EP0541812B1 - Konstruktionsverfahren zur verbesserung oder versteifung des bodens - Google Patents

Konstruktionsverfahren zur verbesserung oder versteifung des bodens Download PDF

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Publication number
EP0541812B1
EP0541812B1 EP92900892A EP92900892A EP0541812B1 EP 0541812 B1 EP0541812 B1 EP 0541812B1 EP 92900892 A EP92900892 A EP 92900892A EP 92900892 A EP92900892 A EP 92900892A EP 0541812 B1 EP0541812 B1 EP 0541812B1
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EP
European Patent Office
Prior art keywords
jetting
ground
pipe
projecting
improving
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.)
Expired - Lifetime
Application number
EP92900892A
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English (en)
French (fr)
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EP0541812A1 (de
EP0541812A4 (en
Inventor
Shohei Chida
Takehiko Tokoro
Masatoshi Senda
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Shouhei Chida nihon Sogo-Bosui Co Ltd taiheiyo C
Original Assignee
NIHON SOGO-BOSUI Co Ltd
NIPPON SOGO BOSUI KK
Chichibu Cement Co Ltd
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Filing date
Publication date
Priority claimed from JP3129473A external-priority patent/JPH07111052B2/ja
Priority claimed from JP23432391A external-priority patent/JP2879386B2/ja
Priority claimed from JP23432291A external-priority patent/JP2879385B2/ja
Application filed by NIHON SOGO-BOSUI Co Ltd, NIPPON SOGO BOSUI KK, Chichibu Cement Co Ltd filed Critical NIHON SOGO-BOSUI Co Ltd
Publication of EP0541812A1 publication Critical patent/EP0541812A1/de
Publication of EP0541812A4 publication Critical patent/EP0541812A4/en
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Publication of EP0541812B1 publication Critical patent/EP0541812B1/de
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
    • E01B2/00—General structure of permanent way
    • E01B2/006—Deep foundation of tracks
    • 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
    • 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
    • E02D3/126—Consolidating by placing solidifying or pore-filling substances in the soil and mixing by rotating blades
    • 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
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile

Definitions

  • the strength and durability of the improved ground is low since a material having a low viscosity, mainly water glass material is used for the penetration and pressure grouting in the former chemical pressure grouting work method.
  • the reason why the strength of the improved ground is low is that the ratio of the improving material per unit volume is low and the improving material is nonuniform since the ground is not replaced with the improving material, but the improving material is penetrated or grouted into cracks in the ground.
  • the improved body can be formed by jetting pressurized liquid for loosening the ground to convert the ground into mud and by elevating and removing the resultant mud by pressure-grouting the self-curing material.
  • the time when the ground is loosened with the pressurized liquid may be shifted from the time when the self-curing material is grouted.
  • the jetting and grouting pipe may be formed with a grouting opening at the front end portion thereof and be provided with a jetting nozzle at a position closer to the base portion than the grouting opening. Loosening of the ground may be conducted substantially simultaneously with pressure ⁇ grouting of the self-curing material during extracting of the jetting and grouting pipe.
  • the liquid for loosening the ground may have an enhanced cutting ability if water is added with a surfactant.
  • the material which will form the improved body may be formed by adding the self-curing material with the removed mud. It is preferable to separate the removed mud into a supernatant liquid and condensed mud and to reuse as a ground loosening liquid the only supernatant liquid or the supernatant liquid which is added to water.
  • the condensed mud may be added to the self-curing material so that it can be reused as an improved body forming material.
  • a pile or wall can be provided. If improved bodies are linked, a column arrayed pilar or a column arrayed wall can be provided.
  • the present invention is based upon finding that if a self-curing material is grouted into the ground which has been loosened once, the consolidated area is enlarged and the strength of the improved body is enhanced in comparison with the case in which the ground is agitated simultaneously with grouting and a grout having a higher unit water quantity and a higher fluidity is used like jet grouting method, for example.
  • the target ground can be loosened. Loosening of the ground is achieved mainly by discontinuation of the bond between larger earth particles and finer earth particles around the larger earth particles which linking these larger earth particles. This discontinuation will increase the ratio of spaces, to which an improving material will subsequently grouted under pressure.
  • an improving wet material self-curing material
  • the improving material is grouted into the loosened portion of the ground as if it is forced thereto.
  • the improving material is grouted in such a manner that it will expand the loosened ground.
  • the loosened ground portion is replaced with the improving material as if that ground is charged with the improving material.
  • the forcing pressure of the improving material consolidates the ground portion and more improving material is grouted into soft ground portion.
  • less improving material is grouted into the ground portion having a higher strength since the loosening degree of that ground portion is low. As a whole an improved body having uniform strength and diameter can be thus formed.
  • the resultant slime is not a mixed slime of cement with earth particles which are formed by the high pressure jetting method, but is a mixture of water and earth particles since pressurized water is used for loosening the ground. Accordingly, the treatment of the slime is advantageously easy.
  • the cost for treating the slime can be remarkably reduced as a whole by separating the slime including only water and earth particles and by reusing water as pressurized water for loosening the ground and the slurry containing earth particles which are added with a self-curing material such as cement.
  • the present invention can be easily applied to the sandy ground.
  • the present method is remarkably different from the prior art agitating method.
  • the variation in strength of the improved body which is found in the high pressure jetting method is eliminated since loosening of a target area of the ground and pressure grouting of the improving material is conducted in different steps or stages.
  • a method of improving or strengthening the ground characterized in that it comprises providing a jetting pipe which is provided at the front end portion thereof with a projecting jetting portion which projects in an outer direction from the jetting pipe at least when pressurized water is jetted toward the ground to increase the diameter of the loosened ground, said projecting jetting portion being provided with a jetting nozzle for jetting pressurized water toward the ground in an outer direction with respect to the axis of an improved body to be formed, said jetting pipe being formed with a self-curing material grouting opening at a position closer to the front end thereof than said jetting nozzle, inserting said jetting pipe into a target ground to be improved; jetting pressurized water from said jetting nozzle with said projecting jetting portion projecting in an outer direction from said jetting pipe while rotating said jetting pipe around the axis thereof and extracting said jetting pipe in an axial direction thereof to loosening the ground which is located in an outer jetting direction from said nozzle for
