EP2728070A1 - Method for driving and anchoring a driven pile in the ground and driven pile - Google Patents

Abstract

The method involves driving a driven pile (1) with a cross-section enlarged in the area of the pile foot (4) against the cross-section of the remaining driven pile by applying the piling impulses acting in its longitudinal direction on the pile head with the pile foot preceding into the ground. The suspension of a curable material is pressed up to the pile foot in the area at the same time in which the cross-section against the area of enlarged cross-section is tapered in the direction of the pile head by a line extending to the driven pile. Independent claims are included for the following: (1) a driven pile with a pile body formed of an H-profile; and (2) a system with a driven pile, a pile driver and a suspension pressure pump.

Description

The invention relates to a method for driving and anchoring a pile foot having in the region of a front end and in the region of a rear end a pile head having pile in the ground. It further relates to a driven pile having the features of the preamble of claim 4.

Rammpfähle have long been known as means for forming foundations for buildings as well as for stabilizing buildings, especially on wet ground and in the vicinity of or on the water, such. for the transverse stabilization of sheet pile walls. This plays a special role, in particular when e.g. in the course of building measurements, dig excavation pits, secure them with sheet pile walls and stabilize these sheet pile walls transversely. Likewise, piles are also used for anchoring permanent structures, e.g. Lock structures, bank walls and the like hydraulic structures, but also for buildings and the like, used.

For the introduction of piles different measures and options are known. In a first approach, driven piles are driven into the ground by applying ramming pulses acting in the direction of the pile axis to the respective pile head. In another method, the pile, which is often referred to there as a vibrating pile, but here also called for the purpose of simplifying the terminology pile pile is shaken by acting in higher frequency than in the conventional ramming in the longitudinal direction of the pile pile vibration in the ground.

Depending on the geological nature of the subsoil, a procedure with ramming or setting up a driven pile by shaking is the cheaper option. Thus, cohesive (e.g., clayey or loamy) soil formations are suitable for driving by ramming the pile pile by applying pile cuffs, while pile piles can not or are very difficult to shake into such soil formations. On the other hand, rolling substrates (sand-containing soils) are very well suited for the application of vibratory methods. There, the ground can be easily replaced by the shaking and form an alley for driving the pile.

In the various methods, procedures are known in which, in order to stabilize the anchoring of the driven pile in the ground, a hardening material, in particular concrete or mortar, is introduced into an intermediate space between the driven pile and the surrounding earth. This happens in particular in the shaking process when introducing pile piles in rolling substrates, as there unlike in very tough soil layers cohesive character primary anchoring of the pile without additional measures is not of equal stability. So there serves the solidifying material, in particular the concrete, an intrusion into freigerüttelte spaces and thus the anchoring of the driven pile in the underground.

There are piles with very different cross-sectional profiles. Thus, DE-GM 75 40 863 shows a piling with an H-profile, which tapers pointed at the pile base to form a Rammschneide. About the H-profile foot reinforcement in the form of displacement plates is placed in the area of the pile base, which provide the penetration of the soil or in the ground when driving the pile and clear a rectangular or square in cross-section space should clear.

In the AT 229 230 a ram pile is described with a lying in its interior cavity through which cement or cement mortar can be spent in the area of the pile base and pressed there under high pressure. This pile is intended especially for the formation of foundations under water. A tapered pile shoe in the lower area displaces the soil in the area of the pile base and leaves behind an annular space around the hollow pile, which is filled with the exiting material such as cement or cement mortar to anchor the pile so in the ground.

In the EP 2 374 943 A2 a ram is shown, which has a hollow shaft, can be spent by the hardening material in the region of the Rammdornfußes and there emerge and can be pressed. For this purpose, in the ram shown there (embodiment of Figures 9a and 9b) arranged a tapered Rammdornschuh, which also serves as a valve for opening and closing the outlet for the hardenable mass. The ram is pulled out of the ram hole after reaching a ramming depth, the valve is opened and the ram hole is filled with curable material to form a concrete anchoring pile.

The inventors have recognized that the known methods for driving and anchoring a pile pile and known from the prior art piles have inadequacies, especially when the substrate into which this pile is to drive, is built up in many layers with alternating layers of rolling (sandy ) Ground layers and cohesive (clayey or loamy) soil formations. Such mixed soil structures and geological conditions with layers that must be penetrated for a sufficient foundation of a single pile in several successive layers are relatively common. So you can find z. B. in the northern German lowlands corresponding formations that have formed glacial and have arisen in the typical moraine landscape by successive deposits. In order with the known Rammpfählen and known methods in such soil formations sufficient stability for high To achieve load bearing, piles of very long lengths must often be used, which ultimately can hardly be handled, their introduction into the ground is costly and expensive. Also, in such substrates predominantly no shaking can be used, as with these - as described above - cohesive layers such as loam or clay layers can not be crossed.

Here, therefore, to provide an improved method for driving a pile in the ground and an optimized for this purpose designed pile, is the object of the invention.

This object is achieved according to the invention in various aspects, namely, once by a method according to the features of claim 1 with advantageous developments according to the features of the dependent claims 2 and 3, in a further aspect by a driven pile with the features of claim 4, to the advantageous Further developments are given in the dependent claims 5 to 15, and finally in a system having the features of claim 16.

