CN112281922B - Conversion method for cantilever cover plate permanent-faced supporting pile system - Google Patents

Abstract

The invention relates to the technical field of buildings, and discloses a conversion method of an overhanging cover plate permanent abutment support pile system, which comprises the following steps: A. constructing a fender pile; B. connecting and positioning the temporary steel pipe column; C. cover plate construction: making a reserved joint at the lower end of the cover plate into an inclined plane; D. soil body excavation and steel support construction: building a middle plate and a bottom plate which are sequentially distributed in the longitudinal direction in the foundation pit, wherein the middle plate vertically divides the main body structure into a plurality of layers; E. and (3) pouring structural concrete: a horizontal construction joint is arranged on each vertical layer of the main structure, and concrete is poured into the construction joints to form a side wall of each layer of the structure; F. dismantling the temporary steel pipe column: after the structural column and the side wall are formed, the temporary steel pipe column is dismantled; G. and (5) covering soil and backfilling and recovering the pavement. The invention can solve the problem of difficult tunnel construction caused by adopting the steel pipe column supporting cover plate in the narrow foundation pit at present.

Description

Conversion method for cantilever cover plate permanent-faced supporting pile system

Technical Field

The invention relates to the technical field of buildings, in particular to a conversion method of an overhanging cover plate permanent abutment support pile system.

Background

The cover-excavation sequential method is a construction method commonly used in tunnel construction at present, and comprises two construction modes of full cover excavation and half cover excavation, and compared with full cover excavation, the half cover excavation has the advantages of low construction cost, short construction period and higher safety, so that the method is widely used in the field of subway station construction.

At present, in the process of tunnel construction by implementing a half-cover excavation sequential construction method, the cover plate construction is finished and then is used as a roadway for later-stage open excavation side construction, the passing loads of the cover plate and vehicles are all born by the fender post on one side and the steel pipe column in the middle of the foundation pit, and the fender post and the steel pipe column also have important influence on the anti-floating of the cover plate. However, in the actual construction process, because the width of the excavation site is narrow, at present, in order to ensure the stable support of the cover plate and the passing vehicles, one steel pipe column is arranged in the middle of the foundation pit at intervals of 6m, and the total 86 steel pipe columns almost divide the foundation pit into two halves in the longitudinal direction, so that the excavation operation surface is narrower, and the construction operation difficulty is increased. And the steel-pipe column has born the load of apron, has important supporting role, also need strictly protect the steel-pipe column in the work progress, strictly forbid the collision to avoid destroying bearing structure's stability, but this leads to the deep basal pit excavation construction degree of difficulty bigger undoubtedly.

Disclosure of Invention

The invention aims to provide a conversion method of an overhanging cover plate permanent adjacent support pile system, which aims to solve the problem of high tunnel construction difficulty caused by the adoption of a steel pipe column support cover plate in a narrow foundation pit at present.

In order to achieve the purpose, the invention adopts the following technical scheme: a conversion method for an overhanging cover plate permanent abutment support pile system comprises the following steps:

A. constructing a fender pile;

B. connecting and positioning the temporary steel pipe column;

C. cover plate construction: during construction, the reserved joint at the lower end of the cover plate is made into an inclined plane, and the cover plate is temporarily supported by the temporary steel pipe column;

D. soil body excavation and steel support construction: the excavation process is carried out according to longitudinal segmentation, vertical layering, from top to bottom, support and excavation, a middle plate and a bottom plate which are longitudinally and sequentially distributed are built in a foundation pit in the excavation process, and the main structure is vertically divided into a plurality of layers by the middle plate;

E. and (3) pouring structural concrete: a horizontal construction joint is arranged on each vertical layer of the main structure, the construction joints are positioned above the middle plate or the bottom plate, concrete is poured into the construction joints to form the side walls of each layer of the structure, and when the construction joints are filled with the concrete and reach the reserved joint position at the lower end of the cover plate, the concrete is stopped to be poured; meanwhile, pouring structural columns vertically supported between each layer;

F. dismantling the temporary steel pipe column: after the structural column and the side wall are formed, the temporary steel pipe column is dismantled;

G. and (5) covering soil and backfilling and recovering the pavement.

The principle and the advantage of this scheme lie in, before foundation ditch major structure built the completion in this scheme, utilize interim steel-pipe column to support fixedly to the apron, guarantee the bearing capacity of apron and the normal current use of the apron of being convenient for, build the completion back at major structure, at every layer side wall structure of all pouring, make the side wall be connected bottom the apron, thereby utilize permanent side wall structure and structure post to replace interim steel-pipe column structure and carry out the outrigger of continuation to the apron, can demolish interim steel-pipe column this moment, thereby vacate the space for subsequent construction, subsequent construction operation of being convenient for, the degree of difficulty of tunnel construction has effectively been reduced.

In addition, in this scheme, the inclined plane structure has been made to the reservation joint of apron lower extreme, and after the side wall shaping of pouring and being connected with the apron lower extreme, the connection face between side wall and the apron is the inclined plane structure, compares planar structure, has increased the area of contact between side wall and the apron to the joint support effect of side wall to the apron has been strengthened. Meanwhile, the pressure of the side wall applied by the cover plate is decomposed on the inclined plane, so that the vertical pressure from the cover plate on the side wall is reduced, and the cover plate can be supported more stably by the side wall.

Preferably, as an improvement, the step a of constructing the fender pile specifically comprises the following operation steps:

a. construction preparation: leveling a construction site, leveling a mounting position of a base of a drilling machine and erecting a drilling machine operation platform before the drilling machine is in place; replacing sand gravel or filling thick steel plates on the local weak foundation; backfilling the pipe line ditch with concrete;

b. measuring and lofting: controlling the net and the design coordinates according to the base line, measuring the pile position by using a total station and discharging the pile protector;

c. drilling and digging and steel casing construction: after the rotary drilling rig digs downwards for 2-3m, reaming and installing a steel pile casing, keeping the center of the steel pile casing consistent with the center of the pile, backfilling clay around the hole wall, and fixing the steel pile casing;

d. drilling a hole, detecting the hole and cleaning the hole;

e. manufacturing and hoisting a reinforcement cage;

f. and (5) pouring concrete underwater.

By adopting the operation, the platform of the drilling machine can be ensured to be flat, so that the perpendicularity of the pile foundation is ensured, and the accuracy of the drilling position is improved.

Preferably, as an improvement, the step B of connecting and positioning the temporary steel pipe column specifically comprises the following operation steps:

a. measuring and placing points;

b. drilling a pile and putting down a reinforcement cage;

c. placing and pouring a concrete guide pipe;

d. pouring concrete to a designed elevation;

e. pulling out the catheter;

f. and (3) lowering the temporary steel pipe column: when the steel pipe column is lowered, the end parts of the vertically arranged studs welded on the steel pipe column at the anchoring section are connected by steel bars;

g. fixing the temporary steel pipe column: connecting the temporary steel pipe column and the reinforcement cage into a whole;

h. and (5) concrete and the like.

