CN110439012B - Construction method of wading open-cut foundation pit composite steel sheet pile cofferdam - Google Patents
Construction method of wading open-cut foundation pit composite steel sheet pile cofferdam Download PDFInfo
- Publication number
- CN110439012B CN110439012B CN201910661277.1A CN201910661277A CN110439012B CN 110439012 B CN110439012 B CN 110439012B CN 201910661277 A CN201910661277 A CN 201910661277A CN 110439012 B CN110439012 B CN 110439012B
- Authority
- CN
- China
- Prior art keywords
- steel sheet
- sheet pile
- plate
- sliding
- cover plate
- 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
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Revetment (AREA)
Abstract
The invention relates to a construction method of a wading open-cut foundation pit composite steel sheet pile cofferdam, which comprises the following steps: 1) construction preparation; 2) inserting the inner steel sheet pile and the outer steel sheet pile; 3) constructing a pile side gabion bottom protection; 4) filling construction of a clay filling body; 5) arranging filling bodies in the bag; 6) constructing a cast-in-place cover plate; 7) and (5) balancing weight-pressing vehicle arrangement. The invention has the beneficial effects that: the top of the inner steel sheet pile and the top of the outer steel sheet pile are provided with the limiting top plates, and the connecting anchor cables are arranged between the limiting top plates and the foundation soil body, so that the top of the inner steel sheet pile and the top of the outer steel sheet pile can be limited; meanwhile, an inner support position control rod and an inner side wall pressure rod are arranged between the inner side steel sheet pile and the outer side steel sheet pile, and outer side wall pressure rods are respectively arranged between the inner side steel sheet pile and the limiting top plate and between the outer side steel sheet pile and the limiting top plate, so that inner support and outer support can be synchronously provided for the inner side steel sheet pile and the outer side steel sheet pile.
Description
Technical Field
The invention relates to a construction method of a combined type steel sheet pile cofferdam for a wading open-cut foundation pit, which can reduce the difficulty in controlling the position of a steel sheet pile, improve the construction efficiency of a gap filler of the cofferdam and improve the structural stability and the waterproof performance of the cofferdam, belongs to the field of foundation pit engineering and is suitable for the wading open-cut foundation pit construction engineering.
Background
When the foundation pit is excavated in an area which is obviously influenced by surface water, a certain amount of water retaining structures are often required to be arranged for reducing the influence of the surface water on the stability of the foundation pit. The cofferdam is a water retaining structure which is commonly applied in the current engineering, and the steel sheet pile cofferdam structure is often used for construction of a wading foundation pit in consideration of the advantages of high construction efficiency, few construction procedures, recoverability and the like. However, when the steel sheet pile cofferdam is constructed, the driving quality of the steel sheet pile, the water-resisting effect of the cofferdam and the stability of the cofferdam structure are the key points and difficulties of engineering control.
There has been a steel sheet pile cofferdam for supporting a pile cap foundation pit in the prior art, which is characterized by comprising: the inner support and the cofferdam main body are formed by sequentially connecting and enclosing a plurality of steel sheet piles; the section of the cofferdam main body is rectangular, and the inner support is positioned in the cofferdam main body; the inner support comprises an edge beam and a horizontal support, the edge beam is arranged along the inner wall of the cofferdam main body, and the horizontal support is connected with two opposite side edges of the cofferdam main body respectively. The steel sheet pile cofferdam structure solves the problem of controlling the transverse stability of the cofferdam structure, but because a single row of steel sheet piles are adopted, the difficulty of sealing and water isolation is higher; moreover, the technology does not relate to the problems of guiding and driving of the steel sheet piles, filling of anti-seepage bodies in the steel sheet piles, dynamic control of the stability of the cofferdam structure and the like, and the solution of the problems is exactly the key influencing the construction quality, the water-resisting effect and the stability of the steel sheet pile cofferdam.
In view of this, the invention is urgently needed to provide a construction method of a composite steel sheet pile cofferdam for the wading open-cut foundation pit, which can reduce the difficulty in controlling the position of the steel sheet pile, improve the construction efficiency of a gap filler of the cofferdam, and improve the structural stability and the waterproof performance of the cofferdam.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide the construction method of the combined type steel sheet pile cofferdam for the wading open cut foundation pit, which can not only reduce the difficulty in controlling the position of the steel sheet pile, but also improve the construction efficiency of the gap filler of the cofferdam and improve the structural stability and the waterproof performance of the cofferdam.