In a first aspect, therefore, the invention consists in a method for driving in and anchoring a pile pile having in the region of a front end and in the region of a rear end a pile head having pile in the ground. According to the invention in the method of the driven pile, which has in the region of the pile base a relation to the cross section of the remaining driven pile enlarged cross section, by applying acting in the longitudinal direction Rammimpulsen on the pile head with the pile base in the ground, and it is at the same time by a extending on the pile pile line a suspension of a curable material to the pile base in the region in which the cross section is tapered with respect to the region of increased cross section in the direction of the pile head, pressed. According to the invention, the suspension has a viscosity of at most 250 mPa * s, in particular at most 200 mPa * s, and is at least temporarily preferred with a pressure of at least 10 bar, preferably at least 25 bar of at least 50 bar, in particular of up to 100 bar pressed. The viscosity of the suspension may also assume lower values as the upper limit, for example a maximum of 150 mPa * s, 100 mPa * s or 50 mPa * s.

In particular, in the pile base the area of increased cross section is provided with an additional allowance to the respective surface of a maximum of 10 cm, in particular ≤ 5 cm, in many cases also ≤ 2.5 cm, so that an excessively cleared gap space into which the Suspension of the curable material is pressed, has a correspondingly small gap width. The combination of the space formed during the ramming of the pile pile, in particular of thin gap width dimensioned, gap space and the pressing of the suspension of curable material having a viscosity of 250 mPa * s, in particular at most 200 mPa * s, allows driving and anchoring of the driven pile with the inventive method both in cohesive soil layers, such as clay-containing layers, as well as in rolling formations, such as sandy layers. In particular, with the method according to the invention, a driven pile can also be anchored in ground formations with a large hold, which have layers stacked on top of each other with layers of rolling properties and those with cohesive material present therein. In tests with piles of a length of about 30 m (piles were made up to 60 m in length), which had been driven into the ground and anchored there by the method according to the invention, carrying capacities and tensile strengths of up to 8,000 kN (das corresponds to a load of about 800 tons), in particular in the said soils of mixed-layer construction, which are difficult to handle for conventional methods for driving pile-driving piles.

The method according to the invention can be used for driving in and anchoring piles to be vertically introduced into the ground, but also for those which require an oblique driving of a pile deviating from a vertical and directed by a predetermined angle to the vertical, eg by one vertical erected sheet pile wall of an excavation, to anchor against the loading soil or water pressure.

In the method according to the invention, the suspension is advantageously one of cement, fly ash, optionally further binders and water, which may contain concrete admixture means, such as e.g. Condenser and / or retarder may be added. It is important for the suspension to be able to be pressed in under the stated high pressures, that it contains a fine-grained material in the contained solids and is not mixed with gravel or the like coarse-grained material.

In order to prevent a "blowing out" of the pressed suspension from the entry region in which the driven pile penetrates at the surface into the soil to be anchored, the method according to the invention can be carried out in such a way that first the driven pile is passed over a first length without pressing in the suspension, is brought into the soil after reaching a predetermined initial depth of the Rammfußes under pressing the suspension. This predetermined initial depth may be, for example, 5 m or more to e.g. 10 m or even up to 20 m. It is important that a still sufficiently deeper further section follows, in which the driven pile is driven into the ground and in which the suspension of the curable material, which may be, for example, a binder, in particular cementitious suspension, is pressed.

In practice, in particular when the local geological conditions result in a soil profile with horizontally layered, different properties, in particular alternately rolling or cohesive layer regions, the required for the introduction of the suspension injection pressure according to a soil profile with the driving length, based on which results , in which position of the soil profile, the pile base and thus the place of introduction of the pressed suspension is controlled. Thus, to form a sufficient anchorage in cohesive soil layers, for example clay-containing layers, a higher press-in pressure will be required than is required for the connection in a rolling floor section, for example a heavily sand-containing soil layer. Thus, in the method according to the invention, depending on the penetration depth of the pile base and the progression the driving of the pile to be given very different injection pressures for the suspension. These can be very low in individual soil layers, well below 10 bar and thus also below 25 bar (up to almost 0 bar, ie a pure "leaching" of the suspension), in other soil sections, however, rise sharply up to a current provided as maximum pressure injection pressure of 100 bar. Depending on the technical design of the suspension lines and pumps, pressures of more than 100 bar may possibly even be achieved here and be an advantage.

In particular, it is advantageous if taken for the monitoring and quality control of the driving and anchoring process taken over the driving length of the pile pile profile curves of different parameters, in particular the injection pressure of the suspension and / or the flow rate of the introduced suspension. Also, data on the driving depth depending on the respectively applied Rammimpulse be recorded or data on the pulse strength as a function of the Eintreibtiefe the pile. All of these data can be analyzed to compare with the previously recorded geological profile to determine if the behavior of the pile and logging system reflects the conditions and expectations previously identified by geological surveys. On the other hand, these data can be used for checking model calculations, from which a load carrying capacity of the driven and anchored pile pile can be calculated.

In the method according to the invention, the driven pile can in particular be driven without sharpened pile shoe opening into a point or cutting edge, in particular when the pile pile is formed from a pile body of H or double T-shaped cross-sectional profile.

