CN111305204A

CN111305204A - Construction process of dock anchorage sheet pile

Info

Publication number: CN111305204A
Application number: CN202010133765.8A
Authority: CN
Inventors: 王伟; 袁扣峰; 李建臣; 王学森; 崔云; 王小刚
Original assignee: Shanghai Branch Cccc Third Harbor Engineering Co ltd; CCCC Third Harbor Engineering Co Ltd
Current assignee: Shanghai Branch Cccc Third Harbor Engineering Co ltd; CCCC Third Harbor Engineering Co Ltd
Priority date: 2020-03-02
Filing date: 2020-03-02
Publication date: 2020-06-19

Abstract

The invention provides a construction process of a dock anchorage sheet pile, which comprises the following steps: horizontally placing a prefabricated anchorage sheet pile with exposed reinforcing steel bars, and sleeving a pile cap on the pile top with the exposed reinforcing steel bars on the prefabricated anchorage sheet pile; step two, adjusting the prefabricated anchor plate pile from a horizontal state to a vertical state, wherein the pile top is upward; thirdly, hammering a pile cap to construct a prefabricated anchorage sheet pile until the prefabricated anchorage sheet pile sinks to a designed elevation; and step four, repeating the step one to the step three to finish the construction of the rest prefabricated anchor sheet piles one by one. Because the pile top concrete is not chiseled, the pile cap is required to be used for protecting the pile top concrete and the exposed reinforcing steel bars in the pile sinking process, and the pile top is prevented from being cracked and the exposed reinforcing steel bars are prevented from being deformed during driving.

Description

Construction process of dock anchorage sheet pile

Technical Field

The invention relates to the field of dock construction, in particular to a dock anchorage sheet pile construction process.

Background

In order to realize the transformation and upgrading of the dock, the existing dock needs to be extended to the land side by hundreds of meters. The traditional anchorage wall excavation construction process comprises the following steps: firstly chiseling 75cm of concrete at the upper part of the anchorage sheet pile, and then exposing the main rib to anchor with the bottom plate of the anchorage wall, so that the anchorage sheet pile and the anchorage wall are connected into a whole. Considering that about 40 sheet piles exist in the length range of 20m of each structural section, in order to ensure the quality of a pile body, an artificial air pick is adopted for chiseling, about 2 days of operation time is still needed when 3 air picks are simultaneously carried out, and the construction time of the structural sections and the single turnover time of foundation pit enclosure are increased.

Because the reconstruction project has high requirement on the construction period, the node arrangement of the construction period is compact, and the connection time between the pile head processing of the anchorage plate pile and the construction of the anchorage wall structure is very short. Therefore, a new construction process of the dock anchorage sheet pile is urgently needed to be researched so as to save the construction period.

Disclosure of Invention

The invention aims to provide a construction process of a dock anchorage sheet pile, which changes the process of chiseling pile top concrete to expose main ribs after pile sinking into the process of directly sinking the pile with the exposed main ribs during prefabrication, and omits the process of chiseling the pile top concrete.

The technical scheme for realizing the purpose of the invention is as follows:

a construction process of a dock anchorage sheet pile comprises the following steps:

horizontally placing a prefabricated anchorage sheet pile with exposed reinforcing steel bars, and sleeving a pile cap on the pile top with the exposed reinforcing steel bars on the prefabricated anchorage sheet pile;

step two, adjusting the prefabricated anchor plate pile from a horizontal state to a vertical state, wherein the pile top is upward;

thirdly, hammering a pile cap to construct a prefabricated anchorage sheet pile until the prefabricated anchorage sheet pile sinks to a designed elevation;

and step four, repeating the step one to the step three to finish the construction of the rest prefabricated anchor sheet piles one by one.

Because the pile top concrete is not chiseled, the pile cap is required to be used for protecting the pile top concrete and the exposed reinforcing steel bars in the pile sinking process, and the pile top is prevented from being cracked and the exposed reinforcing steel bars are prevented from being deformed during driving.

