CN113832997A - Construction method of combined steel sheet pile cofferdam - Google Patents
Construction method of combined steel sheet pile cofferdam Download PDFInfo
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- CN113832997A CN113832997A CN202111049876.1A CN202111049876A CN113832997A CN 113832997 A CN113832997 A CN 113832997A CN 202111049876 A CN202111049876 A CN 202111049876A CN 113832997 A CN113832997 A CN 113832997A
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
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- 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
- E02D19/06—Restraining of underground water
-
- 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
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- 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
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
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- 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
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/14—Sealing joints between adjacent sheet piles
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- 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
- E02D7/20—Placing by pressure or pulling power
Abstract
The invention relates to a construction method of a combined steel sheet pile cofferdam, which comprises the following steps: 1) construction preparation; 2) arranging a double-layer position correcting guide pipe; 3) erecting a pile sinking support frame; 4) guiding and pressing down the steel pipe pile; 5) inserting the steel sheet piles in a guiding manner; 6) constructing a pile top crown beam; 7) laying a suspension platform; 8) construction of hardened ground; 9) and (5) sealing construction of the drainage well. The invention has the beneficial effects that: according to the invention, the first guide pipe and the second guide pipe which are superposed with the axis of the steel pipe pile are arranged at the position of the steel pipe pile, and the first position control bag and the second position control bag can be pressurized through the position control bag pressurization pipe, so that the axis position of the first guide pipe is corrected, and the accuracy of steel pipe pile driving and positioning is improved; meanwhile, the first anti-pulling pier is connected with the upright post bottom plate, so that the stability of the upright post bottom plate can be effectively improved, and the steel pipe pile is pressed down by adopting the pile sinking control body, so that the difficulty in sinking the steel pipe pile is reduced.
Description
Technical Field
The invention relates to a construction method of a combined steel sheet pile cofferdam, which can reduce the difficulty of site construction, improve the structural integrity and improve the construction efficiency, belongs to the field of civil engineering and is suitable for steel sheet pile cofferdam engineering.
Background
Compared with the gravity type cofferdam, the steel sheet pile cofferdam has the advantages of high construction efficiency, small environmental influence, building material saving and the like, and is widely applied to civil engineering. When the steel sheet pile cofferdam is constructed, how to improve the positioning precision of the steel pipe pile and the steel sheet pile driving, improve the waterproof effect of the cofferdam and improve the field construction efficiency is always the key and difficult point of engineering control
The existing steel sheet pile cofferdam construction method is characterized in that locking notches of two adjacent steel sheet piles are buckled with each other in a steel sheet pile enclosed area on four sides, a constructed pile foundation steel casing is arranged in the area enclosed by the steel sheet piles, fine sand is filled in a gap between the locking notches of the adjacent steel sheet piles, and two layers of ring beams are arranged on the inner wall of each steel sheet pile from top to bottom. The construction method solves the problem that the steel sheet pile arrangement and stability of the steel sheet pile cofferdam can be solved, but the construction method can further improve the aspects of accurate positioning and inserting of the steel pipe pile, guiding and inserting of the steel sheet pile, overall enhancement of the steel sheet pile cofferdam, improvement of the waterproof performance of the cofferdam and the like.
In view of this, in order to effectively reduce the difficulty of constructing the combined steel sheet pile cofferdam, improve the construction quality, and improve the construction efficiency, the invention of the construction method of the combined steel sheet pile cofferdam which not only can improve the accuracy of the steel pipe pile driving and positioning, reduce the difficulty of guiding the steel sheet pile, but also can improve the integrity of the steel sheet pile cofferdam is urgently needed.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide the construction method of the combined steel sheet pile cofferdam, which can improve the accuracy of driving and positioning of the steel pipe piles, improve the structural stability and the waterproof performance of the cofferdam and protect the surrounding environment.
The construction method of the combined steel sheet pile cofferdam comprises the following construction steps:
1) construction preparation: surveying and determining the plane positions of the steel pipe piles and the steel plate piles according to design requirements, and preparing materials and devices required by construction;
2) the double-layer position correcting guide pipe is arranged: arranging a first guide pipe and a second guide pipe which are coincided with the axis of the steel pipe pile at the position of the steel pipe pile, wherein the first guide pipe and the second guide pipe are positioned in the foundation soil body, arranging a guide pipe position control bag in a gap between the first guide pipe and the second guide pipe, and limiting the position of the guide pipe position control bag through a position control body top plate at the upper part of the second guide pipe; firstly, excavating foundation soil bodies in the first guide pipe and the second guide pipe, respectively pressurizing the first position control bag and the second position control bag through a position control bag pressurizing pipe communicated with the guide pipe position control bags, and correcting the axial position of the first guide pipe;
3) erecting a pile sinking support frame: the pile sinking support frame comprises an upright post bottom plate, a support frame upright post, a pile sinking control body and a first anti-pulling pier; leading holes in the foundation soil body, inserting the first anti-pulling pier into the foundation soil body, pressurizing a bracing rib control body in the first anti-pulling pier through a control position pressure pipe at the top of the bracing rib control body, and pressing a compression-expansion bracing rib into the foundation soil body outside the first anti-pulling pier through a bracing rib connecting plate on the side wall of the bracing rib control body; firstly, vertically welding and connecting a strut upright post and an upright post bottom plate, and then welding and connecting the upright post bottom plate and a pier side connecting plate on the outer side of the first anti-pulling pier or connecting the upright post bottom plate and the pier side connecting plate through a bolt; pile sinking control bodies are arranged between the bolt side connecting ribs and the upright post side plates on one side of the strut upright posts;
4) guiding and pressing down the steel pipe pile: firstly, hoisting a steel pipe pile into a first guide pipe by adopting hoisting equipment, enabling a fastening bolt to penetrate through a bolt side connecting rib, firmly connecting a pipe pile pressing plate and the steel pipe pile by the fastening bolt, and applying downward pressure to the bolt side connecting rib and the steel pipe pile by a pile sinking position control body to enable the steel pipe pile to be pressed into a foundation soil body through the first guide pipe;