The pile according to the invention, which can be driven into the soil by means of the method described above and anchored therein, is particularly suitable and designed for this method, has a pile body formed from an H-profile, which pile body one in a front end opening stake base and limited by a rear end pile head. It is characterized in that, in the area of the pile base, a material thickening extending on all surfaces along the surface of the H-profile in a direction transverse to the longitudinal direction is provided substantially closed around the profile. According to the invention, this material thickening projects beyond the adjoining surface of the H-profile by a dimension d, wherein the following applies for this dimension: 0.5 cm ≦ d ≦ 10 cm, in particular 0.5 cm ≦ d ≦ 5 cm. A higher lower limit of, for example, 1.5 cm may be of particular advantage on a case-by-case basis. Furthermore, in the driven pile according to the invention, a continuous conveying line is provided in the longitudinal direction of the pile body starting from the pile head to the pile base and fixed to the pile body, which feed line opens in the region of the pile base above the material thickening in at least one outlet opening. Above the material thickening means in this context in a range of the front end of the pile body ago seen beyond the material thickening.

The pile according to the invention terminates in particular at its front end blunt, that is to say that it has no driving shoe and no shape with a taper formed as a point or a cutting edge. The delivery line is formed in particular in the understanding throughout, as that it is formed in a continuous piece and without intermediate couplings or coupling sleeves. This is particularly relevant because a suspension of a curable material is pressed under temporary high pressure through this conveyor line during driving and anchoring of the driven pile according to the invention. The pressures occurring can be up to 100 bar, possibly even more, so that couplings or coupling sleeves, especially when they are claimed when driving the pile into the ground by contact with surrounding soil components, run the risk of high pressures can not withstand and demolish.

The peculiar to the driven pile according to the invention is that by the material thickening when driving the same by ramming, so applying of acting in the longitudinal direction of the pile pile Rammimpulsen on the pile head, the material thickening creates a gap between the pile body and the surrounding soil, in which the under pressure, partly under high pressure of at least 10 bar, preferably at least 25 bar, in particular up to 100 bar, introduced injected suspension and pressed after curing a corresponding Anchoring forms and thus ensures high tensile and compressive strength and carrying capacity of the driven pile in the longitudinal direction. It is especially important that the material thickening of relatively low thickness of a maximum of 10 cm, sometimes not more than 5 cm, but also of sufficient strength of at least 0.5 cm, sometimes at least 1.5 cm. The sufficient thickness of at least 0.5 cm ensures that a sufficiently wide gap is available to press it in sufficient amount of a hardening suspension can. With a larger projection than the maximum provided 10 cm but the material thickening would result in a too wide gap in the ground, in which a high pressure introduced suspension of a thermosetting material is no longer introduced with the desired compression effect and the successful pressure build-up or hardened mass could no longer transfer the occurring forces safely to the surrounding soil. With particular advantage, the dimension d is in a range 0.5 cm ≦ d ≦ 2.5 cm, in particular 2 cm.

In particular, the outlet opening of the delivery line can be a single one which points in particular in the direction of the pile base. Not only for such a configuration, but in particular in such a case, in order to preclude blocking of the outlet opening by dissolved soil penetrating there when the pile pile is driven in, a discharge bracket can be provided in a region opposite the longitudinal direction of the pile body in the direction of the front end of the outlet opening. In particular, this discharge bracket has a length or width projecting from the surface of the other pile body, which is sufficient to shade the discharge opening of the delivery line to a sufficient extent. In this case, this Ableitkonsole be integrated in the region of the material thickening, but project to a greater extent on the adjacent surface of the H-profile than the material thickening. The discharge console is so far also to be understood as a further projection of the material thickening in the area opposite the outlet opening in the aforementioned manner. In particular, in order to prevent tearing off of the deflector when driving the pile, possibly also to provide a discharge structure for displaced soil, extending in the longitudinal direction of the pile body, starting from a front end facing the area of the pile body obliquely exposed to the discharge console extending, with this connected guide and support structures may be provided.

In a further advantageous embodiment, in the pile pile according to the invention in the region of the pile base, in particular in a arranged between the outlet opening of the conveyor line and the circumferential material thickening longitudinal portion of the pile body, guided through the surface portions of the H-profile passage openings may be formed. In the context of the invention, the driven pile according to the invention may have a plurality of conveying lines which, in particular in the different cross-sectional sections of the H-profile, open substantially in a same longitudinal section. However, it lies in the special focus of the invention and is considered as advantageous embodiment, if only one conveyor line is given. This reduces the required effort, yet leads to the noted excellent anchoring results of a driven pile according to the invention. In order then to achieve an optimal distribution of the suspension material present in suspension in the region of the pile base, the passage openings provided are advantageously provided. This is because the hardening material present in suspension does not have to be distributed solely along the gap which surrounds the H-profile or the continuous gap space, distribution around the driven pile then also takes place with material flow through the passage openings. Overall, this results in a better distribution of the pressed suspension and thus an improved anchoring of the driven pile in the ground.

In principle, the delivery line can be formed in the invention in different ways, for example, as a pipeline. However, it is preferred that the delivery line is a flexible hose line. Such a flexible hose line can, if the hose is designed in particular for the passage of the suspension under the high pressures and provided with a correspondingly reinforced hose wall, very easy to be mounted on the driven pile, in particular in a continuous manner. Such hose lines are available as endless goods, can be tailored accordingly for the production of the driven pile according to the invention and fixed to the pile pile. In such an advantageous regarded use of a hose as a delivery line, it is also advantageous and preferred according to a development of the invention, when the hose in the region of the outlet opening by a surrounding, preferably made of a metallic material such as brass or low alloyed Steel ("structural steel"), existing pipe section is reinforced. Instead of a hose section surrounding the tube section can be selected with an equal effect also adjoining one end of the tubing, firmly connected to the tubing pipe section. This pipe section with a fixed pipe wall gives a particularly stable and protected discharge area with the outlet opening arranged therein.

