WO2017013014A1 - Procédé d'amélioration des caractéristiques mécaniques et hydrauliques de terrains de fondation de structures construites existantes - Google Patents

Procédé d'amélioration des caractéristiques mécaniques et hydrauliques de terrains de fondation de structures construites existantes Download PDF

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Publication number
WO2017013014A1
WO2017013014A1 PCT/EP2016/066898 EP2016066898W WO2017013014A1 WO 2017013014 A1 WO2017013014 A1 WO 2017013014A1 EP 2016066898 W EP2016066898 W EP 2016066898W WO 2017013014 A1 WO2017013014 A1 WO 2017013014A1
Authority
WO
WIPO (PCT)
Prior art keywords
sensing
dimensional
ground
injection
steps
Prior art date
Application number
PCT/EP2016/066898
Other languages
English (en)
Inventor
Andrea BIRTELE
Original Assignee
Thur S.R.L.
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
Priority claimed from ITUB2015A002280A external-priority patent/ITUB20152280A1/it
Application filed by Thur S.R.L. filed Critical Thur S.R.L.
Priority to EP16738820.6A priority Critical patent/EP3325725B1/fr
Priority to ES16738820T priority patent/ES2839200T3/es
Priority to US15/745,455 priority patent/US20180209113A1/en
Priority to CA2992668A priority patent/CA2992668A1/fr
Publication of WO2017013014A1 publication Critical patent/WO2017013014A1/fr

