CN114108555B - Construction method of suction type combined pile dam for emergency rescue of river channel - Google Patents
Construction method of suction type combined pile dam for emergency rescue of river channel Download PDFInfo
- Publication number
- CN114108555B CN114108555B CN202111506509.XA CN202111506509A CN114108555B CN 114108555 B CN114108555 B CN 114108555B CN 202111506509 A CN202111506509 A CN 202111506509A CN 114108555 B CN114108555 B CN 114108555B
- Authority
- CN
- China
- Prior art keywords
- pile
- suction type
- dam
- cover plate
- tubular
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
- E02B3/106—Temporary dykes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
Abstract
A construction method of a suction type combined pile dam for emergency rescue of a river channel comprises a series of suction type pile dam units with the same structure; the multiple suction type pile dam units are spliced and connected at the river bottom according to the dam axis to form a whole set of suction type combined pile dam; every suction formula stake dam unit all includes negative pressure suction pipeline and wholly is the apron of rectangle and level setting, and apron length direction is left right direction, and the apron top surface is equipped with a plurality of root pipe piles perpendicularly, and all tubular piles are arranged along apron length direction's central line interval, and apron bottom surface middle part is equipped with the open bearing barrel in bottom along length direction, and negative pressure suction pipeline is along the inside downwardly extending of tubular pile and pass apron and the inside intercommunication of bearing barrel. The invention has the advantages of the suction foundation, the gravity foundation, the floating foundation and the permeable pile dam, has wide geological application range, can be prefabricated on land by integral modules, transported by integral floating of a river channel, installed by suction, assembled by modules and can be disassembled for reuse, and greatly reduces the construction cost of construction, installation and disassembly.
Description
Technical Field
The invention belongs to the technical field of pile dams for river regulation, and particularly relates to a construction method of a suction type combined pile dam for river rescue.
Background
The investigation of river regulation projects at home and abroad shows that the spur dike is an engineering form widely adopted in river regulation projects, and has the functions of controlling water flow and stabilizing river conditions. These grommets are mostly constructed using earth and stone or concrete materials, such as timber pile grommets, earth grommets, and riprap dams. Different types of protection projects have different applicable conditions.
The riprap structure is the most common protective structure, and the wrapping body is of a dispersed structure and can be well adapted to the change of a riverbed. The gabion structure has larger volume, weight, impact resistance and good flexibility, is internally provided with pebbles, stones and the like, and adapts to the change of a riverbed. The mould bag concrete structure pumps concrete or mortar into the mould bag made of synthetic fiber, the concrete is solidified into a concrete protective surface, the concrete protective surface can be paved on a bank slope, the mould bag concrete structure has good wind wave impact resistance, and the mould bag concrete structure plays an important role in emergency engineering. The steel-concrete cast-in-place pile dam is formed by using a combined drilling machine to preset slotted holes according to certain design depth, spacing, inclination and the like, and then pouring concrete piles into the steel-concrete cast-in-place pile dam to form a closed concrete continuous wall. The dam type makes full use of the diversion function and the water-permeable silt-falling beach-building function of the pile dam to combine the front scouring of the dam, the silt-falling behind the dam and the scouring and the silt, thereby achieving the purposes of guiding water flow and controlling river potential. The pile dam is widely applied to river regulation of the downstream wandering river reach of the yellow river. The hydraulic inserting plate pile dam adopts a precast concrete hollow square pile, a steel pipe pile or a pipe pile, and a high-pressure jet flow channel is formed by utilizing a cavity of the pile. The construction process is mainly technically characterized by hydraulic cutting (internal flushing and external discharge), guiding and positioning and integral connection. The method is suitable for emergency construction of rush-repair engineering on soft soil stratum. The assembled diversion pile dam is a permeable pile dam structure which takes a prestressed reinforced concrete pipe pile as a main component, and piles are inserted (pulled) through a crane, high-pressure water injection and the like, so that the assembled diversion pile dam is recycled.
The existing river regulation engineering is difficult to adapt to the randomness, the burst property and the temporary property of the current small flood river fluctuation of the yellow river, so that the unfavorable river situation happens occasionally. And the existing diversion revetment project has long construction period and high construction cost, so that a plurality of deformed river conditions of small water cannot be treated in time, and great passivity is brought to flood prevention of the yellow river. Therefore, it is very urgent and necessary to research and develop a novel diversion pile dam which is convenient to construct, rapid to construct, detachable and reusable for the problem of abnormal river behavior in the process of small flood.