Advantageously, the conveyor line to the between the outer profile sections, the so-called flanges, extending, this connecting to the H-profile middle section, the so-called web, set the pile body. A commitment to this profile section relocates the delivery line in a central portion of the driven pile, which is favorable when driving in this pile.

For the attachment of the feed line to the pile body are guided with advantage with their free ends through openings in a profile surface guided and bolted thereto U-clamps, with which the delivery line is held and fixed to the pile body.

Finally, according to a further advantageous embodiment of the invention, it is preferred that, as seen in the longitudinal direction of the pile body, a distance a is given between the front end and the surrounding material thickening at the pile base is, for which distance a is preferably 5 cm ≤ a ≤ 100 cm, in particular 5 cm ≤ a ≤ 50 cm, preferably 15 cm ≤ a ≤ 25 cm. In a particular embodiment, this distance a may be 20 cm. In this way, in the driven pile according to the invention, which, as already explained above, does not require a ram shoe tapering towards a cutting edge or tip, a penetration region is created which ensures further penetration of the pile pile into the soil, before then with the surrounding material thickening a further displacement of the soil takes place for the formation of the gap. This allows a more precise guidance of the driven pile to form the gap in a reliable manner.

The pile body of the driven pile according to the invention is formed in particular from steel.

Finally, the invention also provides a system consisting of a driven pile with the properties described above, a pile driver, a suspension pressure pump with a high-pressure suspension line for connection to the end of the pile body located in the region of the rear end of the pile body and of a suspension of a curable Material is formed. With this system, a method according to the type described at the outset for the solution of the invention can be carried out. The suspension contained in the system is preferably one of cement, fly ash and water and possibly other binders and / or concrete admixtures, such as condensers and / or retarders. The suspension pressure pump is advantageously able to convey such a suspension at a pressure of at least 10 bar, in particular at least 25 bar, in particular up to at least 100 bar through the high-pressure suspension line and the delivery line to its outlet opening and feed. It therefore has a correspondingly high enough compression power at its high pressure side.

Fig. 1

eine geschnittene Seitenansicht eines erfindungsgemäßen Rammpfahles in einem dem Pfahlfuß benachbarten Ausschnitt,

Fig. 2

eine Draufsicht auf den in Figur 1 dargestellten Abschnitt aus der in Figur 1 links gelegenen Blickrichtung,

Fig. 3

eine Aufsicht auf den Rammpfahl von oben gemäß der Blicklinie E-E in den Figuren 1 bzw. 2,

Fig. 4

eine Schnittdarstellung durch den Rammpfahl gemäß der Schnitt- und Blicklinie D-D in den Figuren 1 bzw. 2,

Fig. 5

ein Verbaubeispiel erfindungsgemäßer Rammpfähle zur Absicherung einer im Wasserbereich gelegenen Baugrube und

Fig. 6

in Diagrammen a) bis d) Messwerte für verschiedene Parameter, wie sie während eines Einrammenvorganges eines erfindungsgemäßen Rammpfahls nach dem erfindungsgemäßen Verfahren aufgenommen worden sind.

Further advantages and features of the invention will become apparent from the following description of an embodiment with reference to the accompanying figures. Showing:

Fig. 1

a sectional side view of a pile according to the invention in a section adjacent the pile foot,

Fig. 2

a top view of the in FIG. 1 shown section from the in FIG. 1 left-facing view,

Fig. 3

a top view of the driven pile from above according to the line of sight EE in the FIGS. 1 or 2,

Fig. 4

a sectional view through the pile according to the sectional and line of sight DD in the FIGS. 1 or 2,

Fig. 5

a Verbispielispiel inventive Rammpfähle to secure an excavation located in the water area and

Fig. 6

in diagrams a) to d) measured values for various parameters, such as have been recorded during a Einrammenvorganges a driven pile according to the invention according to the inventive method.

The illustrations in the figures are schematic in nature, in particular serve only to explain the essential features of the invention and are not necessarily to scale.

First, referring to the FIGS. 1 to 4 , who described there in different sectional views and sectional views shown pile 1. The driven pile 1 has a pile body 2, which, in particular the FIGS. 3 and 4 good, the shape of an H-profile, as well as double-T-profile or 1-profile referred to, has. The pile body 2 is formed here of steel, in a conventional manner.

In the Figures 1 and 2 is shown by the pile body only one the front end 3 and the opening in the front end 3 pile foot 4 comprehensive section. The further longitudinal course of the driven pile 1, the total length of several 10m, z. B. 30m, up to 60m or even more, may have is not shown here. So also missing a representation of the front end 3 in the longitudinal direction of the pile pile 1 opposite rear end with the pile head. This pile head can be provided with reinforcements for safe initiation of ramming pulses.