  • a method of improving or strengthening the ground characterized in that it comprises providing a jetting pipe which is provided on the outer peripheral surface at the front end portion thereof with a first jetting nozzle for jetting pressurized water in a radial direction and is provided at the front end portion thereof with a projecting jetting portion which projects in an outer direction from the jetting pipe at least when pressurized water is jetted toward the ground to increase the diameter of the loosened ground, said projecting jetting portion being provided with a second jetting nozzle for jetting pressurized water toward the ground beyond the outer end of-the projecting jetting portion in an outer direction with respect to the axis of an improved body to be formed, said jetting pipe being formed with a self-curing material grouting opening at a position closer to the front end thereof than said jetting nozzle, inserting said jetting pipe into a target ground to be improved; jetting pressurized water form said second jetting nozzle with said projecting jetting portion projecting in an outer direction from said jetting pipe while rotating said jetting
  • the reaching distance of the pressurized water from said first jetting nozzle may be made longer than the projecting length of the projecting jetting portion and said jetting pipe may be inserted into the ground while loosening the ground by jetting pressurized water from at least the first jetting nozzle.
  • the method may include inserting said jetting pipe into a casing while or after a bore having a radius which is larger than the distance between the front end of said projecting jetting portion and the axis of said jetting pipe is bored by using a casing; removing the casing; and loosening the ground by jetting the pressurized water from the first jetting nozzle so that the pressurized water reaches beyond a position where the outer surface of said casing was located and loosening the ground by jetting pressurized water also from a second jetting nozzle so that the reaching distance of the pressurized water is longer than that from the first jetting nozzle.
  • Said projecting jetting portion may be collapsible between a folded position and an outernally extended position along the axis of the jetting pipe by an operation from the ground surface, the projecting jetting portion being folded when the jetting pipe is inserted and being extended when the pressurized water is jetted from the jetting nozzle provided on the projecting jetting portion.
  • the largest feature resides in that the diameter of the improved body is increased by jetting pressurized water from the projecting jetting portion.
  • the diameter of the improved body can be made larger by the projecting length of the projected jetting portion (precisely, the distance from the outer surface of the pipe to the jetting nozzle) than that in the case in which the pressurized water is discharged from a simple pipe having no projecting jetting portion even if the pressure is not increased, or the nozzle diameter is not decreased, or the discharge rate of the pressurized water is not made excessive.
  • the jetting pipe which is provided with the first jetting nozzle for jetting pressurized water in a radial direction on the outer periphery of the front end portion of the pipe and is provided with a projecting jetting portion which projects in an outer direction from the pipe on the base portion of the pipe with respect to the first jetting nozzle, said projecting jetting pipe being provided with a second jetting nozzle, a great advantage can be obtained.
  • the ground can be loosened over a distance corresponding to the reaching distance from the first jetting nozzle if pressurized water is jetted from the first jetting nozzle when the jetting pipe is inserted into the ground. Therefore, the jetting pipe can be directly inserted into the ground without any necessity of boring using a casing.
  • the present method is excellent in working readiness.
  • a method of improving or strengthening the ground characterized in that it comprises providing a jetting pipe which is provided at the front end portion thereof with a projecting jetting portion which projects in an outer direction from the jetting pipe at least when pressurized water is jetted toward the ground to increase the diameter of the loosened ground, said projecting portion or the jetting pipe being provided at a position below the projecting jetting portion with a jetting nozzle for jetting pressurized water so that the ground area which is at least as long as the projecting length of the projecting jetting portion is covered, and said jetting pipe is provided with a self-curing material grouting opening at a position closer to the front end thereof than a lowermost jetting nozzle; inserting the jetting pipe into the ground; jetting pressurized water from said jetting nozzle over a range between a given depth and the other depth to loosen at least the ground area corresponding to the projecting length of said projecting jetting portion for forming a loosened mud column;
  • Said jetting nozzle may be provided on the projecting jetting portion in such a manner that it opens downward.
  • said jetting nozzle may be provided on the outer surface of the jetting pipe at a position bealow the projecting jetting portion in such a manner it opens in a radial direction.
  • the projecting jetting portion or the jetting pipe below the jetting portion is provided with a jetting nozzle for jetting pressurized water to cover the ground area over at least the length corresponding to the projecting length of the projecting jetting portion in addition to that the jetting pipe is provided with the projecting jetting portion.
  • the reaching distance of the pressurized water from the axis of the jetting pipe can be made longer although the reaching distance of the pressurized water from the axis of the jetting pipe can be made longer although the reaching distances of the pressurized water from respective jetting nozzle are short. Accordingly, the ground can be positively loosened over at least a length corresponding to the projecting length of the projecting jetting portion without increasing the pressure of water, or reducing the nozzle diameter, or increasing the discharging rate.
  • the jetting nozzle is provided on the outer surface of the jetting pipe at a position below the projecting jetting portion so that it opens in a radial direction, there is no advantage in respect of reaching distance. If the jetting pipe can not be inserted into the ground in this or former case, this means that the projecting jetting portion is resisted by the unloosened ground at this depth position. The loosening of the ground can be qualified based upon the resistance of the ground against the insertion of the pipe.