As a further improvement of the invention, when all the prefabricated anchor sheet piles are constructed, firstly using the first to third steps to construct a first prefabricated anchor sheet pile as an initial pile, and exposing the pile top to the ground after the initial pile is constructed;

then clamping the prepared guide frame on the initial pile, and inserting a positioning pipe center matched with the guide frame on the axis of the precast anchor sheet pile;

and finally, repeating the first step to the third step, and inserting the rest prefabricated anchor sheet piles in sequence according to the concave-convex tenons on the prefabricated anchor sheet piles to enable all the prefabricated anchor sheet piles to be connected into a row body.

As a further improvement of the invention, the process of mortise and tenon insertion is: (1) calibrating the verticality of the prefabricated anchorage sheet pile; (2) the top surface convex groove between the front prefabricated anchorage plate pile and the rear prefabricated anchorage plate pile faces the direction of the groove, and the pile tops are properly inclined forwards by 2-3 cm; (3) and when the grooves are fully inserted into the convex grooves, pile feeding is started.

As a further improvement of the invention, in the third step, when the pile is formally driven, the accelerator of the pile hammer of the pile sinking machine is not opened, the pile is driven by the empty hammer, and the pile is driven to drive the pile only after the precast anchor slab pile is stably driven into the soil.

As a further improvement of the invention, in the third step, if the pile body of the precast anchorage sheet pile is inclined during driving, the pile frame or the telescopic closure opening is moved to straighten the pile body, and the precast anchorage sheet pile is straightened by inclining the pile frame.

And as a further improvement of the invention, in the third step, the verticality of the precast anchorage sheet pile is ensured by adopting a theodolite and a hanging hammer together during pile sinking.

As a further improvement of the invention, after the pile cap is sleeved on the pile top in the first step, the pile cap and the pile top are fixed by using a steel wire rope buckle.

Because pile cap size slightly is greater than pile head concrete, in order to prevent when playing a pile relative slip between pile body and the pile cap and lead to pile body one side stress concentration, appear destroying the condition of pile head, utilize 2-4 wire rope buckles to fix pile cap and four angles (or diagonal) of pile head.

As a further improvement of the invention, the guide frame is made of square steel through double splicing, one end of the guide frame is connected with the positioning pile through a plurality of clamping grooves, and the other end of the guide frame is welded into a rigid body through steel plates according to the width of the prefabricated anchorage sheet pile.

As a further improvement of the invention, steel pipes are arranged on one side of the guide frame at an interval of about 2.0m, and the steel pipes and the guide frame are welded and fixed, so that the guide frame is prevented from displacing in the beating process.

Compared with the prior art, the invention has the beneficial effects that:

1. because the pile top concrete is not chiseled, the pile cap is required to be used for protecting the pile top concrete and the exposed reinforcing steel bars in the pile sinking process, and the pile top is prevented from being cracked and the exposed reinforcing steel bars are prevented from being deformed during driving.

2. Due to the existence of pile head steel bars, a specially designed pile cap form is used in the pile sinking process. In addition, through a plurality of tests, under the condition that the pile pad effect of the coiled steel wire rope, the hard battens and the like is not good, the rubber cushion block with the thickness of 5-10cm is selected as the pile pad, the pile cap is prevented from being in hard contact with the concrete on the pile top, and the pile head concrete is protected well.

3. Because pile cap size slightly is greater than pile head concrete, in order to prevent when playing a pile relative slip between pile body and the pile cap and lead to pile body one side stress concentration, appear destroying the condition of pile head, utilize 2-4 wire rope buckles to fix pile cap and four angles (or diagonal) of pile head.

4. The prefabricated anchorage sheet pile is of a continuous pile arranging structure, one side of the prefabricated anchorage sheet pile is a punched sheet pile, the other side of the prefabricated anchorage sheet pile is a soil body which is continuously compacted and compressed, resistance on two sides is inconsistent, the pile body is easy to incline, and a rabbet is easy to disengage.

