CN116446435B - Novel revetment pile foundation structure under complicated geological conditions - Google Patents
Novel revetment pile foundation structure under complicated geological conditions Download PDFInfo
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- 230000002787 reinforcement Effects 0.000 claims abstract description 111
- 239000004567 concrete Substances 0.000 claims abstract description 44
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 14
- 238000005266 casting Methods 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 51
- 239000010959 steel Substances 0.000 claims description 51
- 239000002002 slurry Substances 0.000 claims description 18
- 239000011159 matrix material Substances 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 5
- 239000003292 glue Substances 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 abstract description 5
- 238000007596 consolidation process Methods 0.000 abstract 1
- 239000000463 material Substances 0.000 description 17
- 238000007711 solidification Methods 0.000 description 6
- 230000008023 solidification Effects 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 238000009417 prefabrication Methods 0.000 description 5
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000011178 precast concrete Substances 0.000 description 3
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0266—Retaining or protecting walls characterised by constructional features made up of preformed elements
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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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0627—Three-dimensional reinforcements composed of a prefabricated reinforcing mat combined with reinforcing elements protruding out of the plane of the mat
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- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Revetment (AREA)
Abstract
The invention provides a novel revetment pile foundation structure under complex geological conditions. The pile foundation body is internally provided with a reinforcement cage, and the upper end of the reinforcement cage penetrates through the bearing table and is fixedly connected with a prefabricated retaining wall arranged on the upper portion of the bearing table. The upstream surface of the prefabricated retaining wall is arc-shaped concave. According to the invention, the prefabricated retaining wall and the bearing table formed by casting in situ are subjected to concrete consolidation, so that a plurality of pile matrixes, the bearing table and the prefabricated retaining wall are integrally fixed on the edge of a bank slope, the firmness and stability of the bank protection structure under the long-time impact of sea waves can be improved, the impact force of the sea waves on the prefabricated retaining wall can be reduced due to the fact that the upstream surface of the prefabricated retaining wall is in an arc concave shape, and meanwhile, the phenomenon that the prefabricated retaining wall cast in situ cannot be completely solidified or is not solidified firmly due to complex conditions is not required to be considered.
Description
Technical Field
The invention relates to the technical field of revetment structures, in particular to a novel revetment pile foundation structure under complex geological conditions.
Background
Quay bank slope stabilization is one of the branches of the slope stabilization project. The stability verification of the revetment structure is an indispensable sub-term in the calculation of the quay structure, especially in the high pile quay structure type, which is related to the safety of the whole quay structure.
When extremely dynamic phenomena such as abnormal waves, typhoon waves, storm waves and the like frequently occur under complex geological conditions, such as active tropical cyclones, prevailing monsoon and the like, the construction and pavement of the revetment structure under the geological conditions are carried out. If the method adopts a mode of directly supporting the template on the side of the bank slope and then carrying out concrete pouring, the concrete retaining wall is manufactured, and as the geological condition of the side of the bank slope is complex and the length of the side of the bank slope is longer, the size of the concrete retaining wall is higher and a deeper foundation layer is needed. Therefore, the concrete retaining wall cast in place has longer solidification time, and if the concrete retaining wall cast in place is solidified by sea water, the concrete retaining wall which is not completely solidified can be damaged or directly impacted and damaged under the impact force of the sea water, thereby not only affecting the safe use of the concrete retaining wall, but also causing serious property loss when serious.
If the existing precast concrete slab is used for constructing the revetment structure, the existing precast concrete slab is only connected with the foundation in a grouting mode, and no other connecting firmware exists, so that the mode is not suitable for being used along a bank slope with larger sea wave impact, the phenomenon that the precast concrete slab is inclined or collapsed due to the impact force of sea waves after being installed is easily caused, and further serious property loss is caused.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a novel revetment pile foundation structure under complex geological conditions, so as to solve the problems that the solidification speed of cast-in-place concrete is low in the prior art, the safe use of a concrete retaining wall is affected, and a firm connection mode between a concrete slab and a foundation is not available.
