CN117328454A - Method for limiting ultra-long prestressed pipe pile in complex sea-filling land area and sinking pile by hydraulic ram - Google Patents

Abstract

The invention relates to the technical field of pile sinking methods, and discloses a method for limiting an ultra-long prestressed pipe pile and sinking a pile by a hydraulic ram in a complex sea-filling land area, which comprises the steps of leveling a construction site and measuring pile positions, arranging a pile sinking limiting frame, arranging a hoop on the pile sinking limiting frame, arranging a hollow area in the hoop, and aligning the center of the hollow area with the center of the pile positions up and down; lifting the ultra-long prestressed pipe pile by using a crane, enabling the ultra-long prestressed pipe pile to pass through a hollow area of the anchor ear, and enabling the anchor ear to encircle the ultra-long prestressed pipe pile to be relatively fixed; lifting a hydraulic impact hammer to the top of the ultra-long prestressed pipe pile by using a crane, impacting the ultra-long prestressed pipe pile by using the hydraulic impact hammer, and gradually sinking the ultra-long prestressed pipe pile into a stratum; when the ultra-long prestressed pipe pile is sunk into the stratum by a set depth, the hoop is loosened to encircle the ultra-long prestressed pipe pile, and the hydraulic impact hammer continuously impacts the ultra-long prestressed pipe pile until the ultra-long prestressed pipe pile is sunk into the stratum by the required depth. Thus, the method has the effects of reliable quality and high construction efficiency.

Description

Method for limiting ultra-long prestressed pipe pile in complex sea-filling land area and sinking pile by hydraulic ram

Technical Field

The invention relates to the technical field of pile sinking methods, in particular to a method for limiting and hydraulic ram pile sinking of an ultra-long prestressed pipe pile in a complex sea-filling land area.

Background

At present, the pile sinking of the prestressed pipe pile generally adopts two construction processes of hammering and static pressure. The hammering method is usually integrated by installing a pile hammer on a pile driving frame (pile driving limit frame), hammering and pile driving are carried out on the prestressed pipe pile, and the maximum pile driving depth depends on the effective height of the pile driving frame after the pile hammer is installed.

According to the designed pile diameter, pile length and the condition of the existing construction equipment, a conventional pile driving frame is adopted to drive piles, a plurality of sections of short prestressed pipe piles are driven into pile positions for many times, the prestressed pipe piles of adjacent sections are mutually aligned and fixed through welding, but when the prestressed pipe piles are positioned in a complex sea-filling land area, the prestressed pipe piles of the adjacent sections are easily corroded by seawater and underground water, and the pile forming quality is affected.

In the prior art, in order to solve the problems, the problem that the joint is easy to erode is solved by adopting the ultra-long prestressed pipe pile, but the effective height of the pile driving frame is limited, so that the construction of the ultra-long prestressed pipe pile cannot be performed, and a large pile driving frame side with the upright post as high as 40m is required to be selected to meet the construction requirement of the project; however, the construction safety of the oversized pile driving frame is poor, the whole plane size is large, the weight is large, for the weak stratum and long and narrow site of the complicated sea-filling land area, the pile sinking work is difficult to smoothly develop, when the static pressure method is adopted for construction, the static pressure provided by the static pressure pile machine is limited due to the requirement that the whole section of the ultra-long pipe pile is sunk once, the pile static pressure value requirement of the ultra-long prestressed pipe pile is difficult to meet, meanwhile, the weak stratum of the complicated sea-filling land area is replaced before construction, a certain amount of stones are distributed at the upper part, and the static pressure process is easy to be blocked. Therefore, the problem that the ultra-long prestressed pipe pile in the complicated sea-filling land area is difficult to sink is solved.

Disclosure of Invention

The invention aims to provide a method for limiting and hydraulic impact hammer pile sinking of an ultra-long prestressed pipe pile in a complex sea-filling land area, and aims to solve the problem that the pile sinking of the ultra-long prestressed pipe pile in the complex sea-filling land area is difficult in the prior art.

The invention discloses a method for limiting an ultra-long prestressed pipe pile and sinking a hydraulic ram pile in a complex sea-filling land area, which comprises the following construction methods:

1) Leveling construction sites and measuring pile positions;

2) Pile sinking limiting frames which are longitudinally arranged are arranged on a construction site, hoops are arranged on the pile sinking limiting frames, and hollow areas for the ultra-long prestressed pipe piles to pass through are arranged in the hoops; the anchor ear is adjusted, and the center of the hollow area and the center of the pile position are arranged in an up-down alignment mode;

3) Hoisting the ultra-long prestressed pipe pile into a vertical shape by using a crane, enabling the ultra-long prestressed pipe pile to pass through a hollow area of a hoop, surrounding the ultra-long prestressed pipe pile by the hoop, relatively fixing the ultra-long prestressed pipe pile, and keeping the center of the ultra-long prestressed pipe pile aligned with the center of a pile position up and down;

4) Lifting a hydraulic impact hammer to the top of the ultra-long prestressed pipe pile by using a crane, wherein the hydraulic impact hammer and the ultra-long prestressed pipe pile are coaxially arranged up and down, and the bottom of the hydraulic impact hammer is in butt joint with the top of the ultra-long prestressed pipe pile;

5) The hydraulic impact hammer is utilized to longitudinally impact the ultra-long prestressed pipe pile from top to bottom, and the ultra-long prestressed pipe pile gradually sinks into a stratum in the impact process;

6) And after the ultra-long prestressed pipe pile is sunk into the stratum by a set depth, the anchor ear loosens the surrounding of the ultra-long prestressed pipe pile, and the hydraulic impact hammer continuously impacts the ultra-long prestressed pipe pile longitudinally until the ultra-long prestressed pipe pile is sunk into the stratum by the required depth.