It can be seen in the Figures 1 and 2 a lying at a distance a from the front end 3 circumferential material thickening 5, which leads to a local broadening of the H-profile. This circumferential material thickening 5 has a thickness d by which it enlarges or reinforces the outer dimensions of the H-profile of the pile body 2 in the area in which it is applied. This material thickening 5 is formed by steel strips welded onto the pile body 2 and having a height h over which the material thickening 5 extends in the longitudinal direction of the pile body 2. The material thickening 5 is guided circumferentially around the H-profile and runs parallel to the front end 3 or substantially perpendicular to the longitudinal extension of the pile body 2. The thickness d of the material thickening 5 is from 0.5 cm to a maximum of 10 cm, with advantage from 0.5 cm to a maximum of 5 cm, in particular from 1.5 cm to 2.5 cm and measures in this embodiment preferably 2 cm. The height h may be 5 cm in this embodiment, the distance a is in particular in a value range of 5 cm to 100 cm, preferably in a range of 5 cm to 50 cm, in particular from 15 cm to 25 cm and is particularly in this embodiment preferably 20 cm.

It can also be seen here that the front end 3 of the pile pile 1 is formed "blunt", that is to say does not have a ram shoe or a shape that is tapered to a point or edge.

Evident is also a running in the longitudinal direction of the pile body 2 conveying line 6, which extends over the entire length of the driven pile 1, that is from the not shown ramming head and rear end of the driven pile 1 into the area of the pile base 4 and there in an outlet opening 7 opens. The delivery line 6 consists in this embodiment of a high-pressure resistant hose, which is guided in one piece, starting from the pile head along the pile body 2 to the pile base 4. He is with U-shaped holding and Clamping clips 8 fixed to the pile body 2, which are guided through openings in a profile section and secured on the conveyor line 6 opposite side by screwed onto their provided with corresponding threads free ends screw nuts and held.

In the embodiment shown, the conveying line 6 is fixed approximately centrally to a central profile section 9, the web, the H-profile, which connects the two lateral profile sections 10, 11, the flanges together.

At its lower portion in the region of the outlet opening 7, the delivery line 6 is formed by a fixed pipe section 12 or reinforced by such a fixed pipe section 12 placed around the flexible hose in order to stabilize the sensitive area of the outlet opening 7. In addition, roof-like protection plates 13 are placed in the region of the pile base 4 on the conveying line 6, even in a section in which it is still performed as a hose. These roof-like fenders are welded to the central profile section and also serve to protect the delivery line 6 in the area of the pile base 4. The outlet opening 7 opposite and further from this to the front end 3 of the pile body 2 is a discharge bracket 14 is arranged, which of the H Profile, here from the central profile section 9, projects to a further extent than the circumferential material thickening 5. Seen from the outlet opening 7 beyond the material thickening 5, the discharge bracket 14 is supported by guide and support plates 15, starting from a front end 3 of the pile body 2 near section extending from an H-profile more precisely whose central profile section 3 nearer area extending obliquely outward to the discharge console 13 and are connected thereto. This guide and mudguards 15 provide the Ableitkonsole 14 further stop against the below to be described in more detail loads.

Furthermore, in the area of the pile base 4, through openings 16, which are guided through the profile sections 9, 10, 11, are arranged in a section between the outlet opening 7, the conveying line 6 and the circumferential material thickening 5.

• Der Rammpfahl 1 wird mit seinem Rammfuß 4 und dem Vorderende 3 voran durch in Längsrichtung des Pfahlkörpers 2 wirkende, auf den hier nicht näher dargestellten Pfahlkopf aufgebrachte Rammimpulse in den Untergrund bzw. in das Erdreich getrieben. Dabei schneiden gleichermaßen die Profilabschnitte 9, 10, 11 mit ihren in dem vorderen Ende 3 mündenden Stirnkanten einen Weg in den Untergrund. Durch die umlaufende Materialverdickung 5, die sich ausgehend von dem vorderen Ende 3 im Abstand a am Pfahlfuß 4 anschließt, wird beim Einrammen des Rammpfahles 1 ein dessen H-Profil-förmigen Pfahlkörper 2 umgebender Spaltraum frei geräumt, der im Wesentlichen eine Dicke des Maßes d aufweist. Dieser Spaltraum wird während des Einrammens des Rammpfahls 1 mit unter Druck über die Förderleitung 6 und durch die Auslassungsöffnung 7 in diesen eingepresster Suspension aus einem aushärtbaren Material, insbesondere einer Betonmischung geringer Viskosität von maximal 250 mPa*s, insbesondere höchstens 200 mPa*s oder sogar geringer, verfüllt. Das über die Förderleitung 6 während des Rammvorganges eingepresste, hoch fluide aushärtbare Material strömt unter hohem Druck, zumindest zeitweise während des Rammvorganges belaufen sich diese Drücke typischerweise auf 10 bar und mehr, zum Teil bis zu 100 bar, gegen die Ableitkonsole 14. Damit die Ableitkonsole 14 infolge des hier auftretenden hohen Drucks nicht abreißt, ist diese von den Leit- und Stützblechen 15 zusätzlich gehalten. Umgelenkt durch die Ableitkonsole 14 und nach unten hin in Richtung des Vorderendes 3 des Rammpfahles 1 durch die Materialverdickung 5 abgedichtet, strömt die Suspension des aushärtbaren Materials quer zur Längsrichtung des Rammpfahles 1 und verfüllt den Spaltraum. Um eine Ausbreitung entlang des gesamten Spaltraumes zu erleichtern und damit ein Verfüllen des Spaltraumes mit eingepresstem, in einer Suspension vorliegenden aushärtbaren Material zu begünstigen, sind die Durchtrittsöffnungen 16 vorgesehen, durch die diese Suspension sich ebenfalls ausbreiten und darüber sämtliche Spalten des Spaltraumes verfüllen kann.