Drawings

Fig. 1 is a flow chart of a construction process of a dock anchorage sheet pile;

fig. 2a is a first schematic diagram of a pile top structure of a dock anchorage sheet pile;

fig. 2b is a schematic diagram of a pile top structure of a dock anchorage sheet pile;

fig. 2c is a schematic structural view of a dock tieback sheet pile;

fig. 3 is a schematic structural view of the pile cap.

In the figure, 1, a steel bar component is exposed; 11. exposing the steel bars; 2. prefabricating a sheet pile main body; 21. a tenon; 22. a recess; 23. a concave plane; 3. pile caps; 31. a cap body; 311. a through hole; 312. a first side plate; 313. a second side plate; 314. a top plate; 32. a columnar body; 321. a columnar body; 322. a flange; 323. a lug.

Detailed Description

The present invention is described in detail with reference to the embodiments shown in the drawings, but it should be understood that these embodiments are not intended to limit the present invention, and those skilled in the art should understand that functional, methodological, or structural equivalents or substitutions made by these embodiments are within the scope of the present invention.

In the description of the present embodiments, it is to be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.

Furthermore, the terms "mounted," "connected," and "connected" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the creation of the present invention can be understood by those of ordinary skill in the art through specific situations.

Example 1:

as shown in fig. 1, the embodiment discloses a dock anchorage sheet pile construction process, which includes the following steps: step S1, horizontally placing the precast anchor sheet pile with the exposed reinforcing steel bars, and then sleeving a pile cap on the pile top with the exposed reinforcing steel bars on the precast anchor sheet pile; step S2, adjusting the prefabricated anchor plate pile from a horizontal state to a vertical state, wherein the pile top is upward; step S3, hammering the pile cap to apply and beat the precast anchor sheet pile until the precast anchor sheet pile sinks to the designed elevation; and S4, repeating the steps S1 to S3 to finish the construction of the rest prefabricated anchor sheet piles one by one.

Because this embodiment no longer chisels out pile bolck concrete, so need use pile cap to protect pile bolck concrete and exposed reinforcing bar in pile sinking process, prevent that the pile bolck is cracked and exposed reinforcing bar warp when executing to beat.

In this embodiment, when all the prefabricated anchor sheet piles are constructed, the first prefabricated anchor sheet pile is driven as an initial pile by using the steps S1 to S3, and after the driving of the initial pile is finished, the pile top is exposed out of the ground; then clamping the prepared guide frame on the initial pile, and inserting the center of a positioning pipe matched with the guide frame on the axis of the precast anchor sheet pile; and finally, repeating the steps from S1 to S3, and inserting the rest prefabricated anchorage plate piles in sequence according to the tenons and the tenons on the prefabricated anchorage plate piles to enable all the prefabricated anchorage plate piles to be connected into a row body.

In this embodiment, the preferred process of rebate insertion is: (1) calibrating the verticality of the prefabricated anchorage sheet pile; (2) the top surface convex groove between the front prefabricated anchorage plate pile and the rear prefabricated anchorage plate pile faces the direction of the groove, and the pile tops are properly inclined forwards by 2-3 cm; (3) and when the grooves are fully inserted into the convex grooves, pile feeding is started.

In this embodiment, in step S3, when the pile is officially driven, the accelerator of the pile hammer of the pile driver is not opened first, and the pile is driven by the empty hammer until the precast anchor slab pile is stably driven into the ground, and the accelerator of the pile hammer is started to drive the pile. Step S3, when the pile body of the precast anchorage sheet pile is inclined during driving, the pile body is straightened by moving the pile frame or the telescopic dragon mouth, and the precast anchorage sheet pile is straightened by inclining the pile frame. And step S3, adopting a theodolite and a hanging hammer to jointly ensure the verticality of the precast anchorage sheet pile during pile sinking.

