CN211285658U - Structure capable of carrying out deep water area hollowing repair in rapid stream state - Google Patents

Abstract

The utility model relates to a can carry out the prosthetic structure of deep water district undercutting under the torrent state belongs to the prosthetic construction technical field of undercutting under water. The utility model discloses a bank slope and riverbed, bank slope bottom have the region of undercutting, have arranged one row of anti-towards stake of concrete along riverbed length direction outside undercutting, and the mutual interlock of the anti-towards stake of adjacent concrete forms continuous pile group structure, and the stake end of the anti-towards stake of concrete gos deep into the fresh basement rock 3.0m ~ 5.0m in riverbed lower part, and the anti-towards stake of concrete has the sleeve of predetermineeing as pile body concrete form, and the sleeve imbeds in the riverbed. The continuous concrete anti-impact pile outside the hollowed area can play a role in an underwater cofferdam, can play a role in a hollowed area underwater concrete waterproof template, and can play a role in later-stage anti-impact and anti-elutriation. The utility model discloses applicable restoration of undercutting in the deep water region, the earth-rock cofferdam need not be built again, can satisfy the reality needs, and stable in structure, the durability is good.

Description

Structure capable of carrying out deep water area hollowing repair in rapid stream state

Technical Field

The utility model relates to a can carry out the prosthetic structure of deep water district undercutting under the torrent state belongs to the prosthetic construction technical field of undercutting under water.

Background

The serious turbulence of water flow in a downstream flood discharge energy dissipation area of a hydropower station often causes the excavation and scouring of the main bank and an outlet of a water discharge building on the bank foundation, further causes the instability and the damage of a side slope, and even influences the safe operation of the building.

For an underwater excavated area with shallow depth and small river flow rate, the conventional repair method is to build a longitudinal earth-rock cofferdam outside the excavated area and then create a relative still water area, build underwater concrete in the relative still water area inside the earth-rock cofferdam after an underwater frogman assists in erecting a mold, and remove the earth-rock cofferdam after the underwater concrete reaches the design strength, which is shown in fig. 1 in detail.

At present, as a large number of large and medium-sized hydropower stations are built and operated, a large number of large-discharge and high-water-head flood discharge buildings operate for a long time, the condition that the foundation of the local bank and the outlet of a downstream flood discharge energy dissipation area is hollowed and damaged is more and more severe, and the downstream flood discharge energy dissipation area is always connected with an original river channel; the river course is easy to be influenced by the water flow of the tail water outlet, the flow speed of the river course is large, and the flow speed is always more than 3m/s in the withering period; in addition, the underwater digging brush at the present stage continuously develops towards the bottom, and the underwater digging depth is usually more than 5m, and some underwater digging depths even exceed 10 m.

Aiming at the problem of underwater hollowing repair of a deep water area in a torrent state, the conventional underwater hollowing repair structure and construction method have the following defects:

firstly, the earth-rock cofferdam is difficult to form in a deep water area in an torrent state, or even if the earth-rock cofferdam is finally formed, the corresponding engineering quantity and the loss quantity of the earth-rock cofferdam are astronomical numbers;

secondly, the safe flow rate of the underwater frogman during working is less than 1.5m/s, and the safety risk of continuously adopting the frogman to assist in installing the template is extremely high aiming at the underwater hollowing repair in a torrent state;

and thirdly, along with the increase of the underwater hollowing depth, the stability and durability of the underwater concrete structure of the high straight wall are deteriorated.

In conclusion, the conventional underwater excavation repair structure and construction method can not meet the current situation any more, and cannot carry out the excavation repair of the deep water area in a torrent state.

SUMMERY OF THE UTILITY MODEL

The utility model discloses the technical problem that will solve is: provides a structure capable of carrying out deep water area hollowing repair in a torrent state.

For solving the technical problem the utility model discloses the technical scheme who adopts is: the structure capable of conducting deep water area hollowing repair in a torrent state comprises a bank slope and a river bed, wherein a hollowing area is arranged at the bottom of the bank slope, a row of concrete anti-impact piles are arranged on the outer side of the hollowing area along the length direction of the river bed, adjacent concrete anti-impact piles are mutually meshed to form a continuous pile group structure, the pile bottom of each concrete anti-impact pile extends into a fresh bed rock at the lower part of the river bed by 3.0-5.0 m, each concrete anti-impact pile is provided with a preset sleeve as a pile body concrete template, and the sleeve is embedded into the river bed. The concrete anti-impact pile can be constructed by adopting a rotary drilling rig rotary drilling process or a pipe rolling machine frustrated drilling process.

