CN115030183A - Pile wall occlusion supporting structure and construction method thereof - Google Patents
Pile wall occlusion supporting structure and construction method thereof Download PDFInfo
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- CN115030183A CN115030183A CN202210748379.9A CN202210748379A CN115030183A CN 115030183 A CN115030183 A CN 115030183A CN 202210748379 A CN202210748379 A CN 202210748379A CN 115030183 A CN115030183 A CN 115030183A
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- 238000010276 construction Methods 0.000 title claims abstract description 77
- 230000002787 reinforcement Effects 0.000 claims abstract description 97
- 238000000034 method Methods 0.000 claims abstract description 66
- 238000003801 milling Methods 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 239000002689 soil Substances 0.000 claims description 17
- 239000000835 fiber Substances 0.000 claims description 13
- 238000005553 drilling Methods 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims description 6
- 238000005253 cladding Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 230000000452 restraining effect Effects 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 2
- 210000005056 cell body Anatomy 0.000 claims 3
- 238000005520 cutting process Methods 0.000 abstract description 4
- 238000005516 engineering process Methods 0.000 description 4
- 238000011065 in-situ storage Methods 0.000 description 4
- 238000005507 spraying Methods 0.000 description 4
- 230000002265 prevention Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000009991 scouring Methods 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
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- 238000011161 development Methods 0.000 description 1
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- 239000004744 fabric Substances 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
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- 238000004519 manufacturing process Methods 0.000 description 1
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- 230000002441 reversible effect Effects 0.000 description 1
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- 230000001360 synchronised effect Effects 0.000 description 1
- 230000002195 synergetic effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
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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
- E02D5/22—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
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Abstract
The invention discloses a pile-wall occlusion supporting structure and a construction method thereof, wherein the pile-wall occlusion supporting structure comprises a plurality of occlusion piles and an underground continuous wall, wherein the occlusion piles and the underground continuous wall are arranged alternately; the pile reinforcement cage is arranged in the occlusive pile and comprises a rectangular reinforcement cage positioned in the middle and arc reinforcement cages symmetrically fixed on a pair of opposite side walls of the rectangular reinforcement cage; the two sides of the secant pile are formed with concave notches through groove milling construction, and the underground continuous wall and the secant pile form a mortise and tenon structure through the notches. According to the invention, the pile reinforcement cage is designed into a structure consisting of the rectangular reinforcement cage and the arc-shaped reinforcement cage, so that the phenomenon that the pile reinforcement cage is subjected to cutting damage and the like due to the notch formed in the groove milling construction process can be effectively avoided, the sufficient length of the notch can be ensured on the premise of ensuring the good integrity of the pile reinforcement cage, the connection length between the secant pile and the underground continuous wall is increased, and the integrity and the stability of the supporting structure are improved.
Description
Technical Field
The invention belongs to the technical field of foundation pit engineering support, and relates to a pile-wall occlusion support structure and a construction method thereof.
Background
In the foundation pit engineering support, an underground continuous wall support structure is one of the commonly used support structures. The underground continuous wall has the characteristics of small construction vibration, low noise, large wall body rigidity, good integrity and diversified forms, is suitable for different soil qualities in application, can be used for reverse construction method construction, is widely applied to actual engineering, has the functions of water prevention, seepage prevention, deep foundation pit enclosure and the like, can also be used as a foundation for bearing horizontal force and the like, but cannot meet the requirement of lateral resistance of ultra-large excavation depth due to the thickness of the underground continuous wall, and after the construction of the underground continuous wall enclosure structure is finished, bar planting is carried out along with the step-by-step excavation process and secondary pouring is carried out, the process is complex and is controlled by the concrete maintenance age, so that the problems of long construction period, high manufacturing cost and the like exist.