In this embodiment, after the pile cap is put on the pile top in step S1, the pile cap and the pile top are further fixed by using the wire rope clip. Because pile cap size slightly is greater than pile head concrete, in order to prevent when playing a pile relative slip between pile body and the pile cap and lead to pile body one side stress concentration, appear destroying the condition of pile head, utilize 2-4 wire rope buckles to fix pile cap and four angles (or diagonal) of pile head.

In this embodiment, the guide frame is preferably made of square steel through double splicing, one end of the guide frame is connected with the positioning pile through a plurality of clamping grooves, and the other end of the guide frame is welded into a rigid body through a steel plate according to the width of the precast anchor sheet pile. One side of leading truck is beaten and is established the steel pipe with the interval about 2.0m, and steel pipe and leading truck welded fastening to guarantee that the leading truck does not take place the displacement in the process of beating.

In this embodiment, a specially designed form of pile caps is used during the pile sinking process due to the presence of the pile head rebar. In addition, through a plurality of tests, under the condition that the pile pad effect of the coiled steel wire rope, the hard battens and the like is not good, the rubber cushion block with the thickness of 5-10cm is selected as the pile pad, the pile cap is prevented from being in hard contact with the concrete on the pile top, and the pile head concrete is protected well. In this embodiment, because pile cap size slightly is greater than pile head concrete, in order to prevent when playing a pile that relative slip between pile body and the pile cap leads to pile body one side stress concentration, the condition that appears destroying the pile head, utilize 2-4 wire rope buckles to fix four angles (or diagonal) of pile head with the pile cap. In this embodiment, because prefabricated anchorage sheet pile is continuous pile arranging structure, and pile sinking in-process one side is the sheet pile of having established for beating, and the opposite side is the soil body of constantly crowded compression, and the both sides resistance is inconsistent, easily causes the pile body slope, and the rabbet is thrown off, therefore this embodiment has specially designed the leading truck that is made by square steel double-piecing together, and in addition, this embodiment adopts theodolite and sash weight to guarantee the straightness that hangs down of prefabricated anchorage sheet pile jointly.

Example 2:

the difficulty of the solution disclosed in example 1 is that: (1) because pile top concrete is not chiseled, the pile top concrete and exposed reinforcing steel bars need to be protected in the pile sinking process, and the pile top is prevented from being cracked and the reinforcing steel bars are prevented from being deformed. (2) Due to the existence of pile head steel bars, a special pile cap structure form needs to be customized in the pile sinking process. (3) The anchorage sheet pile is a continuous pile arranging structure, one side of the pile sinking process is the sheet pile which is already arranged, the other side of the pile sinking process is the soil body which is continuously compacted and compressed, the resistance of the two sides is inconsistent, the pile body is easy to incline, and the rabbet is disengaged.

In this embodiment, the prefabricated anchor sheet pile needs to rebound the concrete strength one by one when entering the field. In this embodiment, the shape of the pile cap is welded by steel plates according to the size of the prefabricated anchorage sheet pile, the side without the tenon and the side without the tenon are 270mm limiting plates, and the side with the tenon are 100mm limiting plates. The positions of the reinforcing steel bars on the two sides of the pile cap are respectively provided with a groove, and the reinforcing steel bars are inserted into the grooves to adapt to the exposed reinforcing steel bars.

In the embodiment, when a pile is sunk, a pile cap is firstly sleeved under the condition of the horizontal pile body before pile lifting, because the size of the pile cap is slightly larger than the concrete of the pile head, in order to prevent the stress concentration on one side of the pile body caused by the relative sliding between the pile body and the pile cap when the pile is lifted, and the condition of damaging the pile head is generated, the pile cap and four corners (or diagonals) of the pile head are fixed by utilizing 2-4 steel wire rope buckles.

The pile sinking control measures of the embodiment comprise measures in a preparation stage and pile sinking measures, the measures in the preparation stage comprise surface cleaning, equipment model selection, marking and guide frame manufacturing, and the pile sinking measures comprise positioning pile driving, sheet pile inserting and driving, pile head concrete protection and abnormal condition treatment.