Disclosure of Invention
The invention provides a construction method of a river channel emergency suction type combined pile dam, which is convenient to construct, quick to construct, high in stability and reliability and detachable and reusable.
In order to solve the technical problems, the invention adopts the following technical scheme: a construction method of a suction type combined pile dam for emergency of a river channel sequentially comprises the following steps:
(1) Welding a cylindrical structure with an open lower end on the bank side or a steel structure processing plant;
(2) Prefabricating the pipe pile on a shoreside or a concrete pipe pile prefabrication field, and reserving a steel bar connector at one end of the pipe pile;
(3) Vertically arranging a plurality of tubular piles on the upper surface of the cylindrical structure at uniform intervals to finish the manufacture of a suction type pile dam unit;
(4) Checking the air tightness of the suction pile dam unit on the water surface;
(5) Transporting the suction type pile dam unit to an installation position, vertically lowering, and further fixing the suction type pile dam unit after the lowering is in place;
(6) The steps (1) to (5) are repeated to complete the sequential installation of all the suction type pile dam units in the left and right directions, so that an integral structure of the combined pile dam is formed;
(7) And after the integral structure of the combined pile dam is used, moving or dismantling the integral structure.
The integral structure of the combined pile dam comprises a series of suction type pile dam units with the same structure; the plurality of suction type pile dam units are spliced and connected at the river bottom according to the dam axis to form a whole set of suction type combined pile dam;
every suction formula stake dam unit all includes negative pressure suction pipeline and the open shell type structure of lower extreme, shell type structure is the apron that rectangle and level set up including whole, apron length direction is left right direction, the apron top surface is equipped with a plurality of root canal piles perpendicularly, all tubular piles are arranged along apron length direction's central line interval, apron bottom surface middle part is equipped with the open bearing barrel in bottom along length direction, negative pressure suction pipeline is along the inside downwardly extending of tubular pile and pass apron and the inside intercommunication of bearing barrel.
Concrete reinforcing structures are poured on the front side and the rear side of the lower end of the tubular pile on the upper surface of the cover plate, and rivets pre-embedded in the concrete reinforcing structures are fixedly connected to the upper surface of the cover plate; the upper side of the bearing cylinder extends upwards to protrude the upper surface of the cover plate to serve as a blocking edge of the concrete reinforcing structure during pouring, the upper surface of the concrete reinforcing structure is gradually thinned at the front side and the rear side of the tubular pile to form a slope, and the thinnest part of the slope is flush with the upper side of the bearing cylinder; the apron lower surface is equipped with the scour protection section of thick bamboo that is located a bearing section of thick bamboo front side and rear side, and scour protection bobbin base is uncovered, and a scour protection section of thick bamboo highly is less than a bearing section of thick bamboo height, and a scour protection section of thick bamboo is inside to be equipped with a plurality of vertically and horizontally staggered's separation gusset plate.
The bearing cylinder is internally provided with a plurality of criss-cross cabin plates, the cabin plates divide the internal space of the bearing cylinder into a plurality of cabins with openings at the bottoms, the tops of the two cabins corresponding to the front and the back are communicated with the lower port of a negative pressure suction pipeline in one tubular pile, and the lower port of the negative pressure suction pipeline is provided with an air valve; the left side of a tubular pile on the leftmost side on the apron all is equipped with a penetrating guide pile pipe from top to bottom with the right side of a tubular pile on the rightmost side, and the guide pile pipe is thick-end-up's horn mouth structure, sets up fixed single pile in the guide pile pipe, and fixed single pile lower extreme stretches into inside the river bottom soil body.
When the bearing cylinder and the subdivision plate are of reinforced concrete structures, jet pipelines are arranged at the bottoms of the bearing cylinder and the subdivision plate, and high-pressure jet holes which jet downwards are formed in the jet pipelines.
The cylindrical structure in the step (1) comprises a cover plate, a bearing cylinder, an anti-impact cylinder, a subdivision plate, a separation fixing plate and a guide pile pipe, and rivets are welded in the upper surface area of the cover plate at the bottom of the concrete reinforcing structure.
The specific working process of the step (3) is as follows: the method comprises the steps of conveying a cylindrical structure and pipe piles to a construction site, erecting a formwork of a concrete reinforced structure area, fixedly installing the pipe piles on a cover plate of the cylindrical structure at uniform intervals in the left-right direction, welding one ends of reserved steel bar connectors downwards with the cover plate, arranging negative pressure suction pipelines inside the cover plate and the prefabricated pipe piles, then completing concrete pouring of the concrete reinforced structure, and completing manufacturing of a suction type pile dam unit.