Adopt the reinforcing bar in the above-mentioned operation to get up the stud end connection of vertical arrangement on the steel-pipe column, on the one hand, can prevent when putting the steel-pipe column down, convex stud blocks with the stirrup on the steel reinforcement cage, guarantee putting smoothly of steel-pipe column, on the other hand, can make things convenient for the steel-pipe column to adjust the elevation, in addition, can also reduce the space between steel-pipe column and the steel reinforcement cage, the accurate middle part at the steel reinforcement cage is fixed with the steel-pipe column, prevent that the steel-pipe column from taking place the skew and leading to the eccentric pressurized in later stage.

Preferably, as an improvement, the step d of drilling into a hole, detecting the hole and cleaning the hole, when the hole is drilled, the pile jumping method is adopted for construction, and after the strength of the concrete poured into the pile reaches more than 2.5Mpa, the hole is drilled at the position adjacent to the pile; and after drilling is finished, carrying out sediment detection on the hole depth and the hole bottom, measuring and detecting the hole diameter, the hole shape, the verticality and the pile position, and then cleaning the hole by adopting a slurry changing method.

Adopt the construction of jump stake method, can avoid causing the influence to the concrete structure of pouring, guarantee the intensity after the concrete shaping, simultaneously, adopt and trade the thick liquid method and clear the hole, can guarantee the effective clearance to drilling.

Preferably, as an improvement, the steel reinforcement cage is manufactured and hoisted in the step e, during operation, the steel reinforcement cage is manufactured in two sections, the steel reinforcement cage of the fender post in the range of 8-9m of the portal is provided with glass fiber reinforcements, the glass fiber reinforcements and the common steel reinforcements are alternately and longitudinally lapped, the lapping length is 1-2m, each joint is fixed by a U-shaped bolt, two adjacent rows of U-shaped bolts are arranged in a staggered mode, and the number of the bolts arranged on the same section is smaller than or equal to 50%; when hoisting, arranging a main hoisting point and an auxiliary hoisting point above the reinforcement cage, wherein the main hoisting point is positioned above the end part of the reinforcement cage, the auxiliary hoisting point is positioned above the connecting part of the two sections of reinforcement cage, the middle parts of the two sections of reinforcement cage are respectively provided with one hoisting point, reinforcing ribs are arranged at the hoisting points, reinforcing steel bar ropes are connected between the hoisting points and the auxiliary hoisting points and between the end part of the reinforcement cage and the main hoisting point, and the included angle between the two reinforcing steel bar ropes is less than or equal to 60 degrees; the main lifting hook and the auxiliary lifting hook are respectively acted on a main lifting point and an auxiliary lifting point to carry out double-hook lifting, after the reinforcement cage rises, the main lifting hook continues to rise, meanwhile, the auxiliary lifting hook is released, and the reinforcement cage is hung straight in an air manner; the reinforcement cage is then moved to the opening and placed into the hole.

The glass fiber reinforcement has higher tensile strength, and the glass fiber reinforcement and the common steel bar are in alternate lap joint connection, so that the strength and the stability of the steel reinforcement cage structure can be enhanced, and the stress of the steel reinforcement cage structure is more stable. The glass fiber reinforcement and the common steel bar are connected by adopting an alternate longitudinal lap joint and a structure matched with the U-shaped bolt, so that the connection stability between the glass fiber reinforcement and the common steel bar can be ensured, and the strength of the steel bar cage is further ensured. The U-shaped bolts are arranged in a staggered mode, the number of the bolts arranged on the same cross section is smaller than or equal to 50%, so that the connecting parts are staggered with each other and distributed in different vertical directions, unstable points formed on the reinforcement cage due to the fact that the connecting parts are gathered together are avoided, and stability of the reinforcement cage structure is guaranteed.

When hoist and mount, because steel reinforcement cage length is longer and the rigidity is extremely poor, the frame that looses is very easily taken place to warp among the hoisting process, and causes the incident, the mode that adopts the double hook of main lifting hook and vice lifting hook to hoist to halter and cage tail respectively in this scheme, and the reinforcing bar rope contained angle between vice hoisting point and the hoisting point is less than or equal to 60 to realize lifting by crane the stable balance of steel reinforcement cage, can effectively avoid steel reinforcement cage to take place the condition of loosing the frame and warp among the hoisting process.

Preferably, as an improvement, in the step g, the temporary steel pipe column is fixed, when the steel pipe column and the steel reinforcement cage are connected, the temporary steel pipe column relay connection buckling device is adopted for performing, the device comprises a stress support, an opening is arranged at the top of the stress support, two side walls of the opening are respectively hinged and connected with a rotating plate which is just opposite to the arranged rotating plate, two side rotating plates are respectively provided with a semicircular hole at a position which is close to each other, the two semicircular holes are combined to form a through hole for the steel reinforcement cage to pass through, and when the steel pipe column and the steel reinforcement cage are fixed, the operation is as follows:

(1) placing the device above the pile position, rotating the rotating plate to open the opening at the top of the stressed support, placing the reinforcement cage into the device from the opening, enabling the bottom of the reinforcement cage to penetrate through the bottom of the device, and temporarily fixing the reinforcement cage on the device;

(2) hoisting a section of steel pipe column at the bottom above the device, and welding and fixing the steel pipe column with a reinforcement cage;

(3) turning over the rotating plate to close the opening at the top of the stressed support, wherein the upper end of the steel pipe column penetrates through the through hole and extends out of the device;

(4) and connecting the next section of steel pipe column with the previous steel pipe column, repeating the operation until all the steel pipe columns are connected, and finally positioning the steel pipe columns.

In the scheme, when the steel pipe column and the steel reinforcement cage are connected, the temporary bayonet device for steel pipe column relay connection is adopted for assisting in fixing, so that accurate connection between the steel pipe column and the steel reinforcement cage is ensured.

The stress support is used for positioning and supporting the reinforcement cage, so that the reinforcement cage can be stably kept in a vertical state after being hoisted, and the steel pipe column can be conveniently placed. After the steel-pipe column of bottom is fixed on the steel reinforcement cage, close the rotor plate for the through-hole at device top carries out spacing support to the steel-pipe column, in order to guarantee the vertical of steel-pipe column, guarantee that it can be vertical stable connection with next section between the steel-pipe column, avoid steel reinforcement cage or steel-pipe column to take place to squint and lead to the problem of the focus skew after connecting in the connection process, guarantee the stability of connecting back steel-pipe column structure.

Preferably, as an improvement, in the soil body excavation and steel support construction of the step D, when the soil body is excavated, steps are set up by putting slopes between layers, and a continuous excavation working surface is formed up and down and front and back; when the longitudinal slope is opened and excavated, a water intercepting ditch or a soil retaining dike is arranged outside the top of the slope.

Set up catch basin or manger plate soil embankment outside the hillside top, can block flowing water, avoid its infiltration in the foundation ditch and influence the steadiness of foundation ditch.

