General Considerations for Habitat Development.

a. Habitat development refers to the establishment of relativelypermanent and biologically productive plant and animal habitats. The useof dredged material as a substrate for habitat development offers a disposaltechnique that is, in many situations, a feasible alternative to more con-ventional open-water, wetland, or upland disposal options. Refer to Smith(item 8) for more detailed information.

b. Four general habitats are suitable for establishment on dredgedmaterial : marsh, upland, island, and aquatic. Within any habitat, severaldistinct biological communities may occur (fig. 4-8). The determination ofthe feasibility of habitat development will center on the nature of the sur-rounding biological communities, the nature of the dredged material, andthe site selection, engineering design, cost of alternatives, environmentalimpacts, and public approval. If habitat development is the selected al-ternative, a decision regarding the type or types of habitats to be de-veloped must be made. This decision will be largely judgmental, but ingeneral, site peculiarities will not present more than one or two logicaloptions.

c. The selection of habitat development as a disposal alternative willbe competitive with other disposal options when the following conditionsexist:

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Figure 4-8. Hypothetical site illustrating the diversity of habitattypes that may be developed at a disposal site,

(1) Public/agency opinion strongly opposes other alternatives.

(2) Recognized habitat needs exist.

(3) Enhancement measures on existing disposal sites are identified.

(4) Feasibility has been demonstrated locally.

(5) Stability of dredged material deposits is desired.

(6) Habitat development is economically feasible.

d. Disposal alternatives are often severely limited and constrainedby public opinion and/or agency regulations. Constraints on open-waterdisposal and disposal on wetlands, or the unavailability of upland disposalsites, may leave habitat development as the most attractive alternative.

e. Habitat development may have strong public appeal when the needfor restoration or mitigation or the need for additional habitat has beendemonstrated. This is particularly true in areas where similar habitat ofconsiderable value or public concern has been lost through natural pro-cesses or construction activities.

f. Habitat development may be used as an enhancement measure to im-prove the acceptance of a disposal technique. For example, seagrass may beplanted on submerged dredged material, or wildlife food plants establishedon upland confined disposal sites. This alternative has considerable

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potential as a low-cost mitigation procedure and may be used to offset en-vironmental impacts incurred in disposal.

g. The concept of habitat development is more apt to be viewed as fea-sible if it has been successfully demonstrated locally. Even the existenceof a pilot-scale project in a given locale will offset the uncertaintiesoften present in the public perception of an experimental or unproventechnique.

h. The vegetation cover provided by most habitat alternatives willoften stabilize dredged material and prevent its return to the waterway.In many instances this aspect will reduce the amount of future maintenancedredging necessary at a given site and result in a positive environmentaland economic impact.

i. The economic feasibility of habitat development should be con-sidered in the context of long-term benefits. Biologically productivehabitats have varied but unquestionable value (e.g., sport and commercialfisheries) and are relatively permanent features. Consequently, habitatdevelopment may be considered a disposal option with long-term economicbenefits that can be applied against any additional costs incurred in itsimplementation. Most other disposal options lack this benefit.

j. Habitat development may be most economically competitive in situa-tions where it is possible to take advantage of natural conditions or whereminor modifications to existing methods would produce desirable biologicalcommunities. For example, the existence of a low-energy, shallow-watersite adjacent to an area to be dredged may provide an ideal marsh develop-ment site and require almost no expenditure beyond that associated withopen-water disposal.

4-15. Marsh Habitat Development.

a. Marshes are considered to be any community of grasses and/or herbswhich experiences periodic or permanent inundation. Typically, these areintertidal fresh, brackish, or salt marshes or relatively permanently inun-dated freshwater marshes. Marshes are often recognized as extremely valu-able natural systems and are accorded importance in food and detrital pro-duction, fish and wildlife cover, nutrient cycling, erosion control, flood-water retention, groundwater recharge, and aesthetic value. Marsh valuesare highly site specific and must be interpreted in terms of such variablesas plant species composition, wildlife use, location, and size, which inturn influence their impact upon a given ecosystem.

b. Marsh creation has been the most studied of the habitat developmentalternatives, and accurate techniques have been developed to estimate costsand to design, construct, and maintain these systems. Over 100 marshes havebeen established on dredged material; examples are shown in figures 4-9 and4-10. Refer to WES TR DS-78-16 for specific information on wetland habitatdevelopment. The advantages most frequently identified with marsh develop-ment are: considerable public appeal, creation of desirable biological

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a. An aerial view of the 420-sq-ft freshwater marsh developed onfine-textured dredged material confined by a sand dike.

b. Within 6 months of dredged material placement, a lush growth ofwetland plants had been established by natural colonization.

Figure 4-9. Windmill Point marsh development site, James River, Virginia.

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a. A salt marsh was established on poorly consolidated fine-textureddredged material confined behind an earthen dike on this dredged

material island.

b. Vigorous growth was obtained from sprigged smooth cordgrass andsalt-meadow cordgrass.

Figure 4-10. Apalachicola Bay marsh development site.Apalachicola Bay, Florida .

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communities, considerable potential for enhancement or mitigation, and thefact that it is frequently a low-cost option.

c. Marsh development is a disposal alternative that can generatestrong public appeal and has the potential for gaining wide acceptance whenother techniques cannot. The habitat created has biological values that arereadily identified and are accepted by many in the academic, governmental,and private sectors. However, application requires an understanding oflocal needs and perceptions and of the effective limits of the value ofthese ecosystems.

d. The potential of this alternative to replace or improve marsh habi-tats lost through dredged material disposal or other activities is fre-quently overlooked. Techniques are sufficiently advanced to design and con-struct productive systems with a high degree of confidence. Additionally,these habitats can often be developed with very little increase in costabove normal project operation, a fact attested to by hundreds of marshesthat have been inadvertently established on dredged material.

e. The following problems are most likely to be encountered in theimplementation of this alternative: unavailability of appropriate sites,loss of other habitats, release of contaminants, and loss of the site forsubsequent disposal.

f. The most difficult aspect of marsh development is the location ofsuitable sites. Low-energy, shallow-water sites are most attractive; how-ever, cost factors will become significant if long transport distances arenecessary to reach those sites. Protective structures may be required iflow-energy sites cannot be located, which can add considerably to projectcost.

g. Marsh development frequently means the replacement of one desir-able habitat with another, and this will likely be the source of most oppo-sition to this alternative. There are few reliable methods of comparingthe various losses and gains associated with this habitat conversion; conse-quently, relative impact may best be determined on the basis of the profes-sional opinion of local authorities.

h. The potential for plants to take up contaminants and then releasethem into the ecosystem through consumption by animals or decomposition ofplant material should be recognized when contaminated sediments are usedfor habitat development. Although this process has not been shown to occuroften, techniques are available to determine the probability of uptake.

i. Development of a marsh at a given site can prevent the subsequentuse of that area as a disposal site. In many instances, any further devel-opment on that site would be prevented by State and Federal regulations.Exceptions may occur in areas of severe erosion or where the initial dis-posal created a low marsh and subsequent disposal would create a highermarsh.

j. There are types of wetland habitat development other than marshes,

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such as bottomland hardwoods in freshwater areas. These are addressed inWES TR DS-78-16.