The specific working process of the step (4) is as follows: the suction type pile dam unit is lifted to the water surface on the shore to check air tightness, the lower port of the bearing cylinder is sealed by the water surface, the negative pressure suction pipeline is connected with the air pump, the air pump is started to pump air into a plurality of cabins inside the bearing cylinder, and air buoyancy is generated to enable the whole suction type pile dam unit to float on the water surface, so that the air tightness test requirement is met.
The specific working process of the step (5) is as follows:
a. firstly, dragging the integral suction type pile dam unit to a specified installation position through an anchor rope or a tugboat arranged on the shore, opening an air valve on a negative pressure suction pipeline for deflation, so that the suction type pile dam unit sinks slowly and falls to a river bed at a certain depth through self weight;
b. the negative pressure suction pipeline is connected with a vacuum pump, the cabin is pumped by the vacuum pump to form internal and external pressure difference in the cabin, and the whole suction type pile-dam unit is slowly sunk into the mud surface of the riverbed through the pressure difference until the cover plate contacts the mud surface;
c. and after sinking, piling in the pile guide pipes on the left side and the right side of the cover plate by using the positioning single piles, sinking the lower ends of the positioning single piles into the soil layer at the bottom of the riverbed, further fixing the whole suction type pile dam unit, and then removing the negative pressure suction pipeline in the prefabricated pipe pile to finish the installation and fixation of one suction type pile dam unit.
The specific working process of the step (7) is as follows: the method comprises the steps of firstly connecting a negative pressure suction pipeline in a suction type pile dam unit, removing positioning single piles on the left side and the right side through pile pulling equipment, then pumping high-pressure water into the negative pressure suction pipeline, downwards spraying the high-pressure water through a cabin, slowly ejecting the lower part of a cylindrical structure out of a riverbed, pumping air into the negative pressure suction pipeline, forming air buoyancy in the cabin, enabling the cylindrical structure to slowly float to the water surface, moving the suction type pile dam unit to other positions through a cable or a tugboat, thus completing the movement or the removal of one suction type pile dam unit, and repeating the steps until completing the movement or the removal of other suction type pile dam units.
By adopting the technical scheme, the bearing cylinder is positioned on the axis of the dam along the center line in the left-right direction and is used as the main bearing structure of the dam body, the bearing cylinder is divided into a combination of a plurality of cabins by the cabin dividing plates uniformly arranged in the bearing cylinder, the cover plate at the uppermost part of each cabin is provided with air holes and is provided with an air valve and a negative pressure suction pipeline, and the air pump connected with the negative pressure suction pipeline is arranged on the bank.
The subdivision board and the bearing cylinder can be of a concrete structure or a steel structure, if a steel plate is adopted, the steel plate is thin, a jet pipeline does not need to be arranged, if the steel plate is made of reinforced concrete plates, the thickness is thick, the jet pipeline can be arranged at the bottom of the bearing cylinder and the subdivision board and can be used as jet ditching auxiliary sinking equipment, and high-pressure water can be downwards sprayed through jet holes in the jet pipeline in the whole pile sinking process to cut a soil body and accelerate sinking.
The cover plate bottom surface is provided with anti-impact barrels at the front side and the rear side of the bearing barrel, is also of a rectangular barrel structure, and is provided with an opening at the bottom surface, the height of the barrel wall of the anti-impact barrel is less than that of the barrel wall of the bearing barrel (core barrel), a plurality of separation reinforcing plates are uniformly distributed inside the bearing barrel vertically and horizontally and are consistent with the height of the anti-impact barrel wall, and the distribution density of the separation reinforcing plates can be slightly greater than that of the subdivision plates of the bearing barrel.
The wall of the bearing cylinder extends upwards to exceed the cover plate by a certain height, and the upper area of the whole cover plate can be subjected to secondary concrete pouring or riprap ballast.
The concrete reinforced structure is arranged on the axis of the pile dam, the bottom of the concrete reinforced structure is connected with the upper surface of the cover plate in a pouring mode, the interior of the concrete reinforced structure is connected with the lower end of the tubular pile in a pouring mode, the tubular pile is fixedly connected with the cover plate, the concrete reinforced structure is formed in a post-pouring mode, rivets are pre-embedded in the pouring area of the cover plate to increase the pouring strength, and the connecting strength of the cover plate and the upper tubular pile is further increased.
