Shared lock catch steel pipe pile cofferdam close to bridge bearing platform under high-speed railway line and construction method

Abstract

The invention discloses a shared lock catch steel pipe pile cofferdam close to a bridge bearing platform under a high-speed railway line and a construction method, and the shared lock catch steel pipe pile cofferdam close to the bridge bearing platform under the high-speed railway line comprises a first lock catch steel pipe pile, a second lock catch steel pipe pile, a third lock catch steel pipe pile and a fourth lock catch steel pipe pile, the third lock catch steel pipe pile and the fourth lock catch steel pipe pile are connected with the first lock catch steel pipe pile and the second lock catch steel pipe pile. The lock catch steel pipe pile cofferdam is adopted to replace a double-wall steel cofferdam, the problems that the clear distance close to a bridge bearing platform is too small, and no space exists for independently arranging an overwater steel cofferdam are solved, and under the condition that two projects are both control projects and need to be constructed synchronously, a row of shared lock catch steel pipe piles are inserted in the middle to be used in the construction stage of the two bridge bearing platforms at the same time; an independent and separated cofferdam stress system is formed, the condition of synchronous construction of the two newly-built bridges is guaranteed, the using number of the steel pipe pile cofferdams is reduced, and material consumption is reduced.

Description

TECHNICAL FIELD

[0001] The application relates to a subway vibration reduction system technical field, in particular to a lock buckle steel pipe pile cofferdam shared by a bridge pile cap close to a high-speed rail line and a construction method. BACKGROUND

[0002] Most of the domestic roads are built together with railways, and the public and railway dual-purpose upper and lower spaces are adopted, or the line clearance distance is more than 10 m.

[0003] If the road bridge and the railway bridge are parallel, and the plane space clearance distance between the two bridges is extremely small, the space for separately arranging the steel cofferdam is insufficient, the sizes of the road and railway bridge pile caps are different, the construction steps are inconsistent, the cofferdam shared by the cofferdam has a great influence, and the leakage plugging is difficult. In addition, the construction platform clearance distance is small, the plane position is crossed, and the safety risk is high. Therefore, a new construction method is urgently needed. SUMMARY

[0004] The purpose of the application is to provide a lock buckle steel pipe pile cofferdam shared by a bridge pile cap close to a high-speed rail line and a construction method, so as to solve the problem that the plane space clearance distance between the two bridges is too small and difficult to construct.

[0005] In a first aspect, the application provides a lock buckle steel pipe pile cofferdam shared by a bridge pile cap close to a high-speed rail line, which adopts the following technical scheme: A lock buckle steel pipe pile cofferdam shared by a bridge pile cap close to a high-speed rail line, comprising an inner support system and an outer enclosure system, the outer enclosure system comprises a first lock buckle steel pipe pile and a second lock buckle steel pipe pile, the first lock buckle steel pipe pile and the second lock buckle steel pipe pile are arranged in an interlaced array around the inner support system to form a closed area, a surrounding purlin is arranged between the inner support system and the outer enclosure system, a filling layer is arranged between the surrounding purlin and the outer enclosure system, and the cofferdam further comprises a third lock buckle steel pipe pile and a fourth lock buckle steel pipe pile for realizing a cofferdam of other areas, the third lock buckle steel pipe pile and the fourth lock buckle steel pipe pile are connected with the first lock buckle steel pipe pile and the second lock buckle steel pipe pile.

[0006] By adopting the above technical scheme, the lock buckle steel pipe pile cofferdam is used instead of the double-wall steel cofferdam, the situation that the clearance distance between the bridge pile caps is too small and there is no space to separately arrange the water steel cofferdam is solved, and in the case that the two projects are both control projects and need to be constructed synchronously, a row of shared lock buckle steel pipe piles are inserted and driven for the two bridge pile caps to be used simultaneously in the construction phase, a cofferdam stress system that is independent and separated is formed, the conditions for the synchronous construction of the two new bridge projects are ensured, the number of steel pipe pile cofferdams used is greatly reduced, the consumption of mechanical equipment and materials is reduced, the construction safety and quality are ensured, and the construction period is ensured.

[0007] Optionally, the inner support system comprises four inner support rods, and the four inner support rods form an inner support frame, and each corner point of the inner support frame is connected with a midpoint of an edge of the surrounding purlin.

[0008] Optionally, the inner support system further comprises a steel casing and a corbel, and the steel casing is connected with the surrounding purlin through the corbel.

[0009] A construction method for constructing the bridge pile cap shared lock steel pipe pile cofferdam close to the high-speed rail line is provided, and the method comprises the following steps. S1, pile foundation construction, after the completion of the pile foundation construction, the main trestle and the two side trestles are used as the construction platform, the inner support system is assembled, and the inner support system is lowered; S2, the installed inner support system is used as the positioning and guiding base, and the steel pipe piles are sequentially inserted and driven in one direction to the design elevation; S3, the corbel is removed, the steel casing is cut, and the dredging is performed to the bottom elevation of the foundation pit without water excavation and mud suction, and the bottom of the foundation pit is leveled; S4, the bottom sealing concrete is poured, and then the pile cap is poured; S5, after the pile cap concrete reaches the design strength, the formwork is removed, the cofferdam is filled with water to the elevation of the pile cap surface, and the main pier body construction is performed.

