EP3626890A1 - Procédé d'essai de portance d'une fondation - Google Patents

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

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Publication number
EP3626890A1
EP3626890A1 EP19197450.0A EP19197450A EP3626890A1 EP 3626890 A1 EP3626890 A1 EP 3626890A1 EP 19197450 A EP19197450 A EP 19197450A EP 3626890 A1 EP3626890 A1 EP 3626890A1
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EP
European Patent Office
Prior art keywords
load
foundation
reaction
loading
determined
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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.)
Granted
Application number
EP19197450.0A
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German (de)
English (en)
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EP3626890B1 (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
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Z-Part GmbH
Krinner Innovation GmbH
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Publication of EP3626890A1 publication Critical patent/EP3626890A1/fr
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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
    • 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 method 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 constructive and static transition between the building and the floor.
  • the most important task of the foundations is therefore to absorb loads from the building and pass them on to the building ground without the resulting compression of the soil leading to disadvantages for the building or the environment.
  • the load-bearing capacity of the built-in foundations is therefore an important safety parameter and must be checked as precisely as possible.
  • foundations can be driven into the ground, turned or used, such as in the case of rammed foundations, rotating foundations or prefabricated foundations or in-situ concrete foundations.
  • Screw foundations also called ground screws, usually made of steel, represent an interesting alternative to foundations made of concrete. Their length can vary from a few centimeters to several meters. Generally speaking, 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 comprises an external thread. Screw foundations are often designed as a hollow body, which is closed with a flange.
  • Screw foundations are immediately resilient, completely dismantled and reusable. In addition, no curing times have to be waited for. Screw foundations are increasingly used in a wide variety of situations, for example as foundations for noise barriers, solar panels, or for small or medium-sized houses.
  • the present invention is therefore based on the object of overcoming the aforementioned disadvantages and a To provide procedures for the load-bearing 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 each determined on the basis of the recorded response of the foundation to 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 load level in the next stage. This means, for example, that large increments and short loading times can be selected if the reaction to the previous load indicates a high load capacity.
  • the first load is determined on the basis of the measured introduction parameters and / or the predetermined load removal.
  • reaction limit i.e. before the process begins, or determined on the basis of, for example, the recorded introduction 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 can be determined. The process continues until one of these limit values is reached.
  • an additional method step is carried out in which the load on the foundation is reduced. This allows increments and load times to be determined more easily.
  • the reaction of the foundation during these so-called relief stages can be included in the determination of these parameters.
  • the foundation is a screw foundation.
  • the foundation can be inserted into the ground simply by screwing it in.
  • Turning in has the advantage over driving in that the insertion process can be carried out more precisely and continuously.
  • additional relevant insertion parameters can be determined during the insertion, which can be included in the determination of the first load and the first loading time.
  • the insertion parameters include the insertion torque and the insertion 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 insertion torque-displacement curve of a foundation and its load-bearing capacity exists. Therefore, based on this scientifically proven connection, 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 stages and thus to a reduction in the total process time.
  • the relevant information for the determination of the first load and the first loading time can be extracted from the insertion torque-displacement curve in various ways.
  • the first and second derivatives of the screw-in torque 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 insertion torque-displacement curve is not the same.
  • a screw-in torque-displacement curve of a foundation that is to be used in a situation in which it must withstand a compressive load should not be the same as a foundation that must bear a tensile load. This must be taken into account when determining the first load and the first loading time based on the screw-in torque-displacement curve.
  • force sensors can be used, which are attached to the machine that is used to screw in the foundations.
  • 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 rotators), taking into account drive-specific multipliers.
  • the screw-in path can also be measured very simply by means known to a person skilled in the art.
  • the method according to the invention enables traceability.
  • a screw-in torque curve can be assigned to each foundation. This can be an advantage in the case of future problems, as it enables an even better understanding of the complex relationship between screwing-in torque and load capacity.
  • the introduction parameters include the screwing-in angular velocity.
  • An insertion rotation path can be determined by means of the angular velocity and the pitch of the foundation, and compared with the actually measured insertion path. This allows a so-called slip analysis to be carried out. This ensures that if the foundation slips during turning, this is taken into account when determining the values of the first load and the first loading time.
  • the introduction parameters include the maximum insertion torque value. It was shown that there is a high correlation between the maximum insertion torque and the load-bearing capacity of a foundation. The first load and the first loading time can thus be determined even better.
  • the introduction parameters include the final torque value. This is particularly advantageous for the determination of the first load and the first loading time for a foundation that has to absorb a pressure load.
  • a lower final torque value means nothing other than that the tip of the foundation is in a less stable floor. This therefore indicates a lower load capacity in the event of a pressure load.
  • the introduction parameters include the amount of the screwing-in-torque-curve integral. It has been shown that there is a particularly high correlation between the amount of the screw-in torque-curve integral and the load-bearing capacity of a foundation. With the amount of the screwing-in-torque-curve integral, the determination of the first load and the first loading time can therefore be carried out even more precisely and well-founded.
  • the amount of the screwing-in torque-curve integral over the entire screwing-in distance is usually determined and taken into account for the determination of the first load and the first loading time.
  • the loads are dynamic and / or static.
  • a dynamic load or relief With a dynamic load or relief, the elimination of holding times can massively shorten the test time.
  • statements about strains and accelerations with the acting dynamic forces are possible.
  • Static loads represent a combination of static and dynamic loads. As a result, the static and dynamic behavior can be recorded in a single load process.
  • the first load, the loading times, the increments and the reaction limit value are additionally determined on the basis of the foundation design. This makes it easier to determine these parameters.
  • 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 makes it easier to determine these parameters.
  • the direction and / or the type of load to be carried are advantageously taken into account.
  • the type of load to be carried becomes 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 displacement speed of the foundation. This enables the increments and the next loading times to 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. This allows the increments and the next loading times to be determined based on the recorded direction of displacement of the foundation. In addition, based on the recorded direction of displacement, it can also be determined whether, for example, a relief level has to be inserted and whether the next load should be purely vertical or with a horizontal component.
  • 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. The procedure is then carried out until the most relevant reaction limit value for the foundation to be tested is reached.
  • the reaction limit value is determined on the basis of the introduction parameters. This allows the reaction limit value to be determined optimally and the process to be carried out only as long as required. Thanks to, for example, 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 method until the foundation is loaded with the actual load to be borne. It is sufficient to measure the reaction of the foundation at several smaller loads and to extrapolate the load-bearing capacity of the foundation. The duration of the entire process can thus be reduced considerably.