  • the ground can be positively loosened over at least a length corresponding to the projecting length of the projecting jetting portion by reducing the rotational speed, or the lowering speed of the jetting pipe, or increasing the pressure or the flow rate of the pressurized water from the jetting nozzle. Since the projecting jetting portion has an agitating effect to some extent similarly to the agitating blade in both cases, there is an advantage that the loosening ability of the ground can be enhanced.
  • a pressure grouting pipe 2A is inserted into the loosened target portion as shown in Fig. 3 and a self-curing improving material G having a slump value (Japanese Industrial Standards JIS A 1101) of 5 to 15 cm, more preferably 8 to 15 to form a improved body as shown in Fig. 4.
  • a slump value Japanese Industrial Standards JIS A 1101
  • FIG. 5 A manner for grouting the improving material G under pressure is shown in Figs. 5 and 6.
  • Reference numerals 1 to 3 in Fig. 6 show the lapse of time. It is understood from these drawings that the improving material of the present invention is penetrated into the ground in an outer radial direction similar to paste when the improving material is grouted under pressure.
  • self-curing improving materials such as cement mortars, cement clays, limes may be used. Improving materials having a high viscosity are used as mentioned above.
  • Cement mortars are most preferable among these improving materials.
  • Various additives such as other organic materials including fine particle slag, bentnite, foaming agents, frothing agents, antiseparating agents and water reducing agents may be added to the cement mortar.
  • a water-glass or a curing agent for the same may be further added to the cement mortar at a given ratio.
  • the jetting pipe 2 and the pressure-grouting pipe 2A are separately used.
  • a jetting pipe 20 which is a coaxial double pipe, including inner and outer pipes 21 and 22 is used.
  • the ground is cut by means of a cutting bit 29 at the front end thereof while rotating the pipe 20 and forcing the pipe 20 in a downward direction so that the jetting pipe 20 is inserted into the ground to a given depth.
  • pressurized water is jetted from jetting nozzles 24 provided on the peripheral wall of the pipe at the base end thereof for loosening the target ground.
  • the improving material G is pressure grouted from a grouting opening 25 which opens at the front end of the pipe 20.
  • a reference numeral 26 denotes a plug for closing a space between the inner and outer pipes 21 and 22.
  • the ground can be loosened by jetting pressurized water while the jetting pipe is inserted if a double pipe or double passage pipe is used like the second example Loosening of the ground in the course of lowering the pipe is applicable to the first example.
  • discontinuous improved stages can be formed as shown in Fig. 8. In this case, reinforcing of the whole of the ground by a branched skeleton is aimed.
  • the pressure of the pressurized water in the present invention usually means the pressure which is detected by a gauze provided in the vicinity of a pressure grouting pipe or on the discharge side of a grouting pump.
  • the pressure is preferably 50 kg/cm 2 or higher as mentioned above. In some cases, the pressure is preferably 100 kg/cm 2 or higher.
  • the rate of the jetted water is preferably 5 to 15 l/minute.
  • the jetting pipe having an outer diameter of 80 mm or less may be used in the present invention. This is same as the grouting tube. In order to conduct grouting, a hose and the like may be used.
  • the present invention can be applied to various construction works such as reinforcing of a sand area 30 in a sub base course of a track 31 shown in Fig. 9 and a soft ground below a concrete building 40 as shown in Fig. 10.
  • a reference numeral 32 denotes ballast.
  • the used pipe which is a single pipe and has both functions of the jetting pipe 2 and the grouting pipe 2A which are independently provided the foregoing case, the ability of execution of working is excellent.
  • the outer pipe can be used for supplying the liquid for loosening the ground and the inner pipe can be used for supplying the improving material G and for supplying bore cutting water prior to the supplying of the material G.
  • a triple pipe 60 shown in Fig. 12 may be used.
  • the triple pipe 60 includes an outer pipe 61, an intermediate pipe 62 and an inner pipe 63.
  • a jetting nozzle 60 is mounted upon the outer wall and an annular air discharging slot is formed around the nozzle 64. If compressed or pressurized air of 5 kg/cm 2 or more is discharged from the narrow annular discharging slot 65, the mud 51 is smoothly discharged up to the ground surface by the smoothly air lift effect and the cutting ability of the ground is enhanced.
  • the improving material G which was initially poured or grouted at a lower pressure can be grouted at a higher pressure by closing the passage for supplying the improving material G with a lid 27 as shown in Fig. 27 when the ground does not accept more grout G.
  • the grouting degree that is, the consolidation of the ground can be controlled while monitoring the pressure by a pressure gauge 28 at this time. It is desired that the consolidation be conducted prior to curing of the improving material G since the grout is cured or semi-cured within several hours.
  • a pile structure having a high strength can be formed.
  • a column arrayed pile or column arrayed wall can be formed by linking such piles.
  • resinforcing rods one or plural reinforcing steel rods or properly shaped steel rods (hereinafter referred to as resinforcing rods).
  • the column arrayed pile or column wall can be formed by burying reinforcing rods 70 including one or plural reinforcing rods or properly shaped steel members in each of improved ground Z and by overlapping the improved grounds Z.
  • the jetting pipe which was used for feeding the improving material is left in the ground as the reinforcing rods so that it can be used for reinforcing the improved ground.