Preferably, as an improvement, in step E structure concrete placement, when pouring concrete to the construction joint, adopt the casting mould to pour, the casting mould includes the erection template, erection template upper portion is equipped with the opening, and the opening part is equipped with wedge-shaped water conservancy diversion mouth, and the top of water conservancy diversion mouth is equipped with the division board, and the vertical sliding connection of division board is on the erection template, when pouring, goes on according to following operating procedure:

a. mounting and fixing the mounting template on the outer side of the construction joint, so that the construction joint is positioned on the inner side of a diversion nozzle of the pouring mold, and meanwhile, the partition plate is positioned above the connection part of the diversion nozzle and the construction joint;

b. pouring concrete into the construction joint by the diversion nozzle to form a side wall, and stopping pouring the concrete when the diversion nozzle is filled with the concrete;

c. and after the concrete is preliminarily formed, moving the division plate downwards to enable the division plate to be inserted between the construction joint and the flow guide nozzle.

The pouring mould is adopted to facilitate pouring concrete into the construction joint, and the design of the flow guide nozzle facilitates the pouring operation of the concrete. After the casting mold is used for casting concrete to form the side wall, the diversion nozzle is communicated with the construction joint, the concrete in the diversion nozzle is bonded with the concrete in the construction joint, but when the concrete is actually applied, the concrete in the diversion nozzle protrudes out of the side wall, so that the appearance of the side wall is attractive and the influence on the passing use of a tunnel is avoided, the excessive concrete protruding out of the surface of the side wall and corresponding to the diversion nozzle is chiseled after the concrete is formed, and the chiseled surface of the side wall is repaired, the operation is very complicated, in the scheme, after the concrete is preliminarily formed, the partition plate is moved downwards, the excessive concrete in the diversion nozzle is separated from a required structure of the side wall in advance, so that after demolding, the concrete in the diversion nozzle is directly separated from the surface of the side wall, and after the side wall is formed, the chiseling and repairing treatment of the excessive concrete is not needed any more, the construction is more convenient, and the cost is lower.

Preferably, as an improvement, the upper end of the front wall of the flow guide nozzle is rotatably connected to the mounting template, and the lower end of the front wall of the flow guide nozzle is detachably connected with the mounting template; and after the partition plate is inserted between the construction joint and the diversion nozzle, separating the lower end of the front wall from the pouring mold, turning the front wall upwards to open the front side of the diversion nozzle, and then discharging the concrete in the diversion nozzle from the front side of the diversion nozzle.

The antetheca lower extreme of water conservancy diversion mouth can be dismantled fixed and the upper end rotates the setting for the antetheca of water conservancy diversion mouth can take place to rotate around the upper end and open the front side of water conservancy diversion mouth, inserts back between construction joint and the water conservancy diversion mouth when the division board, opens the front side of water conservancy diversion mouth, thereby can be with the interior unnecessary concrete material direct discharge of water conservancy diversion mouth. Therefore, the concrete material in the diversion nozzle is processed in advance, and the concrete material does not need to be processed after the concrete is completely formed, so that on one hand, the processing of the redundant concrete is preposed, and the processing operation of the concrete is more convenient because the concrete is not formed and hardened; on the other hand, the excessive concrete is pretreated, so that the later-stage demoulding of the partition plate after the concrete material is hardened can be facilitated, and the condition that the two surfaces of the partition plate are bonded with the concrete in the side wall and the flow guide nozzle at the same time to cause difficulty in realizing the demoulding of the partition plate is avoided.

Preferably, as an improvement, when the front wall is turned over, the front wall is turned over from the outer side of the flow guide nozzle to the flow guide nozzle through the upper side of the flow guide nozzle, and the free end of the front wall is abutted against the side face of the partition plate.

Turn over the antetheca to the water conservancy diversion mouth in by the top, can cause the extrusion to the concrete in the water conservancy diversion mouth through the antetheca, thereby it discharges from the water conservancy diversion mouth to accelerate the concrete, more do benefit to the row of water conservancy diversion mouth and arrange the material, support the antetheca of water conservancy diversion mouth on the division board, make the antetheca to form the support to the division board, keep closely attached between division board and side wall, thereby guarantee the shaping effect and the shaping quality of side wall, avoid producing the gap and leading to the side wall to take place to warp between division board and side wall, guarantee the stability of side wall structure.

Drawings

Fig. 1 is a schematic view of the operation of hoisting and placing the reinforcement cage in embodiment 1.

Fig. 2 is a schematic structural view of the steel pipe column in embodiment 1 when no steel bars are welded.

Fig. 3 is a schematic structural view of the steel pipe column in embodiment 1 after welding the steel bars.

FIG. 4 is a top view of the temporary fastening device for pipe string relay connection in embodiment 1.

Fig. 5 is a sectional view taken along line a-a in fig. 4.

Fig. 6 is a state diagram of the reinforcement cage in the relay connection temporary buckle device according to embodiment 1.

Fig. 7 is a state diagram after the rotating plate is closed in embodiment 1.

Fig. 8 is a perspective view of the casting mold in example 1.

Fig. 9 is a side view of the casting mold in example 1 in a state of being mounted and used.

Fig. 10 is a perspective view of a casting mold in example 3.

Fig. 11 is a perspective view of a casting mold in example 4.

Fig. 12 is a front view of the casting mold in example 4.

FIG. 13 is a left side view of the lead screw, push rod and clevis of FIG. 12.

FIG. 14 is a view showing a state where the clip is disengaged from the lead screw and the carrier rod is swung out.

Fig. 15 is a partial cross-sectional view of the casting mold in example 4.

Fig. 16 is a schematic view showing the structure of the front wall and the jack-up portion fixed by the bolts according to embodiment 4.

Fig. 17 is a plan view of a shutter strip in embodiment 4.

Fig. 18 is a top view of the door stop strip with the netting extended.

Detailed Description

The following is further detailed by way of specific embodiments:

reference numerals in the drawings of the specification include: the steel pipe column comprises a main hoisting point 1, an auxiliary hoisting point 2, a hoisting point 3, a steel bar rope 4, a steel pipe column 5, a stud 6, a steel bar 7, an external frame 8, I-steel 9, a rotating plate 10, a semicircular hole 11, a steel bar cage 12, an installation template 13, an opening 14, a flow guide nozzle 15, a separation plate 16, a construction joint 17, a front wall 18, a lead screw 19, a sleeve 20, a door blocking strip 21, an accommodating groove 22, a push rod 23, a U-shaped clamp 24, a telescopic rod 25, a jacking part 26, an accommodating groove 27, a bolt 28, an internal door strip 29, an external door strip 30, a support 31, a rotating roller 32, a pull net 33, a flange 34, a slide rail 35, a rotating plate 36 and a pull rope 37.