Is used in the FIGS. 1 to 4 shown pile 1 as follows:

• The driven pile 1 is driven with its Rammfuß 4 and the front end 3 ahead by acting in the longitudinal direction of the pile body 2, applied to the pile head not shown here Rammimpulse in the ground or in the ground. At the same time cut the profile sections 9, 10, 11 with their opening into the front end 3 end edges a way into the ground. Due to the circumferential thickening of the material 5, which adjoins the pile base 4 at a distance a from the front end 3, a gap space surrounding the H-profile-shaped pile body 2 is cleared when the driven pile 1 rams in, which essentially has a thickness of the dimension d having. This slit space is during the ramming of the driven pile 1 under pressure via the delivery line 6 and through the outlet opening 7 in this pressed suspension of a curable material, in particular a concrete mixture low viscosity of 250 mPa * s, in particular at most 200 mPa * s or even less, filled. The highly fluid hardenable material pressed in via the delivery line 6 during the ramming process flows under high pressure, at least at times during the ramming process, these pressures typically amount to 10 bar and more, sometimes up to 100 bar, against the discharge console 14. Thus the discharge console 14 does not break off due to the high pressure occurring here, this is additionally held by the guide and support plates 15. Deflected by the discharge bracket 14 and sealed down towards the front end 3 of the pile pile 1 by the material thickening 5, the suspension of the curable material flows transversely to the longitudinal direction of the driven pile 1 and fills the gap. In order to facilitate a propagation along the entire gap space and thus promote a backfilling of the gap space with pressed, present in a suspension curable material, the passage openings 16 are provided through which this suspension also spread and can fill all the gaps of the gap space.

In this case, the discharge console 14 has, in addition to the impingement deflection, the high pressure impinging there, leaving the delivery line 6 through the outlet opening 7 Suspension of the curable material a wide function. It serves to avert 7 depressing soil during the driving of the driven pile 1 in the direction of the outlet opening 7 and to divert it from the outlet opening 7. This derivative supportive and promoting the penetration of the projecting at a greater distance from the central profile section 9 of the pile body 2 Ableitkonsole are the guide and support plates 15, which also perform a second function so far.

The in the FIGS. 1 to 4 shown and explained above pile 1 is particularly suitable to come in differently sourced soils for use. Thus, this pile can be driven in the same way in rolling, eg sand-containing, substrates and successfully anchored therein, as it can be incorporated into cohesive, such as clay-containing soil layers and fixed there. Particularly suitable is the driven pile according to the invention thus also for anchoring in such substrates, which have alternating layers with both coarse and cohesive soil material. Especially those soil layers, as they often occur in glacial geological sections, such as the North German Plain, but also areas of adjacent areas, such as in the Netherlands, were previously very difficult to work for the founding of piles known type. Here, in order to achieve correspondingly high tensile strengths, it was often necessary to use particularly long piles, the driving of which was regularly associated with considerable difficulties up to the required depths. With the embodiment according to the invention, even comparatively short piles of, for example, only 30 m can reach high load-bearing strengths in such difficult substrates. Thus, in tests carried out by the inventors, load capacities of up to 8,000 kN, corresponding to approximately 800 t, could be achieved. The trained as described above pile is suitable both for vertical anchoring as well as for an inclined driving into the ground. Rammpfähle can also be made of longer lengths, with the usual equipment foundations with such designed Rammpfählen lengths of up to 60 m are conceivable.

In Fig. 5 is shown schematically an example of the use of the piles of the invention. Shown there is a projecting below a waterline WL, secured by sheet piles S excavation B. Such excavation B can be applied for example in the field of port or lock construction in natural or artificial water courses for appropriate construction measures. But it can also occur in the field of civil engineering there, where high groundwater levels or particularly deep into the soil to be carried out in construction work such excavation B required. For example, it is known from the construction activity in the center of Berlin, which was heavily carried out after the German reunification, that large and deep foundations were excavated there, which were used for construction works below the water level. Here also sheet piles S were first driven into the ground, these then as in the Fig. 5 shown with inclined ramming piles 1 secured against transverse loads, before in a subsequent step there excavated the excavations and drained. In Fig. 5 It is shown how additional ramming piles 1 are anchored both vertically and transversely thereto in the bottom of the excavation B for the further stabilization of the construction site. With all these ramming piles 1, it can be, and it is advantageous to those in the FIGS. 1 to 4 Sectionally represented piles according to the invention act.

To these ramming piles 1 eg as in the Fig. 5 as shown in the soil to collect and anchor there, as above using the FIGS. 1 to 4 already described method and a corresponding system is used. This requires, in addition to the inventively designed pile of a pile driver not shown here with a Rammpfahlführung, which also allows an inclined driving direction of the driven pile 1. With this pile driver, which is able to exert on the head of the pile pile corresponding Rammimpulse, the force exerted in the longitudinal direction of the pile pile 1 and its pile body 2 Rammimpuls is transmitted, which provides for a driving of the driven pile 1 in its longitudinal direction. Furthermore, in this system, a suspension pressure pump, with which a suspension of a curable material, such as a concrete, such as a mixture of Water, cement, fly ash, possibly other binders and possibly concrete admixtures, such as condensers and / or retarders, promote and spend on a high pressure side under high pressure, in particular under a controllable pressure in a high-pressure suspension line, which in turn in turn in the area the end of the pile body lying end of the delivery line can be connected. In addition, it requires a corresponding suspension of the curable material, which is stored in practice in a reservoir connected to a suction side of the suspension pressure pump.