The tubular pile is a hollow concrete prefabricated pipe, the bottom of the tubular pile is uniformly arranged on the axis of the cover plate in the length direction, the cover plate is provided with a through hole which is formed inside the tubular pile, the negative pressure suction pipeline penetrates through the through hole to be communicated with the inside of the cabin, and is led out to the top surface of the tubular pile from the central position of the tubular pile and connected with a shore air pump.
The left side and the right side of the cover plate are provided with connecting and fixing structures, each connecting and fixing structure consists of a pile guide pipe and a fixing single pile, the pile guide pipes are positioned on the left side and the right side of the cover plate and penetrate through the cover plate, and a certain height extends from the upper portion of the pile guide pipes. The fixed single pile penetrates through the pile guide pipe and is driven into the soil body, and the whole suction type pile dam unit is further fixed at the installation position.
In conclusion, the construction method of the novel riverway emergency suction type combined pile dam is designed by combining the advantages that the suction type foundation can be integrally floated and towed, the suction type foundation is installed in a sinking mode (without piling), the construction method is suitable for soft clay foundations and has certain anti-impact capacity and the like, and the characteristics that the water permeable pipe pile is simple in construction structure, high in flow guiding capacity, capable of penetrating water and falling silt and the like, the structure has the advantages of the suction type foundation, the gravity type foundation, the floating type foundation and the water permeable pile dam, the geological application range is wide, onshore integral module prefabrication can be achieved, riverway integral floating, suction installation, module assembly can be achieved, disassembly and reuse are achieved, and construction cost of construction, installation and disassembly is greatly reduced.
Drawings
Fig. 1 is a schematic structural view of a suction type pile-dam unit according to the present invention;
FIG. 2 is a schematic side view of the structure of FIG. 1;
fig. 3 is a schematic top view of the structure of fig. 1.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1-3, the construction method of the suction type combined pile dam for emergency treatment of river channel of the invention sequentially comprises the following steps:
(1) Welding a cylindrical structure with an open lower end on the bank side or a steel structure processing plant;
(2) Prefabricating the tubular pile 3 on a shoreside or a concrete tubular pile prefabrication field, and reserving a steel bar connector at one end of the tubular pile 3;
(3) Vertically arranging a plurality of tubular piles 3 on the upper surface of the cylindrical structure at uniform intervals to finish the manufacture of a suction type pile dam unit;
(4) Checking the air tightness of the suction type pile dam unit on the water surface;
(5) Transporting the suction type pile dam unit to an installation position, vertically lowering the suction type pile dam unit, and further fixing the suction type pile dam unit after the suction type pile dam unit is lowered to the position;
(6) The steps (1) to (5) are repeated to complete the sequential installation of all the suction type pile dam units in the left and right directions, so that an integral structure of the combined pile dam is formed;
(7) And after the integral structure of the combined pile dam is used, moving or dismantling.
The integral structure of the combined pile dam comprises a series of suction type pile dam units with the same structure; the plurality of suction type pile dam units are spliced and connected at the river bottom according to the dam axis to form a whole set of suction type combined pile dam;
every suction formula stake dam unit all includes negative pressure suction pipeline 1 and the open cartridge type structure of lower extreme, cartridge type structure is the apron 2 that rectangle and level set up including whole, 2 length direction of apron are left right direction, 2 top surfaces of apron are equipped with a plurality of tubular piles 3 perpendicularly, all tubular piles 3 are arranged along 2 length direction's of apron central line interval, 2 bottom surfaces of apron middle part is equipped with the open bearing cylinder 4 in bottom along length direction, negative pressure suction pipeline 1 is followed 3 inside downwardly extending of tubular pile and is passed apron 2 and the inside intercommunication of bearing cylinder 4.
A plurality of cabin plates 8 which are criss-cross are arranged inside the bearing cylinder 4, the cabin plates 8 divide the inner space of the bearing cylinder 4 into a plurality of cabins with openings at the bottoms, the tops of the two corresponding cabins at the front and the back are both communicated with the lower port of the negative pressure suction pipeline 1 in one tubular pile 3, and the lower port of the negative pressure suction pipeline 1 is provided with an air valve 12; the left side of a root canal stake 3 on the left side of apron 2 and the right side of a root canal stake 3 on the right side all are equipped with one from top to bottom penetrating pile guide pipe 9, and pile guide pipe 9 sets up fixed single pile 10 for going up thick thin horn mouth structure down in the pile guide pipe 9, and inside fixed single pile 10 lower extreme stretched into the river bottom soil body.
