• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    The invention relates to the creation of a drilled wall structure (10) in the ground (100), where - several parallel and partially overlapping boreholes (12) are drilled in the ground (100) using a drilling device (102) where in connection with the drilling into each borehole (12) is moved after the drilling device (102) a non-rotating drilled pile (16) equipped with longitudinal tongs (14), which drilled piles (16) connect to each other by means of said tongs (14), - that in each drilled pile (16) is placed reinforcement (20) before concrete (18) is cast in the drilled pile (16), - concrete (18) is cast in each drilled pile (16), and - said drilled piles (16) are lifted by vibration up a at a time from the borehole (12) after the casting of the concrete (18), but before the concrete (18) has hardened, whereby in each borehole (12) as a result of the vibration the concrete (18) hardening to concrete piles (22) together with the the concrete piles (22) of the adjacent boreholes (12) form a continuous water-impermeable path construction (10). The invention also relates to a drilled wall construction (10).
    公开号:FI20196069A1
    申请号:FI20196069
    申请日:2019-12-10
    公开日:2021-05-30
    发明作者:Juhani Välisalo
    申请人:Pirkan Laatupalvelu Oy；
    IPC主号:
    专利说明:

    METHOD OF FORMING A DRILLABLE WALL STRUCTURE INTO SOIL AND
    The invention relates to a method for forming a drillable wall structure in a soil, in which - several parallel and partially overlapping boreholes are drilled in the ground using a drilling device, transferring each drill hole in connection with the drilling device to the drill. to each drill pile. The invention also relates to a corresponding drillable wall structure. A drill pile wall is a waterproof retaining wall structure commonly used in soft subsoil or often also in friction soils. Drill pile walls are often constructed of drill piles drilled or punched into the ground, which include steel girders to connect the drill piles together as a retaining wall structure. The lower end of individual drill piles is most often supported by drilling it into the rock. Pontoon drill piles drill pile walls and / or Combiseini are manufactured, for example, by SSAB, whose drill piles known under the trade name RD RM / RF or E21 lock are suitable for the construction of drill pile walls. When manufacturing a wall structure, SSAB's drill piles are drilled into the ground, poured into concrete and finally> 25 sealed, for example, along an RF lock channel. The problem with such an N structure is its expensive structure, as the cost per square meter of the drilled piles per width of the finished wall structure is several E hundreds of euros and sometimes even more than 1000 euros. The purpose of the structure according to the invention is to provide a method for forming a drillable wall structure N in the soil which is more advantageous than the methods of the prior art 2. The characteristic features of the present invention are set out in the appended claim 1. It is also an object of the invention to provide a drillable wall structure which is cheaper and easier to manufacture than the prior art. The characteristic features of the present invention appear from the appended claim
    14.
    The object of the method according to the invention can be achieved by a method for forming a wall structure to be drilled in the ground, in which several parallel and partially overlapping boreholes are drilled in the ground using a drilling rig by moving a non-rotating drill pile with longitudinal points to each drill hole in connection with each other. In addition, the method installs reinforcements inside the at least one drill pile before pouring concrete into the drill pile, pours concrete into each drill pile, and lifts the drill piles one at a time by vibrating out the borehole after pouring the concrete but before the concrete hardens. In this case, the concrete condensing into concrete piles as a result of the vibration of each borehole forms an integral water-impermeable wall structure with the concrete piles of adjacent boreholes. The advantages of the method according to the invention are excellent economy and a good result. By lifting the drill piles out of the borehole (s) and reusing them, the same> 25 drill piles can be used as molds several times in succession and the production of N wall structures saves the high material cost of the drill piles. Instead of drill piles, the price of reinforcements left in the wall structure is only a fraction of the cost of the drill piles. On the other hand, the method 3 30 according to the invention achieves a very strong and preferably waterproof wall structure, which can easily be made also on hard soil N, unlike excavator piles. Piling with a drilled pile is also easily cheaper on soft ground than drilling an excavator pile or building a so-called “Secant” excavator pile wall with excavator piles. Preferably, the reinforcements are reinforcements. Reinforcements provide a lot of strength to a concrete pile at a relatively low cost.
