EP2728070B1 - Verfahren zum Eintreiben und Verankern eines Rammpfahls im Erdreich sowie Rammpfahl - Google Patents

Verfahren zum Eintreiben und Verankern eines Rammpfahls im Erdreich sowie Rammpfahl Download PDF

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Publication number
EP2728070B1
EP2728070B1 EP12190848.7A EP12190848A EP2728070B1 EP 2728070 B1 EP2728070 B1 EP 2728070B1 EP 12190848 A EP12190848 A EP 12190848A EP 2728070 B1 EP2728070 B1 EP 2728070B1
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EP
European Patent Office
Prior art keywords
pile
driven
suspension
region
profile
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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EP12190848.7A
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German (de)
English (en)
French (fr)
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EP2728070A1 (de
Inventor
Mark Dipl. -Ing. Krischik
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Aug Prien Bauunternehmung (gmbh & Co Kg)
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Aug Prien Bauunternehmung (gmbh & Co Kg)
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Priority to DK12190848.7T priority Critical patent/DK2728070T5/en
Priority to EP12190848.7A priority patent/EP2728070B1/de
Priority to PL12190848T priority patent/PL2728070T3/pl
Publication of EP2728070A1 publication Critical patent/EP2728070A1/de
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/02—Placing by driving

Definitions

  • 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.
  • 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.
  • driven piles are driven into the ground by applying ramming pulses acting in the direction of the pile axis to the respective pile head.
  • pile 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.
  • 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.
  • 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.
  • a ram 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the dimension d is in a range 0.5 cm ⁇ d ⁇ 2.5 cm, in particular 2 cm.
  • the outlet opening of the delivery line can be a single one which points in particular in the direction of the pile base.
  • 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.
  • 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.
  • 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.
  • 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.
  • the driven 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.
  • 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.
  • 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.
  • the delivery line can be formed in the invention in different ways, for example, as a pipeline.
  • the delivery line is a flexible hose line.
  • 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.
  • a hose as a delivery line
  • existing pipe section is reinforced.
  • 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.
  • 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.
  • 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.
  • the pile body of the driven pile according to the invention is formed in particular from steel.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the discharge bracket 14 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.
  • 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.
  • Ableitkonsole are the guide and support plates 15, which also perform a second function so far.
  • pile 1 is particularly suitable to come in differently sourced soils for use.
  • 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.
  • Particular 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.
  • 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.
  • sheet piles S were first driven into the ground, these then as in the Fig.
  • FIGS. 1 to 4 Sectionally represented piles according to the invention act.
  • 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.
  • 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.
  • a corresponding suspension of the curable material which is stored in
  • the ramming piles 1 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.
  • a predetermined minimum depth When reaching a predetermined minimum depth can be started with the injection of the suspension.
  • 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.
  • 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.
  • 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.
  • 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.
  • here to confirm the previously determined soil condition and profiling or to show deviations is an objective of the appropriate monitoring.
  • 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.
  • 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.
  • 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.
  • 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.
EP12190848.7A 2012-10-31 2012-10-31 Verfahren zum Eintreiben und Verankern eines Rammpfahls im Erdreich sowie Rammpfahl Active EP2728070B1 (de)

Priority Applications (3)

Application Number Priority Date Filing Date Title
DK12190848.7T DK2728070T5 (en) 2012-10-31 2012-10-31 A method for driving and anchoring a pile in the ground and pile
EP12190848.7A EP2728070B1 (de) 2012-10-31 2012-10-31 Verfahren zum Eintreiben und Verankern eines Rammpfahls im Erdreich sowie Rammpfahl
PL12190848T PL2728070T3 (pl) 2012-10-31 2012-10-31 Sposób osadzania i kotwienia pala wbijanego w gruncie oraz pal wbijany

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP12190848.7A EP2728070B1 (de) 2012-10-31 2012-10-31 Verfahren zum Eintreiben und Verankern eines Rammpfahls im Erdreich sowie Rammpfahl

Publications (2)

Publication Number Publication Date
EP2728070A1 EP2728070A1 (de) 2014-05-07
EP2728070B1 true EP2728070B1 (de) 2014-11-19

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EP12190848.7A Active EP2728070B1 (de) 2012-10-31 2012-10-31 Verfahren zum Eintreiben und Verankern eines Rammpfahls im Erdreich sowie Rammpfahl

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EP (1) EP2728070B1 (pl)
DK (1) DK2728070T5 (pl)
PL (1) PL2728070T3 (pl)

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AT229230B (de) 1959-04-06 1963-08-26 Mueller Ludwig Rammpfahl
DE7540863U (de) * 1975-12-22 1976-05-06 Mueller, Ludwig, Dr.-Ing., 3550 Marburg Rammpfahl in form eines doppel-t- traegers
DE102006060643B4 (de) * 2006-12-21 2008-09-18 Technische Universität Hamburg-Harburg Verfahren und Anordnung zum Einbringen von langgestreckten Profilen in einen Baugrund
GB2479237B (en) 2010-04-01 2016-05-11 Abbey Pynford Holdings Ltd A foundation pile

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DK2728070T3 (en) 2015-02-09
PL2728070T3 (pl) 2015-05-29
DK2728070T5 (en) 2015-02-16
EP2728070A1 (de) 2014-05-07

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