WO2020133992A1 - 桩底注浆腔及使用方法与灌注桩体及其施工方法 - Google Patents

桩底注浆腔及使用方法与灌注桩体及其施工方法 Download PDF

Info

Publication number
WO2020133992A1
WO2020133992A1 PCT/CN2019/093599 CN2019093599W WO2020133992A1 WO 2020133992 A1 WO2020133992 A1 WO 2020133992A1 CN 2019093599 W CN2019093599 W CN 2019093599W WO 2020133992 A1 WO2020133992 A1 WO 2020133992A1
Authority
WO
WIPO (PCT)
Prior art keywords
grouting
hole
pile
capsule
cavity
Prior art date
Application number
PCT/CN2019/093599
Other languages
English (en)
French (fr)
Inventor
高永光
高云飞
Original Assignee
高永光
高云飞
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 高永光, 高云飞 filed Critical 高永光
Priority to KR1020207037444A priority Critical patent/KR102593218B1/ko
Priority to SG11202008859PA priority patent/SG11202008859PA/en
Priority to BR112020025561-0A priority patent/BR112020025561A2/pt
Priority to MX2020013315A priority patent/MX2020013315A/es
Priority to JP2021527267A priority patent/JP7142835B2/ja
Priority to EP19901429.1A priority patent/EP3754115B1/en
Priority to US17/041,226 priority patent/US11401674B2/en
Priority to CN201980000970.2A priority patent/CN110896646B/zh
Priority to CA3104031A priority patent/CA3104031C/en
Publication of WO2020133992A1 publication Critical patent/WO2020133992A1/zh
Priority to PH12021550458A priority patent/PH12021550458A1/en

Links

Images

Classifications

    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00—Handling building or like materials for hydraulic engineering or foundations
    • E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
    • E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
    • 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
    • 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
    • E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00—Production methods
    • E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork

Definitions

  • the invention relates to the technical field of foundation foundation, in particular to a grouting cavity at the bottom of a pile, a method of using the same, a cast-in-place pile body and a construction method thereof.
  • open grouting is commonly used in grouting after cast-in-place piles.
  • the open grouting has the problems of low controllability of the slurry injection area, a small expansion of the pile head, a compacting effect on the surrounding stratum, and a small increase in the bearing capacity of the pile end.
  • a grouting device for a cast-in-place pile with grouting capsules which includes a grouting pipe, a steel bottom plate, a grouting interface, and a grouting capsule.
  • the grouting interface extends above and below the steel bottom plate Out, the upper part of the grouting port is connected to the grouting tube, and the lower part of the grouting port is connected to the grouting capsule at the lower part of the steel bottom plate; and, the upper part of the grouting tube is connected to the grouting pump.
  • the steel cage with the protective steel plate acts like a piston in the drill hole during the process of dropping the steel cage to the bottom of the hole, so that the mud in the drill hole is discharged upward Difficulties will cause eddy currents in the mud water that destroy the hole wall, causing the mud water flow circling between the edge of the steel plate and the borehole wall to scour and simultaneously disturb the borehole wall, causing the borehole wall to collapse.
  • the above steel bottom plate will also scrape the borehole wall, which further aggravates the collapse of the borehole wall.
  • the collapse of the borehole wall causes the borehole sediment after drilling to go beyond the bottom of the hole after the grouting container is exceeded, and at the same time
  • the side will also accumulate the mud and sand that collapsed from the borehole wall, causing the sediment to exceed the standard, seriously affecting the quality of the bored pile, and even causing the problem of broken pile.
  • the present invention aims to provide a grouting cavity at the bottom of a pile, a method of use, a cast-in-place pile body and a construction method thereof to solve the problem that the cast-in-place pile with grouting capsules in the prior art causes holes during the construction of the bored pile Wall collapse and sedimentation exceeding the standard seriously affect the construction quality.
  • the present invention provides a grouting cavity at the bottom of a pile, which includes:
  • Grouting capsules have an expansion state filled with slurry inside to carry the pile body, and a contraction state hollow inside;
  • a grouting tube communicating with the inner cavity of the grouting capsule to inject grouting into the grouting capsule
  • a fixed plate, the grouting capsule is provided on the fixed plate, and the fixed plate is provided with a hole bottom communicating with the accommodating hole for mud and/or sediment in the accommodating hole to pass through the Fix the through hole of the board.
  • the grouting capsule is a hollow ring structure adapted to the shape of the fixed plate.
  • the inner ring edge of the fixing plate of the annular structure has an annular stopper extending to the inner ring of the grouting capsule.
  • the height of the annular stopper is not greater than the sum of the design thickness value of the sediment of the containing hole and the thickness of the grouting capsule in the contracted state.
  • the annular stopper is perpendicular to the surface of the fixed plate.
  • the grouting chamber at the bottom of the pile further includes: a first one-way valve, the first one-way valve is provided at a communication position between the grouting tube and the grouting capsule to block the blockage in the grouting capsule Enter the grouting tube.
  • the grouting tube is provided with a first grouting hole for the slurry to enter the grouting capsule
  • the first one-way valve includes: opposite to the first grouting hole on the grouting tube, to A first elastic member that seals the first grouting hole, the first elastic member has a seal that closely adheres to the grouting tube to block the blockage from entering the grouting tube through the first grouting hole The state, and the pressure in the grouting tube moves away from the first grouting portion to move the slurry into the open state of the grouting capsule through the first grouting hole.
  • the grouting tube has a first grouting portion extending into the cavity of the grouting capsule, the first grouting portion is an annular pipeline extending along the outer contour of the fixed plate, and the first elastic member It is an annular sleeve sleeved on the first grouting part.
  • the grouting cavity at the bottom of the pile further includes: a grouting structure communicating with the through hole and injecting grouting into the through hole.
  • the slurry filling structure is at least one slurry filling tube, and the slurry filling tube communicates with the through hole and injects grouting into the through hole.
  • the grouting pipe has a second grouting portion extending into the through-hole cavity, the second grouting hole is plural, and is provided on the second grouting portion, the second grouting The arc-shaped pipeline extending along the outline of the hole wall of the through hole.
  • the second grouting portion is an annular pipe extending along the contour of the hole wall of the through hole.
  • the fixing plate has a slurry storage cavity communicating with the through hole, and the slurry filling pipe is in communication with a slurry inlet of the slurry storage cavity.
  • a second one-way valve that controls the connection or disconnection of the filling pipe and the through hole is provided on the filling pipe.
  • the second one-way valve includes: a second elastic member disposed opposite to the second grouting hole on the filling pipe to seal the second grouting hole, the second elastic member having The filling pipe is closely attached to block the blockage from entering the sealed state of the filling pipe through the second grouting hole, and is moved toward the direction away from the filling pipe by the pressure in the filling pipe to allow the slurry to pass through the The second grouting hole enters the open state of the through hole.
  • the second elastic member is an annular sleeve sleeved on the second grouting portion.
  • the through hole is one and is provided at the center of the fixing plate.
  • the fixing plate forms an annular plate-like structure.
  • the inner ring edge of the fixing plate has an annular stopper extending to the inner ring of the grouting capsule ;
  • the second grouting hole of the filling pipe is located on the side of the annular stopper away from the fixed plate.
  • the grouting capsule is provided with a capsule detection port for filling the medium inside to verify whether the grouting capsule leaks and/or withstands the pressure, and by detecting the magnitude of pressure that the grouting capsule can withstand, Effectively test the expansion and contraction capacity of the grouting capsule under the action of the slurry and its volume.
  • the capsule detection port is provided on the fixed plate.
  • a cast-in-place pile including:
  • the reinforcing steel cage is connected with the fixing plate of the grouting cavity at the bottom of the pile, and the grouting pipe is fixedly connected with the reinforcing steel cage.
  • the cast-in-place pile body further includes a pile-side grouting pipe fixed on the reinforcement cage, and the first grouting hole of the pile-side grouting pipe is provided near the grouting capsule, facing the pile side Formation grouting.
  • the construction method of cast-in-place pile includes the following steps:
  • step S3 discharging the sediment on the lower side of the fixing plate through the through hole includes: controlling a negative pressure suction pipe to be aligned with the through hole, and aligning the bottom of the containing hole The sediment is discharged.
  • the construction method of the cast-in-place pile body further includes step S6: grouting the pile bottom through the grouting pipe passing through the through hole.
  • the construction method of cast-in-place pile also includes: Step S7, grouting towards the formation on the side of the pile.
  • the use method of the grouting cavity at the bottom of the pile includes:
  • the cleaning grouting pipe specifically includes: S1, opening at least two of the grouting pipes connected together by the first grouting portion; S2, at least two of the at least two grouting pipes in an open state One of the grouting pipes is filled with cleaning fluid, and the cleaning fluid is discharged from the other grouting pipe that is in an open state and the cleaning fluid is not injected.
  • the pressure in the grouting pipe is less than that of opening the first one-way valve pressure.
  • the grouting into the grouting capsule specifically includes: injecting slurry into the grouting tube in an open state, the pressure in the first grouting portion is greater than the biasing pressure of the first elastic member, so The slurry flows through the gap between the first elastic member and the first grouting portion and enters the grouting capsule.
  • the grouting cavity at the bottom of the pile includes: a grouting capsule, which has an expansion state filled with slurry inside to carry the pile body, and a hollow contraction state inside; a grouting tube, and the inside of the grouting capsule The cavity is connected to inject grouting into the grouting capsule; a fixed plate, the grouting capsule is arranged on the fixed plate, and the fixed plate is provided with the bottom of the receiving hole to communicate with The mud and/or sediment in the receiving hole passes through the through hole of the fixing plate.
  • the grouting cavity at the bottom of the pile provided by the present invention has one through hole and is provided at the center of the fixing plate, and the fixing plate forms an annular plate-like structure.
  • the grouting cavity at the bottom of the pile provided by the present invention, wherein the grouting capsule is a hollow ring structure adapted to the shape of the fixed plate.
  • the volume of the grouting capsule can be effectively increased, so that the grouting capsule can provide maximum fixation and support for the cast-in-place pile body, and improve the firmness and bearing of the cast-in-place pile body. ability.
  • the grouting cavity at the bottom of the pile provided by the present invention, the inner ring edge of the fixing plate of the annular structure has an annular stopper extending to the inner ring of the grouting capsule.
  • the height of the annular stopper is not greater than the sum of the design thickness value of the sediment of the containing hole and the thickness of the grouting capsule.
  • the annular stopper with a height less than or equal to the design thickness of the sediment is used to clean the accommodation hole through the above-mentioned through hole, the annular stopper abuts the bottom of the hole of the accommodation hole, which can effectively detect the position of the accommodation hole Whether the thickness of sediment is within the qualified range is convenient for the construction personnel to operate the construction and ensure the construction quality.
  • the grouting cavity at the bottom of the pile provided by the present invention, the annular stopper is perpendicular to the surface of the fixing plate, and the annular stopper is perpendicular to the fixing plate, which can effectively protect the grouting capsule while ensuring the accommodation
  • the mud water in the hole will quickly pass through the hole and enter the grouting cavity at the bottom of the pile, and will not form a vortex that damages the wall of the hole, thereby affecting the construction quality and construction progress of the cast-in-place pile.
  • the grouting cavity at the bottom of the pile provided by the present invention further comprises: a first one-way valve, the first one-way valve is provided at a communication position between the grouting tube and the grouting capsule to block the injection
  • the mixture of sediment, sediment and the like in the slurry capsule enters the grouting tube.
  • the above-mentioned first one-way valve can effectively prevent the mixture of sediment, sediment, etc. entering the grouting capsule from entering the grouting capsule when the pressure outside the grouting tube is greater than the pressure inside the grouting tube when the grouting capsule breaks, etc.
  • the grouting pipe, or the grouting is interrupted due to mechanical failure, which causes the problem of blockage of the grouting pipe, so that the grouting cavity at the bottom of the pile cannot be used.
  • the first one-way valve can effectively prevent the mixture of sediment, sediment, etc. from entering the grouting pipe, and then, if the grouting capsule is damaged before the grouting and the sediment mixture enters, the grouting pipe is oriented
  • the direction of the grouting capsule can still be grouted continuously; or in the case of grouting interruption due to mechanical failure, by flushing the grouting tube in time to ensure that the pipeline is unblocked, repeated grouting can be achieved multiple times to ensure the formation of the enlarged end of the pile end and The compaction effect of the surrounding stratum improves the bearing capacity of the pile end.
  • the grouting tube is provided with a first grouting hole for the slurry to enter the grouting capsule
  • the first one-way valve includes: and the grouting
  • the first grouting hole on the tube is oppositely arranged to seal the first elastic member of the first grouting hole, the first elastic member has a close contact with the grouting tube to block the mixture of sediment, sediment, etc. Enter the sealed state of the grouting pipe through the first grouting hole, and move toward the direction away from the first grouting portion by the pressure in the grouting pipe so that the slurry enters the grouting hole through the first grouting hole
  • the open state of the grouting capsule The first elastic member is provided at a position where the grouting tube communicates with the grouting capsule.
  • the first elastic member When the pressure in the first grouting part is less than the sum of the contraction pressure of the first elastic member and the external pressure, the first elastic member The piece will be attached to the grouting pipe under the bias pressure generated by its own contraction pressure to block the first grouting hole, thereby effectively preventing the mixture of sediment, sediment, etc. from entering the grouting pipe through the first grouting hole. Blocking the grouting pipe, causing the problem that the grouting cavity at the bottom of the pile cannot be grouted.
  • the pressure in the first grouting portion is greater than the sum of the contraction pressure of the first elastic member and the external pressure, the slurry overflows through the gap between the first elastic member and the first grouting portion , Into the grouting capsule; or into the formation through the damaged grouting capsule.
  • the above-mentioned deformable first elastic member can simply and effectively ensure the unidirectional grouting of the grouting pipe, to ensure that the mixture in the grouting cavity at the bottom of the pile cannot enter the grouting pipe, and can also be injected when the grouting capsule breaks Strengthen the ground at the bottom of the pile with slurry to improve the bearing capacity of the pile end.
  • the grouting tube has a first grouting portion extending into the cavity of the grouting capsule, the first grouting portion is along the outer contour of the fixed plate In the extended annular pipeline, the first elastic member is an annular sleeve sleeved on the first grouting portion.
  • the above-mentioned annular first grouting portion can effectively adapt to the grouting capsule of the ring structure, so that the first grouting portion extends to different positions of the grouting capsule, so that the grouting of the grouting cavity at the bottom of the pile is more uniform; and the first elastic member It is sleeved on the first grouting portion of the tubular structure, and the first elastic member of the annular sleeve structure can effectively wrap the first grouting portion of the tubular structure to ensure that the first elastic member can be effectively grouted in the first When the pressure inside the tube is less than that outside the tube, the first grouting hole is effectively sealed, and mixtures such as sediment and sediment at the bottom of the hole are prevented from entering the grouting tube from all angles.
  • the grouting cavity at the bottom of a pile provided by the present invention, the grouting cavity at the bottom of a pile further comprises: a grouting structure communicating with the through hole and injecting grouting into the through hole.
  • a grouting structure communicating with the through hole and injecting grouting into the through hole.
  • Pressure penetration grouting replaces the water in the ground around the pile bottom with grouting to enhance the strength of the pile bottom.
  • the slurry is injected into the formation around the bottom of the pile from the through hole to form a slurry vein and enhance the strength of the pile bottom.
  • the grouting cavity at the bottom of a pile provided by the present invention is at least one grouting tube, and the grouting tube communicates with the through hole and injects grouting into the through hole.
  • the grouting can be injected into the through hole from a long distance simply and conveniently.
  • the grouting tube has a second grouting portion extending into the cavity of the through hole, and there are a plurality of second grouting holes provided in the first
  • the second grouting part is an arc-shaped pipe extending along the contour of the hole wall of the through hole.
  • the grouting cavity at the bottom of a pile provided by the present invention, the fixing plate has a slurry storage cavity in communication with the through hole, and the slurry filling pipe is in communication with a slurry inlet of the slurry storage cavity.
  • the slurry enters the through hole through the slurry filling tube and the slurry storage cavity on the fixed plate.
  • the grouting pipe is provided with a second one-way valve that controls the grouting pipe and the through hole to communicate or disconnect. In order to block the mud, sediment and other mixture passing through the hole from entering the filling pipe.
  • the second one-way valve includes: disposed opposite to the second grouting hole on the filling pipe to seal the second elasticity of the second grouting hole
  • the second elastic member has a sealed state that closely fits with the grout filling tube to block the blockage from entering the grout filling tube through the second grouting hole, and is moved away from The slurry pipe moves in the direction so that the slurry passes through the second grouting hole into the open state of the through hole.
  • the above-mentioned second elastic member that can be deformed can simply and effectively ensure the one-way slurry discharge of the filling pipe to ensure that the mixture passing through the hole cannot enter the filling pipe.
  • the grouting cavity at the bottom of the pile provided by the present invention is one through hole, which is arranged at the central position of the fixing plate.
  • the fixing plate forms an annular plate-like structure.
  • the inner edge of the fixing plate has an extension To the annular stopper of the inner ring of the grouting capsule; the second grouting hole of the filling tube is located on the side of the annular stopper away from the fixed plate.
  • the grouting capsule is provided with a capsule detection port for filling the interior with a medium to verify whether the grouting capsule has leaked and/or the magnitude of pressure that can be withstood .
  • Filling the grouting capsules with air, water or other medium through the capsule detection port can effectively verify the pressure that the grouting capsules can bear, and check the expansion and contraction capacity and volume size of the grouting capsules under the action of the slurry.
  • the grouting cavity at the bottom of the pile provided by the present invention is to provide the capsule detection port on the fixed plate, which can facilitate the operator's operation and reduce the user's difficulty in operation.
  • the grouting cavity at the bottom of a pile provided by the present invention the first elastic member and the second elastic member respectively have fixing portions with the first grouting portion and the second grouting portion.
  • the first elastic member is fixedly connected to the first grouting portion to effectively prevent the first elastic member from deviating from the preset position under the grouting pressure when the grouting is directed toward the cavity of the grouting capsule through the first grouting hole, resulting in the first
  • the elastic member loses the ability to seal the first grouting hole; similarly, the above-mentioned fixing portion can also effectively fix the second elastic member on the second grouting portion.