When the bearing cylinder 4 and the subdivision plate 8 are made of reinforced concrete, the bottoms of the bearing cylinder 4 and the subdivision plate 8 are provided with jet pipelines (not shown), and the jet pipelines are provided with high-pressure jet holes which jet downwards.
The cylindrical structure in the step (1) comprises a cover plate 2, a bearing cylinder 4, an anti-impact cylinder 7, a cabin separating plate 8, a separating fixing plate and a pile guiding pipe 9, and rivets 6 are welded in the upper surface area of the cover plate 2 at the bottom of the concrete reinforcing structure 5.
The specific working process of the step (3) is as follows: transporting the tubular structure and the tubular piles 3 to a construction site, erecting a formwork in the area of the concrete reinforced structure 5, fixedly installing the tubular piles 3 on a cover plate 2 of the tubular structure at uniform intervals in the left-right direction, welding one ends of the reserved steel bar connectors with the cover plate 2 downwards, arranging negative pressure suction pipelines 1 inside the cover plate 2 and the prefabricated tubular piles 3, and then completing concrete pouring of the concrete reinforced structure 5 to complete manufacturing of a suction type pile dam unit.
The specific working process of the step (4) is as follows: the suction type pile dam unit is lifted to the water surface on the shore to check air tightness, the lower port of the bearing cylinder 4 is sealed by the water surface, the negative pressure suction pipeline 1 is connected with an air pump, the air pump is started to pump air into a plurality of cabins inside the bearing cylinder 4, and air buoyancy is generated to enable the whole suction type pile dam unit to float on the water surface, so that the air tightness test requirement is met.
The specific working process of the step (5) is as follows:
a. firstly, dragging the whole suction type pile dam unit to a specified installation position through an anchor rope or a tugboat arranged on the shore, opening an air valve 12 on a negative pressure suction pipeline 1 for air release, so that the suction type pile dam unit sinks slowly and falls to a certain depth of a riverbed through self weight;
b. the negative pressure suction pipeline 1 is connected with a vacuum pump, the cabin is pumped by the vacuum pump to form internal and external pressure difference in the cabin, and the whole suction type pile-dam unit slowly sinks into the mud surface of the riverbed through the pressure difference until the cover plate 2 contacts the mud surface;
c. after the sinking is finished, the single positioning pile is used for driving the pile guide pipes 9 on the left side and the right side of the cover plate 2, the lower end of the single positioning pile is sunk into the soil layer at the bottom of the riverbed, the whole suction type pile dam unit is further fixed, then the negative pressure suction pipeline 1 in the prefabricated pipe pile 3 is detached, and the installation and fixation of the suction type pile dam unit are completed.
The specific working process of the step (7) is as follows: firstly connecting a negative pressure suction pipeline 1 in a suction type pile dam unit, removing positioning single piles on the left side and the right side through pile pulling equipment, then driving high-pressure water into the negative pressure suction pipeline 1, downwards spraying the high-pressure water through a cabin, slowly ejecting the lower part of a cylindrical structure out of a riverbed, then inflating the negative pressure suction pipeline 1, forming air buoyancy in the cabin, enabling the cylindrical structure to slowly float to the water surface, moving the suction type pile dam unit to other positions through cables or tugboats, thereby completing the movement or the removal of one suction type pile dam unit, and repeating the step until completing the movement or the removal of other suction type pile dam units.
By adopting the technical scheme, the central line of the bearing cylinder 4 in the left-right direction is positioned on the axis of the dam and is used as the main bearing structure of the dam body, the bearing cylinder 4 is divided into a plurality of cabins by the aid of the partition plates 8 uniformly arranged in the bearing cylinder 4, the cover plate 2 at the top of each cabin is provided with air holes, the air valve 12 and the negative pressure suction pipeline 1 are arranged, and the air pump connected with the negative pressure suction pipeline 1 is arranged on the bank.
The subdivision board 8 and the bearing cylinder 4 can be of a concrete structure or a steel structure, if a steel plate is adopted, the steel plate is thin, a jet pipeline does not need to be arranged, if the steel plate is made of reinforced concrete plates, the thickness is thick, the jet pipeline can be arranged at the bottoms of the bearing cylinder 4 and the subdivision board 8, the jet pipeline can be used as jet ditching auxiliary sinking equipment, and high-pressure water can be downwards sprayed through jet holes in the jet pipeline in the whole pile sinking process to cut a soil body and accelerate sinking.