Further, the method comprises the following steps: the concrete anti-impact pile is of a reinforced concrete structure; the sleeve is a steel sleeve.

Further, the method comprises the following steps: and multiple rows of concrete anti-impact piles are arranged outside the hollowed area, and adjacent concrete anti-impact piles are meshed with each other to form a continuous pile group structure.

Further, the method comprises the following steps: concrete filling holes are arranged on the slope surface of the bank slope and are also used as exhaust holes.

Further, the method comprises the following steps: the concrete pouring hole is also used as an exhaust hole and a backfill grouting hole.

Further, the method comprises the following steps: anti towards stake of concrete sets construction landing stage, and construction landing stage is from up the structure down and is in proper order: buttress, crossbeam, bailey roof beam, bridge floor distribution roof beam, bridge floor steel sheet.

Further, the method comprises the following steps: the buttresses comprise transverse direction buttresses and longitudinal direction buttresses, and channel steel and pull rods are adopted between the transverse direction buttresses and the longitudinal direction buttresses for reinforcement; the cross beam is welded and laid by double-spliced I-shaped steel, and a limiting device is additionally arranged at the end head of the connecting Bailey beam; the beam and the buttress are reinforced by a reinforcing bracket.

Further, the method comprises the following steps: the Bailey beam is in a combination form of two groups of three rows of single-layer trusses, is longitudinally linked by Bailey pins, is transversely linked by a 90-type shaping support sheet, and is connected with the beam by a U-shaped iron piece.

The construction trestle can be constructed by adopting a fishing method, and can be pushed from the upstream and downstream sides of the hollowed area to the middle in a two-way mode.

The utility model has the advantages that: the continuous concrete anti-impact pile outside the hollowed area can play a role in an underwater cofferdam, can play a role in a hollowed area underwater concrete waterproof template, and can play a role in later-stage anti-impact and anti-elutriation. Because a relative still water area is formed on the inner side of the concrete anti-impact pile group, the concrete anti-impact pile can also be used as a template, then the underwater concrete is poured through the concrete pouring channel, and the underwater concrete is completely filled in the area between the underwater hollowed boundary and the concrete anti-impact pile. The utility model discloses applicable restoration of undercutting in the deep water region does not need to build the earth-rock cofferdam again, and the anti-scouring effect of later stage is played to the anti-scouring pile structure of continuous concrete, and this kind can carry out the prosthetic structure of undercutting in deep water region under the torrent state, can satisfy the reality needs, and stable in structure, and the durability is good.

Drawings

FIG. 1 is a schematic diagram of a prior art configuration;

FIG. 2 is a schematic structural view of the deep water area under the torrent condition of the present invention for repairing the cavity;

FIG. 3 is a schematic view showing the arrangement of the anti-impact reinforced concrete piles of the present invention;

FIG. 4 is a plan view of the reinforced concrete anti-impact pile of the present invention;

FIG. 5 is a sectional view of the reinforced concrete anti-impact pile in the middle and deep water area of the present invention;

FIG. 6 is an elevation view of a middle construction trestle of the present invention;

FIG. 7 is a view of the construction trestle along the river direction;

FIG. 8 is a schematic view of the steel pipe pile driven by the fishing method of the present invention;

fig. 9 is the installation schematic diagram of the middle beret beam of the present invention.

Labeled as: the construction method comprises the following steps of bank slope 1, riverbed 2, hollowed area 3, concrete anti-impact piles 4, sleeves 5, concrete pouring holes 6, buttress piers 7, cross beams 8, bailey beams 9, bridge deck distribution beams 10, bridge deck steel plates 11, reinforcing brackets 12, pile body concrete 13, earth-rock cofferdams 14, underwater concrete 15, concrete pouring channels 16, frogman standing templates 17 and concrete anti-impact pile axes 18.

Detailed Description

For the purpose of facilitating understanding and practicing the invention, preferred embodiments of the invention are further described with reference to the accompanying drawings.