  • the cast-in-place pile provided by the present invention includes: a grouting cavity at the bottom of the pile; a reinforcing steel cage connected to the fixing plate of the grouting cavity at the bottom of the pile, the grouting pipe is fixedly connected to the reinforcing steel cage, and the pouring pile Since there is a pile bottom grouting chamber according to any one of the above schemes, it has the advantages described in any one of the above schemes.
  • the construction method of a cast-in-place pile provided by the present invention, the construction method of a cast-in-place pile includes the following steps: S1, forming a receiving hole, and cleaning the sediment in the receiving hole; S2, installing the lower end The steel cage of the grouting cavity at the bottom of the pile sinks to the bottom of the receiving hole; S3, through the through hole to discharge the sediment at the bottom of the fixed plate; S4, pouring concrete into the receiving hole To form a cast-in-place pile; S5, grouting into the grouting capsule to form an enlarged head at the bottom of the pile.
  • the above-mentioned through hole can effectively facilitate the construction party to discharge the sediment on the lower side of the fixed plate, thereby effectively ensuring that the thickness of the sediment of the containing hole is within the qualified range, which is convenient for the construction personnel to operate the construction and ensure the construction quality.
  • the cast-in-place pile further includes a pile-side grouting pipe fixed on the reinforcement cage, and the first grouting hole of the pile-side grouting pipe is disposed near the The location of the grouting capsule is grouting towards the formation on the side of the pile.
  • the cast-in-place pile provided by the present invention is aligned with the through hole by connecting a negative pressure suction pipe controlled by a vacuum exhaust press to discharge the sediment at the bottom of the containing hole.
  • the negative pressure suction pipe can continuously and effectively remove Slag is discharged to improve the efficiency of slag discharge.
  • Pressure penetration grouting replaces the water in the ground around the pile bottom with grouting to enhance the strength of the pile bottom.
  • the slurry is injected into the formation around the bottom of the pile from the through hole to form a slurry vein and enhance the strength of the formation at the bottom of the pile.
  • FIG. 1 is a schematic diagram of the internal structure of a grouting cavity at the bottom of a pile provided by the present invention
  • FIG. 2 is a schematic view of the internal structure of the pile bottom grouting chamber provided by the invention viewed from above;
  • FIG. 3 is a schematic diagram of the internal structure of a pile bottom grouting chamber provided with a first one-way valve and a second one-way valve provided by the present invention
  • FIG. 4 is a schematic diagram of construction of a cast-in-place pile provided by the present invention.
  • FIG. 5 is a schematic structural view of a receiving hole provided by the present invention.
  • FIG. 6 is a schematic diagram of the internal structure of the grouting cavity at the bottom of a pile of a single filling pipe provided by the present invention.
  • FIG. 7 is a schematic diagram of the internal structure of a grouting chamber at the bottom of a pile with a slurry storage chamber provided by the present invention.
  • connection should be understood in a broad sense, for example, it can be fixed connection or detachable Connected, or connected integrally; either mechanically or electrically; directly connected, or indirectly connected through an intermediary, or internally connected between two components.
  • installation should be understood in a broad sense, for example, it can be fixed connection or detachable Connected, or connected integrally; either mechanically or electrically; directly connected, or indirectly connected through an intermediary, or internally connected between two components.
  • the cast-in-place pile provided by this embodiment includes:
  • the grouting cavity at the bottom of the pile includes:
  • the fixing plate 4 is provided with a hole communicating with the bottom of the accommodating hole 1 for mud and sediment in the accommodating hole 1 to pass through the through hole 5 of the fixing plate 4
  • One hole 5 is provided at the center of the fixing plate 4, and the fixing plate 4 forms an annular plate-like structure.
  • the above-mentioned through hole 5 provided at the central position of the fixed plate 4 makes the various positions of the pile bottom grouting chamber relatively stable during the sinking process, so that the position deflection problem does not occur during the sinking of the pile bottom grouting chamber So that the grouting cavity reaches the bottom of the hole smoothly.
  • the through hole 5 in the center of the fixing plate 4 compared with the provision of a plurality of small holes, more space can be reserved for the through hole 5, so that the diameter of the through hole 5 can be effectively increased, thereby ensuring mud water Efficiently pass through the above-mentioned through hole 5 without forming a vortex that damages the wall of the hole;
  • the annular stopper 10 is an annular baffle provided along the edge of the inner ring of the fixing plate 4.
  • the annular baffle extends to the inner ring of the grouting capsule 2 and is perpendicular to the surface of the fixing plate 4.
  • the above-mentioned ring-shaped stopper 10 can effectively form a concrete and grouting capsule at the edge of the through hole 5 2 Separated barriers to prevent the concrete from encapsulating the grouting capsule 2 through the above-mentioned through hole 5 when pouring concrete towards the reinforcement cage, to avoid the grouting capsule 2 being affected by the concrete and affecting the grouting effect after the pouring pile
  • the height of the annular stopper 10 is not greater than the sum of the design thickness of the sediment of the accommodating hole 1 and the thickness of the grouting capsule 2 to ensure that the grouting cavity at the bottom of the pile sinks to a specified position. When the bottom of the hole 1 is in contact with each other, it causes a problem that the design thickness of the sediment exceeds the standard.
  • the annular stopper 10 whose height is less than or equal to the design thickness of the slag, after the slag cleaning of the accommodation hole 1 through the above-mentioned through hole 5, the annular stopper 10 is in contact with the bottom of the hole of the accommodation hole 1, which can effectively Detect whether the thickness of the sediment in the receiving hole 1 is within the qualified range, which is convenient for the construction personnel to operate the construction and ensure the construction quality.
  • the grouting capsule 2 is provided on the fixing plate 4, and the grouting capsule 2 and the fixing plate 4 enclose a containing cavity for containing slurry.
  • the above-mentioned fixing plate 4 can also be effectively connected with the reinforcement cage to realize the installation and use of the grouting cavity at the bottom of the pile.
  • a grouting capsule 2 made of rubber is provided on the fixing plate 4.
  • the grouting capsule 2 is a hollow ring structure adapted to the shape of the fixing plate 4, and has a slurry filled inside to carry the expansion of the pile body State, and the shrinkage state of the internal hollow; by designing the grouting capsule 2 into a hollow ring structure that fits the shape of the fixing plate 4, so as to ensure that muddy water etc.
  • the upper layer of the grouting cavity at the bottom of the pile will not create a vortex that destroys the hole wall between the grouting cavity at the bottom of the pile and the hole wall of the receiving hole 1, and because the shape of the grouting capsule 2 and the fixing plate 4 can be adapted
  • the volume of the grouting capsule 2 is effectively increased, so that the grouting capsule 2 can provide maximum fixation and support for the cast-in-place pile body and improve the firmness of the cast-in-place pile body.
  • annular first grouting portion 13 can effectively adapt to the grouting capsule 2 of the ring structure, so that the first grouting portion 13 extends to different positions of the grouting capsule 2, so that the grouting of the grouting cavity at the bottom of the pile is more uniform
  • a reinforced cage 14 is connected to the fixing plate 4 of the grouting cavity at the bottom of the pile.
  • the reinforced cage 14 is further provided with a pile-side grouting pipe 15.
  • the first grouting hole of the pile-side grouting pipe 15 is provided at Close to the location of the grouting capsule 2.
  • the first grouting portion 13 in the inner cavity of the pulp capsule 2 injects grouting into the grouting capsule 2.
  • the first grouting portion 13 is an annular pipe extending along the outer contour of the fixed plate 4, and the annular first grouting portion 13 is provided with a first grouting hole for the slurry to enter the grouting capsule 2 11.
  • the ring-shaped first grouting portion 13 is also provided with a first one-way valve for blocking the mixture of sediment, sediment, etc. from entering the grouting capsule 2 and the grouting pipe 3.
  • the first one-way valve includes: The first grouting hole 11 on the grouting pipe 3 is oppositely arranged to seal the first elastic member 12 of the first grouting hole 11, the first elastic member 12 is sleeved on the first grouting portion An annular sleeve-shaped rubber member on the above 13, the first elastic member 12 of the above-mentioned annular sleeve structure can effectively wrap the first grouting portion 13 of the tubular structure to ensure that the first elastic member 12 can effectively seal the first grouting hole 11 To prevent the mixture of sediment, sediment, etc. from entering the grouting pipe 3 from various angles.
  • the first elastic member 12 has a sealed state in close contact with the grouting pipe 3 to block the mixture of sand, sediment, etc.
  • the slurry passes through the first elastic member 12 and the first grouting portion 13 The gap between them overflows and enters the grouting capsule 2; or enters the formation through the damaged grouting capsule 2.
  • the above-mentioned deformable first elastic member 12 can simply and effectively ensure the unidirectional grouting of the grouting pipe 3 to ensure that the mixture in the grouting cavity at the bottom of the pile cannot enter the grouting pipe 3.
  • a filling structure is used to inject grouting into the inner ring space of the through hole 5 and the annular grouting capsule 2.
  • the filling structure is two filling pipes 17, the filling pipe 17 has a second grouting portion 18 that extends into the cavity of the through hole 5, the second grouting hole 20 is a plurality, and is provided on the second grouting portion 18, the second grouting
  • the portion 18 is an annular pipeline extending along the contour of the hole wall of the through hole 5.
  • the above-mentioned annular pipeline with a plurality of second grouting holes 20 can effectively increase the grouting efficiency of the second grouting portion 18. At the same time, ensure that the bottom formation has slurry inflow in all directions to ensure the effect of grouting.
  • the filling pipe 17 is provided with a second one-way valve that controls the connection and disconnection of the filling pipe 17 and the through hole 5.
  • the second one-way valve includes: a second elastic member 22 disposed opposite to the second grouting hole 20 on the filling pipe 17 to seal the second elastic member 22 of the second grouting hole 20, the second elastic member 22 is an annular sleeve sleeved on the annular second grouting portion 18, and the second elastic member 22 has a close contact with the grouting tube 17 to block the blockage from entering through the second grouting hole 20
  • the sealing state of the filling pipe 17 and the pressure in the filling pipe 17 move away from the filling pipe 17 so that the slurry passes through the second grouting hole 20 into the open state of the through hole 5 .
  • Grouting into the through-hole 5 has the following advantages: 1. Effectively eliminates the false points and dry ballast caused by the concrete falling from the elongated pipe due to the concrete falling from the concrete at the bottom of the pile due to too large a drop. 2. Effectively fill through holes 5 to enhance the strength of the pile bottom. 3. Pressure penetration grouting, the water in the ground around the pile bottom is replaced by grouting to enhance the strength of the pile bottom. 4.
  • the slurry is injected into the formation around the bottom of the pile from the through hole 5 to form a slurry vein and enhance the strength of the pile bottom.
  • one through hole 5 is provided at the center of the fixing plate 4.
  • the fixing plate 4 forms an annular plate-like structure.
  • the inner edge of the fixing plate 4 has an extension extending to all
  • the ring block 10 of the inner ring of the grouting capsule 2 is described; the second grouting hole 20 of the filling tube 17 is located on the side of the ring block 10 away from the fixing plate 4.
  • the fixing plate 4 is provided with a capsule detection port for filling the grouting capsule 2 with a medium to verify whether the grouting capsule 2 leaks and/or can withstand pressure 6. Filling the grouting capsule 2 with air, water or other media through the capsule detection port 6 can effectively detect the pressure that the grouting capsule 2 can bear, and check the expansion and contraction capacity and volume of the grouting capsule 2 under the action of the slurry size.
  • the first elastic member 12 and the second elastic member 22 have fixing portions with the first grouting portion 13 and the second grouting portion 18, respectively.
  • the first elastic member 12 and the first grouting portion 13 are fixedly connected by the fixing member 23, which can effectively prevent the first elastic member 12 from acting on the grouting pressure when grouting through the first grouting hole 11 toward the cavity of the grouting capsule 2
  • the lower deviation from the preset position causes the first elastic member 12 to lose the ability to seal the first grouting hole 11; similarly, the above-mentioned fixing portion can also effectively fix the second elastic member 22 on the second grouting portion 18.
  • the fixing member 23 is a rivet.
  • the application of the present invention does not specifically limit the connection method of the first elastic member 12 and the first grouting portion 13, and the second elastic member 22 and the second grouting portion 18.
  • the first elastic member 12 and the first grouting portion 13, as well as the second elastic member 22 and the second grouting portion 18 can also be fixed together by bonding, clamping members or fasteners, thereby further effectively preventing the direction through the grouting hole 3
  • the first elastic member 12 deviates from the preset position under the grouting pressure, causing the first elastic member 12 to lose the ability to seal the grouting hole.
  • the present application does not specifically limit the manner in which the first elastic member 12 and the first grouting portion 13 and the second elastic member 22 and the second grouting portion 18 are fixedly connected.
  • the first elastic member The member 12 is integrally formed on the first grouting portion 13, and there is a telescopic gap between the first elastic member 12 and the first grouting portion 13 for the passage of slurry.
  • the second elastic member 22 and the second grouting portion 18 can also be connected together by an integral molding method.
  • the use method of the annular grouting cavity at the bottom of the pile includes:
  • the cleaning grouting pipe 3 specifically includes: S1, opening the two grouting pipes 3 connected together through the first grouting portion 13; S2, one of the two in the open state
  • the cleaning fluid is injected into the grouting pipe 3, and the cleaning fluid is discharged from the other grouting pipe 3 that is in an open state and the cleaning fluid is not injected, and the pressure in the grouting pipe 3 is less than that of opening the first unit.
  • the pressure of the check valve can ensure that the first check valve is not opened by setting the above method, so that the cleaning liquid does not enter the grouting capsule 2, and the cleaning liquid can effectively clean the grouting tube 3;
  • Grouting into the grouting capsule 2 specifically includes: injecting slurry into the grouting tube 3 in an open state, the pressure in the first grouting portion 13 is greater than that of the first elastic member 12 The sum of self-shrinking pressure and external pressure, the slurry overflows through the gap between the first elastic member 12 and the first grouting portion 13 and enters the grouting capsule 2; when multiple grouting tubes 3 When the liquid circuit cannot be formed, the liquid pressure value in the grouting pipe 3 can be effectively increased, so that the pressure in the grouting pipe 3 is sufficient to open the first one-way valve, and the slurry is injected into the grouting capsule 2 to ensure the pile Normal use of bottom grouting chamber.
  • the grouting tube 3 can be cleaned in the above manner to ensure that the grouting tube 3 is unblocked, and then the intermittent grouting can be repeated multiple times to cope with different Construction situation.
  • the construction method of cast-in-place pile includes the following steps:
  • the application of the present invention does not specifically limit the structure of the first one-way valve.
  • the first one-way valve may also be an electrically controlled valve, and the first grouting hole 11 can be controlled remotely through the electrically controlled valve Opening and closing.
  • the application of the present invention does not specifically limit the manner in which the first elastic member 12 is fixedly connected to the first grouting portion 13.
  • the first elastic member 12 is integrally formed in the first grouting portion 13, there is a telescopic gap between the first elastic member 12 and the first grouting portion 13 for the slurry to pass through.
  • the application of the present invention does not specifically limit the structure of the first elastic member 12, in other embodiments, the first elastic member 12 may be an irregular sheet structure fixed on the surface of the first grouting portion 13 of the tubular structure
  • the shape of the first elastic member 12 is adapted to the arrangement shape of the first grouting hole 11.
  • the application of the present invention does not specifically limit the number of grouting pipes 3.
  • the grouting pipes 3 are set to three or more, so that multiple grouting pipes 3 can be opened while introducing the slurry into the first Grouting part 13 so as to ensure that the internal pressure value of the first grouting part 13 can effectively open the first elastic member 12 and the mixture close to the position of the first elastic member 12 to ensure that the first grouting part 13 has sufficient pressure, and Ensure the grouting efficiency of the grouting pipe 3; or open some of the grouting pipes 3 and close the grouting pipe 3, and inject the slurry into the opened grouting pipe 3 to ensure that the first grouting section 13 has enough Pressure, and the grouting efficiency of the grouting pipe 3.
  • the application of the present invention does not specifically limit the structure of the second grouting portion 18.
  • the second grouting portion 18 is an arc-shaped pipeline extending along the contour of the hole wall of the through hole 5 .
  • the filling pipe 17 is a single or multiple pieces, and the filling pipe 17 passes through the through hole 5 to inject Grouting in the inner ring space of the pulp capsule 2 and the pile bottom.
  • a grouting structure is used to inject grouting into the inner ring space of the through hole 5 and the annular grouting capsule 2.
  • the fixing plate 4 has a slurry storage chamber 19 that communicates with the through hole 5, and the slurry filling pipe 17 communicates with the slurry inlet 21 of the slurry storage chamber 19.
  • the filling pipe 17 is provided with a second one-way valve that controls the connection and disconnection of the filling pipe 17 and the through hole 5.
  • Grouting into the through-hole 5 has the following advantages: 1. Effectively eliminates the false points and dry ballast caused by the concrete falling from the elongated pipe due to the concrete falling from the concrete at the bottom of the pile due to too large a drop. 2. Effectively fill through holes 5 to enhance the strength of the pile bottom. 3. Pressure penetration grouting, the water in the ground around the pile bottom is replaced by grouting to enhance the strength of the pile bottom. 4. The slurry is injected into the formation around the bottom of the pile from the through hole 5 to form a slurry vein and enhance the strength of the pile bottom.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

