EP1600561A1 - Rideau de palplanches résistant à l'eau forme in-situ et son procede de fabrication - Google Patents

Rideau de palplanches résistant à l'eau forme in-situ et son procede de fabrication Download PDF

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Publication number
EP1600561A1
EP1600561A1 EP04447131A EP04447131A EP1600561A1 EP 1600561 A1 EP1600561 A1 EP 1600561A1 EP 04447131 A EP04447131 A EP 04447131A EP 04447131 A EP04447131 A EP 04447131A EP 1600561 A1 EP1600561 A1 EP 1600561A1
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Prior art keywords
pile
cast
concrete
piles
armouring
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EP04447131A
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German (de)
English (en)
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Etienne Heirwegh
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Individual
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    • 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
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ

Definitions

  • the present invention relates to construction techniques for constructing a wall and to the resulting wall. More specifically, the invention relates to a cast-in-place pile wall for use as a retaining wall or floodwall for sustaining a difference in soil surface elevation, water elevation or water pressure from one side to another.
  • pile walls are often used in difficult conditions. Typically, these walls can be used as a supporting or shoring structure e.g. if during construction the excavation is deep and the sides of the excavation hole exceed the angle of repose for the soil. Pile walls furthermore can be used as part of the foundation of a building. It is also known to use pile walls when a wall is to be constructed in a construction adjacent an existing construction, whereby the pile wall is constructed as close as possible to the existing wall of the existing construction. In these cases, pile walls are often used as active part of the building, i.e. not only for shoring or supporting reasons, but also to create walls for sunken or partially sunken rooms e.g. for construction of cellars, basements, underground parking spaces, garages etc.
  • a sunken or partially sunken room is meant that at least part of the room is situated under ground level or if construction is made in the water, under water level.
  • Pile walls often replace diaphragm walls, cut off trench or cut off sheet pile walls, especially when the ground does not only consist of standard soil but when it also includes rigid inclusions.
  • pile walls can be made of timber, steel or pre-cast concrete slabs driven side by side to retain earth and prevent water from seeping into an excavation
  • the present application is focussed on cast-in-place pile walls.
  • cast-in-place pile walls it is meant that the walls are not completely constructed from prefab piles, but that the piles are created by a cast-in-place process on the spot where the wall needs to be created.
  • the present application thus is focussed on walls constructed by creating piles side by side in the ground, the piles having a certain intersection with neighbouring piles such that a wall is created.
  • the piles typically are constructed on the spot by casting concrete in place.
  • the use of cast-in-place concrete piles has the advantage that it is not necessary to drive the piles over their length into the ground by e.g. vibration, which may cause damage to adjacent buildings.
  • the pile wall is not only soil retaining, but that it is also completely water resistant.
  • the lack of water resistance of concrete walls is a well known problem, that is e.g. addressed in the "Concrete Construction Engineering Handbook", edited by E.G. Nawy and published by CRC Press (1997).
  • the permeability of concrete is mainly determined by the water/cement ratio and typically is in the range of 1.10 -10 cm/s. This permeability can be influenced by addition of admixtures or by processing of the concrete afterwards such as curing in order to decrease the permeability of concrete.
  • a well known method of constructing a cast-in-place pile wall is shown in Fig. 1.
  • a wall 100 is shown based on a cast-in-place pile wall comprising concrete piles 102, 104 constructed on-the-spot.
  • the cast-in-place pile wall exists of overlapping piles 102, 104 that are formed in the ground.
  • the piles 102, 104 are formed by drilling holes in the ground on primary positions, excavating the soil from the holes and inserting concrete such that primary piles 102 are formed, and repeating the same process for secondary piles 104.
  • Primary piles 102 are not provided with armouring, or both primary piles 102 and secondary piles 104 are provided with an armouring or enforcement profile 106, 108, whereby the profile 106 of the primary piles 102 is typically substantially smaller than the profiles 108 of the secondary piles 104.
  • the primary piles 102 and the secondary piles 104 are positioned such that the secondary piles 104 cut off parts of the primary piles 102, as shown in Fig. 1. This allows construction of retaining walls, but without providing walls that are completely watertight. Leaking occurs typically at the edges where the primary piles 102 and the secondary piles 104 intersect.
  • the invention relates to a method for constructing a cast-in-place pile wall, comprising cast-in-place constructing at least one primary pile, cast-in-place constructing at least one secondary pile, the secondary pile intersecting with the primary pile at an intersection area having a first direction in the longitudinal direction of the secondary pile, and providing a liquid blocking means in the secondary pile, substantially in the first direction along the intersection area.
