EP1930506B1 - Elément pour essai de charge - Google Patents

Elément pour essai de charge Download PDF

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Publication number
EP1930506B1
EP1930506B1 EP06025167A EP06025167A EP1930506B1 EP 1930506 B1 EP1930506 B1 EP 1930506B1 EP 06025167 A EP06025167 A EP 06025167A EP 06025167 A EP06025167 A EP 06025167A EP 1930506 B1 EP1930506 B1 EP 1930506B1
Authority
EP
European Patent Office
Prior art keywords
force
pipe
hoisting
force measuring
shaft
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.)
Not-in-force
Application number
EP06025167A
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German (de)
English (en)
Other versions
EP1930506A1 (fr
Inventor
Robert Lauerer
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Bauer Spezialtiefbau GmbH
Original Assignee
Bauer Spezialtiefbau GmbH
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Bauer Spezialtiefbau GmbH filed Critical Bauer Spezialtiefbau GmbH
Priority to EP06025167A priority Critical patent/EP1930506B1/fr
Priority to DE502006004534T priority patent/DE502006004534D1/de
Priority to AT06025167T priority patent/ATE439479T1/de
Publication of EP1930506A1 publication Critical patent/EP1930506A1/fr
Application granted granted Critical
Publication of EP1930506B1 publication Critical patent/EP1930506B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00—Testing foundations or foundation structures