本发明公开了一种桩底注浆腔及使用方法与灌注桩体及其施工方法，桩底注浆腔，包括：注浆胶囊，具有内部填充有浆液以承载桩体的膨胀状态，以及内部中空的收缩状态；注浆管，与所述注浆胶囊的内腔相连通，向所述注浆胶囊内注浆；固定板，所述注浆胶囊设置在所述固定板上，所述固定板上设有与容置孔底部相连通，供所述容置孔内的泥浆和/或沉渣穿过所述固定板的通过孔。以解决现有技术中具有注浆胶囊的灌注桩在钻孔灌注桩施工过程中，导致孔壁坍塌和沉渣超标，严重影响施工质量的问题。

Description

桩底注浆腔及使用方法与灌注桩体及其施工方法 技术领域
本发明涉及地基基础技术领域，具体涉及一种桩底注浆腔及使用方法与灌注桩体及其施工方法。
背景技术
目前在地基基础领域，灌注桩后注浆中普遍采用开敞式注浆。但是，开敞式注浆具有浆液注域可控性低，对桩端扩大头的形成及对周围地层的挤密效果以及桩端承载力提高的幅度较小的问题。
为了解决开敞式注浆的问题。现有技术中，公开了一种带有注浆胶囊的灌注桩注浆装置，包括注浆管、钢底板、注浆接口，以及注浆胶囊，所述注浆接口在钢底板上部及下部伸出，注浆接口的上部与注浆管相连，注浆接口的下部与在钢底板下部的注浆胶囊连接；且，所述注浆管上部与注浆泵连接。但是，在钻孔灌注桩施工，特别是使用泥浆护壁的施工过程中，上述带有注浆胶囊的灌注桩存在明显的缺陷。在钢筋笼底安装钢板注浆胶囊作为后注浆容器时，在随钢筋笼下到孔底的过程中，带有保护钢板的钢筋笼在钻孔中犹如活塞，使钻孔中的泥浆向上排出困难，会在泥浆水中形成破坏孔壁的涡流，使回旋于钢板边缘和钻孔壁之间的泥浆水流冲刷并同时扰动钻孔孔壁，造成钻孔孔壁坍塌的问题发生。并且，上述钢底板也会刮蹭钻孔孔壁，进一步加重钻孔孔壁的坍塌，孔壁坍塌致使经过清孔后的钻孔在注浆容器到底后孔底沉渣超标，同时钢底板的上侧也会堆积从钻孔 孔壁上坍塌下来的泥沙造成沉渣超标，严重影响钻孔灌注桩的质量，甚至造成断桩的问题。
发明内容
因此，本发明旨在提供一种桩底注浆腔及使用方法与灌注桩体及其施工方法，以解决现有技术中具有注浆胶囊的灌注桩在钻孔灌注桩施工过程中，导致孔壁坍塌和沉渣超标，严重影响施工质量的问题。为此，本发明提供一种桩底注浆腔，其包括：
注浆胶囊，具有内部填充有浆液以承载桩体的膨胀状态，以及内部中空的收缩状态；
注浆管，与所述注浆胶囊的内腔相连通，向所述注浆胶囊内注浆；
还包括：
固定板，所述注浆胶囊设置在所述固定板上，所述固定板上设有与容置孔的孔底相连通，供所述容置孔内的泥浆和/或沉渣穿过所述固定板的通过孔。
所述通过孔为一个，设置在所述固定板的中央位置，所述固定板构成环形板状结构。
所述注浆胶囊为与所述固定板形状相适配的中空环形结构。
环形结构的所述固定板其内环边缘，具有延伸至所述注浆胶囊内环的环形挡件。
所述环形挡件的高度不大于所述容置孔其沉渣的设计厚度值与处于收缩状态下的所述注浆胶囊其厚度二者之和。
所述环形挡件垂直于所述固定板表面。
桩底注浆腔，还包括：第一单向阀，所述第一单向阀设置在所述注浆管与所述注浆胶囊的连通位置，以阻挡所述注浆胶囊内的堵塞物进入所述注浆管。
所述注浆管上设置有供浆液进入所述注浆胶囊内的第一注浆孔，所述第一单向阀包括：与所述注浆管上的第一注浆孔相对设置，以密封所述第一注浆孔的第一弹性件，所述第一弹性件具有与所述注浆管紧密贴合以阻挡所述堵塞物通过所述第一注浆孔进入注浆管的密封状态，以及受到所述注浆管内压力作用朝向远离所述第一注浆部方向移动以使浆液通过所述第一注浆孔进入所述注浆胶囊的打开状态。
所述注浆管具有延伸至所述注浆胶囊内腔中的第一注浆部，所述第一注浆部为沿所述固定板外轮廓延伸的环形管路，所述第一弹性件为套置在所述第一注浆部上的环形套。
所述的桩底注浆腔，还包括：与所述通过孔相连通，向所述通过孔内注浆的补浆结构。
所述补浆结构为至少一根补浆管，所述补浆管与所述通过孔相连通，向所述通过孔内注浆。
所述补浆管具有延伸至所述通过孔孔腔中的第二注浆部，所述第二注浆孔为多个，设置在所述第二注浆部上，所述第二注浆部沿所述通过孔其孔壁轮廓延伸的弧形管路。
所述第二注浆部为沿所述通过孔其孔壁轮廓延伸的环形管路。
所述固定板具有与所述通过孔相连通的储浆腔，所述补浆管与所述储 浆腔的进浆口相连通。
所述补浆管上设置有控制所述补浆管和所述通过孔连通或断开的第二单向阀。
所述第二单向阀包括：与所述补浆管上的第二注浆孔相对设置，以密封所述第二注浆孔的第二弹性件，所述第二弹性件具有与所述补浆管紧密贴合以阻挡堵塞物通过所述第二注浆孔进入补浆管的密封状态，以及受到所述补浆管内压力作用朝向远离所述补浆管方向移动以使浆液通过所述第二注浆孔进入所述通过孔的打开状态。
所述第二弹性件为套置在所述第二注浆部上的环形套。
所述通过孔为一个，设置在所述固定板的中央位置，所述固定板构成环形板状结构，所述固定板其内环边缘，具有延伸至所述注浆胶囊内环的环形挡件；所述补浆管的第二注浆孔位于所述环形挡件其远离所述固定板的一侧。
所述注浆胶囊上设置有用于向其内部充入介质，以验证所述注浆胶囊是否发生泄漏和/或可以承受的压力大小的胶囊检测口，通过检测注浆胶囊可以承受的压力大小，有效地检验注浆胶囊在浆液作用下的膨胀收缩能力及其容积大小。
所述胶囊检测口设置在所述固定板上。
一种灌注桩体，包括：
上述桩底注浆腔；
钢筋笼，与所述桩底注浆腔其固定板相连，所述注浆管与所述钢筋笼固定相连。
所述的灌注桩体，还包括固定在所述钢筋笼上的桩侧注浆管，所述桩侧注浆管的第一注浆孔设置在靠近所述注浆胶囊的位置，朝向桩侧地层注浆。
灌注桩体的施工方法，包括以下步骤：
S1，形成容置孔，对所述容置孔内的沉渣进行清理；
S2，将下端安装有所述桩底注浆腔的钢筋笼下沉至所述容置孔的底部；
S3，通过所述通过孔以排出所述固定板下侧的所述沉渣；
S4，向所述容置孔内灌注混凝土，以形成灌注桩；
S5，向所述注浆胶囊内注浆，形成桩底扩大头。
灌注桩体的施工方法，在步骤S3中，通过所述通过孔以排出所述固定板下侧的所述沉渣包括：控制负压吸管对准所述通过孔，将所述容置孔孔底的沉渣排出。
灌注桩体的施工方法，还包括步骤S6：通过穿过所述通过孔的补浆管向桩底注浆。
灌注桩体的施工方法，还包括：步骤S7，朝向桩侧地层注浆。
桩底注浆腔的使用方法，包括：
清洗注浆管；
向所述注浆胶囊内注浆。
所述清洗注浆管具体包括：S1，打开通过第一注浆部连接在一起的至少两根所述注浆管；S2，向处于打开状态下的至少两根所述注浆管中的至少一根所述注浆管内注入清洗液，所述清洗液从处于打开状态且未注入所述清洗液的另外所述注浆管排出，所述注浆管内的压力小于打开第一单向 阀的压力。
所述向所述注浆胶囊内注浆具体包括：向处于打开状态下的所述注浆管中注入浆液，所述第一注浆部内的压力大于所述第一弹性件的偏压力，所述浆液通过所述第一弹性件和所述第一注浆部之间的间隙溢出，进入所述注浆胶囊内。
本发明的技术方案，具有如下优点：
1.本发明提供的桩底注浆腔，包括：注浆胶囊，具有内部填充有浆液以承载桩体的膨胀状态，以及内部中空的收缩状态；注浆管，与所述注浆胶囊的内腔相连通，向所述注浆胶囊内注浆；固定板，所述注浆胶囊设置在所述固定板上，所述固定板上设有与所述容置孔孔底相连通，供所述容置孔内的泥浆和/或沉渣穿过所述固定板的通过孔。通过设置在固定板上的通过孔，在桩底注浆腔朝向容置孔的孔底下沉的过程中，容置孔内的泥浆水和空气等会经通过孔从而进入桩底注浆腔上方，不会在桩底注浆腔和容置孔之间形成破坏孔壁的涡流，进而有效地避免桩底注浆腔下降过程中由于泥浆水等无法排出在容置孔中形成破坏孔壁的涡流的问题，避免回旋于固定板边缘和容置孔之间的泥浆水流冲刷并扰动容置孔孔壁，有效地防止容置孔的孔壁坍塌、孔底沉渣超标以及断桩的问题，有效地提高了灌注桩体的施工质量和进度。
2.本发明提供的桩底注浆腔，所述通过孔为一个，设置在所述固定板的中央位置，所述固定板构成环形板状结构。通过将一个上述通过孔设置在固定板的中央位置，使桩底注浆腔在下沉过程中其各个位置可以相对平 衡，从而使桩底注浆腔在下沉中不会发生位置偏斜的问题，使注浆腔顺利到达孔底。而且，通过孔的上述设置方式可以给通过孔预留出更多空间，从而可以有效地增大通过孔的孔径，进而保证泥浆水等有效地通过上述通过孔，不会形成破坏孔壁的涡流。
3.本发明提供的桩底注浆腔，所述注浆胶囊为与所述固定板形状相适配的中空环形结构。通过将注浆胶囊设计成与固定板形状相适配的中空环形结构，从而在保证泥浆水等可以有效地依次通过注浆胶囊和固定板进入桩底注浆腔上层，不会在桩底注浆腔和容置孔孔壁之间形成破坏孔壁的涡流的前提下。并且，因为注浆胶囊与固定板形状相适配可以有效地增大注浆胶囊的体积，使注浆胶囊可以最大程度地为灌注桩体提供固定和支撑，提高灌注桩体的牢固性能和承载能力。
4.本发明提供的桩底注浆腔，环形结构的所述固定板其内环边缘，具有延伸至所述注浆胶囊内环的环形挡件。在灌注桩体的施工过程中，需要向安装有桩底注浆腔的钢筋笼灌注混凝土以形成灌注桩体，上述环形挡件可以有效地在通过孔边缘形成一个将混凝土和注浆胶囊分隔开的阻挡件，以防止在朝向钢筋笼内灌注混凝土时，混凝土通过上述通过孔包裹注浆胶囊的问题，避免注浆胶囊因被混凝土包裹影响灌注桩后注浆效果的问题发生。
5.本发明提供的桩底注浆腔，所述环形挡件的高度不大于所述容置孔其沉渣的设计厚度值与所述注浆胶囊其厚度二者之和。通过将环形挡件的高度设置为小于或者等于容置孔其沉渣的设计厚度值与所述注浆胶囊其厚度二者之和，保证桩底注浆腔下沉到指定位置，环形挡件与容置孔的孔底 相抵接时，造成沉渣设计厚度超标的问题。并且，通过上述高度小于或者等于沉渣设计厚度的环形挡件，通过上述通过孔对容置孔进行沉渣清理后，环形挡件与容置孔的孔底相抵接，可以有效地检测容置孔的沉渣厚度是否处于合格范围，方便施工人员操作施工，保证施工质量。
6.本发明提供的桩底注浆腔，所述环形挡件垂直于所述固定板表面，环形挡件与固定板相垂直，可以使环形挡件有效地保护注浆胶囊，同时保证容置孔内的泥浆水等会迅速通过通过孔，进入桩底注浆腔上方，不会形成破坏孔壁的涡流，进而影响灌注桩体的施工质量和施工进度。
7.本发明提供的桩底注浆腔，还包括：第一单向阀，所述第一单向阀设置在所述注浆管与所述注浆胶囊的连通位置，以阻挡所述注浆胶囊内的泥沙、沉渣等混合物进入所述注浆管。通过上述第一单向阀可以有效地防止当注浆胶囊发生破裂等情况下，注浆管外部的压力大于注浆管内部的压力时，进入注浆胶囊内的泥沙、沉渣等混合物进入注浆管，或因机械故障造成注浆中断，从而造成注浆管堵塞的问题，以致桩底注浆腔无法使用的问题。而且，通过上述第一单向阀可以有效地避免泥沙、沉渣等混合物进入注浆管，进而在注浆胶囊在注浆前就发生破损并有沉渣混合物进入的情况下，通过注浆管朝向注浆胶囊方向仍可持续注浆；或因机械故障造成注浆中断的情况下，通过及时冲洗注浆管保证管路畅通，可以实现重复多次注浆，保证桩端扩大头的形成以及对周围地层的挤密效果、提高桩端承载力。
