CN108411934B - Floating tubular pile, dam retaining structure and construction method thereof - Google Patents
Floating tubular pile, dam retaining structure and construction method thereof Download PDFInfo
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- CN108411934B CN108411934B CN201810178829.9A CN201810178829A CN108411934B CN 108411934 B CN108411934 B CN 108411934B CN 201810178829 A CN201810178829 A CN 201810178829A CN 108411934 B CN108411934 B CN 108411934B
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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
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
Abstract
The invention discloses a floating pipe pile, a dam retaining structure and a construction method thereof. The pile wall of the floating pipe pile is provided with an opening, the bottom of the pipe pile is completely sealed, the top of the pipe pile is sealed by cement, a grouting pipe is inserted in the middle of the pipe pile, the grouting pipe is connected with an external grouting pump, and the grouting pump is used for grouting slurry into the floating pipe pile through the grouting pipe; oblique anchor pulling locks are fixed on two symmetrical sides of the outer pile wall at the top of the floating pipe pile, annular locks are fixed on two symmetrical sides of the outer pile wall at the bottom of the floating pipe pile, and the two oblique anchor pulling locks are respectively positioned right above the two annular locks; the horizontal anchor pulling lock catch is fixed on the outer pile wall of the top of the floating pipe pile beside one of the oblique anchor pulling lock catches. The invention can meet the requirements of short construction period, less disturbance to soil body, less pollution and repeated use.
Description
Technical Field
The invention discloses a dam pipe pile and a method thereof, in particular to a floating pipe pile, a dam retaining structure and a construction method thereof.
Background
In the filling process of the dykes and dams in coastal and river-following areas, larger lateral displacement can be generated in soft soil at the bottom, and adverse effects are brought to the construction of pier pile foundations. At present, methods such as soil replacement, drainage consolidation, retaining wall arrangement and the like are mainly adopted to reduce the lateral displacement of soil caused by filling of a dam. The general treatment method for soil body replacement is to replace the soil body by adopting a stone throwing and a stone crushing pile driving to form a composite foundation, so that the soil body settlement is reduced, and the lateral displacement of the soil body is further reduced. The drainage consolidation method is to insert a drainage plate as a vertical drainage body and then to carry out drainage consolidation by adopting a method of preloading, vacuum preloading or the combination of the preloading and the vacuum preloading. The vertical retaining wall or the sheet pile retaining wall is adopted to prevent collapse of the soil body in the face of the sky and integral instability of the soil body.
However, the above methods have certain limitations. Soil displacement can only treat soil with a certain depth for a deep soft soil foundation, the sedimentation of the soil of a lower lying layer and the horizontal displacement of a composite soil layer are larger, and the horizontal displacement of the composite soil layer is still not negligible; the drainage consolidation method has a longer construction period, and for some projects with a tighter construction period, soil consolidation cannot be completed; when encountering soft soil foundation, ordinary barricade can not provide sufficient counter-force, can take place the wholeness displacement along with the soil body, and the crowded soil effect when barricade is got into can make the lateral displacement further increase.
Disclosure of Invention
The invention aims to provide a floating pipe pile, a dam retaining structure and a construction method thereof, wherein the floating pipe pile is provided with holes and can be used for grouting, and the retaining structure is used for reducing the lateral displacement of an underwater soft soil foundation, so that the lateral horizontal displacement of the dam soft soil foundation is reduced more effectively.
The technical scheme of the invention is as follows:
1. a floating pipe pile:
the pile wall of the floating pipe pile is provided with an opening, the bottom of the pipe pile is completely sealed, the top of the pipe pile is sealed by cement, a grouting pipe is inserted in the middle of the pipe pile, the grouting pipe is connected with an external grouting pump, and the grouting pump is used for grouting slurry into the floating pipe pile through the grouting pipe; oblique anchor pulling locks are fixed on two symmetrical sides of the outer pile wall at the top of the floating pipe pile, annular locks are fixed on two symmetrical sides of the outer pile wall at the bottom of the floating pipe pile, and the two oblique anchor pulling locks are respectively positioned right above the two annular locks; the horizontal anchor pulling lock catch is fixed on the outer pile wall of the top of the floating pipe pile beside one of the oblique anchor pulling lock catches.