In order to achieve the above purpose, the present invention provides the following technical solutions: the novel revetment pile foundation structure under the complex geological condition comprises a bearing table, wherein the bearing table is arranged on a plurality of pile matrixes, and a plurality of pile matrixes are driven into a shore slope position; a reinforcement cage is arranged in the pile foundation body, and the upper end of the reinforcement cage penetrates through the bearing table and is fixedly connected with a prefabricated retaining wall arranged on the upper part of the bearing table; the upstream surface of the prefabricated retaining wall is arc-shaped concave.
Further, the pile matrix is of a cylindrical structure, a plurality of sliding grooves are vertically formed in the inner wall of the cylindrical pile foundation body from top to bottom, and the height of each sliding groove is half of the height of the pile foundation body; the lower end of the reinforcement cage is fixedly provided with a screen plate, the screen plate is provided with through holes, the side wall of the outer ring of the screen plate is provided with a plurality of sliding blocks, and the sliding blocks correspond to the sliding grooves in position; the steel reinforcement cage sets up the one end of otter board inserts in the section of thick bamboo of pile foundation body, and a plurality of the slider slip is inserted in the corresponding sliding tray.
Further, a plurality of positioning slots are uniformly formed in the lower end face of the prefabricated retaining wall, and the positioning slots correspond to the upper end positions of the reinforcement cages respectively; grouting channels are formed in the two side walls of the prefabricated retaining wall in a penetrating mode, and are communicated with the positioning slots and used for fixedly connecting the reinforcement cage with the prefabricated retaining wall through grouting concrete slurry.
Further, a plurality of semicircular positioning bayonets are arranged at the upper end of the reinforcement cage, and the positioning bayonets are inserted into the corresponding positioning slots; the positioning bayonet is provided with a semicircular opening, and the semicircular opening faces the lower end of the reinforcement cage; screw thread steel bars are inserted into the grouting channel, and the screw thread steel bars are inserted below the semicircular openings of the positioning bayonets.
Further, the screw-thread steel bars comprise a first steel bar and a second steel bar, wherein the diameter of the first steel bar is larger than that of the second steel bar, and the diameter of the first steel bar is smaller than that of the grouting channel; a semicircular elastic net pipe is fixed below the positioning bayonet, and granular expansion cement is filled in the semicircular elastic net pipe; the first steel bars are inserted between the positioning bayonets and the elastic net pipes, and the second steel bars are inserted into the communicated grouting channels at two sides of the positioning slots.
Further, the reinforcement cage comprises a screw steel support rod, an inner fixing ring and an outer fixing ring, wherein the lower ends of a plurality of screw steel support rods are welded on the upper surface of the screen plate and are uniformly and vertically distributed along the circumference; the inner fixing rings are vertically arranged and welded on the inner walls of the lower ends of the screw-thread steel struts, and the vertical inner fixing rings are positioned in the pile matrix; the outer fixing rings are vertically arranged and welded on the outer walls of the upper ends of the outer threaded steel struts, are positioned in the pouring-molded bearing table and are fixedly connected with the reinforcing mesh in the bearing table; the inner fixing ring and the outer fixing ring are made of screw steel.
Further, a plurality of cobbles are uniformly arranged on the outer wall of the upstream surface of the prefabricated retaining wall at intervals, and are tiled in the reinforcement mesh of the prefabricated retaining wall.
Furthermore, the gap between the prefabricated retaining wall and the bearing table is sealed by PE bars and glue injection.
Further, the plummer is by a plurality of the reinforcing bar net integral casting that the stake base member top was laid forms, just the steel reinforcement cage with the reinforcing bar net interconnect, the top of steel reinforcement cage is higher than the upper surface of plummer.
Further, the thickness of the bearing table is far smaller than that of the prefabricated retaining wall.
According to the above embodiment, the novel revetment pile foundation structure under the complex geological condition provided by the invention has the following advantages:
1. according to the bearing table, the reinforcement cage is connected with the pile foundation body with concrete slurry poured inside, so that the bearing table formed by concrete pouring can be integrated with the pile foundation body, the firmness and stability of the bearing table in the process of pouring along a bank slope are improved, a plurality of reinforcement cages leaked from the upper surface of the bearing table are inserted into a plurality of positioning slots formed in the lower surface of a prefabricated retaining wall formed by prefabrication, grouting materials are solidified on the positioning slots and the reinforcement cage above the bearing table, the prefabricated retaining wall formed by prefabrication and the bearing table formed by pouring on site are solidified by concrete, and accordingly a plurality of pile matrixes, the bearing table and the prefabricated retaining wall are integrally fixed on the edge of the bank slope, the firmness and stability of a bank protection structure under the impact of sea waves for a long time can be improved, the impact force of the sea waves on the prefabricated retaining wall can be reduced due to the fact that the prefabricated retaining wall formed by prefabrication on site is not required to be solidified completely or solidified in a complex condition.