Definitions

  • the invention describes a device for carrying out load tests on foundation elements in the ground.
  • these devices After hardening of the concrete of the foundation elements, these devices are increased in volume by means of a liquid. This creates a hydraulic pressure.
  • the displacements are then assigned to the respective force applied with the device.
  • the continuous concreting process can be ensured by using hydraulic cylinders in the foundation element only by using a plurality of small hydraulic cylinders, which are arranged in a ring shape. This increases the cost of carrying out the experiment significantly and is associated with a large installation effort.
  • the GB-A-589.019 relates to a lifting device having a kind of deformable metal bag.
  • the bag has two plates forming the support surfaces of the lifting device.
  • the two plates are connected at their edges to a cylindrical or toroidal ring-like metal structure which allows a displacement of the plates without deformation when the fluid pressure applied to the bag is modified.
  • the object of the invention is that the device is simpler and cheaper, that the risk of leaks in the system is reduced and that the force with which the individual shaft sections are pressed apart, can be determined as accurately as possible. In addition, an interruption of the concreting process should be avoided.
  • the object is achieved with the device according to the invention in that the determination of the force between the individual shaft elements 10, 11, 12 is decoupled from the lifting process and that the force measurement is carried out so that the applied forces on the lifting cushion completely by separate force measuring devices 6, the sixth be directed.
  • the force flow between the shaft elements 10, 11, 12 is controlled by specially designed annular spaces 8, 8 ', 8 "around the force measuring devices 6, 6' and it is avoided that forces are bypassed via force bridges or annular spaces at the force measuring devices.
  • the comfortablyhubkissen be, as in FIGS. 2a and 2b represented, spaced-apart sheets 2, 3 connected to a circumferential tube-like structure 4.
  • the simplest and preferred embodiment for the tube-like structure 4 are slotted tubes with a circular cross-section or quadrangular cross-section. Circular closed rings are preferably produced from these pipes in the case of bored piles. On the side where these rings are connected to the spaced sheets 2, 3, these pipe sections are provided with through slots 5. The connection of the slotted tubes with the spaced sheets is preferably carried out by welding.
  • the slits 5 running along the tube winding have a preferred slot width of 5 to 15 mm.
  • this tube-like structure 4 has the advantage that when inflating this lift cushion both in the sheets 2, 3 and in the wall of the tube-like structure 4 essentially only tensile forces and thus the sheets in the optimum direction be charged. A kinking of the pipe wall can be avoided in this way, so that the entire system can be subjected to very high pressures, without causing damage.
  • the Welds essentially stressed and less stressed by bending and shear forces or shear forces, which is also conducive to their stability.
  • Preferred diameters for the tube-like structures 4, 4 ' are in a range of about 2 cm to about 10 cm.
  • Preferred sheet thicknesses for both the spaced sheets 2, 3, 2 ', 3' and for the sheet metal wall of the tube-like structures 4, 4 ' are in a range of a few millimeters. To select the sheet thickness for the spaced sheets 2, 3 and the wall thickness of the tube-like structure 4 as similar as possible is particularly advantageous. In this way, a uniform load throughout the system during inflation results.
  • the paths which the lifting cushions 1, 1 'of the device according to the invention execute during the load test in the axial direction of the shaft are within a preferred range of a few millimeters to several centimeters.
  • these are connected to lines that lead to the earth's surface.
  • the line connection is preferably carried out in the region of the tube-like structure 4, 4 'via welded joints, screw connections or press connections.
  • FIG. 2b shows a variant for the foot pad 1, in which the tube-like structure has a polygonal cross-section.
  • the tube-like structure has a polygonal cross-section.
  • all cross-sectional shapes are possible, but preferred are convex embodiments in which the cross section with respect to the welding points on the spaced sheets is curved outward. These forms are just the most suitable for absorbing tensile forces when the pipe cross-section bends from the smaller to the larger bending radius.
  • the devices according to the invention for the shank are formed with openings 15.
  • These openings 15 should be at least as large as the diameter of the concreting pipes or concreting hoses.
  • the diameter should be selected larger than the concreting diameter so that the liquid concrete can easily rise through this opening 15.
  • the spaced sheets 2', 3 ' are provided with an inner hole.
  • the substantially as washers looking sheets are at the inner edge and at the outer edge with tube-like structures 4 'tensile strength and tightly connected. Again, in principle any cross-sectional shapes for the tube-like structures are conceivable.
  • FIG. 4 shows a variant in which the tubular structure 4 is formed by the fact that in a strip-shaped metal strip in a partial region, a tube-like structure 4 is formed, which is bounded on both sides with flat surfaces 26. The ends of these surfaces are welded to the spaced sheets 2, 3 after the sheet metal strip has been joined into a ring.
  • FIG. 3b a further embodiment is shown, in which the tube-like elements are not welded to the sheets 2 ', 3', but they are in this case formed as half-tubes to the sheets 2 ', 3'.
  • the number of welds is reduced, because the two half-shells are connected to each other only over two welds 27, in contrast to otherwise four necessary welds.
  • the molding of the half tubes is done by pressing, punching or pulling the sheets 2 ', 3' or 2, 3.
  • the lifting cushions 1, 1 ' are inflated via hydraulic lines 9 from the earth's surface after hardening of the concrete in the foundation element with a liquid.
  • a hollow body is filled with a substantially incompressible liquid.