8.本发明提供的桩底注浆腔，所述注浆管上设置有供浆液进入所述注浆胶囊内的第一注浆孔，所述第一单向阀包括：与所述注浆管上的第一注 浆孔相对设置，以密封所述第一注浆孔的第一弹性件，所述第一弹性件具有与所述注浆管紧密贴合以阻挡泥沙、沉渣等混合物通过所述第一注浆孔进入注浆管的密封状态，以及受到所述注浆管内压力作用朝向远离所述第一注浆部方向移动以使浆液通过所述第一注浆孔进入所述注浆胶囊的打开状态。上述第一弹性件设置在注浆管其与注浆胶囊相连通的位置，当所述第一注浆部内的压力小于所述第一弹性件其自身收缩压力和外部压力之和，第一弹性件会在其自身收缩压力产生的偏压力作用下与注浆管相贴合以封堵第一注浆孔，从而有效地避免泥沙、沉渣等混合物通过第一注浆孔进入注浆管以堵塞注浆管，造成无法对桩底注浆腔注浆的问题。当所述第一注浆部内的压力大于所述第一弹性件其自身收缩压力和外部压力之和，所述浆液通过所述第一弹性件和所述第一注浆部之间的间隙溢出，进入注浆胶囊内；或通过破损的注浆胶囊进入地层。通过上述可以发生形变的第一弹性件可以简单有效地保证注浆管单向排浆，以保证桩底注浆腔内的混合物无法进入注浆管，且当注浆胶囊破裂时还可以实现注浆加固桩底地层，提高桩端承载力。
9.本发明提供的桩底注浆腔，所述注浆管具有延伸至所述注浆胶囊内腔中的第一注浆部，所述第一注浆部为沿所述固定板外轮廓延伸的环形管路，所述第一弹性件为套置在所述第一注浆部上的环形套。上述环形的第一注浆部可以有效地适应环形结构的注浆胶囊，使第一注浆部延伸至注浆胶囊不同位置，使桩底注浆腔的注浆更加均匀；并且第一弹性件套置在管状结构的第一注浆部上，通过上述环形套结构的第一弹性件可以有效地包裹管状结构的第一注浆部，以保证第一弹性件可以有效的在第一注浆部管 内压力小于管外时，有效地密封第一注浆孔，从各个角度防止孔底泥沙、沉渣等混合物进入注浆管。
10.本发明提供的桩底注浆腔，所述的桩底注浆腔，还包括：与所述通过孔相连通，向所述通过孔内注浆的补浆结构。通过上述补浆结构经通过孔向桩底注浆，可以有效地提高桩底的水泥浆含量，提高桩底混凝土质量。通过向通过孔内注浆具有以下优点：有效地消除因混凝土从细长的导管落下，因落差太大造成桩底部位的混凝土离析形成的虚尖和干碴石。有效地填充通过孔增强桩底强度。压力渗透灌浆，将桩底周围地层中的水通过注浆置换，增强桩底强度。浆液从通过孔注入桩底周围地层，形成浆脉，增强桩底强度。
11.本发明提供的桩底注浆腔，所述补浆结构为至少一根补浆管，所述补浆管与所述通过孔相连通，向所述通过孔内注浆。通过上述补浆管可以简单方便的远距离向通过孔内注浆。
12.本发明提供的桩底注浆腔，所述补浆管具有延伸至所述通过孔孔腔中的第二注浆部，所述第二注浆孔为多个，设置在所述第二注浆部上，所述第二注浆部为沿所述通过孔其孔壁轮廓延伸的弧形管路。上述具有多个第二注浆孔的弧形管路或者环形管路可以有效地增加第二注浆部的注浆效率。同时，保证底部地层各个方向均有浆液流入，保证注浆效果。
13.本发明提供的桩底注浆腔，所述固定板具有与所述通过孔相连通的储浆腔，所述补浆管与所述储浆腔的进浆口相连通。浆液通过补浆管以及固定板上的储浆腔进入通过孔，上述方式可以有效地将浆液均匀稳定地注入通过孔内。
14.本发明提供的桩底注浆腔，所述补浆管上设置有控制所述补浆管和所述通过孔连通或断开的第二单向阀。以阻挡通过孔内的泥沙、沉渣等混合物进入补浆管。
15.本发明提供的桩底注浆腔，所述第二单向阀包括：与所述补浆管上的第二注浆孔相对设置，以密封所述第二注浆孔的第二弹性件，所述第二弹性件具有与所述补浆管紧密贴合以阻挡堵塞物通过所述第二注浆孔进入补浆管的密封状态，以及受到所述补浆管内压力作用朝向远离所述补浆管方向移动以使浆液通过所述第二注浆孔进入所述通过孔的打开状态。通过上述可以发生形变的第二弹性件可以简单有效地保证补浆管单向排浆，以保证通过孔内的混合物无法进入补浆管。
16.本发明提供的桩底注浆腔，所述通过孔为一个，设置在所述固定板的中央位置，所述固定板构成环形板状结构，所述固定板其内环边缘，具有延伸至所述注浆胶囊内环的环形挡件；所述补浆管的第二注浆孔位于所述环形挡件其远离所述固定板的一侧。通过将第二注浆孔设置在环形挡件其远离所述固定板的一侧，从而保证浆液可以有效地填满注浆胶囊内环中间的孔洞，有效的增加桩底注浆腔底部地层水泥浆含量。
17.本发明提供的桩底注浆腔，所述注浆胶囊上设置有用于向其内部充入介质，以验证所述注浆胶囊是否发生泄漏和/或可以承受的压力大小的胶囊检测口。通过上述胶囊检测口向注浆胶囊充入空气、水或者其它介质，可以有效地验证注浆胶囊可以承受的压力大小，检验注浆胶囊在浆液作用下的膨胀收缩能力及其容积大小。
18.本发明提供的桩底注浆腔，将所述胶囊检测口设置在所述固定板 上，可以方便施工方操作，降低用户操作难度。
19.本发明提供的桩底注浆腔，第一弹性件和第二弹性件分别具有与第一注浆部和第二注浆部的固定部。第一弹性件与第一注浆部固定相连可以有效地防止通过第一注浆孔朝向注浆胶囊内腔注浆时，第一弹性件在注浆压力作用下偏离预设位置，导致第一弹性件失去对第一注浆孔密封的能力；同理，上述固定部也可以有效地将第二弹性件固定在第二注浆部上。
20.本发明提供的灌注桩体，包括：桩底注浆腔；钢筋笼，与所述桩底注浆腔其固定板相连，所述注浆管与所述钢筋笼固定相连，灌注桩体由于具有上述方案中任一项所述的桩底注浆腔，因此具有上述方案中任一项所述的优点。
21.本发明提供的灌注桩体的施工方法，灌注桩体的施工方法，包括以下步骤：S1，形成容置孔，对所述容置孔内的沉渣进行清理；S2，将下端安装有所述桩底注浆腔的钢筋笼下沉至所述容置孔的底部；S3，通过所述通过孔以排出所述固定板底部的所述沉渣；S4，向所述容置孔内灌注混凝土，以形成灌注桩；S5，向所述注浆胶囊内注浆，形成桩底扩大头。通过上述通过孔可以有效地方便施工方排出所述固定板下侧的沉渣，从而有效地保证容置孔的沉渣厚度处于合格范围，方便施工人员操作施工，保证施工质量。
22.本发明提供的灌注桩体的施工方法，灌注桩体还包括固定在所述钢筋笼上的桩侧注浆管，所述桩侧注浆管的第一注浆孔设置在靠近所述注浆胶囊的位置，朝向桩侧地层注浆。通过向灌注桩体侧壁周围地层进行压力注浆，使桩身周围地层更加密实，强度更高，也使灌注桩与周围的地层结 合的更加紧密，最终使桩的极限承载力大幅度提高。
23.本发明提供的灌注桩体，通过连接有排真空压力机控制的负压吸管对准所述通过孔，将所述容置孔孔底的沉渣排出，上述负压吸管可以持续有效地将沉渣排出，提高排渣效率。
24.本发明提供的灌注桩体的施工方法，灌注桩体的施工方法，还包括步骤S6：通过穿过所述通过孔的补浆管向桩底注浆。通过上述补浆结构经通过孔向桩底注浆，可以有效地提高桩底的水泥浆含量，提高桩底混凝土质量。通过向通过孔内注浆具有以下优点：有效地消除因混凝土从细长的导管落下，因落差太大造成桩底部位的混凝土离析形成的虚尖和干碴石。有效地填充通过孔增强桩底强度。压力渗透灌浆，将桩底周围地层中的水通过注浆置换，增强桩底强度。浆液从通过孔注入桩底周围地层，形成浆脉，增强桩底地层强度。
附图说明
为了更清楚地说明本发明具体实施方式或现有技术中的技术方案，下面将对具体实施方式或现有技术描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图是本发明的一些实施方式，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1为本发明提供的桩底注浆腔内部结构示意图；
图2为本发明提供的桩底注浆腔俯视内部结构示意图；
图3为本发明提供的具有第一单向阀和第二单向阀的桩底注浆腔内部 结构示意图；
图4为本发明提供的灌注桩体的施工示意图；
图5为本发明提供的容置孔其结构示意图；
图6为本发明提供的单根补浆管的桩底注浆腔内部结构示意图；
图7为本发明提供的具有储浆腔的桩底注浆腔内部结构示意图。
附图标记说明：
1-容置孔；2-注浆胶囊；3-注浆管；4-固定板；5-通过孔；6-胶囊检测口；10-环形挡件；11-第一注浆孔；12-第一弹性件；13-注浆部；14-钢筋笼；15-桩侧注浆管；16-注浆管接口；17-补浆管；18-第二注浆部；19-储浆腔；20-第二注浆孔；21-进浆口；22-第二弹性件；23-固定件。
具体实施方式
下面将结合附图对本发明的技术方案进行清楚、完整地描述，显然，所描述的实施例是本发明一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
在本发明的描述中，需要说明的是，术语“中心”、“上”、“下”、“左”、“右”、“竖直”、“水平”、“内”、“外”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。此外，术语“第一”、“第二”、“第 三”仅用于描述目的，而不能理解为指示或暗示相对重要性。
在本发明的描述中，需要说明的是，除非另有明确的规定和限定，术语“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以具体情况理解上述术语在本发明中的具体含义。
此外，下面所描述的本发明不同实施方式中所涉及的技术特征只要彼此之间未构成冲突就可以相互结合。
实施例1
本实施例提供的灌注桩体，如图4和图5所示，其包括：
桩底注浆腔，如图1至3所示，其包括：
固定板4，所述固定板4上设有与所述容置孔1孔底相连通，供所述容置孔1内的泥浆和沉渣穿过所述固定板4的通过孔5，上述通过孔5为一个，设置在所述固定板4的中央位置，所述固定板4构成环形板状结构。通过设置在固定板4中央位置的通过孔5，在桩底注浆腔朝向容置孔1的孔底下沉的过程中，容置孔1内的泥浆水和空气等会经通过孔5从而进入桩底注浆腔上方，不会在桩底注浆腔和容置孔1之间形成破坏孔壁的涡流，进而有效地避免桩底注浆腔下降过程中由于泥浆水等无法排出在容置孔1中形成破坏孔壁的涡流的问题，避免回旋于固定板4边缘和容置孔1之间的泥浆水流冲刷并扰动容置孔1孔壁，有效地防止容置孔1的孔壁坍塌、孔底 沉渣超标以及断桩的问题，有效地提高了灌注桩体的施工质量。而且，设置在固定板4中央位置的上述通过孔5，使桩底注浆腔在下沉过程中其各个位置可以相对平衡，从而使桩底注浆腔在下沉中不会发生位置偏斜的问题，使注浆腔顺利到达孔底。另外，将通过孔5设置在固定板4中央位置，相对于设置多个小型孔洞，可以给通过孔5预留出更多空间，从而可以有效地增大通过孔5的孔径，进而保证泥浆水等有效地通过上述通过孔5，不会形成破坏孔壁的涡流；
环形挡件10，为沿所述固定板4其内环边缘设置的环形挡板，上述环形挡板延伸至所述注浆胶囊2内环，且垂直于所述固定板4表面。在灌注桩体的施工过程中，需要向安装有桩底注浆腔的钢筋笼灌注混凝土以形成灌注桩体，上述环形挡件10可以有效地在通过孔5边缘形成一个将混凝土和注浆胶囊2分隔开的阻挡件，以防止在朝向钢筋笼内灌注混凝土时，混凝土通过上述通过孔5包裹注浆胶囊2的问题，避免注浆胶囊2因被混凝土包裹影响灌注桩后注浆效果的问题发生。并且，上述环形挡件10的高度不大于所述容置孔1其沉渣的设计厚度与注浆胶囊2厚度之和，以保证桩底注浆腔下沉到指定位置，环形挡件10与容置孔1的孔底相抵接时，造成沉渣设计厚度超标的问题。并且，通过上述高度小于或者等于沉渣设计厚度的环形挡件10，通过上述通过孔5对容置孔1进行沉渣清理后，环形挡件10与容置孔1的孔底相抵接，可以有效地检测容置孔1的沉渣厚度是否处于合格范围，方便施工人员操作施工，保证施工质量。另一方面，所述注浆胶囊2设置在所述固定板4上，所述注浆胶囊2和所述固定板4围成用于容置浆液的容置腔。上述固定板4还可以有效地和钢筋笼相连，实现 桩底注浆腔的安装使用。
