EP3626890B1 - Procédé d'essai de portance d'une fondation - Google Patents

Procédé d'essai de portance d'une fondation Download PDF

Info

Publication number
EP3626890B1
EP3626890B1 EP19197450.0A EP19197450A EP3626890B1 EP 3626890 B1 EP3626890 B1 EP 3626890B1 EP 19197450 A EP19197450 A EP 19197450A EP 3626890 B1 EP3626890 B1 EP 3626890B1
Authority
EP
European Patent Office
Prior art keywords
load
foundation
reaction
determined
basis
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.)
Active
Application number
EP19197450.0A
Other languages
German (de)
English (en)
Other versions
EP3626890A1 (fr
Inventor
Günther THURNER
Dominik ZÜGER
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.)
Z-Part GmbH
Krinner Innovation GmbH
Original Assignee
Z-Part GmbH
Krinner Innovation 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 Z-Part GmbH, Krinner Innovation GmbH filed Critical Z-Part GmbH
Publication of EP3626890A1 publication Critical patent/EP3626890A1/fr
Application granted granted Critical
Publication of EP3626890B1 publication Critical patent/EP3626890B1/fr
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

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
    • 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
    • E02D7/22—Placing by screwing down
    • 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
    • E02D5/56—Screw piles

Definitions

  • the present invention relates to a method for testing the load-bearing capacity of a foundation.
  • the invention relates to a method in which the values of the various loads with which the foundation is successively loaded during the process, and the loading times of the various loads, are determined on the basis of the reaction of the foundation with the previous load.
  • Foundations form the structural and static transition between the structure and the ground.
  • the most important task of the foundations is therefore to absorb loads from the structure and to pass them on to the subsoil without the resulting compression of the soil leading to disadvantages for the structure or the environment.
  • the load-bearing capacity of the installed foundations is accordingly an important safety parameter and must be checked as precisely as possible.
  • foundations can be rammed into the ground, screwed in or inserted, for example in the case of pile foundations, screw foundations or prefabricated foundations or in-situ concrete foundations.
  • Ground screws also known as ground screws, usually made of steel, are an interesting alternative to concrete foundations. Their length can vary from a few tens of centimeters to several meters.
  • screw foundations have a shape comparable to a normal screw, ie they consist of an elongated body in the form of a cylinder with a part which includes an external thread. Screw foundations are often designed as a hollow body, which is closed with a flange.
  • Screw foundations are increasingly being used in a wide variety of situations, for example as foundations for noise barriers, solar panels, or for small or medium-sized houses.
  • ground screws must be checked for their load-bearing capacity after they have been placed in the ground.
  • the load-bearing capacity test of foundations is mostly carried out using static, static or dynamic test methods.
  • the reaction of the foundation such as the displacement path, the displacement speed, the acceleration or the occurrence of vibrations when a test load is applied, is recorded.
  • these procedures are long and complex. Faster methods, especially dynamic methods, are often too imprecise.
  • the present invention is therefore based on the object of overcoming the aforementioned disadvantages and introducing a To provide a method for the load-bearing capacity test of foundations, which enables more precise and faster tests.
  • the load-bearing capacity test of a foundation can be carried out quickly and precisely.
  • the increment and loading time for the next load level are determined based on the recorded reaction of the foundation at the previous load.
  • the method according to the invention represents a feedback method in which the information obtained in the previous stage contributes to the determination of the level of exposure in the next stage. In this way, for example, large increments and short loading times can be selected if the reaction to the previous load indicates a high load-bearing capacity.
  • the first load is determined on the basis of the measured introduction parameters and / or the predetermined load transfer.
  • the method is continued until the recorded reaction of the foundation due to the load is equal to or greater than a reaction limit value.
  • the response limit so when the process should / can be stopped can either be predetermined, i.e. before the process begins, or determined on the basis of, for example, the recorded installation parameters or reactions of the foundation at the respective load levels in the course of the process.
  • the method according to the invention also represents a feedback method in this respect.
  • several reaction limit values can also be predetermined or determined in the course of the method. For example, a lower and an upper limit value can be determined. The process is continued until one of these limit values is reached.