Example 1

The conversion method of the overhanging cover plate permanent abutment support pile system in the embodiment comprises the following steps:

A. fender pile construction includes:

a. construction preparation: leveling a construction site, leveling a mounting position of a base of a drilling machine and erecting a drilling machine operation platform before the drilling machine is in place; replacing sand gravel or padding a steel plate at the local weak foundation, wherein the steel plate with the thickness of 20mm is taken as an example in the embodiment; the ditch of the pipeline is backfilled with concrete, and the ditch of the pipeline is backfilled with C20 plain concrete in the embodiment.

b. Measuring and lofting: controlling the net and the design coordinates according to the base line, measuring the pile position by using a total station and discharging the pile protector; the pile position is put 15cm outward towards the foundation ditch, prevents the bored pile construction error, invades the major structure limit.

c. Drilling and digging and steel casing construction: after the rotary drilling rig digs downwards for 2-3m, a steel pile casing is installed by reaming, the steel pile casing in the embodiment is made of a steel plate with the thickness of 8mm, the height of the steel pile casing is 2m, the center of the steel pile casing is consistent with that of the pile, clay is backfilled around the hole wall, and the steel pile casing is fixed; deviation between the plane position of the steel casing and the central line of the pile is less than or equal to 5cm, inclination is less than or equal to 1%, and a slurry outlet with the height of 30cm and the width of 20cm is reserved at the top end of the steel casing for facilitating slurry circulation.

d. Drilling a hole, detecting the hole and cleaning the hole, wherein during drilling, a pile jumping method is adopted for construction, and after the strength of the concrete poured into the pile reaches more than 2.5Mpa, the adjacent pile position is drilled, so that the adjacent drilled pile is prevented from being disturbed; and after drilling is finished, carrying out sediment detection on the hole depth and the hole bottom, measuring and detecting the hole diameter, the hole shape, the verticality and the pile position, and then cleaning the hole by adopting a slurry changing method.

e. Reinforcing bar cage preparation and hoist and mount include:

(1) and (3) processing and manufacturing a steel reinforcement cage: the reinforcement cage is divided into two sections to be processed and manufactured in the reinforcement processing field; the main reinforcement joint adopts welding and mechanical connection modes, wherein the welding is used for connecting two sections of reinforcement cages and adopts lap welding, the percentage of the joint is less than or equal to 50 percent, and the joint is staggered for 35 d. The length of a welding seam of the welded joint is 10d, and the joint is bent by an angle, so that the axes of the welded and formed steel bars are ensured to be on the same straight line; all the other joints are mechanically connected, the machine heads are staggered mutually, the number of the joints within 35 times of the diameter of the main reinforcement is less than or equal to 50% of the number of the main reinforcement, the main reinforcement subjected to butt joint meets the design length, the position of the main reinforcement is obviously marked on the reinforcing ribs, each main reinforcement is welded on the main reinforcement point marked by the reinforcing ribs, and stirrups are welded on the main reinforcements according to the design interval points after the reinforcement cage frame is formed.

(2) Manufacturing the glass fiber reinforcement: glass fiber reinforcements are arranged on the steel reinforcement cage of the fender pile within the range of 8-9m of the hole door, the glass fiber reinforcements and common reinforcements are alternately and longitudinally lapped, the lapping length is 1-2m, the lapping length in the embodiment is 1.5m, each joint is fixed by a U-shaped bolt, the distance between adjacent U-shaped bolts in the same row is 30cm, and the connection stability of the steel reinforcement cage at the positions of the glass fiber reinforcements and the common reinforcements is enhanced; two adjacent rows of U-shaped bolts are arranged in a staggered manner, so that the number of the bolts arranged on the same section is less than or equal to 50%.

(3) Hoisting a steel reinforcement cage: as shown in fig. 1, a main hoisting point 1 and an auxiliary hoisting point 2 are arranged above a reinforcement cage 12, the main hoisting point 1 is positioned above a reinforcing rib at the end of the reinforcement cage 12 and used for vertical hoisting, the auxiliary hoisting point 2 is positioned above the connecting part of two sections of reinforcement cages 12, a hoisting point 3 is respectively arranged at the position of a middle reinforcing rib of the two sections of reinforcement cages 12 and used for turning-over hoisting, reinforcement ropes 4 are respectively connected between the hoisting point 3 and the auxiliary hoisting point 2 and between the end of the reinforcement cage 12 and the main hoisting point 1, and an included angle between the two reinforcement ropes 4 is less than or equal to 60 degrees, so that the two reinforcement ropes 4 can ensure the balanced traction of the reinforcement cage 12; during hoisting, the operation is as follows:

firstly, a main lifting hook and an auxiliary lifting hook respectively act on a main lifting point 1 and an auxiliary lifting point 2 to carry out double-hook lifting, the reinforcement cage 12 is horizontally lifted to about 50cm away from the ground, the machine is stopped to check the reliability of the lifting points and the balance condition of the reinforcement cage 12, the main lifting hook and the auxiliary lifting hook are slowly lifted after the normal state is confirmed, the main lifting hook is continuously lifted and the auxiliary lifting hook is slowly placed after the main lifting hook is lifted to a certain height, and the reinforcement cage 12 is hung and straightened in an air-loving mode.

Secondly, after the reinforcement cage 12 is vertical, the crane rotates to move the reinforcement cage 12 to an orifice, the reinforcement cage is slowly placed into the orifice, the crane stops when the reinforcement cage is placed at the auxiliary hoisting point 2, and the hoisting ring buckle and the steel wire rope at the auxiliary hoisting point 2 are taken down; in the process, when the reinforcement cage 12 collides with the hole wall and cannot be placed downwards, the reinforcement cage 12 is lifted by more than 1 meter, the reinforcement cage 12 is rotated by an angle of 10-30 degrees, the reinforcement cage 12 is slowly placed to the designed hoisting elevation after the position is adjusted, and the reinforcement cage 12 is fixed by using a hoisting rib.

Thirdly, after the reinforcement cage 12 is placed to the designed elevation position, the reinforcement cage 12 is positioned and fixed on the I-shaped steel 9 beam, and the main hanging buckle and the steel wire rope are taken down.

f. And (5) pouring concrete underwater.

B. Interim steel-pipe column is connected and is fixed a position, include:

a. measuring and placing points;

b. drilling a pile and putting down a reinforcement cage;

c. placing and pouring a concrete guide pipe;

d. pouring concrete to a designed elevation;

e. pulling out the catheter;

f. and (3) lowering the temporary steel pipe column: when steel-pipe column 5 down, the tip of the vertical arrangement's that welds the anchor section on steel-pipe column 5 on the steel-pipe column 5 is with leading to long phi 8 reinforcing bar 7 welded connection and getting up, its structure is shown jointly in fig. 2 and fig. 3, on the one hand, can prevent when putting down steel-pipe column 5, the stirrup on convex peg 6 and the steel reinforcement cage 12 blocks, guarantee putting smoothly of steel-pipe column 5, on the other hand, can make things convenient for steel-pipe column 5 to adjust the elevation, in addition, can also reduce the space between steel-pipe column 5 and the steel reinforcement cage 12, the accurate middle part of fixing steel-pipe column 5 at steel reinforcement cage 12, prevent that steel-pipe column 5 from taking place the skew and leading to the eccentric pressurized in later stage.