The floating pipe pile is arranged in the soft soil foundation at the periphery of the embankment, the two inclined anchor pulling catches are respectively arranged at one side of the floating pipe pile closest to the embankment and one side of the floating pipe pile farthest from the embankment, the inclined anchor pulling catches are connected with inclined anchor cables, and the inclined anchor cables penetrate through the annular catches to be anchored to bedrock at the bottom of the soft soil foundation; the horizontal anchor pulling lock catch is connected with a horizontal anchor rope, and the horizontal anchor rope is anchored on an anchorage of the embankment;
each floating pipe pile is connected with two oblique anchor cables and a horizontal anchor cable, one end of each of the two oblique anchor cables is respectively fixed on two oblique anchor pulling locks on two sides, and after the other ends of the two oblique anchor cables downwards penetrate through annular locks under the corresponding connected oblique anchor pulling locks, the other ends of the two oblique anchor cables are obliquely anchored in a soft soil foundation bottom bedrock positioned at the periphery of the floating pipe pile; one end of the horizontal anchor cable is connected to the horizontal anchor pulling lock catch, and the other end of the horizontal anchor cable horizontally extends to the embankment and is anchored on the anchor of the embankment.
In the floating pipe pile, the holes are arrayed along the axial direction of the floating pipe pile and the circumferential direction of the pile wall, namely, the holes are arrayed regularly along the transverse and longitudinal directions of the surface of the pile body, and the holes meet the following relation: the distance h between two adjacent open holes along the axial direction of the floating pipe pile is more than or equal to 5 phi, the number n of the open holes on the circumferential surface of the same pile wall is less than or equal to 6, the outer diameter D of the floating pipe pile is more than or equal to 10 phi, and phi represents the aperture of the open holes.
The two symmetrical sides of the outer pile wall of the floating pipe pile are provided with connecting locks connected with the steel sheet pile, and connecting lines between the connecting locks on the two sides are perpendicular to connecting lines between the oblique anchor pulling locks on the two sides.
The inclined anchor cable forms an included angle of 15-45 degrees with the pile body axis of the floating pipe pile.
2. A dam soil blocking structure:
the floating type pile comprises a floating type pile body, a steel sheet pile and a connecting lock catch for connecting the floating type pile body and the steel sheet pile, wherein the connecting lock catch is specifically divided into a middle section and branch sections at two ends of the middle section; the middle section mainly comprises a plurality of floating tubular piles and a plurality of steel sheet piles which are arranged in a row along the edge parallel to the bank, and each floating tubular pile of the middle section is arranged in a row along a straight line parallel to the edge of the bank; the floating pipe piles at each of the two ends of the middle section are outwards connected with two branch sections which are in bifurcation extension, each branch section comprises a plurality of floating pipe piles and a plurality of steel sheet piles which are arranged in a row along the same straight line, and the floating pipe piles in the branch sections are arranged in a row along the straight line which is inclined to the bank.
Two steel sheet piles are arranged between two adjacent floating pipe piles, connecting buckles are fixed on two side walls of each floating pipe pile and each steel sheet pile, and the two adjacent floating pipe piles and the two adjacent steel sheet piles are connected through the connecting buckles.
3. A construction method of a dam soil retaining structure comprises the following steps:
1) According to the actual engineering condition of the dam filling process, selecting floating tubular piles and steel sheet piles which meet the construction requirement size;
2) For each floating pipe pile serving as the middle section of the dam retaining structure, one end of an oblique anchor rope connected with the floating pipe pile is anchored in a bedrock at the bottom of a soft soil foundation of the dam, and the other end of the oblique anchor rope firstly passes through an annular lock catch of the floating pipe pile connected with the other end of the oblique anchor rope;
3) Performing pile sinking operation on the floating pipe pile by using a static pile sinking machine, performing pressure grouting while performing pile sinking, and driving the floating pipe pile and two steel sheet piles to ensure that the floating pipe pile and the steel sheet piles are overlapped in an interlaced manner to form the dam retaining structure and are arranged at the periphery beside a embankment;
the method comprises the steps of sinking a floating pipe pile, driving a floating pipe pile in an adjacent position according to the dam retaining structure, driving two steel sheet piles between the two floating pipe piles, connecting the floating pipe pile and the steel sheet piles, and connecting the steel sheet piles and the steel sheet piles by using a lock catch, repeating the process to enable the floating pipe pile and the steel sheet piles to be overlapped in a staggered manner to form the dam retaining structure, and arranging the dam retaining structure at the periphery beside a embankment;
4) Anchoring the other end of the inclined anchor cable to an inclined anchor pulling lock catch of each connected floating pipe pile, and connecting a horizontal anchor cable between the floating pipe pile and the anchorage of the embankment;
5) After the embankment is filled and subsided to be stable, the steel sheet pile is pulled out by adopting a vibration method, so that the construction of the embankment soil retaining structure is completed.
