WO2004044334A1

WO2004044334A1 - Floodwater protection system

Info

Publication number: WO2004044334A1
Application number: PCT/DE2003/001567
Authority: WO
Inventors: Georg Hahn
Original assignee: Georg Hahn
Priority date: 2002-11-12
Filing date: 2003-05-15
Publication date: 2004-05-27
Also published as: AU2003245829A1; DE20308083U1

Abstract

The invention relates to a floodwater protection system comprising a part that is anchored in a fixed manner in the ground and a detachable, mobile, stowable part. The part that is anchored in the ground comprises hollow tubes (1), whose upper edge lies flush with the surface of the bank and the mobile part comprises displaceable steel or aluminium supports (5), which are inserted into the hollow tubes and which are raised and locked in the first construction phase. Dam beams (7), which form the protective walls, are arranged between the steel supports. In the second construction phase a rear reinforcement section is fixed to both sides of the steel supports, the section being attached to both the hollow tubes and the steel supports, thus reinforcing said parts. In a third construction phase, pilings that were placed in position before construction commenced are driven into the sub-soil and the hollow tubes are welded to the pilings and driven into the sub-soil together with the latter.

Description

HIGH WET PROTECTION SYSTEM

With the invention, a novel flood protection system is proposed, which consists of a part that is firmly anchored in the ground and a removable or detachable and stowable movable part. With such a flood protection, places or places particularly worthy of protection in the endangered area can be effectively protected against flooding with a reasonable effort without the use of heavy equipment and with relatively little personnel expenditure and in an extremely short time, even with extremely high flood levels (so-called century flood).

From the experience of previous and previous flood disasters, floods caused by floods can obviously not be prevented or effectively prevented with the currently available means. Wherever the flood masses endanger cities, towns or other valuable terrain, and there is the possibility of delimiting such core areas and achieving protection by sheet piling and associated constructions, the flood masses in connection with earth dams and sandbags are combated using conventional methods. Other methods of using stable sheet pile walls and corresponding constructions to prevent flooding from entering inner-city areas or the like, which are to be built in a stationary manner, are not justifiable from an urban planning point of view if these sheet pile walls exceed normal water levels to such an extent that permanent barriers remain in the cityscape.

The object of the invention is to propose a flood protection system with which protection against severe floods up to a century flood can be achieved quickly, effectively and inexpensively with a relatively small amount of auxiliary personnel and without the use of machines and heavy equipment. According to the invention, a device with the features of the characterizing part of claim 1 and a method with the features of the characterizing part of claim 10 are proposed. Further features of the invention are the subject of the dependent claims.

The flood protection system according to the invention is based on a basic construction consisting of hollow tubes. The hollow pipes, which consist of steel, aluminum or the like, are rammed into the ground to a depth of approx. 4.8 m at the points where the flood protection wall is to be created and remain permanently in the ground area, where they are screwed in Cover are secured. The hollow pipes are flush with the upper edge of the ground and take up support beams, so-called peiners, with a length of approx. 4 m, which are stored and activated in the hollow pipes when they are required for flood protection. Then the support beams are pulled up in the hollow tubes and locked or bolted and secured against lowering. The distance by which the support girders are pulled out of the hollow tubes is approx. 3 m, and this also corresponds to the flood protection level.

The hollow tubes or the support beams are at intervals of z. B. 3 m from each other in the flow direction and form fields, which by the use of dam beams with z. B. a length of 3 m, a width of 0.15 m and a height of 0.215 m to the flood protection wall. The dam beams consist, for. B. made of aluminum, steel, reinforced plastic, glued wood or the like, the individual beams being profiled at the connection points to one another in order to achieve mutual locking and sealing by means of additional sealing elements. If the dam beams are made of aluminum, they have a relatively low weight of e.g. B. 28.7 kg / bar, so that the lifting of a bar in the respective field can be carried out by a single man. The stability of such a basic construction is so high due to the sinking of the hollow pipes that a rear support is not necessary if the flood protection height does not exceed approx. 3 m.