  • the force is determined as a function of the pressure inside.
  • the hollow body consists of thin-walled sheets.
  • force measuring devices according to the prior art are preferably arranged over the surfaces of the sheets 3, 3 'or 2, 2'.
  • the force with which the individual shaft sections 10, 11, 12 are pressed apart by the lifting cushions 1, 1 ' is applied in the apparatus according to the invention essentially over the flat surface of the sheets 2, 2', 3, 3 'of the lifting cushions.
  • annular space 8 This annular space must be designed in such a way that, in particular, it can transmit no vertical forces or forces parallel to the shaft axis, for this purpose an annular space is formed which is filled with a non-force-transmitting and thus yielding or yielding medium preferably of rubber or artificial elastomers with and without gas pores or of flexible synthetic foams with gas pores The pressure resistance of this medium is chosen so high that the annulus is not compressed by the concreting pressure.
  • a further embodiment for the non-force transmitting and yielding annular space 8, 8 ', 8 " is the filling with a gaseous medium.
  • This gaseous medium is filled into deformable, tube-like sheaths which are connected to vent lines which lead to the earth's surface or one assumes that only very small forces can be transmitted via a gas cushion.
  • the annular space 8, 8 ', 8 is formed of flexible hoses filled with a non-hardening liquid and having a discharge line to the surface of the earth. opened and the liquid can escape without pressure.
  • the force-measuring devices 6, 6 ' are made smaller in area or the same size as the entire base surface of the lifting pad 1, 1'.
  • the horizontal extent of the inner 8 "and outer annular space 8, 8 'with the non-force transmitting and yielding medium is chosen so that the horizontal surface of the force measuring device 6, 6' plus the horizontal surface of the annular space is at least as large as the entire base area 25, 25 'of the lifting cushions 6, 6' Only then is it ensured that no compressive forces are applied directly from the shaft elements 10, 11, 12 via still existing concrete bridges, for example above the tube-like structures 4, 4 ', from a shaft element to If this were the case, the determined forces would appear too small and lead to a false interpretation of the test result.
  • FIG. 7 an embodiment of the invention is shown in which the force measuring devices 6, 6 'have direct contact with the sheets of the lifting pad 1, 1'.
  • the annular spaces 8, 8 ', 8 are arranged with a non-force-transmitting medium.
  • connection of lifting cushion and force measuring device via welding, gluing, screwing or concreting to the optionally roughened surface.
  • a disc-shaped or annular contact piece 7, 7 ' is arranged non-positively between the bearing surfaces of the force measuring devices 6, 6' and the substantially planar sheets 2, 3, 2 ', 3'.
  • These contact pieces facilitate the connection of the lifting cushion with the force measuring devices.
  • the connection is made by gluing, screwing or welding.
  • these contacts 7, 7 'and 19, 19' in a simple manner to transmit larger tensile forces, such as occur during installation of the reinforcement basket in the hole. In this load condition heavyweight reinforcing cage parts are connected to each other tensile strength over the lifting cushion and the force measuring devices.
  • FIG. 5 and 6 Embodiments are shown with the devices according to the invention, which can be mounted or welded as a prefabricated element between the reinforcing cage sections.
  • lifting cushion and force measuring device are sandwiched together and protected with sheets 17, 18, 17 ', 18', via which the tight connection of the individual reinforcing cage sections takes place.
  • the force measuring devices are manufactured in a similar construction as the lifting cushion and filled with an incompressible liquid. They thus act like a hydraulic force measuring device.
  • the force measuring device 6, 6 ' is connected via pipes 14 or cable to the earth's surface.
  • the volume of this force measuring device is kept constant and force changes can thus be read by changes in the fluid pressure at the earth's surface.
  • the fluid pressure is not determined by pressure gauge, but via electrical pressure transducers, which are either inside the force measuring devices or arranged in the supply line 14. In this case, the readings are made via an upwardly directed measuring cable.
  • the disc-shaped contact pieces 7, 7 ' in their horizontal extension shape and surface as possible chosen so that they correspond to the surfaces of the sheets 2, 3, 2', 3 ', as they exist between the tube-like structures 4, 4'.
  • the lifting cushions can develop their power best and the force input into the force measuring devices 6, 6 'leads to realistic and reproducible measurement results.
  • FIG. 8 shows a variant in which directly or indirectly power transmission body 30, 31, 32 are arranged. These power transmission bodies are already fastened before insertion of the measuring device into the bore on the devices according to the invention.
  • These power transmission bodies may be either conical or dome-shaped structures or consist of circumferential cross-sectional areas, such as. As triangles, trapezoids, parabolas, etc ..
  • these power transmission bodies are made of concrete, which is made good formable by the addition of special additives.
  • continuous, curved, rent-like structures can also be created.
  • rounded elements 32 are concreted.
  • the power transmission body 30, 31, 32 have the task that the forces from the individual Pfahlschaftabêten 10, 11, 12 are introduced in the most uniform manner possible in the inventive devices. This is of particular interest when it is to be feared that during concreting by a too small opening 15, no continuous, uniform homogeneity of the concrete between the individual shank sections can be achieved.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Pharmaceuticals Containing Other Organic And Inorganic Compounds (AREA)
  • Nitrogen Condensed Heterocyclic Rings (AREA)
  • Seal Device For Vehicle (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Professional, Industrial, Or Sporting Protective Garments (AREA)
  • Finger-Pressure Massage (AREA)
  • Vibration Dampers (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)