橡胶材质的注浆胶囊2，设置在所述固定板4上，所述注浆胶囊2为与所述固定板4形状相适配的中空环形结构，具有内部填充有浆液以承载桩体的膨胀状态，以及内部中空的收缩状态；通过将注浆胶囊2设计成与固定板4形状相适配的中空环形结构，从而在保证泥浆水等可以有效地依次通过注浆胶囊2和固定板4进入桩底注浆腔上层，不会在桩底注浆腔和容置孔1孔壁之间形成破坏孔壁的涡流的前提下，并且，因为注浆胶囊2与固定板4形状相适配可以有效地增大注浆胶囊2的体积，使注浆胶囊2可以最大程度地为灌注桩体提供固定和支撑，提高灌注桩体的牢固性能。而且，上述环形的第一注浆部13可以有效地适应环形结构的注浆胶囊2，使第一注浆部13延伸至注浆胶囊2不同位置，使桩底注浆腔的注浆更加均匀
钢筋笼14，与所述桩底注浆腔其固定板4相连，所述钢筋笼14上还设置有桩侧注浆管15，所述桩侧注浆管15的第一注浆孔设置在靠近所述注浆胶囊2的位置。通过向灌注桩底部进行压力注浆，使桩身和桩底扩大头等紧密结合，使桩底扩大头和桩底桩周围地层更加密实，强度更高，最终使桩的极限承载力大幅度提高。同时，朝向所述桩侧壁周围地层注浆。通过向灌注桩侧壁周围地层进行压力注浆，使桩身周围地层更加密实，强度更高，也使灌注桩与周围的地层结合的更加紧密，最终使桩的极限承载力大幅度提高；
注浆管3，为两根，与所述钢筋笼14固定绑扎相连，所述注浆管3与所述注浆胶囊2的内腔相连通，所述注浆管3具有延伸至所述注浆胶囊2内腔中的第一注浆部13，向所述注浆胶囊2内注浆。所述第一注浆部13为 沿所述固定板4外轮廓延伸的环形管路，环形的第一注浆部13上设置有供浆液进入所述注浆胶囊2内的第一注浆孔11，环形的第一注浆部13上还设置有用于阻挡泥沙、沉渣等混合物进入注浆胶囊2和注浆管3的第一单向阀，上述第一单向阀包括：与所述注浆管3上的第一注浆孔11相对设置，以密封所述第一注浆孔11的第一弹性件12，所述第一弹性件12为套置在所述第一注浆部13上的环形套状橡胶件，上述环形套结构的第一弹性件12可以有效地包裹管状结构的第一注浆部13，以保证第一弹性件12可以有效地密封第一注浆孔11，从各个角度防止孔底泥沙、沉渣等混合物进入注浆管3。第一弹性件12具有与所述注浆管3紧密贴合以阻挡泥沙、沉渣等混合物通过所述第一注浆孔11进入注浆管3的密封状态，以及受到所述注浆管3内压力作用朝向远离所述第一注浆部13方向移动以使浆液通过所述第一注浆孔11进入所述注浆胶囊2的打开状态。当所述第一注浆部13内的压力小于所述第一弹性件12其自身收缩压力和外部压力之和，第一弹性件12会在其自身收缩压力产生的偏压力作用下与注浆管3相贴合以封堵第一注浆孔11，从而有效地避免泥沙、沉渣等混合物通过第一注浆孔11进入注浆管3以堵塞注浆管3，造成无法对桩底注浆腔注浆的问题。当所述第一注浆部13内的压力大于所述第一弹性件12其自身收缩压力和外部压力之和，所述浆液通过所述第一弹性件12和所述第一注浆部13之间的间隙溢出，进入注浆胶囊2内；或通过破损的注浆胶囊2进入地层。通过上述可以发生形变的第一弹性件12可以简单有效地保证注浆管3单向排浆，以保证桩底注浆腔内的混合物无法进入注浆管3。
补浆结构，如图2所示，用于向所述通过孔5以及环形的注浆胶囊2 的内环空间注浆，所述补浆结构为两根补浆管17，所述补浆管17具有延伸至所述通过孔5孔腔中的第二注浆部18，所述第二注浆孔20为多个，设置在所述第二注浆部18上，所述第二注浆部18为沿所述通过孔5其孔壁轮廓延伸的环形管路，上述具有多个第二注浆孔20的环形管路可以有效地增加第二注浆部18的注浆效率。同时，保证底部地层各个方向均有浆液流入，保证注浆效果。所述补浆管17上设置有控制所述补浆管17和所述通过孔5连通或断开的第二单向阀。所述第二单向阀包括：与所述补浆管17上的第二注浆孔20相对设置，以密封所述第二注浆孔20的第二弹性件22，所述第二弹性件22为套置在环形的第二注浆部18上的环形套，所述第二弹性件22具有与所述补浆管17紧密贴合以阻挡堵塞物通过所述第二注浆孔20进入补浆管17的密封状态，以及受到所述补浆管17内压力作用朝向远离所述补浆管17方向移动以使浆液通过所述第二注浆孔20进入所述通过孔5的打开状态。通过上述补浆结构经通过孔5向桩底注浆，可以有效地提高桩底的水泥浆含量，提高桩底混凝土质量。通过向通过孔5内注浆具有以下优点：1.有效地消除因混凝土从细长的导管落下，因落差太大造成桩底部位的混凝土离析形成的虚尖和干碴石。2.有效地填充通过孔5增强桩底强度。3.压力渗透灌浆，将桩底周围地层中的水通过注浆置换，增强桩底强度。4.浆液从通过孔5注入桩底周围地层，形成浆脉，增强桩底强度。在本实施例中，所述通过孔5为一个，设置在所述固定板4的中央位置，所述固定板4构成环形板状结构，所述固定板4其内环边缘，具有延伸至所述注浆胶囊2内环的环形挡件10；所述补浆管17的第二注浆孔20位于所述环形挡件10其远离所述固定板4的一侧。通过将第二注浆孔20设置 在环形挡件10其远离所述固定板4的一侧，从而保证浆液可以有效地填满注浆胶囊2内环中间的孔洞，有效的增加桩底注浆腔底部地层水泥浆含量。
在本实施例中，所述固定板4上设置有用于向所述注浆胶囊2内部充入介质，以验证所述注浆胶囊2是否发生泄漏和/或可以承受的压力大小的胶囊检测口6。通过上述胶囊检测口6向注浆胶囊2充入空气、水或者其它介质，可以有效地检测注浆胶囊2可以承受的压力大小，检验注浆胶囊2在浆液作用下的膨胀收缩能力及其容积大小。
在本实施例中，第一弹性件12和第二弹性件22分别具有与第一注浆部13和第二注浆部18的固定部。第一弹性件12与第一注浆部13通过固定件23固定相连可以有效地防止通过第一注浆孔11朝向注浆胶囊2内腔注浆时，第一弹性件12在注浆压力作用下偏离预设位置，导致第一弹性件12失去对第一注浆孔11密封的能力；同理，上述固定部也可以有效地将第二弹性件22固定在第二注浆部18上。上述固定件23为铆钉。
当然，本发明申请对第一弹性件12和第一注浆部13，以及第二弹性件22和第二注浆部18的连接方式不做具体限制，在其它实施例中，第一弹性件12和第一注浆部13，以及第二弹性件22和第二注浆部18还可以通过粘接、卡接件或者紧固件固定在一起，从而进一步有效地防止通过注浆孔3朝向注浆胶囊2内腔注浆时，第一弹性件12在注浆压力作用下偏离预设位置，导致第一弹性件12失去对注浆孔密封的能力。
当然，本发明申请对第一弹性件12和第一注浆部13，以及第二弹性件22和第二注浆部18固定相连的方式不做具体限制，在其它实施例中，第一弹性件12一体成型于第一注浆部13上，第一弹性件12和第一注浆部13 之间具有供浆液通过的伸缩间隙。以及第二弹性件22和第二注浆部18也可以通过一体成型的方式连接在一起。
桩底环形注浆腔的使用方法，包括：
清洗注浆管3，所述清洗注浆管3具体包括：S1，打开通过第一注浆部13连接在一起的两根所述注浆管3；S2，向处于打开状态下的其中一根所述注浆管3内注入清洗液，所述清洗液从处于打开状态且未注入所述清洗液的另外所述注浆管3排出，所述注浆管3内的压力小于打开第一单向阀的压力，通过设置上述方式可以保证第一单向阀不打开，以使清洗液不进入注浆胶囊2，清洗液可以有效地对注浆管3进行清理；
向所述注浆胶囊2内注浆，具体包括：向处于打开状态下的所述注浆管3中注入浆液，所述第一注浆部13内的压力大于所述第一弹性件12其自身收缩压力和外部压力之和，所述浆液通过所述第一弹性件12和所述第一注浆部13之间的间隙溢出，进入所述注浆胶囊2内；当多根注浆管3无法形成液体回路时，可以有效地增大注浆管3内的液体压力值，从而使注浆管3内的压力足以打开第一单向阀，向注浆胶囊2内注入浆液，保证桩底注浆腔的正常使用。在本申请中，如果发生机械故障等因素，造成中断注浆的问题，可以通过上述方式清洗注浆管3，以保证注浆管3畅通，进而实现重复多次间歇式注浆，从而应对不同的施工情况。
灌注桩体的施工方法，包括以下步骤：
S1，形成容置孔1，对所述容置孔1内的沉渣进行清理；
S2，将下端安装有所述桩底注浆腔的钢筋笼14下沉至所述容置孔1的 底部；
S3，控制负压吸管对准所述通过孔5，将所述容置孔1孔底的沉渣排出；
S4，向所述容置孔1内灌注混凝土，以形成灌注桩；
S5，向所述注浆胶囊2内注浆，形成桩底扩大头；
S6，通过穿过所述通过孔5的补浆管17向桩底注浆。
S7，通过桩侧注浆管15朝向所述桩侧周围地层注浆。
当然，本发明申请对第一单向阀的结构不做具体限制，在其它实施例中，第一单向阀还可以是电控阀门，通过电控阀门可以远距离控制第一注浆孔11的打开和关闭。
当然，本发明申请对所述第一弹性件12与所述第一注浆部13固定相连的方式不做具体限制，在其它实施例中，第一弹性件12一体成型于第一注浆部13上，第一弹性件12和第一注浆部13之间具有供浆液通过的伸缩间隙。
当然，本发明申请对第一弹性件12的结构不做具体限制，在其它实施例中，第一弹性件12可以为固定在管状结构的第一注浆部13其表面的不规则片状结构，第一弹性件12的形状与第一注浆孔11的布置形状相适配。
当然，本发明申请对注浆管3的数量方式不做具体限制，在其它实施例中，注浆管3设置为三根或三根以上，从而可以开启多根注浆管3同时将浆液引入第一注浆部13，从而保证第一注浆部13的内部压力值可以有效地打开第一弹性件12以及靠近第一弹性件12位置的混合物，保证第一注浆部13有足够的压力，并保证注浆管3的注浆效率；或者开启其中的若干 根注浆管3另外的注浆管3关闭，向开启的注浆管3内注入浆液，以保证第一注浆部13有足够的压力，以及注浆管3的注浆效率。
当然，本发明申请对第二注浆部18的结构不做具体限制，在其它实施例中，所述第二注浆部18为沿所述通过孔5其孔壁轮廓延伸的弧形管路。
当然，本发明申请对补浆结构不做具体限制，在其它实施例中，如图6所示，补浆管17为单根或多根，补浆管17穿过所述通过孔5向注浆胶囊2内环空间以及桩底注浆。
实施例2
本实施例与实施例1的区别在于，如图7所示，补浆结构，用于向所述通过孔5以及环形的注浆胶囊2的内环空间注浆，所述补浆结构为两根补浆管17。所述固定板4具有与所述通过孔5相连通的储浆腔19，所述补浆管17与所述储浆腔19的进浆口21相连通。所述补浆管17上设置有控制所述补浆管17和所述通过孔5连通或断开的第二单向阀。通过上述补浆结构经通过孔5向桩底注浆，可以有效地提高桩底的水泥浆含量，提高桩底混凝土质量。通过向通过孔5内注浆具有以下优点：1.有效地消除因混凝土从细长的导管落下，因落差太大造成桩底部位的混凝土离析形成的虚尖和干碴石。2.有效地填充通过孔5增强桩底强度。3.压力渗透灌浆，将桩底周围地层中的水通过注浆置换，增强桩底强度。4.浆液从通过孔5注入桩底周围地层，形成浆脉，增强桩底强度。
显然，上述实施例仅仅是为清楚地说明所作的举例，而并非对实施方式的限定。对于所属领域的普通技术人员来说，在上述说明的基础上还可 以做出其它不同形式的变化或变动。这里无需也无法对所有的实施方式予以穷举。而由此所引伸出的显而易见的变化或变动仍处于本发明创造的保护范围之中。