5) and (3) guiding and inserting the steel sheet piles: limiting a support cross beam through a support inner tube and a support cap plate, vertically welding the support cross beam and the support inner tube, inserting the support inner tube into a tube cavity of the steel tube pile, connecting the support cap plate at the top end of the support inner tube with the top of the steel tube pile, connecting the support cross beam with a guide side plate through a positioning bolt, and correcting the transverse position of the guide side plate through the positioning bolt; inserting the steel sheet pile between the two opposite guide side plates through external hoisting equipment, and hermetically connecting the steel sheet pile with the tubular pile ear plates;
6) construction of a pile top crown beam: arranging a pile top crown beam with a U-shaped cross section at the top end of the steel pipe pile, and arranging a joint filling bag in a gap between the pile top crown beam and the steel pipe pile as well as the steel plate pile; firstly, firmly connecting the crown beam connecting plates at two sides of the connected pile top crown beam through crown beam connecting bolts, and then pressing and injecting a beam bottom joint filling body into a joint filling bag through external grouting equipment to seal a gap between the pile top crown beam and the steel pipe pile;
7) arranging a suspension platform: arranging pile side supporting beams on the inner sides of the steel pipe piles, and arranging foundation pit inner supporting beams between the pile side supporting beams opposite to the mirror images; arranging a platform supporting beam on the upper surface of the supporting beam in the adjacent foundation pit, and connecting the suspender connecting tenon with the platform supporting beam; a platform suspender and a suspension platform are sequentially arranged on the lower surface of the suspender connecting tenon;
8) and (3) hardened ground construction: after the excavation of the soil body in the foundation pit is finished, a drainage well is arranged at the bottom of the foundation pit; inserting a second anti-pulling pier into a downward leading hole from the upper surface of the foundation soil body, and pressing anti-floating support ribs on the side part of the expanding bag into the foundation soil body by injecting a bag grouting body into the expanding bag; pouring pier cavity grouting bodies into the pipe cavity of the second anti-pulling pier; arranging a well top cap plate at the top of the drainage well, and connecting the well top cap plate with the interface water-stop plate through a water-stop plate connecting rib; welding side wall water-stop plates on the inner side walls of the steel pipe piles and the steel sheet piles, constructing an interface cushion layer and a hardened ground on a foundation soil body at the bottom of a foundation pit in sequence, and arranging construction water-stop plates at construction joint positions of the hardened ground;
9) and (3) sealing construction of the drainage well: the bottom end of the bag positioning rib is provided with a plugging bag, and the outer side wall of the bag positioning rib is provided with an anti-skid supporting rib; the method comprises the steps of firstly inserting a bag positioning rib and a plugging bag into the interior of a drainage well, enabling an external grouting device to press and inject plugging grouting bodies into the plugging bag through the bag positioning rib, then pouring lower filling bodies into a well shaft of the drainage well, inserting a well shaft water-stop sheet into the well shaft of the drainage well when the lower filling bodies are poured to be 0-50mm above the top surface elevation of an interface water-stop sheet, and then conducting upper filling body construction.
Preferably, the method comprises the following steps: step 2) the first guide pipe and the second guide pipe are both formed by cutting steel pipes, and the pipe diameter of the first guide pipe is smaller than that of the second guide pipe by 100-200 mm; the catheter position control bag is formed by sewing rubber sheets and comprises two first position control bags and two second position control bags, the first position control bags and the second position control bags are arranged at intervals, and each first position control bag and each second position control bag are respectively communicated with a position control bag pressurization pipe; the top plate of the position control body is formed by rolling a steel plate, has an L-shaped cross section and is connected with the catheter position control bag in a sticking way.
Preferably, the method comprises the following steps: step 3) the strut upright post is formed by rolling profile steel and is vertically welded and connected with the upright post bottom plate; the upright post side plates are formed by rolling steel plates and are vertically welded with the upright posts of the strut; the bolt side connecting rib is formed by rolling a steel plate, the cross section of the bolt side connecting rib is in a T shape, and a screw hole connected with a fastening bolt is formed in the bolt side connecting rib; the upright post side plate is formed by rolling a steel plate, the cross section of the upright post side plate is in an arc shape, the inner diameter of the upright post side plate is the same as the outer diameter of the steel pipe pile, and the upright post side plate is connected with the fastening bolt through a nut; the pile sinking position control body adopts a hydraulic jack; the first anti-drawing pier is formed by rolling a steel pipe, and the outer side wall of the first anti-drawing pier is provided with a hole for the compression expansion supporting rib to pass through; the pressure expansion supporting rib is formed by rolling a steel plate and is vertically welded and connected with the supporting rib connecting plate; the rib supporting and position controlling body is formed by sewing rubber sheets, the outer side wall of the rib supporting and position controlling body is connected with a rib supporting connecting plate in a sticking mode, and the top of the rib supporting and position controlling body is communicated with a position controlling pressure pipe.
Preferably, the method comprises the following steps: step 4), rolling the steel pipe pile by using a steel pipe, and arranging pipe pile ear plates opposite in mirror image on the outer side wall of the steel pipe pile; the tubular pile ear plate is formed by rolling a steel plate and is hermetically connected with the steel plate pile.
Preferably, the method comprises the following steps: step 5) rolling the support inner pipe by using a steel pipe, arranging two parallel support cross beams on the support inner pipe, welding the support inner pipe and the support cross beams, and welding the top end of the support inner pipe and the support cap plate; the support cap plate is formed by rolling a steel plate, and the cross section of the support cap plate is L-shaped; the supporting cross beam is formed by rolling a steel plate, and a screw hole connected with the positioning bolt is formed in the supporting cross beam; the guide side plate is formed by rolling a steel plate and is connected with the position correcting bolt through a nut.
Preferably, the method comprises the following steps: step 6), the pile top crown beam is formed by rolling a steel plate, and crown beam connecting plates with opposite mirror images are arranged at two ends of the pile top crown beam; the joint filling bag adopts a rubber sheet to sew up into a closed long column structure; the beam bottom joint filling body adopts cement mortar or grouting material or self-compacting concrete.