2. According to the invention, through the mutual matching of the reinforcement cage inserted into the positioning slot and the screw reinforcement inserted into the positioning bayonet, the solidification combination of the reinforcement cage and the grouting material can enable the prefabricated retaining wall, the bearing platform and the pile foundation to form a whole, so that the stability and the firmness of the prefabricated retaining wall under the impact of sea waves can be improved, and meanwhile, when the grouting material is solidified in the positioning slot, the grouting material can be tightly wrapped among the positioning bayonet, the elastic net pipe and the first reinforcement, so that the reinforcement cage and the prefabricated retaining wall form a whole, and the firmness of connection between the reinforcement cage and the prefabricated retaining wall can be further improved; but also can play a vertical fixing effect on the prefabricated retaining wall and the bearing table, and prevent the phenomenon that the prefabricated retaining wall generates upward thrust to generate displacement when being impacted by sea waves.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
FIG. 2 is a cross-sectional view of a single pile matrix according to the present invention;
FIG. 3 is an enlarged view of a portion of FIG. 2A in accordance with the present invention;
fig. 4 is a schematic structural view of the reinforcement cage of the present invention;
fig. 5 is a schematic structural view of the screw-type reinforcing bar of the present invention.
Reference numerals illustrate:
1-bearing table, 2-pile matrix, 3-reinforcement cage, 4-prefabricated retaining wall, 5-screen, 6-positioning bayonet, 7-screw reinforcement, 8-elastic net pipe and 9-cobble;
21-a sliding groove;
31-a screw steel strut; 32-an inner fixing ring; 33-an outer fixing ring;
41-positioning slots; 42-grouting channels;
51-a slider;
71-a first rebar; 72-second rebar.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
As shown in fig. 1 to 5, the present invention provides a new revetment pile foundation structure under complex geological conditions, which comprises a bearing table 1 and pile matrixes 2, wherein the bearing table 1 is arranged on a plurality of pile matrixes 2, and the pile matrixes 2 are driven into a shore slope position. The pile matrix 2 is internally provided with a reinforcement cage 3, the upper end of the reinforcement cage 3 passes through the bearing table 1, and the upper end of the reinforcement cage 3 is fixedly connected with a prefabricated retaining wall 4 arranged on the upper part of the bearing table 1. In addition, the upstream surface of the prefabricated retaining wall 4 is arc-shaped concave. When the novel revetment pile foundation structure designed by the invention is required to be constructed to the coast side, a plurality of cylindrical pile foundation bodies 2 are driven into the coast side in sequence through the vibrating hammers. Then a plurality of reinforcement cages 3 are correspondingly inserted into the pile foundation body 2, and the height of the upper ends of the reinforcement cages 3, which are leaked out of the upper ends of the pile matrixes 2, is adjusted according to the height of the bearing table 1 designed by a designer, and the upper ends of the reinforcement cages 3 are generally required to be 5-8 cm higher than the upper surface of the bearing table 1. Then, the reinforcing mesh is laid on the upper surfaces of the pile matrixes 2, and then the construction of the supporting mould is carried out. The constructor is firstly to correspondingly pour the concrete slurry into the pile matrixes 2, and simultaneously adopts the vibrating rod to vibrate the pile matrixes, so that the concrete slurry can be fully filled into the cylindrical pile matrixes 2. Then, the corresponding bearing platform 1 is subjected to concrete pouring, and as the bearing platform 1 is connected with the pile foundation body 2 with concrete slurry poured inside through the reinforcement cage 3, the bearing platform 1 formed by concrete pouring can form a whole with the pile matrix 2, so that the firmness and stability of the bearing platform 1 in the shoreside side pouring forming are improved. Because the size of the loading table 1 is much smaller than the size of the prefabricated retaining wall 4, i.e. the thickness of the loading table 1 is much smaller than the thickness of the prefabricated retaining wall 4. Therefore, the setting time of the cast-in-place bearing table 1 is shorter, even if the wave impacts the setting bearing table 1 to slightly damage the surface part of the bearing table 1, the safety use of the bearing table 1 is not affected because the bearing table 1 is connected with the cast pile matrix 2 in a concrete pouring way. After the plummer 1 is completely solidified, a constructor