  • the present invention can be embodied in combination with mechanical agitating mixing means.
  • the ground is cut and bored to a given depth by means of a cutting rod 80 having a cutting bit 82 at the front end thereof as shown in Fig. 16.
  • cutting and boring is preferably achieved while loosening the peripheral ground by an jetting nozzle 83 which is provided below the cutting bit 82.
  • the improving material G is dropped by gravity or is grouted under pressure in the course of extracting as shown in Fig. 18. This provides a improved ground as shown in Fig. 19.
  • the rod 80 may be provided with agitating blades above the cutting bit 82 so that they project from the rod 80.
  • the reaching distance of the pressurized water is limited even if the jetting energy of the pressurized water is increased. Accordingly, it is hard to provide an improved ground having a large diameter.
  • FIG. 1 A first example of the second embodiment will be described with reference to Figs. 1, 17 and 18.
  • a loosening pipe 2 having a cutting bit at the front end face thereof and pressurized water jetting nozzles 1 on the peripheral wall of the front end portion thereof is inserted into the ground to a predetermined depth.
  • pressurized water W is jetted for loosening the target ground to form a loosened mud column under a pressure depending upon the properties of the ground (soil, softness, etc.) and the desired diameter of the ground to be improved, preferably 50 kg/cm 2 or higher, more preferably 80 to 350 kg/cm 2 in the course of extracting the loosening pipe 2 while rotating of the pipe 2 as shown in Fig. 17.
  • the loosening pipe 1 and jetting pipe 3 are separately used.
  • a second example in which formation of the primary and secondary loosened areas S1 and S2 and grouting of the self-curing material G is conducted by the same jetting pipe 3A is illustrated in Figs. 19 and 10.
  • Fig. 25 an example shown in Fig. 25 is possible in which, for example, cone shaped projecting jetting portion 30C is provided and jetting nozzles 31E ... which are provided on the sloped surface thereof are used for loosening the ground so that the jetting pipe 31 can be inserted and pressurized water is jetted toward the peripheral ground from jetting nozzles 31D on the outermost periphery thereof.
  • jetting nozzles 31E which face downward may be provided on the lower surface of a radially projecting jetting portion 30 and may be used for loosening the ground so that the jetting pipe 3C can be inserted as shown in Fig. 26.
  • an improved ground is formed by pressure grouting the self-curing grout from the grouting opening 32 of the jetting pipe which has been inserted to a given depth.
  • pressure grout the self-curing material by means of the separate exclusively used pressure grouting pipe. Easiness of execution of work is remarkably lowered.
  • mud which was generated by loosening of the ground and pressure grouting of a self-curing material is separated into supernatant liquid and condensed mud and thereafter the supernatant liquid may be used.
  • This example is shown in Fig. 31.
  • a mud pit 50 is provided in the vicinity of the base or upper end of the pressure jetting pipe 3.
  • the mud 51 which has been lifted between the pressure jetting pipe 20 and the bore wall by the replacement with the self-curing material G is pumped out by a pump 52 and is separated into supernatant liquid 51A and condensed mud 51B.
  • the supernatant liquid 51A is temporarily reserved in a tank 58 by a pump 54 so that it will be used as pressurized water for forming next loosened mud column.
  • Using the supernatant liquid for cutting the ground makes the cutting efficiency higher since it contains fine particles.
  • the condensed mud 51B is supplied to a mixing drum 56 via a hopper 55, where it is mixed with the self-curing material G. Thereafter the mixture can be supplied to the pressure jetting pipe 20 as filling or replacing self-curing grout by the pump 57. If the condensed mud is reused, the treatment of the muddy water is correspondingly reduced.
  • the mud 51 can be directly added to the self-curing material G without being treated.
  • a pile having a high strength can be formed.
  • Various column arrayed piles or column arrayed walls can be formed as shown in Fig. 32 by linking these columns.
  • it is preferable to reinforce the improved ground by inserting one or plural reinforcing rods or properly shaped steel members into the improved ground as well as forming the improved ground of only the self-curing material.
  • the plural jetting pipes are held by a single lifting machine since each of the pipes has a small diameter and a light weight. An improvement in the ground can be achieved by jetting pipes simultaneously.
  • a mud column is formed while inserting a jetting pipe having a projecting jetting portion into the ground without preliminarily forming a mud column.
  • a jetting pipe 3A has a bore cutting bit at the front end face thereof and a pressurized water jetting nozzle 31A on the peripheral wall in the vicinity of the front end thereof.
  • the jetting pipe 3A is further provided with a projecting jetting portion 30 which projects in an outer radial direction at least when the diameter of the loosened ground is increased by jetting.
  • the projecting jetting portion 30 is provided with a jetting nozzle 31B for jetting pressurized water outwardly with respect to an axis and the jetting pipe 3A is formed with a self-curing grout grouting opening 32 at the front end below the jetting nozzle 31A.
  • a secondary loosened area S2 is formed around the primary loosened area S1 by jetting pressurized water from only the second jetting nozzle 31B and the self-curing material G is grouted from the grouting opening 32 while rotating and extracting the jetting pipe 3A.
  • An improved body A having a predetermined length is formed of the self-curing material G.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Civil Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Soil Sciences (AREA)
  • Environmental & Geological Engineering (AREA)
  • Agronomy & Crop Science (AREA)
  • Architecture (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Claims (21)