  • the liquid blocking means is provided in the secondary pile, i.e. the liquid blocking means is present there when the secondary pile has hardened, so that no treatment such as water-tightening of the seams is necessary afterwards.
  • the method may furthermore comprise providing an armouring in the secondary pile.
  • the armouring may comprise holding means for holding the liquid blocking means in the neighbourhood of the intersection area.
  • the liquid blocking means may be brought in together with the armouring or it may be injected later on, but before hardening of the concrete.
  • in the neighbourhood of the intersection area is meant that the liquid blocking means is sufficiently close to the intersection area to seal it. The actual distance which may be used depends on the type and amount of liquid blocking means used.
  • the cast-in-place constructing at least one primary pile and at least one secondary pile may comprise cast-in-place constructing concrete piles.
  • Providing a liquid blocking means may comprise providing a hydrophilic liquid blocking means which expands and creates a compression seal at said intersection area.
  • Providing a hydrophilic liquid blocking means may comprise providing a swelling strip in the holding means connected to an armouring prior to inserting the armouring in the secondary pile.
  • providing a hydrophilic liquid blocking means may comprise providing an injectable liquid blocking material in the holding means connected to an armouring after said armouring has been inserted in the secondary pile.
  • the method may furthermore comprise providing an armouring in the primary piles.
  • the cast-in-place constructing of piles may comprise providing in the ground a hollow elongate element having substantially the volume of the pile to be constructed, excavating the hollow elongate element by removing soil from the hollow elongate element provided in the ground and filling said excavated hollow elongate element with concrete.
  • the cast-in-place constructing may furthermore comprise curing the concrete.
  • the concrete may be self-compacting concrete.
  • the invention also relates to a cast-in-place pile wall comprising at least one primary pile and at least one secondary pile intersecting with the at least one primary pile along an intersection area, wherein the at least one secondary pile comprises a liquid blocking means along the intersection area substantially in a longitudinal direction of the secondary pile.
  • the at least one secondary pile may furthermore comprise an armouring.
  • the armouring may include a holding means for holding the liquid blocking means in the neighbourhood of the intersection area so as to create a compression seal.
  • the at least one primary pile and the at least one secondary pile may be made of concrete.
  • the concrete may be cured.
  • the concrete may be self-compacting concrete.
  • the liquid blocking means may be a hydrophilic swelling strip.
  • the liquid blocking means also may be an injected hydrophilic liquid blocking material.
  • the primary piles may comprise an armouring.
  • the invention furthermore relates to an armouring to be used in a cast-in-place pile wall according to the cast-in-place pile wall as described above.
  • concrete is used not strictly to refer to pure concrete. It also may be used to refer to an optimised mixture of polymer-modified concrete, polymer impregnated concrete, whereby the concrete afterwards is impregnated with polymer, polymer concrete, or any other concrete having admixtures to enhance the properties of concrete. Thus other additional components, often added to improve the quality of the concrete also may be present.
  • concrete thus should be interpreted broad as referring to concrete or possibly adjusted concrete.
  • water stop In the present application the terms "water stop”, “water resistance”, “water tightness” and so on should be interpreted in a very broad way, i.e. no restriction should be given to the chemical components present in the water and to possible contamination present in the water. The terms should be interpreted broad and could be replaced by “liquid stop”, “liquid resistance”, “liquid tightness” and so on.
  • the present invention relates to a method for constructing a cast-in-place pile wall that is watertight.
  • the method of construction will be described with reference to the flow chart shown in Fig. 2 indicating the different steps to be performed in the method 200 for constructing a cast-in-place pile wall that is watertight and with reference to Fig. 3a to Fig. 3e illustrating different steps of the method according to the first embodiment and Fig. 4 illustrating a more detailed top view of a secondary pile as constructed in the present invention.
  • the method comprises a fist step 202 of cast-in-place construction of a number of primary piles 302 in the ground.
  • the exact method of cast-in-place construction is not limiting for the current application.
  • a possible way of construction of the primary piles 302 may be first inserting a hollow elongate element 304, such as a tube, substantially vertically in the ground, removing the soil present within the hollow elongate element 304 and filling it with concrete 306.
  • the hollow elongate elements 304 are inserted in the ground at modular distances A.