hoists the prefabricated retaining wall 4 prefabricated and formed in a workshop to the corresponding plummer 1 through large hoisting equipment, so that a plurality of reinforcement cages 3 leaked out of the upper surface of the plummer 1 are inserted into a plurality of positioning slots 41 formed in the lower surface of the prefabricated retaining wall 4 prefabricated and formed. Then grouting materials are poured into the positioning slot 41 through the grouting channel 42 in a grouting mode, so that the grouting materials are solidified on the positioning slot 41 and the reinforcement cage 3 above the bearing table 1, and concrete solidification is conducted on the prefabricated retaining wall 4 and the bearing table 1. And then, the gap between the prefabricated retaining wall 4 and the bearing table 1 is plugged by adopting PE bars and is sealed by glue injection, so that the construction of a new revetment structure is conveniently carried out on the bank slope edge under the complex geological condition. According to the invention, through the mutual matching of the prefabricated retaining wall 4 formed by prefabrication and the pile matrixes 2 driven into the foundation, the firmness and stability of the shore protection structure under the long-time impact of sea waves can be improved, and the impact force of the sea waves on the prefabricated retaining wall 4 can be reduced due to the fact that the upstream surface of the prefabricated retaining wall 4 is in an arc concave shape. Meanwhile, the concrete retaining wall cast in situ does not need to be considered, and the phenomenon that the concrete retaining wall is inclined or collapses under the state of sea wave impact because complex conditions cannot be cured rapidly or the curing is unstable is avoided.
In the specific embodiment of the invention, the bearing platform 1 is formed by integrally pouring the reinforcement mesh paved above the pile matrixes 2, and the reinforcement cage 3 and the reinforcement mesh are mutually welded and fixed. In addition, the top end of the reinforcement cage 3 is higher than the upper surface of the bearing table 1.
Furthermore, the gap between the prefabricated retaining wall 4 and the bearing table 1 is sealed by PE bars and glue injection.
As shown in fig. 2 to 4, in the embodiment of the present invention, the pile body 2 is of a cylindrical structure, and a plurality of sliding grooves 21 are vertically formed on the inner wall of the cylindrical pile body 2 from top to bottom, and the height of the sliding grooves 21 is half of the height of the pile body 2. The lower end surfaces of the reinforcement cages 3 are respectively fixed with a screen plate 5, through holes are formed in the screen plates 5, and a plurality of sliding blocks 51 are arranged on the outer ring wall of the screen plates 5. One end of the reinforcement cage 3 provided with the mesh plate 5 is inserted into the cylinder of the cylindrical pile body 2, and the plurality of sliders 51 are slidably inserted into the corresponding slide grooves 21. In operation, when a constructor inserts the reinforcement cage 3 into the pile body 2, the constructor needs to align the sliding blocks 51 on the screen plate 5 with the sliding grooves 21 and then put the steel reinforcement cage 3 downward. Since the height of the sliding groove 21 is half of the height of the pile body 2, the reinforcement cage 3 is also inserted into the pile body 2 at half position, so that the concrete slurry poured into the pile body 2 can fall below the reinforcement cage 3 through the through holes on the screen 5. And the concrete slurry above the screen plate 5 wraps the reinforcement cage 3, so that the firmness of the reinforcement cage 3 in the pile foundation body 2 can be improved. Compared with the prior art that the reinforcement mesh is directly paved on the surface of the revetment and then concrete casting is carried out, the pile matrix 2, the reinforcement cage 3 and the reinforcement mesh in the bearing table 1 formed by casting in situ are welded, so that the pile matrix, the reinforcement cage and the reinforcement mesh form a casting whole, and the bearing table 1 cast in situ can be used as a foundation to be improved in stability. The steel reinforcement cage 3 is in sliding fit with the sliding grooves 21 through the sliding blocks 51, so that the steel reinforcement cage 3 is conveniently inserted into the pile foundation body 2, the steel reinforcement cage 3 can be positioned, and the phenomenon that the steel reinforcement cage 3 is inclined when a large amount of concrete slurry is poured into the pile foundation body 2 is prevented. In addition, concrete slurry is poured into the sliding grooves 21 to fix the sliding blocks 51, so that the firmness of the mutual connection between the reinforcement cage 3 and the pile foundation body 2 can be further improved.
As shown in fig. 2, in the embodiment of the present invention, a plurality of positioning slots 41 are uniformly formed on the lower end surface of the prefabricated retaining wall 4, and the plurality of positioning slots 41 respectively correspond to the upper end positions of the plurality of reinforcement cages 3.
Grouting channels 42 are formed in the two side walls of the prefabricated retaining wall 4 in a penetrating mode, and the grouting channels 42 are communicated with the positioning slots 41 and used for fixedly connecting the reinforcement cage 3 with the prefabricated retaining wall 4 through grouting concrete slurry.
Further, as shown in fig. 3 and 4, a plurality of semicircular positioning bayonets 6 are provided at the upper end of the reinforcement cage 3, the semicircular positioning bayonets 6 extend outwards, and the positioning bayonets 6 have semicircular openings, and the semicircular openings are provided toward the lower end of the reinforcement cage 3. After the upper end of the reinforcement cage 3 is inserted into the positioning slot 41, the positioning bayonets 6 are inserted into the corresponding positioning slots 41. In addition, the grouting channel 42 is internally inserted with the screw bars 7, and the screw bars 7 are inserted below the semicircular openings of the positioning bayonets 6, namely, the screw bars 7 are positioned in the semicircular openings of the positioning bayonets 6. When the prefabricated retaining wall 4 is lifted and located on the upper surface of the bearing table 1, a constructor needs to timely observe whether the positioning slots 41 are aligned with the reinforcement cage 3 and the positioning bayonets 6 which leak out of the upper surface of the bearing table 1, and then slowly descends the prefabricated retaining wall 4 to enable the lower surface of the prefabricated retaining wall 4 to be completely attached to the upper surface of the bearing table 1. One end of the rebar 7 is then inserted from the port of the grouting channel 42 through the locating slot 41 and the locating bayonet 6 on the other side of the prefabricated retaining wall 4. Then pour into a plurality of positioning slots 41 with grouting material through grouting channel 42, constructor adopts the vibrting spear to shake and beat twisted steel 7 simultaneously for grouting material can be abundant pour into in the positioning slot 41 and with its inside steel reinforcement cage 3 and positioning bayonet 6 fully contact and harden the combination, thereby realize carrying out fixed connection to prefabricated barricade 4 and plummer 1. Through the mutual cooperation of the reinforcement cage 3 and the positioning bayonet 6 which are positioned in the positioning slot 41 and the inserted screw reinforcement 7, and the solidification combination of the reinforcement cage 3 and grouting material, the prefabricated retaining wall 4, the bearing table 1 and the pile matrix 2 can form a whole, so that the stability and the firmness of the prefabricated retaining wall 4 under the condition of sea wave impact can be improved. In addition, the positioning bayonet 6 and the inserted plurality of screw bars 7 are matched with each other, so that the fixing effect in the vertical direction can be achieved on the prefabricated retaining wall 4 and the bearing table 1, and the phenomenon that the prefabricated retaining wall 4 is displaced when being subjected to upward thrust of sea wave impact is prevented.
In the embodiment of the present invention, as shown in fig. 5, the screw reinforcement 7 includes a first reinforcement 71 and a second reinforcement 72. Wherein the diameter of the first rebar 71 is greater than the diameter of the second rebar 72, and the diameter of the first rebar 71 is less than the diameter of the grouting channel 42. A semicircular elastic net pipe 8 is fixed below the semicircular opening of the positioning bayonet 6, and granular expansion cement is filled in the semicircular elastic net pipe 8. The first reinforcing steel bars 71 are inserted between the positioning bayonets 6 and the elastic net tubes 8, and the second reinforcing steel bars 72 are inserted into the communicated grouting channels 42 at two sides of the positioning slot 41. In operation, when the screw reinforcement 7 is inserted into the grouting channel 42, the first reinforcement 71 with a large diameter is correspondingly inserted into the ring surrounded by the elastic net tube 8 and the positioning bayonet 6, and the second reinforcement 72 is located in the grouting channel 42. When grouting material is poured into the positioning slot 41 through the grouting channel 42, part of water in the grouting material is contacted with the expansion cement in the elastic net pipe 8, so that the expansion cement generates an expansion reaction and expands the elastic net pipe 8 of the elastic metal material. The expansion of the elastic net tube 8 clamps and wraps the inserted first steel bar 71, so that the connection tightness between the first steel bar 71 and the positioning bayonet 6 is further improved. And simultaneously, when the grouting material is solidified in the positioning slot 41, the grouting material can be tightly filled among the positioning bayonet 6, the elastic net pipe 8 and the first steel bar 71, so that the three are formed into a whole, and the connection firmness between the steel bar cage 3 and the prefabricated retaining wall 4 can be further improved. Since the diameter of the second reinforcing bars 72 is also smaller than the diameter of the grouting channel 42, the grouting material is not affected to enter the positioning slot 41 through the grouting channel 42. The grouting material can be hardened in the grouting channel 42 to fixedly wrap the second reinforcing steel bars 72, so that the deformed reinforcing steel bars 7 can be integrally connected with the prefabricated retaining wall 4 in shape.
In the embodiment of the invention shown in fig. 4, the reinforcement cage 3 comprises a threaded steel strut 31, an inner fixing ring 32 and an outer fixing ring 33. Wherein, a plurality of screw steel branch 3 lower extreme welding is on the upper surface of otter board 5, and evenly vertical distribution along the circumference. The plurality of inner fixing rings 32 are vertically arranged in a cylinder surrounded by the plurality of deformed steel bars 31, and the plurality of inner fixing rings 32 are uniformly distributed in the vertical direction and welded with the deformed steel bars 31. In addition, a plurality of inner fixing rings 32 are located inside the pile body 2. The outer fixing rings 33 are vertically arranged and welded on the outer walls of the upper ends of the outer threaded steel struts 31, and the outer fixing rings 33 are positioned in the pouring-molded bearing table 1 and fixedly connected with the reinforcing steel bar mesh in the bearing table 1. Preferably, both the inner retaining ring 32 and the outer retaining ring 33 are made of screw steel. During operation, a plurality of inner fixing rings 32 are welded on the inner wall below the reinforcement cage 3, and a plurality of outer fixing rings 33 are welded on the outer wall above the reinforcement cage 3, so that the structural strength and stability of the reinforcement cage 3 can be enhanced. If the fixing rings are welded to the outer wall or the inner wall of the deformed steel bar support rod 31, the concrete slurry can generate extrusion force on the reinforcement cage 3 when a large amount of concrete slurry is poured into the pile matrix 2, and then the reinforcement cage 3 is extruded and deformed, so that the structural strength of the reinforcement cage 3 is affected. And insert pile foundation body 2 with fixing in a plurality of internal fixation rings 32 of screw steel branch 31 inner wall in, can avoid steel reinforcement cage 3 to be close to pile foundation body 2 inner wall because of receiving the extrusion of concrete slurry, and then increase the distance between steel reinforcement cage 3 and the pile foundation body 2 inner wall to improve the thickness of concrete slurry between steel reinforcement cage 3 and pile foundation body 2 inner wall, improve steel reinforcement cage 3 and pile foundation body 2's joint strength and stability. The outer fixing ring 33 welded and fixed on the outer wall of the threaded steel supporting rod 31 is paved on the bearing table 1 cast in place, so that the contact surface of cast concrete between the bearing table 1 and the reinforcement cage 3 can be increased, the connection firmness between the bearing table 1 of cast concrete and the reinforcement cage 3 is improved, and the bearing capacity of the bearing table 1 serving as a matrix to the prefabricated retaining wall 4 and the connection firmness are further improved.
As shown in fig. 1, a plurality of cobbles 9 are uniformly arranged on the outer wall of the upstream surface of the prefabricated retaining wall 4 at intervals, and the cobbles 9 are tiled in the reinforcement mesh of the prefabricated retaining wall 4. When the prefabricated retaining wall 4 works, the upstream surface of the prefabricated retaining wall 4 is arranged to be arc-shaped concave, and the prefabricated retaining wall can buffer sea waves impacting the surface of the prefabricated retaining wall 4. In addition, the prefabricated retaining wall 4 is prefabricated and formed in a workshop, if a plurality of wave dissipating holes are directly formed in the prefabricated retaining wall 4, the strength of the prefabricated retaining wall 4 is necessarily reduced. Therefore, a large number of cobbles 9 are uniformly arranged on the upstream surface of the prefabricated retaining wall 4, and a silencing hole cylinder structure can be formed between two adjacent cobbles 9 on the upstream surface, and the silencing hole cylinder structure and the arc concave upstream surface are matched with each other to further play a role in eliminating or buffering impact generated by sea waves, so that the protection effect of the prefabricated retaining wall 4 can be improved.
The concrete working principle of the novel revetment pile foundation structure under the complex geological condition provided by the invention is as follows:
when the new revetment pile foundation structure designed by the invention is required to be constructed to the coast slope edge, a plurality of cylindrical pile foundations 2 are firstly driven into the coast slope edge in sequence through a vibrating hammer.
Further, a plurality of reinforcement cages 3 are correspondingly inserted into the pile foundation body 2, the height of the upper ends of the reinforcement cages 3, which are leaked out of the upper ends of the pile base bodies 2, is adjusted according to the height of the bearing table 1 designed by a designer, and the upper ends of the reinforcement cages 3 are required to be 5-8 cm higher than the upper surface of the bearing table 1.
Further, the reinforcing mesh is laid on the upper surfaces of the pile matrixes 2, and then the construction of the supporting mold is performed. The constructor is firstly to correspondingly pour the concrete slurry into the pile matrixes 2, and simultaneously, the vibrating rod is adopted to vibrate the pile matrixes, so that the concrete slurry can be fully filled into the cylindrical pile matrixes 2, and then, the corresponding bearing platform 1 is subjected to concrete pouring. The bearing platform 1 is connected with the pile matrix 2 with concrete slurry poured inside through the reinforcement cage 3, so that the bearing platform 1 formed by concrete pouring can form a whole with the pile matrix 2.
Further, after the plummer 1 is completely solidified, a constructor hoists the prefabricated retaining wall 4 prefabricated and formed in a workshop to the corresponding plummer 1 through a large hoisting device, and inserts a plurality of reinforcement cages 3 leaked from the upper surface of the plummer 1 into a plurality of positioning slots 41 formed in the lower surface of the prefabricated retaining wall 4 prefabricated and formed.
Further, one end of the screw 7 is inserted from the port of the grouting passage 42 through the positioning slot 41 and the positioning bayonet 6 until it is inserted into the other side of the prefabricated retaining wall 4. Then, grouting materials are poured into the positioning slot 41 through the grouting channel 42 in a grouting mode, so that the grouting materials are solidified on the positioning slot 41, the grouting channel 42 and the reinforcement cage 3 above the bearing table 1, and concrete solidification is conducted on the prefabricated retaining wall 4 formed in a prefabricated mode and the bearing table 1 formed in a cast-in-place mode.
Furthermore, the gap between the prefabricated retaining wall 4 and the bearing table 1 is plugged by PE bars and sealed by glue injection, so that the construction of a new revetment structure is conveniently carried out on the bank slope edge under the complex geological condition.
According to the invention, through the mutual matching of the prefabricated retaining wall 4 formed by prefabrication and the pile matrixes 2 driven into the foundation, the firmness and stability of the shore protection structure under the long-time impact of sea waves can be improved, the prefabricated retaining wall 4 with the arc concave upstream surface can also reduce the impact force of the sea waves on the prefabricated retaining wall 4, and the damage of the sea waves on the prefabricated retaining wall 4 is reduced.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (6)
1. The novel revetment pile foundation structure under the complex geological condition is characterized by comprising a bearing table (1), wherein the bearing table (1) is arranged on a plurality of pile matrixes (2), and a plurality of pile matrixes (2) are driven into a revetment slope position;
a reinforcement cage (3) is arranged in the pile foundation body (2), and the upper end of the reinforcement cage (3) penetrates through the bearing table (1) and is fixedly connected with a prefabricated retaining wall (4) arranged on the upper part of the bearing table (1);
the upstream surface of the prefabricated retaining wall (4) is arc concave;
the pile foundation body (2) is of a cylindrical structure, a plurality of sliding grooves (21) are vertically formed in the inner wall of the cylindrical pile foundation body (2) from top to bottom, and the height of each sliding groove (21) is half of that of the pile foundation body (2);
the lower end of the reinforcement cage (3) is fixedly provided with a screen plate (5), the screen plate (5) is provided with through holes, the outer ring side wall of the screen plate is provided with a plurality of sliding blocks (51), and the sliding blocks (51) correspond to the sliding grooves (21) in position;
one end of the mesh plate (5) arranged on the reinforcement cage (3) is inserted into a cylinder of the pile foundation body (2), and a plurality of sliding blocks (51) are inserted into the corresponding sliding grooves (21) in a sliding manner;
a plurality of positioning slots (41) are uniformly formed in the lower end face of the prefabricated retaining wall (4), and the positioning slots (41) respectively correspond to the upper end positions of the reinforcement cages (3);
grouting channels (42) are formed in the two side walls of the prefabricated retaining wall (4) in a penetrating mode, and the grouting channels (42) are communicated with a plurality of positioning slots (41) and are used for fixedly connecting the reinforcement cage (3) with the prefabricated retaining wall (4) through grouting concrete slurry;
the upper end of the reinforcement cage (3) is provided with a plurality of semicircular positioning bayonets (6), and the plurality of positioning bayonets (6) are inserted into the corresponding positioning slots (41);
the positioning bayonet (6) is provided with a semicircular opening, and the semicircular opening faces the lower end of the reinforcement cage (3);
a screw reinforcement (7) is inserted into the grouting channel (42), and the screw reinforcement (7) is inserted below the semicircular opening of the positioning bayonet (6);
the screw reinforcement (7) comprises a first reinforcement (71) and a second reinforcement (72), wherein,
the diameter of the first steel bar (71) is larger than that of the second steel bar (72), and the diameter of the first steel bar (71) is smaller than that of the grouting channel (42);
a semicircular elastic net pipe (8) is fixed below the positioning bayonet (6), and granular expansion cement is filled in the semicircular elastic net pipe (8);
the first reinforcing steel bars (71) are inserted between the positioning bayonets (6) and the elastic net pipes (8), and the second reinforcing steel bars (72) are inserted into the communicated grouting channels (42) at two sides of the positioning slots (41).
2. A new revetment pile foundation structure under complex geological conditions according to claim 1, characterized in that the reinforcement cage (3) comprises a screw steel strut (31), an inner fixing ring (32) and an outer fixing ring (33), wherein,
the lower ends of the plurality of deformed steel bar struts (31) are welded on the upper surface of the screen plate (5) and are uniformly and vertically distributed along the circumference;
the inner fixing rings (32) are vertically arranged and welded on the inner walls of the lower ends of the screw steel struts (31), and the vertical inner fixing rings (32) are positioned in the pile matrix (2);
the outer fixing rings (33) are vertically arranged and welded on the outer walls of the upper ends of the outer threaded steel struts (31), and the outer fixing rings (33) are positioned in the pouring-molded bearing table (1) and fixedly connected with the reinforcing mesh in the bearing table (1);
the inner fixing ring (32) and the outer fixing ring (33) are made of screw steel.
3. The novel revetment pile foundation structure under complex geological conditions according to claim 2, wherein a plurality of cobbles (9) are uniformly arranged on the outer wall of the upstream surface of the prefabricated retaining wall (4) at intervals, and the cobbles (9) are paved in the reinforcement mesh of the prefabricated retaining wall (4) which is prefabricated and formed.
4. The new revetment pile foundation structure under complex geological conditions according to claim 1, wherein the gap between the prefabricated retaining wall (4) and the bearing table (1) is plugged by a PE rod and sealed by injecting glue.
5. The novel revetment pile foundation structure under complex geological conditions according to claim 1, wherein the bearing table (1) is formed by integrally casting a plurality of reinforcement meshes laid above the pile foundation bodies (2), the reinforcement cages (3) are connected with the reinforcement meshes, and the top ends of the reinforcement cages (3) are higher than the upper surface of the bearing table (1).
6. A new revetment pile foundation structure under complex geological conditions according to claim 5, characterized in that the thickness of said bearing table (1) is smaller than the thickness of said prefabricated retaining wall (4).
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