Preferably, the method comprises the following steps: step 7), the pile side supporting beam is formed by rolling a steel plate, and the cross section of the pile side supporting beam is L-shaped; the platform supporting beam is formed by rolling a steel plate, a suspender connecting groove with a cross section in a cross shape is arranged in the platform supporting beam, and the suspender connecting groove is connected with the suspender connecting tenon; the hanger rod connecting tenon is formed by rolling a steel plate, the cross section of the hanger rod connecting tenon is in a T shape, and the hanger rod connecting tenon is connected with external traction equipment through a shifting inhaul cable.
Preferably, the method comprises the following steps: step 8), rolling the second anti-pulling pier by adopting a steel pipe, and arranging a hole for an anti-floating support rib to pass through on the pipe wall of the second anti-pulling pier; the anti-floating support rib is formed by rolling a steel pipe or section steel or a steel plate and is vertically welded and connected with the anti-floating connecting plate; the anti-floating connecting plate is formed by rolling a steel plate, the cross section of the anti-floating connecting plate is arc-shaped, the anti-floating connecting plate is vertically welded and connected with the anti-floating supporting ribs, and the anti-floating connecting plate is connected with the supporting and expanding bag in a sticking mode.
Preferably, the method comprises the following steps: step 9), rolling the bag positioning ribs by using steel pipes, and inserting the bottom ends of the bag positioning ribs into the plugging bag; the plugging bag is of a closed cylindrical structure formed by sewing a rubber sheet or a geomembrane and is communicated with the bag positioning ribs; the anti-skid supporting ribs are rigid elastic sheets; the shaft water-stop plate is rolled into a disc shape protruding upwards by adopting a steel plate, and a cylinder wall supporting plate and a supporting plate waterproof layer are sequentially arranged on the periphery of the shaft water-stop plate along the annular direction; the cylinder wall supporting plate is formed by rolling a steel plate and is welded and connected with the shaft grid plate; the waterproof layer of the supporting plate adopts a water-swelling water stop strip which is stuck and connected with the cylinder wall supporting plate; the upper filling body adopts impermeable concrete; the lower part filling body adopts self-compacting concrete.
The invention has the beneficial effects that:
(1) according to the invention, the first guide pipe and the second guide pipe which are superposed with the axis of the steel pipe pile are arranged at the position of the steel pipe pile, and the first position control bag and the second position control bag can be pressurized through the position control bag pressurization pipe, so that the axis position of the first guide pipe is corrected, and the accuracy of steel pipe pile driving and positioning is improved; meanwhile, the first anti-pulling pier is connected with the upright post bottom plate, so that the stability of the upright post bottom plate can be effectively improved, and the steel pipe pile is pressed down by adopting the pile sinking control body, so that the difficulty in sinking the steel pipe pile is reduced.
(2) The invention limits the position of the supporting beam through the supporting inner tube and the supporting cap plate, and can control the position of the guide side plate through the positioning bolt, thereby reducing the difficulty of erecting and positioning the steel sheet pile.
(3) According to the invention, the anti-floating supporting rib is pressed into the foundation soil body outside the second anti-pulling pier through the supporting and expanding bag, so that the anti-floating performance of the second anti-pulling pier and the hardened ground can be effectively improved; meanwhile, the side wall water-stop plate and the construction water-stop plate are arranged in the hardened ground, and the interface water-stop plate is arranged at the upper part of the drainage well, so that the water-stop effect of the hardened ground can be effectively improved.
(4) According to the invention, the gap filling bag is arranged in the gap between the pile top crown beam and the steel pipe pile and steel plate pile, and the beam bottom gap filling body is pressed into the gap filling bag through external grouting equipment, so that the construction efficiency of the pile top crown beam is improved, and the stress performance of the pile top crown beam is improved.
(5) According to the invention, the shaft of the drainage well is sealed by the plugging bag, and the stability of the plugging bag is improved by means of the anti-skid support rib; meanwhile, an upward-protruding shaft water-stop plate is arranged between the lower filling body and the upper filling body, and a supporting plate waterproof layer is arranged on the periphery of the shaft water-stop plate, so that the effect of plugging construction of the drainage well is improved.
Drawings
FIG. 1 is a construction flow chart of the combined steel sheet pile cofferdam of the invention;
FIG. 2 is a schematic view of a steel pipe pile guiding and pressing structure;
FIG. 3 is a schematic cross-sectional view of the bracing wire position control body structure of FIG. 2;
FIG. 4 is a schematic view of a connection structure of a support inner pipe and a steel pipe pile;
FIG. 5 is a sectional view of a steel sheet pile guide inserting structure;
FIG. 6 is a schematic view of a pile top crown beam and hardened ground structure;
figure 7 is a schematic view of a drainage well closure.
Description of reference numerals: 1-steel pipe pile; 2-steel sheet piles; 3-a first conduit; 4-a second conduit; 5-catheter position control bag; 6-a position control body top plate; 7-foundation soil mass; 8-a position control bag pressurization pipe; 9-a first position control bag; 10-a second position control bag; 11-column bottom plate; 12-a strut upright; 13-pile sinking control body; 14-a first anti-plucking pier; 15-supporting the tendon and controlling the body; 16-bracing rib connecting plates; 17-expanding the supporting ribs; 18-pier side connecting plates; 19-bolt side connecting ribs; 20-column side plates; 21-fastening bolts; 22-a tubular pile pressing plate; 23-supporting the inner tube; 24-a support cap plate; 25-a support beam; 26-a position correcting bolt; 27-a guide side plate; 28-pipe pile ear plate; 29-pile top crown beam; 30-caulking bag; 31-a crown beam connection plate; 32-crown beam connecting bolts; 33-a beam bottom gap filling body; 34-pile side supporting beam; 35-supporting beams in the foundation pit; 36-a platform bracing beam; 37-a boom hitch; 38-platform boom; 39-a hanging platform 40-a drainage well 41-a second anti-pulling pier 42-a supporting and expanding bag 43-a bag grouting body 44-an anti-floating rib 45-a pier cavity grouting body; 46-a well top hat plate; 47-interface water barrier; 48-water-stop sheet connecting ribs; 49-sidewall water stop sheet; 50-an interface pad layer; 51-hardened ground; 52-construction of a water-stop sheet; 53-capsular bag positioning ribs; 54-blocking the capsular bag; 55-antiskid supporting ribs; 56-plugging grouting body; 57-lower packing; 58-wellbore water-stop sheet; 59-upper packing; 60-pile sinking supporting frames; 61-boom connecting grooves; 62-shifting a cable; 63-cylinder wall supporting plate; 64-a strut waterproof layer; 65-controlling the position and pressing the pipe; 66-anti-floating connecting plate.