  • modular distances it is meant a distance A suitable for later constructing secondary piles in between the primary piles 302 so as to form a substantially continuous wall, i.e.
  • the hollow elongate elements 304 can be placed at modular distance A, e.g. by means of a matching plate or template (not shown in Fig. 3a) having suitable dimensions and suitable excisions or by measuring the distances between the central axis of the hollow elongate elements 304. Insertion of the hollow elongate elements 304 may be done by exerting downward forces onto the hollow elongate element 304, e.g. by means of high frequency vibrations, or by means of a combination of liquid such as water and a downward force. In this later case, e.g.
  • the water is made to flow into the hollow elongate element 304 to be introduced into the ground, which hollow elongate element 304 is erected on the ground.
  • the flowing of water weakens the resistance of the ground, and the hollow elongate element 304 is pushed substantially vertically into the ground, which may be done e.g. hydraulically, by applying a pushing force on the top side of the hollow elongate element 304 and/or by applying vibrations to the hollow elongate element 304. This way, the hollow elongate element 304 is pushed into the ground over a first distance.
  • the hollow elongate element 304 is preferably brought deeper into the ground over a second distance without using the liquid, in order to avoid further weakening of the soil surrounding the hollow elongate element 304 and primary pile 302 to be constructed thus obtaining a better fixation of the hollow elongate element 304 and the primary pile 302.
  • the total depth the hollow elongate element 304 is brought into the ground equals a summation of the first distance and the second distance, which is preferably deeper than the floor level of the sunken or partially sunken area to be built, for example about 1 m to 1.5 m deeper.
  • the second distance may for example be in the range of 1 m to 1.5 m.
  • the hollow elongate elements 304 are cylindrical symmetrical, which is the most common situation, a typical way of driving the hollow elongate elements 304 in the ground is by using a spiral drilling equipment.
  • the soil is removed from inside the volume determined by the hollow elongate elements 304 and the volume is filled with concrete 306.
  • the removal of the soil can be performed in any suitable way.
  • this can be e.g. done by drilling the hollow elongate element 304 rotationally in a first direction in the ground whereas a spiral drill within the volume of the hollow elongate element 304 removes the soil from the volume of the hollow elongate element 304 by rotating in the opposite direction.
  • the spiral drill thus allows to remove the soil from within the hollow elongate elements 304 as the latter are inserted substantially vertically into the ground.
  • this volume is filled with a filling material or grout such as e.g. concrete.
  • a filling material or grout such as e.g. concrete.
  • This can e.g. be performed by using a spiral drill having a hollow axis, through which concrete 306 can be inserted in the volume determined by the hollow elongate element 304.
  • the concrete 306 is inserted under a suitable pressure to the end of the screw of the drill, such that the hollow volume determined by drilling the hollow elongate elements 304 in the ground is completely filled with concrete 306.
  • primary concrete piles 302 are cast-in-place constructed in the ground.
  • An illustration of two concrete primary piles 302 constructed in the ground is shown in top view in Fig. 3a.
  • an armouring or reinforcement 310 is optionally inserted in the concrete 306 of the primary piles 302. This is illustrated in step 204 of the method 200 shown in Fig. 2.
  • the available time to provide armouring or reinforcement 310 in the concrete primary piles 302 depends on the type of concrete 306 that is used.
  • the material of profiles that can be used for providing an armouring or reinforcement 310 typically is metal such as e.g. steel, although other types of material also can be used, such as e.g. plastics material.
  • the exact shape of the profile is not essential for the present invention, as long as it provides sufficient strength to the primary pile 302, depending on parameters such as diameter of the pile, length of the pile, quality of concrete used, environmental parameters.
  • Typical profiles that can be used are I beams such as e.g. of the type IPE, IPEAA, JIS, as well as H-beams such as e.g. if the type HEA, HEB, JIS.
  • tubes or pipes, C channel profiles, W section profiles or U channel profiles such as e.g. of the type UPE, UPN , UB/UC can be used. It will be obvious for a person skilled in the art that the exact shape of the armouring or reinforcement 310 used is non-limiting for the present invention.
  • the length of the armouring or reinforcement 310 is adjusted such that it extends over a large part of the concrete primary piles 302, preferably at least over half of the length of the primary piles 302, more preferred at least over 75% of the length of the primary piles 302, still more preferred over substantially the complete length of the primary piles 302.
  • the concrete 306 used in the construction of the primary piles may either be self-compacting concrete (SCC), which is a special type of concrete that is able to flow under its own weight and completely fill the formwork, even in the presence of dense reinforcement, without the need of any vibration, whilst maintaining homogeneity, or it may be a more conventional type of concrete 306.
  • SCC self-compacting concrete
  • the concrete typically is vibrated to improve the quality of the concrete 306, i.e. increase the density such that the water tightness of the concrete improves. Vibrating the concrete allows to reduce the number of air bubbles present in the concrete 306.
  • secondary piles 312 are constructed in between the already constructed primary piles 302.
  • the secondary piles 312 can be constructed in any suitable way for cast-in-place constructing a concrete pile such as e.g. any of the methods described above for the primary piles 302.
  • the construction thus may comprise the insertion of a hollow elongate element, the removal of the soil present in the volume determined by the hollow elongate element and the filling of the volume with material or grout like e.g. concrete.
  • material or grout like e.g. concrete.
  • self-compacting concrete can be used or a more conventional type of concrete can be used which can be vibrated, possibly after insertion of the armouring or reinforcement.
  • part of the concrete primary pile 302 at the left and the right of the secondary pile 312 is removed and in this way the secondary piles 312 intersect with the primary piles 302.
  • the intersection is large enough to avoid substantial diffusion of water through the concrete.
  • the modular distance by,which the primary piles 302 are separated from each other, together with the diameter of the primary piles 302 and the secondary piles 304 is such that the diameter of intersection, as defined by the distance B shown in Fig.
  • 3c also referred to as the minimum thickness of the cast-in-place pile wall
  • the minimum thickness for obtaining no leakage of water through vibrated concrete typically is about 280 mm. If the minimum thickness is 280 mm or larger, a full concrete wall can be water resistant.
  • the exact shape of the cross section of the primary piles 302 and the secondary piles 312 is not limiting for the present invention.
  • the concrete piles constructed are cylindrical symmetrical and typical diameters used are between 420 mm and 520 mm, although the invention is not limited thereto.
  • a special armouring or reinforcement 314 is introduced in the concrete secondary piles 312 before the concrete 306 of the secondary piles 312 has hardened completely.
  • Fig. 3d A more detailed view of a concrete secondary pile is shown in Fig. 4, showing a top cross-sectional view of a secondary concrete pile with special armouring or reinforcement 314.
  • the special armouring or reinforcement 314 comprises means for providing significant strength 316 (shown in Fig. 4) to the concrete secondary pile 312.
  • the exact shape of the means for providing significant strength 316 is not critical nor limiting for the present invention.
  • These means 316 may be any type of standard armouring or reinforcement means such as a standard profile which may be an I beam such as e.g.
  • a tube or pipe, C channel profile, W section profile or U channel profile such as e.g. of the type UPE, UPN , UB/UC can also be used. It will be obvious for a person skilled in the art that other means for providing significant strength 316 can as well be used.
  • the special armouring or reinforcement 314 of the secondary pile 312 furthermore comprises a water stop means 320 (shown in Fig. 4) at a position near the intersection area between the primary pile 302 and the secondary pile 312.
  • the position near the intersection area between the primary pile 302 and the secondary pile 312 is a position sufficiently close to the intersection area to seal that intersection area.
  • Typical water stop means that are applied are hydrophilic water stops. Exposure to water induces expansion of the material to create a compression seal. These hydrophilic water stops are suitable for substantially non-moving joints only, which is the case in the construction of cast-in-place pile walls.
  • Typical examples of hydrophilic water stops are Hydrotite, Swellstop and Duro-seal water stops as available from Greenstreak Inc. or Superstop as available from e.g. RPM/Belgium N.V.
  • Holding means 318 for holding the water stop means 320 may be provided, for example on the armouring 314.
  • the holding means 318 may be any type of holding means 318 suitable for comprising water stop means 320.
  • Typical holding means 318 that may be used are C channel profiles or U channel profiles such as e.g. of the type UPE, UPN , UB/UC.
  • the holding means 318 for providing a water stop means 320 should have significant strength to resist to the force developed during swelling of the water stop means 320. Part of this strength may be obtained due to the holding means 318 being connected to the means for providing significant strength 316 e.g. by means of interconnection means 322.
  • the interconnection means 322 may be avoided depending on the size of the means for providing significant strength 316.