  1. Verfahren zur Verbesserung oder Festigung des Bodens, umfassend:
    Einspritzung eines selbsthärtenden Materials (G) in den gelösten Boden (S) während oder nach dem Lockern des Zielbodens durch Ausspritzung von druckbeaufschlagtem Wasser aus einer Druckflüssigkeitsstrahldüse (1), die an einem Strahlrohr (2) an seinem vorderen Ende vorgesehen ist, welches in den Boden eingeführt wird, dadurch gekennzeichnet, daß das selbsthärtende Material ein feuchtes Material von nicht flüssiger Konsistenz ist, das Sand und Zement enthält, und daß der Boden, der durch das Ausspritzung von druckbeaufschlagtem Wasser gelöst wird, durch das Einspritzungmaterial ersetzt wird.
  2. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem das selbsthärtende Material einen Setzwert hat, der 15 cm oder weniger beträgt.
  3. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem der Zeitpunkt, an welchem der Boden mit druckbeaufschlagter Flüssigkeit gelöst wird, von dem Zeitpunkt verschieden ist, an dem ein selbsthärtendes Material eingepritzt wird.
  4. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem das Strahlrohr an seinem vorderen Ende eine Einspritzungöffnung (25) hat und an einer näher als die Einspritzenöffnung an seiner Basisendseite liegenden Position mit einer Strahldüse (24) versehen ist, und bei welchem das Lösen des Bodens und Einspritzen des selbst- härtenden Materials gleichzeitig während des Herausziehens des Strahlrohres (20) ausgeführt werden.
  5. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem der Strahldruck der druckbeaufschlagten Flüssigkeit aus der Druckflüssigkeitsstrahldüse 5 · 106 Pa oder mehr beträgt.
  6. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem die Flüssigkeit zum Lösen des Bodens Wasser und ein oberflächenaktives Mittel enthält, das dem Wasser zugesetzt wird.
  7. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem in dem Strahlrohr zwei Kanäle sind, wobei einer der Kanäle (22) zur Zufuhr der Flüssigkeit zum Lösen des Bodens verwendet wird und der andere Kanal (21) zur Zufuhr von Bohrschneidwasser während des Bohrens des Bodens und zur Zufuhr des selbsthärtenden Materials nach dem Lösen des Bodens verwendet wird.
  8. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem in dem Strahlrohr drei Kanäle sind, von welchen ein erster Kanal (W) zur Zufuhr der Flüssigkeit zum Lösen des Bodens verwendet wird, ein zweiter Kanal (A) zur Zufuhr von Druckluft zur Verbesserung der Schneidbarkeit des Bodens mit der Löseflüssigkeit verwendet wird und ein dritter Kanal (G) zur Zufuhr des selbsthärtenden Materials nach dem Lösen des Bodens verwendet wird.
  9. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem Verstärkungsstäbe (70) in eine Zielbereich des zu verbessernden Bodens eingeführt werden und in einen verbesserten Bodenkörper eingegraben werden, um einen Pfahl oder eine Wand zu bilden, welcher verbesserte Bodenkörper das Lösen des Bodens und das Einspritzung eines selbsthärtenden Materials zur Formung eines Pfahles oder einer Wand in der Erde umfaßt.
  10. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, bei welchem der Zielboden durch Einstrahlen von druckbeaufschlagter Flüssigkeit gelöst wird, so daß der Boden in Schlamm umgewandelt wird, und der Schlamm nach oben angehoben und verdrängt wird, wenn das Einpressen eines selbsthärtenden Materials zur Bildung eines verbesserten Bodenkörpers erfolgt.
  11. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 10, bei welchem der verdrängte Schlamm zu dem selbsthärtenden Material hinzugefügt wird, um ein Material herzustellen, das einen verbesserten Bodenkörper bildet.
  12. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 10, bei welchem der entfernte Schlamm in einen Flüssigkeitsüberstand (51A) und verdichteten Schlamm (51B) getrennt wird und der Flüssigkeitsüberstand direkt wiederverwendet oder zur Wiederverwendung als Flüssigkeit zum Lösen des Bodens zu dem Wasser hinzugefügt wird.
  13. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 10, bei welchem der entfernte Schlamm in Flüssigkeitsüberstand (51A) und verdichteten Schlamm (51B) getrennt wird und der verdichtete Schlamm zu dem selbsthärtenden Material zur Wiederverwendung eines Materials, das einen verbesserten Bodenkörper bildet, hinzugefügt wird.
  14. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, mit den Schritten:
    Bereitstellen eines Strahlrohres (3), das an seinem vorderen Endabschnitt mit einem vorragenden Strahlabschnitt (30) versehen ist, der von dem Strahlrohr in Richtung nach außen zumindest dann vorragt, wenn druckbeaufschlagtes Wasser auf den Boden gestrahlt wird, um den Durchmesser des gelösten Bodens zu erhöhen, welcher vorragende Strahlabschnitt mit einer Strahldüse (31) zum Aufstrahlen von druckbeaufschlagtem Wasser auf den Boden in Richtung nach außen bezüglich der Achse eines zu bildenden verbesserten Bodenkörpers (A) versehen ist, welches Strahl-rohr eine Einspritzung öffnung (32) für selbsthärtendes Material an einer Position hat, die seinem vorderen Ende näher ist als die Strahldüse,
    Einführen des Strahlrohres in einen zu verbessernden Zielboden;
    Ausstrahlen von druckbeaufschlagtem Wasser aus der Strahldüse, wobei der vorragende Strahlabschnitt von dem Strahlrohr in Richtung nach außen vorragt, während das Strahlrohr um seine Achse gedreht wird und das Strahlrohr in axialer Richtung herausgezogen wird, um den Boden zu lösen, der in Strahlrichtung nach außen von der Düse angeordnet ist, um eine qelöste Schlammsäule des Bodens zu bilden, und Einspritzung eines trockenes selbsthärtenden Materials mit nicht flussizer Konsistenz aus der Einpreßöffnung in die gelöste Schlammsäule während oder nach dem Bilden der gelösten Schlammsäule, so daß ein verbesserter Bodenkörper gebildet wird.