The bottom surface of the cover plate 2 is provided with an anti-impact barrel 7 at the front side and the rear side of the bearing barrel 4, the anti-impact barrel is also of a rectangular barrel structure, the bottom surface is open, the height of the barrel wall of the anti-impact barrel is less than that of the barrel wall of the bearing barrel 4 (core barrel), a plurality of partition reinforcing plates are uniformly distributed inside the bearing barrel 4 and are vertically and horizontally arranged, the partition reinforcing plates are consistent with the height of the 7 walls of the anti-impact barrel, and the distribution density of the partition reinforcing plates can be slightly greater than that of the subdivision plates 8 of the bearing barrel 4.
The wall of the support cylinder 4 extends upwards beyond the cover plate 2 by a certain height, and the entire upper region of the cover plate 2 can be subjected to secondary concrete pouring or ballast by riprap.
Concrete reinforced structure 5 arranges on the stake dam axis, and concrete reinforced structure 5 bottom is pour with 2 upper surfaces of apron and is connected, and concrete reinforced structure 5 is inside to be pour with 3 lower extremes of tubular pile and is connected, with tubular pile 3 with apron 2 fixed connection back, later pour and form concrete reinforced structure 5, wherein apron 2 pours regional pre-buried rivet 6 and increases the intensity of pouring, further increases apron 2 and upper portion tubular pile 3's joint strength.
The left side and the right side of the cover plate 2 are provided with connecting and fixing structures, each connecting and fixing structure consists of a pile guiding pipe 9 and a fixing single pile, the pile guiding pipes 9 are positioned on the left side and the right side of the cover plate 2 and penetrate through the cover plate 2, and a certain height extends from the upper portion of the cover plate. The fixed single pile penetrates through the pile guide pipe 9 and is driven into the soil body, and the whole suction type pile dam unit is further fixed at the installation position.
The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (2)
1. A construction method of a suction type combined pile dam for emergency of a river channel is characterized by comprising the following steps: the method sequentially comprises the following steps:
(1) Welding a cylindrical structure with an open lower end on the bank side or a steel structure processing plant;
(2) Prefabricating the tubular pile on a bank or a concrete tubular pile prefabrication field, and reserving a steel bar connector at one end of the tubular pile;
(3) Vertically arranging a plurality of tubular piles on the upper surface of the cylindrical structure at uniform intervals to finish the manufacture of a suction type pile dam unit;
(4) Checking the air tightness of the suction type pile dam unit on the water surface;
(5) Transporting the suction type pile dam unit to an installation position, vertically lowering the suction type pile dam unit, and further fixing the suction type pile dam unit after the suction type pile dam unit is lowered to the position;
(6) Repeating the steps (1) - (5) to complete the sequential installation of all the suction type pile dam units in the left and right directions to form an integral structure of the combined pile dam;
(7) After the integral structure of the combined pile dam is used, moving or dismantling is carried out;
the integral structure of the combined pile dam comprises a series of suction type pile dam units with the same structure; the plurality of suction type pile dam units are spliced and connected at the river bottom according to the dam axis to form a whole set of suction type combined pile dam;
each suction type pile dam unit comprises a negative pressure suction pipeline and a cylindrical structure with an opening at the lower end, the cylindrical structure comprises a cover plate which is rectangular and horizontally arranged as a whole, the length direction of the cover plate is the left-right direction, a plurality of tubular piles are vertically arranged on the top surface of the cover plate, all the tubular piles are arranged at intervals along the central line of the length direction of the cover plate, a bearing cylinder with an opening at the bottom is arranged in the middle of the bottom surface of the cover plate along the length direction, and the negative pressure suction pipeline extends downwards along the interior of the tubular piles and penetrates through the cover plate to be communicated with the interior of the bearing cylinder;