Optionally, in the construction step 1), leveling a construction site by using an excavator, and performing replacement and compaction on soft filling soil in the construction site; after the pile position is measured, a shallow pit is dug in advance in the pile position, and the center of the shallow pit is aligned with the center of the pile position.

Optionally, in the construction step 3), the bottom of the ultra-long prestressed pipe pile is embedded in a shallow pit, and after the center of the ultra-long prestressed pipe pile is aligned with the center of the pile position, the crane is released to lift the ultra-long prestressed pipe pile, and the ultra-long prestressed pipe pile is immersed into the stratum for a certain depth due to self weight.

Optionally, a guide cylinder is arranged at the bottom of the ultra-long prestressed pipe pile, the diameter of the guide cylinder is smaller than that of the ultra-long prestressed pipe pile, and the ultra-long prestressed pipe pile and the guide cylinder are coaxially arranged up and down;

the outer side wall of the guide cylinder is provided with a plurality of guide plates, the plurality of guide plates are arranged at intervals along the circumferential direction of the guide cylinder, the guide plates extend along the axial direction of the guide cylinder, and the guide plates are arranged perpendicularly to the outer side wall of the guide cylinder.

Optionally, the anchor ear includes a fixed anchor ear and a movable anchor ear moving up and down along the pile sinking limit frame, the fixed anchor ear is fixed on the pile sinking limit frame, the movable anchor ear is located above the fixed anchor ear, and the fixed anchor ear and the movable anchor ear are respectively provided with the hollow area;

in the construction step 3), the fixed anchor ear and the movable anchor ear respectively encircle the ultra-long prestressed pipe pile, and the ultra-long prestressed pipe pile respectively penetrates through the hollow area of the fixed anchor ear and the hollow area of the movable anchor ear.

Optionally, in the construction step 5), the hydraulic impact hammer may impact the ultra-long prestressed pipe pile from top to bottom, the moving anchor ear may move downward along with the ultra-long prestressed pipe pile synchronously, and after the distance between the moving anchor ear and the fixed anchor ear reaches a set distance, the ultra-long prestressed pipe pile may sink into the stratum to a set depth.

Optionally, a plurality of pressure relief holes are formed in the ultra-long prestressed pipe pile, and the pressure relief holes are arranged in a staggered manner along the circumferential direction and the axial direction of the ultra-long prestressed pipe pile; in the construction step 5), in the process that the hydraulic impact hammer impacts the ultra-long prestressed pipe pile from top to bottom, before the pressure is relieved in the Kong Chenru stratum, the pressure relief holes are cleaned.

Optionally, in the construction step 3), a plurality of the ultra-long prestressed pipe piles are stacked in a stacking area, and a traction rope is connected to the bottom of the ultra-long prestressed pipe piles;

hoisting the ultra-long prestressed pipe pile to a hoisting area horizontally by using a crane, and hoisting the ultra-long prestressed pipe pile which is horizontal to be vertical by using the crane; and the crane guides the bottom of the ultra-long prestressed pipe pile to face by pulling the traction rope in the process of hoisting the ultra-long prestressed pipe pile.

Optionally, in the construction step 3), the upper portion of the ultra-long prestressed pipe pile is sleeved with two main slings arranged at intervals, the lower portion of the ultra-long prestressed pipe pile is sleeved with an auxiliary sling, and the two main slings and the auxiliary sling are respectively connected with an automatic rope-releasing device, wherein the automatic rope-releasing device is provided with a hanging ring;

the automatic rope-releasing devices on the two main slings are respectively connected with a main lifting hook through a main lifting rope, and the main lifting hook is connected with a main winch; the automatic rope-releasing device on the auxiliary sling is connected with an auxiliary lifting hook through an auxiliary sling, and the auxiliary lifting hook is connected with an auxiliary winch;

after the main lifting hook and the auxiliary lifting hook lift the ultra-long prestressed pipe pile in the lifting area to a set height, the auxiliary lifting hook stops pulling, the auxiliary lifting rope is in a loose shape, and the main lifting hook pulls upwards; the pulling traction rope is used for guiding the bottom of the ultra-long prestressed pipe pile to face, and the ultra-long prestressed pipe pile is lifted to the position above the pile position by the main lifting hook after the ultra-long prestressed pipe pile is vertical;

and after the vertical ultra-long prestressed pipe pile is surrounded by the anchor ear, the position of the ultra-long prestressed pipe pile is adjusted until the center of the ultra-long prestressed pipe pile is aligned with the center of the pile position up and down, and the automatic rope-releasing device is respectively disconnected with the main lifting rope and the auxiliary lifting rope.