Claims (14)

  1. Dispositif pour conduire un essai de charge sur des éléments de fondation dans le sol présentant des sections rondes ou anguleuses, par exemple des pieux ou des éléments de paroi moulée, dans lequel, dans la partie inférieure ou le long de la tige de l'élément de fondation sont installés des dispositifs avec lesquels la tige peut être subdivisée dans sa longueur, et dans lequel, par augmentation de volume de ces dispositifs, les parties de tige peuvent être séparées les unes des autres ou extraites les unes des autres et, de ce fait, par l'intermédiaire des forces appliquées dans les dispositifs, on en déduit les forces de frottement d'enveloppe et de pression de pointe de l'élément de fondation devant être supportées, dans lequel dans la partie de pied et/ou dans la partie de tige de l'élément de fondation est placé au moins un coussinet de levage (1, 1') qui est constitué de deux tôles (2, 3 et 2', 3') espacées, qui sont reliées au niveau de leurs bords de manière fixe en traction et étanche avec une structure tournante (4, 4'), le coussinet de levage (1, 1') faisant partie du dispositif pour conduire un essai de charge,
    caractérisé
    - en ce que la structure tournante est une structure de type tubulaire (4, 4'),
    - en ce que la structure de type tubulaire (4, 4') présente une fente qui relie l'intérieur de la structure de type tubulaire avec l'espace situé entre les tôles (2, 3 ou 2', 3'),
    - en ce qu 'au-dessous ou au-dessus du coussinet de levage (1, 1') est placé, directement ou par l'intermédiaire d'organes de contact (7, 7'), un dispositif supplémentaire de mesure de force (6, 6'), pour l'essentiel indéformable, qui détermine la force qui apparaît entre les sections de tige (10, 11, 12, ...) quand le volume intérieur des coussinets de levage (1, 1') est augmenté par remplissage avec un liquide, et qui fait partie du dispositif pour conduire un essai de charge,
    - et en ce que , par l'agencement d'un espace annulaire (8, 8', 8") extérieur et/ou intérieur, qui fait partie du dispositif pour conduire un essai de charge, une surface horizontale est formée au niveau du dispositif de mesure de force (6, 6'), à partir d'un milieu mou et non transmetteur de force autour du dispositif de mesure de force (6, 6'), surface qui est au moins aussi grande que la surface de base (25, 25') du coussinet de levage (1, 1'), de telle sorte que les forces axiales entre les différentes sections de tige (10, 11, 12, ...) sont transmises intégralement par le dispositif de mesure de force (6, 6').
  2. Dispositif selon la revendication 1, caractérisé en ce que le dispositif de mesure de force (6, 6') est un corps métallique, un corps en matière plastique ou un corps en béton ou un corps composé de différents matériaux, dont le faible écrasement est déterminé à l'aide de capteurs de déplacement, par exemple par des bandes de mesure d'extension collées, des cordes vibrantes ou des capteurs électroniques de déplacement, et en ce que , par des essais de calibrage, on détermine la force associée à partir de l'écrasement.
  3. Dispositif selon l'une quelconque des revendications 1 ou 2, caractérisé en ce que le dispositif de mesure de force (6, 6') est constitué d'un corps creux en tôle qui est rempli avec une quantité de liquide constante et au niveau duquel la force qui agit sur ce corps en tôle est déterminée par l'intermédiaire de la pression du liquide en son intérieur et de la surface de base.
  4. Dispositif selon l'une quelconque des revendications 1 à 3, caractérisé en ce que le dispositif de mesure de force (6, 6') ressemble par sa construction au coussinet de levage (1, 1'), mais reste de volume constant pendant l'essai de charge.