  • the armouring or reinforcement 314 may be made of any suitable material such as metal like steel or plastic or a combination thereof. If the armouring or reinforcement is made of metal, it may be constructed from several separate metal profiles which can be welded together. In the case the armouring or reinforcement is made of plastic, the armouring or reinforcement can be made either by fixing several components together or by casting the complete armouring or reinforcement 314 in a single piece by injection moulding.
  • FIG. 4 An example of a special armouring or reinforcement 314 according to the present invention, with a means for providing significant strength 316 and a holding means 318 for comprising a water stop means 320 connected to the remaining part of the armouring or reinforcement 314 by means of an interconnection means 322 is shown in Fig. 4.
  • a pile is shown wherein a special armouring or reinforcement 314 is provided comprising an I standard profile and two U profiles connected to the I standard profile by means of interconnection means 322 in the form of a plate.
  • the interconnection means 322 may be any type of suitable interconnection means such as e.g. a bar or a plate.
  • the interconnection means 322 comprises a plate which may be either a full plate connecting the holding means 318 and the means for providing significant strength 316 over substantially the whole intersection of the concrete piles, in which case it may provide an additional water stop for water leakage through possible cracks in the concrete or which may be a plate showing holes. In the later case no additional water stop function is provided, but the strength of the constructed pile is larger as concrete from both sides of the plate is connected to each other.
  • a further advantage of not using a full plate may be that the amount of material needed for constructing the special armouring or reinforcement 314 can be reduced.
  • the U-profiles are suited for comprising a water stop means 320 such as e.g. a water stop swelling means like a swelling strip.
  • the water stop means 320 are positioned in the neighbourhood of the intersection area between the primary and the secondary piles, at a small distance C from the intersection area with a neighbouring concrete primary piles 302 (not shown in Fig. 4).
  • the distance C or thus how far the "neighbourhood" extends, may be determined based on the degree of swelling of the water stop means 320 such that after full expansion of the water stop means 320 the water stop means 320 blocks the boundary of the piles at the intersection area between the secondary pile and the primary pile for water leaking.
  • the spacing from the intersection area typically is about 2.5 mm.
  • the C shape or U shape of the holding means 318 and the strength of the connection of the holding means to the remaining part of the special armouring or reinforcement 314 is such that the expansion mainly occurs in the direction of the intersection between the primary pile 302 and the secondary pile 312.
  • the armouring or reinforcement 314 is positioned such that the water stop means can be provided in the neighbourhood of the intersection area of the concrete piles.
  • Another possibility to provide a water stop means is obtained by, instead of providing a swelling strip of water stop material at the armouring or reinforcement 314 prior to inserting it into the pile formed, providing a channel in the special armouring or reinforcement 314 wherein a water stop material can be injected after the concrete secondary piles are cast and the special armouring or reinforcement 314 has been inserted.
  • the water stop material used in the latter case again is a hydrophilic water stop material, but instead of a swelling strip, the water stop material now is a substance that is injectable.
  • An example of a typical material that can be used is Polyurethane injection foam water stop available from Davco Construction Materials Pty Limited or DUROSEAL INJECT available from Greenstreak Inc.
  • the method 200 of providing a watertight cast-in-place pile wall thus comprises as a final step 210 the expansion of the water stop means 320 to block the intersection of the primary and secondary piles such that no water can leak through the intersection anymore.
  • This expansion is a process that inherently occurs when introducing the hydrophilic water stop material into wet material such as e.g. wet concrete.
  • the water stop materials have the advantage that no immediate swelling occurs during their first contact with water, e.g. present in the wet concrete. The swelling only occurs after a certain period of time, so that the swelling only occurs after the water stop means 320 is in the correct position.
  • the water stop swelling means used thus has a kind of memory effect.
  • the swelling of the water stop means 320 to its final position is illustrated in Fig. 3d and Fig. 3e.
  • the water stop means 320 is provided substantially in the concrete secondary pile as the latter allows a firm fixation of the water stop means (320) thus allowing to obtain a firm blocking of the boundary between the concrete piles. It is furthermore an advantage of the present invention that the water stop means 320 is provided somewhere along the intersection area of the concrete piles, in a direction perpendicular to the longitudinal direction of the piles, and not at the end points of the intersection area of the concrete piles, as this allows the water stop means (320) to be sealed substantially from the environment. With substantially sealed it is meant that only in the small boundary region of the intersection direct influence of the environment will be present. This avoids fast deterioration of the water stop means (320).
  • the present invention also relates to a cast-in-place pile wall comprising concrete primary piles 302 and concrete secondary piles 312 which intersect with each other.