    Alternatively, the reinforcements can be, for example, composite reinforcements or other reinforcement structures suitable for the intended use.
    Preferably, the reinforcements are fitted inside each drill pile. In this case, a very strong wall structure is achieved.
    Preferably, the method welds cantilever supports to the first end of each borehole in the borehole before drilling the borehole into the ground, the cantilever supports being welded to the drilled adjacent borehole side of the borehole, each side of the adjacent borehole When drilling a borehole next to an already existing borehole and partially overlapping, the sector from the drill of the drilling rig rotates in the already existing borehole, whereby there is no resistance to progress at that point. On the other hand, most> 25 hammers run against the ground, which resists the propagation of the N blade of the drilling rig. As a result, the drilled pile pulled behind the drilling rig starts to turn towards the adjacent borehole = especially with its rock drilling section. Now, with the help of the cantilever supports, the drill pile can be supported on intact soil, for example 3 30 rock, whereby the drill pile cannot tilt towards the adjacent 2 boreholes, but advances directly.
    N According to a first embodiment, the tongues of each drill pile include male tongues or female tongues or both,
    of which the female tongues are dimensioned partially loose with respect to the male tongues, leaving an open space in the female tongues for medium injection. In the method, concrete is injected through the female tongue into the borehole while each drill pile is lifted by vibrating out of the borehole, thus ensuring that the concrete piles in the adjacent boreholes coalesce after the drill piles are lifted into a uniform water-impermeable wall structure. In this way, the tightness of the wall structure can be ensured by injecting concrete into the part of the wall structure that would otherwise be the weakest. The connection area of concrete piles drilled next to each other can be as small as possible and thus the useful dimension in the wall structure as large as possible, when the tightness of the joints of the concrete piles can be ensured by means of injection.
    According to another embodiment, the method connects an injection hose to the outer surface of each drill pile using locking means to lock the injection hose to the bottom of the borehole utilizing the concrete mass coming on the locking means, and injecting sealant into the borehole after lifting the borehole to ensure wall tightness. In this way, the tightness of the wall structure can also be ensured, but by using a separate injection hose, which is less prone to clogging than o female tongues. S oo N In the method, a protective plate can be embedded in the ground between concrete piles cast in boreholes, which is in contact with their ends = both concrete piles on the side of the wall structure where the water> pressure acts. Also with such a structure, the tightness of the wall structure can be increased by protecting the 2 thinnest concrete structure between the concrete piles from the wall structure by means of an external protective plate.
    N According to one embodiment, a separate two-female tongue is used to fasten the drill piles together.
    between the drilling piles, where the drilling piles include only male tongues. In this case, each pile of drills can be symmetrical.
    Preferably, each drill pile includes tongues, one of which is a long tongue extending beyond the drill diameter of the drilling rig to an adjacent drill hole in the tongue of the adjacent drill pile and the other short tongue to which the long tongue of the adjacent drill pile is attached.
    In other words, in the method, adjacent boreholes are drilled so that the cross-sections of adjacent boreholes intersect at at least one point, allowing the tongues of the drill piles to be attached to each other. At the same time, the concrete filling the adjacent boreholes joins the boreholes together, preferably forming a watertight structure. Preferably, the method drills the drilling piles to the friction ground. Friction locks the structure in place at its lower edge, so that the movements of the topsoil layers cannot move the structure in the horizontal direction.
    Alternatively, in the method, drill piles are drilled up to the rock o. The rock also locks the bottom of the structure firmly> 25 in place if there is rock at the drilling site.
    N o The frequency of vibration of the lifting of drilling piles can be 33 - 45 Hz. = Vibration at this frequency is best for compacting concrete and provides a watertight concrete pile 3 as the concrete dries. When the frequency is reduced, the wavelength applied to the soil 2 increases and at the same time the force, i.e. the vibration of the concrete N, can be performed with the desired force in order to obtain the best result and the penetration of the concrete.