g. Fixing the temporary steel pipe column: connecting the temporary steel pipe column 5 and the reinforcement cage 12 into a whole; when the steel pipe column 5 and the steel reinforcement cage 12 are connected, the temporary buckling device is connected through the steel pipe column in a relay mode, the device is structurally shown in figures 4-7 and comprises a stress support, the stress support comprises an outer frame 8 and an I-shaped steel 9 located in the outer frame 8, the I-shaped steel 9 is connected between the top wall and the bottom wall of the outer frame 8 to shape and support the stress support 31, and the stability of the structure of the stress support is guaranteed. The top of atress support is equipped with the opening, and articulated respectively on the open-ended left and right sides lateral wall is connected with rotor plate 10 just to setting up, and the position that two rotor plates 10 are close to each other all is equipped with semicircle orifice 11, and two 11 combinations of semicircle orifice form the through-hole that supplies steel reinforcement cage 12 to pass, and when using the fixed steel-pipe column 5 of the device and steel reinforcement cage 12, the operation is as follows:

(1) as shown in fig. 6, the device is placed above the pile position, the rotating plate 10 is rotated to open the opening at the top of the stressed bracket, the reinforcement cage 12 is placed in the opening, the bottom of the reinforcement cage 12 penetrates through the bottom of the device, and the reinforcement cage 12 is temporarily fixed on the device;

(2) hoisting a steel pipe column 5 with one section at the bottom above the device, and welding and fixing the steel pipe column 5 with a reinforcement cage 12;

(3) turning over the rotating plates 10 to close the opening at the top of the stressed support, wherein the upper end of the steel pipe column 5 penetrates through the through hole and extends out of the device, the through hole formed by the rotating plates 10 on the two sides is used for limiting and fixing the steel pipe column 5, and the steel pipe column 5 is kept vertical, so that the subsequent steel pipe column 5 can be stably connected in the vertical direction;

(4) and connecting the next section of steel pipe column 5 with the previous steel pipe column 5, repeating the operation until all the steel pipe columns 5 are connected, and finally positioning the steel pipe columns 5.

h. And (5) concrete and the like.

C. The apron construction includes:

(1) cushion layer construction: the construction of the cover-digging top plate adopts a concrete cushion layer implemented on a soil foundation, and a wood template is laid on the cushion layer to be used as a bottom die of the cover-digging top plate; the surface of the cushion layer is subjected to secondary surface folding treatment to prevent cracking, and then is subjected to watering maintenance;

(2) and (3) brick moulding bed construction: the brick moulding bed is mainly used for side walls, downward turning beams and axillary corners, when a top plate is dug by construction, a part of a central column is needed, a later-stage joint is reserved, and the reserved joint at the lower end of the cover plate is made into an inclined plane, so that gas is discharged when concrete is poured on the side walls below the later-stage cover plate, and the pouring compactness of the concrete is guaranteed;

and after the cover plate is constructed, the temporary steel pipe column is used for carrying out temporary support.

D. Soil body excavation and steel support construction:

the excavation process is carried out according to longitudinal segmentation, vertical layering, from top to bottom, support and excavation, a middle plate and a bottom plate which are longitudinally and sequentially distributed are built in a foundation pit in the excavation process, and the main structure is vertically divided into a plurality of layers by the middle plate; steps are arranged between layers in a slope manner, and a continuous excavation working surface is formed up and down and front and back; when the slope is longitudinally set and excavated, a water intercepting ditch or a water retaining soil dike is arranged outside the top of the slope, so that surface water is prevented from scouring the slope surface and drainage water outside a foundation pit is prevented from flowing back and permeating into the pit, and the collapse of the slope is avoided;

during steel support construction, the method comprises the following steps: excavating the earthwork to the elevation of the designed concrete support bottom; chiseling the connecting surface of the crown beam and the reinforced concrete support; manually trimming a substrate and tamping; laying a C20 cushion layer; binding supporting steel bars and connecting the supporting steel bars with the crown beam steel bars; installing concrete supporting side templates and reinforcing steel pipe brackets; pumping and pouring concrete; maintaining, removing the mold and cleaning.

E. And (3) pouring structural concrete: the major structure is according to vertical layering, horizontal segmentation, the successive layer is under construction by parallel from bottom to top in the same direction as doing, every vertical layer of major structure sets up a horizontally construction joint, the construction joint is located above medium plate or bottom plate, pour the concrete and form the side wall of every layer of structure in the construction joint, when pouring, when the concrete fills up the construction joint and reaches the reservation joint position department of apron lower extreme, stop pouring the concrete, aforementioned process to the construction joint concreting, adopt casting die to carry out the pouring, the casting die structure is as shown in figure 8, including erection template 13, erection template 13 upper portion is equipped with opening 14, opening 14 department is equipped with wedge-shaped water conservancy diversion mouth 15, the top of water conservancy diversion mouth 15 is equipped with division board 16, division board 16 vertical sliding connection is on erection template 13, when pouring, go on according to following operating procedure:

a. referring to fig. 9, the installation template 13 is installed and fixed on the outer side of the construction joint 17, so that the construction joint 17 is located on the inner side of the diversion nozzle 15 of the casting mold, and the partition plate 16 is located above the connection part of the diversion nozzle 15 and the construction joint 17;

b. pouring concrete into the construction joint 17 from the diversion nozzle 15 to form a side wall, and stopping pouring the concrete when the diversion nozzle 15 is filled with the concrete;

c. after the concrete is preliminarily formed, the partition plate 16 is moved downward, so that the partition plate 16 is inserted between the construction joint 17 and the flow guide nozzle 15.

And simultaneously, pouring structural columns vertically supported between each layer.

F. Dismantling the temporary steel pipe column: after the structural column and the side wall are formed, the temporary steel pipe column is dismantled; at the moment, an oblique connecting surface is formed between the upper end of the side wall and the reserved joint at the lower end of the cover plate, the design of an inclined surface structure is adopted, namely, the supporting area of the side wall on the cover plate is increased, the pressure of the side wall applied to the cover plate is decomposed, and the supporting stability of the side wall on the cover plate is improved;

G. and (5) covering soil and backfilling and recovering the pavement.

Example 2

The difference between this embodiment and embodiment 1 is that the structure and the using operation steps of the casting mold are different, in this embodiment, the upper end of the front wall 18 of the upper diversion nozzle 15 of the casting mold used in the step E structural concrete casting is rotatably connected to the upper end and the lower end of the installation mold 13 and is detachably connected with the installation mold; after the poured concrete is primarily formed, the partition plate 16 is inserted between the construction joint 17 and the flow guide nozzle 15, the lower end of the front wall 18 is separated from the flow guide nozzle 15, the front wall 18 is turned upwards, the front side of the flow guide nozzle 15 is opened, when the front wall 18 is turned, the front wall 18 is turned into the flow guide nozzle 15 from the outer side of the flow guide nozzle 15 through the upper side of the flow guide nozzle 15, the concrete in the flow guide nozzle 15 is extruded by the front wall 18, the concrete in the flow guide nozzle 15 is discharged from the flow guide nozzle 15, the discharge of the concrete in the flow guide nozzle 15 is accelerated, then the free end of the front wall 18 is abutted against the side surface of the partition plate 16, and the partition plate 16 is supported and fixed by the front wall 18, so that the partition plate 16 is tightly attached to the surface of the side wall, and the good forming of the side wall is guaranteed.

By adopting the pouring mold in the embodiment, the concrete material in the diversion nozzle 15 can be processed in advance, and chiseling and repairing processing are not required to be carried out after the concrete is completely formed, so that on one hand, the processing of the redundant concrete is preposed, and the processing operation of the concrete is more convenient because the concrete is not formed and hardened at the moment; on the other hand, the treatment of the excess concrete before the treatment can facilitate the demolding of the partition plate 16 after the concrete material is hardened in the later period, and the situation that the demolding of the partition plate 16 is difficult to realize because the two surfaces of the partition plate 16 are simultaneously bonded with the concrete in the side wall and the diversion nozzle 15 is avoided.

Example 3

The difference between this embodiment and the foregoing embodiments is that the structure and the using operation steps of the casting mold are different, and as shown in fig. 10, the casting mold used in the step E structural concrete casting in this embodiment is further provided with a lead screw 19 and a sleeve 20 on the basis of embodiments 1 and 2, the lead screw 19 is fixedly connected with the partition plate 16, the lead screw 19 is vertically slidably connected to the outer side of the installation template 13, the fixed connection may be welding or bolting, the slidable connection may be realized by a sliding chute and a slider clamped in the sliding chute, specifically, a vertical sliding chute is provided on the outer side of the installation template 13, the slider is welded and fixed to the outer portion of the lead screw 19, and the slider is clamped in the sliding chute and can slide along the sliding chute without coming out of the sliding chute. The sleeve 20 is rotatably disposed outside the mounting plate 13 and below the lead screw 19, and the rotational connection may be realized by a bearing rotation fit. The screw rod 19 passes through the sleeve 20 and is in threaded fit with the sleeve 20, the sleeve 20 serves as a nut structure of the screw rod 19 and forms a thread pair relationship with the screw rod 19, and the arc-shaped outer wall of the sleeve 20 is provided with a tooth.

A door stop strip 21 is also arranged on the mounting template 13 in a transverse sliding manner, and the sliding connection of the door stop strip is the prior art and is not described in detail herein. The side of the door bar 21 is provided with a latch which is matched with the engaging tooth on the sleeve 20, and the door bar 21 and the sleeve 20 are arranged by engaging the engaging tooth and the latch. The lower end of the front wall 18 of the diversion nozzle 15 is provided with a flange 34, and the flange 34 is pressed on the mounting template 13 by the stop door strip 21, so that the lower end of the front wall 18 of the diversion nozzle 15 is abutted and fixed.

After the concrete is primarily formed, when the partition plate 16 is moved down, the partition plate 16 is inserted between the diversion nozzle 15 and the side wall to cut off the excess concrete in the diversion nozzle 15 from the side wall, so that the excess concrete is separated from the side wall. When the partition plate 16 moves downwards, the lead screw 19 is driven to move downwards, the lead screw 19 drives the sleeve 20 to rotate, the stop strip 21 is pushed to slide, and at the moment, the stop strip 21 moves to the row side from the outer side of the flange 34, so that the pouring mold automatically releases the locking of the stop strip 21 on the lower end of the front wall 18. The lower end of the front wall 18 is now free and can be turned over for use.

Compared with the pouring mold in the previous embodiment, when the pouring mold in the embodiment is used, the automatic disassembly and separation of the front wall 18 of the diversion nozzle 15 and the installation template 13 can be realized except that the redundant concrete in the diversion nozzle 15 can be cut, so that the disassembly operation of the front wall 18 is not needed, and the use is more convenient.

The lead screw 19, the sleeve 20 and the door stop strip 21 in the embodiment are all set as a group, and in practical application, a group of structures are symmetrically distributed on two sides of the flow guide nozzle 15 respectively to tightly fix two ends of the front wall 18 and ensure the fixing effect of the front wall 18.

Example 4

The difference between this embodiment and the previous embodiments is that the casting mold has a different structure and different operation steps, and as shown in fig. 11-14, the casting mold used in the step E structural concrete casting in this embodiment further includes an ejector 23 disposed on the screw rod 19 on the basis of embodiments 1-3, the screw rod 19 is provided with an accommodating groove 22, the top end of the accommodating groove 22 is hinged to the ejector 23, and a pressure spring is connected between the ejector 23 and the inner wall of the accommodating groove 22. The screw rod 19 is further clamped with a U-shaped clamp 24, the U-shaped opening of the U-shaped clamp 24 is arranged towards the side part of the diversion nozzle 15, and the top rod 23 is clamped between the screw rod 19 and the bottom of the opening 14 of the U-shaped clamp 24 by the U-shaped clamp 24, so that the top rod 23 is pressed on the screw rod 19 and the top rod 23 is kept in a vertical state. A telescopic rod 25 is fixedly connected to the U-shaped clamp 24, and in this embodiment, the fixed connection is made by welding.

As shown in fig. 15, a jacking portion 26 is further slidably disposed on a side portion of the front wall 18 of the diversion nozzle 15, specifically, a storage groove 27 is disposed on a side portion of the front wall 18 of the diversion nozzle 15, the jacking portion 26 is slidably disposed in the storage groove 27, and a pressure spring is connected between the jacking portion 26 and a groove bottom of the storage groove 27, and under the condition that the jacking portion 26 is not under pressure, the jacking portion 26 is located outside the storage groove 27 due to a supporting function of the pressure spring, so that the jacking portion 26 can be in contact with the post rod 23 after being deflected and be shifted by the post rod 23. In practical applications, the jacking portion 26 may also be rotatably connected to the side portion of the front wall 18 of the nozzle 15 and may be folded toward the outer side surface of the front wall 18, and the pin 28 is used to fix the rotatable connection between the front wall 18 and the jacking portion 26, as shown in fig. 16, when the pin 28 is in the connection state, the jacking portion 26 cannot be turned over relative to the nozzle 15, at this time, the jacking portion 26 is fixedly connected to the pin 28, and when the pin 28 is removed, the jacking portion 26 may be turned over relative to the front wall 18.

The structure of the door stop strip 21 in this embodiment is as shown in fig. 17 and 18, and includes an inner door strip 29 and an outer door strip 30 that are detachably fixed together, in this embodiment, the inner door strip 29 and the outer door strip 30 are fixed by using magnets and iron blocks, and the length of the inner door strip 29 is smaller than that of the outer door strip 30. The end of the inner door strip 29 is fixedly provided with a support 31, the support 31 extends towards the inner side of the foundation pit along the direction perpendicular to the surface of the side wall, the outer door strip 30 is arranged on the support 31 in a sliding mode, and one end, connected to the support 31, of the inner door strip 29 and one end, connected to the outer door strip 30, of the inner door strip are flush. The inner door strip 29 is provided with a cavity, a roll shaft is arranged in the cavity in a rotating mode, and the rotating relation of the roll shaft can be achieved through hole-shaft matching. The roller shaft is wound with a pull net 33, one surface of the inner door strip 29 facing the outer door strip 30 is provided with a strip-shaped opening, one end of the pull net 33 penetrates through the strip-shaped opening and is fixed on the outer door strip 30 in a bonding or bolting mode and the like. The flange 34 at the lower end of the front wall 18 of the spout 15 is caught between the inner door strip 29 and the outer door strip 30 and is fixed by the door strip 21. The lower extreme of telescopic link 25 slides and locates on interior doorstrip 29, specifically, is equipped with one section slide rail 35 on the interior doorstrip 29, and telescopic link 25 lower extreme card is located in slide rail 35 and can be followed slide rail 35 and slide.

As shown in fig. 11 and 12, a slot is further provided on the partition plate 16, a rotating plate 36 is rotatably provided in the slot, and when the rotating plate 36 is located in the slot, the rotating plate 36 fills the surface of the partition plate 16. A rope 37 or a net is fixed to the free end of the rotating plate 36, and the embodiment is specifically described with a structure in which the rope 37 is provided.

When the pouring mold in this embodiment is used, on the basis of the implementation of embodiment 3, when the screw rod 19 moves vertically, the sleeve 20 pushes the door stopper 21 to move laterally, at this time, the expansion link 25 slides on the inner door strip 29, the inner door strip 29 and the lower end of the expansion link 25 move relatively, and at this time, the inner door strip 29 does not drive the expansion link 25 to move laterally. Meanwhile, the door bar 21 slides and continues to move from the front side of the delivery nozzle 15 to the side of the delivery nozzle 15.

After the telescopic rod 25 slides to the tail end of the sliding rail 35, the telescopic rod 25 cannot continuously slide relative to the inner door strip 29, the inner door strip 29 drives the telescopic rod 25 to transversely move together when continuously transversely moving, and at the moment, the telescopic rod 25 drives the U-shaped clamp 24 to transversely move so that the U-shaped clamp 24 is far away from the ejector rod 23 and the screw rod 19. After the U-shaped clamp 24 is separated from the lead screw 19, the ejector rod 23 is released by the U-shaped clamp 24 and deflects on the lead screw 19 under the elastic force of the pressure spring, the lower end of the ejector rod 23 abuts against the jacking portion 26, and in the process that the elastic potential energy is released by the torsion spring, the ejector rod 23 continuously swings to push the jacking portion 26 to drive the front wall 18 of the diversion nozzle 15 to move away from the installation template 13, so that the front wall 18 is initially separated from the concrete in the diversion nozzle 15, and the subsequent overturning motion of the front wall 18 is facilitated. At the same time, the inner door strip 29 has also moved to the side from the front of the front wall 18 of the snout 15, but since the length of the outer door strip 30 is greater than the inner door strip 29, there is still a portion of the outer door strip 30 in front of the front wall 18. The front wall 18 is moved away from the mounting plate 13 to push the outer door strip 30 located at the front side forward, so that the outer door strip 30 slides on the bracket 31 and moves away from the inner door strip 29, and the moving away of the outer door strip 30 pulls out the pull net 33 between the outer door strip 30 and the inner door strip 29 and lays under the blast nozzle 15.

Then continue to overturn antetheca 18 upwards, this moment the front portion of water conservancy diversion mouth 15 is opened, partial concrete in the water conservancy diversion mouth 15 slides down under the action of gravity and discharges and fall to on the net 33, the net 33 cushions the concrete that falls, avoid the concrete direct whereabouts and lead to the problem of a large amount of splashes, cut apart the concrete that falls simultaneously, separate into the polylith of bold concrete bulkiness, in order to avoid bold concrete direct whereabouts and cause the problem of injuring operator's both feet, guarantee user's safety, cut apart into the fritter with the concrete, subsequent clearance collection etc. of also being convenient for, in addition, the expansion of net 33, make the operator stand in the outside of doorstrip 30 when the operation, the operator has kept away from the below of water conservancy diversion mouth 15 this moment, thereby play the effect of keeping apart the operator.

After the front wall 18 is turned over to the upper side of the diversion nozzle 15, the jacking part 26 is extruded, the jacking part 26 enters the accommodating groove 27 in the front wall 18, then the front wall 18 is turned in the diversion nozzle 15, so that concrete in the diversion nozzle 15 extruded by the front wall 18 is quickly discharged, discharging is accelerated, and the treatment efficiency is improved. Then, as described in the foregoing embodiment, the front wall 18 is abutted against the partition plate 16, and the partition plate 16 is supported and fixed.

In addition, when the separation plate 16 is inserted between the diversion nozzle 15 and the side wall, the pull rope 37 or the pull net 33 on the separation plate 16 enters the concrete in the diversion nozzle 15 along with the concrete, then in the discharging process of the diversion nozzle 15, the pull rope 37 or the pull net 33 is pulled in a reciprocating mode, the rotating plate 36 can be pulled to turn over on the separation plate 16, the concrete is stirred by the aid of movement of the rotating plate 36, on one hand, the primarily formed concrete is broken, discharging of materials is facilitated, on the other hand, a shaking effect is formed on the concrete, and discharging of the concrete is accelerated.

In practical application, the rotating plate 36 can be arranged in a comb-tooth structure, so that the rotating plate 36 has better crushing and shaking effects on concrete during swinging.

In a similar way, only a set of lead screw 19 has been shown in this embodiment, sleeve 20 and door stop strip 21, also can set up a set ofly respectively in the both sides of water conservancy diversion mouth 15 during practical application, two sets of structure symmetric distribution, thereby push up antetheca 18 simultaneously through two sets of ejector pins 23 from water conservancy diversion mouth 15, strengthen the promotion effect to antetheca 18, the net 33 that draws on two sets of door stop strips 21 simultaneously expandes simultaneously, thereby can form complete buffer protection in the below of water conservancy diversion mouth 15, avoid the concrete from the condition that directly falls in the one side that never sets up net 33.

The foregoing is merely an example of the present invention and common general knowledge in the art of designing and/or characterizing particular aspects and/or features is not described in any greater detail herein. It should be noted that, for those skilled in the art, without departing from the technical solution of the present invention, several variations and modifications can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicability of the patent. The scope of the claims of the present application shall be determined by the contents of the claims, and the description of the embodiments and the like in the specification shall be used to explain the contents of the claims.

Claims (7)

1. A conversion method for an overhanging cover plate permanent abutment support pile system is characterized by comprising the following steps:

A. constructing a fender pile;

B. connecting and positioning the temporary steel pipe column;

C. cover plate construction: during construction, the reserved joint at the lower end of the cover plate is made into an inclined plane, and the cover plate is temporarily supported by the temporary steel pipe column;

D. soil body excavation and steel support construction: the excavation process is carried out according to longitudinal segmentation, vertical layering, from top to bottom, support and excavation, a middle plate and a bottom plate which are longitudinally and sequentially distributed are built in a foundation pit in the excavation process, and the main structure is vertically divided into a plurality of layers by the middle plate;

E. and (3) pouring structural concrete: a horizontal construction joint is arranged on each vertical layer of the main structure, the construction joints are positioned above the middle plate or the bottom plate, concrete is poured into the construction joints to form the side walls of each layer of the structure, and when the construction joints are filled with the concrete and reach the reserved joint position at the lower end of the cover plate, the concrete is stopped to be poured; meanwhile, pouring structural columns vertically supported between each layer;

when concreting to the construction joint, adopt the casting mould to pour, the casting mould includes the erection template, and erection template upper portion is equipped with the opening, and the opening part is equipped with wedge-shaped water conservancy diversion mouth, and the top of water conservancy diversion mouth is equipped with the division board, and the vertical sliding connection of division board is on the erection template, when pouring, goes on according to following operating procedure:

a. mounting and fixing the mounting template on the outer side of the construction joint, so that the construction joint is positioned on the inner side of a diversion nozzle of the pouring mold, and meanwhile, the partition plate is positioned above the connection part of the diversion nozzle and the construction joint;

b. pouring concrete into the construction joint by the diversion nozzle to form a side wall, and stopping pouring the concrete when the diversion nozzle is filled with the concrete;

c. after the concrete is preliminarily formed, moving the partition plate downwards to enable the partition plate to be inserted between the construction joint and the diversion nozzle;

the upper end of the front wall of the flow guide nozzle is rotatably connected to the mounting template, and the lower end of the front wall of the flow guide nozzle is detachably connected with the mounting template; after the partition plate is inserted between the construction joint and the diversion nozzle, separating the lower end of the front wall from the pouring mold, turning the front wall upwards to open the front side of the diversion nozzle, and then discharging concrete in the diversion nozzle from the front side of the diversion nozzle;

when the front wall is turned over, the front wall is turned over from the outer side of the flow guide nozzle to the flow guide nozzle through the upper part of the flow guide nozzle, and the free end of the front wall is tightly pressed against the side surface of the partition plate;

F. dismantling the temporary steel pipe column: after the structural column and the side wall are formed, the temporary steel pipe column is dismantled;

G. and (5) covering soil and backfilling and recovering the pavement.

2. The conversion method of the overhanging cover plate permanent temporary support pile system according to claim 1, wherein the step A of fender pile construction specifically comprises the following operation steps:

a. construction preparation: leveling a construction site, leveling a mounting position of a base of a drilling machine and erecting a drilling machine operation platform before the drilling machine is in place; replacing sand gravel or filling thick steel plates on the local weak foundation; backfilling the pipe line ditch with concrete;

b. measuring and lofting: controlling the net and the design coordinates according to the base line, measuring the pile position by using a total station and discharging the pile protector;

c. drilling and digging and steel casing construction: after the rotary drilling rig digs downwards for 2-3m, reaming and installing a steel pile casing, keeping the center of the steel pile casing consistent with the center of the pile, backfilling clay around the hole wall, and fixing the steel pile casing;

d. drilling a hole, detecting the hole and cleaning the hole;

e. manufacturing and hoisting a reinforcement cage;

f. and (5) pouring concrete underwater.

3. The conversion method of the overhanging cover plate permanent temporary fender pile system according to claim 2, wherein the step B of connecting and positioning the temporary steel pipe column specifically comprises the following operation steps:

a. measuring and placing points;

b. drilling a pile and putting down a reinforcement cage;

c. placing and pouring a concrete guide pipe;

d. pouring concrete to a designed elevation;

e. pulling out the catheter;

f. and (3) lowering the temporary steel pipe column: when the steel pipe column is lowered, the end parts of the vertically arranged studs welded on the steel pipe column at the anchoring section are connected by steel bars;

g. fixing the temporary steel pipe column: connecting the temporary steel pipe column and the reinforcement cage into a whole;

h. and (5) concrete and the like.

4. The conversion method of an overhanging cover plate permanent temporary supporting pile system as claimed in claim 2, wherein, in the step d, drilling holes, detecting the holes and cleaning the holes, during drilling, adopting a pile jumping method for construction, and after the strength of the concrete poured into the piles reaches more than 2.5Mpa, drilling holes at the adjacent pile positions; and after drilling is finished, carrying out sediment detection on the hole depth and the hole bottom, measuring and detecting the hole diameter, the hole shape, the verticality and the pile position, and then cleaning the hole by adopting a slurry changing method.

5. The conversion method of an overhanging cover plate permanent temporary support pile system according to claim 2, wherein the reinforcement cage is manufactured and hoisted in step e, during operation, the reinforcement cage is manufactured in two sections, the enclosure pile reinforcement cage within the range of 8-9m at the hole door is provided with glass fiber reinforcements, the glass fiber reinforcements and the common reinforcements are alternately and longitudinally lapped, the lapping length is 1-2m, each joint is fixed by a U-shaped bolt, two adjacent rows of U-shaped bolts are arranged in a staggered manner, and the number of bolts arranged in the same section is less than or equal to 50%; when hoisting, arranging a main hoisting point and an auxiliary hoisting point above the reinforcement cage, wherein the main hoisting point is positioned above the end part of the reinforcement cage, the auxiliary hoisting point is positioned above the connecting part of the two sections of reinforcement cage, the middle parts of the two sections of reinforcement cage are respectively provided with one hoisting point, reinforcing ribs are arranged at the hoisting points, reinforcing steel bar ropes are connected between the hoisting points and the auxiliary hoisting points and between the end part of the reinforcement cage and the main hoisting point, and the included angle between the two reinforcing steel bar ropes is less than or equal to 60 degrees; the main lifting hook and the auxiliary lifting hook are respectively acted on a main lifting point and an auxiliary lifting point to carry out double-hook lifting, after the reinforcement cage rises, the main lifting hook continues to rise, meanwhile, the auxiliary lifting hook is released, and the reinforcement cage is hung straight in an air manner; the reinforcement cage is then moved to the opening and placed into the hole.

6. The conversion method of the overhanging cover plate permanent temporary support pile system according to claim 3, wherein the step g is performed by adopting a steel pipe column relay connection temporary buckling device when the temporary steel pipe column and the reinforcement cage are connected in the temporary steel pipe column, the device comprises a stress bracket, an opening is formed in the top of the stress bracket, rotating plates which are arranged right opposite to each other are hinged to the two side walls of the opening respectively, semicircular holes are formed in the positions, close to each other, of the two rotating plates, the two semicircular holes are combined to form a through hole for the reinforcement cage to pass through, and the operation is as follows when the steel pipe column and the reinforcement cage are fixed:

(1) placing the device above the pile position, rotating the rotating plate to open the opening at the top of the stressed support, placing the reinforcement cage into the device from the opening, enabling the bottom of the reinforcement cage to penetrate through the bottom of the device, and temporarily fixing the reinforcement cage on the device;

(2) hoisting a section of steel pipe column at the bottom above the device, and welding and fixing the steel pipe column with a reinforcement cage;

(3) turning over the rotating plate to close the opening at the top of the stressed support, wherein the upper end of the steel pipe column penetrates through the through hole and extends out of the device;

(4) and connecting the next section of steel pipe column with the previous steel pipe column, repeating the operation until all the steel pipe columns are connected, and finally positioning the steel pipe columns.

7. The conversion method of the overhanging cover plate permanent temporary support pile system as claimed in claim 1, wherein in the step D, during soil excavation and steel support construction, steps are arranged between layers in a slope manner, and a continuous excavation working surface is formed up, down, front and back; when the longitudinal slope is opened and excavated, a water intercepting ditch or a soil retaining dike is arranged outside the top of the slope.

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