  • the foundation is a screw foundation. This means that the foundation can be simply screwed into the ground. Compared to ramming, turning has the advantage that the introduction process can be carried out more precisely and steadily. In addition, additional relevant introduction parameters can be determined during the screwing in, which can be included for the determination of the first load and the first loading time.
  • the introduction parameters include the screwing-in torque and the screwing-in path.
  • This enables a torque-displacement curve to be created for the foundation to be tested. It could be shown that there is a close connection between the torque-displacement curve of a foundation and its load-bearing capacity exists. Therefore, based on this scientifically proven relationship, a well-founded and optimal choice can be made for the first load and the first load time. This leads to a reduction in the number of load levels and thus to a reduction in the overall duration of the procedure.
  • the relevant information for determining the first load and the first loading time can be extracted from the torque-displacement curve in various ways.
  • the first and second derivatives of the torque-displacement curve can provide highly relevant information. It is particularly important to note that depending on the situation in which the foundation is used, the interpretation of the torque-displacement curve may not be the same.
  • a torque-displacement curve of a foundation that is to be used in a situation where it has to withstand a compressive load should not be the same as that of a foundation that has to carry a tensile load. This must be taken into account when determining the first load and the first loading time based on the torque-displacement curve.
  • force sensors can be used directly, which are attached to the machine that is used to screw in the foundations.
  • a direct measurement by force sensors that are installed on the foundation itself is also possible.
  • an indirect measurement of the torque which is based on the measurement of the current (electrical built-in devices) or the pressure (liquid-based rotating devices), taking into account drive-specific multipliers.
  • the turning path can also be measured very easily by means known to a person skilled in the art.
  • each foundation can be assigned a torque-displacement curve. This can be beneficial in the event of future problems, as it enables an even better understanding of the complex relationship between insertion torque and load capacity.
  • the introduction parameters include the angular speed of rotation. Using the angular speed and the winding gradient of the foundation, a turning path can be determined and compared with the actually measured turning path. This enables a so-called slip analysis to be carried out. This ensures that if the foundation slips during the turning process, this is taken into account when determining the values of the first load and the first loading time.
  • the introduction parameters include the maximum value of the insertion torque. It could be shown that a high correlation also exists between the maximum insertion torque value and the load-bearing capacity of a foundation. This allows the first load and the first load time to be determined even better.
  • the introduction parameters include the final torque value. This is particularly advantageous for determining the first load and the first loading time for a foundation that has to absorb a compressive load.
  • a low final torque value means nothing other than that the top of the foundation is in a less stable soil. This therefore indicates a lower load-bearing capacity in the event of a pressure load.
  • the introduction parameters include the amount of the torque-displacement-curve integral. It could be shown that there is a particularly high correlation between the amount of the torque-displacement-curve integral and the load-bearing capacity of a foundation. With the amount of the torque-displacement-curve integral, the determination of the first load and the first loading time can therefore be carried out even more precisely and on a more well-founded basis.
  • the amount of the torque-displacement curve integral is usually determined over the entire screw-in displacement and taken into account for the determination of the first load and the first loading time.
  • the loads are dynamic and / or static.
  • the test time can be massively shortened again by eliminating holding times.
  • statements about expansions and accelerations in the case of the dynamic forces acting are possible.
  • Statnamic loads represent a combination of static and dynamic loads. As a result, the static and dynamic behavior can be recorded in a single loading process.
  • the first load, the loading times, the increments and the reaction limit value are additionally determined on the basis of the shape of the foundation. This allows these parameters to be determined better.
  • the first load, the loading times, the increments and the reaction limit value are additionally determined on the basis of the load to be carried. This allows these parameters to be determined better.
  • the direction and / or the type of load to be carried are advantageously taken into account.
  • the type of load to be borne is used for For example, understood what permanent load the foundation has to bear or whether and to what extent the foundation is additionally loaded with gusts of wind, i.e. with temporary loads.