Specifically, the method comprises the following steps: the surface cleaning is to dig about 1m deep to clean the surface and touch obstacles after removing surface structures, terraces and the like, so as to ensure smooth pile sinking. In the process of primary pile sinking, if obstacles are found, the pile is pulled out in time and dug and cleaned again.

Specifically, the method comprises the following steps: the equipment model selection is that according to geological data, the Ps value of a pile sinking area is about 5MPa, a DH508 crawler type pile driver is selected and matched with a D62 diesel hammer, and a 70T crawler type crane is matched for pile unloading and pile feeding; in addition, each pile frame is provided with a corresponding specially-made pile cap and a corresponding pile feeding pipe according to the external dimension of the anchorage sheet pile.

Specifically, the method comprises the following steps: the marking-off is to use white paint to draw from the pile tip to the pile top after the precast anchor plate pile enters the field, the distance between scale lines in the range from the pile tip to the pile top of 18-10 m is 0.5m, the distance between scale lines in the range from the L-10 m is 0.1m (L is the pile length), the length of the scale lines is not less than 20cm, the drawing is longer when the scales are scaled in whole meter, and the straight line is ensured; in addition, the pile feeder and the pile hammer need to be marked with scales, and the distance between the scales is also 0.1 m.

The guide frame is manufactured in the embodiment, the guide frame with enough rigidity is arranged for controlling the axis line type of the prefabricated anchorage plate pile row body wall, reducing the plane distortion of the pile and improving the piling efficiency, the guide beam is manufactured by 300 multiplied by 300 square steel in a double-splicing mode, one end of the guide beam is connected with the positioning pile through a plurality of clamping grooves, and the other end of the guide beam is welded into a rigid body through a steel plate according to the width of the plate pile. In order to ensure that the guide beam does not displace in the process of piling the sheet pile, a phi 300mm steel pipe is arranged at one side of the guide beam at an interval of 2.0m and is welded and fixed. After the guide beam is arranged, the subsequent sheet piles can be driven, aligned to the notches according to the arrangement of the sheet piles, and inserted into the notches of the guide beam in sequence.

The positioning pile driving method specifically comprises the following steps: the reinforced concrete anchorage plate pile is a rigid body, and the axis direction male falcon and female falcon are anchored and connected to form an underground wall body, so that the verticality and the stability of the initial positioning pile are very critical. And (3) releasing the initial pile position center sample pile according to the released axis point, wherein the release of the initial pile position center sample pile needs to be careful, and the pile can be driven after the release is checked and accepted. The verticality is strictly controlled in the construction process, one theodolite is respectively arranged at a position 25m away from the pile driver in a 90-degree direction, the verticality of a guide rod of the pile driver is observed firstly, and the central projection of a pile cap and a pile hammer on a slide way is consistent with the center of a pile position. And observing the verticality of the pile, and ensuring the verticality requirement during pile insertion. The initial pile is driven to a certain height, the pile top is exposed out of the ground, then the initial pile is clamped on the prepared guide frame, and the center of the positioning pipe is inserted on the axis of the sheet pile.