The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam comprises the following steps:
1) construction preparation: preparing an inner steel sheet pile and an outer steel sheet pile, removing weak soil in a cofferdam construction area, determining the process and the concrete mixing ratio of field construction, and preparing materials and devices required by construction;
2) inserting the inner steel sheet pile and the outer steel sheet pile: inserting an inner steel sheet pile and an outer steel sheet pile into the foundation soil body respectively, and arranging a limiting top plate at the top ends of the inner steel sheet pile and the outer steel sheet pile; arranging a connecting anchor cable between the limiting top plate and the foundation soil body, and applying fastening pressure to the connecting anchor cable through an anchor cable fastening bolt; the lower surface of the limiting top plate is respectively provided with an outer side wall pressure rod connected with the outer surfaces of the inner side steel sheet pile and the outer side steel sheet pile, and an outer side wall pressure plate at the end part of the outer side wall pressure rod is connected with a pressure plate limiting tenon; an inner supporting position control rod is arranged on the limiting top plate, the bottom end of the inner supporting position control rod is connected with the inner side wall pressure rod through a corner adjusting hinge, and the rotating angle of the inner side wall pressure rod is controlled through a rotating limiting plate;
3) pile side gabion bottom protection construction: firstly, arranging a front filler inside a gabion external reinforcing mesh, and communicating the top end of the gabion external reinforcing mesh with a guide filling pipe; then placing the outside reinforcing meshes of the gabion together with the front filler at the outer sides of the inner steel sheet pile and the outer steel sheet pile, and enabling the outside reinforcing meshes to fall onto a foundation soil body under the action of gravity; then filling a guide filling body into the outside reinforcing mesh of the gabion through a guide filling pipe;
4) filling construction of the clay filling body: laying a plate top guide rail on the limit top plate, and embedding the sliding connecting plate into a channel surrounded by two plate top guide rails which are opposite in mirror image; the top end and the bottom end of the sliding support rod are respectively and firmly connected with the sliding connecting plate and the sliding support plate, and the upper surface of the sliding support plate is provided with a sliding material supplementing box; a sliding scraper, a sliding material supplementing pipe and a sliding wool board are sequentially arranged on the lower surface of the sliding supporting plate away from the sliding direction; connecting the sliding connecting plate with the sliding cable; controlling the plane positions of the sliding connecting plate and the sliding scraper through the sliding stay cable, controlling the vertical height of the sliding scraper through the sliding support rod, and synchronously performing surface scraping and galling construction on the clay filling body;
5) arranging filling bodies in the bag: after the clay filling body is filled to the elevation of the bottom surface of the waterproof bag, the waterproof bag which is firmly connected with the bag limiting hoop is arranged between the inner side steel sheet pile and the outer side steel sheet pile, and the bag limiting hoop is connected with the limiting top plate through a bag position control rib; filling a bag filling body into the waterproof bag, and then performing clay filling body construction on two sides of the waterproof bag;
6) construction of a cast-in-place cover plate: firstly, vertically laying a vertical separation layer at the joint of the clay filling body and the outer side steel sheet pile and the inner side steel sheet pile, leveling the upper surfaces of the clay filling body and the water-proof bag, then laying a transverse water-proof layer on the upper surfaces of the clay filling body and the water-proof bag, and enabling the vertical separation layer and the transverse water-proof layer to be bonded and connected; the bottom end of the sliding support rod is firmly connected with the cover plate floating plate, the water tank floating plate is arranged on the side, close to the outer side steel sheet pile, of the cover plate floating plate, and the positions of the cover plate floating plate and the water tank floating plate are controlled through a sliding pull rope; pouring concrete on the upper part of the transverse waterproof layer to form a cast-in-place cover plate and a longitudinal drainage channel, synchronously collecting redundant cement paste through a collecting and slurry supplementing box, locally supplementing slurry through a flat slurry supplementing hole, and vibrating and compacting the surface of cast-in-place cover plate concrete through a plane vibrating machine;
7) the balance weight vehicle is arranged: after the cast-in-place cover plate is strengthened, the balance weight vehicle is placed on the cast-in-place cover plate, the balance weight vehicle is connected with the inhaul cable position control plate through the balance weight vehicle inhaul cable, and the position of the balance weight vehicle is controlled through the balance weight vehicle inhaul cable.
Preferably, the method comprises the following steps: step 2) the limiting top plate is made of steel plates and is uniformly distributed at intervals along the longitudinal direction of the inner steel sheet pile and the outer steel sheet pile, and top plate connecting shoes are arranged at the connecting positions of the limiting top plate and the inner steel sheet pile as well as the connecting positions of the limiting top plate and the outer steel sheet pile; the connecting anchor cable adopts a steel strand bundle or a twisted steel; the outer side wall pressure bar is formed by combining a screw and a bolt, the two ends of the outer side wall pressure bar are respectively provided with a first adjusting hinge, the first adjusting hinge at one end of the outer side wall pressure bar is connected with the limiting top plate, and the first adjusting hinge at the other end of the outer side wall pressure bar is connected with the outer side wall pressure plate; the pressing plate limiting falcon is welded with the outer side walls of the inner side steel sheet pile and the outer side steel sheet pile; the two ends of the inner side wall pressure rod are respectively provided with a corner adjusting hinge and a second adjusting hinge, the corner adjusting hinge at one end of the inner side wall pressure rod is connected with the inner support position control rod, the second adjusting hinge at the other end of the inner side wall pressure rod is connected with an inner side wall pressure plate, and the inner side wall pressure plate is respectively arranged at the inner sides of the inner side steel sheet pile and the outer side steel sheet pile; the upper part of the connecting part of the inner support position control rod and the corner adjusting hinge is provided with a rotating limiting plate, and the connecting part of the top end of the inner support position control rod and the limiting top plate is provided with a position control rod adjusting bolt.
Preferably, the method comprises the following steps: step 3) the cross section of the reinforcement net outside the gabion is in a right trapezoid shape or a right triangle shape, and the reinforcement net is bound by a reinforcement net sheet or a metal welding net; the front filler is a concrete block or a rock block, and the filling height is 1/4-1/3 of the height of the reinforcement net outside the gabion; the guide packing body adopts gravel.
Preferably, the method comprises the following steps: step 4), the cross section of the plate top guide rail is L-shaped and is connected with the limit top plate through welding or bolts; the elevation of the bottom surfaces of the sliding scraper and the sliding material supplementing pipe is the same, and the elevation of the bottom surface of the sliding scraper is 3-5 cm higher than that of the bottom surface of the sliding wool board; the slippage material supplementing box is made of a steel plate material and is box-shaped, the lower surface of the slippage material supplementing box is communicated with the slippage material supplementing pipe, a side feeding hole is formed in the side face of the slippage material supplementing box, and the upper surface of the slippage material supplementing box is communicated with a top feeding pipe.
Preferably, the method comprises the following steps: step 5) the waterproof bag is formed by sewing a geomembrane or a rubber sheet, and the cross section of the waterproof bag is rectangular or oval; the filling body in the bag is made of light concrete material; the bag limiting hoop is made of steel plates or steel bar materials and is connected with the waterproof bag in a binding mode.