concrete reinforcing structures are poured on the front side and the rear side of the lower end of the tubular pile on the upper surface of the cover plate, and rivets pre-embedded in the concrete reinforcing structures are fixedly connected to the upper surface of the cover plate; the upper side of the bearing cylinder extends upwards to protrude the upper surface of the cover plate to serve as a blocking edge of the concrete reinforcing structure during pouring, the upper surface of the concrete reinforcing structure is gradually thinned at the front side and the rear side of the tubular pile to form a slope, and the thinnest part of the slope is flush with the upper side of the bearing cylinder; the lower surface of the cover plate is provided with an anti-impact barrel positioned on the front side and the rear side of the bearing barrel, the bottom of the anti-impact barrel is open, the height of the anti-impact barrel is lower than that of the bearing barrel, and a plurality of criss-cross separation reinforcing plates are arranged in the anti-impact barrel;
the bearing cylinder is internally provided with a plurality of criss-cross cabin plates, the cabin plates divide the internal space of the bearing cylinder into a plurality of cabins with openings at the bottoms, the tops of the two cabins corresponding to the front and the back are communicated with the lower port of a negative pressure suction pipeline in one tubular pile, and the lower port of the negative pressure suction pipeline is provided with an air valve; a through pile guide pipe is arranged on the cover plate on the left side of the leftmost tubular pile and on the right side of the rightmost tubular pile, the pile guide pipe is of a horn mouth structure with a thick upper part and a thin lower part, a fixed single pile is arranged in the pile guide pipe, and the lower end of the fixed single pile extends into the soil body of the river bottom;
the cylindrical structure in the step (1) comprises a cover plate, a bearing cylinder, an anti-impact cylinder, a subdivision plate, a separation fixing plate and a guide pile pipe, wherein rivets are welded in the upper surface area of the cover plate at the bottom of the concrete reinforcing structure;
the specific working process of the step (3) is as follows: transporting the tubular structure and the tubular piles to a construction site, supporting a formwork in a concrete reinforced structure area, positioning and fixedly mounting the tubular piles on a cover plate of the tubular structure at uniform intervals in the left-right direction, welding one end of a reserved steel bar connector downwards with the cover plate, arranging a negative pressure suction pipeline in the cover plate and the prefabricated tubular piles, then completing concrete pouring of the concrete reinforced structure, and completing the manufacture of a suction type pile dam unit;
the specific working process of the step (4) is as follows: the suction type pile dam unit is lifted to the water surface on the bank side to check air tightness, the lower port of the bearing cylinder is sealed by the water surface, the negative pressure suction pipeline is connected with the air pump, the air pump is started to pump air into a plurality of cabins in the bearing cylinder, air buoyancy is generated to enable the whole suction type pile dam unit to float on the water surface, and the air tightness test requirement is met;
the specific working process of the step (5) is as follows:
a. firstly, dragging the integral suction type pile dam unit to a specified installation position through an anchor rope or a tugboat arranged on the shore, opening an air valve on a negative pressure suction pipeline for deflation, so that the suction type pile dam unit sinks slowly and falls to a river bed at a certain depth through self weight;
b. the negative pressure suction pipeline is connected with a vacuum pump, the cabin is pumped by the vacuum pump to form internal and external pressure difference in the cabin, and the whole suction type pile dam unit is slowly sunk into the mud surface of the riverbed through the pressure difference until the cover plate contacts the mud surface;
c. after sinking, driving the pile into the pile guide pipes on the left side and the right side of the cover plate by using the positioning single piles, sinking the lower ends of the positioning single piles into the soil layer at the bottom of the river bed, further fixing the whole suction type pile dam unit, and then removing the negative pressure suction pipeline in the prefabricated pipe pile to finish the installation and fixation of one suction type pile dam unit;
the specific working process of the step (7) is as follows: the method comprises the steps of firstly connecting a negative pressure suction pipeline in a suction type pile dam unit, removing positioning single piles on the left side and the right side through pile pulling equipment, then driving high-pressure water into the negative pressure suction pipeline, downwards spraying the high-pressure water through a cabin, slowly ejecting the lower part of a cylindrical structure out of a riverbed, then inflating the negative pressure suction pipeline to form air buoyancy in the cabin, enabling the cylindrical structure to slowly float to the water surface, moving the suction type pile dam unit to other positions through a cable or a tugboat, completing the movement or the removal of one suction type pile dam unit, and repeating the steps until the movement or the removal of other suction type pile dam units is completed.