The concrete steps of sheet pile inserting and driving are as follows: and inserting the sheet pile tenons one by one in sequence after the positioning piles are driven. The sheet pile wall is continuous, the righting degree of each pile has great influence on the normal driving of the subsequent piles, and the verticality of the sunk pile adopts double control measures (two theodolites and a hanging hammer) in the driving process. When inserting piles, the verticality of the sheet piles is firstly calibrated, the convex grooves on the top surfaces between the piles face the direction of the grooves, and the pile tops are properly inclined forwards by 2-3 cm. Because the pile tip of the sheet pile is subjected to single-side soil discharge, the pile tip can only be extruded forwards. When in formal driving, the accelerator of the pile hammer of the pile machine is not opened firstly, the pile is pressed by the hollow hammer, and the accelerator of the pile hammer can be started to start driving the pile until the soil is stably filled. If the pile body inclines, the pile body is straightened by moving the pile frame or the telescopic keel, and the pile body is not straightened by inclining the pile frame. When the sheet pile is basically inserted into the guide slot, pile feeding is started. In order to avoid fan-shaped deformation, a method of sending piles to the designed elevation is adopted, the pile frame travels forwards, and the sheet piles are sent to the designed elevation sequentially. And (4) reserving the last 2 sheet piles in the guide beam as a positioning reference, and moving the guide piles and the guide beam forwards. The back dock face of the anchorage sheet pile is provided with reinforcing steel bars, and the construction direction of the anchorage sheet pile needs to be noticed during construction.

The concrete protection of the pile head comprises the following concrete steps: through multiple tests, under the condition that the pile pad effect is poor due to the use of coiled steel wire ropes, hard battens and the like, the rubber cushion block with the thickness of 5-10cm is selected as the pile pad, so that the pile cap is prevented from being in hard contact with the pile top concrete, and the pile head concrete is protected well.

The abnormal condition processing specifically comprises the following steps: numbering each pile, and making pile sinking records. And judging whether the geological condition of the section is consistent with the geological survey report or not through the penetration degree, and if so, performing reconnaissance on the geological condition. When the anchor sheet pile construction of the west dock wall of the project is carried out, the hammering number is increased by nearly 150 hammers compared with that of an east dock wall, and the penetration degree of the same soil layer has obvious difference. Through static sounding detection, the average PS value of sandy silt layers in the west dock wall area reaches 11.65MPa, the peak value reaches 18MPa, the average value of 5MPa reported by far-exceeding ground exploration is obtained, and the sandy silt layers are continuously compacted in the pile sinking process. In order to avoid the breakage of pile head and the breakage of pile body caused by heavy hammer impact, a pre-drilling method is adopted, and a twist drill with the diameter of 400mm is used for drilling a sandy soil layer at the position of a pile in advance and then the pile is deposited.

Example 3:

on the basis of the schemes disclosed in the embodiment 1 and the embodiment 2, the embodiment discloses a structure of a dock anchorage sheet pile and a pile cap.

As shown in fig. 2a-c, the dock anchorage sheet pile comprises a prefabricated sheet pile main body 2 and an exposed steel bar assembly 1, wherein the prefabricated sheet pile main body 2 consists of a concrete pile and a steel bar framework, and the steel bar framework is poured in the concrete pile when the concrete pile is poured, so that the steel bar framework is positioned in the concrete pile; a plurality of main reinforcements of the reinforcement cage extend to form an exposed reinforcement assembly 1, the exposed reinforcement assembly 1 is composed of a plurality of exposed reinforcements 11, the plurality of main reinforcements extend from the top end of the concrete pile to the outside of the concrete pile, the extending length is more than 70cm, and all exposed sections of the main reinforcements extending from the top end to the outside are called as a plurality of exposed reinforcements 11; the exposed reinforcing steel bars 11 are equally divided into two groups, the two groups of exposed reinforcing steel bars 11 are oppositely arranged, and the length of each exposed reinforcing steel bar 11 is larger than 70 cm.

The concrete pile of the precast sheet pile body 2 is provided with a tenon 21, a recess 22 and two concave planes 23, the tenon 21 and the recess 22 are provided on opposite sides of the concrete pile, the two concave planes 23 are located at upper ends of the tenon 21 and the recess 22 in a length direction, the two concave planes 23 are located on both sides, one concave plane 23 is provided adjacent to the tenon 21, and the other concave plane 23 is provided adjacent to the recess 22. The width of the concave plane 23 is the same as the width of the concrete pile, and the height of the concave plane 23 is less than 1/10 of the height of the concrete pile. The present embodiment achieves a stable and reliable connection of the concrete pile with the pile cap 3 by defining the width and height of the concave plane 23.