When driving the ramming piles 1 into the ground, they can be driven forward over a first tunneling section, first without pressing in the suspension, in order to prevent the suspension from escaping from the entry point under high pressure. When reaching a predetermined minimum depth can be started with the injection of the suspension. Typically, the suspension is not always injected at a consistently high pressure, but the injection pressure is typically at a minimum pressure of e.g. 10 bar or 25 bar or 50 bar and, depending on the geological formations of the subsoil, which the pile base passes with the outlet opening, lies partly at higher values. If there are layers with greater storage density and / or cohesive layers, then a higher press-in pressure can be selected, typically up to 100 bar. If there are layers with a lower storage density and / or layers containing sand, the press-in pressure can be lowered up to a press-in pressure of close to 0 in an extreme case, e.g. in purely organic soil layers such as underground Torfinsen.

For a quality control and verification of the conformity of the retention of the pile in the soil with the previously calculated values, the course of the injection pressure is recorded as well as the course of the conveyed suspension volume correlated to the progressive penetration depth of the pile into the ground to data about the compression and also to draw conclusions about the structure of the subsoil. In particular, when the pile is placed in deeper layers are Often, no exact geological data on the soil layers encountered there, eg by means of cores, pressure probes or similar outcrops available. In particular, here to confirm the previously determined soil condition and profiling or to show deviations, is an objective of the appropriate monitoring.

In FIG. 6 are in the individual representations a), b), c), d) a total of four different diagrams reproduced with measured values for different process parameters that have been included in a Einrammvorgang a Rammpfahls invention in the underground by the method according to the invention. In the illustration a) the depth of penetration of the pile in meters (from 0m to 30m, with the whole meters before the colon and decimal places behind the colon) is plotted on the vertical axis and on the right axis the pressure of the suspension of the hardenable material in bar. The beginning of the vertical axis with 0m is not corresponding to the earth's surface at the point of insertion, but designates a point already lying in the depth of the soil, from which the feeding of the suspension and the pressing of the free space around the pile profile begins.

It can be seen that in this case the process has been operated with a set "normal pressure" of about 25 bar. A pressure drop to near 0 bar in the range between the drive depths 3m and 4m is here a systemic artefact. In the area up to a depth of about 10 m, the driven pile with its pile base passed through layers of mostly rolling material, so that the suspension was pressed in only with the normal pressure of 25 bar as minimum pressure. In the range between 10m and 1 1 m, the press-in pressure initially increases in rashes and then continuously abruptly and is in the range between about 1 1 m and about 14 m at 100 bar regulated. There, the driven pile with its ramming foot crossed a soil layer of cohesive material. As a result of the continued delivery of the suspension by means of the suspension pump, the pressure rose. At 100 bar, the system was shut down for safety reasons, as otherwise damage to the suspension lines and / or the suspension pump were to be feared at even higher pressures. If this material higher compressive strengths could be worked even with higher pressures.

In the range between about 14m and 17m Einrammtiefe the pressure then dropped slowly, but still remained above the value of the normal pressure for this procedure, which was at 25 bar. Between 17m and about 19m depth, a slight increase in pressure was observed again, until at about 19 m a renewed jump occurred up to a pressure of 100 bar, which in turn reduced the system.

In the area between about 14m and 19m Einrammtiefe the soil layer was less cohesive or had a higher proportion of rolling material, so that the pressed suspension could easily penetrate into the surrounding soil and the pressure could drop. However, the layer in this area was still of higher resistance to penetration of the suspension than the bottom layer at the beginning of the ramming in the range between 0m and about 10m ramming depth.

In a range hiss about 19m Einrammtiefe and about 23m Einrammtiefe the Pfahlfuß traversed a soil layer with similar properties as the layer in the range between 1 1 m and 14m Einrammtiefe, so that there the high pressure level of the maximum possible pressure set Abregeldruckes of 100 was maintained ,

The last section was followed by a layer of rolling material into which the pile foot then penetrated in the range from about 23m depth of rift to the final depth of 30m and in which the pressure slowly dropped in a transitional area between 23m and 24m ridge depth and then on the set here normal pressure of 25 bar.

It should be emphasized once again that the normal pressure can also assume a low value, as long as this is at least temporarily at least 10 bar.

The diagram in the representation b) the FIG. 6 shows in a similar plot with the depth of penetration in meters on the vertical axis on the right axis, the flow rate of the introduced suspension in l / min applied. It can easily be seen that the course of the flow rate correlates with the pressure curve insofar as in the areas in which the injection pressure increases, the soil shows a low permeability, the flow rate of the suspension drops down to a flow rate of zero. Where the bottom layer was formed of a rolling material, larger amounts of the suspension per unit time were introduced because it was better able to penetrate into the surrounding soil.

The representation c) shows with the same depth profile along the vertical axis shown on the right axis, the ramming energy per hammered meter applied in ramming in kJ / m. This ramming energy is a measure of the soil condition of the layer crossed by the pile foot. A high applied ramming energy per driven meter indicates a layer with a high storage density, low ramming energy per driven meter shows a straight layer with a low storage density. Here it can be seen that the storage density increases significantly, especially at a depth of cut above about 17 m.