Claims (29)

  1. 一种桩底注浆腔，其包括：
    注浆胶囊(2)，具有内部填充有浆液以承载桩体的膨胀状态，以及内部中空的收缩状态；
    注浆管(3)，与所述注浆胶囊(2)的内腔相连通，向所述注浆胶囊(2)内注浆；
    其特征在于，还包括：
    固定板(4)，所述注浆胶囊(2)设置在所述固定板(4)上，所述固定板(4)上设有与容置孔(1)底部相连通，供所述容置孔(1)内的泥浆和/或沉渣穿过所述固定板(4)的通过孔(5)。
  2. 根据权利要求1所述的桩底注浆腔，其特征在于，所述通过孔(5)为一个，设置在所述固定板(4)的中央位置，所述固定板(4)构成环形板状结构。
  3. 根据权利要求2所述的桩底注浆腔，其特征在于，所述注浆胶囊(2)为与所述固定板(4)形状相适配的中空环形结构。
  4. 根据权利要求3所述的桩底注浆腔，其特征在于，环形结构的所述固定板(4)其内环边缘，具有延伸至所述注浆胶囊(2)内环的环形挡件(10)。
  5. 根据权利要求4所述的桩底注浆腔，其特征在于，所述环形挡件(10)的高度不大于所述容置孔(1)其沉渣的设计厚度值与所述注浆胶囊(2)其厚度二者之和。
  6. 根据权利要求4所述的桩底注浆腔，其特征在于，所述环形挡件(10) 垂直于所述固定板(4)表面。
  7. 根据权利要求1至6中任一项所述的桩底注浆腔，其特征在于，还包括：第一单向阀，所述第一单向阀设置在所述注浆管(3)与所述注浆胶囊(2)的连通位置，以阻挡所述注浆胶囊(2)内的堵塞物进入所述注浆管(3)。
  8. 根据权利要求7所述的桩底注浆腔，其特征在于，所述注浆管(3)上设置有供浆液进入所述注浆胶囊(2)内的第一注浆孔(11)，所述第一单向阀包括：与所述注浆管(3)上的第一注浆孔(11)相对设置，以密封所述第一注浆孔(11)的第一弹性件(12)，所述第一弹性件(12)具有与所述注浆管(3)紧密贴合以阻挡所述堵塞物通过所述第一注浆孔(11)进入注浆管(3)的密封状态，以及受到所述注浆管(3)内压力作用朝向远离所述注浆管(3)方向移动以使浆液通过所述第一注浆孔(11)进入所述注浆胶囊(2)的打开状态。
  9. 根据权利要求8所述的桩底注浆腔，其特征在于，所述注浆管(3)具有延伸至所述注浆胶囊(2)内腔中的第一注浆部(13)，所述第一注浆部(13)为沿所述固定板(4)外轮廓延伸的环形管路，所述第一弹性件(12)为套置在所述第一注浆部(13)上的环形套。
  10. 根据权利要求1至9中任一项所述的桩底注浆腔，其特征在于，还包括：与所述通过孔(5)相连通，向所述通过孔(5)内注浆的补浆结构。
  11. 根据权利要求10所述的桩底注浆腔，其特征在于，所述补浆结构为至少一根补浆管(17)，所述补浆管(17)与所述通过孔(5)相连通，向所述通过孔(5)内注浆。
  12. 根据权利要求11所述的桩底注浆腔，其特征在于，所述补浆管(17)具有延伸至所述通过孔(5)孔腔中的第二注浆部(18)，所述第二注浆孔(20)为多个，设置在所述第二注浆部(18)上，所述第二注浆部(18)为沿所述通过孔(5)其孔壁轮廓延伸的弧形管路。
  13. 根据权利要求12所述的桩底注浆腔，其特征在于，所述第二注浆部(18)为沿所述通过孔(5)其孔壁轮廓延伸的环形管路。
  14. 根据权利要求11所述的桩底注浆腔，其特征在于，所述固定板(4)具有与所述通过孔(5)相连通的储浆腔(19)，所述补浆管(17)与所述储浆腔(19)的进浆口(21)相连通。
  15. 根据权利要求12至14中任一项所述的桩底注浆腔，其特征在于，所述补浆管(17)上设置有控制所述补浆管(17)和所述通过孔(5)连通或断开的第二单向阀。
  16. 根据权利要求15所述的桩底注浆腔，其特征在于，所述第二单向阀包括：与所述补浆管(17)上的第二注浆孔(20)相对设置，以密封所述第二注浆孔(20)的第二弹性件(22)，所述第二弹性件(22)具有与所述补浆管(17)紧密贴合以阻挡堵塞物通过所述第二注浆孔(20)进入补浆管(17)的密封状态，以及受到所述补浆管(17)内压力作用朝向远离所述补浆管(17)方向移动以使浆液通过所述第二注浆孔(20)进入所述通过孔(5)的打开状态。
  17. 根据权利要求16所述的桩底注浆腔，其特征在于，所述第二弹性件(22)为套置在所述第二注浆部(18)上的环形套。
  18. 根据权利要求12至17中任一项所述的桩底注浆腔，其特征在于， 所述通过孔(5)为一个，设置在所述固定板(4)的中央位置，所述固定板(4)构成环形板状结构，所述固定板(4)其内环边缘，具有延伸至所述注浆胶囊(2)内环的环形挡件(10)；所述补浆管(17)的第二注浆孔(20)位于所述环形挡件(10)其远离所述固定板(4)的一侧。
  19. 根据权利要求1至18中任一项所述的桩底注浆腔，其特征在于，所述注浆胶囊(2)上设置有用于向其内部充入介质的胶囊检测口(6)。
  20. 根据权利要求19所述的桩底注浆腔，其特征在于，所述胶囊检测口(6)设置在所述固定板(4)上。
  21. 一种灌注桩体，其特征在于，包括：
    权利要求1至20中任一项所述的桩底注浆腔；
    钢筋笼(14)，与所述桩底注浆腔其固定板(4)相连，所述注浆管(3)与所述钢筋笼(14)固定相连。
  22. 根据权利要求21所述的灌注桩体，其特征在于，还包括固定在所述钢筋笼(14)上的桩侧注浆管(15)，所述桩侧注浆管(15)的第一注浆孔设置在靠近所述注浆胶囊(2)的位置，朝向桩侧地层注浆。
  23. 一种权利要求21或22所述的灌注桩体的施工方法，其特征在于，包括以下步骤：
    S1，形成容置孔(1)，对所述容置孔(1)内的沉渣进行清理；
    S2，将下端安装有所述桩底注浆腔的钢筋笼(14)下沉至所述容置孔(1)的底部；
    S3，通过所述通过孔(5)以排出所述固定板(4)下侧的所述沉渣；
    S4，向所述容置孔(1)内灌注混凝土，以形成灌注桩；
    S5，向所述注浆胶囊(2)内注浆，形成桩底扩大头。
  24. 根据权利要求23所述的灌注桩体的施工方法，其特征在于，在步骤S3中，通过所述通过孔(5)以排出所述固定板(4)下侧的所述沉渣包括：控制负压吸管对准所述通过孔(5)，将所述容置孔(1)孔底的沉渣排出。
  25. 根据权利要求23或24所述的灌注桩体的施工方法，其特征在于，还包括步骤S6：通过穿过所述通过孔(5)的补浆管(17)向灌注桩体底部注浆。
  26. 根据权利要求23所述的灌注桩体的施工方法，其特征在于，还包括：步骤S7，朝向灌注桩体侧部地层注浆。
  27. 一种权利要求1-20中任一项所述的桩底注浆腔的使用方法，其特征在于，包括：
    清洗注浆管(3)；
    向所述注浆胶囊(2)内注浆。
  28. 根据权利要求27所述的桩底注浆腔的使用方法，其特征在于，所述清洗注浆管(3)具体包括：S1，打开通过第一注浆部(13)连接在一起的至少两根所述注浆管(3)；S2，向处于打开状态下的至少两根所述注浆管(3)中的至少一根所述注浆管(3)内注入清洗液，所述清洗液从处于打开状态且未注入所述清洗液的另外所述注浆管(3)排出，所述注浆管(3)内的压力小于打开第一单向阀的压力。
  29. 根据权利要求27所述的桩底注浆腔的使用方法，其特征在于，所述向所述注浆胶囊(2)内注浆具体包括：向处于打开状态下的所述注浆管 (3)中注入浆液，所述第一注浆部(13)内的压力大于所述第一弹性件(4)的偏压力，所述浆液通过所述第一弹性件(4)和所述第一注浆部(13)之间的间隙溢出，进入所述注浆胶囊(2)内。
PCT/CN2019/093599 2018-12-25 2019-06-28 桩底注浆腔及使用方法与灌注桩体及其施工方法 WO2020133992A1 (zh)

Priority Applications (10)

Application Number Priority Date Filing Date Title
KR1020207037444A KR102593218B1 (ko) 2018-12-25 2019-06-28 파일 저부 그라우팅 장치, 현장타설 파일체 및 그의 시공 방법
SG11202008859PA SG11202008859PA (en) 2018-12-25 2019-06-28 Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same
BR112020025561-0A BR112020025561A2 (pt) 2018-12-25 2019-06-28 Cavidade de grauteamento em estaca inferior e método para seu uso, e corpo de estaca moldado no local e método para sua construção
MX2020013315A MX2020013315A (es) 2018-12-25 2019-06-28 Cavidad de lechada en la parte inferior del pilote y metodo para usarla, y cuerpo del pilote colado in situ y metodo para construirlo.
JP2021527267A JP7142835B2 (ja) 2018-12-25 2019-06-28 杭底グラウチングチャンバー及び使用方法、並びに場所打ち杭体及びその施工方法
EP19901429.1A EP3754115B1 (en) 2018-12-25 2019-06-28 Pile-bottom grouting cavity device and method for using same, and cast-in-place pile body and method for constructing same
US17/041,226 US11401674B2 (en) 2018-12-25 2019-06-28 Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same
CN201980000970.2A CN110896646B (zh) 2018-12-25 2019-06-28 桩底注浆装置及使用方法与灌注桩体及其施工方法
CA3104031A CA3104031C (en) 2018-12-25 2019-06-28 Pile-bottom grouting cavity and method for using the same, and cast-in-place pile body and method for constructing the same
PH12021550458A PH12021550458A1 (en) 2018-12-25 2021-03-03 Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201811586047.5A CN109469050A (zh) 2018-12-25 2018-12-25 灌注桩桩底安装中空（孔）环形钢板胶囊（腔）后注浆技术
CN201811586047.5 2018-12-25

Publications (1)

Publication Number Publication Date
WO2020133992A1 true WO2020133992A1 (zh) 2020-07-02

Family

ID=65677334

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/093599 WO2020133992A1 (zh) 2018-12-25 2019-06-28 桩底注浆腔及使用方法与灌注桩体及其施工方法

Country Status (12)

Country Link
US (1) US11401674B2 (zh)
EP (1) EP3754115B1 (zh)
JP (1) JP7142835B2 (zh)
KR (1) KR102593218B1 (zh)
CN (1) CN109469050A (zh)
BR (1) BR112020025561A2 (zh)
CA (1) CA3104031C (zh)
MX (1) MX2020013315A (zh)
PH (1) PH12021550458A1 (zh)
SA (1) SA521422058B1 (zh)
SG (1) SG11202008859PA (zh)
WO (1) WO2020133992A1 (zh)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114046743A (zh) * 2021-09-24 2022-02-15 浙江大学 一种码头桩基智能监控系统
US11401674B2 (en) 2018-12-25 2022-08-02 Yunfei Gao Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same

Families Citing this family (20)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110896646B (zh) * 2018-12-25 2021-04-02 高永光 桩底注浆装置及使用方法与灌注桩体及其施工方法
CN111733823A (zh) * 2020-06-15 2020-10-02 中冶地集团西北岩土工程有限公司 一种注浆埋管结构及钻孔灌注桩灌注过程中断桩处理方法
CN112962652B (zh) * 2021-02-01 2022-06-24 中交二航局第二工程有限公司 一种预制承台止水结构及方法
CN113073984A (zh) * 2021-04-16 2021-07-06 中铁隧道勘察设计研究院有限公司 一种用于隧道穿越小型岩溶洞群注浆预加固与成桩一体化的施工方法
CN113266004B (zh) * 2021-06-30 2023-12-19 武汉城建建设工程有限公司 一种用于浇筑桥梁水下灌注桩的装置及浇筑方法
CN113463643B (zh) * 2021-07-09 2022-06-03 南京东土建设科技有限公司 一种灌注桩分布式注浆系统
CN113721003B (zh) * 2021-09-01 2024-04-16 广东益鑫源工程建设管理咨询有限公司 一种锥探灌浆质量检测装备及检测方法
CN113718752A (zh) * 2021-09-10 2021-11-30 中国电建集团成都勘测设计研究院有限公司 地连墙复合式注浆方法及注浆结构
CN114482021B (zh) * 2021-09-26 2023-12-29 南水北调东线江苏水源有限责任公司 预设反向摩阻力联合桩底土固结的方法及形成的灌注桩
CN113897962A (zh) * 2021-10-27 2022-01-07 福建建中岩土工程有限责任公司 一种新型地下连续墙沉渣处理方法
CN113882385A (zh) * 2021-11-19 2022-01-04 中国建筑第八工程局有限公司 一种用于注浆施工中注浆管底部的止逆装置及施工方式
CN114934512B (zh) * 2022-06-07 2023-10-27 黄河科技学院 一种岩土工程高效注浆工艺及装置
CN115110516B (zh) * 2022-07-15 2024-05-28 河南省黄河高速公路有限公司 超长灌注桩桩侧高聚物分段式后压浆施工系统及方法
CN115094870B (zh) * 2022-08-01 2023-06-02 曹方彬 一种公路桥梁施工用路基加固处理装置
CN115369882B (zh) * 2022-09-05 2024-03-26 中国建筑第七工程局有限公司 一种用于灌注桩的后压浆装置及施工方法
CN115595962B (zh) * 2022-09-08 2024-02-02 中山大学 一种桩底扩张加固装置及加固方法
CN115879201B (zh) * 2022-12-20 2023-09-05 同济大学 一种永久护筒及沉渣固化提升灌注桩承载力的分析方法
CN116290358B (zh) * 2023-05-26 2023-08-15 河南钰润建筑工程有限公司 一种装配式建筑连接节点
CN116556447B (zh) * 2023-06-05 2023-11-21 水利部交通运输部国家能源局南京水利科学研究院 一种筒型基础筒内囊式多维注浆主动纠偏装置及操作方法
CN116645792B (zh) * 2023-07-24 2023-10-27 中建八局第一建设有限公司 一种钻孔灌注桩施工辅助装置

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001214438A (ja) * 2000-02-02 2001-08-07 East Japan Railway Co 場所打ちコンクリート杭の施工方法、及び場所打ちコンクリート杭底地盤プレロード装置
JP2003171930A (ja) * 2001-12-04 2003-06-20 East Japan Railway Co 場所打ち杭の施工方法
CN103741683B (zh) * 2013-12-23 2015-11-18 浙江天润建设有限公司 一种囊袋扩底刚柔组合桩及施工方法
CN106836179A (zh) * 2016-12-07 2017-06-13 浙江大学城市学院 竖向加强筋增强式囊式注浆桩及施工方法
CN108265720A (zh) * 2018-01-25 2018-07-10 天津大学 一种控制土体变形的单点囊式注浆装置及其方法
CN108411920A (zh) * 2018-01-25 2018-08-17 天津大学 一种控制土体变形的多点囊式注浆装置及其方法
CN109056716A (zh) * 2018-08-03 2018-12-21 高永光 人工挖孔和全套管工法灌注桩底安装橡胶囊（腔）后注浆技术
CN109469050A (zh) * 2018-12-25 2019-03-15 高永光 灌注桩桩底安装中空（孔）环形钢板胶囊（腔）后注浆技术

Family Cites Families (21)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SE451268B (sv) * 1982-12-21 1987-09-21 Atlas Copco Ab Svellkropp for i mark belegna konstruktioner
JPS61290115A (ja) * 1985-06-17 1986-12-20 Asahi Chem Ind Co Ltd 杭外周面に装着する袋体
JPH0833009B2 (ja) * 1987-07-13 1996-03-29 旭化成工業株式会社 袋体を有する既製杭の施工方法
JPH02140322A (ja) * 1988-11-18 1990-05-30 Asahi Chem Ind Co Ltd 既製杭装着用袋体
JP3609479B2 (ja) * 1995-02-21 2005-01-12 芦森工業株式会社 杭体への袋体の取付け構造及び固定具
JP4532755B2 (ja) 2001-02-02 2010-08-25 芦森工業株式会社 埋込み杭用袋体及びその施工方法
CN2568695Y (zh) 2002-08-27 2003-08-27 上海隧道工程股份有限公司 双管式囊袋结构装置
JP2009036010A (ja) 2007-07-12 2009-02-19 Shimizu Corp 沈下防止杭の造成方法及び沈下防止杭
JP4758463B2 (ja) 2008-08-22 2011-08-31 芦森工業株式会社 構造物直下の杭打ち方法及び袋体付杭
KR101069815B1 (ko) * 2008-12-31 2011-10-04 대림산업 주식회사 현장타설 콘크리트말뚝 선단부 포스트그라우팅 장치 및 이를 이용한 현장타설 콘크리트말뚝 선단보강 그라우팅 방법
KR101222071B1 (ko) * 2010-11-24 2013-01-15 한국건설기술연구원 설계 지지력 발현 확인과 즉각적인 선단지지력 발현이 가능한 현장타설 콘크리트 말뚝의 선단 맴브레인 덮개 장치 및 이를 구비한 현장타설 콘크리트 말뚝
KR101398910B1 (ko) * 2012-07-16 2014-05-27 이대동 선단확장형 파일
FR3003583B1 (fr) * 2013-03-21 2015-04-17 Soletanche Freyssinet Procede de consolidation d'un sol encaissant un tunnel
CN203411979U (zh) 2013-08-20 2014-01-29 河北建设勘察研究院有限公司 一种钻孔灌注桩桩侧后注浆装置
CN105178324B (zh) * 2015-09-25 2017-02-01 广州市市政工程设计研究总院 一种伞盘式异形桩的施工装置
JP6587943B2 (ja) * 2016-01-19 2019-10-09 東日本旅客鉄道株式会社 場所打ち杭用の注入バッグ
JP6632389B2 (ja) * 2016-01-19 2020-01-22 東日本旅客鉄道株式会社 注入バッグの設置方法
CN106759277A (zh) * 2016-11-16 2017-05-31 上海市建工设计研究院有限公司 注浆装置、扩底预制管桩、扩底灌注桩及其施工方法
KR102559207B1 (ko) * 2018-05-30 2023-07-25 에이치엘만도 주식회사 체크밸브
CN210395360U (zh) 2019-03-15 2020-04-24 高云飞 桩底注浆腔及灌注桩体
KR102248187B1 (ko) * 2019-07-17 2021-05-04 에스오씨기술지주 주식회사 보강그라우팅을 이용한 현장타설 말뚝 및 그 시공방법

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001214438A (ja) * 2000-02-02 2001-08-07 East Japan Railway Co 場所打ちコンクリート杭の施工方法、及び場所打ちコンクリート杭底地盤プレロード装置
JP2003171930A (ja) * 2001-12-04 2003-06-20 East Japan Railway Co 場所打ち杭の施工方法
CN103741683B (zh) * 2013-12-23 2015-11-18 浙江天润建设有限公司 一种囊袋扩底刚柔组合桩及施工方法
CN106836179A (zh) * 2016-12-07 2017-06-13 浙江大学城市学院 竖向加强筋增强式囊式注浆桩及施工方法
CN108265720A (zh) * 2018-01-25 2018-07-10 天津大学 一种控制土体变形的单点囊式注浆装置及其方法
CN108411920A (zh) * 2018-01-25 2018-08-17 天津大学 一种控制土体变形的多点囊式注浆装置及其方法
CN109056716A (zh) * 2018-08-03 2018-12-21 高永光 人工挖孔和全套管工法灌注桩底安装橡胶囊（腔）后注浆技术
CN109469050A (zh) * 2018-12-25 2019-03-15 高永光 灌注桩桩底安装中空（孔）环形钢板胶囊（腔）后注浆技术

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US11401674B2 (en) 2018-12-25 2022-08-02 Yunfei Gao Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same
CN114046743A (zh) * 2021-09-24 2022-02-15 浙江大学 一种码头桩基智能监控系统

Also Published As

Publication number Publication date
EP3754115B1 (en) 2023-05-10
PH12021550458A1 (en) 2021-12-06
MX2020013315A (es) 2021-02-22
EP3754115A4 (en) 2021-07-21
CN109469050A (zh) 2019-03-15
KR20210106342A (ko) 2021-08-30
CA3104031C (en) 2023-10-31
KR102593218B1 (ko) 2023-10-24
EP3754115A1 (en) 2020-12-23
JP7142835B2 (ja) 2022-09-28
BR112020025561A2 (pt) 2021-10-05
US20210010218A1 (en) 2021-01-14
US11401674B2 (en) 2022-08-02
SA521422058B1 (ar) 2023-01-22
JP2021532296A (ja) 2021-11-25
CA3104031A1 (en) 2020-07-02
SG11202008859PA (en) 2020-10-29

Similar Documents

Publication Publication Date Title
WO2020133992A1 (zh) 桩底注浆腔及使用方法与灌注桩体及其施工方法
WO2020024740A1 (zh) 桩底注浆腔及使用方法以及灌注桩体和灌注桩体的施工方法
CN110896646B (zh) 桩底注浆装置及使用方法与灌注桩体及其施工方法
CN210395360U (zh) 桩底注浆腔及灌注桩体
CN103132504B (zh) 预制隔水桩及其插拔施工方法
WO2021232686A1 (zh) 一种增加环刚度和抗拉强度的管道接头
CN102839691B (zh) 无砂水泥管深井降水井口快速封堵方法及其装置
CN111305193B (zh) 一种利用伸缩式导管灌注混凝土桩的施工工法
WO2023016034A1 (zh) 桩端底部注浆装置、灌注桩及其施工方法
CN205225174U (zh) 灌浆装置
CN208023598U (zh) 一种基坑降水管井
CN218439314U (zh) 勘察孔封堵装置
KR101817712B1 (ko) 암거 및 암거 시공방법
OA20936A (en) Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same
CN109442130A (zh) 排水管道口袋形堵水装置与施工安装结构及堵水拆堵方法
CN113279415A (zh) 地下连续墙成槽的高压泥浆护壁施工方法
KR20120125728A (ko) 이음부를 구비한 스크류파일
CN219100100U (zh) 一种深基坑降水井快速封堵装置
CN110500122A (zh) 顶管施工洞口防水加固结构及顶管施工洞口防水加固方法
CN214089669U (zh) 组装式防汛围井
CN115726401B (zh) 一种地下室局部抗浮泄压结构及其施工方法
CN219240598U (zh) 一种降水井封井结构
CN213741153U (zh) 一种公路桥梁施工围堰装置
CN214783846U (zh) 一种钻孔桩结构
RU2819693C1 (ru) Узел скважинного газосепаратора (варианты), способ его использования

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 19901429

Country of ref document: EP

Kind code of ref document: A1

ENP Entry into the national phase

Ref document number: 2019901429

Country of ref document: EP

Effective date: 20200916

ENP Entry into the national phase

Ref document number: 3104031

Country of ref document: CA

REG Reference to national code

Ref country code: BR

Ref legal event code: B01A

Ref document number: 112020025561

Country of ref document: BR

ENP Entry into the national phase

Ref document number: 2021527267

Country of ref document: JP

Kind code of ref document: A

NENP Non-entry into the national phase

Ref country code: DE

REG Reference to national code

Ref country code: BR

Ref legal event code: B01E

Ref document number: 112020025561

Country of ref document: BR

Free format text: APRESENTE TRADUCAO SIMPLES DA CERTIDAO DE DEPOSITO DA PRIORIDADE NO PAIS DE ORIGEM OU DECLARACAO ASSINADA, AMBAS CONTENDO TODOS OS DADOS IDENTIFICADORES DA PRIORIDADE, CONFORME ART. 16, 2O, DA LPI.

ENP Entry into the national phase

Ref document number: 112020025561

Country of ref document: BR

Kind code of ref document: A2

Effective date: 20201214