Preferably, the method comprises the following steps: step 6) the cover plate floating plate and the water tank floating plate are both formed by rolling steel plates, a cover plate scraping plate and a water tank scraping plate are respectively arranged at the front ends of the sliding directions of the cover plate floating plate and the water tank floating plate, the elevation of the bottom surfaces of the cover plate floating plate and the cover plate scraping plate is the same, and the elevation of the bottom surfaces of the water tank floating plate and the water tank scraping plate is the same; the bottom surfaces of the cover plate trowelling plate and the cover plate scraping plate are both provided with slopes inclining towards the outer steel sheet pile to form a drainage slope inclining towards the outer steel sheet pile; the collecting and slurry supplementing box is connected with the cover plate scraper in a welding mode or connected through a bolt, the collecting and slurry supplementing box is arranged on the upper surface of the cover plate plastering plate, and the collecting and slurry supplementing box is communicated with the flat slurry supplementing hole in the cover plate plastering plate; the plane vibrating machine is arranged on the upper surface of the cover plate trowelling plate.
Preferably, the method comprises the following steps: step 7), the balance weight vehicle mainly comprises a weight carriage and a weight block body, and a carriage roller is arranged on the lower surface of the weight carriage; one end of the tension cable of the ballast wagon is connected with the balance ballast wagon, the other end of the tension cable is connected with the tension cable position control plate, and the position of the balance ballast wagon is controlled through external coiling and pulling equipment; the lower surface of spacing roof is located to cable accuse position board, respectively sets up a cable accuse position board in balance weight car both sides, and cable accuse position board all is connected with balance weight car through the balance weight car cable.
The invention has the beneficial effects that:
(1) the top of the inner steel sheet pile and the top of the outer steel sheet pile are provided with the limiting top plates, and the connecting anchor cables are arranged between the limiting top plates and the foundation soil body, so that the top of the inner steel sheet pile and the top of the outer steel sheet pile can be limited; meanwhile, the inner support position control rod and the inner side wall pressure rod are arranged between the inner side steel sheet pile and the outer side steel sheet pile, the outer side wall pressure rods are respectively arranged between the inner side steel sheet pile and the limiting top plate and between the outer side steel sheet pile and the limiting top plate, so that the inner support and the outer support can be synchronously provided for the inner side steel sheet pile and the outer side steel sheet pile, and the transverse position control reliability of the inner side steel sheet pile and the outer side steel sheet pile is improved.
(2) The invention firstly enables the gabion external reinforcing mesh and the preposed filler to fall onto the foundation soil body together, and then the guiding filler is filled into the gabion external reinforcing mesh through the guiding filling pipe, thereby not only effectively improving the accuracy of the gabion external reinforcing mesh in sinking and positioning, but also reducing the difficulty and the engineering quantity of the guiding filler in filling, and realizing the reutilization of materials.
(3) The invention can control the plane positions of the sliding connecting plate and the sliding scraper through the sliding stay cable, and control the vertical height of the sliding scraper through the sliding stay bar, thereby improving the leveling quality of the surface of the clay filler; meanwhile, the invention can synchronously carry out surface scraping and galling construction on the clay filling body, and can improve the quality of controlling the compactness of the filling body while improving the on-site construction efficiency.
(4) According to the invention, the waterproof bag is arranged in the clay filling body, and the low-gravity bag filling body is filled in the waterproof bag, so that the waterproof effect of the structure can be improved, and the lateral pressure born by the outer steel sheet pile and the inner steel sheet pile can be effectively reduced.
(5) According to the cofferdam structure, the cast-in-place cover plate, the transverse water-resisting layer and the vertical separation layer are arranged between the outer steel sheet pile and the inner steel sheet pile, so that the water-resisting performance of the cofferdam structure can be improved, and the difficulty in dismantling the cast-in-place cover plate can be reduced; meanwhile, the drainage slope and the longitudinal drainage groove are arranged on the top surface of the cast-in-place cover plate, so that the requirement for quickly removing precipitation on the top of the cofferdam can be met, and the problem that water seeps in the cofferdam is solved.
(6) According to the invention, the balance weight wagon is arranged on the cast-in-place cover plate, and the position of the balance weight wagon can be controlled through the tension cables of the weight wagons at the two sides, so that the requirement of dynamic control on the stability of the cofferdam structure can be met.
Drawings
FIG. 1 is a flow chart of the construction of the composite steel sheet pile cofferdam of the wading open-cut foundation pit of the invention;
FIG. 2 is a schematic diagram of an insertion construction structure of an inner steel sheet pile and an outer steel sheet pile;
FIG. 3 is a schematic diagram of a construction structure of a pile side gabion bottom protection;
FIG. 4 is a schematic view of a construction structure for filling clay filler;
FIG. 5 is a schematic side view of the clay filler surface strickling and galling construction of FIG. 4;
FIG. 6 is a schematic view of the structure of the bag inner body and the upper clay body;
FIG. 7 is a schematic view of a construction structure of a cast-in-place cover plate and a longitudinal drainage channel;
FIG. 8 is a side view of the cover plate troweling plate and sliding brace connecting structure of FIG. 7;
FIG. 9 is a schematic view of the arrangement of the balance weight vehicle;
fig. 10 is a schematic structural view of the balance weight vehicle.