    Preferably, the drill piles are raised in the concreting order. In this case, the concrete does not have time to harden on the first concreted drill piles before lifting the drill piles, which facilitates the lifting of the drill piles.
    According to one embodiment, the drill piles are drilled up to a stable soil layer. This ensures that the lower end of the drill piles cannot move in the horizontal direction.
    Alternatively, in the method, at least one hollow reinforcement is installed in the reinforcements, inside which there is a charge pipe, which is left empty during the concrete casting. The charging pipe allows, for example, the injection of sealing compound to improve the tightness of the wall structure or further drilling through the charging pipe. According to one embodiment, after lifting the drill piles and drying the concrete pile, a sealant is fed through said charge pipe to ensure the tightness of the wall structure. This ensures that no cracks or other similar leaks remain in the dried concrete pile. According to another embodiment, the drill piles are drilled only up to the rock surface and after lifting the drill piles and drying the concrete pile, a locking hole N is drilled in the rock through a charging pipe in which a rock loss is installed to lock the wall structure in the rock. Such an implementation is a very = inexpensive way to establish a wall structure in rock-based soil, where drilling a borehole is expensive and laborious. 3 30 S In other words, the method uses a drill pile as a casting mold N like excavator piles. In this way, the drill piles conveniently form a reliable and strong casting mold for the wall structure to be cast, and it is advantageously possible to form a watertight wall structure from concrete also below the groundwater surface, where it would be impossible to pour concrete without a mold structure.
    On the other hand, the method according to the invention is considerably simpler than the use of excavator piles, where there are considerably more method steps in the production of a single excavator pile.
    The diameter of the borehole may be 200 to 2000 mm, preferably 600 to 1200 mm.
    With such a borehole diameter, a sufficient number of reinforcements can be fitted to the borehole so that the structure becomes sufficiently strong against the forces acting on it.
    According to one embodiment, the thickness of the brush steel used in the reinforcement used as reinforcements may be 10 to 25 mm, preferably 12 to 18 mm.
    This achieves sufficient strength for the structure.
    Preferably, the method supplies a liquid lubricant to the borehole outside the borehole between the borehole and the borehole to reduce friction between the borehole and the borehole.
    Water or other liquid lubricant reduces the friction between the drill pile and the drill hole during lifting and thus facilitates the lifting of the drill piles from the drill holes.
    Especially when drilling lime or volcanic rock types, the rock type itself> 25 grinds to a fine particle during drilling and tends to dry with moisture on the surface of the drill pile, reacting with moisture N, making it difficult to drill and lift the drill piles.
    At these sites, the supply of liquid lubricant E is of particular importance. 3 3 30 The liquid lubricant is preferably water, but may also be a mixture of 2 water and a polymer or, for example, bentonite.
    Water is, of course, the most affordable option.
    The liquid lubricant can be fed into the borehole through a separate channel attached to the outer surface of the drill pile or through the female tongue of the drill pile.
    The use of a separate channel is possible because the diameter of the drill pile is smaller than the diameter of the drill hole and thus there is space between the drill pile and the drill hole for a separate channel.
    Drill piles can also be lifted hydraulically by means of a cylinder.
    The purpose of the wall structure according to the invention can be achieved by a drillable wall structure comprising a plurality of parallel and interconnected concrete piles connected to a stable soil layer, the concrete piles comprising reinforcements installed inside at least one concrete pile and the concrete piles being substantially circular in cross-section.
    Each concrete pile is associated with each adjacent concrete pile in a minimum of 1 ° sector, preferably in a 5 ° sector of the concrete pile cross section and in a maximum of 50 ° sector, preferably in a 15 ° sector of the concrete pile cross section.
    Such a structure is very advantageous to manufacture, because no expensive drill piles are left in the finished wall structure.
    In the wall structure according to the invention, the connection area o of the adjacent concrete piles is> 25 remarkably small compared to the wall structures according to the prior art, and N is always the same, i.e. constant, due to the drilling piles utilizing the joints.
    Due to the small connection area o the efficiency of the concrete piles in the wall structure is large and the wall structure is able to form prior art wall structures with> fewer bores.