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.
Example one
Fig. 1 is a construction flow chart of the combined steel sheet pile cofferdam of the invention, and referring to fig. 1, the construction of the combined steel sheet pile cofferdam comprises the following construction steps:
1) construction preparation: surveying and determining the plane positions of the steel pipe pile 1 and the steel plate pile 2 according to design requirements, and preparing materials and devices required by construction;
2) the double-layer position correcting guide pipe is arranged: arranging a first guide pipe 3 and a second guide pipe 4 which are coincident with the axis of the steel pipe pile 1 at the position of the steel pipe pile 1, wherein the first guide pipe 3 and the second guide pipe 4 are positioned in a foundation soil body 7, arranging a guide pipe position control bag 5 in a gap between the first guide pipe 3 and the second guide pipe 4, and limiting the position of the guide pipe position control bag 5 through a position control body top plate 6 at the upper part of the second guide pipe 4; firstly, excavating foundation soil 7 in the first conduit 3 and the second conduit 4, respectively pressurizing a first position control bag 9 and a second position control bag 10 through a position control bag pressurizing pipe 8 communicated with the conduit position control bag 5, and correcting the axial position of the first conduit 3;
3) erecting a pile sinking support frame: the pile sinking support frame 60 comprises a column bottom plate 11, a support frame column 12, a pile sinking control body 13 and a first anti-pulling pier 14; guiding a hole in the foundation soil body 7, inserting the first anti-pulling pier 14 into the foundation soil body 7, pressurizing the rib-supporting control body 15 through a position-controlling pressure pipe 65 at the top of the rib-supporting control body 15, and pressing a pressing and expanding support rib 17 into the foundation soil body 7 outside the first anti-pulling pier 14 through a rib-supporting connecting plate 16 on the side wall of the rib-supporting control body 15; firstly, the upright post 12 of the bracket is vertically welded with the upright post bottom plate 11, and then the upright post bottom plate 11 is welded with the pier side connecting plate 18 on the outer side of the first anti-pulling pier 14 or connected through a bolt; pile sinking control bodies 13 are arranged between the bolt side connecting ribs 19 and the upright post side plates 20 on one side of the strut upright post 12;
4) guiding and pressing down the steel pipe pile: firstly, hoisting the steel pipe pile 1 into a first guide pipe 3 by adopting hoisting equipment, enabling a fastening bolt 21 to penetrate through a bolt side connecting rib 19, firmly connecting a pipe pile pressing plate 22 with the steel pipe pile 1 through the fastening bolt 21, and applying downward pressure to the bolt side connecting rib 19 and the steel pipe pile 1 through a pile sinking control body 13 to enable the steel pipe pile 1 to be pressed into a foundation soil body 7 through the first guide pipe 3;
5) and (3) guiding and inserting the steel sheet piles: limiting a supporting beam 25 through a supporting inner tube 23 and a supporting cap plate 24, vertically welding the supporting beam 25 and the supporting inner tube 23, inserting the supporting inner tube 23 into the tube cavity of the steel tube pile 1, connecting the supporting cap plate 24 at the top end of the supporting inner tube 23 with the top of the steel tube pile 1, connecting the supporting beam 25 and a guide side plate 27 through a positioning bolt 26, and correcting the transverse position of the guide side plate 27 through the positioning bolt 26; inserting the steel sheet pile 2 between the two opposite guide side plates 27 through external hoisting equipment, and hermetically connecting the steel sheet pile 2 with the tubular pile ear plates 28;
6) construction of a pile top crown beam: arranging a pile top crown beam 29 with a U-shaped cross section at the top end of the steel pipe pile 1, and arranging a joint filling bag 30 in a gap between the pile top crown beam 29 and the steel pipe pile 1 and the steel plate pile 2; firstly, firmly connecting crown beam connecting plates 31 at two sides of a connected pile top crown beam 29 through crown beam connecting bolts 32, and then pressing and injecting a beam bottom joint filling body 33 into a joint filling bag 30 through external grouting equipment to seal a gap between the pile top crown beam 29 and the steel pipe pile 1;
7) arranging a suspension platform: arranging pile side supporting beams 34 on the inner side of the steel pipe pile 1, and arranging a foundation pit inner supporting beam 35 between the pile side supporting beams 34 opposite in a mirror image manner; arranging a platform supporting beam 36 on the upper surface of the supporting beam 35 in the adjacent foundation pit, and connecting the suspender connecting tenon 37 with the platform supporting beam 36; a platform suspender 38 and a suspension platform 39 are sequentially arranged on the lower surface of the suspender connecting tenon 37;
8) and (3) hardened ground construction: after the excavation of the soil body in the foundation pit is finished, a drainage well 40 is arranged at the bottom of the foundation pit; inserting a second anti-pulling pier 41 into a downward guide hole from the upper surface of the foundation soil body 7, and pressing a bag grouting body 43 into the expanding bag 42 to press an anti-floating supporting rib 44 on the side part of the expanding bag 42 into the foundation soil body 7; pouring pier cavity grouting body 45 into the pipe cavity of the second anti-pulling pier 41; arranging a well top cap plate 46 at the top of the drainage well 40, and connecting the well top cap plate 46 with an interface water stop plate 47 through a water stop plate connecting rib 48; firstly, welding a side wall water stop plate 49 on the inner side walls of the steel pipe pile 1 and the steel plate pile 2, then sequentially constructing an interface cushion layer 50 and a hardened ground 51 on a foundation soil body 7 at the bottom of a foundation pit, and arranging a construction water stop plate 52 at a construction joint part of the hardened ground 51;
9) and (3) sealing construction of the drainage well: the bottom end of the bag positioning rib 53 is provided with a plugging bag 54, and the outer side wall of the bag positioning rib 53 is provided with an anti-skidding bracing rib 55; firstly, inserting the bag positioning ribs 53 and the plugging bags 54 into the drainage well 40, enabling an external grouting device to perform pressure injection on the plugging bags 54 through the bag positioning ribs 53 to perform plugging and grouting 56, then pouring a lower filling body 57 into the well bore of the drainage well 40, inserting the well bore water stop sheet 58 into the well bore of the drainage well 40 when the lower filling body 57 is poured to be 0-50mm above the top surface elevation of the interface water stop sheet 47, and then performing construction on an upper filling body 59.