The last diagram d) shows that in the different depths of penetration (the depth of penetration is again plotted on the vertical axis with the same scale as in the diagrams a), b) and c)) per volume of metered volume of the suspension of the hardenable material in l / m plotted on the right axis. This order also shows a correlation to the curves of the pressure curve according to representation a) and the flow rate curve according to representation b). Where the pressure was high and the flow rate of the suspension was low, the volume introduced per meter of advance length also drops. The introduced volume per meter of drive length is a frame size of the method calculated in a previous modeling. Here is currently a volume of about 1.5 to 2.5 times that formed by the cross section of the driven pile in the region of the enlarged cross section with corresponding propulsion Volume sought as a benchmark and given.

LIST OF REFERENCE NUMBERS

1

Driven pile

2

stake body

3

front end

4

pile base

5

material thickening

6

delivery line

7

outlet opening

8th

U-shaped holding and clamping brackets

9

central profile section

10

lateral profile section

11

lateral profile section

12

pipe section

13

mudguard

14

Ableitkonsole

15

Guide and support plate

16

Port

a

distance

d

thickness

H

height

B

excavation

S

bulkhead

WL

waterline

Claims (16)

Method for driving and anchoring a pile in the ground having a pile base in the region of a front end and having a pile head in the region of a rear end, wherein the in the region of the pile base has a relation to the cross section of the remaining pile increased cross-section pile by applying acting in its longitudinal direction Rammimpulsen driven onto the pile head with the pile base in the ground and at the same time by a line running on the pile pile a suspension of a curable material to the pile base in the area in which the cross section is tapered with respect to the area with increased cross-section in the direction of the pile head, pressed is, wherein the suspension has a dynamic viscosity of at most 250 mPa * s, in particular at most 200 mPa * s, and at least temporarily with a pressure of at least 10 bar, preferably of at least 25 bar, in particular of up to 100 bar ei is pressed. A method according to claim 1, characterized in that the suspension is a suspension of cement, fly ash, optionally further binders and water and, where appropriate, concrete admixtures, such as condensers and / or retarders. Method according to one of the preceding claims, characterized in that the driven pile is introduced via a first longitudinal section without pressing in the suspension, after reaching a predetermined initial depth of the Rammfußes under pressing of the suspension in the soil. Rammpfahl with a pile body (2) formed from an H-profile with a in a front end (3) of the pile body (2) opening pile base (4) and with a by a rear end of the pile body (2) limited pile head, characterized in that in Portion of the pile root (4) extending along the surface of the H-profile in a direction transverse to the longitudinal direction is provided substantially closed around the profile on all surfaces extending material thickening (5) which projects by a dimension d over the adjacent surface of the H-profile, for which is 0.5 cm ≤ d ≤ 5 cm, and that in the longitudinal direction of the pile body (2) starting from the pile head to the pile base (4) a continuous conveying line (6) and is fixed to the pile body (2) in the region of the pile base (4) above the material thickening (5) in at least one Outlet opening (7) opens. Pile according to claim 4, characterized in that for the dimension d is 0.5 cm ≤ d ≤ 10 cm, in particular 0.5 cm ≤ d ≤ 5 cm. Pile according to one of claims 3 or 4, characterized in that at the pile base (4) in one of the outlet opening (7) in the longitudinal direction of the pile body (2) in the direction of the front end (3) opposite region, a discharge console (14) is provided. Driven pile according to claim 6, characterized in that the Ableitkonsole (14) is integrated in the region of the material thickening (5), but to a greater extent beyond the adjacent surface of the H-section projecting than the material thickening (5). Pile according to one of claims 5 or 6, characterized by extending in the longitudinal direction of the pile body (2) starting from a front end (3) facing portion of the pile body (2) obliquely up to the discharge console (14) extending, connected to this Guiding and supporting structures (15). Pile according to one of claims 4 to 8, characterized by in the region of the pile base (4), in particular in a between the outlet opening (7) of the conveying line (6) and the circumferential material thickening (5) located longitudinal portion of the pile body (2) arranged by the surface portions (9, 10, 11) of the H-profile guided passage openings (16). Rammpfahl according to one of claims 4 to 9, characterized by a flexible hose line as a conveying line (6). Rammpfahl according to claim 10, characterized in that the hose in the region of the outlet opening (7) by a surrounding pipe section (12) is reinforced. Pile according to one of claims 4 to 11, characterized in that the conveying line (6) at the between the outer profile sections (10, 11) extending, this connecting to the H-profile central portion (9) of the pile body (2) is fixed. Pile according to one of claims 4 to 12, characterized in that the conveying line (6) on the pile body (2) by means of their free ends through openings in a profile surface (9) out and screwed thereto U-clamps (8) is held. Pile according to one of claims 4 to 13, characterized in that the pile base (4) seen in the longitudinal direction, a distance a between the front end (3) and the circumferential material thickening (5) is given, wherein preferably 5 cm ≤ a ≤ 100 cm , in particular 5 cm ≤ a ≤ 50 cm, preferably 15 cm ≤ a ≤ 25 cm. Driven pile according to one of claims 4 to 14, characterized in that the pile body (2) is formed of steel. System comprising a pile pile (1) according to one of the preceding claims 4 to 15, a pile driver, a suspension pressure pump with a high-pressure suspension line for connection to the end of the delivery line (6) lying in the region of the rear end of the pile body and a suspension of a hardenable material.

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