    S 30> S In other words, the wall structure according to the invention N preferably consists only of adjacent concrete piles and reinforcements arranged inside at least one concrete pile.
    No metal drill piles remain in the wall structure.
    Preferably, the wall structure is waterproof. This is achieved by vibrating with raised drill piles that seal the concrete watertight.
    Preferably, the concrete piles of the wall structure extend only up to the bus surface of the stable layered rock and the wall structure further comprises a charge pipe fitted inside the reinforcement, a locking hole drilled in the rock through the charge pipe and a rock pin fitted through the charge pipe to lock the concrete piles in the rock in the horizontal direction. With such a structure, it is not necessary to drill piles into the rock, but only up to the surface of the rock, after which each concrete pile is fixed to the rock by means of a rock pin. The invention will now be described in detail with reference to the accompanying drawings, which illustrate some embodiments of the invention, in which Figure 1a shows a first step of a method according to the invention in which a borehole is drilled in the soil and a non-rotating drill bit is pulled behind the drill. Fig. 1c shows a third step 2 of the method according to the invention, in which reinforcement is installed inside the drill piles fitted in the boreholes, N steps in which the wall structure is widened by drilling adjacent boreholes and installing = adjacent drill piles by means of tongues locked together in the borehole.
    Figure 1d shows the fourth stage of the method according to the invention, in which concrete is poured into drill piles fitted in boreholes,
    Figure le shows the fifth step of the method according to the invention, in which the drill piles are lifted by vibrating upwards from the drill holes,
    Figure 2 shows an axonometric view, with the soil in front of the structure removed, of the finished wall structure according to the invention,
    Figure 3 shows an embodiment of a drilling rig used in the method as a whole,
    Figure 4 shows the wall structure of a pilot blade according to an embodiment of a drilling rig used for drilling piles,
    Figures 5a and 5b show the different tongues between the drill piles,
    Figure 6 shows a top view of an additional seal according to an embodiment of the wall structure,
    Figure 7 shows a top view of an additional seal according to another embodiment of the wall structure,
    Figure 8 shows an embodiment of a wall structure,
    o where the reinforcement includes hollow reinforcement and
    > 25 charging tubes,
    N Figure 9 shows an embodiment of the method in which
    The outer surface of the 2 drill piles has a separate channel
    = to supply liquid lubricant,
    > Figures 10a and 10b show a wall structure in which
    3 30 rock pins for fixing to rock,
    Figure 11 shows a method according to the invention
    N stage in the manufacture of a wall structure according to the invention.
    In the embodiments of Figures 1a to 11, the most common embodiment, i.e. reinforcement, is shown as the reinforcement used in the method and in the wall structure. It should be understood, however, that the embodiments shown in the figures can be implemented correspondingly when using composite reinforcements. According to Fig. 1a, the erection of the wall structure 10 according to the invention is started by drilling the drill piles 16 into the soil 100. An air- or liquid-operated drilling device can be used as the drilling device 102, which can be any device for drilling pile piles. Preferably, the drilling rig is percussive, but may also be rotatable only. Figure 3 shows an example of a drilling device 102 comprising the following main parts: a blade 70, a reamer 56, a drill rod 72, a rotating device 74 and a pressurized medium pumping unit
    76. A drilling rig may be, for example, a drilling rig manufactured by the Finnish Epiroc Oy. The drill pile 16 must be non-rotatable because it has longitudinal tongues 14 which prevent the drill pile 16 from rotating. In the drilling rig 102, the drill pile is pulled after the pilot blade 52, the drill pile 16 being connected to the rear of the rotating pilot blade 52 by a ground shoe 54 as shown in FIG. In addition to the pilot blade, the borehole 12 is widened by means of a reader 56 to accommodate a drill pile 16 provided with a tongue 14 to follow the pilot blade 52 into the borehole without damaging the tongue 14> 25 or pushing it against the ground 100. The reamer 56 may be, for example, an reamer blade or a ring blade. x a o The borehole 12 is drilled in the soil 100 so deep that the borehole 12 reaches the so-called stable 2 layer in the soil 100, which remains in place and does not move in the horizontal N direction. The stable layer is shown in Figure 2 by reference numeral
    60. Such a layer may be a so-called friction layer or alternatively rock. The sufficient depth at which the borehole should extend into the stable layer is at least one meter, preferably 2 to 4 m. When the borehole 12 is drilled to a sufficient depth, the pilot blade 52 is detached from the ground shoe 54, for example by bayonet lock, and lifted out of the borehole 12. Of the structure 56, the reamer 56 either remains with the drill pile in the borehole or is lifted out of the borehole. According to Fig. 1b, in the method according to the invention when manufacturing the wall structure 10, several adjacent drill holes 12 are formed, to each of which a drill pile 16 is pulled after the pilot blade 52. At adjacent drill piles 16 a new drill pile 16 is placed with the drilled pile 16 so that the drill piles 16 connect . The tongues 14 are aligned when the new drill pile 16 is pulled so that the new drill pile 16 slides in the longitudinal direction of the tongues 14 in the tongue 14 of the already drilled pile 16. This interlocking drill piles 16 provides a temporary mold for the wall structure 10 to be cast.