  • the method is computer-implemented.
  • the whole process can be carried out fully automated and faster.
  • the reactions of the foundation at the different 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 various models of screw foundations, the length of which can vary from a few ten 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 comprises an external thread. Screw foundations are often designed as a hollow body, which is closed with a flange.
  • FIG 2 a typical process of screwing a screw foundation into the bottom B is illustrated schematically.
  • various penetration parameters such as the insertion distance W and the insertion torque D, are continuously determined by means known to a person skilled in the art.
  • the penetration parameters can include not only the insertion path, but also the insertion force, frequency, momentum, strains and accelerations.
  • Figure 3 illustrates a preferred embodiment of the method according to the invention for checking 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 screwing distance and torque are continuously determined. Of course, other relevant insertion parameters such as the screwing-in angular velocity can also be determined.
  • the screwing in of the foundation can include screwing pauses, interruptions or reverse rotation phases, during which the reaction of the foundation is recorded. During a break, for example, the inertia behavior, while turning backwards, information about static and sliding friction of the foundation jacket or the tip can be determined. These recorded parameters can also be part of the input 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 during loading with the first load L1. For example, 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 direction of displacement (horizontal / vertical).
  • the load with the load L1 is maintained until a predetermined response is reached or during the first load time t1.
  • the predetermined response may correspond to a particular rate of displacement or a particular path of displacement.
  • the load with the load L1 is maintained until the displacement speed has reached zero, i.e. when the foundation stops moving. If the foundation has never moved due to the load L1, this load level is of course terminated after the load time t1, since it is obvious that the load can be increased.
  • the predetermined reaction limit value can also be a combination of different, and any number of values, such as creep factor and displacement.
  • the increment I1 and the load time t2 for the next load level are determined.
  • the determination of these values is based on the recorded reaction of the foundation based on the previous load. As indicated in the figure, there is therefore feedback between two subsequent load levels. For example, if the load L1 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 large and the loading time t2 can be chosen small. On the other hand, if the response at the first load level was large, increment I1 should be chosen rather small.
  • the reaction of the foundation is continuously recorded.
  • the load with the load L2 is maintained until a predetermined reaction is reached or is maintained during the load time t2.
  • the predetermined response of the foundation can correspond to different parameters or a combination of any number of different parameters.
  • the reaction limit value can be both a certain load and a displacement speed, a displacement path, a displacement direction, a loading time, a creep factor, an elasticity / restoring force after relief or a combination thereof.
  • the reaction limit values can be dependent on the acting load, the installation parameters or the previously determined soil properties. Or the reaction limit value is determined on the basis of the reaction behavior at the preceding load 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 Swiss standard SIA 267, in which no predefined load has to be removed, but the load transfer behavior has to be checked, as well as a quality test for Example of a tensile test according to Swiss standard SIA 267, in which a predefined load transfer, such as an acceptance test, has to be checked.
  • a load test for example a pull-out test according to Swiss standard SIA 267, in which no predefined load has to be removed, but the load transfer behavior has to be checked
  • a quality test for Example of a tensile test according to Swiss standard SIA 267, in which a predefined load transfer, such as an acceptance test, has to be checked.
  • an acceptance test an engineer usually determines which load transfer the foundation must be able to support. 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 a bottom breakage has been caused with
  • the reaction 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 bottom break. It should be noted that it is not always necessary to wait until the creep factor is actually above two in order to determine that the breaking load has been reached. In many cases, an analysis of the timing behavior of the creep factor 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 breaking behavior.
  • the method according to the invention is carried out until the ground breakage is caused or until a certain load is reached which enables the load-bearing capacity of the foundation to be determined by extrapolation. It has been 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 reach the breaking load to determine the load-bearing capacity of the foundation. It has been shown scientifically 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 load capacity can be extrapolated, for example, on the basis of the measured introduction parameters or the comparison of the reaction behavior and the introduction parameters with comparable data sets. Specifically, it could be shown, for example, that there is a close relationship between the magnitude of the insertion torque-path curve integral and the Breaking load of a foundation there. Therefore, mathematical models have been developed that allow the extrapolation of the load-bearing capacity of a foundation due to the reaction of the foundation under one or more small loads and with the help of the amount of the torque-curve 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 timing of the inventive method (upper part of the Figure 7 ) and the reaction of the foundation (lower part of the Figure 7 ) may look due to different loads.
  • so-called relief levels ie levels at which the load is reduced compared to the previous level, 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 capacity test of a screw foundation according to the present inventive method.
  • the upper curve shows the recorded displacement path, which the foundation experiences due to the different 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 for the different loading levels are different. During this procedure, relief stages were carried out between two exposure stages.
  • the first load L1 and the first loading time t1 are determined on the basis of the measured introduction parameters and / or the load removal. Particularly significant parameters are the insertion torque and the insertion path of the foundation. As in Figure 4 shown, a so-called insertion torque-displacement curve can be created with the determined insertion torque and insertion path. As could be shown, there is a close relationship between the screw-in torque curve and the load-bearing capacity of a foundation. The information that can be extracted from this curve is therefore particularly well suited for determining the first load L1 and the first loading time t1.
  • the first load L1 of the method according to the invention can 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-path curve integral, the insertion torque maximum value, the insertion torque end value, or a combination of these values.
  • Other parameters which 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 velocity.
  • subsoil information such as soil parameters determined in advance by subsoil characterization, can contribute to determining 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 reduction, 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 begin 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 starts with a first load L1 that is the same size as or greater than the load transfer. In such a case two reaction limit values, an "upper” and a "lower", can be predetermined.
  • a first limit value could, for example, be 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 Displacement (the displacement must not exceed 1.0mm) can be defined.
  • the fulfillment of this “upper reaction limit value” would meet the technical acceptance test regarding the required load-bearing capacity with maximum permitted deformation.
  • a “lower reaction limit” could be used to define the failure to pass the acceptance test.
  • the increments and 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 that is, the displacement path per unit of time
  • a so-called creep analysis can be carried out.
  • Such an analysis is exemplary in Figure 9 in which the displacement paths of thirteen (1 to 13) consecutive load levels of a load test are logarithmically represented as a function of the load time.
  • two reference lines are drawn in such a creep behavior graph, which correspond to a creep factor equal to 1 or a creep factor equal to 2.
  • the analysis of the creep behavior of the foundation can therefore form the basis for determining the increment and the load time for the next load level.
  • continuous tracking of the creep factor during exercise can be used to determine how long the exercise should be maintained.

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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)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
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 true EP3626890A1 (fr) 2020-03-25
EP3626890B1 EP3626890B1 (fr) 2021-08-18

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DK (1) DK3626890T3 (fr)

Cited By (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

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2346917A (en) * 1998-12-22 2000-08-23 Robert Tjhing Bo Oei Piling system with continuous load measurement
EP2348159A1 (fr) * 2010-01-07 2011-07-27 GeoConsult B.V. Procédé d'installation d'un pieu rotatif déplaçant le sol
US20120200452A1 (en) * 2011-02-08 2012-08-09 Piletrac, LLC Method and apparatus for calculating the displacement and velocity of impact-driven piles
FR3021678A1 (fr) * 2014-05-30 2015-12-04 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

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2346917A (en) * 1998-12-22 2000-08-23 Robert Tjhing Bo Oei Piling system with continuous load measurement
EP2348159A1 (fr) * 2010-01-07 2011-07-27 GeoConsult B.V. Procédé d'installation d'un pieu rotatif déplaçant le sol
US20120200452A1 (en) * 2011-02-08 2012-08-09 Piletrac, LLC Method and apparatus for calculating the displacement and velocity of impact-driven piles
FR3021678A1 (fr) * 2014-05-30 2015-12-04 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

Cited By (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

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DK3626890T3 (da) 2021-11-22
EP3626890B1 (fr) 2021-08-18
CH715377A1 (de) 2020-03-31

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