NL2020312B1 - EXCAVATOR - Google Patents

Abstract

The invention relates to an excavating installation comprising a row of 3 to 30 excavating means, wherein the excavating means or groups of excavating means are connected by means of a resilient connection to a lattice structure, which lattice structure is positioned vertically above the excavating means and wherein the excavating means are connected to a suction tube for discharging the soil / water mixture excavated by the excavating means.

Description

Patent Center © 2020312

(21) Application number: 2020312 © Application submitted: January 24, 2018 (g) Int. CL:

E02F 3/88 (2017.01) E02F 5/00 (2018.01) E02F 3/92 (2018.01) E02F 5/28 (2018.01) © Division of application 2018077, submitted December 23, 2016

Application registered: ^ 3) Patent holder (s): July 2, 2018 CARPDREDGING IP B.V. in Papendrecht. (43) Application published: July 4, 2018 (72) Inventor (s): Jan Lanser in Papendrecht. Patent granted: November 9, 2018 (74) Agent: (45) Patent issued: ir. M. Cramwinckel in Steenwijk. February 6, 2019

(54) EXCAVATOR INSTALLATION © The invention relates to an excavation installation comprising a row of 3 to 30 excavating means, wherein the excavating means or groups of excavating means are connected by means of a resilient connection to a lattice structure, which lattice structure is positioned vertically above the excavating means and wherein the excavating means are connected to a suction tube for discharging the soil / water mixture excavated by the excavating means.

NL Bl 2020312

This patent has been granted regardless of the attached result of the research into the state of the art and written opinion. The patent differs from the documents originally submitted. All submitted documents can be viewed at the Netherlands Patent Office.

EXCAVATOR

The invention relates to a bone installation comprising excavating means.

Excavators comprising excavating means are known from for example US patent number 4084334. This publication describes a cutter suction dredger for dredging a water bottom. To this end, a vessel is positioned by means of anchors. A ladder is pivotally connected to the vessel, a cutting head being placed at the end of the ladder. This cutting head can excavate the water bottom under the ship. The problem that is solved according to this publication is the following. In troubled water, the vessel crashes too much on the waves. The result is that the pressure with which the cutting head rests on the water bottom varies too much. Furthermore, it is difficult to dredge the prescribed course. Finally, there is a risk that the cutting head is damaged. These disadvantages are addressed in this patent publication by allowing the ladder to vary in length in the longitudinal direction. As a result, the cutting head remains resting on the water bottom at a virtually constant position while the vessel moves up and down and / or forwards and backwards.

A drawback of the known cutter suction dredger described above is that the capacity of the raven installation can be improved.

The following bone installation does not have such a disadvantage. Bone installation comprising a row of 3 to 30 excavating means, wherein the excavating means or groups of excavating means are connected by means of a resilient connection to a lattice structure, which lattice construction is positioned vertically above the excavating means and wherein the excavating means are connected to a suction pipe for discharging through the excavators excavated soil / water mixture.

With the digging installation according to the invention, it is possible to use several excavating means at the same time and thus excavate a larger surface of a water bottom. In use, the digging installation is moved over the water bottom in a direction that is perpendicular to the direction of the rows of excavating means.

In this description, terms such as horizontal, vertical, longitudinal, above and below will be used to describe the invention and its preferred embodiments. This is based on the invention in its position with normal use. For example, when used to excavate a horizontal water bottom. The term "water bottom" means any surface of a solid that is submerged in water. This can be the seabed or a bottom in a lake. The longitudinal is understood to mean the direction in which the rows of digging means are moved over a water bottom. By the term sinkable is meant that a sinkable structural element can sink to the water bottom and can also rise back to the water surface.

The invention also relates to an excavating installation in which several of these rows of excavating means are arranged one behind the other and in which the excavating means of a row are arranged staggered with respect to the excavating means of an adjacent row. By spreading the excavating means in a row relative to the adjacent row, a water bottom is excavated as efficiently as possible. Pieces of water bottom that are located between excavating means and therefore cannot be efficiently excavated by the relevant row of excavating means, are now excavated by the excavating means of the adjacent row. The excavation means are preferably arranged in two or three rows behind each other.

The invention is further elucidated on the basis of exemplary embodiments shown in the following figures, wherein:

FIG. 1: Spatial view of a digging installation according to the invention and a bridge.

FIG. 2: Spatial view of the bone installation, bridge and frame.

Fig.3A: Spatial view of the ridge installation with bridge, half-timbered construction.

Fig. 3B: Front, top and spatial views of cylinder bores in the box construction through which the columns attached to the truss construction can be moved vertically.

FIG. 4: Spatial view of the bone installation according to the invention.

FIG. 5: Bottom view of the digging installation of Figure 2.

FIG. 6: Spatial view of a bone installation according to the invention, in which some bone means are not shown.

Fig.7A: Spatial view of the bone installation in the lowered position and in the raised position.

Fig.7B: Front view of the bone installation as also shown in Figure .1.

FIG. 8: Spatial view of a bone installation with drag heads and suction tubes varying in length

FIG. 9: Spatial view of a bone installation with digging wheels and flexible suction tubes varying in length.

Fig.10: Section (A-A or B-B from Fig. 15) of a frame beam.

FIG. 11: Spatial view of a portion of a movable structure and a portion of the frame beam of Figures 10 and 15.

FIG. 12: Spatial face of a wheel set

Fig.13: Spatial view of a vertical spring guide wheel.

FIG. 14: Front view of a resilient wheel set with degrees of freedom in radial direction, tangential direction and direction of rotation about the local vertical axis.

FIG. 15: Side view and the longitudinal section on the symmetry line of the frame beam including guide beams and the displacement construction.

Fig.16: Possible cross section (A-A or B-B from figure 15) of a frame beam.

Fig. 17 and 18: Front views of possible wheel sets comprising a rotating roller.

Fig.19: Spatial view of the rectangular tram work.

Fig.20: Front, side and spatial views of possible excavators.

Fig.21: Side view of a bone wheel or drum cutter showing the tangential and radial forces acting on the cutting edges or cutting teeth including the corresponding cutting thicknesses.

Fig.22: Side view of the digging wheel installation and integrated suction installation as well as a section (A-A) in the vertical plane of symmetry of the free-wheel and suction installation.

Fig.23 Spatial view of the assembly of a free-wheel and integrated suction installation.

FIG. 24 Sectional view of the vertical plane of symmetry of the bevel wheel and integrated suction system.

Fig.25 Spatial view of a pair of top-cutting and bottom-cutting excavators with the suction installations integrated therein

Fig.26A Excavation forces in radial and tangential direction operating on an undercut digging wheel installation.

Fig.26B Excavation forces in radial and tangential direction operating on an over-cutting excavator wheel installation.

Fig.26C Excavation forces in radial and tangential direction operating on top cutting and undercutting excavator wheel installations

Fig.26D Main view of the forces and moments that act on the columns, coupled to the truss structure, and the box structure as a result of the ground reaction forces.

Fig.27 Excavation forces in radial and tangential direction operating on undercutting and upper cutting digging wheel installations

Fig. 28 Front view of a bone wheel with a ground-slope compensator.

Fig.29 Spatial view of the composition of the bottom slope compensator.

Fig.30 Spatial views of the excavator equipped with plows of which only two have been drawn.

Fig.31 Spatial view of a drag head installation that can be included in the excavation installation.

Fig.32 Side view of a portion of the drag head installation, of Figure 31.

Fig. 33 Side view of the cross-section in the vertical plane of symmetry of a drag head installation provided with a resiliently arranged torsion gland.

Fig. 34 Spatial view of the section in the vertical plane of symmetry of the drag head installation.

Fig. 35 Spatial view of the composition of the torsion gland arranged resiliently in a tangential direction.

Fig.36 Spatial view of excavation installation with trailing head installation moving in opposite longitudinal direction

Fig.37 Spatial view of the schematically shown rectangular framework

Fig.38 Schematic representation of the forces and moments that act on the rectangular framework

Fig. 39 Spatial view of the anchor pontoon composition with the hydraulic movable screw anchor installation included therein, horizontal and vertical thruster drives and resilient support structure.

Fig. 40 Spatial view of the anchor pontoon with the hydraulic movable suction anchor installation included therein, horizontal and vertical thruster drives and resilient support structure.

Fig. 41 Spatial view of the anchor pontoon with the hydraulic movable suction anchor installation included therein provided with a dental drill installation, horizontal and vertical thruster drives and resilient support structure.

Fig.42 Spatial view of the drilling rig, provided with teeth, incorporated in the suction anchor installation.

Fig. 43 Spatial view of anchor pontoons in which, in addition to screw anchor installations and thruster drives, per anchor pontoon two wheel set or carriage supporting and guiding structures operating in perpendicular direction are included.

Fig.44 Spatial view of the composition of the screw anchor installation, provided with a jet water installation.

Fig.45 Schematic representation of the vertically displaceable telescopic installation for displacing the excavating means in the highest position (step 1) and in the subsequent position (step 2), connected to the outer box construction by vertical displacement of the hydraulic cylinders.

Fig. 46 Schematic representation of the vertically displaceable telescopic installation for displacement of the excavation means for step 3, by vertical displacement of the hydraulic cylinders connected to the inner box construction and for the lower position (step 4) of the excavation means, by the vertical displacement of the hydraulic cylinders connected to the truss structure.

Fig.47 Spatial view of the composition of the telescopic installation.

Fig.48 Spatial view of the assembled telescopic installation.

Fig. 49 Spatial view of the composition of the hydraulic cylinder displaceable in the horizontal and vertical planes by using a box and vertical spring construction that are displaceable in x and y directions.

Fig.50 Schematic representation of the water and gas filling procedure of compartments by using high-pressure gas accumulators in combination with compressors.

Fig.51 Schematic representation of the water and gas filling procedure of compartments by using water pumps in combination with gas accumulators and compressors.

Fig.52 Schematic representation of the dredging tool with the compartments filled with gas or water and incorporated vertical up and down forces during the floating and floating phase.

Fig. 53A Schematic representation of the dredging tool with the gas or water filled compartments included therein and vertical up and down forces occurring during the sinking phase.

Fig. 53B Schematic representation of the dredging tool with the gas or water filled compartments included therein and vertical upward and downward forces occurring during the sinking phase, with the upper frame beam compartments partially filled with gas and water.

Fig.54 Schematic representation of the dredging tool with the compartments filled with gas or water and incorporated vertical upward and downward forces during the phase in which the dredging tool is anchored in the water bottom.

Fig.55 Schematic representation of the dredging tool with the compartments filled with gas or water filled therein and the vertical upward and downward forces acting on the various components during the phase in which the anchors of the dredging tool are pulled out of the water bottom.

Fig.56 Schematic representation of the anchored dredging tool with the compartments filled with gas or water filled therein as well as the vertical and horizontal forces acting on the various components during the periodic reciprocating dredging cycle.

Fig.57 Schematic representation of the dredging tool propelled in one direction with the compartments filled with gas or water and the vertical and horizontal forces occurring in the various components.

Fig.58 Schematic representation of the dredging tool above water level and the vertical and horizontal forces acting on the various components during the periodic reciprocating dredging cycle.

Fig. 59 Front view of the dredging implement coupled to a floating vessel with degrees of freedom in the horizontal xy plane and vertical orientation by use of a box movable in the horizontal plane as well as vertically resilient hydraulic cylinders, floating ground storage reservoirs being located on either side.

Fig.60 Side view of the dredging implement coupled to a floating vessel by means of vertically resilient hydraulic cylinders and a box displaceable in the horizontal plane with floating ground storage reservoirs located on either side.

Fig.61 Front view of the dredging implement coupled to a floating vessel with degrees of freedom in the horizontal xy-plane, vertical orientation and three freedom of rotation by using successively a box movable in the horizontal plane, vertically resilient hydraulic cylinders and a ball joint, floating on either side ground storage reservoirs are located.

Fig. 62 Spatial view of the composition of the hydraulic cylinder that can be moved in the horizontal and vertical planes by using a box and vertical spring construction that can be moved in x and y directions.

Fig.63 Front view of the dredging tool shown diagrammatically coupled to a floating vessel in rest position by means of vertically resilient hydraulic cylinders, whether or not with ball joints, and a box displaceable in the horizontal plane.

Fig. 64 Front view of the dredging tool shown diagrammatically coupled to a floating vessel, which has undergone a dull displacement z and a swing angle rotation φ, in which are accommodated vertically resilient hydraulic cylinders provided with ball joints and a box movable in the horizontal plane.

Fig. 65 Front view of the dredging tool schematically shown coupled to a floating vessel, which has undergone a swing angle of rotation,, in which vertically resilient hydraulic cylinders and a box movable in the horizontal plane are included.

Fig.66 Spatial overview of a floating vessel to which a dredging tool or dredging installation, consisting of a dredging unit and a framework, by means of steel cables and winches, and on either side thereof ground storage installations with a coupling with high-pressure gas accumulators therein.

Fig.67 Front view of the dredging implement connected to the floating vessel by steel cables and the ground storage installations positioned on either side thereof, provided with accumulators, with the compartments filled with gas or water filled therein and the vertical upward force acting on the various components and downward forces.

Fig.68 Front view of the dredging equipment stationed on the water bottom and the ground storage installations (without high-pressure gas accumulators) with the compartments filled with gas or water during this dredging process, during which the practically weightless ground storage containers are immersed under water by celebrating the winches on board the floating vessel.

Fig.69 Front view of the dredging tool stationed on the water bottom and the ground storage installations (with omission of the carousels) with the compartments filled with gas or water during the dredging process during which the vertical ground transport takes place by lifting the ground storage containers by tightening the winches on board the floating vessel.

Fig.70 Front view of the dredging implement connected to the floating vessel by steel cables and the ground storage installations positioned on either side thereof, with the compartments filled with gas or water filled therein and the vertical upward and downward forces acting on the various components during the sinking of the dredging implement and the ground storage installations connected on both sides.

Fig.71 Front view of the dredging implement connected to the floating vessel by means of steel cables and the ground storage installations positioned on either side thereof, with the compartments filled with gas or water filled therein and the vertical upward and downward forces acting on the various components during the lifts of the dredging implement and the ground storage installations connected on both sides.

Fig.72 Spatial view of the ground storage installation, provided with the framework, the ground storage containers, the carousel and the high-pressure gas accumulators.

Fig.73 Spatial view of the composition of the ground storage installation.

Fig.74 Spatial view of the carousel with the flexible pipes wound around it and connections to suction pipes of the dredging tool.

Fig.75 Spatial view of the detailed carousel construction

Fig.76 Cross section of the carousel bearing.

Fig.77 Spatial view of the complete suction line network, provided with retractable lines from the excavation means.

Fig.78 Spatial view of the complete suction pipe network, provided with flexible pipes from the excavation means

Fig.79 Schematic representation of the total process cycle of the ground storage installation, equipped with ground storage containers and high-pressure gas accumulators.

Fig.80 Schematic overview of the suction line network of the dredging tool.

Fig.81 Schematic overview of the suction line network of the ground storage installation, coupled to the suction line network of the dredging implement.

Fig.82 Longitudinal section (AA from figure 87) of the ground storage container into which the ground / water mixture is introduced at both ends from downwardly directed diffusers and the water in the middle of the container is discharged through funnel-shaped outlets at the top, whereby the streamlines of the sedimentation and sedimentation process are also shown.

Fig.83 Configuration of the storage container as in figure 82, with 2 inputs at the top and 2 outputs at the top including settling plates at the top with a relatively short length, whereby the streamlines of the sedimentation and sedimentation process are also shown.

Fig.84 Configuration of the storage container as in figure 82, with 2 inputs at the top and 2 outputs at the top including settling plates at the top with a relatively large length, whereby the streamlines of the sedimentation and sedimentation process are also shown.

Fig. 85 Longitudinal section of the ground storage container into which the ground / water mixture is introduced at both ends from downwardly directed diffusers and the water in the center of the container through funnel-shaped outlets at the bottom including sediment plates at the top with a relatively short length is discharged, whereby the streamlines of the sedimentation and sedimentation process are also shown.

Fig. 86 Configuration of the storage container as in Fig. 85, with 2 inputs at the top and 2 outputs at the bottom including sediment plates at the top with a relatively large length, whereby the streamlines of the sedimentation and sedimentation process are also shown.

Fig.87 Top view of the ground storage container, with the top plates removed from the containers.

Fig. 88 Longitudinal section (A-A from Figure 87) of the ground storage container, identical to Figure 82, with the upper gas compartment (33A) compensating for the underwater weight of the container.

Fig.89 Schematic representation of the entire process cycle of the ground storage container, where the water is removed from the ground storage container by means of a high-pressure accumulator.

Fig. 90 Schematic representation of the complete process cycle of the ground storage container, wherein the water is removed from the ground storage container by means of one compartment of a high-pressure gas accumulator built up from several compartments.

Fig.91 Overview of the returns for different versions of vertical ground transport aimed at the conventional dredging depths and very large dredging depths.

Fig.92 PV diagram for polytrope expansion and compression of gas stored in the high pressure accumulators.

The excavation means can be digging wheels, drum cutters, drag heads and / or plows.

A row may comprise a plurality of pairs of two excavating means, the excavating means comprising a rotating wheel, and wherein the rotating wheels of the two excavating means of a pair rotate in opposite directions about a common axis. These excavating means are preferably connected per pair to the truss construction.

The truss structure is preferably resiliently connected to a bridge positioned vertically above the truss structure. The bridge is preferably resiliently connected by means of a plurality of hydraulic cylinders to the lattice structure positioned below, wherein the spring constant of the one or more springs with which the excavating means are resiliently connected to the lattice structure is smaller than the spring constant of the one or more springs with which the lattice structure is resilient connected to the bridge. The bridge preferably has box structures.

The bridge can be resiliently connected to a floating vessel by means of a plurality of hydraulic cylinders which extend downwards and to the bridge from the floating vessel.

The bridge can move in a horizontal and longitudinal direction along two parallel and longitudinally positioned framework beams which form a framework with two cross beams. The movable bridge is then preferably connected to the two cross beams by means of winch cables, which winch cables enable horizontal movement of the movable bridge along the two parallel positioned framework beams. The movable bridge then preferably comprises a guide sleeve at each of its ends, one of the two parallel-positioned frame beams passing through the opening of each of the sleeves so that the movable bridge can move along the length of the frame beams. The guide sleeves are preferably provided on its inside with spring wheel sets and / or spring rollers which in use can give the frame beams 6 kinematic degrees of freedom with respect to the guide sleeve. Such an embodiment is advantageous to prevent the movable bridge from jamming when it moves along the frame beams.

The corner points of the framework are preferably provided with means for being able to anchor the rectangular frame with the water bottom.

The corner points of the rectangular frame are preferably provided with a supporting means or means.

The excavation installation with the framework preferably comprises one or more means for moving the rectangular frame horizontally.

The ends of the frame beams and the ends of the cross beams are preferably resilient and connected by means of a ball joint to a corner point in each of the four corners of the rectangular frame and wherein the means for anchoring the rectangular frame are resiliently connected to the corner points and wherein the optional support means are resiliently connected to the corner points so that when the rectangular frame is anchored to the ground, the rectangular frame has a resilient geometry with 6 kinematic degrees of freedom.

The excavation installation with the framework is preferably submersible. The framework beams, cross beams, the vertices and / or the movable bridge comprise compartments which can be filled with gas and / or water in order to be able to float or sink the digging installation.

The digging installation according to the invention can be used as an automated and mechanized floating, self-propelled, sinkable and ascending machine, provided with an in principle unlimited number of modular excavating means that can be flexibly deployed on the water bottom and an suction line network integrated therein, which is coupled to a ground storage reservoir underwater and as a whole is suitable for excavation, suction, storage and horizontal and vertical transport of a large variety of soil types.

This excavating installation according to the invention relates to a machine, such as a mechanized and automated self-propelled, submersible or ascending excavator or dredging tool (see also Figure 2), which can be coupled to a subsurface storage reservoir via the suction line network. The machine can be used on the bottom of a body of water.

The machine is composed of a framework that serves as a guide and support for a dredging unit with the feature that proportional to the number of excavating means contained therein, the corresponding soil production can in principle assume unlimited values. Due to the modular structure of the excavation means, different types of excavation means can be used efficiently, with which a large variety of soil types can be excavated. By means of a suction line network integrated in the excavation means, the ground / water mixture transport takes place to a storage reservoir, provided with vertically transportable ground storage containers.

By means of the excavation installation according to the invention, a number of disadvantages of the current designs of dredging equipment, operational in relatively small water depths up to relatively very large water depths, are completely or partially solved. Disadvantages of the current designs of dredging equipment in relatively low water depths will be discussed below.

The disadvantages that generally occur with the current conventional dredging equipment, including cutter suction dredgers, hopper dredgers and digging wheel dredgers, which are used in relatively low water depths can be described as follows.

One of the disadvantages of the current conventional dredging equipment is the limitation in the number of simultaneously operating excavators per dredging equipment, as a result of which the production capacity of the dredging equipment is limited.

Another drawback of the current conventional dredging equipment is the limitation of the different number of types of excavation equipment that can be used per dredging equipment. This implies that a certain type of dredging tool can only be used effectively and efficiently for a limited range of soil types with corresponding soil properties. Directly related to this, cutter suction dredgers are mainly used for cutting relatively hard soil types using the cutter head provided with cutter teeth, and hopper dredgers are mainly used for sucking up the relatively looser, softer soil types.

Another drawback of the current conventional dredging equipment is the limitation of the usability of dredging equipment in sea going to relatively low significant wave heights.

Characteristic of the current conventional dredging equipment is that due to the movements of the pontoon or floating vessel under the influence of waves, the interaction and corresponding vertical pressing force of the excavating means and / or suction components in relation to the water bottom slope are seriously disrupted with the associated production losses. This interaction is further disrupted by a height of water bottom slope.

Another characteristic disadvantage of the current conventional dredging equipment is the limited and not adjustable in size and poorly controllable vertically downward pressing force on the excavation means that are necessary for the excavation of, in particular, the relatively harder soil types.

Another characteristic disadvantage of the current conventional dredging equipment is that the underwater work is relatively inaccurate and not constant in terms of dimensions. Because the positions of successively the cutter head on cutter suction dredgers and the digger wheel on excavator wheel dredgers in the sea are difficult to control, the dimensions of the underwater work are adversely affected. The inaccuracy in the dimensions for the underwater work is further negatively influenced in the event of a varying bottom slope or if breaches occur, or in the case of cutter suction dredgers, the cutter head starts rolling on a relatively harder surface during the dredging cutter dredging process. Also with hopper dredgers, the positioning of the excavation means is a process that is difficult to control, which adversely affects the accuracy of the underwater work. This effect is further enhanced in a negative sense if the hopper dredger operates in a sea course on a seabed slope varying in height.

Another characteristic disadvantage of the current conventional cutter suction dredgers and excavator wheel dredgers is the technically complex and therefore capital-intensive dredging process controls that are necessary to keep the density of the soil / water mixture at a constant value with the lowest possible tolerance. The difficult to control excavation processes for dredging equipment in the seaway operating in a height-varying seabed slope have a direct influence on the density of the soil / water mixture.

Another characteristic drawback of the current conventional dredging tools are the relatively high feed forces that act in the direction of the excavating means. Particularly when excavating the relatively harder soil types, these forces can become relatively very large. Compare the trailing forces of the hopper dredger and the recovery forces of the front winches of the current cutter suction dredgers and excavator wheel dredgers.

Another disadvantage that occurs with types of soil with a relatively low cohesion and relatively low packing density is the stability of the bottom slope, which results in a breach of a certain depth, which is a danger with, among other things, the cutter suction dredgers.

Another characteristic disadvantage of the dredging equipment operating on the water bottom, both in current current water depths and at large water depths, is that the system of excavation work and the corresponding repetitive and periodic movement patterns in vertical and horizontal directions are insufficiently effective and efficient. to apply and justify a high degree of mechanization and automation.

Another characteristic drawback of trailing suction hopper dredgers is that the suction pipes are not adequately protected against the ground reaction forces acting on the trailing head.

The disadvantages of the current designs of dredging equipment in relatively large water depths are discussed below.

The disadvantages that generally occur with the current conventional dredging equipment that are used in relatively large water depths can be described as follows. In this context, conventional dredging equipment is understood to mean ROVs and dredging units attached to floating vessels by steel cables, each consisting of a combination of excavation, suction and discharge line units, all of which are generally positioned on the seabed.

A characteristic drawback of the current conventional dredging equipment is that these tools have insufficient buoyancy to move across the horizontal water surface as a floating vessel. Taking into account the masses of the dredging equipment, relatively expensive transport vessels will therefore generally have to be used for horizontal transport over water.

Another characteristic drawback of the current conventional dredging equipment is that for the sinking and lifting of the dredging equipment, in proportion to the weight below and above water, hoisting installations on the ship are required to accommodate the static weight forces and dynamic forces that exert on it. mass-suspension system, consisting of the dredging tool and steel cables, are exercised under the influence of ship movements in the sea.

Another characteristic disadvantage for the conventional dredging equipment operating on the seabed is the relatively small vertical pressing force that can be exerted on the seabed for the excavation of soil. In principle, only the underwater weight of the dredging tool is available for this, which as a rule is not large when measured against the usual relatively small size.

Another characteristic disadvantage that occurs with the dredging equipment operating on the seabed is related to the current technologies and methods used for vertical transport of the soil / water mixture in large water depths, consisting of one or more underwater pump line networks. A number of disadvantageous aspects are attached to this, including blockages in the pressure pipes as a result of soil particles with different diameters that are transported vertically in the same pressure pipe. Another disadvantageous aspect is the complexity of the positioning and suspension of one or more sets of centrifugal pump and drive motors on possibly different water depths.

Another characteristic disadvantage that occurs with the dredging equipment operating on the seabed is that the underwater work is dimensionally inaccurate and that the underwater work is difficult to control. Significant improvements can be achieved, especially with large water depths where high demands are made on dimensional tolerances and underwater work in the offshore.

Another characteristic disadvantage that occurs with the dredging equipment operating on the seabed manifests itself if large-scale soil yields are required which must be delivered in a short period of time. In addition to deploying a relatively large number of dredging equipment, facilities for a large ground storage capacity must also be created in the sense of floating storage tanks fixed to the seabed.

The digging installation according to the invention can be used in relatively shallow water to very deep water.

For the most common dredging depths up to and including very large dredging depths, the excavation installation described in the invention, whether or not included in a self-propelled vessel and positioned on the water bottom, in combination with the ground storage containers included in a framework, offers solutions for the the problems or shortcomings described above.

A favorable embodiment of the rectangular shaped framework has the feature that the dimensional stability of the framework during horizontal transport over water and during the descent or ascent is guaranteed by the flexible connection between the framework and the dredging unit (see figure 38) as well as by pre-tensioning on to be introduced into the winch cables (3B), which connect the cross bars (1B) of the framework and the dredging unit on both sides with each other (see also figures 1 and 19).

A favorable design of the dredging unit has the feature that the production capacity can be increased in proportion to the number of excavating means operating simultaneously. As such, no limitations are imposed on production capacity (see figures 1,2,3A, 36 and 7B).

A further favorable embodiment of the dredging unit has the feature that due to the modular design, different types of excavation means can be accommodated in a simple manner, including a digger wheel, drum cutter, drag head (see figure 20) or plow (see figure 30). This makes the dredging installation multifunctional for excavation of a large range of different types of soil.

A favorable embodiment of the dredging implement included in a self-propelled vessel (see Figure 65) is characterized in that the dredging unit, by incorporating spring elements (11G) between the excavation means and a truss structure, the vertical ground reaction forces as a result of the ship's swinging movements and / or the irregularities of the seabed slope can be dealt with.

This inventive method allows the dredging tool to be deployed at significant wave heights that are greater than the permissible significant wave heights for current conventional dredging tools, including cutter suction dredgers, excavator wheel dredgers and hopper dredgers. This increases the workability.

An even more favorable embodiment is realized by uncoupling the movements of the self-propelled vessel in sea going from the framework of the dredging tool anchored in the seabed by means of screw or suction anchors (see figure 64). As a result, the excavating means are practically not affected by the wave movements during the excavation work. The connection between the vessel and the dredging implement is hereby realized by connecting ball joints (26) in combination with springs (22H) with hydraulic cylinders (22B) (see figure 64). By means of these hydraulic cylinders, the dredging installation can be pressed onto the water bottom to realize the required starting forces for anchoring or for overcoming the vertical upward-facing ground reaction forces. This inventive method allows the dredging installation to be deployed to very high significant wave heights. This increases the workability considerably.

A favorable embodiment of the dredging unit incorporated in a framework has the feature that the vertical upward ground reaction forces acting on the excavating means are absorbed via the framework construction by the screw or suction anchors anchored in the ground (see figures 19 and 39 to 42) or due to the extra underwater weight of the framework. The extra underwater weight is caused by expulsion of the gas stored in anchor pontoon (also known as corner point) (2) and / or frame beam compartments (1) by supplying outside water. The extra underwater weight in the anchor pontoons (2) is also used to absorb the ground reaction forces for the screw anchor bores (see figure 39).

The vertically downward pressing forces on the excavation means required for the excavation are exerted in a controlled manner by the hydraulic cylinders (9A and 9B in Figures 1 and 4) accommodated in the dredging unit under an adjustable hydraulic pressure. This inventive method creates the possibility for the dredging tool, contained in a framework fixed in the seabed, to be able to excavate the relatively harder types of soil in a controllable manner (see figure 56).

A favorable embodiment of the dredging tool incorporated in a framework fixed by screw or suction anchors in the seabed has the feature that the excavating means included in the dredging unit at the end of each passing and returning periodic movement stroke of the moving dredging unit by activation of hydraulic cylinders an adjustable fixed vertical displacement is imposed (see figure 56). The dredging unit, positioned on a platform that can be moved horizontally by winch cables, is guided around the framework beams (1A in Figures 15 and 19) by means of surrounding sheaths (7A in figures 1 or 15). For good guidance, the tubes are here provided with spring-supported wheel constructions (19 in figures 10 and 15) and the frame beams (1A) with guide beams (1D in figures 10 and 15). After completing the periodic reciprocating dredging cycles, the anchors are removed from the ground and the dredging tool is supported by means of slides, wheels or tracks guided structures (4 in Figure 2) by applying the horizontal thrust forces of thrusters (6). ) in Figure 2 moved along a standard length in the longitudinal direction.

By means of this inventive method, accurate underwater work is realized under very narrow dimensional tolerances, whereby the mixture density of soil and water can be imposed in a controlled manner a virtually constant value. The dredging cycle is ideal for mechanization and also for automation.

Another inventive feature of this invention relates to the prevention of unstable bottom slopes, with types of soil characterized by relatively low cohesion and low packing density, from collapsing by providing the dredging unit on the sides of the truss with transversely extendable excavating means ( 35A to 35D in Figure 6).

A favorable embodiment of the dredging tool is realized by practically completely eliminating the relatively high starting forces which act in the direction of the excavating means, characterized in that the horizontal ground reaction forces on the excavating means are minimized by a suitable choice of opposite angular velocities from side by side located above and below intersecting excavating means (see Figures 26 and 27).

One of the inventive features of this invention relates to the suction tubes of the drag head, which are protected from the ground reaction forces by directing these forces through a stiffer structure on either side of the resilient torsion land to a truss structure (see Figures 31,33 and 34) .

A favorable embodiment of the framework and dredging unit included in the dredging tool has the feature that the buoyancy and the stability of the framework including dredging unit are sufficient to be able to operate as a self-propelled vessel. The propulsion of the dredging unit in combination with the framework is realized by thrusters (6 in Figure 2). This prevents investments in relatively expensive transport ships from having to be made.

A further favorable embodiment of the framework incorporated in the dredging tool is characterized in that the dredging, ascending and floating of the dredging unit including framework can take place in a controlled manner by alternately filling certain compartments, included in the anchor pontoons, cross beams and the framework beams, with gas (when taking off and floating) (see figure 52) or water (when sinking) (see figures 53A and 53B), whereby the vertical thrust forces of the thrusters (6) can additionally support the stability. Stability is guaranteed by creating the point of application of the upward force above the center of gravity of the dredging unit and framework.

Depending on the gas / water ratio in the compartments as well as the thrusters' thrust, the descent or ascent rate can be set. For extra security and in the event of a disaster or damage to the dredging unit / framework combination, it is possible to use a floating gantry structure on which winches are placed that are connected to the sinking or ascending dredging unit-framework combination (see figures 67, 70 and 71) .

This prevents investments in relatively expensive transport vessels with relatively capital-intensive hoisting installations, including A-frame constructions, being applied.

A further favorable embodiment of the dredging tool is characterized in that the framework forms a flexible resilient geometry with kinematic degrees of freedom (x, y, z, φ, θ, ψ) (see figures 19 and 37) which is able to operate in , highly varying in height, bottom slopes and able to absorb the impact load during landing. For this purpose the framework is provided with vertically resilient and hydraulically vertically displaceable support structures coupled to the anchor pontoons (see figure 39) as well as resilient ball joints with which the anchor pontoons with the cross beams and frame beams are connected to each other (see figures 19 and 37). In view of the relatively large dimensions of the dredging implement operating in large water depths in comparison with the current operating ROVs, flexibility is an important condition for the successful functioning of the dredging implement in strongly varying soil balances.

For absorbing the impact load during landing operations, the support constructions in the anchor pontoons are not only provided with vertical spring elements (4C in Figure 39) but also with dampers (4G in Figure 39).

A further favorable embodiment of the dredging tool, provided with a framework fixed in the water bottom, is characterized in that the displacement of the dredging unit around the conductive framework during the excavation process under the influence of the ground reaction forces on the excavation means can be compensated by resilient wheel sets (19 to be included in Figures 10 to 15) in the dredging unit guide sleeves (7A in Figures 10 and 11) that roll along guide profiles of the frame beams (see Figures 10 and 11). Instead of wheel sets, roller structures can also be included for guiding (see figures 16, 17 and 18). Rotation of the frame beams (1A) can be absorbed by bearings in combination with torsion springs (see figures 14, 17 and 18).

One of the inventive features of this invention relates to the uncoupling of the excavation work and the storage and vertical ground transportation processes by using a flexible carousel (see Figs. 73-78) around which flexible pipelines are wound to compensate for the horizontal direction moving dredging tool relative to the stationary ground storage framework coupled thereto (see also Figure 66).

A further favorable embodiment of the storage capacity of subsurface-based water suitable for a large-scale production capacity of the dredging implement has the feature that the soil is stored in storage containers (33 in figures 72 and 82) which are provided with gas compartments (33A in figures 73 and 82 ) that provide the buoyancy to realize the vertical ground transport or compensate for the underwater weight of the storage container. The containers are stored on a rectangular framework (figures 72 and 73), also provided with support mechanisms and anchor pontoons with screw or suction anchors as described earlier, in which a pipe network (see figures 80 and 81) including carousel (around which flexible pipes are wound) are to transport the soil / water mixture to the storage container via the pumps included at the end of the pipe system.

One of the inventive features of this invention relates to the filling of the underwater ground storage containers in the lower compartment (see Figures 82 to 85), with soil particles settling according to a similar settling and / or sedimentation process as settling of soil particles in the hopper dredger.

An inventive method for the vertical transport of soil, also for large water depths, is realized by lifting the containers filled with soil by means of hoisting winch installations positioned on a floating vessel (see 31A in figure 69). To compensate for the underwater weight of the ground storage container, the upper compartment (33A in Figure 88) is filled with gas.

Another inventive method for vertical ground transport is by using the upward force of the gas present in the upper compartment (33A in Figs. 82 to 86) which is supplied from a high pressure gas accumulator and with which the water is supplied by gas expansion driven out. With both inventive methods, inventive solutions are created for the problems as they arise in the vertical mixture transport under the current pump-line systems at relatively large water depths.

An inventive method for guiding and lifting the ground-filled ground storage containers during sinking and take-off is realized by connecting winch cables at the top of the storage containers to hoisting winch installations positioned on the floating gantry vessel (see Fig. 69). This creates a stable connection between the storage framework fixed on the water bottom and the floating gantry vessel (see Figures 68 and 69).

A further favorable embodiment of the ground storage framework with the ground storage containers included therein is characterized in that the sinking and ascending of the storage containers including storage framework can take place in a controlled manner by filling the upper compartments (33A) of the storage containers with gas from high pressurized gas accumulators

Here, the water trapped in the upper compartment is expelled after gas expansion against the ambient pressure.

By designing the point of application of the upward force above the center of gravity of the storage framework and storage containers, stability is guaranteed (see Figure 79). As an additional security, the sinking or ascending container storage / framework combination is also connected to the winches positioned on the floating gantry structure (30A in Figs. 67).

Characteristic of the machine is a dredging unit (figure 1) that can be incorporated in a framework (figure 19). The structure and operation of the dredging unit and the framework can be described as follows.

Dredging unit

The modular dredging unit (Figure 1) is provided with a vertically displaceable digging installation shown in Figure 4. Rotating or translating excavation means are included in the excavation installation. Examples of excavating means rotating about the y-axis include digging wheels (16 in figures 20 and 22) or drum cutters (17 in figures 5 and 20). Examples of translating excavation means include drag heads (18 in Figure 36) and plows (36 in Figure 30). In figures 1, 3A and 4, it is indicated that the excavation means are incorporated by means of, for example, circular tube constructions (12A) in a construction, including a framework construction (9C).

Initiated by the hydraulic cylinders (9A) shown in figure 1 and the columns (9B) connected thereto, a vertical displacement of the truss structure (9C) can be realized (see also figures 3A and 4). Here, the columns (9B) are connected at the bottom to the truss structure (9C)) and the columns (9B) are vertically displaceable in round tubular holes (8D) in Figure 3B) in a construction, including, for example, one in Figures 1 and 3B included box-shaped construction (8C). The hydraulic cylinders (9A) are hereby fixed in the box construction (8C) (see also figures 1 and 7B).

For absorbing vertical impact load from the excavation means, including, for example, excavating wheels (16) or drum cutters (17), operating on hydraulic cylinders (9A) and securing the hydraulic cylinders (9A) via the framework (9C) and the columns (9B) cylinders (9A), the piston rods of the hydraulic cylinders (9A) are connected in pairs to the columns (9B) via spring constructions (9F) with spring stiffness C1 via top plates (9D) (see also figure 3A).

In summary, a vertical downward movement of the hydraulic piston rods (9A) and the columns (9B) connected thereto will result in a vertical movement of the excavating means included in the truss construction (9C). The total maximum vertical displacement of the excavating means is here equal to the stroke length of the hydraulic cylinders (9A).

If stamps (1A) are included, the maximum vertical feed of the excavation means (16 or 17) imposed by the hydraulic installations (9A) of the dredging unit described in Figure 1 is determined by the vertical position of stamps (1A) relative to the underside of the excavation means (16 or 17) (see also figure 22). The outriggers limit and control the excavation depth, the height of which (Z-a) can be pre-set depending on, for example, the type of soil type.

Collection of transverse forces and bending moments, initiated by the ground reaction forces on the excavating means, takes place by passing the forces through the truss structure (9C) and the vertical columns (9B) attached to it to the box construction (8C). Because the bending stiffness of the columns (9B) is much greater than the bending stiffness of the hydraulic cylinder rods (9A), the transverse forces and moments, according to the principle of two parallel-connected springs, will be practically entirely absorbed by the columns (9B).

Figure 26D shows the forces and moments image exerted from the resulting soil reaction forces Fr-g from the excavation means, including drum cutters (17), via the columns (9B) on the box construction (8C). The columns (9B) accommodated in the box construction (8C) hereby absorb the bending moment under the moment equilibrium by means of the transverse forces (Fx_k) Σ Fx_k * Η = ς Frg * L. Here the first term represents the summation of the reaction moments of all columns and the second term the summation of moments as a result of the ground reaction forces acting on all excavation means.

Excavation and suction installations in dredging unit

The digging installation (see figures 3A and 4) is made up of a selectable number of excavating means that are arranged staggered in several rows one after the other. Figure 5 shows a possible embodiment of two rows of excavating means staggered one behind the other, in the form of, for example, drum cutters (17). In this way the excavation of the soil takes place over the full width B between the tube profiles (7A). The excavation installation has a modular set-up whereby different types of excavation equipment - including excavator wheels, drum cutters, drag heads or plows - can be exchanged relatively easily in order to be used for excavation of different types of soil and earthworks.

From figures 22 and 25 it can be seen that for exchange of the excavating installations with associated excavation means, only the flanges (11F) at the top of the four columns (11B) need be dismantled, whereby the excavating installation is disconnected from the structure with the truss construction (9C) ) connected annular structure (12A to 12G).

Drum cutter

The configuration of the drum cutter corresponds to the configuration of the current conventional drum cutter, with the proviso that for the purpose of interchangeability, the drive of the drum cutter is positioned on either side of the drum cutter (see Figures 23, 24 and 25).

In principle, all conceivable drum cutter configurations can be used in the dredging tool on condition that the drum cutter can be mounted and connected to the available drive shafts of the drive motor. A possible configuration of the drum cutter is shown in Figure 20. The tines (17B) can be located here on, for example, helical contours on a certain radius of the centerline at a certain pitch angle γ wrapped around the hollow-shaped drum cylinder (17A), which on the end faces are connected to a circular plate (16B) or connected to a hollow shaft (16C) for stiffness reasons (see also figure 24).

Digger wheel

A possible configuration of the digging wheel is shown in Fig. 20. The digging wheel contains a number of cutting trays (16A) distributed evenly over the circumference and connected on the inside to a circular plate (16B) or hollow shaft (16C) (see also Figure 24). The cutting trays (16A) which are designed to be open at both the top and bottom can be provided at the top with a cutting edge for cutting relatively softer soil types or are provided with pointed teeth (16D), including cutter teeth, for cutting the relatively harder soil types (see also figure 20).

Figure 21 shows a possible embodiment of the cutting tray, which is provided with a cutting surface. The digging wheel is imposed on a horizontal transport speed V [m / s] in the longitudinal X direction and an angular speed ω [rad / s], so that the cutting surfaces will describe a cycloid path.

For both the upper cutting and the undercutting dredging process, the radial force Fr (i) and the tangential force Ft (i) from the ground, including sand or clay, acting on a tooth (i) or cutting surface (i) of the cutting bucket (i) (see Figure 21) are derived from the cutting force Fs (i) and the normal force Fn (i) acting on a tooth (i) or cutting surface (i) of the cutting bucket (i). The magnitude of the cutting force Fs (i) on tooth (i) or cutting edge (i) is directly proportional to the cutting thickness h (i). For a cutting trough (i) whose cutting surface is on a circle with radius R at an angle ψ (ϊ) with the horizontal, the cut thickness is h (i) = hmax * cos ψ (ϊ), where the maximum cut thickness h is successively max = ν / (ω * η), V is the horizontal transport speed in the X direction of the digging wheel (16), ω is the angular speed of the digging wheel and n is the number of cutting buckets of the digging wheel. The tangential force Ft (i) acting on the cutter (i), whether or not provided with teeth (i) or cutting faces (i), is proportional to cutting force Fs (i). With sharp teeth or cutting edges, the maximum tangential force Ft (i) is an order greater than the maximum radial force Fr (i).

Structural designs for drum cutter and digger wheel drives

A possible constructional embodiment of an excavator wheel or drum cutter drive is shown in figures 23 and 24. Preferably the drive is made up of a combination of high torque and low speed hydraulic motors or electric motors (15A), since this does not require a torque converter for supplying the requested torque to the excavator. The motors (15A) are connected by means of fixed or flexible couplings (15D) to a shaft (15C) which is supported by favorable designed radial plastic or roller bearings (15E) for absorbing radial forces. The axial forces are assumed to be negligibly small. By means of flange couplings (15G) the flanges of the drive shafts (15C) are connected via for instance bolt connections to the circular plate (16B) of the rotating excavating means shown in figure 24, including a digging wheel (16) or drum cutter (17), which may or may not are provided with a hollow shaft (16C). As a result, it is possible to completely dismantle a defective rotary excavator and replace it with a new rotary excavator or to interchange different types of rotary excavator, including excavator wheel (16) or drum cutter (17). For a watertight seal and to prevent soil particles from penetrating into the bearings, suitable seals (15F) can be included (see also figure 24).

Two possible favorable embodiments of the excavation installation can be explained with the aid of figures 23 and 25. In figure 23 the excavation installation including suction pipe installation is included in one box construction (11A). Figure 25 shows two excavating installations including two suction pipe installations in one box construction (11A).

From a comparison of the two embodiments it can be concluded that when one box construction per excavation construction is used, the freedom of movement in the vertical direction is more favorable because each excavation installation can be imposed separately on a vertical movement.

When two excavating installations are used in one box construction, the load in the form of the bending moment on the excavating installation at the location of the truss construction will be smaller and therefore more favorable due to the ground reaction forces on the excavating means (16 or 17), which on pages 29 to and 31 will be explained in greater detail by means of Figures 26 and 27.

Figures 23 and 25 show possible inventive embodiments of the excavation installation that are capable of carrying out the excavation process and guiding the soil / water mixture in a vertically displaceable suction pipe installation.

Both embodiments of the excavating installation, shown in Figs. 22, 23 and 25, are capable of absorbing the vertical impact load on the excavating means by means of spring constructions (11G) and ultimately passing them through the annular tube construction (12A) to the truss structure (9C) shown in Figure 4.

The vertical impact load on the excavating means is hereby initiated in succession by the vertical ground reaction forces during the excavation process, the vertical load due to unevenness of the seabed slope or, if the digging installation is included in a floating vessel, vertical movements initiated by the ship movements.

The total spring stiffness C2 of the spring structures (11G) at the location of the excavation means (see figure 23) is hereby an order smaller than the spring stiffness C1 of the spring structures (9F) in the hydraulic cylinder rods (9A) (see figure 3A) whereby the vertical impact load is mainly absorbed by the spring constructions (11G) with the lowest spring stiffness C2 at the location of the excavating means. This conclusion is based on the principle of two series-connected springs with spring stiffnesses C1 and C2 with the resulting stiffness

Cr = 1 / (1 / C1 + 1 / C2) = C2 (C1 »C2).

Examples of such inventive constructions when using one or more excavating installations per box construction (11A) can be described as follows with reference to the successive figures 22, 23, 24 and 25.

The forces acting on the excavation means, including for example excavator wheel (16) or drum cutter (17), are driven by means of the drive shaft (15C) shown in figures 24 and 25 via bearings (15E) and the bearing housing (15B) for example by means of vertical plates (14A) ) are routed to the box structure (11A). The forces on the motors (15A) are hereby also passed through, for example, via vertical plates (14A) to the box construction (11A). Figures 22, 23 and 25 show how the load, including the vertical impact load, on the excavation means, for example by means of one or more columns (11B) fixed in the box construction (11A) and arranged around it - with flanges on the underside (11E) and flanges fixedly connected at the top (11F) - springs (11G) are passed on to a structure connected to the truss structure (9C), including, for example, an annular tubular structure (12A) (see also figure 4). In figure 25 it can be seen that the structure enclosed between the two springs (11G), including the annular tube construction (12), can herein slide back and forth in vertical direction over the columns (11B) by means of enveloping vertical tube elements (12B). For reasons of stiffness, the vertical tube elements (12B) can be interconnected, for example by means of an internal annular tube (12C). For retaining the springs (11G) the tube elements (12B) can be provided with flanges (12E) on both the top and bottom (see also figure 22). The force transmission from the vertical tube elements (12B) to the outer annular tube construction (12A) takes place, for example, by means of the spokes (12D) connected thereto.

Forces and moments on drum cutter and digger wheel installations and other constructions

A favorable embodiment of the total of digging wheel installations included in the truss structure (see Fig. 4) is aimed at the assumption that the resulting overcutting tangential force and the resulting undercutting tangential force acting on all engaging troughs of transversely successive excavating wheels through their oppositely directed excavating wheels working lines virtually cancel each other out (see also figures 26A, 26B and 26C). It is assumed here that for the cutting surface (i) of the cutting bucket (i) with relatively sharp cutting surfaces or teeth, the tangential force Ft (i) is an order greater than the radial force Fr (i) and that the wear condition is the same for both successive digging wheels. Characteristic of the digging installations of figure 4 is that only one digging installation per box construction is included.

Starting from a certain position ψ (ϊ) of the cutting plane (i) with the horizontal axis, a tangential force Ft (i) and radial force Fr (i) are exerted from the ground on an engaged cutting bucket (i) for undercutting - and supercrossing processes (see Figures 26A, 26B and 26C). Because in the case of undercutting and overcutting processes, the angular velocities ω are of equal magnitude and rotate in opposite directions, the tangential forces for undercutting and overcutting processes with identical identical digging wheels 1 and 2 under the same wear condition and at an identical position zullen ( ΐ) of the cutting trays (i) with respect to the horizontal, the tangential forces Ft (i) and Ft (i) are, in order of magnitude, equal to Ft (i) and operate in opposite directions (see also figures 26A and 26B). The radial forces Fr (i) that are exerted on the successive undercutting and upper cutting cutters (i) are assumed to be equal in order of magnitude and to work in the same direction. As a result, a radial force of approximately 2xFr (i) is exerted on the truss structure by the soil per cutting bucket (i) for the digging wheels 1 and 2. Such a reasoning also applies to the other cutting trays in engagement.

Neglecting the relatively small radial force Fr (i) there will be a relatively large moment Myt (i) = Ft (i) * Zgv * sin Ψ (ί) under the influence of the tangential ground reaction force Ft (i) on the cutting bucket (i) are applied to the tubular ring structure (12A) included in the truss structure (9C) (see also Figure 26A). Zgv is here the distance between the center of the digging wheel (16) and the center line of the hollow tubular ring structure (12A). The resulting radial and tangential forces resp. Fr and Ft and the predominantly relevant bending moment Myt can be assembled by summation of the radial and tangential forces Fr (i) and Ft (i) and Myt (i) of all engaged cutting trays (i).

A favorable embodiment of the digging wheel installation in which it is prevented that the relatively large bending moment Myt per dredging wheel (16) is exerted on the truss structure (9C) is shown in figure 27. In this embodiment a cluster of four digging wheel installations of which two combinations of successive digging wheel installations (1 and 2) and (3 and 4) respectively are coupled to joint box structures 11A-1 and 11A-2. The digging wheel installations 1 and 2 are successively designed to be supercutting and undercutting with opposite angular velocities ω of the same size. The digging wheel installations 3 and 4 are successively undercut and supercutically designed with opposite angular velocities ω also of equal size. With the exception of the upper and lower cutting shape of the cutting buckets, the further geometry and positions of the cutting buckets (angle ψ (ϊ)) of digging wheels 1,2, 3 and 4) are identical. The recovery speed V works for the entire truss construction and therefore for all excavation installations in the same longitudinal x-direction. The resulting tangential (ground reaction) forces Ft1 and Ft4, respectively, are assumed to be practically equal in magnitude and direction. Similarly, the tangential forces Ft2 and Ft3 are assumed to be practically the same in size and direction. All resulting radial (ground reaction) forces, respectively Fr1, Fr2, Fr3 and Fr4, are assumed to be practically the same in size and direction.

The resulting forces and moments exerted on the truss structure (9C) via the tubular ring structures (12A-1) and (12A-2) are:

The moment Mxz - Ft 1 * Y0 = Ft2 * Y0 acting in the XZ plane, where Y0 represents the distance in Y direction from the center lines of the respective excavator wheels 1 n 2 (or between excavator wheels 3 and 4) and

The resultant force Fr = 2 * Fr1 = 2 * Fr2 acting in radial direction.

The resulting forces and moments exerted on the truss structure (9C) via the tubular ring structures (12A-2) and (12A-3) are identical in size and direction, except for the moment Mxz acting in the XZ plane and operating in the opposite direction.

The resulting bending moment when the resulting soil reaction forces Ft1 = Ft2 = Ft3 = Ft4 are exerted on the associated box constructions via the digging wheels is reduced to a value of My = Ft1 * Z-gd * sin α = Ft4 * Z-gd * sin α and the oppositely directed bending moments - My = Ft2 * Z-gd * sin α = Ft3 * Z-gd * sin α (see also figure 27). The distance Z-gd is here equal to the vertical distance between the center line of the digging wheels (1,2,3,4) and the center line of the box constructions (11A1 and 11A-2). Angle α here is equal to the angle between the tangential ground reaction force Ft_1 and the vertical.

The resulting bending moment on the truss structure due to the tangential ground reaction forces (Ft1, Ft2, Ft3 and Ft4) is therefore negligibly small.

The disadvantage of this embodiment is that a restriction is imposed on the vertical movements of the successive digging wheels 1, 2, 3 and 4. The digging wheel combinations (1 and 2) and (3 and 4) will, after all, be imposed on the same vertical movements .

A favorable embodiment with which a rigid excavation structure can be realized is shown in figure 25. Here, the bearing housings (15B) are accommodated on the outside, for example, in a truss structure, consisting of the successive beam elements (14B), (14C) and (14D), which is coupled to the box structure (11A).

Soil malud compensator

To realize a continuous excavation and suction process for the excavation of height-varying soil slopes, it is necessary that the digging wheel installation is guided as well as possible along the bottom slope. This continuity of the dredging process can be realized by means of the configuration shown in Figures 28 and 29. By means of a spherical screen (37A) which is rotatably arranged around the bearings (37B), the vertically dissolved ground reaction force Fg will lift the digging wheel installation. The rotatable screen (37A) is here supported on the top side by means of springs (37C) against the box construction (11A). The spherical screens (37A) received on either side of the bearings (37B) form a rigid whole, as a result of which the springs (37C) are pressed in at the front and are stretched at the rear or are inversely stretched and pressed inwards. As a result, the spring stiffness for linear identical springs is doubled in size. A shock load can be absorbed by the springs which can arise in the case of heightened bottom troughs. The outer bearing shells (37B), which are connected to the spherical screens (37A), are rotatable about, for example, plastic rings (37D) around the motor housing (15A). In order to rotate the bearing shells (37B) also at the location of the plate elements (14A), recesses are provided on the upper side of the bearing shells (37B).

Suction installations integrated in drum cutter and digger wheel installations

A possible favorable embodiment of the suction installation for the excavator wheel or drum cutter excavating means can be explained with the aid of figures 7A 8, 9, 22.and 23. The part of the suction tube that is integrated with the excavating means is composed of suction tube components (10B- 10C-10D), component (10C) of which is directly attached to the box structure (11A) or indirectly connected, for example via tubular spokes (11D) and the hollow tubular ring (11C) to columns (11B) fixed to the box structure (11A) ) (see also Figures 22 and 23). To promote the ground / water flow and to limit the flow losses, a visor (13A) can be incorporated in the housing (10B) (see also figures 22, 23 or 25). The visor (13A) can, for example, be rotated through the desired angle by means of two hydraulic cylinders (13E) provided with a return springs (13F) about the drive shaft (15C) (see also figures 22, 23 and 24). For the rotation of the visor and the hub (13B) connected thereto around the fixed ring (131) which is connected to the box structure (11C) via plates (14A) there are two bearings (13J positioned on opposite sides of the digging wheel) ) included. If the digging wheel is dragged in the opposite X direction with transport speed V, the visor will be turned in the opposite direction (see also figures 23 and 24).

Figures 8, 22, 23 and 25 show that the suction tube components (10B-10C-10D) can perform a vertical sliding movement in the enveloping suction tube (10E). The enveloping suction tube (10E) is connected by means of, for example, tubular spokes (12G) to a plurality of enveloping vertical tubes (12B) (see figures 22, 23 and 25). The enveloping vertical tube (12B) is connected by means of a hollow tubular ring (12C) and spokes (12D) to the hollow tubular outer ring (12A) which is connected to the truss structure (9C) (see figure 4). A favorable embodiment for reducing the friction between the inner suction tube (1OD) and the surrounding suction tube (10E) and to prevent slipping is to mount, for example, several plastic guide rings on the inside of the surrounding suction tube (10E). Figure 8 shows that the suction tubes (10E) of different excavation means connect to a joint suction line (1 OR), which is vertically displaceable in an enclosing suction tube (10G), which is fixed in the box construction (8C) (see figures 1 and 7B). The suction tubes (10G) open into a collection tube (10H), from which multiple variants of mixture transport to a pump (compare 10R in Figure 8) or several pumps and discharge lines are possible.

Another favorable embodiment for overcoming the relative displacement of the umbrella suction tubes (1 OF) is shown in Figure 9 and is realized by including a flexible suction line (10X) between the suction tubes (1 OF) and (1OG).

In Figure 7A, the relative displacement of the suction lines (10B to 10F in Figure 8) connected to the truss structure (9C) relative to the suction lines (10G and 10H) connected to the box structure (8C in Figures 1 and 7B) .

A possible favorable method for guiding the inner suction tube (1OD) and limiting the vertical movement of the inner suction tube (1OD) in the enveloping suction tube (1OE) is based on the incorporation of four pins (11H) on the inner suction tube (1 OD) that can slide vertically into four slots (12F), which are connected to the enveloping suction tube (IOE) (see also figures 22, 23 and 25).

An advantage of such a construction is that the pipework as shown in figures 7 and 8 is protected from the load exerted by the soil on the excavating means (see also figures 26 and 27) in that the load via the relative bending and tensile strength , stiffer box structure (11A) and the vertical columns (11B) and spring elements (11G) fixed therein are fed to the circular tubes (12A) included in the truss structure (9C).

Plow

A possible favorable constructional design of a plow installation is shown in figure 30. The plows (36A) are connected, for example by means of vertical plates (36B) and a middle profile (36C), to a rigid box construction (11A) constructed from plates, for example. In accordance with the dredging unit (see Figure 1), identical structural designs and methods are used in the shift system. This implies, among other things, that successively the vertical displacement of the plows, the vertical pressing force on the plows, the collection of shock-like load on the plows and the horizontal displacement of the plows take place according to identical structural embodiments and methods as set out in the dredging unit of Figure 1. As an additional provision in the plow installation, for example, a vertical tube (1OD) is included, which ensures the guidance of the vertical displacement of the plow (36A) in the envelope tube (1OE).

Drag head construction

In principle, any drag head configuration can be built into this dredging tool.

Figures 31, 32, 33, 34 and 35 show a possible favorable configuration of the drag head. A major advantage of such a drag head embodiment shown in Figs. 31 to 35 over the conventional drag head embodiments is that the complete suction pipe line system - consisting successively of the drag head (18A and 18B), the hollow tube in the torsion land (18R) and the converging suction pipe (1 OD) connected to the suction pipe lines (1 OD) - relieves loads imposed from the ground on the drag head.

In analogy with conventional drag head designs, the front of the drag head (18A) and bottom plate (18C) is provided with an opening at the bottom (see also figure 34) through which the soil / water mixture is sucked in.

Also in analogy with conventional drag head designs, the drag head is provided with springs (18F) at the front, whereby the drag head is continuously pressed with a certain pressure force on the height varying bottom slope. As a result, the front of the drag head is better able to follow the bottom slope.

Figure 34 shows that the springs (18F) are, for example, clamped between the flanges (181 and 18J). The flanges (18J) are connected at the bottom with hinges (18G) and at the top with shafts (18K) that can slide in axial direction into hollow tubes (18H), which can be rotated around hinges (180). The flanges (181) are connected to the bottom of the hollow tubes (18H).

The hinges (180) can rotate in the Y direction about a hollow tube (18L) connected to a truss structure (18M). The truss structure is supported on the one hand on a base plate (18D) and on the other hand is connected, for example by means of the individual bars (18M), to the annular disc (18N) of the torsion land shown in figures 31 and 34.

In analogy with the conventional drag head designs, the front side (18A and 18C) of the drag head, also referred to as a visor, is rotatably arranged in the horizontal Y-direction about the enveloping suction nozzle (18B and 18D) through the inclusion of bearings (18E) in the enveloping suction nozzle (18B).

In another favorable embodiment (see Figure 32), a continuous pressing force can be exerted on the drag head on the bottom slope by using hydraulic cylinders (18Z1), wherein the rotatable visor (18A) around the pivot points (18E) is favorable depending on the soil type position can be imposed. For efficient and effective excavation, excavation positions (18Z2) and / or a jet water installation can be included for efficient and effective excavation.

The forces (Fg-x, Fg-y, Fg-z) and the torque (Mg-x) that are exerted from the ground on the drag head are transmitted to the torsion land via the truss structure (18M). The torsion land (see Figs. 33 and 35) has as its most important functions the transmission of the forces exerted thereon via the bars (18X) shown in Fig. 31 to the hollow annular structure (11C) and the collection of the torque (Mg-x) and the resulting angular rotation about the X-axis of the drag head. The forces can be guided via the annular structure (11C) and the columns (11B) via the springs (11G) to the annular structure (12A), which is connected to the overhanging framework structure (9C).

Figures 33, 34 and 35 indicate that the torsion land is divided into two parts. The front part is, for example by means of the bars (18M) of the truss construction connected to the drag head. The rear part is connected to the annular structure (11C), for example by means of the bars (18X). Both parts can rotate independently of each other about the X-axis. In order to realize this rotation (see also Figure 33-Detail 1), plastic plates (18U and 18W) are provided on either side of the annular plate (18T), which operate as axial slide bearings. Plastic plate (18U) is then connected, for example, to the annular plate (18T), which is connected to the cylinder (18S) of the front torsion land portion. Plastic plate (18W) is hereby connected, for example, to the rear annular plate (18V), belonging to the rear torsion land part.

Tightening torque (Mg-x) is absorbed by receiving tangential springs (18Q) in circumferential direction (see also Figure 34). The springs (18Q) are fixed to the beams (18P) included in the front torsion land portion and are locked under a certain pre-stress in the recesses of the cylinder (18Y) received in the rear torsion land portion (see Figures 33, 34) and 35). The beams (18P) are connected to the cylindrical plate (18N) and cylinder (18S), which are also included in the front torsion land section (see also figures 33, 34 and 35). As such, the front part of the torsion land, by means of the beams (18P) and springs (18Q) connected thereto, and the rear part of the torsion land, by means of the cylinder provided with recesses (18Y), can be pushed together in axial direction.

For absorbing the radial load between the beams (18P) and the cylinder (18S) provided with recesses, the beams (18P) may optionally be provided with a plastic protective layer on the underside.

In accordance with the dredging unit (see Figure 1), identical structural designs and methods are used in the drag head installation. This implies, among other things, that successively the vertical displacement of the drag heads, the vertical pressing force on the drag heads by means of hydraulic cylinders (9A) and the absorption of shock-like load on the drag heads according to identical structural embodiments and methods are carried out as set out in the dredging unit of Figure 1. .

Suction systems integrated in drag head construction

A possible favorable embodiment of the suction installation connected to the drag head suction lines (18A-18B-18R10D) shown in Figs. 33 or 34 is identical to the suction installation as shown in Fig. 8, from the suction line section (10D to 10H). The method for the vertical displacements of the suction lines connected to the drag heads is identical to that described for the suction line network of the digging wheel or drum cutter installations.

Vertical and horizontal displacement of drag head and suction installation

In analogy with the Dredging Unit from figure 1, the Dredging unit (excluding displacement structure (7) is shown in figure 36 with the structural versions of the drag heads included therein (see also figures 31 and 32). of the Dredging unit, two trusses (9C) are included in which the drag heads are grouped next to each other in the direction of towing (see also figure 36) The method is such that, depending on the towing direction with speed V, the operational (mixture of sucking) drag heads starts a vertical is placed downwards and the non-operational drag heads are positioned to the upper vertical position After reversing the drag direction, the vertical positions of the drag heads will change in the reverse vertical direction, as indicated in the foregoing for the excavator and drum cutter installations. the vertical movements of the trail included in the trusses (9C) head structures realized by the displacement of the columns (9B) connected to the trusses and connected to the hydraulic cylinders (9A) positioned on both sides.

Horizontal movement of the dredging unit

Support-Relocation constructions Dredging unit

The dredging and suction installations of the dredging unit, which are included in the truss structure (9C) and are fixed in the box structure (8C) by means of columns (9B) and hydraulic cylinders (9A), can be connected to the support structure (8A). ) connected, tubular displacement construction (7 or 7A..7D) a horizontal displacement in x direction can be imposed (see figure 1).

In figure 1 it can be seen that the box structure (8C) is positioned on a support structure (8A) which is connected to a tubular horizontal displacement structure (7 / 7A..7D).

A favorable constructional design of the displacement structure consists of a tubular structure (7A) which, for reasons of strength and rigidity, are constructed, for example, from rigid plate-shaped tubes of triangular (see figure 1) or circular cross-sections (see figure 37). A possible connection between the tubes (7A) can be realized by beam constructions (7E), which are optionally provided with horizontal trays (7B, 7D) on the top side (see figure 1). The beam constructions (7E) can be connected directly or indirectly, via enveloping plate constructions (7C), to the tubes (7A) (see also figure 1).

The support structure (8A) supports the box structure (8C). For the vertical displacement of the box construction (8C), a number of hydraulic cylinders (8B) are fixed on both tube constructions (7A) of the displacement construction (7) directly or indirectly on trays (7B) which are connected at the top of the piston rods to the box construction (8C). The vertical displacement of the box construction (8C) together with the associated ravage installation has the advantage that maintenance and repair can be carried out on the excavation means, including for example drum cutters (17) or digging wheels (16).

As a favorable alternative to placing construction elements on the displacement construction (7), horizontal platforms (7B, 7D) can be arranged on the beam constructions (7E) and the box constructions (7A) in succession (see also figure 1).

Displacement construction by means of wheel sets

A possible favorable embodiment for guiding the displacement structure (7A..7E) shown in Figure 1 in the horizontal X direction is shown in Figures 10 and 11. To this end, the box beams or box profiles (7A) are provided on the inside with wheel sets (19) which are resiliently supported in radial and tangential direction. A displacement of the box girders (7A) also implies a displacement of the digging and suction installations. The excavation and suction installations are connected to the displacement construction (7A..E) by means of the truss structure (9C) and columns connected thereto (9B) via the hydraulic cylinders (9A) fixed in the box construction.

Figures 10, 11, 12, 13, 14 and 15 show a possible favorable embodiment of spring-mounted wheel sets (19), which can absorb forces in both radial and tangential directions. As a result, the wheel sets (19) are able to absorb forces Fy in the transverse direction and Fz in the vertical direction acting on the excavating means shown in Figure 1 via the triangular box profiles (7A).

For this purpose wheel sets (19) are arranged on the inside of the tube profiles (7A) of the displacement structure (7), which sets are proportionally distributed in the circumferential direction and at proportional distances in the longitudinal direction (see Figures 10 and 15). With as an example a triangular box section (7A) the distances between the axes of the wheel sets in the circumferential direction can be distributed as an example such that the center lines of the wheel sets correspond to the lines of gravity of an equilateral triangle (see figure 10). Figure 10 indicates that the wheels (19N) (see also Figure 13) of the wheel sets (19) are guided in longitudinal x-direction over guide beams or rails (1D), for example provided with a rectangular cross-section, which are mounted on the longitudinal beam elements (1A). The wheels (19N) can optionally be provided with plastic in circumferential direction on the outside on the contact surfaces with the guide beams (1D) for realizing better rolling properties. In order to create sufficient rigidity at the location of the guide beams (1D), plates (1F) can be arranged in radial direction to support the guide beams (1D) and be fixed between the envelope plates (1A) and the horizontal tubes (1C). It is possible that relatively small tubes (1G) can be used instead of radial plates that serve to support the guide beams and are fixed between the relatively larger tubes (1C) and the envelope plates (1A).

A favorable embodiment of the construction of the wheel sets (see Fig. 13) is based on the fact that the wheel (19N) displaceable in longitudinal x-direction, including spring structures (19L) in the local wheel set-axis system in vertical z ' direction is movable.

The spring structures (19L) are herein enclosed between horizontal plates (19J) connected to the axle bearings (19K) and horizontal plates (191), both of which are connected to the vertical plates (190). The vertical plates (190) are connected to the stationary shafts (19B) of the wheels (19A) which are displaceable in the transverse direction or the local y 'direction, as shown in FIG.

A further favorable embodiment of the construction of the wheel sets (see Figure 12) is such that the movable wheels (19A) in combination with spring constructions (19M) can be moved in the local wheel set-axis system in the transverse direction or in the y 'direction. The axles (19B) of the wheels (19A) are hereby connected to each other by means of the horizontal plate (19F). The wheels (19A) that rotate about the bearings (19C) are guided in the transverse direction or y 'direction over rails or beams (19D) of, for example, rectangular cross-section which are attached to the inside of the box section (7A) shown in Figure 10. The spring structures (19M) are sandwiched between upright plates (19E) connected to the rails and flanges (19G) connected to the cylinders (19G). The cylinders (19G) are connected to the shafts (19B).

In order to enable the wheel sets (19) to withstand an angular rotation of the frame beam (1A) about the z-axis, in figure 14 the wheel (19N) is rotatably arranged in z direction about an angle ψ. In addition to the already existing degrees of freedom in the local y and z directions, a rotation degree ψ is therefore included as an additional degree of freedom for the wheel (19N). To this end, the wheel (19N) is enclosed in the enclosing structure, consisting of the plates (190 and 19P), which is rotatable about the stationary axis (19R) by means of the bearing (19Q) (see figure 14). The shaft (19R) is received in the plate (19F) and the helical spring (19S) positioned around it with a certain rotational rigidity, which is fixed on the one hand to the rotating base plate (1 OP) and on the other hand fixed to the plate (19F) ( see also figure 12).

Displacement construction by means of roller constructions

The roller constructions are a favorable construction for guiding the frame beam (1A) in addition to the wheels already described (see figure 16). Figure 16 shows that the guide rollers (19T) on the sides of the triangular section of the frame beam (1A) support and guide the frame beam. The guide rollers that can be rotated around the center line at an angle Θ can be designed under the degrees of freedom in the radial z direction and in the tangential y direction (see figure 17). The displacements in radial z-direction and tangential y-direction take place against the successive spring constructions (19L) and (19M). The wheels (19A) rolling in tangential y-direction are identical in construction to those described above (see also Figure 12). In order to enable the roller structures (19T) to withstand an angular rotation ψ of the frame beam (1A) about the local z-axis (in radial direction), in figure 18 a fixed axis fixed on the box girder plate (19W) (19R) ) which is connected to the bearing (19Q), which is fixed on the rectangular plate (19V) rotatable about the vertical axis at angle ψ. The rotation of the plate (19V) takes place against the helical torsion spring (19S) fixed to the plates (19V) and (19W). The rectangular plate (19V) rotating about the local z-axis (in radial direction) is supported by the wheels (19U) mounted by vertical springs (19L). The rails are fixed on the rotatable rectangular plate (19V) along which the tangential y-direction that can be rolled in a total of three sets of wheels (19A) can roll.

Framework

Frame bars in framework

Figure 19 shows the framework with successively the frame beams (1A and 1B) incorporated therein and the anchor pontoons (2) which form the flexible connections between the frame beams (1A and 1B). Figure 10 shows that the frame beams (1A) are provided with guide beams (1D) over which the wheel sets (19) are unrolled.

Favorable embodiments of the frame beams include (hollow) box sections of triangular cross-section, the angular points of which are circularly rounded with a specific radius, or (hollow) box sections of circular section. A tubular profile of circular cross-section has favorable properties in view of stiffness and buckling or bending stability. A tubular profile of triangular cross-section has the additional advantage that a better stability is obtained in the floating phase. A combination of triangular and circular cross-sections can be realized by designing the frame bars (1A) as shown in Figure 10 as three welded-together waterproof horizontal hollow box sections of circular cross-section (1C), which are connected by steel plates (1A), such that a triangular profile is created with a more favorable stiffness and buckling or bending stability.

Anchor pontoon in framework

A favorable embodiment of the anchor pontoons (2) consists of a rectangular box construction built up of, for example, a plate casing in which the necessary reinforcements are included in view of sufficient strength, stiffness and buckling stability. The anchor pontoons are subdivided into two compartments (2A and 2B), whereby each compartment can be supplied with gas or water (see also figures 39, 40, 52, 53A and 57).

The four anchor pontoons (2) received at the corner points of the rectangular framework have consecutively displaceable screw or suction anchors (5), vertically resilient slide supports (4) and thrusters (6A) with thrust in vertical directions or in the horizontal plane rotatable through 360 degree thrusters (6B) with thrust in the horizontal direction (see also figures 19, 39 and 40).

Water / gas supply procedure of anchor pontoon compartments

A first favorable inventive method for filling compartments in successive anchor pontoons (2A and 2B), frame beams (1A and 1B), the support structure (8A) and box-shaped structure (8C) with water or gas can be described as follows (see also figure 50).

By means of an accumulator (A) provided with gas under a pressure p2 greater than the ambient pressure p1, after opening the pressure control valve K5 (pressure> ambient pressure p1) and valve K1, the water can be pressed out of the relevant compartment by, for example, polytrope gas expansion. and via valve K3 to the environment with pressure p1 (State 2). The gas is expelled from the compartment using a compressor C driven by motor M1, which presses the gas after opening valve K2 via the non-return valve K6 to the accumulator A. For example, after the gas is stored under polytrope compression in the accumulator A under pressure p2, the pressure of the remaining gas in the compartment A will be lower than the ambient pressure p1 and the water from the environment will fill the compartment via valve K3, the gas can be removed from the compartment via the bleed valve K4 (Condition 1).

To move from State 2 to State 1, if the compressor malfunctions, the gas can be removed from the compartment A via vent valve K4 using a dotted water pump (P1) that supplies water after opening of valve K7 from the pressurized environment p1 and with which the entire compartment can be supplied with water with pressure p1.

To get from State 1 to State 2 when the accumulator (A) and / or the pressure control valve K5 malfunctions, the water pump (P 2) shown in dotted line is used to expel the water from the compartment to the environment at a pressure greater than the ambient pressure p1.

A second favorable inventive method (see Figure 51) for filling compartments with water to come from State 2 to State 1 is using the water pump P1 after opening valve K6 under a pressure p3 that is just higher than the ambient pressure p1 . Optionally, all the gas can be expelled from the compartment by means of the compressor C3 shown in broken lines via the non-return valve K5 to the accumulator (A). In order to move from State 1 to State 2, the water can be expelled from the compartment using water pump P2 after opening valve K7 under a pressure p3 that is just higher than the ambient pressure p1. In the event of malfunction of water pump P2, the gas can be supplied to the compartment from the accumulator (A) via the compressor C2 after opening of valve K1 under a pressure p3 just higher than the ambient pressure, whereby the water can optionally be discharged via the opened valve K3.

Screw anchors or suction anchors in anchor pontoons

In order to anchor the framework to the bottom of the body of water, all four anchor pontoons are provided with screw anchors (see figure 39) or suction anchors (see figure 40), whereby a kinematically stiff frame structure is realized (see also figure 19). Figures 39, 40 and 41 show that the screw anchors or suction anchors can be moved in the vertical z direction by cylindrical hollow rigid tubes (5B) which are connected to hydraulic cylinders (5C) by means of top plates (5A). The top plates (5A) have an opening at the top, through which the outside water can flow to the tubes (5B) if it is under water. The hollow tube (5B) can optionally be made porous in accordance with the hole pattern of the hollow cylinder (4G) from figure 39. The hydraulic cylinders (5C) are hereby fixed in the anchor pontoons (2) and the tubes (5B) can be in the vertical direction guided through the anchor pontoons. In order to obviate the relatively low bending stiffness of the hydraulic cylinder rods of the hydraulic cylinders (5C), for example, an enveloping vertical hollow tube (5D) can be fitted around each hydraulic cylinder (5C), which top is attached to the top plate (5A). If the framework is under water, the vertical hollow tubes (5D) can be provided with holes for the outflow of water upon vertical displacement of the tubes (5B), in accordance with the shape of the hollow tube (4G) in figure 39.

Screw anchor working mechanism

The geometry of the screw anchor consists of a cylindrical axis (5K) around which cutting blades (5G) are wound according to a certain pitch (see figure 44). The cutting blades (5G) can be provided with cutter teeth for cutting the relatively harder soil types. Due to the high torque and low speed motor (5E) fixedly connected to the base plates (5F), the screw anchor, by coupling the hollow cylindrical shaft (5K) with the drive shaft (5L) of the motor, becomes a ground-fitting speed and drive torque rotated and simultaneously screwed into the ground by means of the vertical pressing force of the enclosing cylindrical tube (5B) (see figure 39). Figure 39 shows that the foot plates (5F) are connected to the enveloping cylindrical tube (5B), which is connected via top plates (5A) to the hydraulic cylinders (5C) with which the required vertical pressing force can be realized.

In order to prevent the cutting forces from becoming too great during the cutting of sand in relatively larger water depths due to the dilatance phenomenon during the underpressure in the soil at the location of the cutting blades (5G) and the obstruction of water flow to the cutting blades, the jet water system shown in Figure 44 is included in the hollow shaft (5K). The water sucked up by the pump (5H), taken up by the hollow shaft (5K), is pressed under relatively high pressure via the pressure pipes (51 and 5J) connected thereto to the holes positioned in the circumferential direction. The constructional design must be such that the supply of ambient water to the inlet of the pump must be able to take place without hindrance. A possible favorable embodiment of this is that the enveloping hollow shaft (5K), which is connected to the drive shaft of the motor (5L), is provided with sufficient holes for realizing the required water permeability to the pump. This water supply under high pressure and high outflow velocities at the location of the holes prevents the creation of vacuum in, for example, the sand volume to be excavated.

Suction anchor mechanism of action

An alternative anchoring mechanism is by connecting a suction anchor (38A) to the base plate (38C) by means of a ball joint (38B). The possibility to position the suction anchor (38A) in sloping bottom slopes by means of the ball joint (38B) (see also figure 40). The principle of the suction anchor is known and is based on creating a negative pressure within the suction anchor cylinder space with respect to the surrounding water. The underpressure within the cylinder space is achieved by pumping out water from the lower cylinder space. using a pump.

With relatively harder soils, use can be made of the favorable embodiment shown in figures 41 and 42. By means of a rotatable disc (380) provided with teeth (38P), the hard soil is worn in circumferential direction at a suitable speed for this purpose. The rotatable disc (380) is herein driven, for example, via spokes (38N) by a drive shaft (38L) which is coupled to a motor (38E). The axial bearing (38T) rotates in two stationary bearing discs (38J) which are received on either side and are connected to the suction anchor casing. The bearing of the drive shaft (38L) takes place by means of the radial bearings in the bearing housings (38G and 38F), the bearing housings of which are coupled on the outside to the stationary hollow cylinder (38H). Bearing housing (38G) is received in an annular disc (38I) provided with grille (38M). Bearing housing (38F) is included in the upper round divider plate (38K) between the upper and lower compartments. The bearing discs (38J), the annular disc (38I) and the separator plate (38K) are all fixed to the enveloping suction anchor cylinder (38A).

In figures 41 and 42 it can be seen that the vertically downward pressing force on the incisors (38P) is exerted via the ball joint and the base plate (38B and 38C) by the hollow cylindrical sleeve (5B) which is via the top plate (5A) coupled to two hydraulic cylinders (5C) connected thereto on both sides. The underpressure in the lower compartment is realized by pumping water away from the lower compartment using a pump (38D) arranged in the upper compartment and a pressure line (38S) connected to it to the surrounding water (see also figure 42). Supply of the surrounding water under ambient pressure to the lower compartment is realized by opening the valve (38R) in the supply channel (38Q).

Support mechanism in Anchor pontoons from Framwerk

For horizontal transport of the framework consisting of the frame beams (1A and 1B) and anchor pontoons (2) shown in figure 19, over the bottom slope and for the collection of kinetic energy when placing the framework on the water bottom, all anchor pontoons (2) are separately provided with a support mechanism (4). A possible favorable embodiment of the support mechanism (4) is made up of a chassis consisting of, for example, self-driven wheels or tracks or one carriage (4A) (see figures 39 and 43) following the bottom slope. Figure 39 shows that for absorbing an alternating or impact load on the wheels, tracks or carriages, a spring (4C) is included that is clamped between a plate (4B) connected to the wheel set, caterpillar track or slide and a plate (4E) ) connected to the hollow vertical cylinder column (4H). For good guidance of the wheel set, track or carriage during compression, the plate (4B) connected thereto is connected to a hollow cylinder tube (4D) which can slide vertically back and forth on the inside of the cylinder column (4H). By means of hydraulic cylinders (4F) which are attached to plate (4I), which is connected to the anchor pontoon (2), the whole of the wheel set, caterpillar or carriage and hollow vertical cylinder column (4H) can be imposed vertically. The hydraulic cylinders (4F) hereby deposit against the anchor pontoon (2), which may or may not be completely filled with water. During the vertical displacement, the movable hollow cylinder column (4H) is guided by a fixed envelope column (4J) connected to plates (4I) and (4K). In order to obviate the bending of the cylinder rods (4N), the cylinder rods (4N) are connected to and encased by a perforated tube (4G) which is guided on the outside around the hydraulic cylinder (4F). An additional advantage here is that in the event of a shock-like or varying load on the wheels, tracks or carriage, the support mechanism is dampened by the water flowing in and out of the tube (4G).

A favorable method to prevent rotation of the wheel set or carriage (4A) about the axial z-axis is realized by the opposing moment of rotation of coil spring (4C), which is fixed at both ends to the plates (4B and 4E).

In order to allow the framework to undergo a lateral, y-directional displacement both above and below water, additional support mechanisms can be incorporated in the anchor pontoon (2), including, for example, wheels (4A-3 and 4A-4) or slides (4A-1). and 4A-2) as shown in Figure 43. Other guidance systems, including tracks that can follow the bottom slope, can also be used. For the transition from the longitudinal movement in the x-direction to the lateral movement in the y-direction and vice versa, the wheels (4A-3 and 4A-4) and slides (4A-1 and 4A-2) can be used (see figure 43) or caterpillar tracks are alternately moved vertically by means of hydraulic cylinders 4F-1,4F-2, 4F-3 and 4F-4.

Flexibility Framework

Figure 37 shows the kinematic degrees of freedom of the components included in the framework, including anchor pontoons (2), frame beams (1A and 1B) displacement mechanism of the dredging unit (7) and slides (4). A possible embodiment of the framework (see figure 37) consists of four beam elements (1A and 1B) which are connected at the ends by means of ball joints (1C), connecting pieces (1D) and springs (1E) to the anchor pontoons (2). The ball hinges (1C) hereby allow limited angle turns (φ2, Θ2, ψ2) of the beam elements (1A and 1B) relative to the anchor pontoons (2). The displacements of the anchor pontoons in the horizontal xy plane due to the in or expression of spring elements (1E) is X2 and Y2. In order to enable the carriages (4A) to properly follow the contours of the bottom surface, the carriages are assigned kinematic degrees of freedom (x, y, z, φ, θ, ψ).

The displacements and rotations of a carriage (4) successively consist of a superposition of the displacements (X2, Y2) and rotations (φ2, Θ2, )2) of the anchor pontoon (2) and vertical displacements (Z4V) of the spring element (4C) and (Z4H) of the hydraulic cylinder (4F).

Due to the kinematic degrees of freedom (x, y, z φ, θ, ψ) of the slides (4A), the slides are enabled to follow the contours of the bottom surface well with horizontal movements of the framework. Moreover, the bending moments at the anchor pontoons (2) will be greatly reduced by the flexibility of the framework. The displacements (Y7, Z7) and angular rotations (φ7, Θ7, ip7) of the displacement structure (7) are realized by the translating and rotating spring wheel sets or rollers (19) shown in Figure 10 and a longitudinal displacement (X7) due to the steel cables (3B).

Form stability

The dimensional stability of the rectangular framework, including the kinematic degrees of freedom of the framework, will be guaranteed by creating a resilient connection between the combinations of frame beams (1B) and anchor pontoons (2) on the one hand and displacement construction (7A) on the other. Figures 1 and 2 show how the resilient connection is established by connecting the displacement construction (7A to 7E) with prestressed steel cables of winch drives (3A) on both sides to the frame beams (1B) and anchor pontoons (2) winches fixed to the framework (3A). Figure 38 shows schematically which spring forces Fx-v act in the X direction on the framework deformed in a parallelogram. The total retroactive moment that the distorted parallelogram framework wants to turn back to the original rectangular framework is the summation Mz1 = Ση (Fx-v * y). of n cables or springs, where Fx-v = Fx-v (Cv1, φ, y) represents the spring force per cable that is a function of the cable's spring stiffness Cv1, the angular displacement φ of the parallelogram and y the position of the cable or spring in relation to the center line of the framework. For the symmetrical spring arrangement shown in Figure 38, relative to the x and y axes, the spring force per cable or spring with a relatively small angular rotation φ equals Fx-v = Cv1 * γ * φ.

The displacement structure (7) shown in figures 1 and 2 with the hollow tube constructions (7A) incorporated therein will, by means of the resiliently arranged wheel sets (19) (see also figure 11), cause a reaction moment Mz2 which deforms from the rectangular to the parallelogram-shaped framework will counteract (see also figure 38).

Depending on the position and rotation of the displacement structure (7) and the connected Dredging Unit, the reaction forces or moments exerted by the resilient wheel sets (19) on the frame beams (1A) can be deduced as follows.

With an angular displacement φ of the displacement structure (7), the total retroactive moment is the summation Mz2 = Z _m (F'y-v * x'-v) for m-sprung wheel sets (19), where F'y-v = F ' y-v (Cv2, φ, χ'-ν) = Cv2 * φ * x'-v represents the spring force per wheel set, which is a function of the spring stiffness Cv2 of the m-sprung wheel sets, the angular rotation φ and the distance x ' -v to the center line of the displacement construction. Taking as an example a linear continuous force distribution over the displacement structure, the total retrospective spring moment Mz2 from the wheel sets on the displacement structure (7) in Figure 38 will be represented as Mz2 = 2 F'y-bu * X'-bu, where F'y- bu the resultant of the spring forces F'y-v exerted by the spring wheel sets (19) on the displacement structure (7) and X'bu represents the distance of the resulting spring force F'y-bu from the point of rotation O. If the displacement structure (7) remains in its existing position, due to the deformation of the framework (1A and 1B) from rectangular to parallelogram, the spring compression of the wheel sets in the y direction will be equal to h / 2 * (1 - cos φ) . The reaction force per wheel set spring on either side on the frame bars (1A) is equal to F1y-bu = Cv2 * h / 2 * (1 cos φ), where Cv2 is the spring stiffness of each wheel set. The same reasoning is valid if rollers are used instead of wheel sets.

In case the anchor pontoons are anchored by means of the screw or suction anchors, a very rigid and dimensionally stable framework is created.

Telescopic construction

Working method Telescopic construction

In order to achieve a greater vertical displacement of the excavating means, the excavating installations, including consisting of excavating wheels (16) or drum cutters (17), are accommodated in a telescopic construction (see also figures 45, 46, 47, 48). A possible embodiment of the telescopic structure consists, for example, of an outer hollow rectangular box structure (23) and an inner hollow rectangular box structure (8) which is connected at the bottom to the box structure (8C) in which the digging (16 or 17) and suction installations (10) are included. It applies here that all box constructions can also be designed as truss constructions, which results in both material saving or a lower water resistance during the dredging process. The box structure (8C), in which the digging installation (16 or 17) is accommodated via columns (9B) and hydraulic cylinders (9A), is connected to the telescope structure by means of hydraulic cylinders (22). Figure 49 shows the hydraulic cylinder (22) in detail. The cylinders (22) are connected to the outer box construction (23) of the telescopic construction by vertical (displaceable in z direction) spring constructions (22H). At the bottom, the cylinders (22) are connected by means of a box displaceable in the horizontal plane (in x and y directions) (see Figure 49 components 22C, D, E, F) to the ones shown in Figures 45, 46 and 47 box construction (8C) of the excavating installations (16 or 17). In this way, both vertical and horizontal movements of the excavating installations (16 or 17) in x, y and z directions can be absorbed. In order to direct the transverse forces and bending moments from the excavators (16 or 17) on the piston rods (22A) directly to the hydraulic cylinder jacket (22A), a hollow tube (22B) connected to the piston rods is received around the hydraulic cylinder jacket (22A) (see also figure 49). In order to realize the inflow and outflow of the surrounding water, the hollow tube (22B) is provided with a hole pattern, similar to the enveloping hollow tubes (4G) as shown in figure 39. Such a construction of Hollow tubes (22B) encased around the cylinder casing can also be accommodated in envelopes (24C) around the hydraulic cylinders (24A) (see Figures 45 and 46).

Hydraulic cylinders (24) are included for relative vertical displacement of the telescope structure relative to the support structure (20) (see Figures 45 and 47). The hydraulic cylinders (24) are clamped and received in the support structure (20). The piston rod (24A) is connected at the top to the telescope construction by means of a spring construction (24B). The spring structure (24B) is here connected, in analogy with tube (22B), to a hollow tube (24C) provided with holes, which is also used for passing through the transverse forces and bending moments from the outer box structure connected to the piston rod (24A) (23) to the cylinder jacket (24A). In order for the relative vertical displacements of the box structures (8) and (23) relative to each other to take place in a stable manner, resilient guide wheels (19A and 19B) or resilient cylindrical guide rollers are arranged in the vertical plane (in x and z directions) included on the outside of the inner box structure (8) (see also figures 45 and 47). Figures 47 and 48 show that the guide wheels (19A and 19B) or guide rollers are distributed in circumferential direction and height, the guide wheels (19B) being arranged along vertical guide profiles (19D) attached to the inside of the outer box structure (23), can unroll.

The resilient guide wheels (19A, B, C) are herein identical to the resilient guide wheels as shown in figures 12 and 13 and are designed such that they can accommodate relative movements in the horizontal plane (in x or y directions) by means of spring constructions. .

If spring-like cylindrical rollers are used for the guide, these will be identical to the spring-loaded cylinder rollers as shown in Figure 17.

The cylindrical rollers can also accommodate relative movements in the horizontal plane (in x or y directions) by means of spring constructions.

Similar structural embodiments can be performed during the relative vertical displacements of the outer box structure (23) in the rectangular moonpool structure of the support structure (20). The resilient guide wheels (19C) or resilient guide rollers can in this case, for example, be attached to the rectangular moonpool structure of the supporting structure (20) shown in Figure 45. The moonpool structure is shown in Figure 5 as a recess in the support structure surrounded by the beam structures. The guide profiles (19E) along which the guide wheels (19C) unroll are in this case attached to the outer sides of the outer box construction (23) (see also figures 47 and 48).

The various steps which are followed for the vertical downward movement of the excavating means are shown in Figures 45 and 46.

Step 1 - Highest level of excavators.

Step 2 - Vertical downward movements of piston rods (24A) of hydraulic cylinders (24) fixed on the support structure (20).

Step 3 - Vertical downward movements of piston rods of hydraulic cylinders (24) on the support structure (20) in combination with the vertical downward movements of piston rods (22A) of the hydraulic cylinders (22) connected to both the upper side of the truss structure ( 23C) belonging to the outer hollow box construction (23A) as well as the box construction (8C) of the excavating installations (16 or 17).

Step 4 - Lowest level of excavating resources. Vertically downward movements of the piston rods (24A) of the hydraulic cylinders (24) on the support structure (20), in combination with the vertical downward movements of piston rods (22A) of the hydraulic cylinders (22) and the piston rods of the hydraulic cylinders (9A) positioned on the box structure (8C) of the excavator (16 or 17).

Realization of upward movements of the excavating means takes place by means of the reverse step sequence (from step 4 to step 1).

Figure 46 shows for step 4 the force play that forces acting on the excavation means, including drum cutters (17) or digging wheels (16), are fed into the telescopic structure from the ground reaction.

Figure 46 shows the resulting forces Fx-g and Fz-g that operate on the excavation and telescopic installations. The horizontal ground reaction forces Fx-g are passed partly via the side walls of the box structures (8D) and (23) via resilient guide wheels or resilient cylindrical guide rollers (19A) and (19C) to the support structure (20) and partly via the hydraulic cylinders (22 passed through the top side of the truss structure (23C) at the top to the main cylinders (24) connected thereto, which are positioned at the top by means of vertical springs (24B) on the support structure (20). Optionally, for accommodating the horizontal soil reaction forces Fx-g, the hydraulic cylinders (24) on the underside can be assigned kinematic degrees of freedom including spring stiffnesses in the horizontal xy plane at the location of the supporting structure (20). The vertical ground reaction forces Fz-g are collected via the successive hydraulic cylinders (9A), (22A and 24A) and through spring structures (22H) also routed via the top of the truss structure (23C) to the main cylinders (24) connected thereto. The moment due to the horizontal ground reaction forces Fx-gr is absorbed by the vertical reaction forces Fz-hc acting on the spring structure (24B) of the main cylinders (24).

Winch installation in Telescopic construction

A possible constructional version around the bending stress in the columns (9B) of the excavating installations (16 or 17) as well as in the outer hollow box construction (23) as a result of the horizontal ground reaction forces Fx acting on the excavating wheels (16) or drum cutters (17). -g can be relieved or completely eliminated by the cable installation shown in Figures 45 and 46 (21). Figure 45 shows that the cables (21 F) from the truss structure (9C) through rotatable discs (21D) about fixed axes (21 E) of the outer box structure (23) and rotatable discs (21B) about fixed axes (21B) 21C) of the support structure (20) are guided to winches (21 A) arranged on the support structure (20). In order to realize a stiffer telescopic construction and at the same time not to obstruct the vertical pressing force on the excavating means (16 or 17), the cables (21 F) are attracted by the winches (21A) with a minimum required bias.

Suction installation in Telescopic construction

In analogy with the vertically displaceable suction installation (10) shown in figures 7A and 8, a favorable configuration of the suction installation is shown on the telescopic installation in figures 45 and 46. Distinguishing from the suction installation shown in Figs. 7 and 8 is that in the telescopic installation on each suction pipe 10G a pump (25A) is connected which is connected to a flexible pressure pipe (25B) after which the ground / water mixture can be further drained to a ground storage reservoir (see also figure 48).

Procedure Dredging tool

Depending on the water depth, different configurations can be applied to dredging systems on which the dredging unit in combination with the framework, with or without the telescopic installation, can be deployed favorably.

In the relatively smaller water depths that are more common for the dredging process, the following favorable configurations can be applied.

Working method autonomous dredging tool (dredging unit and framework) under water

Figure 2 shows the dredging unit supported by a framework, which, apart from the energy supply, can be used as an autonomous tool without further aids being fully mechanized and automated operationally.

As usual, an electrical system will be used as the primary energy source for the energy supply to all tools present in the dredging unit and the framework. From the electricity network, the tools are driven directly via electric motors or indirectly via an electrically driven hydraulic drive system, consisting of hydraulic pumps and hydraulic motors connected to them.

The geometries of the gas-filled or water-filled compartments of frame beam elements (1A and 1B), support structure (8A) and box structure (8C) successively can be selected provided that the volumes and engagement points for upward forces and weight forces of the compartments correspond to each other.

This implies, among other things, that a circular cross-section can also be used as shaping the beam elements (1A and 1B) (see also figure 37). The stiffness and strength of the compartments must of course also be sufficient.

A favorable method to realize the filling of compartments with a gas, including air, takes place using a water and / or gas filling procedure already explained on pages 42 and 43 (see also figure 50).

The phases to be distinguished in the operational implementation of the dredging tool can be explained as follows.

It goes without saying that dredging equipment with slightly different geometries and compartment layout will operate according to the same principle as in the phases shown below.

Phase 1 Floating and / or sailing dredging tool (see figure 52)

Figure 52 shows the floating or sailing dredging tool consisting of a dredging unit with framework. A favorable gas / water filling degree of compartments to realize sufficient buoyancy for the dredging unit and frame work in floating state is through all compartments of the anchor pontoons (2A and 2B), frame elements (1A and 1B) of the frame work (see figure 19) and to completely fill the support structures (8A) and box structure (8C) shown in figure 1 with gas (see figure 52).

The anchor pontoons are divided into upper (2B) and lower (2A) compartments (see also Detail in figure 55). By keeping the weight force G at the center of gravity of the complete dredging unit and framework under the common point of application of the upward force B, consisting of the points of application of the driving force B1 and B2, the stability of the dredging unit and framework is guaranteed. The upward force B1 is formed here by the gas-filled frame beams (1A-1, 1A-2, 1B-1 and 1B-2). The frame beams 1A and 1B are made up of two tubes (1A-2 and 1B-2) on the top and one tube (1A-1 and 1B-1) on the bottom. The upward forces B2 are formed by the gas-filled anchor pontoons (2A and 2B).

Stability support can be achieved by using the thrusters (6A) (see Figures 19 and 39) with vertically directed thrust Fz-t (see also Figure 52). The horizontal thrust for the horizontal movement of the floating dredging implement is realized by the thrusters (6B) on the anchor pontoon (2) with thrust Fx-t (see figures 19 and 39).

Phase 2. Dredging dredging tool (see figure 53A)

From the floating phase, the dredging tool consisting of a framework and dredging unit is sunk, for example, by filling the compartments of the anchor pontoons (2A and 2B) as well as the lower tube elements (1 A-1 and 1 B-1) of the framework with water according to the water filling method described above (see also figure 50). Figure 53A shows a favorable gas / water filling degree of compartments of the dredging unit and framework in order to realize the immersion process with sufficient stability under water. Herein the lower part of the compartments of the anchor pontoons (2A) and the lower compartments of the framework (1A-1 and 1B-1) are successively filled with water in such a way that the resulting downward-facing underwater weight force G of the dredging unit and frame work is equal to the resulting buoyancy force B plus the water resistance Fw = Cd * ^1/2 pv ² * A. Here Cd is the drag coefficient, p is the density of water, v is the vertical velocity, and A is the projected area perpendicular to the velocity v proposals (see also Figure 53A).

By maintaining the underwater weight force G at the center of gravity of the complete dredging unit and framework under the common point of application of the upward force B, consisting of the points of application of the driving force B1 and B2, the stability of the dredging unit and framework is guaranteed. The upward force B1 is formed here by the gas-filled frame beams (1A-2 and 1B-2), support structures (8A) and box construction (8C). The upward force B2 is formed by the gas-filled upper anchor pontoon compartment (2B). Stability support can be achieved by using thrusters (6A) with vertically directed thrust Fz-t. The upward force formed by the high air pressure accumulators filled with air / gas is hereby neglected.

If desired for increasing the necessary vertical underwater weight force G, in addition to filling with water of the lower compartments of the frame beams (1 A-1 and 1 B-1), also the upper compartments (1A-2 and 1B-2) of the frame beams are fully or partially supplied with water by means of the previously described water filling procedure (see figure 50) (see also figure 53B).

Phase 3. Landing and positioning dredging tool (see figure

53A)

During the landing of the dredging tool, consisting of a framework with the dredging unit positioned thereon, the kinetic energy of the framework and the dredging unit is captured by the supporting structures (4) provided with springs (4C) (see also figure 39). If the bottom slope is not situated in the horizontal plane but has relatively large differences in height at the position of the slides (4A), the framework will rotate around the instantaneous diagonal axis of rotation (11) shown in Figure 37 or the diagonal rotation opposite it. axis of the framework. As a result, the framework tilts about one of the axes of rotation, for example (I -1), and the framework lands on 3 carriages (4A), wheel sets or tracks (see also figure 37). By extending the cylinder rod of the hydraulic cylinder (4F) belonging to the non-supporting carriage (4A), (wheel set or caterpillar) shown in figures 37 and 39 until the carriage (4A) (wheel set or caterpillar) touches the bottom slope undeformed framework (1A and 1B) shown in Figure 19 in an inclined plane about the x and y axes on the bottom slope.

Phase 4. Anchoring dredging tool (see also figure 54)

Subsequently, by means of the anchoring procedures as described above for screw anchors and suction anchors, using the screw anchors (5G) shown in Figure 39 or the suction anchors (38A) shown in Figures 40 and 41, the framework can be anchored in the bottom slope. Characteristic of the anchoring process is that the compartments (2A and 2B) of the anchor pontoons (2) are filled with water in order to realize the required downwardly directed vertical pressing force to absorb the upwardly directed ground reaction forces Rz-g1 during the screw anchor drilling (see also figure 54). If the pressing forces are insufficient to penetrate the screw anchors into the ground, there is the possibility of absorbing the ground reaction forces by the compartments (2A and 2B) shown in Figure 54 as well as the supporting structures (8A), box construction (8C) and / or provide the upper tubes (1A-2 and 1B-2) with water (see also figure 57).

Phase 5 Periodic back and forth dredging unit movement during excavation process (see also figure 56)

After the frame work shown in Figure 19 is anchored in the ground, a stiffened frame is created which, by means of the frame beams (1A), serves as a guide for the horizontal displacement of the dredging unit in the x direction by applying a combination of pulling and celebrating winches (3A). The towing winches provide a pulling force Fk. (see figure 56). The hydraulically or electrically driven winches (3A) positioned on both crossbeams (1B) and anchor pontoons (2) are connected to the displacement structure (7) via steel wires (3B) (see figures 1 and 2). In order to prevent the steel cables from becoming slack and for realizing a form-retaining framework, the celebrating winches (3A) are provided with a certain prestressing Fkv.

By means of the pulling winches (3A) in combination with the celebrating winches (3A), under a certain pre-stress, the dredging unit (see figure 1) is displaced in the longitudinal positive x direction. Hereby the soil is excavated over a full width B (see figure 5) under the influence of the vertical downward force Rz-g2 of the hydraulic cylinders (compare 9A in figure 1) over the full width B (see figure 5) below a certain speed V in x-direction (see figure 56). After the dredging unit has covered the forward stroke in the positive x direction over a stroke length L in the negative x direction, the truss structure (9C), including the excavating means - including excavator wheel (16), drum cutter (17) or drag head (18) is incorporated. - a standard vertical feed Zg or downward displacement in the z direction imposed by the vertical downward force of the hydraulic cylinders (compare 9A in figure 1). After this, the dredging unit is forced to reverse in the positive x direction by reversing the pulling (3A) and biased winches (3A). The periodic reciprocating movements of the dredging unit over stroke length L takes place repeatedly until the excavation means have been moved over the entire excavation depth Z-total. Figure 46 shows that the full excavation depth Z total when the telescopic structure is used in the dredging unit is reached after the hydraulic cylinders (24, 22 and 9) have taken up the maximum vertical displacement in downward or negative direction. During the excavation process, the vertical soil reaction forces Rz-g2 are absorbed by either the underwater weight G of the framework and dredging unit or by the vertical resistance forces of the screw or suction anchors Fza.

To increase the vertical pressing forces, the upper compartments of the frame beams (1A-2 and 1B-2) may optionally be partially filled with water (compare filling compartment according to figure 53B). If desired, for an even further increase in the necessary vertical pressing forces, all compartments of the anchor pontoons (2A and 2B), frame beams (1A and 1B) and box constructions (8A and 8C) can be completely filled using the previously described water filling procedure (see figure 50). are supplied with water (compare filling compartments in accordance with figure 57).

The horizontal ground reaction forces Rx-g2 are absorbed via the winch forces Fk and Fkv by the screw or suction anchors (see also figure 56).

In order to ensure that during each periodic movement of the dredging tool the bottom slope on either side of the dredging tool has sufficient stability to prevent failure, it is necessary that, particularly in loosely packed and cohesion-free soil types, the teeth (35F) operating transversely, as shown in Figure 6, provided excavators (35A) the steepness of the bottom slope must be checked and excavated. The excavating means to be moved transversely over a certain standard distance after each periodic movement of the dredging unit is realized by a horizontal hydraulic cylinders (35B and 35C) fixed at the top of the truss (9C) in transverse direction (see also detail A in Figure 6). For stiffness reasons, the cylinder rods (35B) are encased in cylindrical, perforated, hollow hollow cylinders (35D) connected to the inner stationary bearing rings (35E). The excavating means (35A) is preferably driven by a high-torque and low-speed motor (35H in detail B of Figure 6) fixed around the cylinders (35D). In order to absorb the torque of the motor (35H), the cylinder jackets (35C) and the hollow cylinders (35D) that can be moved around it longitudinally can be provided successively with external and internal teeth (see detail C in figure 6). ).

Phase 6: Pulling up anchors and digging / suction installations for the dredging unit and horizontal displacement of frame work over a stroke length L (see also figure 55).

After the desired excavation depth has been reached, the excavation means, including excavator wheel (16), drum cutter (17) or drag head (18) are moved upwards in the vertical z direction such that the excavation means (16-18) moves above the bottom of the body of water. Figure 1 shows that realization of the vertical displacement of excavating means (16-18) in combination with the suction installation takes place by a vertical displacement of the truss structure (9C), which is effected by a vertical displacement of the columns (9B) that are connected to the hydraulic cylinder rods (9A). Subsequently, the screw anchors (5G) anchored in the ground are removed from the ground by vertical displacement of the hydraulic cylinder rods of the hydraulic cylinders (5C) (see also figures 39 and 55) in combination with screwing up or turning of the screw anchors ( 5G) by means of the high torque and low speed motors (5E) coupled to the screw anchors (see also figure 44). During the upwardly directed vertical displacement of the hydraulic cylinders (5C), the vertically downwardly directed forces of the hydraulic cylinders (5C) on the anchor pontoon (2) are absorbed by the supporting structure (4) (see also figures 39 and 55) ), which are absorbed by the ground reaction forces Rz-g1 via the carriage (4A), wheel set or caterpillar (see figure 55). It should be noted that the size of Rz-g1 in this phase 6 can differ substantially from the size of Rz-g1 in phase 4.

The necessary vertical forces to pull the screw anchors (5G) out of the ground can also be realized by the vertical thrust forces of the thrusters (6A) (see figures 39 and 55) or by the upward force B2 from the gas-filled anchor pontoon compartments ( 2A and 2B) (see Figure 55).

If provided with suction anchors (see figure 42), these can be removed from the ground by removing the underpressure in the cylinder space by filling the cylinder with ambient water by opening the valve (38R) (see figure 42), after which the hydraulic cylinders ( 5C) move the suction anchors up (see figures 40 and 41).

After the screw and suction anchors have also been moved above the bottom surface, it is possible to move the framework horizontally over the stroke length L (see Figure 56) through the propulsion systems of the thrusters (6B) connected to the anchor pontoons. The cycle then repeats from step 4, in which placement of the framework takes place on the bottom surface.

Phase 7: Excavation process through continuous horizontal movable framework (see also figure 57).

Horizontal displacement in x-direction of the dredging unit and the framework in combination with the operational dredging process with occurring horizontal soil reaction forces Rx-g2 can also be realized using the horizontal thrust Fxt in the horizontal X-direction of the thrusters (6B). The vertical soil reaction force Rz-g2 is absorbed by the underwater weight G of the framework and the dredging unit. In order to increase the necessary vertical pressing forces, all compartments of the anchor pontoons (2A and 2B), frame beams (1A and 1B) and box structures (8A and 8C) can be provided with the previously described water filling procedure (see figure 50). water.

Phase 8: Taking off the dredging tool

Provided that the screw (5G) or suction anchors (38A) have been removed from the ground by the hydraulic cylinders (5C), preparations for taking off the dredging tool consisting of a framework and dredging unit can be started. Starting from Figures 54 and 56, the dredging tool can be raised by squeezing water out of the compartments of the anchor pontoons (2A and 2B) as well as from the lower tube elements (1A-1 and 1B-1) of the framework by means of the previously described water expulsion procedure (see figure 50). By maintaining the weight force G at the center of gravity of the complete dredging unit and framework under the common engagement point B, consisting of the engagement points of the driving force B1 and B2, the stability of the dredging unit and framework is guaranteed. Stability problems can possibly be overcome by the thrusters' vertical thrust (6A).

In fact, the gas filling situation of the dredging tool in this ascent phase is identical to the gas filling situation as shown in the floating phase 1. The upwardly directed speed of the dredging tool can possibly be slowed down by, for example, the compartments of the lower compartments (1 A-1) and 1 B-1) or the lower compartments (2A) of the anchor pontoons to be fully or partially filled with water.

Working method for dredging tool above water level

A favorable embodiment of the dredging unit in combination with framework and possibly telescopic construction that can be deployed above water level is shown diagrammatically in Figure 58. The displacement of the framework in longitudinal x-direction and side-left y-direction takes place by means of the in Figure 58 and 43 self-propelled wheels (4A-3 and 4A-4) or similar displacement mechanisms including powered tracks. If the soil transport takes place in the form of a water / soil mixture by means of pumps in combination with pipeline systems, the excavation means must be positioned under water.

The excavation processes can be carried out on the basis of reciprocating excavation cycles, with the screw and suction anchors anchored in the soil (compare phase 5 - page 56).

The forces that occur and act on the dredging tool can be described as follows.

Rx-g2 = Reaction forces of soil on excavators in x-direction

Rz-g2 = Reaction forces of soil on excavators in vertical direction

Rx-a1 = Reaction forces from the ground acting on the screw anchors in x-direction

Rz-g1 = Reaction forces from the ground acting on the screw anchors in the z direction

F-d - Driving force on wheelsets

F-k = Lifting winch force

F-vk = Pre-tensioning winch

G = Weight force excavation installation working on the ground.

Of course, the dredging tool above water can also perform dredging work in one direction, wherein the horizontal ground reaction forces are absorbed by the driving forces F-d on the wheel sets.

Dredging tool connected to a floating vessel by means of hydraulic cylinders.

A favorable embodiment of the dredging unit in combination with framework and telescopic construction that is deployed on a floating vessel (27) in relatively low water depths is shown in figures 59 and 60. Figures 59 and 60 show that the coupling between the floating vessel (27) and the framework is realized by hydraulic cylinders (22). The hydraulic cylinders (22A) are supported at the top by means of plates (22G), between which springs (22H) are clamped, vertically resiliently supported on the floating vessel (27) (see figures 59 and 60). Along a guide cylinder or radial slide bearing (22J) connected to the floating vessel (27), the envelope tube (22B) can be moved in vertical direction (see also Figures 59, 60 and 62). In figures 59, 60 and 62 it can be seen that the enveloping tube (22B) can be guided in the vertical direction along the circular guide rings (221) received on the outside of the cylinder casing (22A). Figure 62 shows that both the piston rod (22A) and the envelope tube (22B) are fixed at the bottom to the fixed shafts (22D), thereby also creating a fixed connection between the envelope tube and the piston rod (22A).

Springs (22F) are received between the annular plates (22E), as a result of which the piston rods (22A) can be displaced in the X-direction as well as in the Y-direction together with the surrounding tubes (22B). Figure 62 shows that the cross-shaped shafts (22D) can slide in axial X or Y direction, the displacements of the shafts (22D) being limited by the slots received in the box (22C). Figures 60, 61 and 65 show that the boxes (22C) are fixed on the anchor pontoons (2).

A significant advantage of this design is that the required vertical loading force on the excavating means (16-18) is achieved by the weight of the floating vessel (27). In fact, the downward force on the excavation means (16-18) is realized in that the floating vessel (27) is lifted out of the water by the hydraulic cylinders (22). As a result, the compartments of the frame beams (1A and 1B) need not be supplied with water for the necessary vertical pressing force.

Another advantage is that the excavation means can continue the excavation work while retaining the necessary pressing force during ship movements and irregular bottom slope by using the springs (11G) of the excavation means (see also figure 65), whereby via the hydraulic cylinders (9A) and columns (9B) of the dredging unit a constant pressing force is exerted on the truss structure (9C) and thus on the excavation means (16, 17, 18).

Figure 65 shows diagrammatically the dynamic model with which the dredging unit and the framework work can absorb external forces from the irregular bottom slope or from the ship's movements. Apart from the spring constructions of the carriage support (4C), the excavating means (11G), the hydraulic cylinders (9F) and the wheel sets in the displacement structure (9L), which have previously been described in the dredging unit and framework, are as additional springs (22F in Figure 62) included in the box (22C) and springs (22H) on the top of the hydraulic cylinders (22H). Figure 65 shows which dynamic displacements the spring constructions undergo successively from the excavation means (11G) and the carriage support (4C) as a result of a swinging movement of the floating vessel through an angle φ in an irregular bottom slope. An additional advantage of this configuration is that both the floating vessel (27) and the dredging implement can be provided with a propulsion system.

The ground / water mixture is discharged to ground storage reservoirs by means of the pump (25A) shown in figure 47 and a pressure pipe system connected thereto. Figures 59 and 60 show by way of example how the ground-water mixture is discharged via the pressure pipe system (25B) and via spray nozzles (25C) into floating self-propelling containers (28), which are located on opposite sides of the floating vessel (27). can be positioned. Another favorable possibility is realized by discharging the soil / water mixture via a floating or non-floating pressure pipe system (25) to a landfill.

Dredging tool linked to a floating vessel by means of hinged hydraulic cylinders.

An identical favorable configuration of dredging unit and framework as described above and illustrated in figures 59, 60 and 65, with the significant difference that the hydraulic cylinders (22) are provided with ball joints (26A and 26B) that form a flexible connection between the floating vessel (27) and the four anchor pontoons (2) connected to the framework are shown in figures 61 and 64.

The major advantage of this configuration is that complete disconnection has taken place between the movements of the floating vessel (27) and the framework on which the dredging unit and a possible telescopic installation are positioned while maintaining the necessary vertical pressing force on the excavating means. As a result, the excavation means will be able to carry out the excavation work independently of the ship's movements while retaining the required pressure. Figure 64 shows diagrammatically the dynamic model with which the dredging unit and the framework work can absorb external forces from the irregular bottom slope or from the ship's movements.

Similarly, Figure 64 shows which dynamic displacements the spring constructions of successively the excavating means (11G) and the spring box (22C) - with the shafts (22D) included therein coupled to the piston rods (22A) - (see also Figure 62) as a result of an irregular bottom slope in combination with successively a pendulum movement (roll) through an angle φ, stamping movement (heave) over a distance z and lateral movement (sway) over a distance y from the floating vessel. As can be seen in figure 64, the framework including dredging unit will not experience any displacements as a result of the movements of the floating vessel and the irregular bottom slope. Disruptions in the movement pattern due to ship movements and / or the irregular bottom slope can be absorbed by the springs (22H) and (11G) (see also figure 64).

In analogy with the method described in Figures 59 and 60 for the required vertical pressing force on the excavating means, also with this construction the vertical pressing force is realized by the weight of the vessel (27) lifted out of the water or as a result of the compartments of the frame beams (1A and 1B) filled with water.

Dredging installation and ground storage installation

Suitable embodiments for dredging installations that can be used for earth excavation, soil storage and vertical transport up to very large water depths are distinguished in this invention by the way in which the vertical transport of soil takes place.

Related to the technology used, the following embodiments are applicable herein.

1. The soil / water mixture of the excavating means is pumped by means of pumping installations and pressure pipes connected thereto to the floating or non-floating soil storage reservoir positioned above water level.

2. From the soil / water mixture of the excavating means, the soil is stored in soil storage containers, which are positioned on a framework fixed in the water bottom, the vertical transport of the soil storage containers taking place through the upward force of the upper compartment. gas stored from the ground storage container.

3. From the soil / water mixture of the excavating means, the soil is stored in soil storage containers, which are positioned on a framework fixed in the water bottom, the vertical transport of the soil storage containers taking place through the tensile forces of the steel cables coupled thereto, which are connected to winches positioned on the floating vessel.

Alternative possibilities are based on a combination of embodiments 1 and 2 and 1 and 3, wherein the soil / water mixture consisting of the soil stored in the soil storage container mixed with a water stream, through a pump and pressure lines connected thereto to the above water level positioned floating or non-floating ground storage reservoirs is pumped.

The main disadvantage of embodiment 1 is the clogging in the pressure pipes as a result of soil particles with different diameters that are transported vertically in the same pressure pipe. Because embodiments 2 and 3 do not use a pressure line, the aforementioned problem of embodiment 1 is eliminated.

From an energy point of view, embodiment 3 is the most favorable since the total efficiency is higher than that of embodiments 1 and 2 (see also Figure 91).

It is assumed here that the efficiency of the winch drive η-Ι (Version 3) is higher than the pump efficiency η-ρ (Version 1) and also higher than the returns for polytrope gas compression η-c and gas expansion η-e (Version 2) .

Embodiment 1 - Dredging and Ground storage installations

Starting from the dredging installation (figure 2), the ground / water mixture can be pumped directly from a pump (10R) positioned on the dredging installation (see also figure 8) or indirectly via pumps (10R) positioned on the ground storage installation (see figure 77). pressure pipes are transported to the water surface.

In anticipation of the yet to be specified ground storage installation in embodiment 2, the soil / water mixture supplied from the longitudinally displaceable excavating means and suction installation is supplied via the suction line system (10B ... 10H) shown in Figure 80 and via the successively stationary ground storage installation (see also figures 77 and 81) successively positioned suction pipes (101), flexible pipework (10J) and pipes (10K and 10L) wound around the carousel (32) and subsequently sucked directly through the pumps (10R) via pressure pipes to the water surface to be transported.

Embodiment 2 - Dredging and Ground storage installations

Embodiments 2 of the dredging installation are shown in figures 66 and 67.

A possible implementation of the dredging installation is made up of successively:

1. Dredging unit-framework installation (see also figure 2)

2. Ground storage installations (see figures 72 and 73) on either side of the dredging unit framework installation (see also figures 66 and 67).

3. Floating vessel (29) (see Figures 66 and 67) to which the dredging-frame installation and ground storage installations are connected by steel cables (30B) of the winch drives (30A) and which also serve for storage of the ground storage containers and as ground transfer installation of the ground storage containers (33A and 33B) to, for example, self-propelled bins (28).

1. Dredging unit-framework installation (see figure 2)

Depending on the desired excavation depth, the dredging unit may or may not be equipped with a telescopic structure (see Figures 45 to 48). Both in terms of design and method, the dredging unit and the framework work with or without a telescope construction are identical to the dredging unit and framework work described above. For guidance of the flexible suction line (101), in the figures 2 and 74 guide structures (32J) or "fair leads" are positioned in which, for example, guide rollers are arranged around the square hole on the inside.

2. Ground storage installations (see figures 72 and 73)

A possible favorable embodiment of the ground storage installation consists of successively the flexible framework (see figure 19 and figure 37) with associated anchor pontoons (2), screw (5) or suction anchors (38 in figure 40) and support mechanisms (4 ) provided with, among other things, the slides (4A), wheels or tracks and hydraulic cylinders (4F) shown in figure 39. The framework is stiffened by, for example, receiving the tubular beam element (1E) shown in Fig. 73 in a diagonal direction. For guiding and fixing the ground storage containers (33) in a truss structure support (33I), the ground storage containers (33) are positioned at the bottom, for example by means of pointed cylindrical guide pins (33C) in a catch (33H) which is received in, for example, a lattice structure support (33I) which in turn is fixed on, for example, support platforms (30) (see Figures 73). The support platforms (30) are fixed on the frame beams (1A). The guide pins (33C) on the underside are connected by means of steel cables to winches (33J) positioned on the support platform (30) and at the top are connected by means of guide pins (33C) via steel cables (33D) to the winches (31A) shown in figure 67 ). By means of this structural design, the ground storage containers (33) are enabled to be transported vertically to the floating vessel (29) under a certain bias in the cables (33D) on either side of the containers by the upward force of the air compartments (33A) , without the current or wave movements being able to influence the vertical course (see also figure 67). Conversely, the ground storage container (33) with compartments fully supplied with water under a certain pre-stress in the cables (33D) can be sunk in a fully vertical direction and be positioned on the ground storage framework. Optionally, a portion of the upper gas compartment (33A) of the container (33) can be used for the upward force to compensate for the underwater weight of the container.

The excavated soil from the Dredging Unit is ultimately transported as a soil / water mixture via suction pipes (10I) (see also figures 74 and 77) to the soil storage installation. Because the dredging unit / framework installation is imposed during the dredging process on a horizontal displacement in x-direction, sufficient suction pipe length must be available to be able to bridge the distance with the stationary soil storage installation (see also figure 66). In order to create additional suction line length, a carousel (32) is included in the center of the framework (see also figures 72, 73,74 and 75), consisting of a support structure (32A) provided with bearing structures (32D) on top (see figure 74) and bottom (see figure 75) around which a rotor (32B) can rotate (see also figures 74 and 75). A possible embodiment of the bearing structure (32D) is shown in Figure 76, in which the flexible line (10J) rotatable about the center line can rotate via bearings (32D1) in the bearing housing, provided with seals (32D3) and discharge into the fixed with the bearing housing (32D2) connected pipe (32J).

Flexible pipes (10J) are wound around the rotor (32B), which are connected to pipes (101) which are enclosed at the top via a guide mechanism (32F) by means of guide rollers around the square hole (also known as 'fair leads'), a displacement can be imposed in the transverse direction (see also figure 74). The guide mechanism (32F) also provides guidance for the vertically displaceable conduits (10J) to be deployed by using springs (32H) included therein (see Figure 74). The guidance of the resiliently supported guide mechanism (32F) during the vertical movement takes place around fixed shafts (32I) (see also figure 74). The flexible conduit (101) is further passed through a locating mechanism (32J) positioned on the box construction (8C) (also referred to as "fair leads"), also provided with roller guides, to the overlying tube (10H).

On the underside of the rotor, the pipe (10J) is coupled by means of the bearing (32D) and a fixed hollow cylindrical tube (32J) to a pipe (10K) positioned in the transverse direction, which is connected to suction pipes leading to the various ground storage facilities. containers (see also figure 75).

On the upper side of the support structure of the carousel (32A) there is the possibility of receiving the high-pressure gas accumulators (34A), from which the upper compartments (33A) of the ground storage containers can be supplied with gas (see figures 72 and 73).

The working method of the dredging unit / framework and ground storage installations can be subdivided into phases as follows.

Phase 1: Sailing phase / Floating phase

The floating dredging unit / framework installation and the floating ground storage installations connected to both sides in the floating and / or floating phase can be connected by means of, for example, steel cables (30B) of winch drives (30A) to a floating vessel (29) ) (see also Figure 67). The water or gas filling of the compartments in the dredging unit / framework installation is identical to the floating and / or floating phase 1 of the stand-alone autonomous dredging unit / framework installation shown in Figure 52. A possible favorable water or gas filling in the ground storage installations of the successive compartments of frame beam elements (1A and 1B), anchor pontoons (2A and 2B), ground storage containers (33A and 33B), gas accumulators (34) and the pipes ( 10J) in the carousel (32) during the sailing phase, with sufficient stability as shown in Phase 1 of Figure 79. In order to achieve sufficient stability during the sailing and floating phase of the ground storage installation, it is possible to lower the common center of gravity shifting by not placing both the accumulators (34) and the ground storage containers (33) in the first instance on the ground storage installation, but in the second instance securing them in a further phase. The pipes (10J) in the carousel will be filled with air in this phase.

The method of water or gas filling of the compartments is identical as described in figure 50.

Fixation of the dredging unit / framework installation and the ground storage installation during the floating and sailing phase in the horizontal xy plane takes place by temporary connection of the mutual anchor pontoons (2) (see also figure 67).

Maintenance and repair work on the excavating means (16 and 17) can be carried out above the water level by successively lifting the dredging unit and framework installation via the winches (30A) to the maximum position (see also figure 67) as well as the hydraulic cylinders ( 8B) and to position the box construction (8C) in the highest vertical position (see also figure 1). The propulsion for the horizontal displacement of the floating vessel (29) and the dredging unit / framework installation and ground storage installation connected thereto can take place by means of the thrusters (6B) included in the floating dredging unit / framework and ground storage installations (see figures 2) and 39) whether or not in combination with thrusters included in the floating vessel (29).

Phase 2: Sinking, positioning and anchoring dredging unit / framework work and ground storage installation connected to both sides (see figures 67 and 79).

From the floating phase, the dredging unit / framework work installation and ground storage installations are submerged.

The immersion procedure can be performed in two ways.

In the first method of sinking, the dredging unit / framework installation is first sunk under the guidance of the celebrating winches (30A). The immersion process is identical to the immersion process (phase 2) of the autonomous dredging unit and framework, with the air / water filling degree of compartments in the dredging unit and framework being shown in Figure 53A. The flexible pipelines (10J) around the carousel (32) are hereby unwound until the installation is positioned on the water bottom.

The procedures for landing, positioning and anchoring the dredging unit and framework work are identical to the procedures described in phases 3 and 4 for the autonomous dredging unit and framework work.

After the dredging unit in combination with the framework is anchored in the water bottom, the symmetrically located ground storage installations are submerged by realizing a favorable degree of gas / water filling of the compartments according to phase 4 in figure 79 in combination with the celebration of the floating vessel on the floating vessel (29) positioned winches (30A), which are connected via steel cables (30B) to the ground storage installations (see figure 67).

A favorable gas / water filling degree of compartments of the ground storage installation to realize the immersion process with sufficient stability under water is successively through the lower compartment of the anchor pontoons (2A), the framework (1A and 1B) and the lower compartment of the ground storage - to fill containers (33B) completely with water and to fill the upper compartment of the ground storage containers (33A) and anchor pontoons (2B) as well as the gas accumulators (34) with gas (see also figure 67 and phase 4 in figure 79) ). Depending on the stability situation, the suction line network (10) can be completely filled with water or gas. The resulting downwardly directed weight force G2 is here equal to the resulting upward force B2 of successively the gas compartments of the ground storage containers, upper compartments anchor pontoons (2B) and the high pressure accumulators (34) as well as the upward directed water resistance Fw2 = Cd * ^1/2 pv ² * A. Here Cd is the drag coefficient, p is the density of water, v is the vertical velocity, and A is the projected area perpendicular to the velocity v (see also figures 67 and 79). The stability can optionally be corrected by the thrusters' upwardly directed thrust (6A).

For correction, of course, the position of the screw anchors, in contrast to those shown in Figs. 67 and 79, is situated above the slides (4A).

After landing on the water bottom, whereby the kinetic energy of the ground storage installation is collected by the previously described spring-loaded carriage support structure (4), the ground storage installations are anchored in the water bottom. The relief of the vertical upward ground reaction forces

Rz-g2 on the screw anchors (5) (see phase 3 in Figure 79) is realized by filling the upper anchor pontoon compartment (2B) with water or using the thrusters (6A) vertical downward thrust.

The advantage of successive immersion processes of successively the dredging unit / frame work installation and successively the two ground storage installations is that after anchoring of the dredging unit / frame work installation has taken place, this frame work literally acts as an anchor for the ground storage installations to be subsequently immersed. The rolled out flexible pipelines (10J) of the carousel that operate as guide wires ¹ must have sufficient strength. By holding the flexible pipelines (10J) around the carousel tightly during the sinking of the ground storage installations, by winding the pipelines around the carousel, the sinking of the ground storage installations can take place and close in a controlled manner the ground storage installations on the ground on both sides are well connected to the dredging unit / framework installation.

One method whereby the connection of the dredging unit / framework work and the ground storage installations connected to both sides can be better guaranteed is to simultaneously sink all installations synchronously on the basis of synchronized celebrating winches (30A) (see also figure 67). Because the system of installations is symmetrical and the resulting upward forces B1 and B2 of all installations are above the resulting underwater weight forces G1, G2, the stability of the entire system of installations is guaranteed.

Phase 3: Excavation of soil and filling of ground storage containers with soil.

After the dredging unit / framework installation and the ground storage installations are all anchored in the waterbed, the excavation processes of the soil can be carried out as already explained for the autonomous dredging unit and framework combination in Phase 5 (page 56) according to a periodic reciprocating movement of the dredging unit (see figure 56) or as explained in phase 7 according to a horizontally movable framework (see figure 57).

Figures 80 and 81 schematically show a favorable set-up of the suction installation included in the dredging unit / framework installation in succession and the ground storage installations coupled thereto.

From figures 80 and 81 it can be seen that from the excavation means (16, 17 or 18) (point 10.1) the ground / water mixture via casing (10B) and converging casing (10C) (point 10.2) to the suction line (10D) ), which is vertically resiliently retractable and extendable in the vertically displaceable lattice structure (9C) (see also figure 1). Figures 80, 7 or 8 show that the suction pipes (10E) from in this case five consecutive excavation means pass into one overarching suction pipe (1 OF) (point 10.3), which is vertically retractable and extendable in a suction pipe (10G) accommodated in a box-shaped structure (8C) (see Figures 1 and 7B).

It can be seen from figures 80 and 74 that four overhead suction lines (10G) positioned on the box-shaped structure (8C) via point umbrella (1 OH) to the supply suction lines (101) (point 10.5) of both ground storage installations are supplied (see also figures 77 and 81). The flexible supply suction lines (10J) are provided with remote-controlled valves K1 (see also figure 81) which, when opened, will guide the soil / water mixture to the relevant soil storage installation. In figure 74 it can be seen that the supply suction lines (101) in this case are supported by a roller guide (32J), also called 'fair lead', and a guide mechanism movable in the vertical direction and supported by springs (fair lead) ( 32F) through which flexible conduits (10J) are guided, which are wound around the cylindrical carousel rotor (32B). Subsequent to the exit (point 10.6) of the carousel (32), the ground / water mixture is successively connected via the common pipes (10K) (point 10.7) (see also figure 75), containing the remote-controlled valves K2 and K3, the common horizontal lines (10L) (point 10.8) and vertical lines (10M), provided with remotely operated valves K4 to K11, routed to the diffusers (1 ON) of the ground storage containers (33) (point) 10.9) where the sedimentation or sedimentation process of soil particles takes place. At the exit of the ground storage container (33), via a converging outlet piece (10O), the water is supplied via the outgoing vertical pipe (1 OP), which contains the remote-controlled valves K12 to K15, the water via the joint pipe (10Q) (point 10.10) discharged to one or more centrifugal pumps (10R). The flow to the centrifugal pumps can be increased by parallel connection of the pumps by means of remote-controlled valves or valves K16 to K21. By squeezing water away from the centrifugal pumps (10R), a vacuum is created in the ground storage containers, as a result of which the suction of the soil / water mixture from the suction line (10B) at the location of the excavation means (16, 17, 18) to the ground storage containers (33) is initiated.

Figs. 77 and 78 show favorable embodiments of the suction line system from the outgoing suction line (101) from the dredging unit / framework installation to the centrifugal pumps (10R). The configurations of the suction line systems shown in Figs. 77 and 78 are distinguished in that in Fig. 77 a vertically displaceable suction line (10F) is included in an enclosing suction line (10G) and in Fig. 78 a flexible suction line (10Z) is included which is mounted by means of the U -flexible pipe profile has extra length available for vertical displacements of the excavating means (16, 17, 18).

Phase 4 Container filling procedure

Storage of the soil particles takes place in the storage container (33) (see also figures 73 and 82 to 86). For a description of the sedimentation or sedimentation process of the soil particles, for longitudinal vertical sections A-A different favorable embodiments of the storage container are shown from the top view of the storage container (see Fig. 87). The upper plate of the upper compartment (33A) is omitted in figure 87. For the sake of simplicity, the shape of the storage container is shown in Figs. 82 to 86 and 87 as a rectangular box, but it goes without saying that for larger water depths a cylindrical storage container with semi-spherical ends or a complete spherical storage container in terms of strength as having more favorable properties for water resistance in hoisting and settling operations.

In Fig. 82-Embodiment A, the soil / water mixture is supplied via two inlet openings of a diffuser (10N) which are received at the top on either side of the container. At two converging discharge openings (100) positioned in the middle of the container, the water is sucked in via the vertical line (10P) to the joint discharge lines (10Q) connected to the suction lines of the centrifugal pumps (10R). A favorable embodiment, which prevents soil particles from being discharged from the soil storage container above a certain grain size via the discharge lines (10P), consists of a filter or screen (33D) with holes in size corresponding to the maximum permissible grain size of the soil particles. The filters or sieves (33D) can be sprayed clean using a self-cleaning sprayer (10T).

Other favorable embodiments of the ground storage container are schematically shown in Figures 83 to 86 in the successive Embodiments B to E, which are distinguished by the number and positions of in- (1 ON) and outgoing (100) openings in combination with horizontal settling plates (1 OS) on the top of the storage container.

Version B: 2 inputs (1 ON) on the top and 2 outputs (100) on the top including sediment plates (10S) on the top with a relatively short length (see figure 83).

Version C: 2 inputs (1 ON) on the top and 2 outputs (100) on the top including sediment plates (1 OS) on the top with a relatively longer length (see figure 84).

Version D: 2 inputs (1 ON) on the top and 2 outputs (100) on the bottom including sediment plates (1 OS) on the top with a relatively short length (see figure 85).

Version E: 2 inputs (1 ON) on the top and 2 outputs (100) on the bottom including sediment plates (1 OS) on the top with a relatively longer length (see figure 86).

In order to promote the settling process of the soil particles, in embodiments A to E, a diffuser (1 ON) is included at the entrance or entrance of the storage container. The diameter ratio between the surface area (perpendicular to the flow) of the input cross-section and the area (perpendicular to the flow) of the output cross-section of the diffuser (1 ON) is such that the velocity of the soil particles is sufficiently low to be effective settle down. The principle of settling is based on the mechanisms that apply to the settling or sedimentation processes, such as those that take place in the hopper dredger and that are described as such in the professional literature.

In the embodiments A to E the streamlines of the two-phase ground / water fluid flows are shown together with the speeds V and gravity acceleration g acting on the soil particles.

Other possible favorable embodiments include:

Configuration 1: 2 inputs on the bottom and 2 outputs on the top including or excluding settling plates (with variable length) on the top. The settling plates and exits hereby conform to the geometry as shown in figures 83 and 84.

Configuration 2: 2 inputs on the bottom and 2 outputs on the bottom including sediment plates (with variable length) on the top. The settling plates and exits hereby conform to the geometry as shown in figures 85 and 86.

Configuration 3: 1 input at the top and 1 output at the top including or excluding settling plates (with variable length) at the top (longer settling path or route). The settling plates and exits hereby conform to the geometry as shown in figures 83 and 84.

Configuration 4: 1 input on the top and 1 output on the bottom including sediment plates (with variable length) on the top (longer sedimentation route / route). The settling plates and exits hereby conform to the geometry as shown in figures 85 and 86.

Configuration 5: 1 input on the bottom and 1 output on the top.

In order to keep the soil particles above a certain grain size within the lower soil storage compartment of the soil storage container, soil filters or sieves of a hole or sieve size determined by the maximum grain size are included in the outlets (100) (see also Figure 82).

Phase 5 Vertical transport containers

The disadvantages of current conventional methods of vertical ground transportation using centrifugal pumps described on page 4 of this invention can be overcome by the vertical underwater transportation of the - in the lower compartment (33B) of the ground storage containers (33) stored soil particles to take place due to the upward force of air or comparable gases stored in the upper compartment (33A) of the storage container (33) (see also figure 73).

Comparison of the energy required for vertical transport between the current conventional methods of centrifugal pumps and the gas-supplied containers can be explained with the aid of Figure 91.

Figures 89 and 90 show the cycle of the various periodic process phases that are traversed during the filling procedures of soil in the lower compartments (33B) of the soil storage containers (33) and the vertical soil transport.

In view of the disadvantages of the current conventional methods of vertical ground transport under water using centrifugal pumps (see embodiment 1), using the upward force of a gas with a specific mass smaller than that of water (under a certain ambient temperature), the soil stored in the bottom compartment of the soil storage container can be transported vertically upwards.

Process phase 1:

In process phase 1, both compartments (33A and 33B) of the storage container are filled with water with ambient pressure PO. The water in the upper compartment (33A) has a volume (V1-V2). The accumulator (34A) coupled to the storage container has a pressure P2 and volume V2. All filling systems including the compressor drive are inactive.

Process phase 2:

The sinking of the storage container (33) including the accumulator (34A) takes place under a constant speed V under a vertical balance of forces consisting of the weight force (underwater) of the container on the one hand and the upward force of the accumulator Fo increased by the water resistance Fw , either

Fg = Fo + Fw.

- Total upward force

- Upward force through accumulator

- Specific mass of water

- Volume accumulator

- Acceleration gravity

- Water resistance storage container

- Zinc speed storage container

- Water resistance coefficient container

- Total weight (under water)

- Underwater weight container

Fo = Fv2

Fv2 = p-w * V2 * g p-w

V2

Fw = Cd * 1/2 * pw * V ²

V

CD

Fg = Fc ow

Fc-ow

N.B. Optionally, a certain portion of the upper gas compartment (33A) of the ground storage container can be used to compensate for the underwater weight of the ground storage container.

Process phase 3

Once incorporated into the storage container installation on the water bottom, the water is expelled from the upper compartment (33A) against the ambient pressure P1 through the opened valve K5 by allowing air to flow from the accumulator (34A) according to polytrope expansion via successively the opened valve K1, the pressure control valve K6 which is opened if the pressure is greater than P1 and the volume flow control valve K7 (set to a volume flow Qv-g1). The volume flow Qv-g1 corresponds to the ground supply flow in the lower compartment (33B), in the sense that the upward force due to the gas in the upper compartment (33A) is equal to the underwater weight of the ground in the lower compartment compartment (33B).

Process phases 4-5

Continuation of the supply flow Qv-g1 from the accumulator (34A) according to polytrope expansion via successively valve K1, pressure control valve K6 and volume flow control valve K7 takes place to the upper compartment (33A), resulting in a volume increase 'v' of gas in the upper compartment (33A) (see 4). Continuation of the volume flow takes place until in process phase 5 the total amount of water from the upper compartment (33A) has been expelled against the ambient pressure P1 and the gas in the compartment with volume (V1-V2) has a pressure P1. In proportion to this, the amount of soil in the lower compartment (33B) has increased to a value at which during the ascent (process phase 6) a balance of forces is created between the total upward force Fo and the total downward force Fg.

The total theoretical energy Ee (without energy losses) that is released from the polytrope expansion of a gas with pressure P2 to P1 is at least equal to the work A for the water against the ambient pressure P1 from the upper compartment (33A) with Volume V1-V2 off to float. The polytrope expansion energy E-e released is equal to the surface 1234 shown in Figure 92 in the P-V diagram.

The theoretical work for expelling the water is equal to A = p1 * (V2-V1).

The energy released is equal to

Ee = (n / n-1) * P1 * V1 * [(P2 / P1) ^(ri ' ^{1 / n} > -1), where n represents the polytrope exponent.

Process phase 6

The take-off of the storage container (33) including the accumulator (34A) takes place under a constant speed V under a vertical balance of forces consisting of the total upward force Fo which is equal to the sum of the total weight force (under water) of the container and soil (Fg) and water resistance Fw, or Fo = Fg + Fw.

- Total upward force

- Upward force through accumulator and compartment

- Volume (accumulator + compartment)

- Gravitational acceleration

- Water resistance storage container

- Surface storage container (perpendicular to speed V)

- Water resistance coefficient container

- Zinc speed storage container

- Total weight (under water)

- Underwater weight container

- Underwater weight soil

- Ground volume

- Specific mass of soil

- Specific mass of water

Fo = Fv1

Fv1 = p-w * V1 * g

V1

Fw = Cd * 1/2 * pw * V ² * A

a

CD

V

Fg = Fc-ow + Fs__ow

Fc-ow

Fs-ow = (p-s - p-w) * Vg * g

Vg

P-S p-w

Process phase 7 Emptying / removing soil from containers in floating bins.

Once arrived above the water, the soil is poured out of the container (33), for example into floating self-propelled containers (28) (see also figures 66 and 67), for example, by opening bottom valves (33X) accommodated in the container by using for example hydraulic cylinders ( see figure 90). Another possibility of horizontal ground transport takes place, for example, by pouring the ground / water mixture into a “landfill” via a floating pipeline.

Process phase 7-8 Filling the accumulator by means of a compressor with air up to a pressure P2.

The filling of the accumulator (34A) with air to a pressure P2 via the opened valve K2 takes place using a compressor C coupled thereto, which is driven by a motor M1. The volume flow of gas is stored from the upper compartment (33A) with initial volume V1-V2 and initial pressure P1 via polytrope compression via the non-return valve K8 in the accumulator (34A) with Volume V2 and final pressure P2. During the filling of the accumulator (34A), the pressure in the upper compartment (33A) of the ground storage container eventually decreases to PO (phase 8) and the pressure in the accumulator (34A) ultimately increases to P2. The non-return valve K8 will only open if the pressure from the compressor C is greater or equal to the pressure P2 "in the accumulator (34A), where P1 <P2" <P2. The theoretical energy required for compression (without energy losses) E-c is equal to the surface area 1234 in the P-V diagram shown in Figure 92

Ec = (n / n-1) * P1 * V1 * [(P2 / P1) ⁽ⁿ¹ ' ⁿ⁾ -1), where n represents the polytrope exponent.

After filling the accumulator (34A) with volume V2 to an end pressure P2, the air pressure within the upper compartment (33A) has fallen to the ambient pressure PO.

Process phase 1

After the valve K3 is opened, the water pump P connected to it and driven by motor M2 drives the gas into the lower compartment (33B) with a pressure just above the ambient pressure PO via the opened vent valve or vent valve K4. After this the periodic cycle starts again.

By connecting the compartment (33A) to the compartment (33A) instead of an accumulator (34A) with volume V2 and pressure P2, a high-pressure gas accumulator can be chosen which is composed of several compartments each with a volume V2 and pressure P2.

It can be seen from Figure 90 that the periodic cycle of the containers from phases 1 to 8 is in principle identical to what has been described above.

In phases 3 and 4, after one of the valves K10 is opened via the opened valve K1 and pressure control valve 6 (which opens as pressure> ambient pressure P1), the water under a constant volume flow Qv-g1 is expelled from the valve via an adjustable volume flow valve K7 upper compartment (33A).

In phases 7 and 8, the individual compartments of the high pressure accumulator (34A) with volume V2 and pressure P1 are opened by opening one of the valves

K10 in combination with the opened valve K2 and fed via the non-return valve K8 with compressed air from the compressor C. It

100 compressed gas here comes from the gas stored in the upper compartment (33A) with initial pressure P1.

After all individual compartments (33A) of the high pressure accumulator (34A) are filled with Volume V2 under pressure P2, the high pressure accumulator (34A) is submerged. Here, the underwater weight of the high-pressure accumulator (34A) and the foundation (34B) for the required balance of forces during sinking should be equal to the upward force of the gas in the gas compartments of the accumulator (34A) and the water resistance force Fw.

Conversely, the high pressure accumulator (34A) including foundation (34B) will rise after all compartments (34A) have reached ambient pressure P1 in phase 4-5 with volumes V2. During the ascent of the high pressure cylinder (34A) and foundation (34B) there must also be a balance of forces between on the one hand the total underwater weight force Fg of the high pressure cylinder (34A) and foundation (34B) as well as the water resistance force Fw and on the other hand the total upward force Fo due to the total amount of gas in the compartments.

Phase 6: Taking off Dredging unit / framework installation and Ground storage installations

Figure 71 shows the gas / water fillings of the compartments belonging to the excavation installation and ground storage installations for take-off. The excavation and ground storage installations can take off individually or synchronously together or as a whole. The stability of all installations is guaranteed, since the points of application of the upward forces B1 and B2 are above the centers of gravity of the weight forces G1 and G2. For the ground storage installations, a set-up has been chosen whereby the ground storage containers and the accumulators have taken off separately at an earlier stage. The additional

101 lift capacity for the ground storage installations is achieved by supplying gas to the flexible pipes (10J) of the carousel (32).

In Figure 79, a different set-up has been chosen for the ground storage installation, wherein both the accumulators and the ground storage containers are included in the installation. The lift capacity is mainly derived from the upper gas compartments (33A) of the ground storage containers. Stability is also guaranteed in this setup, since the center of gravity of the ground storage installation is above the center of gravity. The filling of all compartments with gas takes place in accordance with the procedure shown in figure 50.

Embodiment 3 - Dredging unit / framework and ground storage installations

Figures 70, 68 and 71 show the dredging unit / framework installation in accordance with Embodiment 3 for the successive phases of the dredging of the dredging unit / framework installation linked to the ground storage installation, the dredging process on the water bottom and the raising of the the dredging unit / framework installation linked to the ground storage installation.

The dredging unit / framework installation and the ground storage installation in Embodiment 3 are identical to both installations in Embodiment 2, subject to the following differences:

- Except for the relatively small gas accumulators required for the filling of compartments, no gas accumulators (34) at the top of the carousel are required for the gas filling of the upper compartments (33A) of the ground storage containers (see Figures 68, 70, 71 )

- Configuration of the ground storage container differs from the container in Embodiment 2 in that the ratio between the storage space of the lower ground compartment (33B) relative to the upper gas compartment is larger (compare for example figures 82 and 88). Hereby

102, the upward force of the upper gas compartment (33A) at a ground storage container is equal to the underwater weight of the ground storage container (see Figure 88).

- The winches (31A) positioned on the floating vessel (29) (see also Figs. 68 and 69) which are connected by means of steel cables (31B) to the top of the ground storage containers (33) have, due to the absence, the relatively large gas compartments (33A) and the related upward force, a higher tensile force necessary for lifting the ground storage containers (33) and, at a certain hoisting speed, a correspondingly increasing power and correspondingly larger dimensions.

The operational phases for Embodiment 3 of the dredging unit / framework and ground storage installations are identical to the operational phases for Embodiment 2, subject to the following differences.

Phase 2: Sinking, positioning and anchoring dredging unit / frame work installation and the earth storage installation connected to both sides (see figures 68, 70 and 71)

Sinking the dredging unit / framework installation with the ground storage installations connected on both sides by means of a favorable gas / water filling degree of compartments of the dredging unit / framework installation and the ground storage installation to ensure sufficient immersion in the immersion process under water realize. The gas / water filling degree of the compartments of the dredging unit / framework installation is identical to Embodiment 2. A favorable gas / water filling degree is realized for the ground storage installation by successively the lower compartment of the anchor pontoons (2A), the framework (1A) and 1B) to be completely filled with water and to fill the upper compartment of the anchor pontoons (2B) and the flexible pipes (10J) wound around the carousel with gas (see also

103 figure 70). The resultant downward force of weight G 2 is hereby equal to the resultant upward force B2 of the flexible pipes (1OJ) and the upper compartments of the anchor pontoons (2B) as well as the upwardly directed water resistance FW2 = Cd * ^1/2 pv ² * A Cd is the resistance coefficient, p the density of water, v the vertical speed and A the projected area perpendicular to the speed v (see also figure 70). The stability can optionally be corrected by the thrusters' upwardly directed thrust (6A).

For correction, of course, the position of the screw anchors, in contrast to that shown in Fig. 70, is situated above the slides (4A).

Phase 5: Vertical transport of ground storage containers

Figure 69 shows that the vertical transport of the ground storage containers, provided with soil, takes place by the steel cables (31B) mounted on the top of the ground storage containers via the tensile forces of the winches positioned on the floating vessel (29) (31A). For the sake of clarity, the caroussels are left out in figure 69. In comparison with Embodiments 1 and 2, the total efficiency for the vertical ground transport in Embodiment 3 is more favorable (see also figure 91). The starting point is that the efficiency of the winch drives η-L is higher than the efficiency of the pumps η-ρ in Embodiment 1 and higher than the yields for the polytrope compression η-c and expansion η-e of gas in Embodiment 2.

Figure 68 shows the sinking of the ground storage container, the underwater weight of the ground storage container (Fg__ow) being compensated by the upward force under water (F_o) of the upper compartment (33A) of the ground storage container (see also figure 88).

104

Phase 6: Taking off Dredging installation and Ground storage installations (see figure 71)

Starting from the ground storage installation on the water bottom (Figure 68), the ascent of both the dredging installation and the ground storage installations takes place by filling the upper (2B) and lower (2A) compartments of the anchor pontoons with gas and the water is extracted from the pumped flexible pipes (10L) pumped away in the carousel. The water is pumped out of the flexible pipes (10L) by opening the valves K2, K3 and K23 - K26 and one or more pump valves K18 - K21 (see also figure 81). In this way the water resistance force and the underwater weight of the installations can be overcome.

Comparison Versions 1,2 and 3 with regard to energy efficiency and availability.

Comparison of the three embodiments with respect to the energy required for the vertical transport of a certain amount of soil per unit of time yields the following picture. Primary energy source in this context is considered to be an electric energy source, which may be composed of a combination of a fuel engine and generator or fuel cells that are fed by hydrogen and an oxygen-containing medium.

Execution 1

In the conventional method of vertical transport of a certain amount of soil in a certain time unit, the electric energy of the primary energy source is used for driving electric motors, which drive the pumps, often centrifugal pumps, with efficiency η-cp that is used for overcoming of the pipe resistance in the

105 pressure line and increasing the potential energy of the underwater weight of the soil from the water bottom to the liquid surface.

Execution 2

In the vertical transport of the same amount of soil in the same time unit, the electric energy of the primary energy source is used for driving electric motors that drive compressors with efficiency η-c. The compressors are used for compressing gas, which is stored under a pressure (higher than the ambient pressure) in an accumulator with a certain volume. The potential energy of the gas in the accumulator is used on the water bottom to expel the water from the upper compartment (33A) against the ambient pressure by means of the energy released by expansion of the gas with an efficiency η-e. The volume of the gas compartment (33A) is generally larger than the volume of the accumulator. The upward force of the gas compartment from the ground storage container over the water depth increases the potential energy that is used for the vertical movement of the underwater weight of the ground and the ground storage container from the water bottom to the liquid surface and victory of the water resistance of the land storage container.

Execution 3

In the vertical transport of the same amount of soil in the same time unit, the electric energy from the primary energy source is used for driving electric motors, which drive the winches on the floating vessel with an efficiency η-Ι. The energy from the winches is used to increase the potential energy from the underwater weight of the soil of the water bottom and the ground storage container to

106 the liquid surface and victory of the water resistance of the ground storage container.

In formula form, the energy forms shown in Figure 91 can be represented as follows:

Energy water resistance container E-wwc = K1 * 1/2 * pw * V ² * A * h

Energy expel water from container compartment

E-lc = P1 * (V1 -V2) = p-w * g * h * (V1 -V2)

Energy for conductor resistance E-1w = K2 * 1/2 * pm * Vm ² * Ap * h

Increase energy potential energy underwater weight soil

E-pg = (p-s-p-w) * Vg * g * h Water depth

Water resistance coefficient container K1

Conductor resistance coefficient K2

Projected surface container A perpendicular to speed

Surface section of pressure pipe App

Ascent rate containerV

Mixing speedVm

Volume of soil in container Vg

Specific mass of waterp-w

Specific mass of soil ps

Specific mass of mixture p-m

Energy comparison Versions 1,2 and 3

With the starting point that the underwater weight of the ground storage container is negligible compared to the underwater weight of the ground, an energy comparison can be made of the different Embodiments 1,2 and 3.

Since the energy for raising the underwater weight of the soil E-pg is practically equal to the energy for expelling the water from the compartment E-lc, the difference in energy between the vertical soil transport by means of centrifugal pumps becomes

107 and air compartments caused in particular by - the efficiency differences of the centrifugal pump η-cp (version 1) on the one hand and the product of the gas compression efficiency η-c and the gas expansion efficiency η-e (version 2) on the other hand - and by the energy loss as a result of the pipe resistance (version 1) on the one hand and the water resistance of the container on the other (version 2).

The total energy efficiency of version 1 is more favorable than that of version 2.

The total energy efficiency of version 3 is more favorable than the energy efficiency of versions 1 and 2 because the efficiency η-Ι of the hoisting winches is expected to be higher than the efficiency η-cp of the pump (version 1) and higher than the product of the gas compression efficiency η-c and the gas expansion efficiency η-e (version 2).

With test criteria the usability or deployability of the transport installation and the energy efficiency, preference is given to implementation 3.

With regard to employability, account is taken of the blockages in the discharge line that occur in Implementation 1 as a result of a difference in soil particle sizes.

Features components that are applicable in this invention

Generally, in this invention, main components, components and sub-components with the associated geometries, dimensions, working methods and procedures are applicable and can be used successfully if they satisfy the following favorable characteristics.

- Framework

108

A framework with the characteristics that the geometry and dimensions of all the components belonging thereto comprise sufficient strength and rigidity to be able to absorb the previously described loads acting on it and which together offer sufficient stability to allow the framework and the dredging unit incorporated therein to sink or allow to sink to take off. The procedures for successively sinking and taking off under sufficient stability are realized by filling the compartments of the components belonging to the framework, including the frame beams and the anchor pontoons.

Apart from the most favorable flexible construction of the framework described above, a fully rigidly constructed framework as well as embodiments between a fully flexible and rigid framework are also suitable for use in this invention.

- Framework support

A framework support with the characteristics that the components included herein include sufficient strength and rigidity or have sufficient kinematic degrees of freedom to be able to transfer the vertical kinetic energy of the dredging tool consisting of the dredger frame and dredger unit combination during landing on to be able to guide the dredging tool over an irregular bottom slope or, if included in a vessel, to be able to absorb the ship's movements.

- Anchoring installation

An anchoring installation characterized in that the components included herein are capable of absorbing the ground reaction forces during the periodic reciprocating movement of the excavating means.

109

- Dredging unit

A dredging unit characterized in that the components included herein are capable of carrying out the functionalities already described in the invention, consecutively to the horizontal and vertical displacement structures, suction line network, telescopic vertical displacement mechanism and excavating means with the integrated and vertically displaceable suction line network.

- Horizontal displacement construction for excavators

A horizontal displacement construction characterized in that the components included therein are capable of displacing the vertically displaceable excavating means included in a support structure in a horizontal direction by means of a guide system with sufficient kinematic degrees of freedom and sufficient strength and rigidity to counteract the ground reaction forces or forces acting on them. be able to withstand a fluctuating bottom slope and / or forces resulting from ship movements.

- Guiding means for the horizontal transport of the displacement construction

Guiding means with the components included therein for the horizontal transport of the displacement structure, characterized in that the displacement structure displaceable in the longitudinal x-direction with the ground reaction forces acting on it can absorb both in the vertical yz plane or angular rotations about the z axis. In addition to the spring wheel sets and roller constructions already described, guidance means can be envisaged, the method being based on the principle of hydrodynamic pressure build-up between the displacement construction and the frame beams.

110

- Vertical displacement mechanism - and construction of the excavating means

A vertical displacement structure and mechanism, with the components included therein, characterized in that sufficient pressing force can be exerted on the soil to be excavated and that there are sufficient kinematic degrees of freedom to cause the excavating means to undergo a desired vertical displacement. The displacement mechanism must also have sufficient suspension and damping capacity to be able to absorb the varying vertical ground reaction forces.

- Horizontal and vertical frame mechanism displacement mechanism

A framework, with the components included herein, characterized in that the framework can be moved in both vertical and horizontal directions by means of a horizontal and vertical propulsion system.

- Suction line network

A suction line network, with the components included herein, characterized in that the line network is integrated in the excavation means and that the suction line network is protected from the soil reaction forces exerted on the excavation means.

- Excavators

The excavating means, with the components included herein, have the feature that they can be incorporated in the Dredging Unit as modular units.

- Telescopic construction and mechanism

111

A telescopic construction, with the components included therein, characterized in that the excavating means and the suction line network incorporated therein can operate in larger water depths by means of structures that can be inserted and extended along one another, or in which larger excavation depths can be realized.

- Ground storage containers

Ground storage containers, with the components included therein, with the characteristics that the geometry, strength and rigidity are sufficient for the vertical transport of soil from very large water depths.

- Electrical energy supply to equipment on the dredging unit / framework and ground storage installations

Energy systems, with the components included herein, characterized for the electrical energy supply that the energy can be generated from a fuel engine-generator set on a floating vessel or from fuel cells on a floating vessel or in a closed space under water, whereby the required hydrogen and oxygen reservoirs can be supplied and removed from a floating vessel.

Main components in dredging equipment

The numbering of the main components used in this invention can be described as follows. All components belonging to the main components are coded to the number of the main components in combination with an alphabetically consecutive coding. The sub-components are here provided with consecutive numerical coding.

- Framework

112

- Anchor pontoon or corner point

- Winch installations (for longitudinal displacement of dredging unit)

- Framework support

- Anchoring installation

- Thrusters

- Displacement construction

- Dredging unit support

- Hydraulic vertical displacement construction for excavating equipment

10- Suction pipe network

- Resilient support structure for excavators

- Half-timber connection construction

- Visor installation excavators

- Support construction drive excavators

- Excavator drives

- Excavator construction

17- Drum cutter construction

- Tow head construction

- Resilient wheel set guide structures

- Support construction telescopic installation - on vessel

- Cable system - Telescopic installation

- Hydraulic cylinder construction - between box construction and dredging unit

- Outer box construction telescopic installation

- Hydraulic cylinder construction - between box construction and vessel

- Pump system with flexible delivery line - from telescopic installation

- Ball joints - Hydraulic cylinder construction (22)

- Floating vessel

- Floating ground storage reservoirs

- Floating and / or self-propelled portal construction

113

- Lifting winch installation - Dredging unit / framework and ground storage installations

- Lifting winch installation - Ground storage containers

- Carousel construction

- Ground storage container installation

- Accumulator construction

- Excavators extendable in the transverse direction

- Plow construction

- Soil balancing compensator

- Suction anchor construction

In summary, this patent application relates to:

Excavator comprising one or more pairs of two excavating means, wherein the excavating means comprises a rotating wheel and wherein the rotating wheels of the two excavating means of a pair rotate in opposite directions about a common axis.

Excavator according to the above, wherein several pairs of two excavators are arranged in a row, wherein the wheels of the excavators in the row can rotate about substantially the same approximately horizontal axis.

Excavator according to the above, wherein at least two rows of pairs of excavating means are arranged one behind the other.

An excavating installation according to the above, wherein the excavating means are arranged in two or three rows behind each other.

Excavator according to the above, wherein the excavating means of one row are arranged offset with respect to the excavating means of another row.

Dredging tool comprising a row of at least 3 drag heads, wherein the drag heads are individually and / or in a group of drag heads connected to a rigid structure, which rigid structure is positioned above the row of drag heads, and wherein the drag heads are connected to the rigid structure by means of a resilient connection

114 are connected such that a drag head and / or a group of drag heads can absorb a vertical load on the drag head and / or on the group of drag heads independently of the other drag heads and / or groups of drag heads.

A dredging tool according to the above, wherein a second row of drag heads and a second rigid structure connected thereto is arranged behind a first row of drag heads and the rigid structure connected thereto and wherein the drag direction of the drag heads of the first row is opposite to the drag direction of the drag heads of the second row and wherein both rows and the rigid structure connected thereto can be moved in vertical direction relative to the other row and the rigid structure connected thereto.

A dredging tool according to the above, wherein a row of drag heads comprises 3 to 30 drag heads.

A dredging tool according to the above, wherein the drag heads are rotatably connected to the rigid structure about an axis in the transverse direction and / or about an axis in the longitudinal direction.

Drag head comprising a visor which is rotatably connected about a horizontal axis to a suction nozzle wherein visor and suction nozzle together form a suction opening for a ground-water mixture of the drag head and wherein the suction nozzle is connected via a rotating connection to a suction tube such that visor and suction nozzle can rotate about an axis extending in the drag direction of the drag head and wherein the rotary connection is provided with shock-absorbing means in the tangential direction of the rotary connection.

Towing head according to the above, wherein the rotary connection comprises two parts, a first part being connected to the visor and suction nozzle and a second part being connected to the suction pipe and both parts being provided with an opening for passage of the ground / water mixture which use by the drag head

115 is suctioned and wherein the first part comprises a circular part which is provided with recesses and tilting and the second part comprises a circular part which is provided with recesses and tilting such that when the first part and the second part are joined to form the rotary connection, tilting the first part fits into the recesses of the second part and the tilting of the second part fits into the recesses of the first part and wherein in this circular space the shock-absorbing means are present between tilting the first part and the tilting of the first part second part.

Drag head according to the above, wherein the shock-absorbing means are springs.

A rectangular frame comprising two parallel positioned frame beams, two cross beams and four corner points wherein the ends of the frame beams and the ends of the cross beams are resilient and connected with ball joints to a corner point in each of the four corners of the rectangular frame.

A rectangular frame according to the above, wherein the frame beams, cross beams and / or the corner points comprise compartments which can be filled with gas and / or water in order to allow the rectangular frame to float or sink into a sunken state.

A rectangular frame according to the above, wherein the compartments are lockably connected to a vessel containing a pressurized gas.

A rectangular frame according to the above, wherein the corner points of the rectangular frame are provided with means for being able to anchor the rectangular frame with the ground.

A rectangular frame according to the above, wherein the means for being able to anchor the rectangular frame with the ground comprises an anchor which is located on the underside of a tube, the tube being vertically movably positioned in an opening in the corner point and wherein a part of the sleeve extends above the corner point and a portion extends below the corner point and wherein it

The upper end of the portion of the sleeve extending above the corner point is connected to the corner point by means of one or more actuators.

A rectangular frame according to the above, wherein the anchor is a screw anchor or a suction anchor.

A rectangular frame according to the above, wherein the anchor is a suction anchor which is connected to the sleeve by means of a ball joint.

A rectangular frame according to the above, wherein a rotatable disc provided with teeth is present at the bottom of the suction anchor.

A rectangular frame according to the above, wherein the anchor is a screw anchor comprising a hollow shaft around which a helix-shaped cutting blade is positioned and wherein outflow openings are present in the wall of the hollow shaft at the height of the helix-shaped cutting blade which are connected to a hollow shaft supply pipe for a gas or liquid.

A rectangular frame according to the above, wherein the corner points of the rectangular frame comprise a support means.

A rectangular frame according to the above, wherein the support means are resiliently connected to the corner points and wherein the support means are connected to the corner points by means of linear actuators adjustable in the vertical direction.

A rectangular frame according to the above, wherein the support means is a carriage, wheel, or caterpillar.

A rectangular frame according to the above, comprising one or more thrusters which allows a vertical and / or horizontal displacement of the rectangular frame in a sunken state.

A rectangular frame according to the above, wherein the frame also comprises a movable bridge, which bridge comprises which bridge is movably connected at its both ends to the two frame toolbars, so that movement of the bridge in the direction of both crossbeams is possible.

117

A rectangular frame according to the above, wherein the movable bridge is connected to the cross beams by means of winch cables, which winch cables make it possible to move the bridge.

A rectangular frame according to the above, wherein the movable bridge comprises at its both ends a guide sleeve, one of the two parallel-positioned frame beams running through the opening of each of the tubes so that the movable bridge can move along the length of the frame beams.

A rectangular frame according to the above, wherein the guide sleeves are provided on their inside with resilient wheel sets.

Ground transport installation comprising:

a sinkable frame, an inlet for mined soil and / or minerals, one or more storage containers suitable for storing mined soil and / or minerals comprising one or more product inlet openings which are connected to the inlet for by means of a detachable fluid connection mined soil and / or minerals and positioning means which the storage container can position on the sinkable frame.

Ground transport installation according to the above, wherein the frame is provided with means for being able to anchor the frame with the ground.

Ground transport installation according to the above, wherein the frame is provided with a support means.

Ground transport installation according to the above, comprising one or more means for moving the frame horizontally underwater.

Ground transport installation according to the above, wherein the frame comprises two frame beams which form a quadrangular frame with two cross beams.

Ground transport installation according to the above, wherein the ends of the framework beams and the ends of the cross beams are resilient and connected to a corner joint in each of the four corners of the frame with a ball joint.

118

Ground transport installation according to the above, wherein the corner points of the frame are provided with means for anchoring the frame with the ground and wherein the corner points are provided with support means and wherein the means for being able to anchor the frame with the ground are resiliently connected to the corner points and wherein the support means are resiliently connected to the corner points.

Ground transport installation according to the above, wherein the framework beams, cross beams comprise compartments which can be filled with gas and / or water in order to be able to float or sink the ground transport installation.

Ground transport installation according to the above, wherein the storage container is further provided with an outlet and an inlet for a gas and an outlet for water poor in mined soil and / or minerals and wherein between the product inlet and the outlet for water poor in mined soil and / whether a settling zone is present in minerals.

Ground transport installation according to the above, wherein the water-poor outlet in mined soil and / or minerals is connected to a centrifugal pump by means of a fluid connection.

Ground transport installation according to the above, wherein the product inlet of several storage containers is connected by means of a fluid connection to the mined soil and / or minerals supply line via a carousel distributor, which carousel distributor can sequentially feed the mined soil and / or mineral inlet connecting to one or more product inlets of one of the storage containers selected from the group of the multiple storage containers.

Ground transport installation according to the above, wherein the storage container is connected to a gas accumulator such that, in use, gas can flow to the storage container and gas can flow from the container to the gas accumulator.

Ground transport installation according to the above, wherein the gas accumulator comprises more than one compartment with pressurized gas.

119

Storage container comprising a storage area for mined soil and / or minerals, one or more product inlet openings for mined soil and / or minerals, an outlet and an inlet for a gas, an outlet for water poor in mined soil and / or minerals and wherein between the product inlet and the outlet for water poor in mined soil and / or minerals a settling zone is present and positioning means which are suitable for being able to position the storage container on a sinkable frame.

Ground transport system comprising the ground transport installation according to above, a floating vessel comprising hoisting means which are suitable for hoisting and / or guiding the storage container from a ground transport installation sunken on the water bottom to the floating vessel.

Ground transport system according to the above, also comprising a sinkable excavating installation comprising excavating means and an outlet for mined soil and / or minerals, which outlet is connected by means of a fluid connection to the inlet for mined soil and / or minerals of the soil transport installation.

Ground transport system according to the above, wherein the excavating installation comprises a sinkable frame, wherein the frame comprises two frame beams which form a quadrangular frame with two cross beams.

Ground transport system according to the above, wherein the ends of the framework beams and the ends of the cross beams are resilient and connected to a corner hinge with a corner point in each of the four corners of the frame.

Ground transport system according to the above, wherein the corner points of the frame are provided with means for anchoring the frame with the ground and wherein the corner points are provided with support means and wherein the means for being able to anchor the frame with the ground are resiliently connected to the corner points and wherein the support means are resiliently connected to the corner points.

120

Ground transport system according to the above, wherein the framework beams, cross beams comprise compartments which can be filled with gas and / or water in order to be able to float or sink the ground transport installation.

Ground transportation system according to the above, wherein the frame of the excavation installation and the frame of the soil transportation installation are rectangular so that the excavation installation and the soil transportation installation can be positioned side by side on the seabed.

Ground transport system according to the above, wherein the excavating installation is sandwiched between two ground transport installations.

Soil transport system according to the above, wherein the inlet for mined soil and / or minerals of the soil transport installation comprises a flexible and length-varying suction line which is connected to a movable outlet for mined soil and / or minerals of the excavation installation.

Method for transporting mined soil and / or minerals from a water bottom to the water surface, the method comprising the following steps:

(a) sinking a water-filled storage container for soil and / or minerals from a floating vessel to a sinkable frame that is located on the water bottom; (b) filling the storage container with soil and / or minerals that are contained in a mixture soil and / or minerals and water are fed to the storage container with the soil and / or minerals sinking into the storage container and a water stream poor in soil and / or minerals being discharged from the storage container, (c) expelling part of the water from the storage container with a compressed gas so that the upward force exerted on the storage container is increased, (d) taking off the storage container obtained in step (c) to the floating vessel,

121 (e) emptying the soil and / or minerals from the storage container to a storage space that is present on the floating vessel or on another floating vessel, and (f) filling the storage container with water so that the downward force which exerted on the storage container is increased so that step (a) can be performed.

A method according to the above, wherein the air in step (c) is compressed gas stored in an accumulator.

A method according to the above, in which a used accumulator is replaced by an accumulator filled with pressurized gas, which accumulator is sunk to the sinkable frame.

A method according to the above, wherein the accumulator comprises several compartments separated from each other, the pressurized gas, which compartments can be connected independently of each other to the storage container in step (c).

Method according to the above, wherein the storage container in steps (a) and (d) is guided by cables and winches.

122

Claims (20)

CONCLUSIONS An excavating installation comprising a row of 3 to 30 excavating means wherein the excavating means are connected by means of a resilient connection to a lattice structure, which lattice structure is positioned vertically above the excavating means and wherein the excavating means are connected to a suction pipe for discharging the excavation excavated by the excavating means soil / water mixture, whereby the excavating installation is moved over a water bottom in use in a direction that is perpendicular to the direction of the row of excavating means. 2. Excavator as claimed in claim 1, wherein several of these rows of excavating means are arranged one behind the other and wherein the excavating means of a row are staggered with respect to the excavating means of an adjacent row. An excavating installation as claimed in claim 2, wherein the excavating means are arranged in two or three rows one behind the other. 4. An excavator according to any one of claims 1-3, wherein the excavating means are excavator wheels, drum cutters, drag heads and / or plows. An excavator according to any one of claims 1-4, wherein a row comprises a plurality of pairs of two excavating means, wherein the excavating means comprises a rotating wheel and wherein the rotating wheels of the two excavating means of a pair rotate opposite about a common axis. A digging installation according to claim 5, wherein the excavating means are connected per pair to the truss construction. A digging installation according to any one of claims 1 to 6, wherein the truss structure is resiliently connected to a bridge positioned vertically above the truss structure. 123 A bone installation according to claim 7, wherein the bridge is resiliently connected by means of a plurality of hydraulic cylinders to the truss structure being positioned below, wherein the spring constant of the one or more springs with which the excavating means are resiliently connected to the truss structure is smaller than the spring constant of the one or more multiple springs with which the truss structure is resiliently connected to the bridge. A bone installation according to any of claims 7-8, wherein the bridge has box structures. A ridge installation according to any one of claims 7-9, wherein the bridge is resiliently connected to a floating vessel by means of a plurality of hydraulic cylinders which extend downwards and towards the bridge from the floating vessel. A raven installation according to any one of claims 7-9, wherein the bridge can move in a horizontal and longitudinal direction along two parallel and longitudinally positioned framework beams which form a framework with two cross beams. A bone installation according to claim 11, wherein the movable bridge is connected to the two cross beams by means of winch cables, which winch cables enable horizontal movement of the movable bridge along the two parallel positioned framework beams. A bone installation according to any one of claims 11-12, wherein the movable bridge comprises a guide sleeve at each of its ends, one of the two parallel-positioned frame beams running through the opening of each of the sleeves so that the movable bridge extends longitudinally of the frame beams. A bone installation according to claim 13, wherein the guide tubes are provided on its inside with spring-loaded wheel sets and / or spring rollers which Use a kinematic degrees of freedom of the guide tubes in radial direction, tangential direction and rotation about the vertical axis with respect to the frame beams. An excavating installation according to any one of claims 11-14, wherein the vertices of the framework are provided with means for being able to anchor the rectangular frame with the water bottom. A digging installation according to claim 15, wherein the corner points of the rectangular frame are provided with a supporting means. 17. An excavator according to any one of claims 11-16, comprising one or more means for horizontally displacing the rectangular frame. An excavator according to any one of claims 11-17, wherein the ends of the framework beams and the ends of the cross beams are resiliently connected by means of a ball joint to a corner point in each of the four corners of the rectangular frame and wherein the means for being able to anchor the rectangular frame are resiliently connected to the corner points and wherein the optional support means are resiliently connected to the corner points so that when the rectangular frame is anchored to the ground, the rectangular frame has a resilient geometry with 6 kinematic degrees of freedom. 19. An excavator according to any one of claims 11-18, wherein it is submersible. A digging installation according to claim 19, wherein the framework beams comprise beams, cross beams, the corner points and the movable bridge compartments which can be filled with gas and / or water in order to allow the digging installation to float or sink. so P 4 ^ 32D 32E O) CD “Μ CD ΓΊ Μ CD - -% l co CO K) Π Ο Μ CO Gas (Air) o 83/94 10.12 10K'1 2ι K26 10L 10.5 10M 10J 10N _ - 4 · - it 10.8 10.7 10.10 10.11 10.12 10.7 K20 '——4—, __- 4 · —— K4-K8 10p 5-KloV x K13X - ~ N K3 X 10.6 10R FIG. 81 nr Ο) Ν) ο CO cn CD o ^ wbi co CD CD *. ΠΊ Q CD iiibnfti ngnMti co CD Ξ1 CD O CD ho CD Π Q co m m Φ CD O CO φ ω ____cr o ΣΓ O Φ Σ3 ΓΠ m ίά ώ ΓΠ m Φ φ 3 3 O O "O Σ5 ΛΛ * G ') · Ξ5 Φ 2> Φ ω 5 CL. CD oo CD 4 ^ sZD CD ro Ό < I Q. ω CQ —I 0) CD 4i>. CO 126