Optionally, the automatic rope-releasing device comprises a lifting head and a lifting ring, wherein the lifting ring is connected to the upper part of the lifting head, the lower part of the lifting head is provided with a surrounding area with an opening at the bottom, and the top of the surrounding area is closed;

the lower part of the lifting head is provided with a pin shaft which moves transversely, when two ends of the pin shaft are arranged in the lifting head in a penetrating way, the bottom opening is closed by the pin shaft, and when the pin shaft moves transversely away from the lifting head, the bottom opening is opened;

the main sling comprises a loop part sleeved on the periphery of the ultra-long prestressed pipe pile, one end of the loop part penetrates through the other end of the loop part so that the loop part forms a surrounding shape, and one end of the loop part is provided with a ferrule;

in the construction step 3), the pin shaft penetrates through the ferrule, the ferrule penetrates through the enclosing area, the pin shaft seals the bottom opening of the enclosing area, and the ferrule and the lifting head are combined into a whole; when the main lifting hook is used for lifting the ultra-long prestressed pipe pile in a pulling way, the loop part is tightened and pressed on the periphery of the ultra-long prestressed pipe pile, and is fixed relative to the ultra-long prestressed pipe pile;

when the pin shaft moves away from the lifting head, the bottom opening is opened, the pin shaft is separated from the ferrule, the ferrule is separated from the enclosing area, the main sling is separated from the automatic rope-releasing device, and the loop part is loose;

the middle part of the ring sleeve part comprises two separation sections which are arranged at intervals up and down, the end parts of the two separation sections are integrated into a whole, and the middle parts of the two separation sections are arranged at intervals up and down to form separation intervals; a plurality of longitudinally arranged elastic strips are arranged in the separation interval, and two ends of each elastic strip are respectively butted on the two separation sections;

the elastic strip is provided with an inward side wall facing the ultra-long prestressed pipe pile and an outward side wall facing away from the ultra-long prestressed pipe pile, a plurality of non-deformable hard sheets are covered on the outward side wall, and the hard sheets are arranged at intervals along the length direction of the elastic strip;

in the construction step 3), when the main hook pulls up and lifts up the super-long prestressed pipe pile, the two separation sections are propped against the outer side wall of the super-long prestressed pipe pile, a gap is reserved between the inward side wall and the outer side wall of the super-long prestressed pipe pile, the elastic strip limits the relative movement of the two separation sections, and the hard piece limits the outward bending deformation of the elastic strip.

Compared with the prior art _， According to the method for limiting the ultra-long prestressed pipe pile and sinking the pile by the hydraulic impact hammer in the complex sea-filling land area, the ultra-long prestressed pipe pile is stamped into the pile position in the complex sea-filling land area, compared with the lengthening of the multi-section prestressed pipe pile, the influence on the pile body quality caused by the corrosion of underground water and seawater in the complex sea-filling land area on the lengthening joint of the prestressed pipe pile is avoided, compared with the hydraulic impact hammer arranged on the pile-forming limiting frame, the hydraulic impact hammer is lifted to the top of the vertical ultra-long prestressed pipe pile through the crane to form an independent hammering power source, the arrangement of the ultra-high pile-forming limiting frame is avoided, meanwhile, the ultra-long prestressed pipe pile is limited through the anchor ear, and the perpendicularity control on the ultra-long prestressed pipe pile in the sinking process is kept, so that the effects of reliable quality, high construction efficiency and cost economy are achieved.

Drawings

FIG. 1 is a schematic front view of a pile sinking stop and an ultralong prestressed pipe pile provided by the invention;

FIG. 2 is a schematic front view of a pile sinking stop and an ultralong prestressed pipe pile provided by the invention;

fig. 3 is a schematic perspective view of a fixed or mobile anchor ear provided by the present invention;

fig. 4 is a schematic front view of each component of the hydraulic impact hammer provided by the invention;

fig. 5 is a schematic view of a portion of an ultralong prestressed pipe pile according to the present invention;

FIG. 6 is a schematic front view of a main sling, a secondary sling, a hauling cable, an ultra-long prestressed pipe pile and a pulling head according to the present invention;

FIG. 7 is a schematic perspective view of a pull head according to the present invention;

FIG. 8 is a schematic perspective view of an automatic rope unwinder provided by the present invention;

FIG. 9 is a schematic perspective view of a main sling according to the present invention;

fig. 10 is a partial schematic view of a main sling according to the present invention.

Detailed Description

The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.

The implementation of the present invention will be described in detail below with reference to specific embodiments.

The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that, if there is an azimuth or positional relationship indicated by terms such as "upper", "lower", "left", "right", etc., based on the azimuth or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not indicated or implied that the apparatus or element referred to must have a specific azimuth, be constructed and operated in a specific azimuth, and thus terms describing the positional relationship in the drawings are merely illustrative and should not be construed as limitations of the present patent, and specific meanings of the terms described above may be understood by those skilled in the art according to specific circumstances.