  • the first load, the loading times, the increments and the reaction limit value are additionally determined on the basis of previous soil assessments. This enables these parameters to be determined even better.
  • the recorded reaction comprises the speed of displacement of the foundation. In this way, the increments and the next loading times can be determined on the basis of the recorded displacement speed of the foundation.
  • the recorded reaction comprises the displacement path of the foundation. In this way, the increments and the next loading times can be determined on the basis of the recorded displacement path of the foundation.
  • the recorded reaction comprises the direction of displacement of the foundation.
  • the increments and the next loading times can be determined based on the recorded direction of movement of the foundation.
  • the recorded reaction comprises the creep factor. This allows the increments and the next Load times can be determined based on the recorded creep factor of the foundation.
  • the reaction limit value corresponds to a displacement direction, a displacement speed, a displacement path, a creep factor, a load or a combination thereof. This will carry out the procedure until the most relevant response limit for the foundation to be tested is reached.
  • the reaction limit value is determined on the basis of the introduction parameters.
  • the reaction limit value can be optimally determined and the process can only be carried out for as long as necessary. Thanks, for example, to the high correlation between the amount of the torque-displacement integral and the load-bearing capacity of the foundation, it is not necessary to carry out the process until the foundation is loaded with the actual load to be carried. It is sufficient to measure the reaction of the foundation with several smaller loads and to extrapolate the load-bearing capacity of the foundation from this. The duration of the entire procedure can thus be reduced considerably.
  • the method is implemented by a computer. This means that the entire process can be fully automated and carried out more quickly.
  • the reactions of the foundation to the various loads can be analyzed using suitable algorithms, and the increment and the load time for the next load level can be determined quickly, well-founded and precisely.
  • Figure 1 shows different models of screw foundations, the length of which can vary from a few tens of centimeters to several meters.
  • screw foundations have a shape comparable to a normal screw, ie they consist of an elongated body in the form of a cylinder with a part which includes an external thread. Screw foundations are often designed as a hollow body, which is closed with a flange.
  • FIG 2 a typical driving process of a screw foundation into the ground B is illustrated schematically.
  • various penetration parameters such as the screwing-in path W and the screwing-in torque D are continuously determined by means known to a person skilled in the art.
  • the penetration parameters can also include the penetration force, frequency, impulse, expansions and accelerations in addition to the penetration path.
  • Figure 3 illustrates a preferred embodiment of the method according to the invention for testing the load-bearing capacity of a foundation, in which the foundation is a screw foundation.
  • the method according to the invention begins with the introduction, here the turning, of the foundation into the ground. While the foundation is being screwed in, the screw-in path and screw-in torque are continuously determined. It is of course also possible to determine other relevant introduction parameters such as, for example, the angular speed of rotation.
  • the driving of the foundation can include breaks, interruptions or reverse rotation phases, during which the reaction of the foundation is recorded. During a break, for example, the inertia behavior and, when turning backwards, information about static and sliding friction of the foundation shell or the tip can be determined. These recorded parameters can also represent part of the introduction parameters.
  • the value of the first load L1 and the first loading time t1 are determined on the basis of the determined introduction parameters.
  • the foundation is then loaded with the load L1.
  • the reaction of the foundation is continuously recorded.
  • the displacement path and displacement speed of the foundation are measured.
  • the reaction of the foundation can also include the creep factor of the foundation under load L1, or the displacement direction (horizontal / vertical).
  • the loading with the load L1 is maintained until a predetermined response is reached or during the first loading time t1.
  • the predetermined reaction can correspond, for example, to a specific displacement speed or a specific displacement path.
  • the load with the load L1 is maintained until the displacement speed has reached the value zero, i.e. when the foundation no longer moves. If the foundation has never moved due to the load L1, this load stage is of course canceled after the load time t1, since it is obvious that the load can be increased.
  • the predetermined reaction limit value can, however, also be a combination of different and any number of values, such as, for example, creep factor and displacement path.
  • the increment I1 and the load time t2 are determined for the next load level.
  • the determination of these values is based on the recorded reaction of the foundation due to the previous load. As indicated in the figure, there is therefore a feedback between two subsequent load levels. For example, if the load L1 has caused no or only a small displacement path of the foundation and / or the creep curve is close to 0, the increment I1 can be selected to be large and the loading time t2 to be small. On the other hand, if the reaction in the first load stage was large, the increment I1 should be selected to be rather small.
  • the reaction of the foundation is continuously recorded.
  • the loading with the load L2 is maintained until a predetermined response is reached or during the loading time t2.
  • the predetermined response of the foundation can correspond to different parameters or a combination of any number of different parameters.
  • a new increment and a new loading time are then determined based on the reaction of the foundation at load L2. As in Figure 3 shown, the process is continued until a reaction limit is reached.
  • the reaction limit value can be both a specific load and a displacement speed, a displacement path, a displacement direction, a loading time, a creep factor, an elasticity / restoring force after unloading, or a combination thereof.
  • the reaction limit values can be dependent on the acting load, the application parameters or the previously determined soil properties. Or the reaction limit value is determined based on the reaction behavior in the previous stress levels. Any combination of these factors can also define the response limit.
  • the method according to the invention can be used both in the case of a load test, for example a pull-out test according to the Swiss standard SIA 267, in which no predefined load is to be removed, but rather the load-transfer behavior is to be checked, and a quality test, for Example of a tensile test according to the Swiss standard SIA 267, in which a predefined load transfer, for example during an acceptance test, is to be checked.
  • a load test for example a pull-out test according to the Swiss standard SIA 267, in which no predefined load is to be removed, but rather the load-transfer behavior is to be checked
  • a quality test for Example of a tensile test according to the Swiss standard SIA 267, in which a predefined load transfer, for example during an acceptance test, is to be checked.
  • an engineer usually determines which load transfer device the foundation must be able to carry. The method according to the invention is thus carried out until the load with which the foundation is loaded is equal to or greater than the load transfer, or until
  • the response limit value can thus correspond, for example, to a combination of the load transfer and the creep factor. It is known that a creep factor greater than two corresponds to a ground failure. It should be noted that it is not always necessary to wait until the creep factor is actually above two in order to be able to determine that the breaking load has been reached. In many cases, an analysis of the behavior of the creep factor over time is much more meaningful than the value of the factor (see below for a discussion of the creep factor). In addition, as is generally known, the displacement can already adequately describe a fracture behavior.
  • the method according to the invention is carried out until the ground break is caused or until a certain load is reached, which enables the load-bearing capacity of the foundation to be determined by extrapolation. It was shown that there is a high correlation between the behavior of a foundation with small loads and the actual load-bearing capacity of the same foundation under defined boundary conditions. In such cases it is not always necessary to actually achieve the breaking load in order to determine the load-bearing capacity of the foundation. It has been scientifically shown that it is then sufficient to record the reaction of the foundation due to several small loads in order to be able to extrapolate the load-bearing capacity of the foundation.
  • the extrapolation of the load-bearing capacity can, for example, be made on the basis of the measured application parameters or the comparison of the reaction behavior and the application parameters with comparable data sets. Specifically, it could be shown, for example, that there is a close relationship between the amount of the torque-displacement-curve integral and the Breaking load of a foundation. Therefore, mathematical models have been developed which allow the extrapolation of the load-bearing capacity of a foundation based on the reaction of the foundation under one or more small loads and with the aid of the amount of the torque-displacement-curve integral. Extensive experimental tests of these models have shown that it is actually possible to sufficiently "predict" the load-bearing capacity of a foundation in this way.
  • Figure 7 shows schematically how the time sequence of the method according to the invention (upper part of FIG Figure 7 ) and the reaction of the foundation (lower part of the Figure 7 ) due to the different loads.
  • so-called relief stages ie stages in which the load is reduced compared to the previous stage, can be introduced between two load levels.
  • the reaction of the foundation during these relief stages can provide important information for determining the next increment and the next loading time.
  • Figure 8 shows real curves of a load-bearing capacity test of a screw foundation according to the present inventive method.
  • the upper curve shows the recorded displacement that the foundation experiences due to the various loads.
  • the lower curve shows the development of the load during the test procedure. As can be seen, both the increments and the loading times are different for the various loading levels. During this procedure, relief stages were performed between two stress levels.
  • FIG. 6 An example of a course of a load-bearing capacity test according to a method known from the prior art.
  • the loading times and the increments are constant throughout the test. Since the breaking load must not be "missed", small increments and long loading times are usually chosen, which significantly increases the duration of the test.
  • the first load L1 and the first loading time t1 are determined on the basis of the measured application parameters and / or the load transfer.
  • Particularly meaningful parameters are the screw-in torque and the screw-in path of the foundation.
  • a so-called screw-in torque-path curve can be created with the determined screw-in torque and screw-in path.
  • the information that can be extracted from this curve is therefore particularly suitable for determining the first load L1 and the first loading time t1.
  • the first load L1 of the method according to the invention can already be selected to be high without the risk of "missing" the breaking load.
  • the determination of the first load L1 can be based, for example, on the amount of the insertion torque-displacement curve integral, the insertion torque maximum value, the insertion torque end value, or a combination of these values.
  • Other parameters that can contribute to the determination of the first load L1 and the first loading time t1 include the screwing-in time and the screwing-in angular speed.
  • subsoil information such as soil parameters determined in advance by subsoil characterizations, can contribute to the determination of the first load L1 and the first loading time t1.
  • the determination of the first load L1 can additionally or alternatively be made on the basis of the load transfer, ie the load to be carried. This is particularly relevant in the case of an acceptance test in which an engineer defines the minimum load to be borne.
  • the method according to the invention can thus start with a load L1 which corresponds to a certain fraction, for example half or three quarters, of the load transfer. It is even conceivable that the method begins with a first load L1 which is equal to or greater than the load transfer. In such a case, two response limits, an "upper” and a "lower", can be predetermined.
  • a first limit value could, for example, consist of a combination of a creep behavior to be fulfilled (creep factor must always remain below 1 and the first derivative must be positive, i.e. approach 0) and a maximum Shift (the shift must not exceed 1.0mm) can be defined.
  • the fulfillment of this “upper reaction limit value” would fulfill the engineering acceptance test with regard to the required load-bearing capacity at the maximum permitted deformation.
  • a “lower response limit” could be used to define non-compliance with the acceptance test.
  • the combination of the creep factor is greater than 1 and the first derivative of the creep curve is negative (the creep factor is "increasing") or exceeds a maximum displacement of the foundation of 4mm, this means nothing other than that the engineering acceptance test has not been met.
  • the increments and the loading times are determined based on the reaction of the foundation at the previous load level.
  • the reaction of the foundation can correspond to the displacement path and the displacement speed, for example. But other parameters such as the direction of displacement (vertical / horizontal) can be included in the reaction.
  • the displacement speed i.e. the displacement path per unit of time
  • a so-called creep analysis can be carried out. Such an analysis is exemplified in Figure 9 in which the displacement of thirteen (1 to 13) subsequent load levels of a load test are shown logarithmically as a function of the load time.
  • the analysis of the creep behavior of the foundation at the The respective load levels of the method according to the invention can therefore represent the basis for determining the increment and the loading time for the next load level.
  • the continuous recording of the creep factor during the load can be used to determine how long the load should be sustained. For example, the first and / or second derivatives of the creep curves can be used for this.
  • the subsequent application of the last load level 13 causes a creep behavior with a slope k> 2 and thus an actual indentation of the foundation due to a broken ground, which means nothing other than that the foundation fails.
  • This "visual" observation described here can be made better by a continuous creep curve analysis by looking at the first and second derivatives thereof. Based on this analysis, it is possible to recognize early on that the loads 1-9 are not critical for the foundation and can therefore be loaded with the next load level.

Landscapes

  • 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)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)

Claims (15)

  1. Procédé d'essai de portance d'une fondation comprenant les étapes suivantes :
    a. Placement de la fondation dans le sol et détermination des paramètres de placement,
    b. Détermination d'une première charge et d'une première période de charge,
    c. Chargement de la fondation avec la première charge,
    d. Enregistrement continu de la réaction que la fondation connaît en raison de la première charge,
    e. Maintien du chargement avec la première charge pendant la première période de charge ou jusqu'à ce qu'une réaction prédéterminée soit atteinte,
    f. Chargement de la fondation avec une deuxième charge, qui est plus grande que la première charge par un accroissement,
    g. Enregistrement continu de la réaction que la fondation connaît en raison de la deuxième charge,
    h. Maintien du chargement avec la deuxième charge pendant une deuxième période de charge ou jusqu'à ce qu'une réaction prédéterminée soit atteinte, et
    i. Répétition des étapes f à h jusqu'à ce que la réaction enregistrée soit la même que, ou supérieure à, une valeur limite de réaction,
    caractérisée,
    en ce que la première charge est déterminée sur la base des paramètres de placement mesurés et/ou un transfert de charge prédéterminé, et
    en ce que les augmentations et les périodes de charge sont déterminées sur la base de la réaction enregistrée que la fondation connaît en raison de la charge précédente.
  2. Méthode selon la revendication 1, caractérisée en ce qu'une étape de méthode additionnelle est réalisée dans laquelle la charge sur la fondation est réduite devant une étape de méthode dans laquelle la charge est augmentée par une augmentation.
  3. Méthode selon l'une des revendications 1 ou 2, caractérisée en ce que la fondation est une fondation de vis.
  4. Méthode selon l'une des revendications précédentes, caractérisée en ce que les paramètres de placement comprennent le couple d'insertion et le champ d'insertion.
  5. Méthode selon l'une des revendications précédentes, caractérisée en ce que les paramètres de placement comprennent la vitesse d'insertion.
  6. Méthode selon l'une des revendications précédentes, caractérisée en ce que les paramètres de placement comprennent la valeur maximale de couple d'insertion et/ou la valeur finale de couple d'insertion.
  7. Méthode selon l'une des revendications précédentes, caractérisée en ce que les paramètres de placement comprennent la quantité de l'insertion couple-chem in-courbe-intégrale.
  8. Méthode selon l'une des revendications précédentes, caractérisée en ce que les charges sont dynamiques et/ou statnamiques.
  9. Méthode selon l'une des revendications précédentes, caractérisée en ce que la première charge, les périodes charge, les augmentations et la valeur de limite de réaction sont déterminées en plus sur la base de la conception des fondations.
  10. Méthode selon l'une des revendications précédentes, caractérisée en ce que la première charge, les périodes de charge, les augmentations et la valeur limite de réaction sont déterminées en plus sur la base de la charge à porter.
  11. Méthode selon l'une des revendications précédentes, caractérisée en ce que la première charge, les périodes de charge, les augmentations et la valeur limite de réaction sont déterminées en plus sur la base d'évaluations précédentes des sols.
  12. Méthode selon l'une des revendications précédentes, caractérisée en ce que la réaction enregistrée comprend la vitesse de déplacement, le chemin de roulement de la fondation, la direction de déplacement de la fondation et/ou le facteur de fluage.
  13. Méthode selon l'une des revendications précédentes, caractérisée en ce que la valeur limite de réaction correspond à une direction de déplacement, une vitesse de déplacement, un chemin de roulement, un facteur de fluage, une charge ou leur combinaison.
  14. Méthode selon l'une des revendications précédentes, caractérisée en ce que la valeur limite de réaction est déterminée sur la base des paramètres de placement.
  15. Méthode selon l'une des revendications précédentes, caractérisée en ce que la méthode est implémentée par ordinateur.
EP19197450.0A 2018-09-24 2019-09-16 Procédé d'essai de portance d'une fondation Active EP3626890B1 (fr)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CH01160/18A CH715377A1 (de) 2018-09-24 2018-09-24 Verfahren zur Tragfähigkeitsprüfung eines Fundaments.