2. The construction method of the suction type combined pile dam for emergency rescue in the river channel according to claim 1, which is characterized in that: when the bearing cylinder and the subdivision plate are of reinforced concrete structures, jet pipelines are arranged at the bottoms of the bearing cylinder and the subdivision plate, and high-pressure jet holes which jet downwards are formed in the jet pipelines.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111506509.XA CN114108555B (en) | 2021-12-10 | 2021-12-10 | Construction method of suction type combined pile dam for emergency rescue of river channel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111506509.XA CN114108555B (en) | 2021-12-10 | 2021-12-10 | Construction method of suction type combined pile dam for emergency rescue of river channel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114108555A CN114108555A (en) | 2022-03-01 |
| CN114108555B true CN114108555B (en) | 2022-10-25 |
Family
ID=80364702
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111506509.XA Active CN114108555B (en) | 2021-12-10 | 2021-12-10 | Construction method of suction type combined pile dam for emergency rescue of river channel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114108555B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201526029U (en) * | 2009-10-12 | 2010-07-14 | 黄河水利委员会河南黄河河务局 | Assembled movable non-disaster dam |
| CN110016930A (en) * | 2018-12-14 | 2019-07-16 | 上海勘测设计研究院有限公司 | Offshore wind turbine single pile-suction tube combination foundation and its construction method |
| CN110965571A (en) * | 2019-12-31 | 2020-04-07 | 中国电建集团华东勘测设计研究院有限公司 | Negative pressure barrel-pile composite foundation structure and construction method thereof |
| CN109778774B (en) * | 2019-03-11 | 2020-07-28 | 交通运输部天津水运工程科学研究所 | Permeable spur dike structure |
-
2021
- 2021-12-10 CN CN202111506509.XA patent/CN114108555B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201526029U (en) * | 2009-10-12 | 2010-07-14 | 黄河水利委员会河南黄河河务局 | Assembled movable non-disaster dam |
| CN110016930A (en) * | 2018-12-14 | 2019-07-16 | 上海勘测设计研究院有限公司 | Offshore wind turbine single pile-suction tube combination foundation and its construction method |
| CN109778774B (en) * | 2019-03-11 | 2020-07-28 | 交通运输部天津水运工程科学研究所 | Permeable spur dike structure |
| CN110965571A (en) * | 2019-12-31 | 2020-04-07 | 中国电建集团华东勘测设计研究院有限公司 | Negative pressure barrel-pile composite foundation structure and construction method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 透水桩坝浅议;田德本等;《人民黄河》;19860131(第01期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114108555A (en) | 2022-03-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US7708495B1 (en) | Levee system | |
| US4661014A (en) | Prefabricated civil engineering module, method for the construction of a structure including said module and resulting structure | |
| CN113330164A (en) | Method for constructing underwater concrete block structure | |
| KR20210029069A (en) | Underwater concrete block structure and construruction method therefor | |
| WO2014192930A1 (en) | Reinforcement structure for embankment and method for constructing same | |
| KR100383409B1 (en) | Construction Method of Direct Foundation for using Caisson | |
| CN109594530B (en) | Novel structure of fine sand stratum flood control dykes and dams | |
| KR20110107888A (en) | Construction method of the pier without the temporary dam in the sea or the river | |
| CN109736261B (en) | Port breakwater and offshore water-blocking dam and installation method thereof | |
| AU2017253505A1 (en) | Sea wall structures, sea walls and methods of manufacture and assembly of the same | |
| CN112523233B (en) | Construction method of water-through type river-blocking cofferdam | |
| CN114108555B (en) | Construction method of suction type combined pile dam for emergency rescue of river channel | |
| CN109518674B (en) | Artificial island segment, assembled artificial island and construction method of assembled artificial island | |
| CN216664037U (en) | Suction type combined pile dam structure for emergency of river channel | |
| CN114086513A (en) | Suction type combined pile dam structure for emergency of river channel | |
| CN215165200U (en) | Low pile cap buttress combination formula dock wall structure | |
| KR20140092217A (en) | Construction method of the pier with the working bardge | |
| CN209989781U (en) | Novel structure of silty-fine sand stratum flood control dam | |
| KR0164646B1 (en) | Concrete reinforcement method in the water | |
| JP2000290936A (en) | Method and caisson for constructing bridge pier footing | |
| JP2015519489A (en) | Partially floating offshore platform for offshore wind power, bridges and offshore structures, and construction method | |
| KR20020081530A (en) | Well form for the base operation of pier and it's operation method | |
| KR102483537B1 (en) | Seawater penetrating block caisson and its installation method | |
| KR100627628B1 (en) | Connection Structure Construction Method of Harbors at Deep Sea Using with Caisson | |
| CN217419625U (en) | High-pressure water jet leading hole auxiliary pile sinking |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |