EP3074574B1 - Verfahren zur wiederherstellung einer struktur mit einem riss durch folgen einer die abtrennung der ränder des risses darstellenden kurve - Google Patents

Verfahren zur wiederherstellung einer struktur mit einem riss durch folgen einer die abtrennung der ränder des risses darstellenden kurve Download PDF

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EP3074574B1
EP3074574B1 EP14805203.8A EP14805203A EP3074574B1 EP 3074574 B1 EP3074574 B1 EP 3074574B1 EP 14805203 A EP14805203 A EP 14805203A EP 3074574 B1 EP3074574 B1 EP 3074574B1
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Prior art keywords
crack
injection
curve
edges
sensor
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French (fr)
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EP3074574A1 (de
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Alain TABATABAÏ
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Arman Innovations SA
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Arman Innovations SA
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0203—Arrangements for filling cracks or cavities in building constructions
    • E04G23/0211—Arrangements for filling cracks or cavities in building constructions using injection
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D37/00—Repair of damaged foundations or foundation structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0203—Arrangements for filling cracks or cavities in building constructions
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G23/0229—Increasing or restoring the load-bearing capacity of building construction elements of foundations or foundation walls

Definitions

  • the present invention relates to a method of rehabilitation of a structure resting on a collapsed soil having at least one crack resulting from the subsidence of the soil.
  • the invention relates to a method for rehabilitating a structure resting on a floor, by treating its foundation soil by injecting an expansive substance to close said crack.
  • a crack appearing on a structure can be a sign of a break in the materials constituting the structure and occurs when the constraints generated in the work concerned, exceed the limits of rupture for which it was conceived.
  • Part A of the structure follows the settlement of the soil on which the structure of the structure rests, said ground floor and which will be defined in detail later.
  • other parts of building B (often placed above the first) remain temporarily immobile in an unstable equilibrium, the two parts A, B being separated by cracks. This state of unstable equilibrium creates stresses that are often harmful for the durability of the structure.
  • the diffusion is at an angle to the vertical, the stress sp being uniform within the diffusion area on a given horizontal plane.
  • ⁇ is a value between 30 ° and 45 °.
  • the figure 9 schematically shows the diffusion of ⁇ z with the depth from the previous equation.
  • the processes for rehabilitating a structure with a crack do not therefore include the implementation of such a deep consolidation method.
  • the traditional techniques of rehabilitation of a structure presenting a crack consider, after comforting the ground in depth, filling of cracks with opening, pinning, then filling with a mortar without shrinkage.
  • the object of the present invention is to improve the method and the system for the rehabilitation of works disclosed in the document EP1914350A1 .
  • the invention proposes a method of comforting the superficial ground surface of a structure, with a quality of finish not yet achieved, the deep soil having been previously consolidated by an appropriate technique.
  • the object of the present invention is therefore to provide a method for the rehabilitation of a damaged structure, including a structure having at least one crack due to the subsidence of its ground, allowing both to improve the properties of the foundation soil of the structure and to neutralize the parasitic stresses caused by soil compaction, appeared consecutively on the structure.
  • This objective is achieved with a method of rehabilitating a collapsed structure having at least one crack resulting from subsidence, wherein a reinforcement substance is injected into the soil of the structure (Z1) at the right of said crack in a primary drilling hole, the method being characterized in that it further comprises, simultaneously with the injection, the acquisition of a revealing curve of the approaching of the edges of the crack, the injection being stopped as soon as a sudden slope decrease in absolute value is detected on the curve.
  • a soil reinforcement substance when injected into the soil or at the interface between the soil and the foundation of the structure, in a quantity and / or at a sufficient pressure, it exerts, on the basis of the cracked structure, an upward thrust that tends to close the crack of the structure, that is to say to bring one to the other, the lower and upper edges of the crack.
  • a sensor of a revealing parameter of the approximation between the edges of the crack is placed between two points located on the facade of the work, on the part and other of the crack.
  • the sensor is connected to a reading device, and, simultaneously with the injection, the curve is read on the reading device.
  • the sensor may for example be a displacement sensor adapted to measure the approximation between the edges of the crack.
  • the senor makes it possible to detect infinitesimal displacements of the order of 10 microns.
  • the sensor may also be a pressure sensor adapted to measure between the edges of the crack a pressure increase revealing the approximation between said edges.
  • the pressure variations are measured with a high degree of accuracy, for example of the order of 0.005 bar.
  • the method also allows the densification and the improvement of the surface soil lift in the Z1 layer by injection of the reinforcing substance, which increases the bearing capacity of the soil (in a soil of insufficient lift) and / or decreases its permeability in the case of soil sensitive to water changes. In the same way, it makes it possible to fill the empty spaces between the ground and the foundation of the structure.
  • the slope of the curve is evaluated during a first interval ⁇ T S and then during a second time interval ⁇ T D , ⁇ T S and ⁇ T D being between 10 seconds and 2 minutes, and preferably of the order of 1 minute, and even more preferably, 15 or 30 seconds.
  • a sudden decrease in slope is detected when the slope in absolute value on the second interval is more than 30%, preferably more than 50% lower than the slope in absolute value on the first interval.
  • the method On a cracked structure having a plurality of cracks, the method will generally be applied to those among the cracks that are most representative of the state of the structure in relation to a soil compaction problem.
  • a crack when it is identified as very extensive, for example when it has a length greater than 1 meter, it will be treated by multiple injections, or by starting the injection at the level of the largest gauge at within the crack, by a first injection point I, then by successive injection points J, J ', K, K' alternately on either side of this first injection point I, either by starting injection by a first injection point K located at a first end of the crack considered, continuing the injection at a second injection point K 'located at a second end of this crack, then by successive points J , I alternately on either side of the center of the crack to close it gradually from its ends.
  • the first borehole is located in a plane substantially aligned with the sensor and perpendicular to the facade.
  • the injected reinforcement substance is an expansive substance, especially polyurethane foam.
  • the causes of this phenomenon can be multiple, either that the soil has been more compressible in some places than others, or that the loads applied to the structure have been unequally distributed, or still due to soil moisture variations. such as orientation (the south and west facing flanks are more desiccated than the north and east flanks), the presence of tree roots absorbing water from the soil, insufficient drainage, network leaks, etc ...
  • FIG. 1 there is shown a flag 10 whose seat has undergone such a differential settlement. There is a significant settlement of the ground and, in fact, a subsidence of a lower portion of the flag 10, on its right side while an upper portion B remains at the same level as before the settlement.
  • active cracks are located above stabilized cracks.
  • a fissure When a fissure is identified as very large, for example when it is more than 1 meter in length, it will be treated with multiple injections, starting with the injection at the level of the largest of the crack, by a first injection point I, then by successive injection points J, J ', K, K' alternately on either side of this first injection point I, or by starting injection by a first injection point K located at a first end of the crack in question, by continuing the injection at a second injection point K 'situated at a second end of this crack, then by successive points J, I alternately on either side of the center of the crack to close it gradually from its ends.
  • the crack 22 is the most representative of the state of the structure.
  • a prerequisite is that the soil in depth, that is to say located at a depth greater than 2B, B being the width of the sole supporting the structure, the closest to the crack, has never undergone any constraints having caused a loss of lift, because it has been redensified or consolidated by appropriate techniques.
  • a second condition is the improvement and homogenization of the properties of the soil S vis-à-vis the applied loads and / or water variations, in order to avoid the subsequent occurrence of new problems of differential settlements.
  • This second condition can be fulfilled by the injection into the soil S of a reinforcing substance, in particular an expansive substance, making it possible to densify the soil and thus to improve both its lift and its permeability.
  • a third condition is the neutralization of parasitic stresses generated in the structure due to differential settlements and breaks in the structure. Indeed, a part of the superstructure could for example remain in overhang.
  • a stress sensor 30 is placed on the front of the structure, on either side of the crack 12, preferably perpendicular to the mean direction of the crack.
  • the stress sensor 30 is for example a pressure detector, connected respectively to two fixed points Q3, Q4 located on either side of the crack 22.
  • An increase in pressure measured by the sensor 30 means that the two edges 24, 26 of the crack 22 tend to get closer.
  • the pressure sensor 30 is connected to a reading device 40, here a computer, on which a first operator can read the curve illustrating the pressure values measured over time using the sensor 30.
  • a borehole 50 as wide as an injection lance is drilled in line with the crack 22, in a slightly oblique trajectory directed towards the inside of the building 10 towards the soil layer Z1.
  • This first borehole 50 is generally located in a plane P perpendicular to the facade 12 of the structure 10 and comprising the pressure sensor 30 (see FIG. figure 1 ) and is generally within the maximum gap of the crack (often coinciding with the center of the crack).
  • An injection lance 51 is inserted in the borehole 50: the lance 51 is positioned so that its lower end is placed in the layer Z1 under the foundation of the flag 10. This lance 51 has at its penetrating end the seat floor, successive orifices in order to be able to spread the expansive substance both in the Z1 bed layer and in the possible voids under foundation existing between the sole and the Z1 layer.
  • the reinforcing substance is injected at the interface between the foundation plate 14 and the floor S to fill the voids and to ensure that the charges are well transmitted between these two elements.
  • this step is called "keying injection”.
  • the expansive substance is injected into the base layer itself Z1, called consolidation injection.
  • the consolidation injection is parameterized (volume of substance injected, injection pressure, coefficient of expansion of the reinforcing substance if necessary, phasing of injections, etc.) so that the ground around the injection point is reinforced, and an upward thrust is exerted on the collapsed base A of the work to the right of the crack to be treated.
  • the reinforcing substance is a polyurethane foam.
  • a polyurethane foam is, for example, the result of a mixture of polyol and MDI Isocyanate.
  • these two products are stored in a truck, in separate tanks. Both components are routed through pipes to the spray gun of the spray lance.
  • the combination of the two products mixed under pressure with air injected by a two-component pump forms by chemical reactions an expansive foam which solidifies and acquires high mechanical characteristics.
  • the curve of the figure 6 gives the measured pressure values (on the ordinates) as a function of time (on the abscissa).
  • the curve can be recorded indifferently by a sampling system over time (measurements at regular intervals) or continuously.
  • T A 0 (point A on the curve) corresponds to the injection of the mixture of polyol and MDI Isocyanate into the depth of the seat ground with the aid of the injection lance 51. This moment, a certain time is necessary for the reaction of the two components.
  • the preliminary phase during which the foam has not begun to expand and the ground has not yet been moved, is noted PH1 on the curve.
  • the injection does not involve any modification of the stresses exerted on the structure 10, which results in a first plateau PH1 on the raised curve.
  • the moment T B corresponds to the beginning of the movements of the collapsed part A of the structure due to the treatment of the seat floor Z1.
  • the foam propagates essentially laterally from the end of the injection lance 51.
  • the grains of the ground reorganize with each other.
  • the soil becomes denser under the effect of the lateral thrust of the foam, but the level of the ground seat remains for the moment unchanged. Again, no influence on the structure is measured.
  • the pressure curve remains flat PH2.
  • the seat floor once compacted (point T C of the curve), offers increased resistance to the propagation of the foam in the horizontal direction.
  • the soil resistance in the vertical direction eventually becomes lower than its lateral resistance.
  • the foam then tends to propagate upward, generating, on the base of the work 10, a thrust force directed upwards.
  • This thrust force naturally tends to raise the collapsed portion of the structure 10, gradually bringing the lower edge 26 of the crack 22 closer to its upper edge 24.
  • the pressure measured by the sensor then increases very rapidly, as illustrated on the curve by the phase noted PH3.
  • the point T C therefore corresponds to the beginning of the lifting of part A.
  • the increase in pressure is slower. Indeed, at a time T D (point D on the curve), the curve shows a slope break, which corresponds to the beginning of contact between the lower and upper edges of the crack. The injection is stopped as soon as the slope break is detected. The injector gun is cut.
  • an experienced operator can stop the injection as soon as he detects a sharp break in the slope of the curve with the naked eye, the slope decreasing in absolute value.
  • the operator generally waits for this modification of the curve to be confirmed over a predetermined time interval, of the order of ten seconds, for example between 15 and 30 seconds, after the breaking point.
  • slope D generally less than 1 minute.