Setting the hollow pipes that remain permanently in the ground and pulling out the steel supports up to a protective height of approx. 3 m as well as locking the steel supports at this height represents the construction phase 1 for flood protection up to approx. 3 m height. A higher flood level is expected , the construction phase 2 is initiated, in which steel sleeves are placed on the steel supports after construction phase 1 and screwed to the existing steel supports. In these steel sleeves, extension beams are used to extend upwards, which are screwed to the steel sleeves. These steel supports placed in the second stage of construction have a length of z. B. 3 m, thus increase the entire second level of flood protection to a total of about 6 m protection height, and are provided with a back support, which from a flood height of z. B. 3.50 m is required. Steel shoes are welded to the outside of the steel supports on the outside (on the land side), which accommodate the upper part of the rear supports, while the lower part of the rear supports are accommodated in further steel shoes, which are welded to flat U-beams lying on the floor, which are locked with the hollow pipes rammed into the ground, so that the rear supports form triangular, stable support arrangements which absorb the pressure exerted by the flooding masses on the steel supports of the second construction phase. The steel supports of the second construction phase are designed analogously to the steel supports of the first construction phase in such a way that they also absorb dam beams and thus increase the flood protection wall up to approx. 6 m. The dam beams are secured against ascent by bolting and fastening them to the steel supports. The steel supports in turn are secured against being pushed upwards by being attached to the hollow pipes anchored in the ground, so that at the basic construction of the second construction phase compared to the formation of the first construction phase by the selected back supports a high structural strength against the pressure of the flood masses is achieved. In order to absorb this high pressure, which is transferred to the square hollow pipes via the back support and from there to the surrounding soil, lateral delta sheet metal wings are welded onto the hollow pipe, so that the pressure on the dam beams and painters is widespread the soil is transferred. These sheet metal wings are welded to the hollow tube on one or both sides.

In the third construction phase, the highest level of flood risk, construction supports from e.g. B. 5 m length applied to the steel supports of phase 1 and replaced with existing steel supports from phase 2 with a height of 3 m. Back support after phase 2 is used in the third construction phase in the same way as in the second construction phase. In the same way, the dam beams are up to a total partition of a total of z. B. 8 m height between the steel column fields.

As the water level at the dam beams increases due to the further increase in the water level, the steel supports on the rammed hollow pipes, which are equipped with delta wings for better pressure distribution in the ground, and from these on the adjacent soil become extremely high, in this third construction phase Sufficiently reliable pressure distribution is achieved by erecting a continuous sheet pile that is driven into the ground with the help of sheet piles, to which the hollow pipes can distribute the pressure coming from the steel supports to the sheet pile. These sheet piles can also be used as barrier walls for emerging underwater in the event of flooding, so that this underwater cannot get behind the flood protection wall, so that the backwater blocked out by the sheet piling after the flooding has flown back into the Rivers can be returned. For this purpose, in a first solution it is proposed to cut windows in the sheet piling, which are guided in a fold by means of sliders to the sheet piling and which are closed at high water via rotating rods attached to the sheet wall surface and opened again in low water.

With this solution, the pushrods are unprotected in the ground and are therefore exposed to rust and other dangers. To prevent this, seepage shafts made of reinforced or reinforced concrete are used, in which the frame and also the windows can be checked and serviced, and the slide frame in the shafts can be operated.

The flood protection system consists on the one hand of stationary, structural basic elements, which are rammed into the ground in the form of hollow tubes and which continuously hold the support beams or peiners until they are activated and pulled out of the ground in an emergency, and on the other hand of mobile, portable ones Components that are in the form of separately stored dam beams made of aluminum or similar material, which are secured against floating, which are inserted between the torments, and which are only required in the event of an impending flood. With such a facility, the city or landscape is not permanently impaired, since the structures above the ground are only erected at times of flooding and are then lowered back into the hollow tube. Depending on the extent of the risk of flooding, the device according to the invention is designed such that it works perfectly up to a protective height of approximately 3 m without back support, requires a rear support from a protective height of more than 3 m, and a rear support at the maximum protective height of 8 m with additional peiners is required, while alternatively with a protective height of 8 m the back support with body pegs with a length of 5 m is used and additionally one continuous sheet pile made of sheet piles is provided, with which the hollow pipes are welded and driven in one operation.