  • This second embodiment will be described with respect to Fig. 5 to Fig. 8.
  • the method of constructing the second embodiment preferably is the method described in the first embodiment of the present application, although the invention is not limited thereto.
  • the concrete piles may have any suitable shape. Typically this shape is a cylindrical symmetrical shape, although the invention is not limited thereto.
  • the piles may be circular, oval, square, rectangular in cross-section, or may have any suitable cross-sectional shape.
  • both primary and secondary piles are provided with an armouring or reinforcement 310, 314.
  • one of either the primary piles 302 or the secondary piles 312 and its corresponding armouring or reinforcement 310 respectively 314 extends deeper into the ground than the other, to provide additional strength and stability to the cast-in-place wall, although the invention is not limited thereto.
  • FIG. 5 An example of a cast-in-place wall is shown in Fig. 5 in cross-sectional top view and in Fig. 6 in vertical cross-sectional view. It can be seen that the secondary piles 312 and the corresponding armouring or reinforcement 314 in this case extend deeper into the ground than the primary piles 302 and the corresponding armouring or reinforcement 310.
  • the armouring or reinforcement for the different piles is illustrated in Fig. 7 in cross-sectional top view and in Fig. 8 in vertical cross-sectional view. It can be seen that the armouring or reinforcement of the different piles comprises/is a means 310, 316 that provides strength to the concrete piles. This may e.g. be the central part of the armouring or reinforcement of the piles.
  • the means for providing strength for the piles extending deeper in the ground are larger and thus provide more strength than the means for providing strength of the piles extending less deep.
  • the invention is not limited thereto and the size of the armouring or reinforcement may be equal for both piles or even smaller for the deepest extending piles.
  • One of the piles furthermore comprises water stop means 320 at the inside of the pile, for example in holding means 318 in the neighbourhood of the intersection of the primary and secondary piles.
  • the piles comprising these water stop means 320 are the secondary piles constructed in between the other type of piles, i.e. after the primary piles have been constructed.
  • the piles comprising the water stop means 320 thus correspond with the piles having substantially their full diameter over their full cross-section.
  • the water stop means 320 are preferably positioned in holding means 318 that may be connected to the remaining part of the armouring or reinforcement 314 so that swelling of the water stop means due to the hydrophilic behaviour of the water stop means does not substantially influence the position of the armouring or reinforcement 314. Therefore the armouring or reinforcement 314 furthermore may comprise interconnection means 322, although, depending on the size of the means providing significant strength 316, the holding means can also be directly connected to strength providing means 316.
  • the armouring or reinforcement 314 is positioned such that the water stop means 320 can be provided in the neighbourhood of the intersection area of the piles, at points of the intersection area different from the end points of he intersection area.
  • the swelling of the water stop means occurs mainly in the direction of the intersection area between the primary piles and the secondary piles such that after complete swelling this intersection area is completely blocked by the water stop means 320 and no water leakage occurs through the boundary formed by the intersection area.
  • the present invention also relates to a special armouring or reinforcement 314 which may be used in the method for constructing a cast-in-place pile wall and the cast-in-place pile wall thus obtained according to the present invention.
  • the special armouring or reinforcement 314 comprises means for providing significant strength 316 and holding means 318 for providing a water stop means 320 in the neighbourhood of the edges of a concrete pile intersecting with neighbouring concrete piles.
  • the holding means 318 are preferably connected to the means for providing significant strength 316 by way of interconnecting means 322.
  • the armouring 314 in this case comprises a means for providing significant strength 316 which may e.g. be U-shaped (as in Fig. 9) in cross-section or tubular (not represented in the drawings).
  • the interconnecting means 322 thereby can but do not have to be flat plates. They may have any suitable shape that allows to firmly connect the holding means 318 with the armouring or reinforcement 314.