In foundation pit engineering, a pile foundation supporting structure is one of important composition forms. The pile foundation has a series of advantages of high bearing capacity, small settlement, low settlement rate, convenience for mechanized construction and the like. The pile foundation mainly comprises three types of piles with circular sections, rectangular sections and opposite-shaped piles. Under the condition of the same materials, the special-shaped cross-section piles and the rectangular piles have larger side friction resistance due to larger pile peripheral area and have better horizontal load resistance due to larger cross-sectional inertia moment than the traditional circular cross-section piles, but at present, the whole continuous waterproof and soil-retaining enclosure structure with good seepage-proofing effect is formed by embedding the meshing structure between the circular cross-section piles and the part of the concrete row piles in the periphery, and is limited to the technical current situation of field construction.
At present, related technologies of underground continuous walls and cast-in-situ bored piles are mostly used for structural reinforcement or water prevention after construction of supporting structure main bodies is completed, synchronous completion of the selected main body structures during pouring is not considered, and construction efficiency of the supporting structure is reduced; in addition, the existing supporting structure does not comprehensively utilize the respective characteristics of the underground continuous wall and the cast-in-situ bored pile, and the related technology for combining the underground continuous wall and the cast-in-situ bored pile is lacked. With the continuous development of traffic technology, major engineering construction will develop larger and deeper requirements on the construction environment and the geometric dimension of the foundation, which puts forward new requirements on the supporting structure and the construction method of foundation pit engineering.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a pile-wall occlusion supporting structure and a construction method thereof, wherein the pile-wall occlusion supporting structure can fully utilize the structural characteristics of cast-in-situ piles and underground continuous walls, ensure the effectiveness and structural integrity of pile-wall occlusion joints, provide a pile-wall occlusion composite supporting structure system with high waterproofness and good stability, and provide a field implementation method for the construction of the supporting structure.
In order to achieve the purpose, the invention adopts the technical scheme that:
a pile-wall occlusion supporting structure comprises a plurality of occlusion piles and underground continuous walls, wherein the occlusion piles and the underground continuous walls are arranged alternately; the pile steel reinforcement cage is arranged inside the occlusive pile and comprises a rectangular steel reinforcement cage positioned in the middle and arc-shaped steel reinforcement cages symmetrically fixed on a pair of opposite side walls of the rectangular steel reinforcement cage; the cross section of the rectangular reinforcement cage is rectangular, and the cross section of the arc-shaped reinforcement cage is arc-shaped; two sides of the secant pile facing the underground continuous wall are formed with concave notches through groove milling construction, the width of each notch is matched with that of the underground continuous wall, and the underground continuous wall and the secant pile form a mortise and tenon structure through the notches. Preferably, the chord length of the arc of the cross section of the arc-shaped reinforcement cage is equal to the side length of the rectangular reinforcement cage connected with the arc-shaped reinforcement cage.
The invention also provides a construction method of the pile wall occlusion supporting structure, which comprises the following steps:
(1) after the pile foundation is lofted, embedding a steel pile casing, and adopting a rotary drilling pile foundation to form a hole so as to complete pile hole construction;
(2) finishing the processing of the pile reinforcement cage, vertically lowering the pile reinforcement cage, and then pouring pile body concrete to finish the construction of the secant pile; furthermore, when the pile reinforcement cage is processed, the vertical main reinforcements are connected by adopting a straight thread mechanical joint; the main rib joints are staggered by more than 1m in length, and the number of the joints on each section cannot exceed 50%.
(3) When the pile body concrete of the occlusive pile is in a final initial setting state, completing the construction of underground continuous wall guide channels, prefabricated guide walls, grooving and slurry preparation, dividing groove sections according to the construction requirements, and performing groove body construction; preferably, the groove section is divided into six areas, namely a middle area positioned in the middle of the groove section and notch areas positioned on two sides of the middle area, and the corresponding positions of the notch areas are areas where notches are formed on the side parts of the occlusive piles before groove milling construction; the middle area comprises a first area positioned on the upper layer, a reserved soil layer area positioned in the middle below the first area, and a second area and a third area which are positioned below the first area and positioned on two sides of the reserved soil layer area respectively; and in the process of excavating the groove section, excavating the groove in sequence according to the sequence of the first area, the second area, the third area, the reserved soil layer area and the notch area. In order to prevent weak links from occurring at joints of individual groove sections in construction, whether joint reinforcement measures are taken for part of groove joints is determined through groove body sound testing and a water pumping test before foundation pit excavation after groove body construction is completed. Specifically, the joint is treated by a high-spraying grouting method, namely a high-spraying hole is drilled at the position 30-40 cm away from the outer side of the joint of the wall body, then high-pressure rotary spraying grouting is carried out by a double-pipe method, and the high-spraying reinforcement technology is convenient to construct compared with underground continuous wall reinforcement and can be completed without excavation.