  5. Dispositif selon l'une quelconque des revendications 1 à 4, caractérisé en ce que le matériau pour l'essentiel mou et non transmetteur de force présent dans les espaces annulaires (8, 8', 8") est un caoutchouc naturel ou synthétique avec ou sans pores remplis de gaz, une matière plastique ou en particulier une mousse.
  6. Dispositif selon l'une quelconque des revendications 1 à 5, caractérisé en ce que le matériau pour l'essentiel mou et non transmetteur de force présent dans les espaces annulaires (8, 8', 8") est un gaz introduit dans des enveloppes déformables ou un liquide, qui peut s'échapper sans pression depuis l'intérieur de la tige par ouverture de conduites.
  7. Dispositif selon l'une quelconque des revendications précédentes caractérisé
    - en ce que le coussinet de levage (1, 1') est relié à la surface du sol par des conduites de remplissage (9), et
    - en ce que le coussinet de levage (1, 1') est muni d'ouvertures (15) pour le tube de bétonnage à l'intérieur des tôles (2', 3').
  8. Dispositif selon l'une quelconque des revendications 1 à 7, caractérisé en ce qu'entre le coussinet de levage (1, 1') et le dispositif de mesure de force (6, 6') est placée en force une plaque de contact (7, 7') en forme de disque avec ou sans orifice, dont la surface et la forme correspondent approximativement à la surface des tôles (2, 3 ou 2', 3') située entre les structures tournantes de type tubulaire (4, 4').
  9. Dispositif selon l'une quelconque des revendications 1 à 8, caractérisé en ce que les structures de type tubulaire (4, 4') sont des tubes de section ronde, ovale ou polygonale limitée, qui possèdent une fente (5) qui s'étend sur toute la longueur de développé, et en ce que les structures de type tubulaire (4, 4') sont fermées à la manière d'annaux
  10. Dispositif selon l'une quelconque des revendications 1 à 9, caractérisé en ce que les structures de type tubulaire (4, 4') possèdent des formes selon la revendication 9, qui se raccordent au niveau de la fente (5) avec des éléments de surface (26) par l'intermédiaire desquels les tôles (2, 2' et 3, 3') sont raccordées par une force et de manière hermétique.
  11. Dispositif selon l'une quelconque des revendications 1 à 10, caractérisé en ce que les structures de type tubulaire (4, 4') sont formées sur le coussinet de levage (1, 1') par le fait que les structures de type tubulaire (4, 4') sont rapportées sur les tôles (2, 2' et 3, 3') en tant que demi-coques par pressage, étirage ou estampage, et en ce que les demi-coques sont reliées entre elles de manière hermétique et par une force au moyen de raccords (27).
  12. Dispositif selon l'une quelconque des revendications 1 à 11, caractérisé en ce que les coussinets de levage (1, 1') présentent un contour circulaire, rectangulaire ou polygonal limité et sont équipés avec ou sans ouvertures (15) pour le passage d'un tube de bétonnage ou d'un tuyau de bétonnage.
  13. Dispositif selon l'une quelconque des revendications 1 à 12, caractérisé en ce qu'entre le dispositif de mesure de force (6, 6') et le coussinet de levage (1, 1') sont placés en force des organes de contact (7) en forme de disque ou d'anneau, qui sont constitués d'acier, de béton ou de combinaisons des deux, par exemple des anneaux d'acier ou des coffrages en acier, qui sont remplis de mortier, de ciment ou de pâte de ciment.
  14. Dispositif selon l'une quelconque des revendications 1 à 13, caractérisé en ce que les coussinets de levage (1, 1') sont munis directement ou indirectement de corps transmetteurs de force (30, 31, 32).
EP06025167A 2006-12-06 2006-12-06 Elément pour essai de charge Not-in-force EP1930506B1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
EP06025167A EP1930506B1 (fr) 2006-12-06 2006-12-06 Elément pour essai de charge
DE502006004534T DE502006004534D1 (de) 2006-12-06 2006-12-06 Lastprüfelement
AT06025167T ATE439479T1 (de) 2006-12-06 2006-12-06 Lastprüfelement