Description of reference numerals: 1-inner steel sheet pile; 2-outer steel sheet pile; 3-foundation soil mass; 4-a limit top plate; 5, connecting an anchor cable; 6, fastening the anchor cable; 7-outer side wall compression bar; 8-outer sidewall press plates; 9-pressing plate limiting falcon; 10-an inner supporting position control rod; 11-a corner adjusting hinge; 12-an inner sidewall compression bar; 13-rotating the limit plate; 14-wrapping a reinforcement net outside the gabion; 15-a front filler; 16-a guide fill tube; 17-guiding the filling body; 18-a plate top rail; 19-a slip connection plate; 20-a sliding support rod; 21-a sliding supporting plate; 22-a slippage feed supplement box; 23-a glide plate; 24-a slipping material supplementing pipe; 25-sliding wool boards; 26-a sliding cable; 27-clay fillers; 28-water-proof bag; 29-a pouch stop collar; 30-position control ribs of the capsular bag; 31-filling in bag; 32-vertical separation layer; 33-transverse water barrier; 34-cover plate smearing; 35-water tank troweling; 36-a cast-in-place cover plate; 37-longitudinal drainage grooves; 38-collecting and pulp supplementing box; 39-plate grout holes; 40-a plane vibrator; 41-balance weight-balancing vehicle; 42-a stay cable position control plate; 43-weight vehicle cable; 44-roof connecting shoes; 45-a first adjustment hinge; 46-a second adjustment hinge; 47-inner sidewall press plate; 48-a position control rod adjusting bolt; 49-carriage rollers; 50-side feed inlet; 51-top feed pipe; 52-cover plate scraper; 53-sink scraper; 54-ballast car; 55-ballast mass; 56-drainage ramp.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Referring to fig. 1, the construction method of the compound steel sheet pile cofferdam of the wading open-cut foundation pit comprises the following construction steps:
1) construction preparation: preparing an inner steel sheet pile 1 and an outer steel sheet pile 2, removing weak soil in a cofferdam construction area, determining the process and the concrete mixing ratio of field construction, and preparing materials and devices required by construction;
2) inserting the inner steel sheet pile and the outer steel sheet pile: an inner steel sheet pile 1 and an outer steel sheet pile 2 are respectively inserted into a foundation soil body 3, and a limit top plate 4 is arranged at the top ends of the inner steel sheet pile 1 and the outer steel sheet pile 2; a connecting anchor cable 5 is arranged between the limiting top plate 4 and the foundation soil body 3, and fastening pressure is applied to the connecting anchor cable 5 through an anchor cable fastening bolt 6; the lower surface of the limiting top plate 4 is respectively provided with an outer side wall pressure lever 7 connected with the outer surfaces of the inner side steel sheet pile 1 and the outer side steel sheet pile 2, and an outer side wall pressure plate 8 at the end part of the outer side wall pressure lever 7 is connected with a pressure plate limiting tenon 9; an inner supporting position control rod 10 is arranged on the limiting top plate 4, the bottom end of the inner supporting position control rod 10 is connected with an inner side wall pressure rod 12 through a corner adjusting hinge 11, and the rotating angle of the inner side wall pressure rod 12 is controlled through a rotating limiting plate 13;
3) pile side gabion bottom protection construction: firstly, arranging a front filler 15 in the outside reinforcement mesh 14 of the gabion, and communicating the top end of the outside reinforcement mesh 14 of the gabion with a guide filling pipe 16; then placing the outside reinforcing meshes 14 of the gabion and the front filler 15 on the outer sides of the inner steel sheet pile 1 and the outer steel sheet pile 2 together, and enabling the outside reinforcing meshes to fall onto the foundation soil body 3 under the action of gravity; then, filling a guiding filling body 17 into the outer reinforcement net 14 of the gabion through a guiding filling pipe 16;
4) filling construction of the clay filling body: laying a plate top guide rail 18 on the limit top plate 4, and embedding a sliding connecting plate 19 into a channel enclosed by two plate top guide rails 18 which are opposite in a mirror image manner; the top end and the bottom end of the sliding support rod 20 are respectively and firmly connected with the sliding connection plate 19 and the sliding support plate 21, and the upper surface of the sliding support plate 21 is provided with a sliding supplement box 22; a sliding scraper 23, a sliding material supplementing pipe 24 and a sliding wool board 25 are sequentially arranged on the lower surface of the sliding support plate 21 away from the sliding direction; connecting the sliding connecting plate 19 with the sliding cable 26; controlling the plane positions of the sliding connecting plate 19 and the sliding scraper 23 through the sliding stay 26, and controlling the vertical height of the sliding scraper 23 through the sliding stay 20 to synchronously perform surface scraping and galling construction of the clay filling body 27;
5) arranging filling bodies in the bag: after the clay filling body 27 is filled to the elevation of the bottom surface of the waterproof bag 28, the waterproof bag 28 which is firmly connected with the bag limiting hoop 29 is arranged between the inner side steel sheet pile 1 and the outer side steel sheet pile 2, and the bag limiting hoop 29 is connected with the limiting top plate 4 through a bag position control rib 30; filling the bag filler 31 into the water-proof bag 28, and then constructing the clay fillers 27 on both sides of the water-proof bag 28;
6) construction of a cast-in-place cover plate: firstly, vertically laying a vertical separation layer 32 at the joint of the clay filling body 27 and the outer side steel sheet pile 2 and the inner side steel sheet pile 1, leveling the upper surfaces of the clay filling body 27 and the water-resisting bag 28, then laying a transverse water-resisting layer 33, and enabling the vertical separation layer 32 and the transverse water-resisting layer 33 to be connected in a sticking manner; the bottom end of the sliding support rod 20 is firmly connected with the cover plate floating plate 34, the water tank floating plate 35 is arranged on the side, close to the outer side steel sheet pile 2, of the cover plate floating plate 34, and the positions of the cover plate floating plate 34 and the water tank floating plate 35 are controlled through the sliding stay rope 26; pouring concrete on the upper part of the transverse waterproof layer 33 to form a cast-in-place cover plate 36 and a longitudinal drainage channel 37, synchronously collecting redundant cement paste through a collecting and slurry supplementing box 38, locally supplementing the cement paste through a flat plate slurry supplementing hole 39, and vibrating and compacting the surface of the concrete of the cast-in-place cover plate 36 through a plane vibrating and tamping machine 40;
7) the balance weight vehicle is arranged: after the cast-in-place cover plate 36 has formed strength, the balance weight wagon 41 is placed on the cast-in-place cover plate 36, the balance weight wagon 41 is connected with the cable position control plate 42 through the balance weight wagon cable 43, and the position of the balance weight wagon 41 is controlled through the balance weight wagon cable 43.