    Preferably, the tongues 14 of each drill pile 16 include a long tongue 44 and a short tongue 46, as shown in Figures 1a-1a. When drilling a new drill pile 16 adjacent a previously drilled pile 16, the long tongue 44 of the new drill pile extends> 25 beyond the drill pile 16 centerline. The long tongue 44 is set N so that it attaches to the short t-point o of the already drilled drill pile 16. In this way, the reamer can expand the borehole 12 during drilling = so that the adjacent boreholes 12 intersect at the> cutting point 50, establishing a connection between the boreholes 12. 3 30 Using this band, the long tongue 44 follows the short tongue 46 of the adjacent drill pile 16 behind the reamer 2 and the reamer N does not hit either tongue 14. The first drill pile may be different in structure, it may have only two short tongues, as there are no adjacent existing boreholes and thus, the tongue may extend farther from the centerline of the drill pile than the reamer of the drilling rig. According to Figures 1b-1d, the drill piles 16 may include cantilever supports 26 which support the drill pile 16 against the inner surface of the drill hole 12 and thus prevent the drill pile from turning in the direction of the adjacent drill hole 12. The cantilevers 26 may be of such a height that they extend slightly beyond the reamer from the biscuit line of the drill pile in the radial direction of the drill pile. For example, when the reamer makes a borehole 54 mm larger than the diameter of the drill pile, the diameter of the cantilever supports can be up to 56-58 mm larger than the diameter of the drill pile. In this case, the cantilever supports run against the ground and wear slightly, thus standing firmly against the ground. The cantilever supports 26 may have a shark-like shape in the side profile, as shown in Figure 4, so that they run smoothly behind the drilling rig in the drill hole. It is to be understood that, in contrast to Figures 1b to 1d, the cantilever supports may also be blunt and the side profile shaped, for example, semicircular or otherwise shaped to be suitable for the intended use.
    When the desired width of the wall structure 10 to be formed has been reached by drilling the desired number of drill piles 16 connected to each other by means of tongues 14 into the soil 100, reinforcements 20 ° can be installed inside the drill piles 16. If resources allow, the installation of> 25 reinforcements 20 can be started on part of the drill piles 16 at the same time as the other drill piles 16 are still drilled in the ground 100. o In reinforcement, preferably = reinforcing brush steel or other> reinforcing iron is placed inside the drill pile 16. The reinforcement is preferably welded into a round structure of flat brush steel mesh. The amount of reinforcement 2 is determined by the strength required of the wall structure 10, which in turn is formed by the requirements of the operating environment.