As shown in fig. 2 to 5, the utility model discloses a bank slope 1 and riverbed 2, bank slope 1 bottom has the regional 3 that undercuts, has arranged one row of anti-scouring stake 4 of concrete along 2 length direction of riverbed in the regional 3 outsides that undercuts, and the mutual interlock of anti-scouring stake 4 of adjacent concrete forms continuous pile group structure, and the pile bottom of the anti-scouring stake 4 of concrete is deepened into the fresh basement rock 3.0m ~ 5.0m in riverbed 2 lower part, and anti-scouring stake 4 of concrete has predetermined sleeve 5 as pile body concrete form, and sleeve 5 imbeds in the riverbed. The pile diameter of the concrete anti-impact pile 4 is usually 0.5-2.0 m, and the continuous concrete anti-impact pile 4 outside the hollowed area 3 can play a role of an underwater cofferdam, a role of an underwater concrete 15 waterproof template of the hollowed area 3 and a role of later anti-impact and anti-elutriation. Because a relative still water area is formed on the inner side of the group of the concrete anti-impact piles 4, the concrete anti-impact piles 4 can also be used as templates, then the underwater concrete 15 is poured through the concrete pouring channel 16, and the underwater concrete 15 is completely filled in the area between the underwater hollowed boundary and the concrete anti-impact piles 4. In order to improve the anti-impact and anti-elutriation capacity, a plurality of rows of concrete anti-impact piles 4 can be arranged outside the hollowed area 3, and adjacent concrete anti-impact piles 4 are mutually meshed to form a continuous pile group structure. The concrete anti-impact pile 4 can be constructed by adopting a rotary drilling rig rotary drilling process or a pipe rolling machine drilling-resisting process.

For convenience and practicability, the concrete anti-impact pile 4 is of a reinforced concrete structure; the sleeve 5 is a steel sleeve. The steel sleeve can be made of Q235 steel, the wall thickness of the steel sleeve is 15-30 mm, and the steel sleeve can be formed by coiling a rectangular steel plate.

Concrete filling holes 6 which are also used as exhaust holes are distributed on the slope surface of the bank slope 1 and are arranged according to certain intervals and row distances so as to ensure that underwater concrete is poured compactly, and the underwater concrete filling machine is particularly suitable for transversely hollowing out deep pits with large width.

The concrete pouring hole 6 can be used as an exhaust hole and a backfill grouting hole, and backfill grouting is carried out after the underwater concrete 15 is poured, so that the underwater concrete 15 is completely combined with the boundary of the underwater hollowed area.

It should be noted that, because the construction of the concrete anti-impact pile 4 belongs to the near-water near-edge project, a construction platform needs to be set up for the construction of the concrete anti-impact pile 4. For convenient implementation, the preferred embodiment of the present invention is: the concrete anti-impact pile 4 is provided with a construction trestle, the width of the construction trestle is about 7.5 m-10 m, the construction trestle can be used as an anti-impact pile construction platform and a road, and the span is 6 m. The construction trestle sequentially comprises the following structures from bottom to top: buttress 7, crossbeam 8, bailey beam 9, bridge floor distribution beam 10, bridge floor steel sheet 11. The construction trestle structure is shown in figures 6 and 7.

In order to ensure that the construction trestle structure is more reliable, the buttress 7 comprises a transverse abutment and a longitudinal abutment, and channel steel and a pull rod are adopted between the transverse abutment and the longitudinal abutment for reinforcement; the cross beam 8 is welded and laid by double-spliced I-shaped steel, and a limiting device is additionally arranged at the end head for connecting the Bailey beam 9, so that the stability of the whole bridge deck is ensured; the cross beam 8 and the buttress 7 are reinforced by a reinforcing bracket 12, and the limiting and reinforcing effects are achieved. In the embodiment, the height of a buttress 7 in the construction trestle structure is about 12m, phi 820mm steel pipe piles are adopted, the transverse bridge spacing is 5m, and the buttress penetrates into bedrock by 2 m; the cross beam 8 is welded and laid by adopting double I45b I-shaped steel.

The Bailey beam 9 adopts a combination form of two groups of three rows of single-layer trusses, is longitudinally linked by Bailey pins, is transversely linked by 90-type shaping supporting pieces, and is connected with the beam 8 by a U-shaped iron piece to prevent sliding. In this embodiment, the bailey beam 9 is a 321 reinforced bailey sheet.

For convenient implementation and construction efficiency improvement, the construction trestle adopts a 'fishing method' for construction, and the construction trestle is pushed from the upstream and downstream sides of the hollowed area 3 to the middle in a two-way mode. And (3) adopting a crawler crane to hang the steel pipe piles of the buttress 7 and a vibration hammer to beat hole by hole forwards for construction, finishing beating each hole of the steel pipe pile and laying an upper structure, and hoisting the upper structure by using a truck crane. The fishing method is shown in figure 8.