  • the operator will stop the injection when at a time T, he has detected a decrease in the slope of at least 30%, preferably 50%, over a time interval of less than 1 minute. This detection can also be performed automatically, using appropriate software.
  • the injection is stopped at a time Ts (corresponding to a point Gs of the curve) where the slope on a first interval ⁇ T S , is more than 30% lower than the slope of the curve on a previous time interval ⁇ T D , ⁇ T S and ⁇ T D being less than or equal to 1 minute, for example 15 or 30 seconds.
  • the Figure 4B illustrates the crack 22 once the consolidation injection is complete.
  • the low point Q1 of the work has returned to its original level Q1 '.
  • the other injection points J, J ', K, K', adjacent to the first injection point I are according to a first embodiment, made in drill holes made alternately to the left and to the right of the primary borehole. 50, substantially following the facade 12 of the building 10.
  • the drill holes are spaced from the first borehole 50 and between them a predetermined constant distance d, for example equal to one meter.
  • No injection shall be made more than 1 m away from the two points which are respectively at the base of the two ends of a crack.
  • the senor used may be a displacement detector (elongation), in particular an optical fiber detector allowing detection of displacements to within 10 microns.
  • the stress curve obtained with such a displacement sensor is illustrated on the figure 7 .
  • She is the mirror of the figure 6 previously described.
  • the elongation measured by a sensor respectively fixed at a point of the lower part of the crack and a point of the upper part of the crack actually changes inversely with respect to the pressure measured between the edges of the crack: When the pressure increases, elongation decreases and vice versa.
  • Phases PH1 to PH5 are represented on the curve of the figure 7 . All of the comments made previously regarding the figure 6 apply mutatis mutandis to it.
  • the injection into the first borehole is stopped as soon as the abrupt decrease in slope in absolute value (point D) is identified.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Civil Engineering (AREA)
  • Mining & Mineral Resources (AREA)
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  • General Engineering & Computer Science (AREA)
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  • Environmental & Geological Engineering (AREA)
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  • Hydrology & Water Resources (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Claims (13)

  1. Sanierungsverfahren für ein Bauwerk, das auf einem abgesenkten Boden (10) steht, wobei der Bodengrund gefestigt ist und das Bauwerk mindestens einen Riss (22) aufweist, der durch das Absenken des Bodens verursacht wurde, in dem senkrecht unter besagtem Riss (22) in den Baugrund des Bauwerks in ein primäres Bohrloch (50) eine Festigungssubstanz injiziert wird, wobei das Verfahren dadurch gekennzeichnet ist, das es des Weiteren neben der Injektion die Erfassung einer Kurve umfasst, welche die Annäherung der Ränder (24, 26) des Risses (22) aufzeigt, wobei die Injektion angehalten wird, sobald an der Kurve eine abrupte Verringerung der Steigung in einem absoluten Wert erkannt wird.
  2. Verfahren nach Anspruch 1, in dem die Festigungssubstanz ein expansiver Stoff ist, insbesondere Polyurethanschaum.
  3. Verfahren nach Anspruch 1 oder 2, in dem man zu jedem Zeitpunkt T die Steigung der Kurve in einem ersten Intervall ΔTS und dann in einem zweiten Zeitintervall ΔTD bewertet, wobei die Intervalle 10 Sekunden bis 1 Minute, vorzugsweise aber 15 bis 30 Sekunden dauern.
  4. Verfahren nach einem der Ansprüche 1 bis 3, in dem man zwischen zwei Punkten (Q3, Q4) an der Fassade (12) des Bauwerks (10) zu beiden Seiten des Risses (22) einen Sensor (30) positioniert, der einen Parameter erfasst, welcher die Annäherung der Ränder (24, 26) des Risses (22) aufzeigt, wobei der Sensor mit einer Ablesevorrichtung (40) verbunden ist, und bei dem man gleichzeitig mit der Injektion die besagte Kurve auf der Ablesevorrichtung (40) abliest.
  5. Verfahren nach Anspruch 4, in dem der Sensor (30) ein Drucksensor ist, der so ausgelegt ist, dass er eine Druckerhöhung zwischen den Rändern (24, 26) des Risses (22), die auf die Annäherung der besagten Ränder (24, 26) verweist, messen kann.
  6. Verfahren nach Anspruch 4, in dem der Sensor (30) ein Wegsensor ist, der so ausgelegt ist, dass er die Annäherung der beiden Ränder (24, 26) des Risses (22) messen kann.
  7. Verfahren nach einem der Ansprüche 4 bis 6, in dem sich ein erstes Bohrloch (50) auf einer Ebene (P) befindet, die im Wesentlichen auf den Sensor (30) ausgerichtet und senkrecht zur Fassade (12) verläuft.
  8. Verfahren nach Anspruch 7, bei dem man zusätzliche Injektionen in Bohrlöcher spritzt, die im Wechsel zu beiden Seiten des ersten Bohrloches (50) angeordnet sind, und man sich dabei vom ersten Bohrloch (50) entfernt.
  9. Verfahren nach Anspruch 8, in dem man die Injektion an jedem zusätzlichen Injektionspunkt anhält, sobald man nicht weiter injizieren kann.
  10. Verfahren nach Anspruch 8 oder 9, in dem man nach Beendigung der in die Bohrlöcher gespritzten Injektionen die Tragfähigkeit des Bodens misst.
  11. Verfahren nach einem der vorhergehenden Ansprüche, dadurch gekennzeichnet, dass das Bauwerk von Strukturelementen, wie zum Beispiel einer auf dem Untergrund aufliegenden Bodenplatte oder einem Fundament getragen wird, wobei die Festigungssubstanz zwischen das Strukturelement und den Baugrund und/oder in die Bodenschicht, welche die Struktur trägt, Tragschicht genannt, injiziert wird.
  12. System zur Sanierung eines Bauwerks (10), welches auf einem abgesenkten Baugrund (10) steht, wobei der Untergrund gefestigt ist und das Bauwerk mindestens einen Riss (22) aufweist, der durch das Absenken des Baugrunds hervorgerufen wurde, welches Folgendes umfasst:
    - einen Sensor (30) zum Messen der Annäherung der Längsränder des Risses,
    - eine Vorrichtung zur Injektion einer Festigungssubstanz in den Baugrund des Bauwerks senkrecht unter dem Riss, oder zwischen den Baugrund und ein Strukturelement, welches das Bauwerk trägt, wie zum Beispiel eine Bodenplatte oder ein Fundament,
    wobei die Substanz in ihrem expandierten Zustand eine Dichte aufweist, die mit der des Bodens vor dessen Absenkung vergleichbar ist,
    - eine Vorrichtung zur Erfassung der Daten des Sensors (30) in Form einer Kurve, welche auf die Annäherung der Ränder des Risses verweist,
    - eine Steuervorrichtung zum Anhalten der Injektion, welche die aus der Erfassungsvorrichtung stammende Kurve in Echtzeit erfasst und das Anhalten der Injektion steuert, sobald an der Kurve eine abrupte Verringerung der Steigung in einem absoluten Wert erkannt wird.
  13. System nach Anspruch 12, in dem die Fülldichte der Festigungssubstanz über 60 kg.m-3 liegt.
EP14805203.8A 2013-11-26 2014-11-18 Verfahren zur wiederherstellung einer struktur mit einem riss durch folgen einer die abtrennung der ränder des risses darstellenden kurve Active EP3074574B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
LU92314A LU92314B1 (fr) 2013-11-26 2013-11-26 Procédé de réhabilitation d'un ouvrage présentant une fissure par suivi d'une courbe représentative de l'écartement des bords de la fissure
PCT/EP2014/074838 WO2015078722A1 (fr) 2013-11-26 2014-11-18 Procede de rehabilitation d'un ouvrage presentant une fissure par suivi d'une courbe representative de l'ecartement des bords de la fissure

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EP3074574A1 EP3074574A1 (de) 2016-10-05
EP3074574B1 true EP3074574B1 (de) 2017-08-02

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US (1) US10138641B2 (de)
EP (1) EP3074574B1 (de)
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WO2015078722A1 (fr) 2015-06-04
US10138641B2 (en) 2018-11-27
EP3074574A1 (de) 2016-10-05
US20160362901A1 (en) 2016-12-15

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