Example two
Referring to fig. 2-7, in the combined steel sheet pile cofferdam, a first guide pipe 3 and a second guide pipe 4 which are coincident with the axis of a steel pipe pile 1 are arranged at the position of the steel pipe pile 1, and the axis position of the first guide pipe 3 can be corrected through a first position control bag 9 and a second position control bag 10; pressing down the steel pipe pile 1 by using a pile sinking control body 13; the position of the supporting beam 25 is limited by the supporting inner tube 23 and the supporting cap plate 24, and the position of the guide side plate 27 can be controlled by the positioning bolt 26; the anti-floating support ribs 44 are pressed into the foundation soil 7 on the outer side of the second anti-pulling pier 41 through the expanding bag 42, and a side wall water stop plate 49, a construction water stop plate 52 and an interface water stop plate 47 are arranged in the hardened ground 51; a gap filling bag 30 is arranged in a gap between the pile top crown beam 29 and the steel pipe pile 1 and the steel plate pile 2, and a beam bottom gap filling body 33 is arranged in the gap filling bag 30; the well bore of the drainage well 40 is closed by a plugging bladder 54 and an upwardly convex well bore water stop 58 is provided between the lower packing body 57 and the upper packing body 59.
The steel pipe pile 1 is made of a steel pipe with the strength grade of Q345D and the specification of phi 300 multiplied by 10, and pipe pile ear plates 28 which are opposite in mirror image are arranged on the outer side wall of the steel pipe pile 1. The tubular pile ear plate 28 is formed by rolling a steel plate and is hermetically connected with the steel plate pile 2.
The steel sheet pile 2 adopts a saddle-IV type steel sheet pile, and the length is 8 m.
The first guide pipe 3 and the second guide pipe 4 are respectively cut by steel pipes with the diameters of 400mm and 600 mm.
The catheter position control bag 5 is formed by sewing rubber sheets with the thickness of 1mm, comprises two first position control bags 9 and two second position control bags 10, the first position control bags 9 and the second position control bags 10 are arranged at intervals, and each first position control bag 9 and each second position control bag 10 are respectively communicated with a position control bag pressurization pipe 8; the volumes of the first position control bag 9 and the second position control bag 10 are both 0.039m3. The pressure pipe 8 of the position control bag adopts a rubber pipe with the diameter of 30 mm.
The control body top plate 6 is formed by rolling a steel plate with the thickness of 10mm, has an L-shaped cross section and is connected with the catheter position control bag 5 in a sticking way.
The foundation soil body 7 is cohesive soil in a hard plastic state.
The pile sinking support frame 60 comprises a column bottom plate 11, a support frame column 12, a pile sinking control body 13 and a first anti-pulling pier 14; the upright post bottom plate 11 is formed by rolling a steel plate with the thickness of 10mm and is vertically welded and connected with the strut upright post 12.
The strut upright post 12 is formed by rolling H-shaped steel with the specification of 150 multiplied by 7 multiplied by 10 and is vertically welded and connected with the upright post side plate 22.
The pile sinking control body 13 adopts a 100t hydraulic jack.
The first anti-drawing pier 14 is formed by rolling a steel pipe with the diameter of 200mm, a hole for the pressing expansion rib 17 to penetrate through is formed in the outer side wall, the width of the hole is 11cm, and the height of the hole is 2 cm.
The rib supporting and body controlling body 15 is formed by sewing rubber sheets with the thickness of 1mm, and the volume is 0.05m3Is adhered to the bracing rib connecting plate 16Is connected and communicated with the position control pressure pipe 65; the position control pressure pipe 65 adopts a rubber pipe with the diameter of 30 mm.
The supporting rib connecting plate 16 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the supporting rib connecting plate is arc-shaped, the central angle of the supporting rib connecting plate is 30 degrees, and the supporting rib connecting plate is vertically welded and connected with the anti-floating supporting rib 44 and is connected with the supporting and expanding bag 42 in an adhering mode.
The pressure expanding support rib 17 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 support rib connecting plate 16.
The pier side connecting plate 18 is a steel plate having a thickness of 10 mm.
The bolt side connecting rib 19 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the bolt side connecting rib is in a T shape, and a screw hole connected with a fastening bolt 21 is formed in the bolt side connecting rib 19.
The upright post side plate 20 is formed by rolling a steel plate with the thickness of 10mm, has a circular arc-shaped cross section, has the same inner diameter as the outer diameter of the steel pipe pile 1, is connected with the fastening bolt 21 through a nut, and is vertically welded and connected with the strut upright post 12.
The fastening bolt 21 is composed of a high-strength screw rod with the diameter of 60mm and a bolt, and the fastening directions of the screw rods on the two sides of the bolt are opposite.
The pipe pile pressing plate 22 is formed by rolling a steel plate with the thickness of 10 mm. A
The supporting beam 25 is formed by rolling a steel plate, and a screw hole connected with the position correcting bolt 26 is formed in the supporting beam 25.
The positioning bolt 26 is a high-strength bolt with the diameter of 60 mm.