Referring to fig. 1-10, a preferred embodiment of the present invention is provided.

The invention provides a method for limiting and hydraulic ram pile sinking of an ultra-long prestressed pipe pile in a complex sea-filling land area, which comprises the following construction methods:

1) Leveling construction sites and measuring pile positions;

2) Pile sinking limiting frames which are longitudinally arranged are arranged on a construction site, hoops are arranged on the pile sinking limiting frames, and hollow areas 104 for the ultra-long prestressed pipe piles 200 to pass through are arranged in the hoops; adjusting the anchor ear to enable the center of the hollow area 104 and the center of the pile position to be aligned up and down;

3) Hoisting the ultra-long prestressed pipe pile 200 into a vertical shape by utilizing a crane, enabling the ultra-long prestressed pipe pile 200 to pass through a hollow area 104 of a hoop, surrounding the ultra-long prestressed pipe pile 200 by the hoop, relatively fixing the ultra-long prestressed pipe pile 200, and keeping the center of the ultra-long prestressed pipe pile 200 aligned with the center of a pile position up and down;

4) Lifting the hydraulic impact hammer 300 to the top of the ultra-long prestressed pipe pile 200 by using a crane, wherein the hydraulic impact hammer 300 and the ultra-long prestressed pipe pile 200 are coaxially arranged up and down, and the bottom of the hydraulic impact hammer 300 is in butt joint with the top of the ultra-long prestressed pipe pile 200;

5) The hydraulic impact hammer 300 is utilized to longitudinally impact the ultra-long prestressed pipe pile 200 from top to bottom, and the ultra-long prestressed pipe pile 200 gradually sinks into the stratum in the impact process;

6) After the ultra-long prestressed pipe pile 200 is submerged into the stratum by a set depth, the anchor ear is loosened to encircle the ultra-long prestressed pipe pile 200, and the hydraulic impact hammer 300 continuously impacts the ultra-long prestressed pipe pile 200 longitudinally until the ultra-long prestressed pipe pile 200 is submerged into the stratum by a required depth.

According to the method for limiting the ultra-long prestressed pipe pile and sinking the hydraulic impact hammer in the complex sea-filling land area, the ultra-long prestressed pipe pile is stamped into the pile position in the complex sea-filling land area, compared with the lengthening of the multi-section prestressed pipe pile, the influence on the pile body quality caused by the corrosion of underground water and seawater in the complex sea-filling land area on the lengthening joint of the prestressed pipe pile is avoided, compared with the hydraulic impact hammer 300 mounted on the pile-forming limiting frame 100, the hydraulic impact hammer 300 is lifted to the top of the vertical ultra-long prestressed pipe pile 200 through a crane to form an independent hammering power source, the arrangement of the ultra-high pile-forming limiting frame 100 is avoided, meanwhile, the ultra-long prestressed pipe pile 200 is limited through the anchor clamps, and the perpendicularity control on the ultra-long prestressed pipe pile 200 in the sinking process is maintained, so that the effects of reliable quality, high construction efficiency and cost economy are achieved. A step of

The hydraulic impact hammer 300 is provided with an oil cylinder 310, the oil cylinder 310 is connected with a hydraulic power station through an oil pipe 311, a piston rod 320 is arranged below the oil cylinder 310, the bottom of the piston rod 320 is connected with a hammer cap 330, and the hammer cap 330 impacts the ultra-long prestressed pipe pile 200 to sink the pile.

The movable anchor ear 101 or the fixed anchor ear 102 is characterized in that two bending plates 103 are enclosed to form a hollow area 104, one end of one bending plate 103 is hinged with the other bending plate 103, the other end of one bending plate 103 is freely arranged, and the movable anchor ear can be fixed with the other bending plate 103 through bolts to form the hollow area 104.

In the construction step 1), leveling a construction site by using an excavator, and carrying out replacement and compaction on soft filling soil in the construction site; after the pile position is measured, a shallow pit is dug in advance in the pile position, and the center of the shallow pit is aligned with the center of the pile position. Thus, the foundation condition is improved, and the bearing capacity of the foundation is improved.

In the construction step 3), the bottom of the ultra-long prestressed pipe pile 200 is embedded in the shallow pit, and when the center of the ultra-long prestressed pipe pile 200 is aligned with the center of the pile position, the crane is released to lift the ultra-long prestressed pipe pile 200, and the ultra-long prestressed pipe pile 200 is sunk into the stratum by a certain depth due to the dead weight. In this way, on the premise that the perpendicularity of the ultra-long prestressed pipe pile 200 is controlled through the anchor ear, the embedded part can be ensured to meet the set requirement of the embedded perpendicularity under the condition that the embedded part is embedded to a certain depth and falls vertically through self-weight of the embedded part, and pile forming quality is ensured.