Referring to fig. 2 to 9, in the compound steel sheet pile cofferdam of the wading open-cut foundation pit, a connecting anchor cable 5 is arranged between a limit top plate 4 and a foundation soil body 3; an inner support position control rod 10 and an inner side wall pressure rod 12 are arranged between the inner side steel sheet pile 1 and the outer side steel sheet pile 2, and an outer side wall pressure rod 7 is arranged between the inner side steel sheet pile 1 and the outer side steel sheet pile 2 and the limit top plate 4; filling a guide filling body 17 into the outer reinforcement net 14 of the gabion through a guide filling pipe 16; the plane positions of the sliding connecting plate 19 and the sliding scraper 23 are controlled through the sliding stay 26, and the vertical height of the sliding scraper 23 is controlled through the sliding stay 20; a water-blocking bag 28 is provided in the clay filler 27, and a low-gravity in-bag filler 31 is filled in the water-blocking bag 28; the top surface of the cast-in-place cover plate 36 is provided with a drainage slope 56 and a longitudinal drainage groove 37, a vertical separation layer 32 is arranged between the cast-in-place cover plate 36 and the outer side steel sheet pile 2 and the inner side steel sheet pile 1, a transverse water-resisting layer 33 is arranged between the cast-in-place cover plate 36 and the clay filling body 27, and the cast-in-place cover plate 36 is provided with a balance weight vehicle 41.
The inner side steel sheet pile 1 and the outer side steel sheet pile 2 both adopt SP-IV type Larsen steel sheet piles, the width of each steel sheet pile is 400mm, the thickness of each steel sheet pile is 15.5mm, and the length of each steel sheet pile is 20 m.
The foundation soil body 3 is cohesive soil in a hard plastic state.
The limiting top plate 4 is formed by rolling a steel plate with the thickness of 10mm, the width of the limiting top plate is 30cm, and the length of the limiting top plate is 4 m.
The connecting anchor cable 5 adopts a steel strand bundle with the diameter of phi 15.2.
The anchor cable fastening bolt 6 adopts an OVM type anchorage device.
The outer side wall pressure lever 7 is formed by combining a screw rod with the diameter of 30mm and a bolt, and the screw fastening directions of the screw rods on the two sides of the bolt are opposite.
The outer side wall pressing plate 8 is formed by rolling a steel plate with the thickness of 2mm, and the plane size is 20cm multiplied by 20 cm.
The pressure plate limiting falcon 9 is formed by rolling a steel plate with the thickness of 2mm, and the plane size is 10cm multiplied by 30 cm.
The inner support position control rod 10 is made of a steel pipe with the diameter of 60mm and the wall thickness of 2mm, and the top of the inner support position control rod is provided with a screw connected with a position control rod adjusting bolt 48; the position control rod adjusting bolt 48 is formed by rolling a steel plate with the thickness of 10mm, and a screw connected with the inner support position control rod 10 is arranged at the center of the position control rod adjusting bolt.
The corner adjusting hinge 11 adopts a spherical hinge with the diameter of 30 mm.
The inner side wall pressure lever 12 is made of a steel pipe with the diameter of 30 mm.
The rotation limiting plate 13 is formed by rolling a steel plate with the thickness of 10mm, has the width of 10cm, and is vertically welded and connected with the inner support position control rod 10.
The cross section of the reinforcement net 14 outside the gabion is in a right trapezoid shape and is formed by binding reinforcement net pieces, and the distance between the reinforcement nets is 2 cm.
The front-located filling body 15 is a concrete block, the filling height is 1/3 of the height of the gabion outer reinforced net 14, and the block width is 10 cm.
The guide fill tube 16 is cut from a pvc tube.
The guide packing 17 is made of gravel and has a nominal diameter of 6 cm.
The plate top guide rail 18 is formed by rolling a steel plate with the thickness of 2mm, the groove width is 20cm, and the groove depth is 8 cm.
The sliding connecting plate 19 is made of a steel plate with the thickness of 10mm, the width of the sliding connecting plate is 18cm, and the height of the sliding connecting plate is 10 cm.
The sliding support rod 20 is made of a steel pipe with the diameter of 60 mm.
The sliding support plate 21 is made of a steel plate with the thickness of 10mm and is vertically welded and connected with the sliding support rod 20.
The slippage supplement box 22 is made of alloy plate material with thickness of 3mm, is box-shaped, and has volume of 0.5m3。
The slide scraper 23 is made of a steel plate having a thickness of 10mm, and has a height of 20cm and a width of 3 m.
The slippage material supplementing pipe 24 is made of a steel pipe with the diameter of 30 mm.
The sliding rough plate 25 is a steel plate with the thickness of 10mm, the length of 10cm and the width of 2 cm.
The sliding inhaul cable 26 is made of a steel wire rope with the diameter of 10 mm.
The clay filler 27 is made of clay having good impermeability.
The waterproof bag 28 is sewn by geomembrane with the thickness of 2 mm.
The bag limiting hoop 29 is made of a steel plate material with the thickness of 1mm, and the width of the bag limiting hoop is 6 cm.
The bag position control ribs 30 are made of steel wire ropes with the diameter of 10 mm.
The weight of the filler 31 in the bag is 0.8g/cm3The lightweight concrete material.
The vertical separation layer 32 and the transverse water barrier layer 33 both use geomembranes with a thickness of 2 mm.
The cover plate troweling plate 34 and the water tank troweling plate 35 are formed by rolling steel plates with the thickness of 2mm, and the widths of the steel plates are both 30 cm.
The cast-in-place cover plate 36 is cast by concrete material with the strength grade of C30.
The longitudinal drainage channels 37 have a depth of 10cm and a width of 20 cm.
The collecting slurry supplementing box 38 is formed by rolling a steel plate with the thickness of 0.2mm and the volume of 0.5m3。
The diameter of the plate slurry filling hole 39 is 6 cm.