Publications (2)

Publication Number Publication Date
EP3626890A1 EP3626890A1 (fr) 2020-03-25
EP3626890B1 true EP3626890B1 (fr) 2021-08-18

Family

ID=65278090

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19197450.0A Active EP3626890B1 (fr) 2018-09-24 2019-09-16 Procédé d'essai de portance d'une fondation

Country Status (3)

Country Link
EP (1) EP3626890B1 (fr)
CH (1) CH715377A1 (fr)
DK (1) DK3626890T3 (fr)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2023180295A1 (fr) * 2022-03-21 2023-09-28 Aalborg Universitet Procédé et système d'installation d'un pieu vissé dans un sol

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SG102542A1 (en) * 1998-12-22 2004-03-26 Tjhing Bo Robert Oei Piling system with continuous load measurement
NL2004073C2 (nl) * 2010-01-07 2011-07-11 Geoconsult B V Werkwijze voor het plaatsen van een schroefboorpaal.
US20120200452A1 (en) * 2011-02-08 2012-08-09 Piletrac, LLC Method and apparatus for calculating the displacement and velocity of impact-driven piles
FR3021678B1 (fr) * 2014-05-30 2016-06-03 Sol Solution Procede et dispositif de determination de la capacite portante d'un micropieu
CN207032332U (zh) * 2017-07-24 2018-02-23 海南大学 一种用于螺旋桩试验的旋入打桩设备

Also Published As

Publication number Publication date
CH715377A1 (de) 2020-03-31
DK3626890T3 (da) 2021-11-22
EP3626890A1 (fr) 2020-03-25

Similar Documents

Publication Publication Date Title
DE102008059534A1 (de) Rheometer für Dickstoffe
AT506813B1 (de) Verfahren zum prüfen von spannbetonteilen
EP3626890B1 (fr) Procédé d'essai de portance d'une fondation
WO1997040355A1 (fr) Procede et dispositif pour verifier la solidite de mats ancres verticalement
EP2439507B1 (fr) Procédé et dispositif de contrôle de la stabilité d'un système de corde
DE3424776A1 (de) Verfahren und vorrichtung zum ermitteln der tragfaehigkeit von pfaehlen
Lamas et al. Rock engineering design in tomorrow's geotechnical toolbox: Eurocode and the basis of structural and geotechnical design (the second generation of EN 1990 and EN 1997)
DE69909560T2 (de) Verfahren zum Feststellen der Axiallast eines mit Gewinde versehenen Befestigungsmittels, wenn dieses über den Streckgrenz-Punkt hinaus angezogen wird
EP3252451B1 (fr) Procede de controle de resistance
EP1304419A1 (fr) Procédé pour démontrer l'intégrité structurelle de systèmes structuraux en cas d'incendie
EP3792403A1 (fr) Procédé de fabrication d'un pieu foré à décalage planimétrique plein, système d'aide au vissage permettant de guider un processus de vissage dans un tel procédé ainsi que logiciel pour un tel système d'aide au vissage
DE102015225999A1 (de) Verfahren zum Überprüfen des Zustandes eines Ventils
EP3569770B1 (fr) Procédé d'investigation de la capacité des pieux entournés
EP2898227B1 (fr) Système d'ancrage comprenant un élément de manchon et un élément à expansion
DE102006060643A1 (de) Verfahren und Anordnung zum Einbringen von langgestreckten Profilen in einen Baugrund
EP3702534B1 (fr) Dispositif d'essai pour ancres en forme de bâton, en particulier sur des sols meubles
DE202020102257U1 (de) Versuchsanordnung für ein Kompressionsdichtprofil
DE4215383A1 (de) Probebelastungspfahl zur Messung der Tragfähigkeit von Pfahlgründungen
EP0606433B1 (fr) Procede pour la determination de la consistance d'un sous-sol
EP3660221B1 (fr) Élément de construction et construction
EP0943079A1 (fr) Procede et dispositif de controle de la solidite de mats ancres debout
Schubert et al. Support aspects of tunnels in fault zones: Aspekte des Ausbaus von Tunneln in Störungszonen
DE102004014246A1 (de) Verfahren und Anordnung zur Ermittlung belastungsabhängiger Tragwerksverformungen
Bakker et al. Ultimate limit state design for linings of bored tunnels
DE741557C (de) Verfahren und Vorrichtung zur Feststellung der zu einer bestimmten Laengenaenderung gehoerigen Spannung in Betonbauwerken