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP06025167A EP1930506B1 (fr) 2006-12-06 2006-12-06 Elément pour essai de charge

Publications (2)

Publication Number Publication Date
EP1930506A1 EP1930506A1 (fr) 2008-06-11
EP1930506B1 true EP1930506B1 (fr) 2009-08-12

Family

ID=38006902

Family Applications (1)

Application Number Title Priority Date Filing Date
EP06025167A Not-in-force EP1930506B1 (fr) 2006-12-06 2006-12-06 Elément pour essai de charge

Country Status (3)

Country Link
EP (1) EP1930506B1 (fr)
AT (1) ATE439479T1 (fr)
DE (1) DE502006004534D1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102009039570A1 (de) 2009-09-01 2011-03-03 Bauer Spezialtiefbau Gmbh Bewehrung für ein Gründungselement und Verfahren zum Erstellen des Gründungselementes

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Publication number Priority date Publication date Assignee Title
AT505438B1 (de) * 2007-06-27 2009-06-15 Porr Technobau Und Umwelt Ag Verfahren zur bestimmung der radialen ausdehnung und/oder des gehalts an hydraulisch bindenden materialien von dsv-körpern
DE102009033834B3 (de) * 2009-07-18 2011-01-13 Bauer Spezialtiefbau Gmbh Hubvorrichtung für Bodenplatten
DE102015213341A1 (de) * 2015-07-16 2017-01-19 DR. SPANG Ingenieurgesellschaft für Bauwesen, Geologie und Umwelttechnik mbH Vorrichtung zur Aktivierung der Mantelreibung von pfahlartigen Traggliedern
CN112962620B (zh) * 2021-02-24 2023-04-28 领航建工(杭州)有限公司 一种基坑用加固装置及其加固方法

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DE2221270C3 (de) * 1972-04-29 1980-06-19 Bilfinger + Berger Bauaktiengesellschaft, 6800 Mannheim Verfahren zur Prüfung des Baugrundes
US4614110A (en) * 1984-06-08 1986-09-30 Osterberg Jorj O Device for testing the load-bearing capacity of concrete-filled earthen shafts
DE3424776A1 (de) * 1984-07-05 1986-01-16 Karl Bauer Spezialtiefbau GmbH & Co KG, 8898 Schrobenhausen Verfahren und vorrichtung zum ermitteln der tragfaehigkeit von pfaehlen
US5608169A (en) * 1994-07-26 1997-03-04 Chiyoda Corporation Device and method for testing the bearing capacity of piles
KR101210166B1 (ko) * 2004-07-30 2012-12-07 로드테스트, 인크. 양방향 시험을 이용한 자동식 하중 시험용 장치 및 방법
DE102006007144B4 (de) * 2005-04-05 2007-03-08 Bauer Spezialtiefbau Gmbh Pfahlhubkissen

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102009039570A1 (de) 2009-09-01 2011-03-03 Bauer Spezialtiefbau Gmbh Bewehrung für ein Gründungselement und Verfahren zum Erstellen des Gründungselementes
DE102009039570A8 (de) * 2009-09-01 2011-06-01 Bauer Spezialtiefbau Gmbh Bewehrung für ein Gründungselement und Verfahren zum Erstellen des Gründungselementes
DE102009039570B4 (de) * 2009-09-01 2013-05-16 Bauer Spezialtiefbau Gmbh Bewehrung für ein Gründungselement und Verfahren zum Erstellen des Gründungselementes sowie Gründungselement

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Publication number Publication date
DE502006004534D1 (de) 2009-09-24
EP1930506A1 (fr) 2008-06-11
ATE439479T1 (de) 2009-08-15

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