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Classifications

    • 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
    • E02D3/123—Consolidating by placing solidifying or pore-filling substances in the soil and compacting the soil
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/48—Foundations inserted underneath existing buildings or constructions
    • 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
    • E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
    • E02D35/005—Lowering or lifting of foundation structures
    • 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
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001—Improving soil or rock, e.g. by freezing; Injections
    • E21D9/002—Injection methods characterised by the chemical composition used
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00—Production methods
    • E02D2250/003—Injection of material
    • 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 for improving the mechanical and hydraulic characteristics of foundation grounds of existing built structures.
  • any built structure transmits to the ground pressures that produce in the ground deformations deferred over time, known as subsidences.
  • subsidences When the subsidences are different at the base of two points of the same built structure, the difference between the measured values is termed differential subsidence.
  • Structural engineering indicates the extent of the differential subsidences that can be tolerated by different types of built structures.
  • Geotechnical engineering provides reliable calculation methods suitable to estimate differential subsidences during design.
  • the method usually used to prevent the forming of differential subsidences on a built structure undergoing construction design provides for adapting the geometry and rigidity of the foundations to the load bearing characteristics of the ground or, in the more complex case of existing built structures, for which extension or conversion work is planned, provides for comparison between the mechanical characteristics of the ground and the additional loads produced by the work for extension or conversion that the existing foundations transmit to the ground.
  • the method usually used to deal with differential subsidences that have occurred on existing built structures is more complex than the preceding one and provides for a double analysis that relates to the foundation ground and to the structure of the built structure.
  • the first one assesses the nature and consistency of the ground in the volume in which the differential subsidence has occurred and consequently allows to calculate the resistance and deformability with respect to the loads of the built structure.
  • the second one reconstructs in details the differential motions of the structure that have generated the cracks that are present on the built structure both in terms of time and in geometric terms.
  • the ground analysis method substantially derives from traditional geotechnics and provides for calculating the resistance and deformability of the soil that is present below the various portions of the built structure starting from the geotechnical parameters obtained from the tests.
  • the analysis of the built structure in addition to providing an accurate assessment of the loads according to the faithful reconstruction of the nature of the materials used and an interpretation of the cracking situation that is present on the masonry, is based on measurements of displacements and deformations by means of instruments linked to topography and structural monitoring. Leveling operations with precision instruments are performed often in order to check which part of the built structure has subsided and the extent of the displacement. Topographic readings are then combined with monitoring operations by means of telltales, inclinometers, strain gauges, etc., which have the task of checking whether the subsidence is evolving and at what rate it is developing.
  • the designer After completing the analysis on the foundation ground and on the structure of the built structure, the designer defines the most suitable method for preventing or solving differential subsidences.
  • the former have the task of modifying the manner in which the pressures of the built structure are transferred to the ground by means of work intended to widen the base of the foundation or to extend it deeper into the ground until it encounters more substantial and therefore stronger layers. For this reason, the described methods are usually applied to the entire structure: among these, mention is made for example of micropiles and sub-foundations.
  • the latter have the task of improving the strength and deformability characteristics of the ground by means of actions aimed at increasing the density of the mass and or at introducing therein materials or mixes that modify physically or chemically the characteristics of the natural ground. These methods can be limited to some portions of the built structure, where the ground has poorer characteristics. This category includes, among others, injections of concrete and synthetic resins.
  • injections are distinguished mainly into two categories: injections that do not produce ground displacement and injections that produce ground displacement. Injections that do not produce ground displacement are limited to alluvial grounds up to a certain value of particle size fineness and are performed by simple permeation.
  • the parameters that regulate the injectability of a ground by simple permeation are the permeability coefficient of the ground proper and the average diameter of the particles that constitute the mix.
  • the chart of Figure 4 shows the borderline for injections by simple permeation (low-pressure injections), to the left of which ground displacement occurs necessarily.
  • the mixes tend to fill the interconnecting pores of the ground, without causing hydro-fracturing (or claquage) phenomena that are responsible for significant volume variations of the ground.
  • P craCk [kPa] a critical value defined by the term P craCk [kPa]. This value depends on many factors, including the weight and the mechanical characteristics of the ground that lies above the injected volume. From a theoretical standpoint, the expression of P craCk [kPa] is as follows:
  • TMG Travi Multi Grouting
  • the injections in fact are usually stopped when a previously determined injection pressure is reached or by injecting a mix with a limited expansion pressure.