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE APPLICATION HAS BEEN PUBLISHED

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

AX Request for extension of the european patent

Extension state: BA ME

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: REQUEST FOR EXAMINATION WAS MADE

RBV Designated contracting states (corrected)

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

17P Request for examination filed

Effective date: 20200902

GRAP Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOSNIGR1

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: GRANT OF PATENT IS INTENDED

INTG Intention to grant announced

Effective date: 20210330

GRAS Grant fee paid

Free format text: ORIGINAL CODE: EPIDOSNIGR3

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE PATENT HAS BEEN GRANTED

AK Designated contracting states

Kind code of ref document: B1

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

REG Reference to a national code

Ref country code: GB

Ref legal event code: FG4D

Free format text: NOT ENGLISH

REG Reference to a national code

Ref country code: CH

Ref legal event code: EP

REG Reference to a national code

Ref country code: DE

Ref legal event code: R096

Ref document number: 502019002072

Country of ref document: DE

REG Reference to a national code

Ref country code: IE

Ref legal event code: FG4D

Free format text: LANGUAGE OF EP DOCUMENT: GERMAN

Ref country code: AT

Ref legal event code: REF

Ref document number: 1421768

Country of ref document: AT

Kind code of ref document: T

Effective date: 20210915

REG Reference to a national code

Ref country code: DK

Ref legal event code: T3

Effective date: 20211117

REG Reference to a national code

Ref country code: SE

Ref legal event code: TRGR

REG Reference to a national code

Ref country code: LT

Ref legal event code: MG9D

REG Reference to a national code

Ref country code: NL

Ref legal event code: FP

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: RS

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: ES

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: FI

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: LT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: BG

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20211118

Ref country code: HR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: PT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20211220

REG Reference to a national code

Ref country code: NO

Ref legal event code: T2

Effective date: 20210818

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: PL

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: LV

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: GR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20211119

REG Reference to a national code

Ref country code: DE

Ref legal event code: R097

Ref document number: 502019002072

Country of ref document: DE

REG Reference to a national code

Ref country code: BE

Ref legal event code: MM

Effective date: 20210930

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: SM

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: SK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: RO

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: MC

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: EE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: CZ

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: AL

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

PLBE No opposition filed within time limit

Free format text: ORIGINAL CODE: 0009261

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT

26N No opposition filed

Effective date: 20220519

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: LU

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20210916

Ref country code: IT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

Ref country code: IE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20210916

Ref country code: BE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20210930

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: SI

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: CY

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: HU

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT; INVALID AB INITIO

Effective date: 20190916

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: NO

Payment date: 20230922

Year of fee payment: 5

Ref country code: NL

Payment date: 20230920

Year of fee payment: 5

Ref country code: GB

Payment date: 20230920

Year of fee payment: 5

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: SE

Payment date: 20230920

Year of fee payment: 5

Ref country code: FR

Payment date: 20230928

Year of fee payment: 5

Ref country code: DK

Payment date: 20230925

Year of fee payment: 5

Ref country code: DE

Payment date: 20230920

Year of fee payment: 5

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: CH

Payment date: 20231001

Year of fee payment: 5

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: MK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20210818