  15. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, mit den Schritten:
    Bereitstellen eines Strahlrohres, das an der äußeren Umfangsfläche an seinem vorderen Endabschnitt mit einer ersten Strahldüse (31A) zum Ausstrahlen von druckbeaufschlagtem Wasser in radialer Richtung versehen ist und an seinem vorderen Endabschnitt mit einem vorragenden Strahlabschnitt (30) versehen ist, der von dem Strahlrohr in Richtung nach außen zumindest dann vorragt, wenn druckbeaufschlagtes Wasser zu dem Boden gestrahlt wird, um den Durchmesser des gelösten Bodens zu erhöhen, welcher vorragende Strahlabschnitt mit einer zweiten Strahldüse (31B) zum Ausstrahlen von druckbeaufschlagtem Wasser zum Boden hin über das äußere Ende des vorragenden Strahlabschnitts hinaus in Richtung nach außen bezüglich der Achse eines zu bildenden verbesserten Bodenkörpers versehen ist, welches Strahlrohr mit einer Einspritzung öffnung (32) für selbsthärtendes Material an einer Position versehen ist, die seinem vorderen Ende näher ist als die Strahldüse,
    Einführen des Strahlrohres in einen zu verbessernden Zielboden;
    Ausstrahlen von druckbeaufschlagtem Wasser aus der zweiten Strahldüse, wobei der vorragende Strahlabschnitt von dem Strahlrohr in Richtung nach außen vorragt, während das Strahlrohr um seine Achse gedreht wird und das Strahlrohr in seiner axialen Richtung herausgezogen wird, um den Boden zu lösen, der in Strahlrichtung nach außen von der zweiten Strahldüse angeordnet ist, um eine gelöste Schlammsäule des Bodens zu bilden, und Einspritzung eines trockenes selbsthärtenden Materials mit nicht flussige Konsistenz aus der Einspritzenöffnung in die gelöste Schlammsäule während oder nach dem Bilden der gelösten Schlammsäule, so daß ein verbesserter Bodenkörper cebildet wird.
  16. Verfahren zur verhesserung oder Festigung des Bodens nach Anspruch 15, bei welchem die Reichweite von druckbeaufschlagtem Wasser aus der ersten Strahldüse länger gemacht wird als die vorragende Länge des vorragenden Strahlabschnitts und das Strahlrohr in den Boden eingeführt wird, während der Boden durch Aufstrahlen von druckbeaufschlagtem Wasser aus zumindest der ersten Strahldüse gelöst wird.
  17. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 15, mit den Schritten:
    Einführen des Strahlrohres in eine Ummantelung (4) während oder nachdem ein Bohrloch, das einen Radius hat, der größer ist als der Abstand zwischen dem vorderen Ende des vorragenden Strahlabschnitts und der Achse des Strahlrohres, unter Verwendung einer Ummantelung gebohrt wird;
    Entfernen der Ummantelung; und
    Lösen des Bodens durch Einstrahlen des druckbeaufschlagten Wassers aus der ersten Strahldüse, so daß das druckbeaufschlagte Wasser über eine Position hinaus reicht, an der die äußere Oberfläche der Ummantelung angeordnet war, sowie das Lösen des Bodens durch Ausspritzung von druckbeaufschlagtem Wasser auch aus einer zweiten Strahldüse, so daß die Reichweite des druckbeaufschlagten Wassers länger ist als diejenige aus der ersten Strahldüse.
  18. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 14 oder 15, bei welchem der vorragende Strahlabschnitt (41) zwischen einer eingeklappten Position und einer nach außen ausgefahrenen Position relativ zu der Achse des Strahlrohres durch eine Betätigung von der Bodenoberfläche klappbar ist, wobei der vorragende Strahlabschnitt eingeklappt wird, wenn das Strahlrohr eingeführt wird, und ausgefahren wird, wenn das druckbeaufschlagte Wasser aus der Strahldüse ausgestrahlt wird, die an dem vorragenden Strahlabschnitt vorgesehen ist.
  19. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 1, mit den Schritten:
    Bereitstellen eines Strahlrohres (3C), das an seinem vorderen Endabschnitt mit einem vorragenden Strahlabschnitt (30) versehen ist, der von dem Strahlrohr in Richtung nach außen zumindest dann, wenn druckbeaufschlagtes Wasser in den Boden gestrahlt wird, vorragt, um den Durchmesser des gelösten Bodens zu erhöhen, welches Strahlrohr an einer Position unterhalb des vorragenden Strahlabschnitts mit einer Strahldüse (31A) zum Ausstrahlen von druckbeaufschlagtem Wasser versehen ist, so daß die Bodenbereich , die mindestens so lange ist wie die vorragende Länge des vorragenden Strahlabschnitts, abgedeckt wird, und welches Strahlrohr mit einer Einspritzungöffung (32) für selbsthärtendes Material an einer Position versehen ist, die seinem vorderen Ende näher ist als die unterste Strahldüse;
    Einführen des Strahlrohres in den Boden;
    Einstrahlen von druckbeaufschlagtem Wasser aus der Strahldüse über einen Bereich zwischen einer vorgegebenen Tiefe und der übrigen Tiefe, um zumindest die Bodenbereich zu lösen, die der vorragenden Länge des vorragenden Strahlabschnitts entspricht, um eine gelöste Schlammsäule zu bilden; und
    anschließend Einspritzung eines trockenes selbsthärtenden Materials mit nicht flussiger Konsistenz unter Druck in die gelöste Schlammsäule aus der Einpreßöffnung in der Tiefe oder während das Strahlrohr herausgezogen wird.
  20. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 19, bei welchem die Strahldüse (31E) an dem vorragenden Strahlabschnitt (30) in der Weise vorgesehen ist, daß sie sich nach unten öffnet.
  21. Verfahren zur Verbesserung oder Festigung des Bodens nach Anspruch 19, bei welchem die Strahldüse an der Außenfläche des Strahlrohres an einer Position unterhalb des vorragenden Strahlabschnitts in der Weise vorgesehen ist, daß sie sich in radialer Richtung öffnet.
EP92900892A 1991-05-31 1991-12-03 Konstruktionsverfahren zur verbesserung oder versteifung des bodens Expired - Lifetime EP0541812B1 (de)