  • Another limitation of this type of injection consists in that the injected mixes can drift away from the desired point and reach less confined regions, where the weight and the characteristics of the overlying soil are different, to the point of causing unwanted displacements of the ground or of the structure in regions of the built structure that are far from the volume of ground that one intends to treat.
  • One of the best-known methods for checking the effectiveness of an injection intervention consists in observing an initial rise of the portion of built structure that lies above the injection point.
  • the initial rise of the structure bears witness to the fact that the mechanical and hydraulic characteristics of the ground have been increased, since the injected ground not only withstands the pressure induced by the overlying load but also withstands the dynamic pressures that are generated upon lifting.
  • the monitoring systems may be anchored to portions of the structure that are not loaded, for example portions of the structure located on built structure portions located beneath wall damage.
  • the operator by observing a displacement of the built structure by means of the localized monitoring system (optical level; laser level, level meter system; etc.), decides to end the injection process before the portion of structure that lies above the injection has actually moved and therefore before the injection has produced a sufficient improvement of the characteristics of the conditions of the foundation ground.
  • EP0851064 provides for each individual injection of synthetic mix to be interrupted when a displacement of the overlying structure is detected.
  • the displacements detected at each injection are added and can produce displacements that cannot be withstood by the structure. It might also be indispensable to interrupt the work before the entire portion intended has been treated, in order to avoid damage to the structure.
  • the displacements are measured along a single direction and displacements in the other directions are not detected. Therefore, the injection process may produce unwanted movements that damage the structure, following directions that are not monitored by the sensing systems.
  • the aim of the present invention is to solve the problems described above, by providing a method that is capable of providing criteria for verifying the increase of the mechanical and hydraulic characteristics of the ground and of preserving the built structure against excessive distortions that might be produced during execution of work adapted to solve differential subsidences.
  • an object of the present invention is to provide a method that integrates or replaces localized monitoring systems.
  • Another object of the present invention is to provide a method that is simple and quick to perform.
  • Figure 1 is a schematic view of a built structure on which work is necessary
  • Figure 2 is a schematic view of the first sensing step
  • Figure 3 is a schematic view of the injection step and of the second sensing steps
  • Figure 4 is a chart related to the injectability of the grounds as a function of the properties of the mix and of the ground.
  • the present invention relates to a method for improving the mechanical and hydraulic characteristics of foundation grounds of existing built structures.
  • the method comprises:
  • the step of interrupting the injection step is performed if the two-dimensional or three-dimensional sensing of the at least one portion 2 sensed in the second sensing steps finds, between two successive sensings, as a function of the intervention type:
  • the portion 2 comprises at least one part of a building or of a built structure, such as for example a vertical wall, a face or a floor.
  • the first sensing step and/or the second sensing steps are performed by using at least one device for the optical acquisition of the two- dimensional or three-dimensional portion.
  • the acquired images are of the digital type.
  • the optical acquisition device 20 comprises a 3D laser scanning device, which, placed at a suitable distance from the built structure, is capable of emitting laser beams along all directions and of obtaining the exact position of a cloud of points that lie on the built structure being considered.
  • the data thus acquired can be displayed in real time on the device proper or also on a computer, so that they can be examined more easily.
  • the first sensing step is adapted to sense two-dimensionally or three- dimensionally a portion from the outside or from the inside of the building.
  • the second sensing steps are adapted to detect two-dimensionally or three-dimensionally a portion from the outside or from the inside of the building.
  • the first sensing step and/or the second sensing step substantially consist in placing the optical acquisition device 20, which comprises for example a laser scanning device such as a 3D scanner laser detector, in the vicinity of the building, in a point that allows to sense the entire face or a part thereof (or part of the floor) below which the steps of injection in the ground of cement or synthetic mixes will be performed.
  • the optical acquisition device 20 comprises for example a laser scanning device such as a 3D scanner laser detector
  • the radar device is of the interferometer type.
  • first sensing step and/or the second sensing steps are performed by a device for emitting/receiving electromagnetic waves and/or acoustic waves or by similar devices.
  • the first sensing step can provide for one or more scans of the built structure to determine the exact position, and specifically of the intervention region 3, prior to the beginning of the injection step.
  • the method continues with the provision of a plurality of holes in the ground beneath the intervention region 3, even through the foundation of the built structure.
  • the diameter of the holes varies between 6 mm and 200 mm.
  • the depth of the holes is a function of the dimensions of the foundation ground and their center distance is usually comprised between 0.50 m and 3.0 m.
  • Pipes are then accommodated in the holes and the cement or synthetic mixes are injected into the ground through such pipes.
  • the non-expanding mixes or synthetic resins are injected into the ground by means of pressure pumping systems, which force the entry of the mixes or synthetic resins in the intergranular voids or, in the presence of grounds having a finer texture, produce hydro-fracturing, i.e., local breakup of the ground and the forming of lattices of mix which, once set, improve the mechanical characteristics of the mass.