The trestle construction process flow is as follows: filling an approach construction road → test piles and standard span static load test → abutment treatment → steel pipe pile processing → crawler crane lifting steel pipe piles in place → measurement positioning → vibrating sinking steel pipe piles → steel pipe pile inter-pile connection → crossbeam 8 mounting and welding → Bailey beam 9 mounting → bridge deck distribution beam 10 mounting → bridge deck steel plate 11 laying → auxiliary facilities mounting. The installation of the bailey beam 9 is schematically shown in fig. 9.

The construction steps and the flow of the concrete anti-impact pile 4 are as follows: in-place preparation of people, materials and machines → erection of a construction platform → in-place of machines → measurement and positioning → hole forming of an anti-impact pile → cleaning of dregs → installation of a sleeve 5 → hoisting and placing of a steel reinforcement cage → pouring of concrete of a pile body.

The utility model discloses wholly can implement according to following step:

A. and (4) erecting a concrete anti-impact pile 4 construction platform which can adopt a trestle structure.

B. And (3) carrying out concrete anti-impact pile 4 construction on the erected construction trestle, wherein the construction comprises drilling, positioning and mounting of the sleeve 5, mounting of a pile body reinforcement cage and pouring of pile body concrete.

C. Drilling holes with a certain spacing and row spacing on the slope surface of the bank slope 1, wherein the aperture phi is 100, and the holes are also used as a concrete pouring hole 6, an exhaust hole and a backfill grouting hole.

D. And pouring the underwater concrete 15 through a concrete pouring channel 16 reserved on the inner side of the concrete anti-impact pile 4 and a concrete pouring hole 6 on the slope surface of the bank slope 1.

E. And backfilling and grouting through backfilling and grouting holes on the slope surface of the bank slope 1.

Claims (8)

1. Can carry out deep water district under torrent state and draw out prosthetic structure of hollowing out, including bank slope (1) and riverbed (2), bank slope (1) bottom has the regional (3) of hollowing out, its characterized in that: a row of concrete anti-impact piles (4) are arranged on the outer side of the hollowed area (3) along the length direction of the riverbed (2), adjacent concrete anti-impact piles (4) are mutually meshed to form a continuous pile group structure, the pile bottom of each concrete anti-impact pile (4) extends into 3.0-5.0 m of fresh bedrock at the lower part of the riverbed (2), each concrete anti-impact pile (4) is provided with a preset sleeve (5) serving as a pile body concrete template, and the sleeve (5) is embedded into the riverbed.

2. The structure for deep water excavation repair in a torrent situation according to claim 1, wherein: the concrete anti-impact pile (4) is of a reinforced concrete structure; the sleeve (5) is a steel sleeve.

3. The structure for deep water excavation repair in a torrent situation according to claim 1, wherein: and multiple rows of concrete anti-impact piles (4) are arranged outside the hollowed area (3), and adjacent concrete anti-impact piles (4) are mutually meshed to form a continuous pile group structure.

4. The structure for deep water excavation repair in a torrent situation according to claim 1, wherein: concrete filling holes (6) are arranged on the slope surface of the bank slope (1) and are also used as exhaust holes.

5. The structure for deep water area hollowing repair in torrent conditions according to claim 4, wherein: the concrete pouring hole (6) is also used as an exhaust hole and a backfill grouting hole.

6. The structure for deep water area hollowing repair in a torrent state according to any one of claims 1 to 5, wherein: anti towards stake (4) of concrete sets construction landing stage, and construction landing stage is from up the structure down and is in proper order: buttress (7), crossbeam (8), bailey roof beam (9), bridge floor distribution beam (10), bridge floor steel sheet (11).

7. The structure for deep water area hollowing repair in torrent conditions according to claim 6, wherein: the buttress (7) comprises a transverse abutment and a longitudinal abutment, and channel steel and a pull rod are adopted between the transverse abutment and the longitudinal abutment for reinforcement; the cross beam (8) is welded and laid by double-spliced I-shaped steel, and a limiting device is additionally arranged at the end head of the connecting Bailey beam (9); the beam (8) and the buttress (7) are reinforced by a reinforcing bracket (12).

8. The structure for deep water area hollowing repair in torrent conditions according to claim 6, wherein: the Bailey beam (9) adopts a combination form of two groups of three rows of single-layer trusses, is longitudinally linked by Bailey pins, is transversely linked by a 90-type shaping support sheet, and is connected with the cross beam (8) by a U-shaped iron piece.

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