The operating voltage of the planar vibrator 40 is 220 v.
The balance weight wagon 41 consists of a weight wagon 54 and a weight block body 55; the weight carriage 54 is formed by rolling a steel plate with the thickness of 2mm, and has the width of 1mm, the height of 1m and the length of 2 m.
The ballast mass body 55 is a prefabricated cubic concrete block having a size of 20 cm.
The stay cable position control plate 42 is made of a steel plate with the thickness of 10 mm.
The weight truck inhaul cable 43 is made of a steel wire rope with the diameter of 10 mm.
The top plate connecting shoe 44 is formed by rolling a steel plate with the thickness of 2mm, has the height of 20cm, and is sleeved at the top ends of the inner steel sheet pile 1 and the outer steel sheet pile 2.
The first adjusting hinge 45 and the second adjusting hinge 46 both adopt directional rotating hinges with the diameter of 30 mm.
The inner side wall pressing plate 47 is formed by rolling a steel plate with the thickness of 2mm, and the plane size is 10cm multiplied by 10 cm.
The carriage rollers 49 are 6-inch steel rollers.
The width of the side feed inlet 50 is 30cm, and the height is 10 cm;
the top feed pipe 51 is a steel pipe with a diameter of 60 mm.
The cover plate scraper 52 and the water tank scraper 53 are both formed by rolling steel plates with the thickness of 10mm, and the height is 8 cm.
The drainage ramp 56 has a slope of 3% and slopes in the direction of the longitudinal drainage channel 37.
Claims (7)
1. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam is characterized by comprising the following steps of: the method comprises the following construction steps:
1) construction preparation: preparing an inner steel sheet pile (1) and an outer steel sheet pile (2), removing weak soil in a cofferdam construction area, determining the process and the concrete mixing ratio of field construction, and preparing materials and devices required by construction;
2) inserting the inner steel sheet pile and the outer steel sheet pile: an inner steel sheet pile (1) and an outer steel sheet pile (2) are respectively inserted into a foundation soil body (3), and a limit top plate (4) is arranged at the top ends of the inner steel sheet pile (1) and the outer steel sheet pile (2); a connecting anchor cable (5) is arranged between the limiting top plate (4) and the foundation soil body (3), and fastening pressure is applied to the connecting anchor cable (5) through an anchor cable fastening bolt (6); the lower surface of the limiting top plate (4) is respectively provided with an outer side wall pressure lever (7) connected with the outer surfaces of the inner side steel sheet pile (1) and the outer side steel sheet pile (2), and an outer side wall pressure plate (8) at the end part of the outer side wall pressure lever (7) is connected with a pressure plate limiting tenon (9); an inner supporting position control rod (10) is arranged on the limiting top plate (4), the bottom end of the inner supporting position control rod (10) is connected with an inner side wall pressure rod (12) through a corner adjusting hinge (11), and the rotating angle of the inner side wall pressure rod (12) is controlled through a rotating limiting plate (13);
3) pile side gabion bottom protection construction: firstly, arranging a front filler (15) in the outside reinforcement net (14) of the gabion, and communicating the top end of the reinforcement net (14) outside the gabion with a guide filling pipe (16); then, placing the outside reinforcement net (14) of the gabion and a front filler (15) on the outer sides of the inner steel sheet pile (1) and the outer steel sheet pile (2) together, and enabling the outside reinforcement net to fall onto a foundation soil body (3) under the action of gravity; then, filling a guiding filling body (17) into the reinforcement mesh (14) outside the gabion through a guiding filling pipe (16);
4) filling construction of the clay filling body: laying a plate top guide rail (18) on the limit top plate (4), and embedding a sliding connecting plate (19) into a channel enclosed by two plate top guide rails (18) which are opposite in a mirror image manner; the top end and the bottom end of the sliding support rod (20) are respectively and firmly connected with the sliding connection plate (19) and the sliding support plate (21), and the upper surface of the sliding support plate (21) is provided with a sliding supplement box (22); a sliding scraper (23), a sliding material supplementing pipe (24) and a sliding wool board (25) are sequentially arranged on the lower surface of the sliding support plate (21) away from the sliding direction; the sliding connecting plate (19) is connected with a sliding cable (26); the plane positions of the sliding connecting plate (19) and the sliding scraper (23) are controlled through a sliding stay cable (26), the vertical height of the sliding scraper (23) is controlled through a sliding support rod (20), and the surface scraping and galling construction of the clay filling body (27) is synchronously performed;
5) arranging filling bodies in the bag: after the clay filling body (27) is filled to the bottom surface elevation of the waterproof bag (28), the waterproof bag (28) which is firmly connected with the bag limiting hoop (29) is arranged between the inner side steel sheet pile (1) and the outer side steel sheet pile (2), and the bag limiting hoop (29) is connected with the limiting top plate (4) through a bag position control rib (30); filling a bag filling body (31) into the waterproof bag (28), and then constructing clay filling bodies (27) on two sides of the waterproof bag (28);
6) construction of a cast-in-place cover plate: firstly, vertically laying a vertical separation layer (32) at the joint of a clay filling body (27) and an outer side steel sheet pile (2) and an inner side steel sheet pile (1), leveling the upper surfaces of the clay filling body (27) and a water-resisting bag (28), then laying a transverse water-resisting layer (33) on the upper surfaces of the clay filling body (27) and the water-resisting bag (28), and enabling the vertical separation layer (32) and the transverse water-resisting layer (33) to be bonded and connected; the bottom end of the sliding support rod (20) is firmly connected with the cover plate floating plate (34), a water tank floating plate (35) is arranged on the side, close to the outer side steel sheet pile (2), of the cover plate floating plate (34), and the positions of the cover plate floating plate (34) and the water tank floating plate (35) are controlled through the sliding stay cable (26); pouring concrete on the upper part of the transverse waterproof layer (33) to form a cast-in-place cover plate (36) and a longitudinal drainage channel (37), synchronously collecting redundant cement slurry through a collecting slurry replenishing box (38), locally replenishing the slurry through a flat slurry replenishing hole (39), and vibrating and compacting the surface of the concrete of the cast-in-place cover plate (36) through a plane vibrating and tamping machine (40);
7) the balance weight vehicle is arranged: after the cast-in-place cover plate (36) is strengthened, the balance weight pressing trolley (41) is placed on the cast-in-place cover plate (36), the balance weight pressing trolley (41) is connected with the inhaul cable position control plate (42) through a balance weight pressing trolley inhaul cable (43), and the position of the balance weight pressing trolley (41) is controlled through the balance weight pressing trolley inhaul cable (43).
2. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam of claim 1, wherein: step 2), arranging the limiting top plates (4) at intervals along the longitudinal direction of the inner side steel sheet piles (1) and the outer side steel sheet piles (2) by adopting steel plates, and arranging top plate connecting shoes (44) at the joints of the limiting top plates (4) and the inner side steel sheet piles (1) and the outer side steel sheet piles (2); the connecting anchor cable (5) adopts a steel strand bundle or a twisted steel bar; the outer side wall pressure lever (7) is formed by combining a screw rod and a bolt, the two ends of the outer side wall pressure lever are respectively provided with a first adjusting hinge (45), the first adjusting hinge (45) at one end of the outer side wall pressure lever (7) is connected with the limiting top plate (4), and the first adjusting hinge (45) at the other end is connected with the outer side wall pressure plate (8); the pressing plate limiting falcon (9) is connected with the outer side walls of the inner side steel sheet pile (1) and the outer side steel sheet pile (2) in a welding mode; two ends of the inner side wall pressure lever (12) are respectively provided with a corner adjusting hinge (11) and a second adjusting hinge (46), the corner adjusting hinge (11) at one end of the inner side wall pressure lever (12) is connected with the inner support position control lever (10), the second adjusting hinge (46) at the other end is connected with an inner side wall pressure plate (47), and the inner side wall pressure plate (47) is respectively arranged on the inner sides of the inner side steel sheet pile (1) and the outer side steel sheet pile (2); the upper part of the connecting part of the inner support position control rod (10) and the corner adjusting hinge (11) is provided with a rotating limiting plate (13), and the connecting part of the top end of the inner support position control rod (10) and the limiting top plate (4) is provided with a position control rod adjusting bolt (48).
3. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam of claim 1, wherein: step 3), the cross section of the outer reinforcing mesh (14) of the gabion is in a right trapezoid shape or a right triangle shape, and the gabion is bound by reinforcing mesh sheets or metal welding meshes; the front filling body (15) is a concrete block or a rock block, and the filling height is 1/4-1/3 of the height of the reinforcement net (14) outside the gabion; the guide packing body (17) adopts gravel.
4. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam of claim 1, wherein: step 4), the cross section of the plate top guide rail (18) is L-shaped and is connected with the limit top plate (4) through welding or bolts; the elevation of the bottom surfaces of the sliding scraper (23) and the sliding material supplementing pipe (24) is the same, and the elevation of the bottom surface of the sliding scraper (23) is 3-5 cm higher than that of the bottom surface of the sliding wool board (25); the slippage replenishing box (22) is made of a steel plate material and is box-shaped, the lower surface of the slippage replenishing box is communicated with the slippage replenishing pipe (24), a side feeding hole (50) is formed in the side surface of the slippage replenishing box (22), and the upper surface of the slippage replenishing box (22) is communicated with a top feeding pipe (51).
5. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam of claim 1, wherein: step 5), the waterproof bag (28) is formed by sewing a geomembrane or a rubber sheet, and the cross section of the waterproof bag is rectangular or oval; the in-bag filling body (31) is made of lightweight concrete material; the bag limiting hoop (29) is made of steel plates or steel bar materials and is connected with the waterproof bag (28) in a binding mode.
6. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam of claim 1, wherein: step 6), the cover plate floating plate (34) and the water tank floating plate (35) are both formed by rolling steel plates, a cover plate scraper (52) and a water tank scraper (53) are respectively arranged at the front ends of the sliding directions of the cover plate floating plate and the water tank floating plate, the elevation of the bottom surfaces of the cover plate floating plate (34) and the cover plate scraper (52) is the same, and the elevation of the bottom surfaces of the water tank floating plate (35) and the water tank scraper (53) is the same; the bottom surfaces of the cover plate troweling plate (34) and the cover plate scraper (52) are both provided with slopes inclining towards the outer steel sheet pile (2) to form a drainage slope (56) inclining towards the outer steel sheet pile (2); the collecting and grout-supplementing box (38) is connected with the cover plate scraper (52) in a welding mode or in a bolt mode, the collecting and grout-supplementing box (38) is arranged on the upper surface of the cover plate troweling plate (34), and the collecting and grout-supplementing box (38) is communicated with a flat grout-supplementing hole (39) in the cover plate troweling plate (34); the plane vibrating machine (40) is arranged on the upper surface of the cover plate trowelling plate (34).