The bottom of the ultra-long prestressed pipe pile 200 is provided with a guide cylinder 210, the diameter of the guide cylinder 210 is smaller than that of the ultra-long prestressed pipe pile 200, and the ultra-long prestressed pipe pile 200 and the guide cylinder 210 are coaxially arranged up and down;

the outer side wall of the guide cylinder 210 is provided with a plurality of guide plates 211, the plurality of guide plates 211 are arranged at intervals along the circumferential direction of the guide cylinder 210, and the guide plates 211 are arranged along the axial extension of the guide cylinder 210 and are arranged perpendicular to the outer side wall of the guide cylinder 210. In this way, since the surface layer of the construction area is replaced and filled with the filled stones, and meanwhile, the large friction resistance is considered when the ultra-long prestressed pipe pile 200 sinks, the action surface of the tip end of the pile is reduced through the guide cylinder 210, the penetrating capacity of the pile is effectively improved, the filled stones can conveniently and smoothly pass through the site to fill the site, and the vertical guide function is provided for impacting the ultra-long prestressed pipe pile 200, so that the perpendicularity of the ultra-long prestressed pipe pile 200 meets the construction requirement.

The anchor ear comprises a fixed anchor ear 102 and a movable anchor ear 101 which moves up and down along the pile sinking limit frame, the fixed anchor ear 102 is fixed on the pile sinking limit frame, the movable anchor ear 101 is positioned above the fixed anchor ear 102, and hollow areas 104 are respectively arranged in the fixed anchor ear 102 and the movable anchor ear 101;

in the construction step 3), the fixed anchor ear 102 and the movable anchor ear 101 respectively encircle the ultra-long prestressed pipe pile 200, and the ultra-long prestressed pipe pile 200 respectively passes through the hollow region 104 of the fixed anchor ear 102 and the hollow region 104 of the movable anchor ear 101. Like this, fixed staple bolt 102 is fixed to be arranged in the lower part that the spacing of pile sinking is close to the bottom, and remove staple bolt 101 and arrange in the top of fixed staple bolt 102, along with the implantation of prestressing force tubular pile, remove staple bolt 101 and remove downwards gradually, guarantee that overlength prestressing force tubular pile 200 can pass two hollow areas 104 of concentric arrangement, guarantee prestressing force tubular pile's straightness that hangs down.

In the construction step 5), in the process that the hydraulic impact hammer 300 impacts the ultra-long prestressed pipe pile 200 from top to bottom, the movable anchor ear 101 moves downwards along with the ultra-long prestressed pipe pile 200 synchronously, and after the distance between the movable anchor ear 101 and the fixed anchor ear 102 reaches a set distance, the ultra-long prestressed pipe pile 200 is immersed into a stratum for a set depth. Thus, when the distance between the movable anchor ear 101 and the fixed anchor ear 102 reaches the set distance, that is, the ultra-long prestressed pipe pile 200 is sunk to the set depth, the anchor ear can be loosened, the perpendicularity thereof reaches the set requirement, and finally the anchor ear is implanted to the set depth through the hydraulic impact hammer 300.

The ultra-long prestressed pipe pile 200 is provided with a plurality of pressure relief holes, and the pressure relief holes are arranged in a staggered manner along the circumferential direction and the axial direction of the ultra-long prestressed pipe pile 200; in the construction step 5), the hydraulic impact hammer 300 cleans the pressure release hole before releasing the pressure in the Kong Chenru stratum in the process of impacting the ultra-long prestressed pipe pile 200 from top to bottom. In this way, in the process of sinking the ultra-long prestressed pipe pile 200, the soil pressure and the water pressure can be released through the pressure release holes, so that the excessive concentration of the pressure is prevented, and the smooth sinking of the ultra-long prestressed pipe pile 200 is ensured.

In the construction step 3), a plurality of ultra-long prestressed pipe piles 200 are piled in a piling area, and the bottom of the ultra-long prestressed pipe piles 200 is connected with a traction rope 240;

after the super-long prestressed pipe pile 200 is horizontally lifted to a lifting area by a crane, the super-long prestressed pipe pile 200 which is horizontally lifted to be vertical by the crane; during the process of lifting the ultra-long prestressed pipe pile 200, the crane pulls the traction rope 240 to guide the bottom of the ultra-long prestressed pipe pile 200 toward. In this way, the prestress pipe pile can be changed from a horizontal structure to a vertical arrangement.

In the construction step 3), the upper part of the ultra-long prestressed pipe pile 200 is sleeved with two main slings 220 which are arranged at intervals, the lower part of the ultra-long prestressed pipe pile 200 is sleeved with a secondary sling 230, and the two main slings 220 and the secondary sling 230 are respectively connected with an automatic rope releasing device which is provided with a hanging ring 420;

the automatic rope-releasing devices on the two main slings 220 are respectively connected with a main lifting hook through a main lifting rope, and the main lifting hook is connected with a main winch; the automatic rope stripper on the auxiliary sling 230 is connected with an auxiliary lifting hook through an auxiliary lifting rope, and the auxiliary lifting hook is connected with an auxiliary hoist;

after the main lifting hook and the auxiliary lifting hook lift the ultra-long prestressed pipe pile 200 in the lifting area to a set height, the auxiliary lifting hook stops pulling, the auxiliary lifting rope is in a loose shape, and the main lifting hook pulls upwards; the traction rope 240 is pulled to guide the bottom of the ultra-long prestressed pipe pile 200 to face to the direction until the ultra-long prestressed pipe pile 200 is vertical, and the ultra-long prestressed pipe pile 200 is lifted to the position above the pile position by the main lifting hook;

after the vertical ultra-long prestressed pipe pile 200 is surrounded by the anchor ear, the position of the ultra-long prestressed pipe pile 200 is adjusted until the center of the ultra-long prestressed pipe pile 200 is aligned up and down with the center of the pile position, and the automatic rope stripper is separated from the connection with the main lifting rope and the auxiliary lifting rope respectively. In this way, the main lifting hook and the auxiliary lifting hook firstly lift the ultra-long prestressed pipe pile 200 to about 1.5m away from the ground, at this time, the auxiliary lifting hook stops pulling, the gravity center of the ultra-long prestressed pipe pile 200 moves downwards, then the main lifting hook continuously lifts upwards slowly, the gravity center of the ultra-long prestressed pipe pile 200 continues to move downwards, the whole body of the ultra-long prestressed pipe pile 200 gradually changes into a vertical shape, the bottom of the ultra-long prestressed pipe pile 200 is pulled by pulling the pulling rope 240 until the ultra-long prestressed pipe pile 200 is vertical, then the position of the ultra-long prestressed pipe pile 200 is adjusted, the center of the ultra-long prestressed pipe pile 200 is vertically aligned with the center of a pile position and is vertical, and finally the lifting tool (the main lifting rope 220 and the auxiliary lifting rope 230) can be taken down only by disconnecting through each automatic rope-releasing device.

The automatic rope-releasing device comprises a lifting head 410 and a lifting ring 420, wherein the lifting ring 420 is connected to the upper part of the lifting head 410, the lower part of the lifting head 410 is provided with a surrounding area 411 with an opening at the bottom, and the top of the surrounding area 411 is closed;

the lower part of the lifting head 410 is provided with a pin shaft 412 which moves transversely, when two ends of the pin shaft 412 are penetrated in the lifting head 410, the pin shaft 412 seals the bottom opening, and when the pin shaft 412 moves transversely away from the lifting head 410, the bottom opening is opened;

the main sling 220 comprises a loop part sleeved on the periphery of the ultra-long prestressed pipe pile 200, one end of the loop part passes through the other end so that the loop part forms a surrounding shape, and one end of the loop part is provided with a ferrule 221;

in the construction step 3), the pin shaft 412 passes through the ferrule 221, the ferrule 221 passes through the enclosing region 411, the pin shaft 412 closes the bottom opening of the enclosing region 411, and the ferrule 221 and the pull head 410 are combined into a whole; when the main lifting hook is used for lifting the ultra-long prestressed pipe pile 200, the loop part is tightened and pressed on the periphery of the ultra-long prestressed pipe pile 200, and is fixed relative to the ultra-long prestressed pipe pile 200;

when the pin shaft 412 moves away from the lifting head 410, the bottom opening is opened, the pin shaft 412 is separated from the ferrule 221, the ferrule 221 is separated from the enclosing area 411, the main sling 220 is separated from the automatic rope-releasing device, and the loop part is loose;

the middle part of the ring sleeve part comprises two separation sections 222 which are arranged at intervals up and down, the end parts of the two separation sections 222 are integrated into a whole, and the middle parts of the two separation sections 222 are arranged at intervals up and down to form separation intervals; a plurality of longitudinally arranged elastic strips 223 are arranged in the separation interval, and two ends of the elastic strips 223 are respectively butted on the two separation sections 222;

the elastic strip 223 has an inward side wall facing the ultra-long prestressed pipe pile 200 and an outward side wall facing away from the ultra-long prestressed pipe pile 200, and the outward side wall is covered with a plurality of non-deformable hard sheets 224, and the plurality of hard sheets 224 are arranged at intervals along the length direction of the elastic strip 223;

in the construction step 3), when the main hook pulls up the ultralong prestressed pipe pile 200, the two separation sections 222 are pressed against the outer side wall of the ultralong prestressed pipe pile 200, a gap is formed between the inner side wall and the outer side wall of the ultralong prestressed pipe pile 200, the elastic strips 223 limit the two separation sections 222 to move relatively, and the hard sheets 224 limit the elastic strips 223 to bend outwards. Thus, the movement of the control pin 412 can be realized by only disposing the steel cable 413 at one end of the pin 412, and the pin 412 is moved outwards by pulling the steel cable 413, so that the control collar 221 is separated from the enclosing region 411.

And, through the design of the separation section 222, the contact area of the main sling 220 and the peripheral side wall of the ultra-long prestressed pipe pile 200 is increased, so that the main sling 220 and the ultra-long prestressed pipe pile 200 are contacted at multiple positions, meanwhile, the elastic strip 223 is arranged between the two separation sections 222, the two separation sections 222 are effectively limited to move towards each other or away from each other through the elastic strip 223, and the elastic strip 223 is limited to bend and deform outwards through the design of the hard sheet 224, and the two separation sections 222 are limited to move towards each other, so that the two separation sections 222 cannot move towards each other, and the whole structure is compact and stable.

The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.

Claims (10)

1. The method for limiting the ultra-long prestressed pipe pile and sinking the pile by using the hydraulic ram in the complex sea-filling land area is characterized by comprising the following construction methods:

1) Leveling construction sites and measuring pile positions;

2) Pile sinking limiting frames which are longitudinally arranged are arranged on a construction site, hoops are arranged on the pile sinking limiting frames, and hollow areas for the ultra-long prestressed pipe piles to pass through are arranged in the hoops; the anchor ear is adjusted, and the center of the hollow area and the center of the pile position are arranged in an up-down alignment mode;

3) Hoisting the ultra-long prestressed pipe pile into a vertical shape by using a crane, enabling the ultra-long prestressed pipe pile to pass through a hollow area of a hoop, surrounding the ultra-long prestressed pipe pile by the hoop, relatively fixing the ultra-long prestressed pipe pile, and keeping the center of the ultra-long prestressed pipe pile aligned with the center of a pile position up and down;

4) Lifting a hydraulic impact hammer to the top of the ultra-long prestressed pipe pile by using a crane, wherein the hydraulic impact hammer and the ultra-long prestressed pipe pile are coaxially arranged up and down, and the bottom of the hydraulic impact hammer is in butt joint with the top of the ultra-long prestressed pipe pile;

5) The hydraulic impact hammer is utilized to longitudinally impact the ultra-long prestressed pipe pile from top to bottom, and the ultra-long prestressed pipe pile gradually sinks into a stratum in the impact process;

6) And after the ultra-long prestressed pipe pile is sunk into the stratum by a set depth, the anchor ear loosens the surrounding of the ultra-long prestressed pipe pile, and the hydraulic impact hammer continuously impacts the ultra-long prestressed pipe pile longitudinally until the ultra-long prestressed pipe pile is sunk into the stratum by the required depth.

2. The method for limiting and hydraulic ram pile sinking in ultra-long prestressed pipe piles in a complex sea and land area according to claim 1, wherein in the construction step 1), an excavator is utilized to level a construction site, and soft filling in the construction site is subjected to replacement and compaction; after the pile position is measured, a shallow pit is dug in advance in the pile position, and the center of the shallow pit is aligned with the center of the pile position.

3. The method for limiting and hydraulic ram pile sinking in the complex sea-filling land area according to claim 1, wherein in the construction step 3), the bottom of the ultra-long pre-stressed pipe pile is embedded in a shallow pit, and after the center of the ultra-long pre-stressed pipe pile is aligned with the center of the pile position, the crane is released to hoist the ultra-long pre-stressed pipe pile, and the ultra-long pre-stressed pipe pile is sunk into the stratum by self weight to a certain depth.

4. The method for limiting and hydraulic ram pile sinking of the ultra-long prestressed pipe pile in the complex sea-filling land area according to claim 1, wherein a guide cylinder is arranged at the bottom of the ultra-long prestressed pipe pile, the diameter of the guide cylinder is smaller than that of the ultra-long prestressed pipe pile, and the ultra-long prestressed pipe pile and the guide cylinder are coaxially arranged up and down;

the outer side wall of the guide cylinder is provided with a plurality of guide plates, the plurality of guide plates are arranged at intervals along the circumferential direction of the guide cylinder, the guide plates extend along the axial direction of the guide cylinder, and the guide plates are arranged perpendicularly to the outer side wall of the guide cylinder.

5. The method for limiting and hydraulically punching hammer pile sinking in the ultra-long prestressed pipe pile of the complex sea-filling land area according to claim 1, wherein the anchor ear comprises a fixed anchor ear and a movable anchor ear which moves up and down along the pile sinking limiting frame, the fixed anchor ear is fixed on the pile sinking limiting frame, the movable anchor ear is positioned above the fixed anchor ear, and the hollow areas are respectively arranged in the fixed anchor ear and the movable anchor ear;

in the construction step 3), the fixed anchor ear and the movable anchor ear respectively encircle the ultra-long prestressed pipe pile, and the ultra-long prestressed pipe pile respectively penetrates through the hollow area of the fixed anchor ear and the hollow area of the movable anchor ear.

6. The method for limiting and hydraulic ram pile sinking in the complex sea-filling land area according to claim 1, wherein in the construction step 5), the hydraulic ram impacts the ultra-long prestressed pipe pile from top to bottom, the movable anchor ear moves downward synchronously with the ultra-long prestressed pipe pile, and after the distance between the movable anchor ear and the fixed anchor ear reaches a set distance, the ultra-long prestressed pipe pile is sunk into the stratum by a set depth.

7. The method for limiting and hydraulic ram pile sinking of the ultra-long prestressed pipe pile in the complex sea-filling land area according to claim 1, wherein a plurality of pressure relief holes are formed in the ultra-long prestressed pipe pile, and the pressure relief holes are arranged in a staggered manner along the circumferential direction and the axial direction of the ultra-long prestressed pipe pile; in the construction step 5), in the process that the hydraulic impact hammer impacts the ultra-long prestressed pipe pile from top to bottom, before the pressure is relieved in the Kong Chenru stratum, the pressure relief holes are cleaned.