(4) And (5) finishing the downward placement of the reinforcement cage of the underground continuous wall, and pouring concrete to finish the construction of the underground continuous wall.
In the construction process, the perpendicularity of the reinforcement cage is an important index for smoothly implementing the occlusion construction of the pile wall, otherwise, the stress of the pile-wall structure in the later period is influenced. The invention provides two methods for controlling the perpendicularity of pile wall construction, which specifically comprise the following steps:
(1) pile reinforcement cage verticality control method
In order to ensure the verticality of the downward placement of the reinforcement cage, the invention provides two implementation methods, which comprise the following steps:
the method comprises the following steps: stopper method
In the process of lowering the pile reinforcement cage, the perpendicularity of the pile reinforcement cage is guaranteed by a limiting block method, and the method comprises the following specific steps: after the pile hole is formed, symmetrically installing a pair of limiting blocks with the same structure on the upper part of the steel casing, wherein the height of the limiting blocks is 3-5m, the opposite surfaces of the two limiting blocks are vertical planes, the distance between the two vertical planes is matched with the size of a rectangular reinforcement cage, and the rectangular reinforcement cage is arranged below along the area between the two limiting blocks; the pile reinforcement cage is ensured to meet the verticality control requirement in the lowering process through the limiting function of the limiting block on the pile reinforcement cage; and (4) removing the limiting block after the pile reinforcement cage is placed.
The method 2 comprises the following steps: cladding method
In the lowering process of the pile reinforcement cage, the verticality of the lowered pile reinforcement cage is ensured by adopting an outer cladding method, and the method comprises the following specific steps: coating the outer periphery of the pile reinforcement cage to form a fiber layer, so that the outer periphery profile of the fiber layer is matched with the inner diameter of the pile hole; so that the pile cage is positioned vertically below the fibre lay by the restraining action of the fibre lay.
(2) Perpendicularity control method for steel reinforcement cage of continuous wall
The control method for the descending verticality of the underground continuous wall reinforcement cage is a limiting block method, and the specific implementation method refers to the limiting block method for the descending of the pile reinforcement cage.
Compared with the prior art, the invention has the beneficial effects that:
(1) according to the invention, the pile reinforcement cage is designed into a structure consisting of the rectangular reinforcement cage and the arc-shaped reinforcement cage, so that the phenomenon that the pile reinforcement cage is subjected to cutting damage and the like due to the formation of the notch in the groove milling construction process can be effectively avoided, the notch has enough length on the premise of ensuring good integrity of the pile reinforcement cage, and the connection length between the secant pile and the underground continuous wall is increased; in addition, the underground continuous wall and the occlusive pile form a mortise and tenon structure through the notch, so that the pile foundation and the underground continuous wall foundation are combined and supported mutually, the transmission of bending moment and shearing force between the pile foundation and the underground continuous wall is ensured, the strength and the synergistic effect of the connection node for pile wall occlusion are improved, and the integrity of an occlusive supporting system of the pile wall structure is enhanced. The pile wall occlusion supporting structure provided by the invention has the advantages of high waterproofness and good stability.
(2) The construction method of the pile wall occlusion supporting structure solves the problem of occlusion of connecting joints during asynchronous construction of the pile wall, improves the construction efficiency of a supporting system, and simultaneously ensures the reliability of the supporting system; in the construction process, the verticality of the steel reinforcement cage is controlled, the effectiveness and structural integrity of the pile wall occlusion joint are ensured, the smooth proceeding of the pile wall occlusion construction is ensured, and a field implementation method is provided for the construction of a supporting structure.
Drawings
Fig. 1 is a schematic structural view of a pile-wall engagement supporting structure provided by the invention;
FIG. 2 is a cross-sectional view of a connecting structure of the secant pile and the underground diaphragm wall;
FIG. 3 is a cross-sectional profile view of the bite pile of FIG. 2;
FIG. 4 is a prior art connection of a secant pile to an underground diaphragm wall;
fig. 5 is a schematic diagram of the lowering of the pile cages by the stop block method;
fig. 6 is a schematic illustration of the lowering of the pile cages for the overcladding method;
FIG. 7 is a schematic diagram of the division of a trough section of an underground diaphragm wall;
reference numerals: 1-secant pile, 10-pile reinforcement cage, 101-rectangular reinforcement cage, 102-arc reinforcement cage, 2-underground continuous wall, 3-notch, 4-pile hole, 5-limiting block, 6-fiber layer, I-first region, II-second region, III-third region, IV-reserved soil layer region and V-notch region.
Detailed Description
The present invention will be further described with reference to the following examples and drawings so that those skilled in the art can better understand the present invention and can carry out the present invention, but the examples are not intended to limit the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a specific orientation, be constructed and operated in a specific orientation, and thus, are not to be construed as limiting the present invention. The terms "first," "second," "third," and the like, herein do not denote any particular quantity or order, but rather are used to distinguish one element from another.
In the present invention, unless otherwise specifically stated or limited, the terms "mounted" and "connected" are to be understood broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
Referring to fig. 1 to 3, a pile-wall interlocking support structure includes a plurality of interlocking piles 1 and underground continuous walls 2, wherein the interlocking piles 1 and the underground continuous walls 2 are circumferentially and alternately arranged; the pile 1 has a pile cage 10 within it, the pile cage 10 comprising a rectangular cage 101 located centrally thereof and arcuate cages 102 secured symmetrically to a pair of opposed side walls of the rectangular cage; the cross section of the rectangular reinforcement cage 101 is rectangular, and the cross section of the arc reinforcement cage 102 is arc; further, the arc-shaped reinforcement cage 102 has a cross section with an arc chord length equal to the side length of the rectangular reinforcement cage connected thereto. Two sides of secant pile 1 towards underground continuous wall 2 are formed with notch 3 of indent through the milling flutes construction, and the width of notch 3 and underground continuous wall 2's width looks adaptation, and underground continuous wall 2 passes through notch 3 and secant pile 1 formation mortise and tenon structure.
The steel reinforcement cage used by the existing bored pile is designed into a circular section according to the size of a pile hole, as shown in fig. 4, in order to ensure the smooth implementation of groove milling construction in the occlusion process of a pile wall in the project, the section of the pile steel reinforcement cage is designed into a circular and arc composite section, so that the phenomena of short distance of a connecting section, cutting damage of the steel reinforcement cage in the groove milling process and the like in the groove milling process are effectively avoided.
The invention also provides a construction method of the pile wall occlusion supporting structure, which comprises the following steps:
and (4) pretreating the periphery of the pile foundation hole site to be perforated according to a construction plan, removing floating soil and leveling the field. And after the pile foundation is lofted, embedding the steel casing. And comparing the rock stratum information of the project, setting the buried depth of the hole site pile casing constructed by using the rotary drilling rig to be 4 meters, the elevation of the pile top to be +2.000 meters, the elevation of the platform to be +5.000 meters, and additionally, super-irrigation to be 80cm, wherein the maximum depth of concrete poured into the pile casing is 1.8 meters, and the pile can be lifted by adopting a 180-t crawler crane. C20 concrete is poured into the gap between the back of the pile casing and the soil body after the steel pile casing is buried and finished so as to fix the pile casing, a ring of 50 cm-wide annular concrete cushion layer is laid at the ground joint along the pile casing edge to be used as hardening, and a rack is placed in the process of assisting in putting a cage.
According to different drilled stratums, the method is divided into a cutting tooth type annular drill bit for drilling weathered bedrock and a cone annular barrel type drill bit for drilling hard bedrock, wherein a phi 1.5m drill bit is used for drilling to the depth of a hole, then a phi 2m drill bit is used for following, then a phi 2.8m drill bit is used for following, and finally a phi 3.5m drill bit is used for following, so that pile hole construction is completed; in order to strictly control the verticality of the formed hole, a steel pile casing is embedded strictly according to the standard, and the accurate lofting is mainly adopted to ensure that the position deviation of the top surface of the steel pile casing is less than or equal to 5cm and the inclination of the steel pile casing is less than or equal to 1 percent; and after the drilling machine is in place, accurate point alignment is carried out, intersection control is carried out through different externally-placed guide piles when the pile casing is embedded, whether the center point of the pile casing is consistent with the pile core or not is rechecked after embedding is finished, and the verticality is checked once when the pile casing is drilled for 1-2 m.
When the reinforcement cage is processed, the vertical main reinforcement is connected by adopting a straight thread mechanical joint. The main rib joints are staggered by more than 1m in length, and the number of the joints on each section cannot exceed 50%. When the steel reinforcement cage is lengthened, the steel reinforcement cannot rotate, the steel reinforcement is connected through the rotating sleeve, the difficulty of integral on-site alignment is considered, the straight thread sleeve is lengthened, the verticality of the steel reinforcement cage needs to be strictly controlled when the steel reinforcement cage is placed, pile body concrete is poured after the pile steel reinforcement cage is placed, and the construction of the secant pile is completed. Wherein: to ensure the verticality of the lowering of the pile cages, the invention provides two implementation methods, which are as follows:
the method comprises the following steps: stopper method
Referring to fig. 5, in the lowering process of the pile cage, the limiting block method is used to ensure the perpendicularity of the pile cage in the lowering process, and the specific steps are as follows: after pile holes are formed, symmetrically mounting a pair of limiting blocks 6 with the same depth of 4m on the upper part of the steel casing, wherein the opposite surfaces of the two limiting blocks are vertical planes, the distance between the two vertical planes is matched with the size of a rectangular reinforcement cage, and the rectangular reinforcement cage is arranged below along the area between the two limiting blocks; the pile reinforcement cage is ensured to meet the verticality control requirement in the lowering process through the limiting function of the limiting block on the pile reinforcement cage; and (4) removing the limiting block after the pile reinforcement cage is placed.
The method 2 comprises the following steps: cladding method
Referring to fig. 6, in the lowering process of the pile cage, the overcladding method is used to ensure the perpendicularity of the pile cage in the lowering process, and the method comprises the following steps: coating the outer periphery of the pile cage 10 to form a fibre layer 6 so that the outer periphery of the fibre layer is adapted to the inner diameter of the pile hole; so that the pile cage is positioned vertically below the fibre lay by the restraining action of the fibre lay.
When the pile body concrete of the occlusive pile is in a final initial setting state, completing the construction of underground continuous wall guide channels, prefabricated guide walls, grooving and slurry preparation, dividing groove sections according to the construction requirements, and performing groove body construction; referring to fig. 7, preferably, the dividing of the groove section is divided into six regions, namely a middle region located in the middle of the groove section and notch regions (V) located at two sides of the middle region, and the positions corresponding to the notch regions (V) are regions where notches are formed on the side portions of the occlusive pile before groove milling construction; the middle area comprises a first area (I) positioned on the upper layer, a reserved soil layer area (IV) positioned in the middle below the first area (I), and a second area (II) and a third area (III) which are positioned below the first area (I) and are respectively positioned at two sides of the reserved soil layer area (IV); in the process of excavating the groove section, firstly excavating a first area I to form a groove, wherein the groove wall stabilizing device is arranged in the depth range of the first area I, and the depth of a grooved hole can be ensured; secondly excavate second region (II), third region (III), keep the center of single width of cloth diaphragm wall to go out the soil body and reserve soil layer region IV promptly, this is mainly when excavating notch region V in order to guarantee the scouring machine when the diaphragm wall excavation grooving, avoids because both sides pile body intensity differs, and causes the phenomenon that the skew appears in the scouring machine. The soil layers reserved in the reserved soil layer area IV play a role in guiding the groove milling machine in the grooving process. The other one is that when the underground diaphragm wall enters the rock, the groove washer is provided with a washing wheel guide reserved in a soil layer, so that the deviation of the groove milling machine can be avoided, and the groove forming precision of the underground diaphragm wall is ensured.
And after grooving is finished, lowering the reinforcement cage of the underground continuous wall, and pouring concrete to finish the construction of the underground continuous wall. The control method for the descending verticality of the underground continuous wall reinforcement cage is a limiting block method, and the specific implementation method refers to the limiting block method for the descending of the pile reinforcement cage. In the construction of the traditional underground continuous wall, plain concrete guide walls need to be poured in advance. In the scheme, due to the cast-in-place pile constructed in advance, the cast-in-place concrete guide wall is difficult to be accurately constructed. Based on the limiting block method construction verticality control process, the underground continuous wall plain concrete guide wall can be prefabricated, the single underground continuous wall construction process can be accurately controlled, the guide wall is easy to install and disassemble, and the construction efficiency is improved. The top view of the supporting system of the pile-wall interlocking supporting structure formed by the above construction of the interlocking piles and the underground continuous wall is shown in fig. 1. The construction method of the pile wall occlusion supporting structure solves the problem of occlusion of connecting joints during asynchronous construction of the pile wall, improves the construction efficiency of a supporting system, and simultaneously ensures the reliability of the supporting system;
it is to be understood that the embodiments described are only a few embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Claims (8)
1. The utility model provides a stake wall interlock supporting construction which characterized in that: the interlocking pile structure comprises a plurality of interlocking piles and underground continuous walls, wherein the interlocking piles and the underground continuous walls are arranged alternately; the pile reinforcement cage is arranged inside the occlusive pile, and comprises a rectangular reinforcement cage positioned in the middle and arc-shaped reinforcement cages symmetrically fixed on a pair of opposite side walls of the rectangular reinforcement cage; the cross section of the rectangular reinforcement cage is rectangular, and the cross section of the arc-shaped reinforcement cage is arc-shaped; two sides of the secant pile facing the underground continuous wall are formed with concave notches through groove milling construction, the width of each notch is matched with that of the underground continuous wall, and the underground continuous wall and the secant pile form a mortise and tenon structure through the notches.
2. The pile-wall engagement support structure according to claim 1, wherein: the chord length of the arc of the cross section of the arc-shaped reinforcement cage is equal to the side length of the rectangular reinforcement cage connected with the arc-shaped reinforcement cage.
3. The construction method of a pile-wall interlocking support structure according to claim 1 or 2, characterized in that: the method comprises the following steps:
(1) after lofting of the pile foundation, embedding a steel pile casing, and adopting a rotary drilling pile foundation to form a hole so as to complete pile hole construction;
(2) finishing the processing and the lowering of the pile reinforcement cage, then pouring pile body concrete, and finishing the construction of the secant pile;
(3) when the pile body concrete of the secant pile is in a last initial setting state, completing the construction of guide channels of the underground diaphragm wall, prefabricated guide walls, grooving and slurry preparation, dividing groove sections according to construction requirements, and performing groove body construction;
(4) and (5) finishing the downward placement of the reinforcement cage of the underground continuous wall, and pouring concrete to finish the construction of the underground continuous wall.
4. The construction method of a pile-wall interlocking support structure according to claim 3, characterized in that: in the step (2), in the lowering process of the pile reinforcement cage, the perpendicularity of the pile reinforcement cage is ensured by adopting a limiting block method, and the method comprises the following specific steps: after the pile hole is formed, symmetrically installing a pair of limiting blocks with the same structure on the upper part of the steel casing, wherein the opposite surfaces of the two limiting blocks are vertical planes, the distance between the two vertical planes is matched with the size of a rectangular reinforcement cage, and the rectangular reinforcement cage is arranged below along the area between the two limiting blocks; the pile reinforcement cage is ensured to meet the verticality control requirement in the lowering process through the limiting function of the limiting block on the pile reinforcement cage; and (4) removing the limiting block after the pile reinforcement cage is placed.
5. The construction method of a pile-wall interlocking support structure according to claim 4, characterized in that: the height of the limiting block is 3-5 m.
6. The construction method of a pile-wall interlocking support structure according to claim 3, characterized in that: in the step (2), in the lowering process of the pile reinforcement cage, the verticality of the lowered pile reinforcement cage is ensured by adopting an outer cladding method, and the method comprises the following specific steps: coating the outer periphery of the pile reinforcement cage to form a fiber layer, so that the outer periphery profile of the fiber layer is matched with the inner diameter of the pile hole; so that the pile cage is positioned vertically below the fibre layer by the restraining action of the fibre layer.
7. The construction method of a pile-wall interlocking supporting structure according to claim 3, characterized in that: in the step (3), the groove section is divided into six areas, namely a middle area positioned in the middle of the groove section and notch areas (V) positioned on two sides of the middle area, wherein the corresponding positions of the notch areas (V) are areas where notches are formed on the side parts of the occlusive piles before groove milling construction; the middle area comprises a first area (I) positioned on the upper layer, a reserved soil layer area (IV) positioned in the middle below the first area (I), and a second area (II) and a third area (III) which are positioned below the first area (I) and are respectively positioned at two sides of the reserved soil layer area (IV); and in the process of excavating the groove section, excavating the groove in sequence according to the sequence of the first area (1), the second area (II), the third area (III), the reserved soil layer area (IV) and the notch area (V).
8. The construction method of a pile-wall interlocking support structure according to claim 3, characterized in that: for preventing weak link from appearing in the joint of individual groove section in the construction, whether take the joint reinforcement measure to partial cell body joint is confirmed through the cell body sound survey and the test of drawing water before the foundation ditch excavation after the cell body construction is accomplished.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210748379.9A CN115030183B (en) | 2022-06-29 | 2022-06-29 | Pile wall occlusion supporting structure and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210748379.9A CN115030183B (en) | 2022-06-29 | 2022-06-29 | Pile wall occlusion supporting structure and construction method thereof |
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| CN115030183A true CN115030183A (en) | 2022-09-09 |
| CN115030183B CN115030183B (en) | 2024-05-03 |
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| CN202210748379.9A Active CN115030183B (en) | 2022-06-29 | 2022-06-29 | Pile wall occlusion supporting structure and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116732970A (en) * | 2023-08-14 | 2023-09-12 | 上海建工集团股份有限公司 | Prefabricated thin steel pile assembled laminated underground enclosure structure and method |
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| KR200296444Y1 (en) * | 2002-09-12 | 2002-11-23 | (주)한빛하이테크엔지니어링 | Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method |
| CN205259190U (en) * | 2015-11-10 | 2016-05-25 | 湖北工业大学 | Strenghthened type interlock stake |
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| CN111705786A (en) * | 2020-03-27 | 2020-09-25 | 中铁四局集团第二工程有限公司 | Method for vertical combination construction of composite stratum underground continuous wall and cast-in-situ bored pile |
| CN215441894U (en) * | 2021-08-21 | 2022-01-07 | 江苏苏阳建设有限公司 | Centering positioning tool for pile foundation reinforcement cage |
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| KR200296444Y1 (en) * | 2002-09-12 | 2002-11-23 | (주)한빛하이테크엔지니어링 | Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method |
| CN205259190U (en) * | 2015-11-10 | 2016-05-25 | 湖北工业大学 | Strenghthened type interlock stake |
| CN110331727A (en) * | 2019-07-11 | 2019-10-15 | 江西建工第二建筑有限责任公司 | The supporting construction and construction method that bored concrete pile and diaphram wall combine |
| CN111705786A (en) * | 2020-03-27 | 2020-09-25 | 中铁四局集团第二工程有限公司 | Method for vertical combination construction of composite stratum underground continuous wall and cast-in-situ bored pile |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116732970A (en) * | 2023-08-14 | 2023-09-12 | 上海建工集团股份有限公司 | Prefabricated thin steel pile assembled laminated underground enclosure structure and method |
| CN116732970B (en) * | 2023-08-14 | 2023-11-07 | 上海建工集团股份有限公司 | Prefabricated thin steel pile assembled laminated underground enclosure structure and method |
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| CN115030183B (en) | 2024-05-03 |
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