4-16. Upland Habitat Development.

a. Upland habitats encompass a variety of terrestrial communitiesranging from bare soil to dense forest. In its broadest interpretation,habitat occurs on all but the most disturbed upland disposal sites. Forexample, a gravelly and bare freshwater disposal area may provide nestsites for killdeer; weedy growth may provide cover for raccoons or a foodsource for seed-eating birds; and water collection in desiccation cracksmay provide breeding habitat for mosquitoes. Man-made habitats will de-velop regardless of their management; however, the application of soundmanagement techniques will greatly improve the quality of those habitatsand the speed with which they are populated.

b. Upland habitat development has potential at hundreds of disposalsites throughout the United States. Its implementation is largely a matterof the application of well-established agricultural and wildlife managementtechniques. Examples of successful sites are shown in figures 4-11 and4-12. Refer to WES TR DS-78-17 for more detailed information on uplandhabitat development. Upland habitat development as a disposal option hasseveral distinct advantages, including: adaptability, improved public ac-ceptance, creation of biologically desirable habitats, elimination of prob-lem areas, low-cost enhancement or mitigation, and compatibility with sub-sequent disposal.

c. Upland habitat development may be used as an enhancement or miti-gation measure at new or existing disposal sites. Regardless of the condi-tion or location of a disposal area, considerable potential exists to con-vert it into a more productive habitat. For example, small sites indensely populated areas may be keyed to small animals adapted to urban life,such as seed-eating birds and squirrels. Large tracts may be managed for avariety of wildlife, including waterfowl, game mammals, and rare or en-dangered species.

d. The knowledge that a site will ultimately be developed into a use-ful area, be it a residential area, park, or wildlife habitat, improvespublic acceptance. Many idle and undeveloped disposal areas that are nowsources of local irritation or neglect would directly benefit from uplandhabitat development, and such development may well result in more ready ac-ceptance of future disposal projects.

e. In general, upland habitat development will add little to the costof disposal operations. Standard procedures may involve liming, fertiliz-ing, seeding, and mowing. A typical level of effort is similar to that ap-plied for erosion control at most construction sites and considerably lessthan that required for levee maintenance.

f. Unless the target habitat is a long-term goal such as a forest,upland habitat development will generally be compatible with subsequentdisposal operations. In most situations, a desirable vegetative cover can

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Figure 4-11. Barley was planted on this sandy dredged material islandin the Columbia River, Oregon, greatly improving its value to wildlife,

Figure 4-12. Sandy and silty dredged material were combined at NottIsland, Connecticut, to produce a pasture for wild geese.

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be produced in one growing season. Subsequent disposal would simply re-quire recovery of the lost habitat. Indeed, the maintenance of a par-ticular vegetation stage may require periodic disposal to retard or setback plant succession.

g. The primary disadvantage of this alternative is related to publicacceptance. The development of a biologically productive area at a givensite may discourage subsequent disposal or modification of land use at thatsite. This problem can be avoided by the clear identification or establish-ment of future plans before habitat development, or by the establishmentand maintenance of biological communities recognized as being most pro-ductive in the earlier stages of succession. In the latter case, subse-quent disposal may be a necessary management tool.

h. Some habitat types will require management. For example, if high-productivity annual plants are selected for establishment (i.e., corn orbarley as prime wildlife foods), then yearly planting will be necessary.If the intent is to maintain a grassland or open-field habitat, plantingmay be required only initially, but it may be necessary to mow the areaevery 1 to 5 years to retard colonizing woody vegetation. In most cases,it will be possible to establish very low-maintenance habitats, but if theintent is to establish and perpetuate a given habitat type, long-term man-agement may be essential and expensive.

4-17. Island Habitat Development.

a. Dredged material islands range in size from an acre to severalhundred acres. Island habitats are terrestrial communities completely sur-rounded by water or wetlands and are distinguished by their isolation andtheir limited food and cover. Because they are isolated and relativelypredator-free they have particular value as nesting and roosting sites fornumerous species of sea and wading birds; e.g., gulls, terns, egrets,herons, and pelicans. The importance of dredged material islands to nest-ing species tends to decrease as the size increases because larger islandsare more likely to support resident predators. However, isolation is moreimportant than size; and thus large isolated islands may be very attractiveto nesting birds. Dredged material island habitats are pictured in fig-ures 4-13 and 4-14. Refer to WES TR DS-78-18 for specific information re-garding island habitat development.

b. Dredged material islands are found in low- to medium-energy sitesthroughout the United States. Typically, these are sandy islands locatednext to navigation channels and are characteristic of the IntracoastalWaterway. In recent years, many active dredged material islands have beendiked to improve the containment characteristics of the sites.

c. The importance of dredged material islands as nesting habitats forsea and wading birds cannot be overemphasized. In some states (e.g. NorthCarolina and Texas) most nesting of these colonial species occurs on man-made islands.

d. Island habitat development has the following advantages: it

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Figure 4-14. Mixed-species colony of royal and Sandwich terns locatedon a dredged material island in Pamlico Sound, North Carolina. The

colony comprised 2988 royal tern nests and 897 Sandwich tern nests,

employs traditional disposal techniques, it permits reuse of existing dis-posal areas, it provides critical nesting habitats, and its management isconducive to subsequent disposal.

e. Island habitat development utilizes a traditional disposal tech-nique : the confined or unconfined disposal of dredged material in marsh orshallow water or on existing islands. Consequently, unconventional opera-tional problems seldom occur in its implementation.

f. In many coastal areas, the careful selection of island locales andplacement will encourage use by colonial nesting birds. Properly applied,island habitat development is an important wildlife management tool: itcan replace habitats lost to other resource priorities, provide new habitatswhere nesting and roosting sites are limiting factors, or rejuvenate exist-ing disposal islands.

g. Planned disposal on existing dredged material islands is often con-ducive to their management for wildlife. Nesting is almost always keyed toa specific vegetation successional stage, and periodic disposal may be usedto retard succession or set it back to a more desirable state. As a prac-tical matter, disposal on existing islands has largely replaced new islanddevelopment because of opposition to the loss of open-water and bottom

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habitats. Consequently, habitat development on dredged material islandswill frequently be keyed to the disposal on and management of existingislands.

h. Island habitat development has the following disadvantages: itmay interrupt hydrologic processes, it may destroy open-water or marshhabitats, and it requires careful placement of material and selection ofthe disposal season to prevent disruption of active nesting.

i. Alteration of the water-energy regime by the placement of barrierssuch as islands deserves particular attention because it can change thetemperature, salinity, circulation patterns, and sedimentation dynamics ofthe affected body of water. Large-scale projects or projects in particu-larly sensitive areas may warrant the development of physical, chemical,and biological models of the aquatic system before project implementation.

j. Dredged material islands, by the nature of their location, may re-duce the presence of wetlands and/or open-water and their associated ben-thic habitats. This impact will be minimized by careful site selection ordisposal on existing sites. Containment behind dikes will lessen the lat-eral spread of material but will probably adversely affect the value ofthe island to birds.

k. Disposal on any dredged material island should be immediately pre-ceeded by a visit to determine if the site is an active nesting colony.The use of dredged material islands by birds will occur with or withoutmanagement. When colonies are present, scheduling of subsequent disposaloperations and placement of material should be planned to minimize disrup-tion of the disposal operations as well as of the nesting colonies involved.Destruction of the nests of all colonial waterbirds is a criminal offensepunishable by fine and/or imprisonment.