    After the installation of the reinforcements 20, concrete 18 is poured inside the drill piles 16 according to Fig. 1d, inside which the reinforcements 20 remain. The drill pile 16 acts as a casting mold for the concrete 18. The concrete 18 fills the interior of the drill pile 16 to form a reinforced concrete concrete pile 22. If necessary, a selected binder can be mixed into the concrete 18 to improve the water resistance of the concrete 18. Once the drill piles 16 have been filled with full concrete 18, the drill piles 16 can begin to be lifted one by one out of the drill holes 12 before the concrete 18 dries inside the drill piles. The drill pile 16 is attached at its upper end to a hoist which slowly lifts the drill pile 16 while vibrating the drill pile 16. The hoist can be, for example, a vibrating hoist known from the German manufacturer ABI GmbH under the trade name MRZV-VV or a Liebherr LRB255 hoist. The lifting device grips the end of the drill pile and lifts it upwards out of the drills while vibrating. At the same time, the vibration of the drill pile 16 also vibrates the concrete 18 inside the drill pile 16, compacting it. While the drill pile 16 exits between the still running concrete 18 and the borehole 12, the concrete 18 spreads laterally due to gravity, filling the borehole 12 to form a concrete pile 22 and spreading between the interconnected boreholes 12 to form a unitary wall structure 10. Vibration of the drill bit 16 in borehole 12> 25 against 100 soil.
    N o Different tongues 14 can be used to connect the drill piles 16. As shown in Figures 5a and 5b =, in Figure 5a each drill-> pile has both a male tongue 28 and a female tongue 30. Figure 5b 3 30 in turn shows drill piles 16 with only male tongues 28 2 and drill piles 16 connected by an intermediate point 42. The intermediate point N includes 42 includes two female tongues 30.
    If it is desired to improve the tightness of the wall structure other than by changing the components of the concrete, according to the first embodiment, the injection of concrete in connection with the lifting of drill piles can be used in the method.
    Concrete can be injected through the female tongue while the drill pile is being lifted.
    In this case, more concrete is obtained in the area between the concrete piles than the wall structure, which strengthens the structure and improves its tightness.
    According to another embodiment, the injection pipe can be temporarily locked in connection with the drill pile by means of locking means, which is released from the drill pile when pouring concrete into the drill pile or when lifting the drill pile and remains at the bottom of the drill hole.
    The locking means can be, for example, a sheet metal plate lightly welded to the side of the drill pile, even pressing the injection hose against the drill pile when drilling the drill pile and detaching from the weight of the concrete or lifting the drill pile by pressing the injection hose under the drill hole.
    In this case, after lifting the drill pile, additional concrete or sealant can be injected into the borehole to ensure the tightness of the wall structure.
    The injection pipe can be, for example, a steel charging pipe.
    Figure 6 shows a third embodiment in which the durability and watertightness of the wall structure 10 have been improved by means of a separate protective plate 40.
    The cover plate 40 is embedded in the soil 100> 25 between the concrete piles 22 so that the cover plate 40 is in contact with the adjacent concrete piles 22 at its edges N 48, forming o an additional support for the wall structure.
    The cover plate is embedded on the side = wall structure where it is affected by water pressure, pushing> the metal plate against the concrete piles.
    The cover plate is a piece substantially 3 to 30 drill piles in length.
    In this connection, it is to be understood that the cantilever supports disclosed in this application can also be used in general in connection with the construction of drill pile walls as part of drill piles, and their use is not limited to the method according to the invention. Thus, the cantilever supports may be part of a drill pile attached to the outer surface of the drill pile, to the expander-side end of the drill pile drilling device, and the drill pile is 1 to 4 mm larger in diameter at the cantilever supports. In this way, the cantilever supports stabilize the drill pile to be installed, in particular on the rock drilling section, in which case the side loads, in the direction of the previously drilled drill pile, are greatest on the installed drill pile.
    Figure 8 shows an embodiment of the method according to the invention, in which the reinforcements 20 preferably comprise at least one hollow reinforcement in each drill pile 16 in which a charge pipe 72 is arranged. The charge pipe 72 is protected during concrete casting of the drill pile 16, leaving the charge pipe 72 empty. Once the drill piles have been raised, sealing compound or concrete can be fed through the charge pipe to ensure the tightness of the wall structure. Alternatively, the drilling piles can only be drilled up to the surface of the rock, in which case a locking hole can be drilled in the rock via the charge pipes, through which the concrete pile can be locked to the reinforcement with a rock pin in the locking hole and thereby in the rock. Figure 9 shows an> 25 embodiment of the method according to the invention, in which separate channels 80 are formed on the outer surfaces of the drill piles 16, through which a liquid lubricant o can be fed outside the drill piles 16 into the drill hole 12. = The liquid lubricant between the borehole 12 and the borehole 16 facilitates the lifting of the boreholes, reducing the friction between the boreholes and the borehole. Instead of separate channels, the liquid lubricant 2 can also be fed, for example, through the female tongues of the N tongues of the drill piles or using a separate channel formed in connection with the tongues.
    According to the embodiment shown in Figures 10a and 10b, the wall structure can be drilled up to the upper surface of the rock 65 as a stable layer 60 for drill piles. The reinforcement 20 includes a hollow charge tube 72 which is left empty in the concrete casting and through which a locking hole 62 can be drilled in the rock 65 as shown in Figure 10a. Finally, the wall structure is locked by inserting a locking pin 64 through the charging pipe 72 into the locking hole 62, which binds the concrete piles 22 horizontally in place in the rock 65.
    According to Fig. 11, it is also possible to form the wall structure so that the drill pile 16 between the upper and lower drill piles 16 in line is drilled sideways from the line to the side of the line where the ground pressure against the incoming wall structure is higher. This single offset drill pile 16 may be smaller in diameter than other drill piles. When the drill piles are removed from the borehole 12, the ground pressure presses this concrete pile outside the line tightly against the in-line concrete piles, thus ensuring the tightness of the wall structure.
    As a part not included in the invention, it is conceivable that the idea of the method and wall structure according to the invention can also be implemented without reinforcements to be fitted inside at least one drill pile.
    It is also conceivable that as part of the method and the wall structure according to the invention, it can also be realized that only a part of the drill piles is raised = up and a part remains as a reinforcement of the wall structure. In this case, the metal> drill pile acts as the strongest part of the wall structure at critical 3 30 points. OF
    权利要求:
    Claims (15)
    [1]
    A method of forming a drillable wall structure (10) in the soil (100), comprising - drilling a plurality of parallel and partially overlapping drill holes (12) in the soil (100) using a drill device (102), moving each drill hole (12) after drilling after the drill device (102) a non-rotating drill pile (16) provided with longitudinal points (14), the drill piles (16) being connected to each other by said tongues (14), and - pouring concrete (18) into each drill pile (16), characterized in that - at least one drill pile (16) is installed ) in the reinforcements (20) before pouring the concrete (18) into the drill pile (16), - lifting said drill piles (16) one by one by vibrating out of the borehole (12) after pouring the concrete (18) but before the concrete (18) hardens, (12) the concrete (18), which condenses into concrete piles (22) as a result of vibration, forms an integral water-impermeable wall structure (10) with the concrete piles (22) of adjacent boreholes (12).
    [2]
    Method according to Claim 1, characterized in that the cantilever supports (26) are welded to the first 25 ends (24) of each borehole (16) in the borehole (12) before drilling N bore piles (16) into the ground (100), which cantilever supports (26) ) o is welded to the side of the already drilled adjacent borehole (12) = drill pile (16), each side of the adjacent borehole (12) with respect to the intersection> to support the drill pile (16) 3 30 boreholes (12) by means of a cantilever support (26) 2 during straight drilling.
    OF
    [3]
    A method according to claim 1 or 2, wherein the tongues (14) of each said drill pile (16) include male tongues
    (28) or female tongues (30) or both, of which the female tongues (30) are dimensioned partially loose with respect to the male tongues (28) leaving an open space (32) in the female tongue (30) for grouting the medium, characterized in that concrete (18) is injected 30) through each borehole (12) while each borehole (16) is lifted by vibrating away from the borehole (12), thus ensuring that the concrete piles (22) in the adjacent borehole (12) join together after lifting the boreholes (16) into a single water impermeable wall structure (10).
    [4]
    Method according to one of Claims 1 to 3, characterized in that an injection hose (33) is connected to the outer surface of each drill pile (16) using locking means (34) for locking the injection hose (33) at the bottom (36) of the drilling hole (12). utilizing the mass of concrete (18), and injecting the sealing compound (38) into the borehole (12) after lifting the drill pile (16) to ensure the tightness of the wall structure (10).
    [5]
    Method according to one of Claims 1 to 4, characterized in that a protective plate (40) is immersed in the soil (100) between the concrete piles (22) cast in the boreholes (12) and in contact with both> 25 concrete piles (22) at its edges (48) on the side of the wall structure (10) where the pressure of water N acts. o = 6. Method according to one of Claims 1 to 5, characterized in that a separate intermediate point (42) consisting of two female tongues 3 30 (30) is used between the drill piles (16), 2 in which the drill piles (16) comprise only male tongues (28).
    [6]
    OF
    [7]
    Method according to one of Claims 1 to 5, characterized in that each drill pile (16) comprises tongues (14), one of which is a long tongue (44) extending outside the diameter of the drill (102) of the drill (56) adjacent to the adjacent drill hole (12). a tongue (14) in the drill pile (16) and a second short tongue (46) to which the long tongue (44) of the adjacent drill pile (16) is attached.
    [8]
    Method according to one of Claims 1 to 7, characterized in that adjacent boreholes (12) are drilled so that the cross-sections of the adjacent boreholes (12) intersect at at least one intersection (50), allowing concrete (18) to spread from one borehole (12) to another. to form.
    [9]
    Method according to one of Claims 1 to 8, characterized in that the drill piles (16) are raised in the concreting sequence in order to guarantee a uniform drying time for the concrete piles (22) before lifting the drill piles (16).
    [10]
    Method according to one of Claims 1 to 9, characterized in that at least one hollow reinforcement (20) is installed in the reinforcements (20), inside which is a charging pipe (72) which is left empty during the concrete casting. 2 25 N
    [11]
    A method according to claim 10, characterized in that after lifting the drill piles (16) and drying the concrete pile (22) =, a sealant is fed through said charge pipe (72) to ensure the tightness of the wall structure (10). E 30 S
    [12]
    Method according to Claim 10, characterized in that the drill piles (16) are drilled only up to the surface of the rock (65) and, after the drilling piles (16) have been lifted and the concrete pile (22) has dried, are drilled into the rock.
    a hole (62) through said charging pipe (72) in which a rock loss (64) is mounted to lock the wall structure (10) in the rock (65).
    [13]
    Method according to one of Claims 1 to 12, characterized in that a liquid lubricant is fed into the drill hole (12) outside the drill pile (16) between the drill hole (12) and the drill pile (16) to reduce friction between the drill pile (16) and the drill hole (12). .
    [14]
    A drillable wall structure (10) comprising a plurality of parallel and interconnected concrete piles (18) connected to a stable layer (60) of soil (100), the concrete piles (18) comprising reinforcements (20) mounted inside the concrete piles (18) and concrete piles (18) are substantially circular in cross-section, with the concrete piles (18) forming the outer surface of the wall structure, characterized in that each concrete pile (18) is connected to each adjacent concrete pile (18) by a minimum of 19, preferably 5 cross section of the concrete pile (18) in the sector and a cross section of the concrete pile (18) in the sector at a maximum of 50 °, preferably 15 °.
    [15]
    Wall structure according to Claim 14, characterized in that the concrete piles (18) of the wall structure (10) extend> 25 only up to the upper surface N of the rock (65) as a stable layer (60) and the wall structure (10) further comprises an o-charge pipe (72) fitted inside the reinforcement (20), = - a locking hole (62) drilled in the rock (65) through the charge pipe 2 (72), and 2 30 —— a rock pin (64) fitted through the charge pipe (72) into 2 lock holes (62) for locking the concrete piles (18) to the rock N (65) in the horizontal direction.
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    同族专利:
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    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    法律状态:
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    申请号 | 申请日 | 专利标题
    FI20196036|2019-11-29|PCT/FI2020/050803| WO2021105569A1|2019-11-29|2020-11-27|Method for forming a pile wall in ground and a corresponding pile wall|
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