  • the pumping systems for the non-expanding mixes or synthetic resins deliver flow-rates on the order of 5-30 liters per minute and usually generate pressures comprised between 10 and 30 bars.
  • pressures are capable of forcing the penetration of the cement or synthetic mixes in the intergranular voids of sandy and gravelly grounds and to allow access of the cement or synthetic mix in silty or clayey grounds by means of local ruptures known as hydro-fractures.
  • the non-expanding mixes or synthetic resins can be injected into the ground by means of high- or very high-pressure pumping systems (200 bar to 400 bar), which break up the ground in place and allow the stirring of the matrix with the mix.
  • This last system is known as jet grouting.
  • the expanding synthetic or cement mixes are injected into the ground through low-pressure pumping systems.
  • the penetration of the cement or synthetic mixes in the intergranular voids of coarse grounds or the hydro-fracturing of grounds having a finer texture occurs by means of the pressure that is generated during the expansion step, which usually occurs by chemical reaction, reaching values comprised between 0.5 bar and 150 bar.
  • the hydro-fracturing process is produced not only by the injection pressure but also by the expansion pressure of the cement or synthetic mix. Subsequent hardening of the mix diffused in the ground produces the improvement of the geotechnical characteristics.
  • This significant volume variation of the ground produces a displacement of the adjacent and overlying volumes of ground that have not been injected, which, as the injection proceeds, necessarily entail evident displacements of the overlying built structure and therefore of the intervention region 3.
  • the pressure generated in the ground by the injection process be it performed by means of non-expanding synthetic or cement mixes or by means of expanding synthetic or cement mixes, exceeds the pressures transmitted to the ground by the built structure.
  • the second sensing steps repeated during the injection step provide operators with a complete picture of the built structure and indicate in real time any critical regions that might generate angular distortions that are not allowable for the structure.
  • This monitoring system in addition to providing information regarding safety against displacements of the structure during the injection step, is used to return indications as to the overall response of the built structure and therefore the effectiveness of the step of injection into the ground.
  • the function of controlling the effectiveness of the injection improves significantly, since it does not merely monitor some points of the structure but it extends the observation to a two- dimensional or three-dimensional portion of the built structure.
  • the injection step proceeds until the device 20 for optical acquisition (by radar or by means of similar devices) provides indications of a global displacement of the portion 2 of built structure that lies above the intervention region 3 that is detectable but as small as desired (a displacement on the order of magnitude of the tolerance of the instrument used). In this manner one of the best-known criteria for verifying the effectiveness of an intervention for injection into the ground is upheld.
  • the displacement is global when it affects a certain number of points (from a few tens to several thousand) that are distributed preferably evenly on the portion of built structure that is the subject of the intervention.
  • the injection step can proceed beyond the minimal global displacement and can produce the lifting or in general the displacement of the built structure.
  • the angular distortions are defined as the ratio between the differential vertical displacement between two points of the same built structure (differential subsidences or differential rise) and their minimum distance.
  • Another example of intervention that lies within this category relates to industrial or civil flooring that has significant hollows, such as to prevent its normal use.
  • the design in this case might provide for the local lifting of the flooring to a level that is deemed sufficient to regain its planarity but in any case much higher than the tolerance of the sensing instrument used (for example on the order of centimeters), while remaining well below the limit of allowable deformation of such flooring.
  • interventions that lie within this category relate to historical buildings or built structures that are close to collapse and cannot tolerate significant displacements and for which the injections are sized appropriately in terms of quantity of mix to be injected and in terms of injection pressures.
  • the injection step is interrupted upon reaching predefined quantities of mix during design although the above cited criterion of effectiveness has not been upheld in every injection point.
  • the injections will be interrupted when the displacement sensing system detects a minimal displacement, on the order of instrument precision, even in a single point of the built structure.
  • the injection step can also be performed by using alternately or in succession mixes of different types.
  • the injection step can also be performed by using simultaneously a plurality of injection pumps.
  • the injections can be performed by limiting the angular distortions that are induced on the structure, allowing the injection of more cement or synthetic mix before the limit of allowable deformation is reached, thus achieving a better result.
  • the method according to the invention achieves fully the intended aim, since it allows, in a simple, quick, effective and final manner to preserve the built structure against excessive distortions that might be produced during execution of work for improving the mechanical and hydraulic characteristics of the grounds, replacing or integrating spot monitoring systems with a system for two-dimensional or three-dimensional monitoring of portions of the building.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Civil Engineering (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Soil Sciences (AREA)
  • Environmental & Geological Engineering (AREA)
  • Architecture (AREA)
  • Agronomy & Crop Science (AREA)
  • Chemical & Material Sciences (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Electrochemistry (AREA)
  • Mechanical Engineering (AREA)
  • General Chemical & Material Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