8. The method for limiting and hydraulic ram pile sinking in the ultra-long prestressed pipe pile in the complex sea-filling land area according to any one of claims 1 to 7, wherein in the construction step 3), a plurality of the ultra-long prestressed pipe piles are piled in a piling area, and a traction rope is connected to the bottom of the ultra-long prestressed pipe piles;

hoisting the ultra-long prestressed pipe pile to a hoisting area horizontally by using a crane, and hoisting the ultra-long prestressed pipe pile which is horizontal to be vertical by using the crane; and the crane guides the bottom of the ultra-long prestressed pipe pile to face by pulling the traction rope in the process of hoisting the ultra-long prestressed pipe pile.

9. The method for limiting and hydraulic ram pile sinking in the ultra-long prestressed pipe pile of the complex sea-filling land area according to claim 8, wherein in the construction step 3), two main slings are sleeved on the upper part of the ultra-long prestressed pipe pile, which are arranged at intervals, a sub sling is sleeved on the lower part of the ultra-long prestressed pipe pile, and two automatic rope-releasing devices are respectively connected to the two main slings and the sub sling, and each automatic rope-releasing device is provided with a lifting ring;

the automatic rope-releasing devices on the two main slings are respectively connected with a main lifting hook through a main lifting rope, and the main lifting hook is connected with a main winch; the automatic rope-releasing device on the auxiliary sling is connected with an auxiliary lifting hook through an auxiliary sling, and the auxiliary lifting hook is connected with an auxiliary winch;

after the main lifting hook and the auxiliary lifting hook lift the ultra-long prestressed pipe pile in the lifting area to a set height, the auxiliary lifting hook stops pulling, the auxiliary lifting rope is in a loose shape, and the main lifting hook pulls upwards; the pulling traction rope is used for guiding the bottom of the ultra-long prestressed pipe pile to face, and the ultra-long prestressed pipe pile is lifted to the position above the pile position by the main lifting hook after the ultra-long prestressed pipe pile is vertical;

and after the vertical ultra-long prestressed pipe pile is surrounded by the anchor ear, the position of the ultra-long prestressed pipe pile is adjusted until the center of the ultra-long prestressed pipe pile is aligned with the center of the pile position up and down, and the automatic rope-releasing device is respectively disconnected with the main lifting rope and the auxiliary lifting rope.

10. The method for limiting and hydraulically punching hammer pile sinking in the ultra-long prestressed pipe pile of the complex sea-filling land area according to claim 9, wherein the automatic rope stripper comprises a lifting head and a lifting ring, the lifting ring is connected to the upper part of the lifting head, the lower part of the lifting head is provided with a surrounding area with an opening at the bottom, and the top of the surrounding area is closed;

the lower part of the lifting head is provided with a pin shaft which moves transversely, when two ends of the pin shaft are arranged in the lifting head in a penetrating way, the bottom opening is closed by the pin shaft, and when the pin shaft moves transversely away from the lifting head, the bottom opening is opened;

the main sling comprises a loop part sleeved on the periphery of the ultra-long prestressed pipe pile, one end of the loop part penetrates through the other end of the loop part so that the loop part forms a surrounding shape, and one end of the loop part is provided with a ferrule;

in the construction step 3), the pin shaft penetrates through the ferrule, the ferrule penetrates through the enclosing area, the pin shaft seals the bottom opening of the enclosing area, and the ferrule and the lifting head are combined into a whole; when the main lifting hook is used for lifting the ultra-long prestressed pipe pile in a pulling way, the loop part is tightened and pressed on the periphery of the ultra-long prestressed pipe pile, and is fixed relative to the ultra-long prestressed pipe pile;

when the pin shaft moves away from the lifting head, the bottom opening is opened, the pin shaft is separated from the ferrule, the ferrule is separated from the enclosing area, the main sling is separated from the automatic rope-releasing device, and the loop part is loose;

the middle part of the ring sleeve part comprises two separation sections which are arranged at intervals up and down, the end parts of the two separation sections are integrated into a whole, and the middle parts of the two separation sections are arranged at intervals up and down to form separation intervals; a plurality of longitudinally arranged elastic strips are arranged in the separation interval, and two ends of each elastic strip are respectively butted on the two separation sections;

the elastic strip is provided with an inward side wall facing the ultra-long prestressed pipe pile and an outward side wall facing away from the ultra-long prestressed pipe pile, a plurality of non-deformable hard sheets are covered on the outward side wall, and the hard sheets are arranged at intervals along the length direction of the elastic strip;

in the construction step 3), when the main hook pulls up and lifts up the super-long prestressed pipe pile, the two separation sections are propped against the outer side wall of the super-long prestressed pipe pile, a gap is reserved between the inward side wall and the outer side wall of the super-long prestressed pipe pile, the elastic strip limits the relative movement of the two separation sections, and the hard piece limits the outward bending deformation of the elastic strip.