As shown in fig. 2, the length of the tenon 21 is equal to the height of the concrete pile-the height of the concave plane 23, and the length of the notch 22 is equal to the height of the concrete pile-the height of the concave plane 23. The tenon 21 of the previous concrete pile is matched with the notch 22 of the next concrete pile to realize the reliable connection of the two concrete piles. In order to facilitate pile sinking, the end part of the concrete pile far away from the exposed steel bar assembly 1 is provided with a pile tip. Preferably, the longitudinal section of the pile tip is a right trapezoid.

The steel reinforcement framework of the precast sheet pile main body 2 is composed of a plurality of main reinforcements and a plurality of auxiliary reinforcements, the N square frames are spliced by the plurality of auxiliary reinforcements, the N square frames are distributed in sequence along the height direction of the main reinforcements, and each square frame is located inside the main reinforcements and is fixedly bound with each main reinforcement. The outer diameter of the main rib is larger than that of the auxiliary rib. The sheet pile of this embodiment exposes main muscle when prefabricated, and the pile sinking operation is directly carried out to the precast sheet pile after advancing into the field, saves the process of chisel pile bolck concrete, shortens construction cycle, practices thrift manpower and financial resources.

The dock wall is of a steel sheet pile anchoring structure. The anchoring structure is formed by combining reinforced concrete sheet piles and an L-shaped anchoring breast wall, and the reinforced concrete sheet piles are tightly connected through concave-convex tenons 21 to form a row body. The width of the reinforced concrete sheet pile is 0.5m, the thickness of the reinforced concrete sheet pile is 0.50m, and the pile length of the reinforced concrete sheet pile is 13.2 m. Wherein the effective pile length is 12.45m which is more than-11.8 m of the pile tip elevation. When the L-shaped anchorage breast wall is excavated and constructed, 75cm of concrete on the upper portion of the reinforced concrete sheet pile needs to be chiseled off, and then the main reinforcement is exposed and anchored with the bottom plate of the L-shaped anchorage breast wall, so that the reinforced concrete sheet pile and the L-shaped anchorage breast wall are connected into a whole.

In view of high requirements on construction period during construction, the construction period nodes are arranged compactly, and the connection time between pile head processing of the reinforced concrete sheet pile and construction of the L-shaped anchorage breast wall is very short. Considering that about 40 sheet piles exist in the length range of 20m of each structural section, in order to ensure the quality of a pile body, the pile body is removed by adopting a manual pneumatic pick, and about 2 days of operation time is still needed when 3 pneumatic picks are simultaneously carried out. Therefore, the design concept of the present embodiment is: the process of chiseling the pile top concrete to expose the main reinforcement after pile sinking is changed into the process of directly sinking the pile by exposing the main reinforcement during prefabrication, and the process of chiseling the pile top concrete is omitted.