The support inner pipe 23 is formed by rolling a steel pipe with the diameter of 250mm, two parallel support cross beams 25 are arranged on the support inner pipe 23, and the support inner pipe 23 is connected with the support cross beams 25 in a welding mode.
The support inner pipe 23 is made of a steel pipe having a strength grade of Q345D and a specification of phi 250 × 10.
The guide side plate 27 is formed by rolling a steel plate with the thickness of 2mm and is connected with the position correcting bolt 26 through a nut.
The crown beam connecting plate 31 is formed by rolling a steel plate with the thickness of 10 mm.
The pile top crown beam 29 is formed by rolling a steel plate with the thickness of 10mm, and two ends of the pile top crown beam are provided with crown beam connecting plates 31 with opposite mirror images.
The caulking bag 30 is sewn into a closed long column shape by using a rubber sheet having a thickness of 1 mm.
The crown beam connecting bolt 32 is composed of a high-strength screw rod and a bolt, and the diameter of the high-strength screw rod is 30 mm.
The beam bottom joint filling body 33 adopts grouting material with the strength grade of C35.
The pile side supporting beam 34 is formed by rolling a steel plate with the thickness of 20mm, and the cross section of the pile side supporting beam is L-shaped.
The foundation pit inner support beam 35 is made of H-shaped steel with the specification of 400 × 400 × 13 × 21.
The platform stay 36 is formed by rolling a steel plate, and a hanger bar connecting groove 61 having a cross-sectional shape is provided in the platform stay 36, and the hanger bar connecting groove 61 is connected to the hanger bar connecting tongue 37.
The boom tongue 37 is rolled from a steel plate of 20mm thickness, is "T" shaped in cross-section, and is connected to external traction equipment by a shift cable 62.
The displacement cable 62 is a wire rope with a diameter of 30 mm.
The platform boom 38 is manufactured from steel tubing having a diameter of 200mm and a strength rating of Q345D.
The suspension platform 39 is formed by rolling a steel plate with the thickness of 2mm, the cross section of the suspension platform is U-shaped, and the plane area of the suspension platform is 2m2And is welded perpendicular to the platform boom 38.
The diameter of the drainage well 40 is 300mm, and the drainage well is formed by pouring a cement concrete pipe.
The second anti-drawing pier 41 is formed by rolling a steel pipe with the diameter of 500mm and the wall thickness of 10mm, and a hole for the anti-floating support rib 44 to pass through is formed in the pipe wall of the second anti-drawing pier 41, and the diameter of the hole is 120 mm.
The anti-floating support rib 44 is formed by rolling a steel pipe with the diameter of 100mm and is vertically welded and connected with the anti-floating connecting plate 66. The anti-floating connecting plate 66 is formed by rolling a steel plate with the thickness of 10mm, and the central angle is 30 degrees.
The expanding bag 42 is formed by sewing a rubber sheet with the thickness of 2 mm.
The bladder grouting body 43 and the pier cavity grouting body 45 both adopt cement mortar with the strength grade of M20.
The well top hat plate 46 is rolled from a steel plate with a thickness of 10 mm.
The interface water stop plate 47, the side wall water stop plate 49 and the construction water stop plate 52 are all formed by cutting stainless steel plates with the thickness of 10 mm.
The water-stop sheet connecting rib 48 is made of a threaded ribbed steel bar with the diameter of 32 mm.
The thickness of the interface cushion layer 50 is 30mm, and a well-assembled medium coarse sand material is adopted.
The hardened ground 51 is made of reinforced concrete material with the strength grade of C30 and the thickness of 50 cm.
The bag positioning ribs 53 are formed by rolling a steel tube, and the bottom ends of the bag positioning ribs are inserted into the plugging bags 54.
The plugging bag 54 is a 2mm thick rubber sheet sealed cylinder with a volume of 0.2m3Communicating with the capsular bag positioning rib 53.
The anti-skid supporting ribs 55 are made of rigid elastic sheets with the thickness of 2 mm.
The plugging slip casting 56 is M15 cement mortar.
The lower packing 57 is made of self-compacting concrete, designated C35.
The shaft water-stop plate 58 is rolled into a disc shape protruding upwards by adopting a steel plate, the shaft water-stop plate is rolled by adopting a steel plate with the thickness of 2mm, and a cylinder wall supporting plate 63 and a supporting plate waterproof layer 64 are sequentially arranged on the periphery of the shaft water-stop plate 58 along the annular direction.
The cylinder wall supporting plate 63 is formed by rolling a steel plate with the thickness of 2mm and is welded with the well format plate.
The supporting plate waterproof layer 64 adopts a water swelling water stop strip and is connected with the cylinder wall supporting plate 63 in a sticking way. The upper packing body 59 is made of impermeable concrete having an impermeable grade P8.
Claims (9)
1. The construction method of the combined steel sheet pile cofferdam is characterized in that: the method comprises the following construction steps:
1) construction preparation: surveying and determining the plane positions of the steel pipe pile (1) and the steel plate pile (2) according to design requirements, and preparing materials and devices required by construction;
2) the double-layer position correcting guide pipe is arranged: arranging a first guide pipe (3) and a second guide pipe (4) which are coincided with the axis of the steel pipe pile (1) at the position of the steel pipe pile (1), wherein the first guide pipe (3) and the second guide pipe (4) are positioned in a foundation soil body (7), arranging a guide pipe position control bag (5) in a gap between the first guide pipe (3) and the second guide pipe (4), and limiting the position of the guide pipe position control bag (5) through a position control body top plate (6) at the upper part of the second guide pipe (4); firstly, excavating foundation soil (7) in a first conduit (3) and a second conduit (4), and respectively pressurizing a first position control bag (9) and a second position control bag (10) through a position control bag pressurizing pipe (8) communicated with a conduit position control bag (5) to correct the axial position of the first conduit (3);
3) erecting a pile sinking support frame: the pile sinking support frame (60) comprises a column bottom plate (11), a support frame column (12), a pile sinking control body (13) and a first anti-pulling pier (14); leading a hole in a foundation soil body (7), inserting a first anti-pulling pier (14) into the foundation soil body (7), pressurizing a bracing rib control body (15) in the first anti-pulling pier (14) through a position control pressure pipe (65) at the top of the bracing rib control body (15), and pressing a pressing and expanding bracing rib (17) into the foundation soil body (7) outside the first anti-pulling pier (14) through a bracing rib connecting plate (16) on the side wall of the bracing rib control body (15); firstly, a strut upright post (12) is vertically welded and connected with an upright post bottom plate (11), and then the upright post bottom plate (11) is welded and connected with a pier side connecting plate (18) on the outer side of a first anti-pulling pier (14) or connected through a bolt; pile sinking control bodies (13) are arranged between the bolt side connecting ribs (19) and the upright post side plates (20) on one side of the strut upright post (12);
4) guiding and pressing down the steel pipe pile: firstly, hoisting a steel pipe pile (1) into a first guide pipe (3) by adopting hoisting equipment, enabling a fastening bolt (21) to penetrate through a bolt side connecting rib (19), firmly connecting a pipe pile pressing plate (22) with the steel pipe pile (1) through the fastening bolt (21), and applying a downward pressure to the bolt side connecting rib (19) and the steel pipe pile (1) through a pile sinking control body (13) to press the steel pipe pile (1) into a foundation soil body (7) through the first guide pipe (3);
5) and (3) guiding and inserting the steel sheet piles: limiting a supporting beam (25) through a supporting inner pipe (23) and a supporting cap plate (24), enabling the supporting beam (25) to be vertically welded and connected with the supporting inner pipe (23), then inserting the supporting inner pipe (23) into a pipe cavity of the steel pipe pile (1), connecting the supporting cap plate (24) at the top end of the supporting inner pipe (23) with the top of the steel pipe pile (1), connecting the supporting beam (25) with a guide side plate (27) through a positioning bolt (26), and correcting the transverse position of the guide side plate (27) through the positioning bolt (26); inserting the steel sheet pile (2) between the two opposite guide side plates (27) through external hoisting equipment, and hermetically connecting the steel sheet pile (2) with the pipe pile ear plates (28);
6) construction of a pile top crown beam: arranging a pile top crown beam (29) with a U-shaped cross section at the top end of the steel pipe pile (1), and arranging a joint filling bag (30) in a gap between the pile top crown beam (29) and the steel pipe pile (1) and the steel plate pile (2); firstly, firmly connecting crown beam connecting plates (31) at two sides of a connected pile top crown beam (29) through crown beam connecting bolts (32), and then pressing and injecting a beam bottom joint filling body (33) into a joint filling bag (30) through external grouting equipment to seal a gap between the pile top crown beam (29) and the steel pipe pile (1);
7) arranging a suspension platform: arranging pile side supporting beams (34) on the inner sides of the steel pipe piles (1), and arranging foundation pit inner supporting beams (35) between the pile side supporting beams (34) which are opposite in mirror image; arranging a platform supporting beam (36) on the upper surface of the supporting beam (35) in the adjacent foundation pit, and connecting the suspender connecting tenon (37) with the platform supporting beam (36); a platform suspension rod (38) and a suspension platform (39) are sequentially arranged on the lower surface of the suspension rod joint tenon (37);
8) and (3) hardened ground construction: after the excavation of the soil body in the foundation pit is finished, a drainage well (40) is arranged at the bottom of the foundation pit; inserting a second anti-pulling pier (41) into a downward guide hole from the upper surface of the foundation soil body (7), pressing a bag filling body (43) into the expanding bag (42) to press an anti-floating supporting rib (44) on the side part of the expanding bag (42) into the foundation soil body (7); pouring pier cavity grouting bodies (45) into the tube cavities of the second anti-pulling piers (41); arranging a well top cap plate (46) at the top of the drainage well (40), and connecting the well top cap plate (46) with an interface water-stop plate (47) through a water-stop plate connecting rib (48); firstly, welding a side wall water stop plate (49) on the inner side walls of the steel pipe pile (1) and the steel plate pile (2), then sequentially constructing an interface cushion layer (50) and a hardened ground (51) on a foundation soil body (7) at the bottom of a foundation pit, and arranging a construction water stop plate (52) at a construction joint part of the hardened ground (51);
9) and (3) sealing construction of the drainage well: the bottom end of the bag positioning rib (53) is provided with a plugging bag (54), and the outer side wall of the bag positioning rib (53) is provided with an anti-skid supporting rib (55); firstly, inserting the bag positioning ribs (53) and the plugging bags (54) into the drainage well (40), enabling external grouting equipment to perform pressure injection on the plugging bags (54) through the bag positioning ribs (53) to obtain a plugging grouting body (56), then pouring a lower filling body (57) into a well shaft of the drainage well (40), and when the lower filling body (57) is poured to be 0-50mm above the top surface elevation of the interface water-stop plate (47), inserting the well shaft water-stop plate (58) into the well shaft of the drainage well (40), and then performing construction on an upper filling body (59).
2. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 2) cutting the first conduit (3) and the second conduit (4) by using steel pipes, and enabling the pipe diameter of the first conduit (3) to be smaller than that of the second conduit (4) by 100-200 mm; the catheter position control bag (5) is formed by sewing rubber sheets and comprises two first position control bags (9) and two second position control bags (10), the first position control bags (9) and the second position control bags (10) are distributed at intervals, and each first position control bag (9) and each second position control bag (10) are respectively communicated with a position control bag pressurization pipe (8); the top plate (6) of the position control body is formed by rolling a steel plate, has an L-shaped cross section and is connected with the catheter position control bag (5) in a sticking way.
3. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 3), the strut upright post (12) is formed by rolling profile steel and is vertically welded and connected with the upright post bottom plate (11); the upright post side plates (20) are formed by rolling steel plates and are vertically welded with the upright posts (12) of the support; the bolt side connecting rib (19) is formed by rolling a steel plate, the cross section of the bolt side connecting rib is T-shaped, and a screw hole connected with a fastening bolt (21) is formed in the bolt side connecting rib (19); the upright post side plate (22) is formed by rolling a steel plate, the cross section of the upright post side plate is arc-shaped, the inner diameter of the upright post side plate is the same as the outer diameter of the steel pipe pile (1), and the upright post side plate (22) is connected with the fastening bolt (21) through a nut; the pile sinking control body (13) adopts a hydraulic jack; the first anti-pulling pier (14) is formed by rolling a steel pipe, and the outer side wall of the first anti-pulling pier is provided with a hole for the pressing expansion rib (17) to penetrate through; the pressure expansion supporting rib (17) is formed by rolling a steel plate and is vertically welded and connected with the supporting rib connecting plate (16); prop muscle accuse body (15) and adopt the sheet rubber to sew up and form, prop muscle accuse body (15) lateral wall and prop muscle even board (16) and paste and be connected, prop muscle accuse body (15) top and accuse pressure pipe (65) intercommunication.
4. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 4), rolling the steel pipe pile (1) by using a steel pipe, and arranging pipe pile ear plates (28) opposite to each other in a mirror image manner on the outer side wall of the steel pipe pile (1); the tubular pile ear plate (28) is formed by rolling a steel plate and is hermetically connected with the steel plate pile (2).
5. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 5), rolling the support inner pipe (23) by using a steel pipe, arranging two parallel support cross beams (25) on the support inner pipe (23), welding the support inner pipe (23) and the support cross beams (25), and welding the top end of the support inner pipe (23) and the support cap plate (24); the support cap plate (24) is formed by rolling a steel plate, and the cross section of the support cap plate is L-shaped; the supporting cross beam (25) is formed by rolling a steel plate, and a screw hole connected with the positioning bolt (26) is formed in the supporting cross beam (25); the guide side plate (27) is formed by rolling a steel plate and is connected with the position correcting bolt (26) through a nut.
6. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 6), the pile top crown beam (29) is formed by rolling a steel plate, and crown beam connecting plates (31) with mirror images opposite to each other are arranged at two ends of the pile top crown beam; the joint filling bag (30) is a sealed long column structure which is sewed by rubber sheets; the beam bottom joint filling body (33) adopts cement mortar or grouting material or self-compacting concrete.
7. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 7), the pile side supporting beam (34) is formed by rolling a steel plate, and the cross section of the pile side supporting beam is L-shaped; the platform supporting beam (36) is formed by rolling a steel plate, a suspender connecting groove (61) with a cross section in a cross shape is arranged in the platform supporting beam (36), and the suspender connecting groove (61) is connected with the suspender connecting tenon (37); the hanger rod joint tongue (37) is formed by rolling a steel plate, is T-shaped in cross section and is connected with external traction equipment through a shifting inhaul cable (62).
8. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 8), rolling the second anti-drawing pier (41) by adopting a steel pipe, and arranging a hole for an anti-floating support rib (44) to pass through on the pipe wall of the second anti-drawing pier (41); the anti-floating support rib (44) is formed by rolling a steel pipe or section steel or a steel plate and is vertically welded and connected with the anti-floating connecting plate (66); the anti-floating connecting plate (66) is formed by rolling a steel plate, the cross section of the anti-floating connecting plate is arc-shaped, the anti-floating connecting plate (66) is vertically welded and connected with the anti-floating supporting rib (44), and the anti-floating connecting plate (66) is adhered and connected with the expanding bag (42).
9. The construction method of the combined steel sheet pile cofferdam of claim 1, wherein: step 9), rolling the bag positioning ribs (53) by using steel pipes, and inserting the bottom ends of the bag positioning ribs into the plugging bags (54); the plugging bag (54) is a sealed cylindrical structure formed by sewing a rubber sheet or a geomembrane and is communicated with the bag positioning rib (53); the anti-skid supporting ribs (55) adopt rigid elastic sheets; the shaft water-stop plate (58) is rolled into a disc shape which is convex upwards by adopting a steel plate, and a cylinder wall supporting plate (63) and a supporting plate waterproof layer (64) are sequentially arranged on the periphery of the shaft water-stop plate (58) along the annular direction; the cylinder wall supporting plate (63) is formed by rolling a steel plate and is welded with the well format plate; the supporting plate waterproof layer (64) adopts a water swelling water stop strip and is connected with the cylinder wall supporting plate (63) in a sticking way; the upper filling body (59) adopts impermeable concrete; the lower filling body (57) adopts self-compacting concrete.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000192446A (en) * | 1998-12-24 | 2000-07-11 | Nippon Steel Corp | Steel sheet pile and method for constructing steel-sheet pile wall |
| CN1837512A (en) * | 2006-04-07 | 2006-09-27 | 上海市政工程设计研究总院 | Combined cofferdam of steel slab pile and steel pipe pile an method for manufacturing the same |
| CN112302020A (en) * | 2020-10-23 | 2021-02-02 | 中国五冶集团有限公司 | Guiding device for inserting and driving construction of first pile of large-scale lock catch steel pipe pile cofferdam |
| CN113026779A (en) * | 2021-01-20 | 2021-06-25 | 安徽省公路桥梁工程有限公司 | Combined steel sheet pile cofferdam and construction method |
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2021
- 2021-09-08 CN CN202111049876.1A patent/CN113832997B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000192446A (en) * | 1998-12-24 | 2000-07-11 | Nippon Steel Corp | Steel sheet pile and method for constructing steel-sheet pile wall |
| CN1837512A (en) * | 2006-04-07 | 2006-09-27 | 上海市政工程设计研究总院 | Combined cofferdam of steel slab pile and steel pipe pile an method for manufacturing the same |
| CN112302020A (en) * | 2020-10-23 | 2021-02-02 | 中国五冶集团有限公司 | Guiding device for inserting and driving construction of first pile of large-scale lock catch steel pipe pile cofferdam |
| CN113026779A (en) * | 2021-01-20 | 2021-06-25 | 安徽省公路桥梁工程有限公司 | Combined steel sheet pile cofferdam and construction method |
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