Applications Claiming Priority (7)

Application Number Priority Date Filing Date Title
JP3129473A JPH07111052B2 (ja) 1990-06-01 1991-05-31 地盤の改良または強化工法
JP129473/91 1991-05-31
JP23432391A JP2879386B2 (ja) 1991-09-13 1991-09-13 地盤の改良または強化工法
JP234323/91 1991-09-13
JP23432291A JP2879385B2 (ja) 1991-09-13 1991-09-13 地盤の改良または強化工法
JP234322/91 1991-09-13
PCT/JP1991/001688 WO1992021825A1 (fr) 1991-05-31 1991-12-03 Procede de construction permettant d'amender ou de renforcer un sol

Publications (3)

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EP0541812A1 EP0541812A1 (de) 1993-05-19
EP0541812A4 EP0541812A4 (en) 1993-10-27
EP0541812B1 true EP0541812B1 (de) 1997-08-20

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BE1009256A3 (nl) * 1994-03-25 1997-01-07 Hydro Soil Servicessa Werkwijze en inrichting voor het behandelen van hoofdzakelijk uit slib en/of aanverwante materialen bestaande grondlagen.
DE19721361C2 (de) * 1997-05-22 2001-01-04 Zueblin Ag Verfahren zur Herstellung von Pfählen und solchermaßen hergestellte Pfähle
US20150086277A1 (en) * 2013-09-25 2015-03-26 William E HODGE Method and apparatus for volume reduction of fine particulate
US10472790B2 (en) * 2015-08-06 2019-11-12 Nitto Technology Group Inc. Jet grouting method, ground improvement body, and ground improvement structure
CN110566271A (zh) * 2019-08-02 2019-12-13 上海远通路桥工程有限公司 一种用于市政道路下伏富水采空区的加固施工方法
CN111395059B (zh) * 2020-03-23 2021-05-28 中铁二院工程集团有限责任公司 一种跨越坎儿井轻型路基结构的设计及施工方法
CN114182714B (zh) * 2021-12-27 2022-08-09 广东华固工程有限公司 一种深厚淤泥地基加固方法
CN114775576B (zh) * 2022-05-05 2024-02-23 交通运输部公路科学研究所 一种青藏高原冻土活动层低扰动旋喷固化方法及装置

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GB2172313A (en) * 1985-03-12 1986-09-17 Nit Co Ltd Foundation improvement process and apparatus therefor
JPH01121397A (ja) * 1987-11-05 1989-05-15 Nikka Kk 乾式グラウチング剤及びその製造方法
EP0346941A2 (de) * 1984-03-23 1989-12-20 Stump Bohr GmbH Verfahren zum Herstellen von Bauelementen im Baugrund, wie Pfählen, Ankern oder dergleichen, sowie Vorrichtung zur Ausführung dieses Verfahrens

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JPH0665806B2 (ja) * 1983-07-14 1994-08-24 日本綜合防水株式会社 瞬結性薬液を用いる地盤改良工法
JPH01102122A (ja) * 1987-10-15 1989-04-19 Osaka Bosui Constr Co Ltd 地盤改良工法

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EP0346941A2 (de) * 1984-03-23 1989-12-20 Stump Bohr GmbH Verfahren zum Herstellen von Bauelementen im Baugrund, wie Pfählen, Ankern oder dergleichen, sowie Vorrichtung zur Ausführung dieses Verfahrens
GB2172313A (en) * 1985-03-12 1986-09-17 Nit Co Ltd Foundation improvement process and apparatus therefor
JPH01121397A (ja) * 1987-11-05 1989-05-15 Nikka Kk 乾式グラウチング剤及びその製造方法

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WO1992021825A1 (fr) 1992-12-10
CA2087963A1 (en) 1992-12-01
EP0541812A1 (de) 1993-05-19
DE69127366T2 (de) 1999-02-04
ES2109334T3 (es) 1998-01-16
EP0541812A4 (en) 1993-10-27
DE69127366D1 (de) 1997-09-25

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