As shown in fig. 3, the pile cap 3 includes: the pile driving device comprises a cap body 31 sleeved on a precast sheet pile main body 2, a columnar body 32 for hammering of a hammer body for pile sinking, and a fixing piece fixedly arranged on the peripheral wall of the columnar body 32, wherein exposed steel bars 11 extend out of the precast sheet pile main body 2, and the cap body 31 is provided with through holes 311 for the penetration of the exposed steel bars 11; the cylindrical body 32 is fixedly connected with the top end of the cap body 31, and the height of the cylindrical body 32 is larger than the length of the exposed steel bar 11, so that the exposed steel bar 11 is avoided when the hammer body is hammered; the fixing piece is penetrated with a steel wire rope which is wound on the exposed steel bar 11 and the columnar body 32 so as to realize the relative fixation of the structure of the precast sheet pile main body 2 and the pile cap 3. Preferably, the cap body 31 is composed of two first side plates 312, two second side plates 313 and one top plate 314; the two first side plates 312 and the two second side plates 313 are respectively and fixedly arranged oppositely, the two first side plates 312 and the two second side plates 313 enclose a square frame shape, the top plate 314 is fixedly arranged at the end part of the square frame shape along the height direction, the through hole 311 is arranged on the top plate 314, and the columnar body 32 is fixedly arranged on the top plate 314. The height of the first side plate 312 is greater than the height of the second side plate 313; the precast sheet pile body 2 is provided with a tenon 21 and a groove on both opposite side walls, and the second side plate 313 is installed on the side wall having the tenon 21 or the groove. The height of the second side plate 313 is greater than twice the height of the first side plate 312. As shown in fig. 3, the through-hole 311 is preferably in the shape of a bar, and two through-holes 311 are provided, and the two through-holes 311 are located on both sides of the columnar body 32. Preferably, the cylindrical body 32 is composed of a cylindrical body 321 and a flange 322, the flange 322 is located at the top end of the cylindrical body 321, the outer diameter of the flange 322 is larger than that of the cylindrical body 321, the cylindrical body 321 exceeds the end of the exposed steel bar 11, and the flange 322 and the exposed steel bar 11 have a gap along the axial direction. Preferably the fixing means is a lug and the cylindrical body 32 has at least two lugs, each lug having an ear hole for the cable to pass through.

The above-listed detailed description is only a specific description of a possible embodiment of the present invention, and they are not intended to limit the scope of the present invention, and equivalent embodiments or modifications made without departing from the technical spirit of the present invention should be included in the scope of the present invention.

It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.

Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.

Claims

1. A construction process of a dock anchorage sheet pile is characterized by comprising the following steps:

2. The dock anchorage sheet pile construction process according to claim 1, wherein when all prefabricated anchorage sheet piles are constructed, a first prefabricated anchorage sheet pile is constructed in the first to third steps to serve as an initial pile, and after the initial pile is constructed, the pile top is exposed out of the ground;

3. A dock anchorage sheet pile construction process as claimed in claim 2, wherein the process of mortise and tenon insertion is: (1) calibrating the verticality of the prefabricated anchorage sheet pile; (2) the top surface convex groove between the front prefabricated anchorage plate pile and the rear prefabricated anchorage plate pile faces the direction of the groove, and the pile tops are properly inclined forwards by 2-3 cm; (3) and when the grooves are fully inserted into the convex grooves, pile feeding is started.

4. The dock anchorage sheet pile construction process according to claim 3, wherein in the third step, the verticality of the prefabricated anchorage sheet pile is ensured by adopting a theodolite and a hanging hammer together during pile sinking.

5. The construction process of the dock anchorage sheet pile according to claim 1, characterized in that in the third step, when the pile is formally driven, the accelerator of the pile hammer of the pile driver is not opened, the pile is driven by an empty hammer, and the pile is driven by the accelerator of the pile hammer until the prefabricated anchorage sheet pile is stably driven into the ground.

6. The construction process of the dock anchorage sheet pile according to claim 5, wherein in the third step, if the pile body of the prefabricated anchorage sheet pile is inclined during construction, the pile body is straightened by moving the pile frame or the telescopic closure, and the prefabricated anchorage sheet pile is straightened by inclining the pile frame.

7. The dock anchorage plate pile construction process according to claim 1, wherein after the pile cap is put on the pile top in the first step, the pile cap and the pile top are fixed by using a steel wire rope buckle.

8. A dock anchorage sheet pile construction process as claimed in claim 2, wherein the guide frame is made of square steel by double splicing, one end of the guide frame is connected with the positioning pile through a plurality of clamping grooves, and the other end of the guide frame is welded into a rigid body by steel plates according to the width of the prefabricated anchorage sheet pile.

9. The construction process of the dock anchorage sheet pile as claimed in claim 8, wherein steel pipes are arranged on one side of the guide frame at an interval of about 2.0m, and the steel pipes are welded and fixed with the guide frame so as to ensure that the guide frame does not displace in the construction process.