L'invention concerne un procédé permettant d'améliorer les caractéristiques mécaniques et hydrauliques de terrains de fondation de structures construites existantes, comprenant les étapes suivantes : une première étape de détection bidimensionnelle ou tridimensionnelle d'au moins une partie (2) de la structure construite (1) ; une étape d'identification d'au moins une région d'intervention (3) dans le terrain de fondation sous ladite partie (2) détectée au cours de la première étape de détection ; une étape d'injection, à travers une pluralité de trous (4) ménagés au moins au niveau d'une partie de la région d'intervention (3), d'un ciment ou d'un mélange synthétique ; des secondes étapes de détection bidimensionnelle ou tridimensionnelle, espacées entre elles dans le temps, de ladite partie (2) au cours de l'étape d'injection ; une étape d'interruption de l'étape d'injection sur la base des informations recueillies au cours des secondes étapes de détection bidimensionnelle ou tridimensionnelle de ladite partie (2).
PCT/EP2016/066898 2015-07-17 2016-07-15 Procédé d'amélioration des caractéristiques mécaniques et hydrauliques de terrains de fondation de structures construites existantes WO2017013014A1 (fr)

Priority Applications (4)

Application Number Priority Date Filing Date Title
EP16738820.6A EP3325725B1 (fr) 2015-07-17 2016-07-15 Procédé d'amélioration des caractéristiques mécaniques et hydrauliques de terrains de fondation de structures construites existantes
ES16738820T ES2839200T3 (es) 2015-07-17 2016-07-15 Procedimiento para mejorar las características mecánicas e hidráulicas de los suelos de cimentación de estructuras construidas existentes
US15/745,455 US20180209113A1 (en) 2015-07-17 2016-07-15 Method for improving the mechanical and hydraulic characteristics of foundation grounds of existing built structures
CA2992668A CA2992668A1 (fr) 2015-07-17 2016-07-15 Procede d'amelioration des caracteristiques mecaniques et hydrauliques de terrains de fondation de structures construites existantes

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
ITUB2015A002280A ITUB20152280A1 (it) 2015-07-17 2015-07-17 Procedimento per migliorare le caratteristiche meccaniche e idrauliche di terreni di fondazione di manufatti esistenti.
IT102015000035300 2015-07-17
IT102016000017692 2016-02-22
ITUB2016A000937A ITUB20160937A1 (it) 2015-07-17 2016-02-22 Procedimento per migliorare le caratteristiche meccaniche e idrauliche di terreni di fondazione di manufatti esistenti.

Publications (1)

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WO2017013014A1 true WO2017013014A1 (fr) 2017-01-26

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PCT/EP2016/066898 WO2017013014A1 (fr) 2015-07-17 2016-07-15 Procédé d'amélioration des caractéristiques mécaniques et hydrauliques de terrains de fondation de structures construites existantes

Country Status (4)

Country Link
US (1) US20180209113A1 (fr)
EP (1) EP3325725B1 (fr)
CA (1) CA2992668A1 (fr)
WO (1) WO2017013014A1 (fr)

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CN110258675A (zh) * 2018-05-25 2019-09-20 北京恒祥宏业基础加固技术有限公司 建筑物条形基础箱型复合地基加固纠偏方法
CN110258677A (zh) * 2018-05-25 2019-09-20 北京恒祥宏业基础加固技术有限公司 既有建筑物独立基础沉降加固抬升方法
CN112081155A (zh) * 2019-06-14 2020-12-15 北京恒祥宏业基础加固技术有限公司 一种条形或箱形基础建筑物的加固抬升方法
CN112081153A (zh) * 2019-06-14 2020-12-15 北京恒祥宏业基础加固技术有限公司 一种筏板基础高层建筑物的抬升方法
CN112081154A (zh) * 2019-06-14 2020-12-15 北京恒祥宏业基础加固技术有限公司 一种筏板基础高层建筑物加固抬升方法

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CN112081156B (zh) * 2019-06-15 2022-04-29 北京恒祥宏业基础加固技术有限公司 一种框架结构建筑物注浆加固抬升方法
CN112081159A (zh) * 2019-06-15 2020-12-15 北京恒祥宏业基础加固技术有限公司 一种建筑酿酒车间独立基础沉降加固方法
CN112343104B (zh) * 2019-08-09 2022-06-17 北京恒祥宏业基础加固技术有限公司 一种高铁大型墩台的加固抬升方法
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