7. The construction method of the wading open-cut foundation pit composite steel sheet pile cofferdam of claim 1, wherein: step 7), the balance weight vehicle (41) mainly comprises a weight compartment (54) and a weight block body (55), and a compartment roller (49) is arranged on the lower surface of the weight compartment (54); one end of a weight truck inhaul cable (43) is connected with the balance weight truck (41), the other end of the weight truck inhaul cable is connected with the inhaul cable position control plate (42), and the position of the balance weight truck (41) is controlled through external rolling and pulling equipment; the lower surface of spacing roof (4) is located in cable accuse position board (42), respectively sets up a cable accuse position board (42) in balance weight car (41) both sides, and cable accuse position board (42) all are connected with balance weight car (41) through ballast weight car cable (43).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910661277.1A CN110439012B (en) | 2019-07-22 | 2019-07-22 | Construction method of wading open-cut foundation pit composite steel sheet pile cofferdam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910661277.1A CN110439012B (en) | 2019-07-22 | 2019-07-22 | Construction method of wading open-cut foundation pit composite steel sheet pile cofferdam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110439012A CN110439012A (en) | 2019-11-12 |
| CN110439012B true CN110439012B (en) | 2021-02-26 |
Family
ID=68431053
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910661277.1A Active CN110439012B (en) | 2019-07-22 | 2019-07-22 | Construction method of wading open-cut foundation pit composite steel sheet pile cofferdam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110439012B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111139849B (en) * | 2020-01-03 | 2021-04-20 | 浙江大学城市学院 | Construction method of deep-buried underwater bearing platform steel sheet pile cofferdam |
| CN111691443B (en) * | 2020-06-22 | 2021-09-28 | 福建省华策建设集团有限公司 | Larsen steel sheet pile cofferdam and construction method thereof |
| CN112227391B (en) * | 2020-10-14 | 2021-10-08 | 安徽省交通建设股份有限公司 | Ecological steel sheet pile island-building cofferdam and construction method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002061168A (en) * | 2000-08-21 | 2002-02-28 | Giken Seisakusho Co Ltd | Breakwater for sheet pile wall and its construction method |
| CN101818500A (en) * | 2010-05-01 | 2010-09-01 | 张锦松 | Underwater plugging and water sealing method for bottom plate of concrete pouring jacket without back cover |
| CN103669375A (en) * | 2013-12-27 | 2014-03-26 | 张安政 | Double-layer steel sheet pile soil core composite cofferdam structure without inner support and application thereof |
| CN105862894A (en) * | 2016-04-06 | 2016-08-17 | 中国十七冶集团有限公司 | Installation method for anti-floating overall template of water collection pit |
| CN206607597U (en) * | 2017-02-04 | 2017-11-03 | 南京萃智水利科技有限公司 | Water-bag-type riverway cofferdam |
| CN206635769U (en) * | 2017-01-22 | 2017-11-14 | 北京东地岩土工程有限公司 | Deep pit support watch box |
| CN208650073U (en) * | 2018-08-06 | 2019-03-26 | 合肥市市政设计研究总院有限公司 | Cut and cover method subaqueous tunnel steel sheet-pile cofferdam construction |
-
2019
- 2019-07-22 CN CN201910661277.1A patent/CN110439012B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002061168A (en) * | 2000-08-21 | 2002-02-28 | Giken Seisakusho Co Ltd | Breakwater for sheet pile wall and its construction method |
| CN101818500A (en) * | 2010-05-01 | 2010-09-01 | 张锦松 | Underwater plugging and water sealing method for bottom plate of concrete pouring jacket without back cover |
| CN103669375A (en) * | 2013-12-27 | 2014-03-26 | 张安政 | Double-layer steel sheet pile soil core composite cofferdam structure without inner support and application thereof |
| CN105862894A (en) * | 2016-04-06 | 2016-08-17 | 中国十七冶集团有限公司 | Installation method for anti-floating overall template of water collection pit |
| CN206635769U (en) * | 2017-01-22 | 2017-11-14 | 北京东地岩土工程有限公司 | Deep pit support watch box |
| CN206607597U (en) * | 2017-02-04 | 2017-11-03 | 南京萃智水利科技有限公司 | Water-bag-type riverway cofferdam |
| CN208650073U (en) * | 2018-08-06 | 2019-03-26 | 合肥市市政设计研究总院有限公司 | Cut and cover method subaqueous tunnel steel sheet-pile cofferdam construction |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110439012A (en) | 2019-11-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110439012B (en) | Construction method of wading open-cut foundation pit composite steel sheet pile cofferdam | |
| US4697955A (en) | Method of constructing reinforced concrete works such as underground galleries, road tunnels, et cetera; pre-fabricated contrete elements for constructing such works | |
| CN102444142A (en) | Pile group column replacement expanded basement and construction method of same | |
| CN105586984A (en) | Fast-assembly cast-in-place type reinforced soil retaining wall and construction method thereof | |
| CN110185119B (en) | Combined type connector of rain and sewage pipe and construction method | |
| CN109653049B (en) | Construction method for processing bridge head filling road section on soft foundation | |
| CN110158641B (en) | Anchor rod reinforced composite retaining wall and construction method | |
| CN110607805A (en) | Cable tunnel construction method | |
| CN116335757A (en) | Filling retaining wall with negative poisson ratio structure and construction method thereof | |
| CN109972638B (en) | Construction method of prefabricated thin-wall formwork lattice beam ecological slope protection | |
| CN112813757B (en) | Foam light soil composite roadbed construction method for bridge head transition treatment | |
| CN113529786B (en) | Garbage filling and mountain-piling supporting and retaining structure and construction method | |
| CN110552371A (en) | Construction method for eliminating horizontal construction joints of annular lining wall based on reverse construction method | |
| CN216194901U (en) | Unloading plate type retaining wall structure for large-span underground garage | |
| CN108316344B (en) | Construction method of subway station hall layer | |
| CN111119219B (en) | Reinforced foundation tire membrane structure and construction method thereof | |
| CN110004787A (en) | Pier storage yard road concrete surface construction method | |
| CN112196617A (en) | Simple combined filling retaining wall construction method | |
| CN106758559B (en) | A kind of construction method of high-speed railway silt, flour sand embankment structure | |
| CN116556357A (en) | Construction method of deep foundation pit under high side slope condition | |
| CN109306707B (en) | Old road widening structure and construction method | |
| CN218027813U (en) | Reverse mould building retaining wall formwork structure between stake of PC worker method | |
| CN206736921U (en) | A kind of haulage equipment of slope protection block | |
| CN210315650U (en) | Anchor rod reinforced composite retaining wall | |
| CN110258598B (en) | Construction method of large-diameter pebble geological cofferdam leading hole replacement filling structure |
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 |