The use of flood protection systems of the type described above is possible wherever reasonably stable subsoil is available. This is the case in the vast majority of practical applications. However, there are subsoil conditions, e.g. in the case of construction fill-ups in which soil classes are found to be worse than 4, and thus unstable conditions exist. For such exceptional cases, it is proposed according to the invention to use a concrete foundation with structural steel reinforcement, e.g. 1, 5 m depth to be erected on site, to leave recesses in the foundation and to line the recesses with grouting concrete, into which steel supports or so-called peiners are inserted, e.g. 3.00 m protrude from the foundation. Such foundations or receiving points for the steel supports are placed at a distance from one another such that the centers of two adjacent steel supports are 3.00 m apart and dam beams with seals are used in the manner described above, so that a continuous protective wall can be built up.

The invention is explained below in connection with the drawing using an exemplary embodiment. It shows:

1 shows a flood protection construction in a first construction phase,

2 shows the construction after the second construction phase,

3 shows the construction after the third construction phase, FIG. 4 shows a view of part of a dam beam wall in supervision,

5 shows an illustration of the part of a dam beam wall according to FIG. 4 in a view from the front,

6 is a schematic representation of a dam beam wall in front view, 7 shows a schematic representation of a backwater drainage with sheet pile window, FIG. 8 shows a schematic representation of a backwater suction, and FIG. 9 shows a schematic representation of a further embodiment of the invention.

The first construction phase of a flood protection wall, which provides protection up to a flood height of approximately 3 m, comprises (according to FIG. 1, 2 or 3) a hollow tube 1 with a tip 2. The hollow tube 1, which is preferably a square tube, has a length of about 4 m (without tip) and is driven into the ground completely flush with its opening up to its opening, is at its lower end against a stop 3 and is closed on the top with a waterproof cover 4. The hollow tube 1 receives a steel support 5 (a so-called peiner), which is completely sunk into the hollow tube when the flood protection is not activated. In the event of flooding, the steel support 5 is pulled up to a height of approximately 3 m from the hollow tube 1 and anchored in the raised position, so that the steel support projects up to a height of 3 m above the ground. Corresponding hollow pipes 1 are driven into the ground at a distance of about 3 m on the bank. The steel supports 5 form the boundary beams for the flood protection wall fields 6 (FIG. 6), which are erected from dam beams 7 or slats inserted between two adjacent steel supports 5,5. The dam beams 7 are aluminum or steel beams or lamellae, e.g. B. with a length of 3 m, a width of 0.15 m and a height of 0.215 m, and are each on the steel supports with profiles, z. B. in the form of a kind of tongue and groove connection 8, 9 formed profiles, which are designed as watertight seals. A dam beam has e.g. B. a weight of 28.7 kg and extends over a field 6 of z. B. 3 m length. This weight can be handled and lifted by a man, so that the construction of the protective wall quem can be done. With 10 seals, z. B. made of foam rubber, which represent a seal between the steel supports and the dam beams.

On the land-side outer wall of the hollow tubes, anchors 11 are fastened, which anchor the steel supports 5 in their raised position on the hollow tubes 1 by means of anchor bolts 12. On the outer circumference of the hollow tube 1, a support plate 13 is welded at 14, which receives a suspension device 15, the use of which is explained below. With 16 a connection between the anchoring 1 1 and the suspension device 15 is shown

In the second construction phase shown in FIG. 2, which provides flood protection up to a water level of approx. 6 m, there is one on the top of the raised steel support 5, which projects up to a height of approx. 3 m from the hollow tube 1 Height extension provided, which is achieved in that a steel sleeve 17 with sleeve screw connections 18 is placed on the upper end of the support beam 5, which serves to receive a further support beam section 19, which serves as an extension of the raised lower support beam 5. This support beam section 19 results in a total height of a further 3 m and accommodates further dam beams 20 up to a total protective height of 6 m. A shoe carrier 21 is welded to the outside of the attached support bracket 19 at 22, which receives a connecting end 23 of an inclined support 24 or a rear support bracket (IPB-180 bracket), the opposite lower end 25 of which is inserted into a welding shoe 26 which is connected to the horizontal support 27 (U-steel support) is attached, at its front end 28 facing the support beam 5, a suspension device 15 is assigned, which is rigidly connected to the hollow tube 1 and receives the suspension device 28, so that a stable load-bearing connection for a stiffening is achieved. In a third construction phase, with which the flood protection can be extended to a total protection level of approx. 8 m flood level, either a further support beam 29 of 2m length is placed and bolted with the interposition of an additional steel sleeve 17 ', or the support beam 19 of approx 3 m length replaced by a corresponding support bracket 19 'with a length of about 5 m, so that an additional increase in flood protection is achieved by a further 2 m. For this purpose, the same reinforcement construction is used as in the second construction phase, so that no change in the construction is necessary.

In this third construction phase with a flood protection of approx. 8 m, a sheet pile wall 30 made of sheet pile planks 31 is rammed into the bank subsoil for the distribution of ground pressure, the hollow pipes 1 not being rammed into the ground separately, as in the construction phases 1 and 2, but before Ramming the sheet piles 31 welded to these planks and rammed to the appropriate height in one operation.

If the protective device is only to be retrofitted to the level of 8 m of flood protection later, the sheet pile wall 30 is rammed past the square tubes 1 that have already been rammed in, the square tubes are freed from earth about 1 m deep and welded to the newly rammed sheet pile , In addition, a further steel sleeve 17 'is attached and a further steel support 5' with a length of about 2 m is placed and bolted, or a steel support 5 "with a length of 5 m is placed in the steel sleeve 17 'after the construction phase 1 and bolted.

With the rammed sheet piles 30, which consist of individual sheet piles 31, the water occurring as underwater through the permeable bottom layers behind the flood protection is blocked off, so that with a Construction phase 3, a water barrier is built both above and below ground. This entails the risk that after the flooding, the drainage of the backwater into the river will be shut off, so that the soil behind the sheet piling can acidify and moor. To avoid this, it is necessary to provide a backwater drain, for which some options are explained below.

A first solution is shown in FIG. 3 and FIG. 7, according to which windows, openings 32 or the like of z. B. 40 cm diameter in the sheet pile at a depth of about 4 m to 5 m, which are guided with attached sliders 33 in a fold 34 and closed with a gear linkage 35 and a crank handle 36 at high water, thus preventing penetration of the underwater behind the waterproof sheet pile walls is prevented. With the help of the hand cranks, the windows are opened again after the flood has run out, so that the back water can flow into the river. In order to be able to actuate such a slide system and to be able to control the outflow of the backwater, drainage wells 37 made of steel or reinforced concrete without floors behind the sheet piling, which are closed at ground level with a steel cover 38, are introduced on each window.

FIGS. 4 and 5 show the construction of the dam beam wall and its assignment to the delimiting hollow tubes or steel supports in connection with the representations according to FIGS. 1-3 in an enlarged representation. The square hollow tube 39 receives an IPB-160 steel support 40; a bracket 41 is welded to the hollow tube 39 for back support. With 42 a retaining bolt is shown. Dam beams 43, preferably made of aluminum, are inserted between two adjacent steel supports 40, 40, and hard rubber seals 44 are provided on the flanges of the steel supports 40. With 45 screw connections for the steel supports 40 and with 46 suspension bolts are shown, which the suspension bracket 47 with retaining bolts 48 for pick up the steel column anchor. Steel brackets 49, which are connected to one another by bolts 50, serve to hold down the dam beams 43. The dam beams 43 are sealed against one another by dam beam seals 51; the terrain is denoted by 52.

For a further solution for a backwater drainage, an automatic backwater extraction by negative pressure has been developed in Fig. 8. Here, behind the sheet pile wall 53, a cast steel drain pipe 54 with a diameter of about 20 cm is rammed into the ground at a distance of about 20 m to the normal groundwater level 55. This percolation pipe 54 is laid over the sheet pile wall 53 into the river in the direction of flow, so that the river water flowing past creates a negative pressure in the pipe due to its flow speed, which automatically drains the back water into the river (arrow 56). Such a system can also be used against dike flooding. For this purpose, the hollow pipes are welded to the sheet pile wall before it is rammed in (at 57) and rammed in together with the sheet pile wall in one operation at the level of the dike, and covered with a waterproof steel cover. If there is a risk that the dike will be flooded by the rising flooding, the steel supports in the hollow pipes are pulled out and bolted to a height of approx. 3 m and the dam beams are used. The dam beams are secured against floating by cover brackets bolted to the steel supports.

In the case of very unfavorable ground conditions of the subsoil, an alternative is proposed according to the invention, which is shown in FIG. 9 and in which a concrete foundation 58 is introduced into the subsoil, which has a recess 59 into which a steel support (peiner) 60 is inserted becomes. Dam beams 61 are inserted between two adjacent steel supports 60 in the manner described above and sealed at 62. With 63 grouting concrete is designated, the lining of the Opening 59 represents, with 64 steel anchor claws and only 65 holes for the lock. In a preferred embodiment of the invention, the concrete foundation 58 has a depth of 1.50 m, a width of 1.00 m and the opening 59 has a depth of approximately 0.75 m, so that the foot of the steel support 60 has this distance into the Foundation is used.

Claims

claims

1. Flood protection system, which consists of a part firmly anchored in the ground and a removable or detachable and stowable part, for flood protection up to approx. 3 m protection height, characterized by a) hollow tubes (1), the be inserted completely and flush with the upper edge into the floor and remain there permanently, b) steel supports (5) which are inserted into the hollow pipes (1) and which are pulled out of the hollow pipes up to approx. 3 m when there is a risk of flooding and secured against lowering (3), c) steel cover (4) for watertight covering of the hollow pipes (1) at ground level, d) dam beams (7), which form watertight partition panels (6) between two spaced steel supports (5), the steel supports (5) have recesses for guiding and receiving the ends of the dam beams (7).

2. Flood protection system according to claim 1, characterized in that the hollow tubes (1) each have a drive-in tip (2) and are designed as square hollow tubes.

3. flood protection system according to claim 1 or 2, characterized in that the horizontal, mutually parallel dam beams (7) have tongue and groove profiles (8, 9) on the top and bottom sides.

Flood protection system according to one of claims 1 to 3, characterized in that between the steel supports (5) and the dam beam (7) sealing pads or deposits (10) are arranged.

5. flood protection system according to claim 1 or one of claims 2-4, for an extended flood protection up to about 6 m flood protection height, characterized by a) hollow tubes (1) which are completely and flush with the upper edge in the bank floor and there permanently remain, b) steel supports (5), which are inserted into the hollow profiles (1) and which are pulled out of the hollow pipes up to approx. 3 m when there is a risk of flooding and secured against lowering, e.g. B. bolted, c) steel cover (4) for watertight covering of the hollow pipes at ground level, d) dam beams (7), which form a watertight partition between two spaced steel supports (5), the steel supports having recesses for receiving the ends of the dam beams exhibit. e) steel sleeves (1 7), which are placed on the steel supports (5) and with the

Steel supports (5) are connected by bolts, f) Add-on supports (19), which represent steel support extensions and which are placed on the steel socket 7) and bolted to them so that a total protective height of 6 m is achieved, g) Steel shoes (21) , which are welded onto the side supports (19) on the land side and are designed to accommodate the upper end of rear supports (24) or inclined supports, h) further steel shoes (26) designed to accommodate the lower end (25) of the top supports (19) are, i) underlying U-steel girders (27) lying on the bank floor, j) holding elements (15) fastened with the hollow tubes (1) and counter-holding elements (28) fastened with the U-steel girders (27), both holding elements locking and forming a hook into one another intervene and thus prevent displacement of the rear support 24, k) dam beams (7) which can be used parallel to and above one another to build up a protective wall (6) and thus enable a flood protective wall up to a protective height of approx. 6 m.

6. Flood protection system according to claim 5, characterized in that the connecting element is a steel sleeve (17), which is placed like a sleeve (lower half) partially over the upper end of the steel support (5), and partially (upper half) the attachment support ( 19), and that the steel sleeve (17) has continuous bolt connections (18) both in the lower and in the upper region through the upper end of the steel support (5) as the lower end of the attachment support (19).

7. Flood protection system according to claim 5 or 6, characterized in that the shore support beam preferably employed at an angle of 45 °

(24) is rigidly connected with its lower end (25) to the bottom steel beam (27) via a welded steel shoe (26), and that the steel beam has a lockable device on its side facing the vertical steel support.

8. flood protection system according to claim 1 or one of the following, for extended flood protection up to a flood height of about 8 m, characterized by a) a sheet pile (30) made of sheet piles (31), which in the bank underground for the distribution of ground pressure be rammed in the course of the flood protection system, and with which hollow pipes (1) are firmly connected, e.g. B. are welded so that the sheet piles (31) together with the hollow tubes (1) are rammed into the ground in one operation, b) Hollow pipes (1), which are placed completely and flush with the upper edge of the bank and remain there permanently, c) steel supports (5) which are inserted into the hollow pipes (1) and which extend to approx. 3 m when there is a risk of flooding the hollow tubes (1) are pulled out and secured against lowering, d) steel cover (4) for watertight covering of the hollow tubes (1) at ground level, e) dam beams (17) which form a watertight partition between two steel supports (5) spaced apart from one another, wherein the steel supports have recesses for receiving the ends of the beams. f) steel sleeves (17), which are placed on the steel supports (5) and with the

Steel supports are connected via bolts, g) support supports (19), which are placed on the steel sleeves (17) and bolted to them so that a total protective height of 8 m is reached, h) steel shoes (21), which on the land side are attached to the support support ( 19) welded and designed to receive the upper end of back supports (24) or supports, i) further steel shoes (26) designed to receive the lower end of the attachment supports (19), j) underlying, lying on the bank floor U-steel girder (27), k) a holding element (15) fastened with the hollow tube (1) and a counter-holding element (28) fastened with the U-steel girder (27), both holding elements (15, 28) interlocking with one another and thus prevent displacement of the rear support (24), I) dam beams (5) which can be stacked parallel to one another and one above the other to build up the protective wall and thus a flood protective wall (6) up to approx.

Result in a protective height of 8 m.

, Method for carrying out flood protection measures, in which a flood basic structure is permanently installed in the bank floor and when a flood occurs, the flood support structure is built onto the permanently installed basic structure, characterized in that a) in a basic construction phase, hollow pipes at a distance of z. B. 3 m to each other in the ground about 4 m deep and flush flush and steel supports in the hollow tubes of z. B. 3 m length are inserted and stored, b) in a first set-up phase when the flood begins to rise, the steel supports in the hollow tubes are raised and locked in the raised position, c) in each of the support fields formed between two steel supports, dam beams, e.g. made of aluminum, which form the flood protection wall, d) in a second set-up phase with an expected flood level of over 3 m, a sleeve is placed on the free end of the steel support, which is used to hold another support from e.g. B. 3.0 m is designed, which is provided with a rear support in the form of a triangular structure connected to the hollow tube profile, the additional support fields being lined again with field slats, in a third construction phase the construction supports according to construction phase 1 by supports with a length of z , B. 5 m to be replaced, and a corresponding adjustment of the extended supports to the construction phase 2 is carried out.

10. The method according to claim 9, in which the backwater locked out by the sheet piling can be discharged into the rivers again after the flood has been drawn off, characterized in that windows are cut into the sheet piling, which can be moved with the aid of slides and rotating rods in the closed and opened again in low water.

1 1. The method according to claim 9, wherein the recessed through the sheet piling backwater can be discharged back into the rivers after the flooding, characterized in that seepage shafts made of steel or

Reinforced concrete is brought down, in which the linkage and the windows can be checked and serviced.

12. The method according to claim 9, in which the backwater locked out by the sheet piling can be discharged into the rivers again after the flooding has been drawn off, characterized in that the backwater is sucked out of the earth with the aid of a vacuum system and introduced back into the rivers.

13. The method according to claim 9, for use in the subsurface with very unfavorable soil conditions, characterized in that concrete foundations are created with structural steel reinforcement, that a recess is recessed in a foundation, that steel supports are inserted into the recess that a distance equal to one Have protective wall field, and protrude from the foundation with a height equal to the protective wall height that the

Steel supports are detachably fastened in the recesses, and that the protective wall fields are filled up with the help of dam beams between adjacent steel supports.