In the step 3), the middle section of the dike retaining structure is arranged parallel to the bank edge.
The pressure grouting is synchronously carried out with the grouting in the floating pipe pile and the pile sinking of the floating pipe pile, the grouting pressure is controlled to be gradually increased from 1/3 of the maximum grouting pressure to 2/3, the grouting pressure is increased after the floating pipe pile is sunk to the bottommost part, so that grouting liquid overflows outwards from the open holes of the floating pipe pile,
the concrete grouting material can be cement soil and the like.
The settlement in the step 5) tends to be stable, namely, the monitoring of the horizontal displacement of the soft soil body of the dam meets the construction specification design value of the pier pile foundation. At this time, the lateral displacement of the soil body has no influence or negligible influence on the bridge pile foundation any more, and the extracted steel sheet pile can be reused.
The floating pipe pile is selected to meet the use requirements of steel types, strength and rigidity.
The pile sinking adopts a holding-pressing static pile sinking machine.
The beneficial effects of the invention are as follows:
according to the invention, part of load is transmitted to the foundation through the anchor cable, meanwhile, the stability of the soil retaining structure is enhanced, and the soil retaining structure is prevented from overturning integrally. The floating pipe pile after construction is fixed in space position, and the influence of the lateral displacement of soft soil under the dike on the bridge pile foundation in the dike filling process can be effectively prevented.
The invention adopts a novel floating pipe pile and a double Y-shaped combined structure thereof, wherein the floating pipe pile is mainly used for bearing soil load, and the steel sheet pile is used for retaining soil; when the middle wall body bears load, the wall bodies at two sides share a part of load through frictional resistance between the wall body and soil.
The floating type pipe pile and the steel sheet pile are convenient to drive into soil, and the soil squeezing effect is small, so that the soil horizontal displacement caused by the piling process is avoided; the floating type pipe pile can strengthen soil around the pile by pile sinking and grouting, and can block the hole of the pipe pile; the floating pipe pile has the capability of discharging soil after the bottom of the floating pipe pile is plugged, and can provide certain buoyancy; controlling pile sinking force, grouting speed and grouting total amount, thereby controlling sinking speed and final displacement of the structure;
the dam soil retaining structure adopts the double Y-shaped structure, the double Y-shaped structure has better structural stability compared with a straight structure, the double Y-shaped structure can stand in soil without external force, and the double Y-shaped structure can effectively prevent the soil from moving around the soil behind the soil retaining structure; the anchor pulling system can further increase the stability of the structure, bear a part of load acting on the soil retaining structure, and prevent the structure from integrally overturning under the action of soil; the soil retaining structure has low requirements on working conditions, and can adapt to working conditions of different construction periods and different soil textures; after the dam is filled, sedimentation is stable, the steel sheet piles can be pulled out for recycling, and recycling of the soil retaining structure is achieved.
Drawings
Fig. 1 is a schematic diagram of the installation arrangement of floating piles and a dike retaining structure.
Fig. 2 is a schematic vertical section of a floating pipe pile along a vertical direction to a pipe pile connecting line.
Fig. 3 is a schematic longitudinal section of a floating pipe pile along the pipe pile connecting line direction.
Fig. 4 is a schematic view of a tubular pile and a sheet-steel pile unit in cross section along a hole.
Fig. 5 is a top view of a double Y-shaped composite structure.
Fig. 6 is a schematic view of an embodiment of a bridge engineering of the coastal large channel of the east China sea.
FIG. 7 is a schematic representation of Plaxis three-dimensional modeling.
Fig. 8ab is a horizontal displacement cloud picture of a double-Y-shaped combined structure driven into a soil layer before and after the double-Y-shaped combined structure is driven into a certain bridge engineering embodiment of a large coastal channel in the east China sea.
FIG. 9 is a graph comparing horizontal displacement curves of 7# pile foundations before and after driving of a double Y-shaped combined structure in an embodiment of a bridge engineering of a large coastal channel of Zhoushan coast.
In the figure, 0 is a floating pipe pile, 1 is a horizontal anchor shackle, 2 is an annular shackle, 3 is an opening, 4 is a connecting shackle, 5 is a grouting pump, 6 is a cement seal, 7 is a grouting pipe, 8 is an oblique anchor shackle, 9 is a horizontal inhaul cable, 10 is an oblique inhaul cable, 11 is an anchorage, 12 is a double Y-shaped structure, 13 is a embankment, and 14 is a steel sheet pile.
Detailed Description
The invention is further described below with reference to the drawings and examples.
As shown in fig. 2 and 3, in the floating pipe pile 0 embodying the present invention, an opening 3 is provided on the pile wall, the bottom of the pipe pile is completely sealed, the top of the pipe pile is sealed with cement 6, a grouting pipe 7 is inserted in the middle of the pipe pile, the grouting pipe 7 is connected with an external grouting pump 5, and the grouting pump 5 fills slurry into the floating pipe pile 0 through the grouting pipe 7; oblique anchor pulling locks 8 are fixed on two symmetrical sides of the outer pile wall at the top of the floating pipe pile 0, annular locks 2 are fixed on two symmetrical sides of the outer pile wall at the bottom of the floating pipe pile 0, and the two oblique anchor pulling locks 8 are respectively positioned right above the two annular locks 2; the horizontal anchor pulling lock catch 1 is fixed on the outer pile wall at the top of the floating pipe pile 0 beside one inclined anchor pulling lock catch 8.
As shown in fig. 2, the floating pipe pile 0 is arranged in a soft soil foundation at the periphery of the embankment 13, two inclined anchor pulling catches 8 are respectively arranged at one side of the floating pipe pile 0 closest to the embankment 13 and one side farthest from the embankment 13, the inclined anchor pulling catches 8 are connected with inclined anchor cables 10, and the inclined anchor cables 10 penetrate through the annular catches 2 to be anchored to bedrock at the bottom of the soft soil foundation; the horizontal anchor pulling lock catch 1 is connected with a horizontal anchor rope 9, and the horizontal anchor rope 9 is anchored on an anchorage 11 of the embankment 13; each floating pipe pile 0 is connected with two oblique anchor cables 10 and one horizontal anchor cable 9, one ends of the two oblique anchor cables 10 are respectively fixed on two oblique anchor pulling locks 8 at two sides, and the other ends of the two oblique anchor cables 10 downwards penetrate through annular locks 2 under the respectively connected oblique anchor pulling locks 8 and then are obliquely anchored in a soft soil foundation bottom bedrock positioned at the periphery of the floating pipe pile 0; as shown in fig. 1, one end of a horizontal anchor cable 9 is connected to the horizontal anchor shackle 1, and the other end extends horizontally toward the bank 13 and is anchored to an anchor 11 of the bank 13.
In the concrete implementation, a floating pipe pile 0 with a pile body provided with holes and a bottom sealed is sunk into a soft soil foundation, pressure grouting is carried out inside the floating pipe pile 0 while pile sinking is carried out, and when the pipe pile is sunk to a specified position, grouting pressure is increased to enable grouting liquid to overflow outwards from the holes of the floating pipe pile 0; the bottom of the pipe pile is provided with laterally symmetrical inclined anchor cables 10, and the inclined anchor cables 10 are anchored in bedrock at the bottom of the soft soil foundation; and a horizontal anchor rope 9 is arranged at the top of the pipe pile, and the horizontal anchor rope 9 is anchored on the shore anchorage.
In the floating pipe pile 0, the openings 3 are arranged in an array along the axial direction of the floating pipe pile 0 and the circumferential direction of the pile wall, namely, the holes are regularly arranged along the transverse and longitudinal directions of the pile body surface, and the openings 3 meet the following relation: the distance h between two adjacent open holes 3 along the axial direction of the floating pipe pile 0 is more than or equal to 5 phi, the number n of the open holes on the circumferential surface of the same pile wall is less than or equal to 6, the outer diameter D of the floating pipe pile 0 is more than or equal to 10 phi, and phi represents the aperture of the open holes 3.
The pile walls of the floating pipe piles 0 are provided with openings 3 at different axial heights, a plurality of openings 3 are uniformly distributed at intervals along the circumferential direction at the same axial height, and the openings 3 at two adjacent axial heights are aligned up and down along the axial direction of the floating pipe piles 0.
The two symmetrical sides of the outer pile wall of the floating pipe pile 0 are provided with connecting locks 4 for being connected with steel sheet piles 14, connecting lines between the connecting locks 4 at the two sides are perpendicular to connecting lines between the oblique anchor pulling locks 8 at the two sides, namely, the symmetrical direction of the arrangement of the two connecting locks 4 is perpendicular to the symmetrical direction of the arrangement of the two oblique anchor pulling locks 8.
The inclined anchor cables 10 form an included angle of 15-45 degrees with the pile body axis of the floating pipe pile 0, and the two inclined anchor cables 10 on two sides respectively extend obliquely towards the direction close to the embankment 13 and obliquely away from the embankment 13.
As shown in fig. 5, the dam retaining structure embodying the present invention comprises a floating pipe pile 0, a steel sheet pile 14 and a connecting lock catch 4 for connecting the floating pipe pile 0 and the steel sheet pile 14, and is specifically divided into a middle section and branch sections at two ends of the middle section, wherein the connection of the middle section and the branch sections forms a double-Y-shaped structure with butt joint at the middle joint ends; the middle section mainly comprises a plurality of floating tubular piles 0 and a plurality of steel sheet piles 14 which are arranged in a row along the edge parallel to the bank 13, and the floating tubular piles 0 of the middle section are arranged in a row along a straight line parallel to the bank 13; the floating pipe piles 0 at each of the two ends of the middle section are outwards connected with two branch sections which are in bifurcation extension, the included angles between the two branch sections and the edge of the bank 13 are the same, the two branch sections are symmetrically arranged at the two sides of a straight line parallel to the edge of the bank 13, each branch section comprises a plurality of floating pipe piles 0 and a plurality of steel sheet piles 14 which are arranged in a row along the same straight line, and the floating pipe piles 0 in the branch sections are arranged in a row along the straight line inclined to the edge of the bank 13.
As shown in fig. 4, two steel sheet piles 14 are arranged between two adjacent floating tubular piles 0, the two steel sheet piles 14 are arranged on the same straight line, each steel sheet pile 14 is of a nearly U-shaped structure, the U-shaped openings of the two steel sheet piles 14 are reversely arranged, connecting lock catches 4 are fixed on two side walls of the floating tubular piles 0 and the steel sheet piles 14, and the adjacent floating tubular piles 0 and the steel sheet piles 14 and the adjacent two steel sheet piles 14 are connected in a buckling manner through the connecting lock catches 4.
The embodiment of the invention and the implementation process are as follows:
1) And determining the diameter, the wall thickness and the length of the floating pipe pile by calculating the required strength and the required rigidity of the floating pipe pile according to the on-site monitoring data and the numerical simulation expected result in the dam filling process.
The horizontal anchor pulling lock catch 1 and the inclined anchor pulling lock catch 8 are welded at the corresponding positions of the pile top of the floating type pipe pile, the annular lock catch 2 is welded at the corresponding positions of the pile bottom, and the connecting lock catch 4 corresponding to the steel sheet pile is welded at the corresponding positions of the pile body.
2) For each floating pipe pile 0 serving as the middle section of the dam retaining structure, one end of an inclined anchor rope 10 connected with the floating pipe pile 0 is anchored in a bedrock at the bottom of a soft soil foundation of the dam, and the other end of the inclined anchor rope 10 firstly passes through an annular lock catch 2 of the floating pipe pile 0 connected with the other end of the inclined anchor rope, and is not anchored on an inclined anchor pulling lock catch 8;
3) Pile sinking operation is carried out on the floating pipe piles 0 by using a static pile sinking machine, pressure grouting is carried out at the same time of pile sinking, a floating pipe pile 0 is driven into adjacent positions according to the dam retaining structure, two steel sheet piles 14 are driven into the space between the two floating pipe piles 0, the floating pipe piles 0 are connected with the steel sheet piles 14, the steel sheet piles 14 and the steel sheet piles 14 by using the lock catches 4, and the process is repeated to enable the floating pipe piles 0 and the steel sheet piles 14 to be overlapped in a staggered mode to form the dam retaining structure and to be arranged at the periphery beside the embankment 13;
the grouting pressure is increased from 1/3 to 2/3 of the maximum grouting pressure, and the grouting pressure is increased to the maximum grouting pressure after the floating pipe pile 0 is sunk to the bottommost part, so that the grouting liquid overflows outwards from the opening 3 of the floating pipe pile 0.
In specific implementation, when the floating pipe pile 0 is sunk, the sinking speed and the final depth of the pile bottom of the structure are controlled by controlling the pile pressing force, the grouting speed and the total grouting amount, the sinking speed of the floating pipe pile is generally 0.5-2 m/min, and the final depth of the pile bottom can be set according to the site.
4) Anchoring the other end of each inclined anchor cable 10 to each inclined anchor pulling lock catch 8 of the connected floating pipe pile 0, and connecting a horizontal anchor cable 9 between the floating pipe pile 0 and an anchorage 11 of a embankment 13;
5) After the embankment is filled and the settlement is stable, the steel sheet pile 14 is pulled out by adopting a vibration method.
When the influence of the lateral displacement of the soil body caused by the settlement of the dam on the pile foundation of the bridge pier is ignored, the steel sheet pile is vibrated and pulled out from the foundation, the cohesive force of the soil around the steel sheet pile is destroyed to overcome the pile pulling resistance, and the pile is pulled out by means of the action of an additional lifting force. The steel sheet pile can be firstly vibrated by using a vibrating hammer to lock the sheet pile for vibration so as to reduce the adhesion of soil, and then the steel sheet pile is simultaneously vibrated and pulled out.
The pulled steel sheet pile can be reused.
The following is the concrete case of the embodiment of the novel floating pipe pile and the double Y-shaped combined structure in the engineering of a bridge in a sea along the east China sea of the Zhoushan.
The engineering embodiment of a bridge of a large coastal channel of the east China sea:
the background of the patent is that the main engineering project of a bridge engineering in the coastal large channel of the mountain county of Zhoushan and the filling engineering of the eastern reclamation area conflict. The left side of the picture 6 is a middle dam, the right side bulge is an east dam vertical to the middle dam, the shadow part is a gravel pile reinforced soil body, and the bridge pile foundation numbers are 1# to 8#. The large bridge pile foundations 7# and 8# closest to the reclamation area are affected by the filling of the east dike in the reclamation area, and pile foundation construction is performed immediately after the reclamation construction is completed, so that the horizontal displacement of the pile foundation along the bridge is increased by 17%; the reclamation dike will affect the structural stability of the bridge.
The preferred scheme is to construct by an island-building method, but if the island-building method is adopted for constructing the No. 7 pier, the island-building method has good effect, is influenced by riprap and turning blocks of the east dyke slope, has slow construction work efficiency, is difficult to ensure the construction period, and possibly has influence on the structural stability of the No. 8 pier.
When the secondary scheme is designed aiming at the main bridge foundation at the reclamation east dyke, the foundation is designed based on the thought of 'top-first and then letting' that is, an isolation steel pile casing is additionally arranged outside the pile foundation of the 2-7 # pier, and the distance between the isolation steel pile casing and the pile position pile casing is not less than 30cm. However, the calculation shows that the displacement of the 8# pier and the 7# pier is not successfully controlled within the design range in the design.
By adopting the scheme of the invention, a three-dimensional model (see figure 7) is established by using Plaxis software, and the effectiveness of the patent in reducing the lateral displacement of the underwater soft soil foundation in the dam filling process is verified, wherein the double Y-shaped retaining structure is positioned between the 6# pile and the 7# pile.
And (3) analysis of calculation results:
1. horizontal displacement cloud pictures (fig. 8a and 8 b) of front and rear soil layers are driven into the double Y-shaped combined structure:
in the figure, the darker the color of the dark part in the middle of the soil body indicates that the larger the horizontal displacement, namely the positive displacement, of the soil body is in the direction away from the embankment, and the darker the color of the dark part in the upper part of the soil body indicates that the larger the negative displacement of the soil body is. The graph shows that the horizontal displacement distribution of the soil body is greatly changed, the maximum horizontal displacement of the soil body is transferred from the bottom of the 6# pile to the bottom of the soil retaining structure, and the maximum positive horizontal displacement of the soil body is obviously reduced.
2. The horizontal displacement curve of the 7# pier displacement before and after the double Y-shaped combined structure is driven is compared with a graph (figure 9), the negative displacement of the pile foundation displacement top of the 7# pier is slightly increased compared with the original displacement, the displacement of the rest pile body is obviously reduced compared with the original displacement, and the maximum node displacement is reduced by about 75%.
The implementation shows that the invention can meet the requirements of short construction period, less disturbance to soil body, less pollution and repeated use. In the implementation case, the construction process of the dam filling has an influence on the safety of bridge pile foundation construction, the structural safety can be met in the specified construction period through calculation, and the maximum node displacement is reduced by about 75%.
Claims (9)
1. A floating pipe pile, characterized in that: the pile wall of the floating type pipe pile (0) is provided with an opening (3), the bottom of the pipe pile is completely sealed, a grouting pipe (7) is inserted in the middle of the top of the pipe pile after the cement is used for sealing (6), the grouting pipe (7) is connected with an external grouting pump (5), and the grouting pump (5) is used for grouting slurry into the floating type pipe pile (0) through the grouting pipe (7); oblique anchor pulling locks (8) are fixed on two symmetrical sides of the outer pile wall at the top of the floating pipe pile (0), annular locks (2) are fixed on two symmetrical sides of the outer pile wall at the bottom of the floating pipe pile (0), and the two oblique anchor pulling locks (8) are respectively positioned right above the two annular locks (2); a horizontal anchor pulling lock catch (1) is fixed on the outer pile wall at the top of the floating pipe pile (0) beside one inclined anchor pulling lock catch (8);
the floating pipe pile (0) is arranged in a soft soil foundation at the periphery of the embankment (13), two inclined anchor pulling locks (8) are respectively arranged at one side of the floating pipe pile (0) closest to the embankment (13) and one side farthest from the embankment (13), the inclined anchor pulling locks (8) are connected with inclined anchor cables (10), and the inclined anchor cables (10) penetrate through the annular locks (2) to be anchored to bedrock at the bottom of the soft soil foundation; the horizontal anchor pulling lock catch (1) is connected with a horizontal anchor rope (9), and the horizontal anchor rope (9) is anchored on an anchorage (11) of the embankment (13); each floating pipe pile (0) is connected with two oblique anchor cables (10) and one horizontal anchor cable (9), one ends of the two oblique anchor cables (10) are respectively fixed on two oblique anchor pulling locks (8) at two sides, and after the other ends of the two oblique anchor cables (10) downwards penetrate through annular locks (2) under the oblique anchor pulling locks (8) which are respectively connected, the two oblique anchor cables are obliquely anchored in soft soil foundation bottom bedrock positioned at the periphery of the floating pipe pile (0); one end of the horizontal anchor cable (9) is connected to the horizontal anchor pulling lock catch (1), and the other end horizontally extends to the embankment (13) and is anchored on the anchor (11) of the embankment (13).
2. A floating pipe pile according to claim 1, characterised in that: in the floating pipe pile (0), the holes (3) are arrayed along the axial direction of the floating pipe pile (0) and the circumferential direction of the pile wall, namely, the holes are arrayed regularly along the transverse direction and the longitudinal direction of the pile body surface, and the holes (3) meet the following relation: the distance h between two adjacent holes (3) along the axial direction of the floating pipe pile (0) is more than or equal to 5 phi, the number n of the holes on the circumferential surface of the same pile wall is less than or equal to 6, the outer diameter D of the floating pipe pile (0) is more than or equal to 10 phi, and phi represents the aperture of the holes (3).
3. A floating pipe pile according to claim 1, characterised in that: the two symmetrical sides of the outer pile wall of the floating pipe pile (0) are provided with connecting locks (4) which are connected with steel sheet piles (14), and connecting lines between the connecting locks (4) at the two sides are perpendicular to connecting lines between the oblique anchor pulling locks (8) at the two sides.
4. A floating pipe pile according to claim 1, characterised in that: the inclined anchor cable (10) forms an included angle of 15-45 degrees with the pile body axis of the floating pipe pile (0).
5. A dyke retaining structure, characterized in that: the floating pipe pile (0) and steel sheet pile (14) according to any one of claims 1 to 4, comprising a connecting lock catch (4) for connecting the floating pipe pile (0) and the steel sheet pile (14), and specifically comprising a middle section and branch sections at two ends of the middle section; the middle section mainly comprises a plurality of floating tubular piles (0) and a plurality of steel sheet piles (14) which are arranged in a row along the edge parallel to the bank (13), and the floating tubular piles (0) of the middle section are arranged in a row along a straight line parallel to the edge of the bank (13); the floating pipe piles (0) at each of the two ends of the middle section are outwards connected with two branch sections which are in bifurcation extension, each branch section comprises a plurality of floating pipe piles (0) and a plurality of steel sheet piles (14) which are arranged in a row along the same straight line, and the floating pipe piles (0) in the branch sections are arranged in a row along the straight line which is inclined to the bank edge of the embankment (13).
6. A dike retaining structure according to claim 5, wherein: two steel sheet piles (14) are arranged between two adjacent floating pipe piles (0), connecting lock catches (4) are fixed on two side walls of each floating pipe pile (0) and each steel sheet pile (14), and the two adjacent floating pipe piles (0) and the two adjacent steel sheet piles (14) are connected through the connecting lock catches (4) in a buckling mode.
7. A construction method applied to the retaining structure of a dike according to claim 6, characterized in that the method comprises the steps of:
1) According to the actual engineering condition of the dam filling process, selecting floating tubular piles and steel sheet piles which meet the construction requirement size;
2) For each floating pipe pile (0) serving as the middle section of the dam retaining structure, one end of an oblique anchor rope (10) connected with the floating pipe pile (0) is anchored in bedrock at the bottom of a soft soil foundation of the dam, and the other end of the oblique anchor rope (10) firstly passes through an annular lock catch (2) of the floating pipe pile (0) connected with the other end of the oblique anchor rope;
3) Performing pile sinking operation on the floating pipe pile (0) by using a static pile sinking machine, performing pressure grouting while performing pile sinking, and driving the floating pipe pile (0) and two steel sheet piles (14) into the pile so that the floating pipe pile (0) and the steel sheet piles (14) are in staggered lap joint to form the dam retaining structure and are arranged at the periphery beside a embankment (13);
4) The other ends of the inclined anchor cables (10) are anchored to inclined anchor pulling catches (8) of the floating pipe piles (0) connected with the inclined anchor cables respectively, and a horizontal anchor cable (9) is connected between the floating pipe piles (0) and the anchors (11) of the embankment (13);
5) After the embankment is filled and subsides to be stable, the steel sheet pile (14) is pulled out by adopting a vibration method, so that the construction of the embankment soil retaining structure is completed.
8. A method of construction of a dike retaining structure according to claim 7, wherein: the pressure grouting is carried out in synchronization with the grouting in the floating pipe pile (0) and the pile sinking of the floating pipe pile (0), the grouting pressure is controlled to be gradually increased from 1/3 of the maximum grouting pressure to 2/3, and the grouting pressure is increased after the floating pipe pile (0) is sunk to the bottommost part, so that the grouting liquid overflows outwards from the opening (3) of the floating pipe pile (0).
9. A method of construction of a dike retaining structure according to claim 7, wherein: the settlement in the step 5) tends to be stable, namely, the monitoring of the horizontal displacement of the soft soil body of the dam meets the construction specification design value of the pier pile foundation.
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| CN201810178829.9A CN108411934B (en) | 2018-03-05 | 2018-03-05 | Floating tubular pile, dam retaining structure and construction method thereof |
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| CN111691401A (en) * | 2019-03-14 | 2020-09-22 | 宝山钢铁股份有限公司 | Precast concrete tubular pile with hidden embedded lock catch and manufacturing method thereof |
| CN111691405A (en) * | 2019-03-14 | 2020-09-22 | 宝山钢铁股份有限公司 | Precast concrete tubular pile with hidden embedded lock catch and manufacturing method thereof |
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