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EP04447131A 2004-05-26 2004-05-26 Rideau de palplanches résistant à l'eau forme in-situ et son procede de fabrication Withdrawn EP1600561A1 (fr)

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CN102061710A (zh) * 2010-10-29 2011-05-18 广东省基础工程公司 一种地下连续墙接头及其制作方法
CN106245664A (zh) * 2016-08-28 2016-12-21 东通岩土科技（杭州）有限公司 具有矩形钢筋笼的刚性墙围护体系及其施工方法
CN108894211A (zh) * 2018-06-15 2018-11-27 徐秉凯 一种y型管模的制墙方案
KR101960489B1 (ko) * 2018-06-27 2019-03-20 주식회사 대산시빌테크날러지 수팽창지수재를 이용한 주열식 지중벽체 시공방법 및 이를 이용하여 시공된 주열식 지중벽체
DE102017121037A1 (de) 2017-09-12 2019-03-28 Technische Universität Hamburg-Harburg Verfahren zur Tragfähigkeitsverbesserung von im Baugrund gesetzten Profilen sowie Profil dafür
JP2019065481A (ja) * 2017-09-28 2019-04-25 積水ハウス株式会社 地盤改良体、及び地盤改良体の施工方法
KR101960499B1 (ko) * 2018-06-27 2019-07-15 주식회사 대산시빌테크날러지 수팽창지수재와 수팽창반력금구를 이용한 주열식 지중벽체 시공방법 및 이를 이용하여 시공된 주열식 지중벽체
CN110331727A (zh) * 2019-07-11 2019-10-15 江西建工第二建筑有限责任公司 灌注桩和地下连续墙相结合的支护结构及施工方法
CN112554205A (zh) * 2020-12-08 2021-03-26 中建三局集团有限公司 一种pec结构支护桩及其施工方法
CN112627182A (zh) * 2020-12-09 2021-04-09 中铁二十局集团第四工程有限公司 一种水循环式地连墙工字钢接头刷壁系统及方法

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EP1418277A1 (fr) * 2002-11-06 2004-05-12 Chiaverotti BVBA Procédé de construction d'un mur de soutènement

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CH527972A (de) * 1965-01-21 1972-09-15 Wey Gino Ingenieur Verfahren zur Herstellung einer zusammenhängenden Bohrpfahlwand
US3766695A (en) * 1970-07-28 1973-10-23 J Morner Sealing device for bounding concrete sections when making slit walls
US4909675A (en) * 1988-08-24 1990-03-20 Osamu Taki In situ reinforced structural diaphragm walls and methods of manufacturing
EP1418277A1 (fr) * 2002-11-06 2004-05-12 Chiaverotti BVBA Procédé de construction d'un mur de soutènement

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102061710A (zh) * 2010-10-29 2011-05-18 广东省基础工程公司 一种地下连续墙接头及其制作方法
CN106245664A (zh) * 2016-08-28 2016-12-21 东通岩土科技（杭州）有限公司 具有矩形钢筋笼的刚性墙围护体系及其施工方法
CN106245664B (zh) * 2016-08-28 2018-11-27 东通岩土科技（杭州）有限公司 具有矩形钢筋笼的刚性墙围护体系及其施工方法
DE102017121037A1 (de) 2017-09-12 2019-03-28 Technische Universität Hamburg-Harburg Verfahren zur Tragfähigkeitsverbesserung von im Baugrund gesetzten Profilen sowie Profil dafür
JP2019065481A (ja) * 2017-09-28 2019-04-25 積水ハウス株式会社 地盤改良体、及び地盤改良体の施工方法
CN108894211A (zh) * 2018-06-15 2018-11-27 徐秉凯 一种y型管模的制墙方案
KR101960489B1 (ko) * 2018-06-27 2019-03-20 주식회사 대산시빌테크날러지 수팽창지수재를 이용한 주열식 지중벽체 시공방법 및 이를 이용하여 시공된 주열식 지중벽체
KR101960499B1 (ko) * 2018-06-27 2019-07-15 주식회사 대산시빌테크날러지 수팽창지수재와 수팽창반력금구를 이용한 주열식 지중벽체 시공방법 및 이를 이용하여 시공된 주열식 지중벽체
CN110331727A (zh) * 2019-07-11 2019-10-15 江西建工第二建筑有限责任公司 灌注桩和地下连续墙相结合的支护结构及施工方法
CN110331727B (zh) * 2019-07-11 2024-04-02 江西建工第二建筑有限责任公司 灌注桩和地下连续墙相结合的支护结构及施工方法
CN112554205A (zh) * 2020-12-08 2021-03-26 中建三局集团有限公司 一种pec结构支护桩及其施工方法
CN112627182A (zh) * 2020-12-09 2021-04-09 中铁二十局集团第四工程有限公司 一种水循环式地连墙工字钢接头刷壁系统及方法
CN112627182B (zh) * 2020-12-09 2022-03-04 中铁二十局集团第四工程有限公司 一种水循环式地连墙工字钢接头刷壁系统及方法

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