4-18. Aquatic Habitat Development.

a. Aquatic habitat development refers to the establishment of bio-logical communities on dredged material at or below mean tide. Potentialdevelopments include such communities as tidal flats, seagrass meadows,oyster beds, and clam flats. The bottoms of many water bodies could bealtered using dredged material; in many cases this would simultaneously im-prove the characteristics of the site for selected species and permit thedisposal of significant quantities of material. Planned aquatic habitatdevelopment is a relatively new and rapidly moving field; however, with theexception of many unintentional occurrences and several small-scale demon-stration projects, this alternative is largely untested. There are nogeneral texts or manuals currently available; however, potential users mayobtain updated information by contacting the Environmental Laboratory atthe U. S. Army Engineer Waterways Experiment Station.

b. The major advantages of aquatic development are that it produceshabitats that have high biological production and potential for wide ap-plication and can effectively complement other habitats.

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c. Aquatic habitats may be highly productive biological units. Sea-grass beds are recognized as exceptionally valuable habitat features, pro-viding both food and cover for many fish and shellfish. Oyster beds andclam flats have high recreational and commercial importance. Dredged mate-rial disposal projects affecting aquatic communities often incur strongcriticism, and in these instances reestablishment of similar communitiesmay be feasible as a mitigation or enhancement technique. In many in-stances it will be possible to establish aquatic habitats as part of marshhabitat development.

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APPENDIX ABIBLIOGRAPHY

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

Environmental Protection Agency/Corps of Engineers Technical Committeeon Criteria for Dredged and Fill Material. 1978 (Apr). "EcologicalEvaluation of Proposed Discharge of Dredged Material into Ocean Waters;Implementation Manual for Section 103 of Public Law 92-532 (MarineProtection, Research, and Sanctuaries Act of 1972)," U. S. Army Engi-neer Waterways Experiment Station, CE, Vicksburg, MS.

Folsom, B. L., Jr., and Lee, C. R. 1981. "Zinc and Cadmium Uptake bythe Freshwater Marsh Plant Cyperus esculentus Grown in ContaminatedSediments Under Reduced (Flooded) and Oxidized (Upland) Disposal Con-ditions," Journal of Plant Nutrition, Vol. 3, pp 233-244.

Herbich, J. B. 1975. Coastal and Deep Ocean Dredging, Gulf Publish-ing Company, Texas.

Montgomery, R. L. 1978 (Dec). "Methodology for Design of Fine-Grained Dredged Material Containment Areas for Solids Retention,"Technical Report D-78-56, U. S. Army Engineer Waterways ExperimentStation, CE, Vicksburg, MS.

Montgomery, R. L., Horstmann, H. L., Jr., Sanderson, W. H., andMcKnight, A. L. 1981 (Oct). "Problem Identification and Assessmentto Determine the Need and Feasibility of an Update of the NationalDredging Study," U. S. Army Engineer Waterways Experiment Station, CE,Vicksburg, MS.

Murden, W. R., and Goodier, J. L. 1976. "The National DredgingStudy," Proceedings of WODCON VII, World Dredging Conference, SanPedro, CA.

Richardson, T. W. 1983. "Agitation Dredging: Lessons and Guidelinesfrom Past Projects," Technical Report in Press, U. S. Army EngineerWaterways Experiment Station, CE, Vicksburg, MS.

Schroeder, P. R. 1982. "Chemical Clarification Methods for ConfinedDredged Material," Technical Report in Press, U. S. Army EngineerWaterways Experiment Station, CE, Vicksburg, MS.

Smith, H. K. 1978 (Dec). "An Introduction to Habitat Development onDredged Material," Technical Report DS-78-19, U. S. Army EngineerWaterways Experiment Station, CE, Vicksburg, MS.

Symcon Publishing Company. World Dredging and Marine Construction,San Pedro, CA.

Turner, T. M. 1977 (Feb). "The Bucket Wheel Hydraulic Dredge," WorldDredging and Marine Construction, Vol 13, No. 3, pp 23-27.

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12. U. S. Army Engineer Waterways Experiment Station. 1963 (Mar). "TheUnified Soil Classification System," Technical Memorandum No. 3-357,Vicksburg, MS.

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APPENDIX BCHECKLIST FOR REQUIRED STUDIES

The development of a dredging project involves the study and evaluationof many factors to assure that dredging and disposal is carried out in anefficient, economical, and environmentally compatible manner. The followingare some of the factors that should be considered in the planning and designphase:

a. Analysis of dredging locations and quantities.

b. Dredging environment; i.e., depths, waves, currents, distance topotential disposal area, etc.

c. Evaluation of physical, chemical, and biological characteristics ofsediments to be dredged.

d. Identification of social, environmental, and institutional factors.

e. Evaluation of dredge plant requirements.

f. Evaluation of potential disposal alternatives.

g. Hydrographic surveys of proposed project.

h. Field investigations of sediments to be dredged.

i. Performance of required laboratory tests; i.e., chemical charac-terization, sedimentation, engineering properties, bioassay, bioaccumu-lation, etc.

j. Evaluation of in situ density of sediments to be dredged.

k. Evaluation of long-term dredging and disposal requirements forproject.

l. Coordination of project plans with engineering, construction-operation, and planning elements of District.

m. Evaluation of potential productive uses of dredged material.

n. Coordination of project plans with other agencies, public, andprivate groups.

o. Evaluation of proposed project to determine potential environmentalimpact.

B-1

*U.S. GOVERNMENT PRINTING OFFICE: 1993 - 718-983/61137

The Basics of Optimally Loading a TSHD

Introduction

Within the wide range of dredging vessels the trailing suction

hopper dredger has an almost unique position. In contrast to

cutter suction dredgers. profile dredgers, bucket dredgers and

so forth the actual dredging activities of this type of vessel are

not continuous. The loading, sailing, discharge to shore or

dumping takes longer or not, according to location and the

type of vessel.

The operating cycle of a trailing suction hopper dredger can be divided into the following

phases:

Loading of the hopper.

Transport of the soil from dredging location to dumping or shore discharge location.

Dumping of the load or discharging it to shore.

The return of the empty vessel to the dredging location.

We can only speak of optimum use of the trailing suction hopper dredger when every single

phase has been optimised and when the different phases are well adjusted to each other. In this

article we first briefly discuss some aspects which are of importance for the optimisation of the

separate phases of the dredging cycle. It appears that it is the loading phase that offers the best

opportunities for improvement. That is why we go deeper into the method to determine loading

and the correct moment to stop dredging. The question is what are the effects of using modern,

more extensive than usual measuring and signal-processing techniques in the right way.

Transport

During both vessel transport phases, empty and loaded, savings may be made by sailing with

reduced engine output. This is most likely when sailing on shallow waters. That the reduction of

fuel costs has to be balanced against the costs of the slightly prolonged cycle time does not

need to be emphasised.

Dumping

The time necessary for dumping can be minimised by the most effective fluidisation of the load,

pumping water on the load with the dredgepump and by means of water jets. This, of course,

largely depends on the type of soil and in most cases the effects on the cycle time are marginal.

Shore discharge

The most effective extraction method is the one where the load is discharged with the highest

possible density and speed. Attentive valve operation together with the correct use of water jets

and hopper discharge duct water supply is of major importance. Most of the time, however,

unloading time is determined by the type of soil, the delivery distance, pump output and the

optimal flow-concentration combination that can be maintained.

Separate dumping and shore discharge

When one has to discharge to shore a third possibility can lead to reduction of the cubic meter

price in certain circumstances. In general shore discharge with a trailing suction hopper dredger

is a costly operation. However, by dumping the soil via the bottom doors and then pumping it to

shore by means of a separate small stationary suction dredger a considerable reduction of

costs can often be reached.

Trailing suction

The effectiveness of the trailing suction hopper dredger is largely determined by the draghead

used, the availability of jet water at the head, the flowrate, the propeller pull available for drag,

the adjustment of the draghead and how the flowrate and trailing speed are handled. By playing

sensibly with these variables output can be optimised. A considerable amount of time can be

saved particularly by searching for the right trailing speed in each situation.

Loading

When loading, a distinction should be made between loading the hopper with fine silt, clay or

with granular material. When loading silt the overflow is limited to a few minutes at the most.

When it concerns polluted slurry there will be no overflow at all. With the loading of clay and

granular material there is virtually always overflow. The answer to the question when the

overflow should be stopped is defined by factors such as: type of soil and granulation, mixture

concentration, hopper geometry, flow rate and the actual liquid/solid loading condition during

overflowing. During loading overflow losses can occur which, depending on the situation, can

vary between 0% and 100% of the actual dredged material flow.

Measurement of the dredging parameters

A complex of factors determines the effectiveness of the dredging process and loading. To have

detailed insight here expensive instrumentation is employed. We might mention the

measurement of the mixture velocity and concentration, from which the dredged production is

calculated, and the measurement of pump vacuum and discharge pressure and hopper loading.

For insight into the effectiveness of the loading of the hopper a load indicator is necessary.

Before discussing this further the loading phase will be first explained.

A closer look at the loading phase

During the loading of the hopper it goes through the following phases:

First the mixture is pumped into the hopper until it is completely full and starts to overflow.

As long as the hopper does not overflow no overflow loss will take place and a maximum

material collection will be achieved.

Overflow at a rate (m3/s) equal to the flow rate. The water in which the solid material had

settled, flows over the overflow(s) in their highest position or over the side of the hopper until

the ship has reached the maximum admissible draught and with that its maximum loading

capacity. The overflow losses are still relatively low.

Overflow at a rate (tons/s) equal to the pump production. The vessel is kept at a constant

draught (constant load). With a pumped-in concentration which is higher than the overflow

concentration the out-going volume stream must be larger than the incoming one. Because

of this the liquid loading level will drop gradually. At the same time the solid loading level will

rise because of settling. This leads to a lower liquid section as a result of which the mixture

transport from inlet pipe to overflow speeds up and becomes more and more turbulent with,

as a result, decreasing settling and even erosion. This explains the increasing overflow

losses until the pump production directly leaves the hopper. The loading efficiency has then

decreased to 0% (or sometimes even less).

End of loading and overflow of the remaining water. Far before the point that 100% of

overflow loss is reached the crew will have stopped drawing material in. There is still

residual water on top of the load which can be discharged after some time by overflowing so

that the vessel can sail to the dumping site or shore connection without unnecessary load

and at reduced draught.

The load indicator as aid for optimal loading

When loading a trailing suction hopper dredger one mostly uses a recording load indicator. The

current type is based on measurement of the sinking of the vessel hull and shows the progress

in the time of the displacement. Fig. 1 schematically demonstrates such a recording. From this

displacement curve one can derive the most cost effective point at which to stop loading. For

this purpose one usually chooses by feel the point on the displacement curve whereby it does

not increase further. As a further help one sometimes also uses the "tangent method" that will

be discussed later. Because of its limitations this method is only useful when dredging silt and

with trailing dredgers with a so-called "high specific gravity hopper" (high load capacity - hopper

volume ratio).

Fig.1

The load indicator based on vessel hull displacement has some clear limitations. Together with

some general critical aspects these are:

The load indicator shows the displacement of the vessel hull and thus the weight of the total

hopper contents that can be derived from it – consisting of dredged material mixed with

water. However, from the displacement curve the 'paying' load cannot be derived.

On reaching the maximum hull displacement and with that the maximum weight of the

hopper contents, that part of the load that pays - the solid or dry material - is not maximised.

Besides the settled (solid) material, the load consists of a mixture with a considerable

amount of water which can still be replaced by an amount of paying solid material of

approximately the same weight.

That is why with most trailing dredgers it is impossible to derive the optimal final point of

loading of granular material from the hull displacement curve. More information is needed.

Sometimes the trim of the vessel hull is insufficiently taken into account which results in a

less specific indication of the displacement. This effect can also be the result of non-optimal

positions of the sensors or flexing of the vessel hull.

To accurately define displacement pressure measurement is used. This can be done by

means of pressure meters in the bottom of the ship or indirectly and mostly less accurately

by means of bubble points.

The optimal load indicator

The limiting aspects mentioned above can be met by an optimal load indicator:

By measuring the displacement of the vessel by using pressure meters in the bottom. These

should be installed in such a way that under every possible sea condition a reliable trim can

be derived. Possibly the displacement can be defined on the basis of four instead of two

sensors so that both listing and flexing can always be taken into account.

By programming the load indicator with extensive ship's tables for water displacement as a

function of draught and trim which tables list all possible draught and trim conditions.

By measuring the volume of the mixture inside the hopper, taking into account the trim and

listing conditions.

By continually determining the actual volume or weight of the paying load from water

displacement and hopper volume.

By including in the graphic presentation an aid for determining the optimal point to stop

loading.

By equipping the load indicator with an indication of mutual inconsistent trim positions that

are defined on the basis of draught and hopper level. By this means erroneous sensors can

be monitored.

By a provision for the automatic control of overflow during loading at maximum draught.

The actual hopper contents is derived from the level of the fluid load in the hopper. To measure

this ultra-sound measuring techniques are used as a rule. The actual weight in the hopper is

derived from the difference between the actual displacement and the displacement of the empty

vessel. From the hopper volume and the weight of the hopper contents the volume and weight

of the paying load can be derived. The paying volume or weight is determined by an adjustable

reference density (for instance in situ, water-saturated sand, dry material). For signal

processing, calculations and presentation a micro computer system is used. The same

functionality can, of course, also be included in a modern integrated and computerised dredging

control system. The definition of the paying load takes place on the basis of the following

equations:

In which:

Volpl = Volume of paying load

Sgpl = Specific Gravity of paying load

Wgtpl = Weight of paying load

Volh = Volume hopper

Wgth = Weight of hopper contents

SGw = Specific Gravity outboard water

The progress of the weight of the paying load is graphically shown in Fig. 2, together with the

displacement curve. From the curve for the paying load the optimal loading point can be

derived. In the next paragraph the background and working method will be explained.

Fig. 2

Determination of optimal duration for hopper loading

(by means of the tangent line method to the paying load curve) Contrary to the displacement

curve (weight hopper contents), from this "paying load curve" the optimal point to stop loading

can be defined. The point where the volume or weight of the paying load per cycle-time unit is at

its maximum is regarded as the optimal loading point. That is why a maximum output cost ratio

occurs at the optimal loading point. Graphically this point can be defined as follows: As starting

point of the new, we take the time of the previous cycle when dredging stopped. When following

the new loading curve every point of that curve can be linked to the starting point of the cycle at

the 0-level of the paying load. The tangent of the angle this line makes with regard to the time

axis then corresponds to the relation in that point between the paying load and the duration of

the cycle up to that moment. At the point where this connection line hits the loading curve, the

angle, and also the ratio between output and costs, will be at a maximum. By increasing

overflow losses the growth of the paying load per time unit decreases. So from that moment on

the paying load curve runs below the tangent line. That is why every next point will show a lower

output per unit time. Stopping dredging is thus imperative. The course of affairs as outlined here

is shown graphically by means of Fig. 3.

Fig. 3

Optimal loading by using optimal equipment

From the foregoing it can be deduced that optimal loading is only possible when using

equipment that is optimally suited for this task. This implies that the equipment should at least

be able to present on a monitor the time progress of the paying load in the hopper, plus an

indication of the loading optimum. An example of such a presentation is again shown in both

figures below. Fig. 4.1 shows the cycle with a short sailing distance, while Fig. 4.2 shows the

cycle with a long sailing distance. In these diagrams for the definition of the loading optimum the

tangent line method has been applied both on the displacement curve (dashed line) and on the

paying load curve (unbroken line). The differences have been made visible

Fig. 4.1

Fig. 4.2

Financial aspects and conclusions

Both in the case of short and long sailing times application of the tangent line method to the

paying load curve leads to considerably more favourable ratios between paying load and cycle

time. Quantitative comparative research has shown that, especially with short cycle times,

loading is ended too early on the basis of the usual loading measurement. Within a cycle time of

120 minutes and a loading time of 60 minutes it appears that when loading moderately fine

sand, differences of 10 minutes and more can occur. This means that with the improved method

loading can go on up to a point with a higher cycle efficiency. The accompanying output

improvement is in the order of 5 to 10%. In the considerations above it is assumed that in the

case of loading measurement which is only based on displacement, the tangent line method is

always used. In practice, however, it is mostly different.

Because the displacement curve does not give any further information after passing the point of

maximum displacement, while one still has the feeling that loading can go on, most of the time

loading will go on for too long. This probably causes an even worse loss of efficiency.

These things show that the improved working method described based on the definition of the

paying load, will always lead to an improved loading efficiency. In addition to the financial one

there is yet another aspect of the improved method for loading measurement which should not

be left unmentioned. With clients as well as with controlling authorities there is an increasing

effort to measure the actual dredged soil and relocated dry material as a basis for payment.

This, together with the determination of the optimal loading time, can contribute to an important

increase in the efficiency of the trailing suction hopper dredger.

(Source : Ports and Dredging 137, IHC Holland 1991)

Dredge monitoring system (DMS)

The DMS is an integrated monitoring system available both for refits and newly builtdredgers. The DMS monitors the complete dredging equipment and is customised tomeet customer requirements. A typical DMS constellation consists of:

► Suction pipe position indicator► Draft and load monitoring► Production monitoring► Process monitoring for:

► Status of dredge valves, jet valves and flushing valves► Status of the dredge- and jet pumps► Status of the bottom doors/valves► Status of the hydraulic system

► Alarm monitoring and data logging

Typically the implementation of the DMS does not influence the existing control system.It is designed to act as independent system, collecting all necessary data for itscalculation and representation tasks. Depending on the size and complexity of thedredge, an appropriate design for a highly integrated Dredge Monitoring System isdeveloped. Fibre optic and industrial interfaces using modern networks techniques areused to connect decentralised process interfaces with centralised controlling units andhuman interfaces.Needless to say that, if required, applicable control functionality can be integrated intoour system to fulfil tasks such as automatic light mixture overboard or dredge pumpspeed control.

IN a nutshell, the DMS is a modern monitoring system for dredge, displaying thecomplete dredging application in a clear manner on several displays.

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http://www.vostalmg.com/viewpage/134



Dredge control and monitoring system (DCMS)

These days automation takes on an ever increasing role in performing the various tasksin the dredging world. In the past each task was realised by a separate controller to fulfila certain job, which lead to a large number of different units, each with its ownoperational philosophy. Today all tasks are integrated into one system with a clearlydefined human interface. Dredging is a business where real time is real money. Everyunproductive hour means lost profits for operators. So VOSTA LMG provides smartsolutions for safe, highly efficient, precise and easy to handle dredge operations. VOSTALMG's formula for these systems are: Safety, Efficiency, Precision & User Acceptance.SafetyThe DCMS supplies essential information about how the dredge functions and theenvironmental influences which can affect this process. It shows all incoming informationand simultaneously controls all relevant functions. Good visibility of equipment (MimicPages), instruments and controls guarantees a safe and smooth dredging process.EfficiencyReal-time production monitoring and automated operation of dredge equipment supportthe operator in maintaining the highest possible production.PrecisionReal-time monitoring and tracking of primary dredge tools ensure continuous and precisecontrol of dredging.User AcceptanceETL (easy-to-learn) and ETU (easy-to-use) principles drive development of the userinterface, which is always done in close cooperation with operators.

All this results in a highly integrated Dredge Control and Monitoring System withdecentralised process interfaces, centralised controlling units and human interfaces.The DCMS is available for new vessels as well as for refits. It combines all requiredmonitoring and control functions of the complete dredging installation by means ofdifferent, task-oriented mimic diagrams and will be designed to the customer needs.Depending on the type of automation, the visualisation system is either a stand-alonesystem or has a client–server structure. For maximum reliability, redundant systems areavailable as well.The mimics show the status of the equipment in real time. The mode is shown by meansof different colours. All relevant process data are shown in bar graphs or numeric values.The operation is done mainly by a trackball or function keys. The trackball is again usedto click the appropriate symbols, which change in colour and start to flash to confirmtheir function.

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Suction pipe position indication

Nowadays there is fierce competition on the world dredging market to win tenders fordredging contracts. In order to be competitive, a dredge must perform with a high levelof efficiency. Failure to meet project targets can lead to difficulties with the clienthowever, overdredging reduces profits. For efficient dredging, VOSTA LMG offersvarious side suction pipe measurement systems.

The suction pipe positioning indicator (SPPI) calculates and displays the position of thesuction pipe with reference to the ship's side and the water line. The positioncalculation is performed using the information supplied by angle sensors mounted onthe pipe or the uncoiled rope length of the winch with the respective transverse angle ofthe rope. Typically two views of the side suction pipe are displayed on the screen.These are the side elevation view and the plan view. The side elevation view provides arepresentation of the pipe giving an indication of the draghead depth and pipe verticalangles. The plan view gives an indication of the position of the pipe in relation to theship side and of the pipe horizontal angles.

The mimic also shows bar graphs and values for the dredging depth below the waterline and below the keel, the position of the draghead relative to the ship's side and thevarious horizontal and vertical angles of the respective pipes. Additionally the systemwarns the operator in case of a dangerous pipe position. Interfaces to various surveysystems are also available, as well as the possibility of internal or external datalogging.

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Draught and load calculator

The Draft and Load Calculator is used for continuous, quantitative determination of thedredged material. The system provides the operator with a quick and complete overviewof the status of the ship (draught, trim, heel and hopper level), the operational data(displacement, load, solid) and the operation mode. The measured and calculated dataare shown on a dedicated screen in a clear manner, displaying all relevant data.

With this system the operator can easily decide when the target load has been reachedand is informed about his daily efficiency at all times. The reports generated by thesystem provide a comprehensive documentation of each job. The determination of theload condition of the ship is performed using the values measured by various sensors.The draught is measured by a selection of pressure sensors and the hopper level ismeasured by different ultrasonic sensors. Trim is calculated from the values provided bythe draft sensors. The ship's displacement and hopper volume are obtained from thetables stored in the loading computer using the draught, hopper level and trim values.The dredged material without water content (dry) is calculated using the displacementand volume values obtained from these tables and the manual inputs of the seawater, insitu and dry density.The measured and calculated data are shown on a dedicated screen in a clear manner,displaying all relevant data.

In addition reports can printed per trip, consisting of the most important data values andthe loading/unloading diagram. The main trip data is also stored for later reporting andevaluation by third party systems using office tools such as Excel or Access. VOSTA LMGoffers a range of DLC varying in accuracy and accordingly in price.

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Draught measuring system

The micro computer controlled draught measuring system measures and monitors theship's draught's contents continuously.All data, parameter, measuring values etc. arc indicated on an LCD display located in thecontrolling unit. An integrated keyboard makes the selection of the individual draughtpoints and the system's operation very easy. The controlling unit can be mounted in aswitchboard.

Following measuring values can be indicated:

► PP draught forward (Draught at perpendicular)► PP draught aft in cm (Draught at perpendicular)► Draught forward in cm (Draught at draught mark)► Draught aft in cm (Draught at draught mark)► Trim in cm► Trim in degrees► List in cm► List in degrees► Seawater density (manual input)

The draught measuring system presents alternatively on demand the true draught at theperpendiculars or the draught at the draught mark. The true draught indication iscorrected automatically by measuring the ship's trim and list through an inclinometer.

Seawater density can be changed manually, all indications will be correctedautomatically.

All date and values can be transmitted to computer stations and/or to the ship'smonitoring system via a serial connection RS 485.

Page 5 of 6

Production monitor (PM)

Production monitor is available for all dredging applications. Its purpose is to assist inincreasing production. Using the information from the PM data display allows theoperator make the right decision at the right time. Knowing the actual density, velocityand production leads to efficient operational decisions.The production meter comprises the density measurement, the velocity measurement,the calculator incl. display and optionally an analogue instrumentation panel.

Based on the absorption of nuclear radiation, the density measurement is performedusing either Caesium or Cobalt as the radioactive source. The decision which sourceshould be used depends on the size of the mixture pipe and the required measuringrange. Whereever possible Caesium 137 is used due to it's longer half life. Today themodern scintillation counters allow using Caesium with its low radiation for large nominaldiameters mixture pipes, in situations where Cobalt was necessary in the past.

The velocity measurement units (electro magnetic flow rate) are available for pipes ofvarying diameters, with or without liner wear detection.

The Production Monitor calculates and displays the actual production. On a touch TFTdisplay the actual velocity, density and the calculated wet and dry production arepresented in a bar graph, as numeric values and in a time-dependent curve.

For adjustment all necessary settings can be entered directly via a dialog box on thetouch screen.

Page 6 of 6

1) General Manager MTI Holland BV (www.mtiholland.com PO Box 8, 2960 AA, Kinderdijk, Netherlands p: +31-78-6910335; f: +31-78-6910331; e.mail: [email protected] Page 1 of 11

Dredging and Reclamation: Trends and Future (by H. van Muijen 1) (IHC – MTI Holland)

Dredging is an industry in constant transformation. It has changed tremendously in the last decades. The traditional dredging activity like construction and maintaining ports and harbors, desilting of drainage and irrigation channels, keeping reservoirs at depths and removing sediments from waterways is still of importance. However it is surpassed by other applications of dredging technology. Reclamation is an important example in this respect, where large amounts of sand are dredged, transported over large distances and used to make new land for industrial-, housing-, airport- and other infrastructural purposes. Beach nourishment and other protective measurements should be mentioned here as well. Other applications like offshore winning of oil & gas, environmental clean-up, mining of interesting minerals like gold, diamonds, titanium and tin as well as aggregates from inland and offshore deposits are of importance. For all of these dredging applications equipment is required and with changing circumstances and constraints, the design and use altered tremendously. Larger dredging depths and increasing capacities require an impressive scale-up of equipment and tools. Operation under more difficult circumstances and with other soil characteristics necessitate development of new dredging components and systems like submerged pumps, active dragheads, special cutter heads and wear resistant materials. Higher accuracy and selectivity require a better control which leads to more automation and development of enhanced control and monitoring means. Design and construction of this kind of modern dredging technology also requires a better understanding of the dredging processes. This requires more focused research on dredging fundamentals and development of innovative tools, systems and components. Based on the developments in dredging applications of the last decade, this paper will highlight expected trends for future use and summarize the required dredging technology development to enable such use. Introduction For centuries, water has been mans friend and opponent. We try to transport goods and people over water and try to survive during storms and floods. Waterways and harbours are required to fulfil our transport needs. Dikes and other structures are built to protect us against flooding. New land is conquered from the sea and beaches are restored. Global economic development requires new energy sources of oil and gas, which are exploited from offshore deposits more and more. A lot of minerals like gold, diamond, tin and industrial minerals are often found in wet environments. The same counts for aggregates for concrete manufacturing and other building material applications. Contaminated wet soil has to be cleaned in order to reduce a negative impact on the environment. To realize all this, dredging equipment is of vital importance. It is a requirement togain the experience and knowledge to build this equipment. Recent changes and expansions in dredging assignments led to the development and innovation of equipment to comply with the increased demands for dredging tools. It is expected that this growing trend will continue the coming years which requires ongoing innovation and development of dredging equipment. Trailing suction hopper dredge design Land reclamation is one of the main areas of interest for the dredging industry. On many locations in the world expansion of industrial areas is desired for e.g. airports, container terminals or industrial plants and residential areas. Although this has been a dredging activity that goes back for a long time, the scale up we see nowadays is tremendous. Hongkong, Singapore, Palm Island I, II + III and The World are some examples of extensive land reclamation projects of recent times. Many millions of m3 of sand have to be transported to connect islands and construct areas; existing waterways are deepened to give access to large ships.

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Environmental, geological and political considerations may result in long sailing distances and the need for dredging in deeper waters. These constraints ask for large Trailing Suction Hopper Dredgers (TSHD’s) with high dredging capacity and efficiency. Especially when sailing distances tend to increase, sand can be dredged at lower cost with a large capacity TSHD compared to a smaller unit. Until 1992 TSHD’s had a capacity less than 10,000 m3.

Figure 1: Palm Island in Dubai and project in HongKong (new airport Chec Lapkok) After 1992 a change of this trend occurred. In 1994 the first so called Jumbo Hopper Dredger, the Pearl River (17,000 m3) was build. Followed in 1998 by the Volvox Terranova (20,000 m3), in 2001 by the Ham318 (23,700 m3) and in 2000 the Vasco da Gama (33,000 m3). The last one is also referred to as the first Mega Hopper Dredger. These are examples from a range of large TSHD’s from which a substantial part was built by IHC Holland. Recently the Fairway has been extended and can carry 35,000 m3 now. By this extension it became the second Mega Hopper, soon to be followed by more.

Figure 2: Jumbo TSHD HAM 318 (compared to 2 Boeing 747) and the Pearl River and Nile River working together on a reclamation project Besides the application of TSHDs for reclamation projects, other use of this type of dredgers is of importance as well, but not in similar size ranges. Sand suppletion for beach nourishment and for deposition close to the shoreline require shallow draft hoppers. As an example the “Waterway” and “Coastway”, built in 2000 and 2002 are able to sail close to shore. The loaden draught of both ships is only 6.6mtr.

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For specific maintenance dredging tasks hopper designs will be fitted to suit this purpose, allowing a maximum volume of soil to be dredged at relatively low specific densities. Similar hopper design specialties can be mentioned like those for offshore aggregate dredgers and offshore oil recovery. In general one can state that a trend in the design for TSHDs can be noticed towards more specialization. The better the special design is adapted to a specific application, the more cost effective a dredge can be exploited. Trenching and glory holes With increasing demand of oil and gas a lot of new offshore deposits have to be developed. Besides a proper preparation of the actual exploration and exploitation sites, these energy sources have to be transported and landed ashore. A proper base for drilling rigs, protective placement of valve arrangements on the seabottom, pipe and cable laying and large landing facilities and port structures are required at an ever increasing scale. The trend towards deeper oil and gas winning projects also requires deeper dredging possibilities. Trenching is preparing the oceanfloor to bed in a pipeline. There is a variety of techniques to trench a pipeline depending on the type of soil and an important one of them is by means of dredging techniques. After the trench is formed and the pipeline is installed it is sometimes necessary to cover the pipeline to protect it against anchors, fishing nets, etc. There are several covering methods like “rock” dumping, natural ocean currents and backfill by the suction pipe of a hopper dredger. In the latter case, the sand in the hopper will be transported to the trench by use of pumping system and the suction pipe. Many large TSHD’s nowadays have the possibility of deep dredging for trenching or the creation of so called glory holes for de protection of oil and gas winning structures at the oceanfloor.

Figure 3: oil and gas winning structure located on the ocean floor A number of Jumbo Dredgers have been equipped with a deep dredging installation that is capable of dredging down to depths of 130 m. To reach this depth and maintain sufficient inlet pressure for the dredge pump for proper functioning, high efficiency submerged pumps have been fitted in the large size suction pipes with diameters up to 1400 mm. Installations with larger dredging depths are technically feasible. The large sized submerged dredging pumps require highly powered drive systems up to 6500 kW.

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Finite Element Methods Dredging projects are performed under more and more demanding circumstances. Operating at larger dredging depths and increased capacities, more constraining deposit characteristics and site conditions, all within high efficiency requirements. This puts stress on the design and material selection. Finite Element Methods (FE methods) are essential during the design process of a dredging vessel. The professional use of these calculations has led to strong and solid constructions which are relatively light weighted. Because of this light weight they are able to carry a relatively large load. Due to the very nature of dredging operations in open sea conditions and the continuous process of loading respectively discharging of soil, the ships structure of a TSHD experiences a variety of cyclic loads in a strong corrosive environment. Design features of a TSHD include a relative small ratio of hopper to ship length, implying a concentration of payload in the midship region, resulting in high hull girder bending moments and shear forces. Furthermore, the presence of heavy dredging equipment, in combination with the hopper structural arrangement including bottom door openings, enabling the discharge of soil, inevitably requires the structural design of the ship with numerous discontinuities. To optimize the stress-weight ratio of the ship structure and to maximize the strength and fatigue life of structural details finite element (FE) calculations are performed. Large Cutter Suction Dredgers (CSD) experience large fluctuating loads in exposed working conditions induced by waves and structural vibrations when cutting rock for example. The probability of crack initiation is relatively high at locations in the ship structure forming the (flexible) link between seabed and ship, ladder trunnions and spud carrier. FE calculations are performed to reduce stress concentrations to a minimum and to maximize fatigue life. FE calculations are further performed to optimize the strength and stiffness of cutter ladder and spud. To prevent resonance or excessive deformations due to vibrations, FE-models are being setup of the cutter ladder and ship to judge the vibrational behavior. High sailing efficiency The ship’s sailing resistance depends on the waterflow around the hull and the waves made by the ship during sailing. By designing the hull correctly, its sailing resistance can be reduced significantly and its overall energy economy will be improved. The design of the bows is of special importance. On many large ships, a so called "bulb" (i.e. artificial nose) is mounted on the hull at the waterline. The bulb changes the flow round the hull in such a way the resistance is reduced because of the reduction of induced waves.

Figure 4: practical results of improved hull shapes by CFD calculation; left the Lange Wapper (without bulb); right the Charlemagne with bulb. The waves induced by the ship are mainly caused by the shape of the stem. Picture 4 shows a ship with a conventional stem and one with a bulb. It can be seen that the

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induced waves of the stem with a carefully designed bulb are significantly smaller compared to the original stem. The experience on design of ship hulls gained with CFD calculations resulted in a special shape of the stern. The stern is designed for an ideal approach of the flow to the propellers resulting in less vibration and a higher efficiency of the propellers. Computational Fluid Dynamics (CFD) CFD methods make it possible to calculate the impact of changes to the design of the ship. Like already mentioned, the stem of the ship has a large impact on the sailing efficiency. Also the interaction between the hull and the propellers can be calculated by means of CFD. Vortices induced by the hull have a certain effect on the efficiency and may create vibrations. CFD methods give information which supports an optimized design of the ship, where the design of the stern result in an optimal flow to the propellers. For a dredging vessel information on the effect of wind, waves and currents is essential to predict the manoeuverability during differing weather-conditions. The manoeuverability can be predicted by use of certain coefficients which are calculated by CFD methods. Heavy duty cutters operating in swell Construction and extension of ports like that of Quatar and other ones around the world require hard digging capabilities. This also applies for a lot of offshore oil and gas applications. Heavy duty cutter suction dredgers like the JFJ de Nul and the d’ Artagnan are able to extend large cutting forces. Often operations have to be performed in swell.

Figure 5: Self sailing heavy duty cutter suction dredger JFJ de Nul and flexible spud carriage installation of d’Artagnan To allow high cutting forces under these conditions earlier designs of larger cutter suction dredgers used sturdy spud constructions. The tendency to install even higher cutting forces up to 6000 kW on the cutter head of the above mentioned cutter dredgers, made it difficult to come up with strong enough designs of the spud systems. This led to the design and use of flexible spud installations that allow high cutting forces in sea conditions with swell up to 1.5 – 2 m. Pumps IHC developed high efficiency dredge pumps. With the same installed power more production can be achieved compared to the so called standard pumps. To ensure pump performance and predict wear resistance, lab research supported by CFD analyses is performed at the research department (MTI Holland) of IHC Holland.

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MTI Holland has a circuit where pumps can be tested. The pipe diameter in this circuit is 300mm which gives a reliable representation of the full scale pumps. To increase production, the modern TSHD is equipped with jetpumps. They typically have three main functions:

1. Fluidizing bottom material and reduction of cutting forces of modern dragheads 2. Fluidizing dredged material in the hopper during discharge in order to reduce the

discharge time. 3. Clearing the hopper after discharge.

Versatile, limited size high efficiency dredge pumps are more and more used as jet pumps in order to prevent high wear rates caused by a sometimes high content of sand particles entrained in the jet water.

Figure 6: IHC range of high efficiency dredging pumps; from left to right medium pressure, cutter special®

and high pressure pump To optimize efficiency of the dredging process, the pump speed, during the dredging process, has to be optimally adjusted to dredging parameters such as vacuum, mixture velocity and density. The Variblock (developed by IHC) is a continuously variable speed transmission gearbox that offers outgoing speed variation with minimal loss of efficiency at constant input power and speed. Various output speed options are possible, for instance, an increase or decrease in output speed of 15% with an overall gearbox efficiency of 94%. The Variblock makes it possible to avoid adjusting the impeller diameter for different pipeline lengths in case of stationary hydraulic dredgers like cutter suction dredgers. The investment is significantly lower than for an electric drive for the pump. All hydraulic components are in stock around the world and immediately available on demand. Besides a high efficiency demand, pumps for cutter suction dredgers also require a large ball clearance. This is especially inevitable for the larger heavy duty cutter dredgers that are used in harder materials. Harder material is dredged in larger particle size ranges and to avoid blockage a larger clearance is of essence. IHC’s Cutter Special Pump® provides such a large ball clearance at high pump efficiencies and suction capabilities. Dragheads The draghead of a Trailing Suction Hopper Dredger has a major effect on the performance of the dredger, so its design, quality and versatility are essential. The increase in size of the TSHD’s is also to be found in the development of dragheads. One of the first dragheads was suited for suction pipes with a diameter up to 300mm. The latest developments show dragheads for a pipe with a diameter of 1400mm. While the production of excavated soil is governed by draghead width, thickness of the layer removed and trailing speed, other factors can also play a role such as the required

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trailing force. Draghead design is always considered in close relation to all the other key elements of the dredging process.

Figure 7: Modern active draghead Many types of dragheads have been developed through the years. Originally, dragheads were fully based on the principle of erosion: a water flow was created between the movable visor of the draghead and the bottom. In the so called Dutch (IHC-) head this water flow entered the draghead mainly on backside of the visor, in the California draghead mainly at the sides of the visor. By the water flow over the bottom, creating a pressure difference between bottom and draghead, material (sand) was loosened and taken up by the draghead. Nowadays modern dragheads are equipped with jet water supply over the total width of the draghead in the fixed part and with cutting knives or cutting teeth in the movable visor. With the combined effort of the two, the required pressure difference over the draghead is reduced while the production is significantly increased. Through adjustable water inlet flaps on the backside of the visor, sufficient additional water can be supplied. In some cases the density of the mixture dredged and the amount of jet water supplied, are so high that only a minor amount of additional water is required. Sometimes the visor is kept in position relative to the fixed part of the draghead by means of hydraulic cylinders, so that it is possible to counteract an upward movement resulting from the cutting knives (figure 7). This can be done to a pre adjusted value of the force. In very fine compact sands the penetration of the knives or teeth can, even with the conventional supply of jet water, be insufficient. This results in low production. To overcome this, studies and model investigations have led to the development of the so called IHC Wild Dragon Head. Investigations showed already promising results which

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were proven by full size tests in the entrance channel of Shanghai. An additional advantage is a further reduction of the specific energy: the amount of kW required per m3 of dredged material. The Wild Dragon drag head allows TSHD operation in material conditions earlier only possible with cutter suction dredgers. Especially when dredging in busy ports and entrance channels, the manoeuvrability and navigational flexibility of hopper dredgers is an advantage as compared to stationary dredgers.

Figure 8: IHC Wild Dragon® draghead Loading Process An improvement in the efficiency and the profitability of a TSHD can also be achieved by improving the settling process in the hopper. The loading time of a TSHD is particularly sensitive to the settlement when operating in fine sands. An efficient settling process leads to a shorter loading time and therefore to a shorter dredging cycle, which in turn will lead to a more profitable operation. Moreover, and this may even be more important, the amount of sand contained in the hopper increases. Considering the investments required today, a more efficient operation leads to a substantial improvement of a vessel's profitability. In the interest of gaining new insights, IHC initiated an extensive hopper loading research program in cooperation with Dredging International (DI). To improve the knowledge and to be able to compare several design alternatives on a realistic scale, MTI has built a large-scale test rig, which was based on the TSHD Antigoon. The settling of the soil not only depends on the hopper design but also on the inlet flow into the hopper. Besides the design of the hopper, the settling of the soil is among others dependent of the inlet flow in the hopper. Appropriate chosen velocity distribution of the inlet flow for example will improve the settling process significantly. The observations and evaluations of the tests with the large-scale test rig have led to new insights in general as well as in specific situations. Applying modifications based on the acquired insights made it possible to develop new design tools and to improve the hopper design in order to improve the hopper settling efficiency and thus the net production of the TSHD.

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Discharge Process Besides the loading process of a hopper dredger the discharge process also defines the overall economics to a large extend. Besides dumping material through the bottom doors, two other methods of discharge are available, i.e. rainbowing or using floating pipelines. They both use the inboard pumping system to empty the slurrified hopper load and pump it ashore. Especially the rainbowing method offers a high efficient operation with a relatively short pumping distance. It will be clear however that the discharge method is determined by local conditions.

Figure 9: cutter suction discharge pipe with high density slurry mixture Emptying the hopper in these cases is a very controlled process. By using a balanced design of self emptying channels, high pressure jet system, inboard pumps, discharge system and operational control automation, very high specific densities can be gained during the discharge process. Normal practice allows densities up to 1.6 and even 1.7. (t/m3).With a natural average deposit density of 2 t/m3 this is very near to the maximum physical possibilities and required adaptation of the generally accepted theoretical phenomena for hydraulic transportation. A similar approach accounts for other discharge pump operations. The use of submerged pumps in stationary dredgers also allows high density mixture pumping. However, it will be clear that this is only possible when the material actually entered the pipe. A proper balance between hydraulic pumping system and cutting head operation is a prerequisite. Automation and control. Operating the dredger accurately at a set position or track is often a necessity, in particular when trenching, dumping or pumping ashore. Not only the dredging efficiency of a TSHD may be improved, but in some cases a Dynamic Positioning and Dynamic Tracking (DP/DT) System is even a requirement to prequalify the dredging equipment for an offshore or ports maintenance dredging job. Integrated control systems take care of many parameters during the dredging process by the use of advanced measurements and automation systems. For instance: a pump controller maintains a mixture velocity just above the critical speed, so particles do not settle while the flow resistance is minimal. This gives the best fuel and wear efficiency. Automatic control of the mixture velocity improves hopper loading, which ensures better settling of the finest particles. Thereby overflow losses, fuel consumption and wear are reduced. It can also be used in other types of dredgers. Relevant data are comprehensively presented on video screen(s). Presentation of data and the control of all functions, such as: loading process, automatic dredging, discharge

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process, power management, reporting, communication with survey equipment and geographic positioning, take place at one or more MMI's (Man Machine Interface). For optimum operator environment, the Operator Control Center (OCC) is introduced as an operator-friendly workstation.

Figure 10: Integrated bridge Wear and tear Dredging is hard labour for equipment and tools. The scale up of equipment led to other type of material use, necessitated to keep the required strength within allowable design weights. Besides this requirement, other material quantities are aiming at a reduction of wear and tear. In order to reduce costs more wear resistant materials were developed to be used in more wear resistant designs. This applies for all components in the sand bearing systems and already led to an impressive reduction of wear costs. Wear resistance is not the only cost effective measure. Prediction of wear processes allows defining the right moment of exchange. This can lead to proper wear management with a minimum of life cycle costs. IHC developed a wear management package that predicts the wear of pumps and pipe lines. This will allow dredging management to select the best timing for exchange. Environment Our environment gets a lot of attention and a sustainable use of it is very important. This counts especially for water environments as biological balance is very sensitive to changes. The environmental impact of dredging operations is a topic that gets a lot of attention. As an example port management is confronted every day with the effects of

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environmental impact and control, which necessitates dredging contractors to comply with strict environmental rules and regulations. This also affects the design and operation of dredging tools, which is of importance to leading dredge builders like IHC Holland Merwede as well. More and more attention is focused on low impact designs, aiming at lower turbidity, exhaust and noice levels, reduction of vibrations and power use, less wear and more efficient operation. This will not only lead to a more sustainable use of the dredging equipment, but also to a better economic operation.

Figure 11: MTI Holland pump test facility Conclusion It is evident that innovations and developments in the present dredging industry have not come to an end. In the years to come a lot more development will continue to play a major role in providing dredging solutions for a wide area of applications. Important considerations in this respect are an improved sustainable use with less environmental impact, more efficient operations in more striking and demanding circumstances as well as for more difficult materials.

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