[0010] Through the above technical solution,

[0011] Optionally, step S1 further comprises the following steps: S11, pile foundation construction, after the completion of the pile foundation construction, the drilling platform is removed, the main trestle and the two side trestles are used as the construction platform, the stratum soil within the cofferdam range is stirred, and the riverbed line is cleaned to the top elevation of the pile cap; S12, the specified steel casing is connected to the elevation position, two layers of corbels are welded on the outer side of the steel casing, the first layer is the cofferdam inner support assembly support corbel, and the second layer is the cofferdam inner support overall lowering corbel; S13, the cofferdam surrounding purlin and the inner support frame are assembled, and the assembled inner support frame is hung on the steel casing lowering corbel; S14, the support corbel is removed, and the cofferdam inner support system is lowered to the design elevation by using the jack on the lowering corbel and the finished rolled threaded steel.

[0012] Optionally, step S2 further comprises the following steps: S21, a caterpillar crane and a vibration hammer are selected to insert and drive the lock steel pipe pile; S22, the caterpillar crane hoists the steel pipe pile to the insertion and driving position, the lock opening of the steel pipe pile is yin-yang engaged with the lock opening of the steel pipe pile sunk, and the caterpillar crane slowly lowers the steel pipe pile to be installed in place by abutting against the inner support structure as the positioning and guiding device until the steel pipe pile is not sunk and self-stable in the riverbed; S23, remove the pile head jack rope, use the crane main hook to hoist the vibration hammer to the pile head, clamp the pile wall with the hammer clamp, start the vibration hammer to sink the pile, until the design depth stops, the hoisting rope of the crawler crane should be released synchronously during the sinking process, and the hammer body and the pile body are kept in a vertical state; S24, the lock pipe pile cannot be punched into the design depth, the pile can be sunk by water jet or suction method, or the hole can be drilled first and then inserted and punched; S25, in order to ensure that the lock pipe pile is successfully closed, the pile body is ensured to be vertical during the insertion and punching process, and the difference between the upper and lower widths of the lock pipe pile is controlled to be not more than 2% of the length of the pile.

[0013] Optionally, in step S3, the silt is cleaned by suction method.

[0014] Optionally, in step S4, after the bottom sealing concrete reaches the design strength, the joint between the lock pipe piles is blocked, and the automatic blocking trolley is used for the blocking construction.

[0015] Optionally, the automatic blocking trolley comprises a frame, a track assembly, a moving assembly and a blocking assembly, the track assembly and the moving assembly are both installed below the frame, and the blocking assembly is installed above the frame. The track assembly comprises a track frame and a track strip installed on the track frame, and the track frame is provided with an electromagnet and a first permanent magnet. The moving assembly comprises a first jack, a second jack and a vacuum suction cup, the first jack is arranged along the length direction of the frame and is fixedly connected with the frame, the second jack is arranged along the thickness direction of the frame and is fixedly connected with the movable end of the first jack, and the vacuum suction cup is connected with the movable end of the second jack and is used for being adsorbed on the lock pipe pile.

[0016] Optionally, the blocking assembly comprises a support, a third jack, a fourth jack and a working block, the support is fixedly connected with the frame, the third jack is arranged along the length direction of the frame and is fixedly connected with the support, the fourth jack is arranged along the thickness direction of the frame and is fixedly connected with the movable end of the third jack, and the working block is fixedly connected with the movable end of the fourth jack, and the working block is provided with a scanner, a filling pipe and a curing lamp.

[0017] In summary, the present application has at least one of the following beneficial technical effects: 1. The lock steel pipe pile cofferdam is used instead of the double-wall steel cofferdam, the small net distance of the bridge bearing platform close to the bridge is solved, the water steel cofferdam is not arranged alone, meanwhile, the two projects are control projects and need to be constructed simultaneously, a row of shared lock steel pipe piles are inserted and driven in the middle for the two bridge bearing platforms to be simultaneously used in the construction stage, an independent and separated cofferdam stress system is formed, the conditions of the simultaneous construction of the two projects are ensured, the number of the steel pipe cofferdams is greatly reduced, the consumption of the mechanical equipment and materials is reduced, the construction safety and quality are ensured, and the construction period is ensured. BRIEF DESCRIPTION OF DRAWINGS

[0018] Fig. 1 It is the top view schematic diagram of the whole lock steel pipe pile cofferdam shared by the bridge bearing platforms close to the high-speed rail line.

[0019] Fig. 2 It is the side view schematic diagram of the whole lock steel pipe pile cofferdam shared by the bridge bearing platforms close to the high-speed rail line.

[0020] Fig. 3 It is the structure schematic diagram of the automatic leaking stoppage trolley.

[0021] In the figure, 1, inner support frame; 11, steel casing; 12, corbel; 2, enclosing purlin; 21, first inner support and enclosing purlin; 22, second inner support and enclosing purlin; 3, outer enclosure system; 31, first lock steel pipe pile; 32, second lock steel pipe pile; 33, third lock steel pipe pile; 4, trolley frame; 5, crawler assembly; 51, crawler frame; 52, crawler bar; 6, moving assembly; 61, first jack; 62, second jack; 63, vacuum chuck; 7, leaking stoppage assembly; 71, support; 72, third jack; 73, fourth jack; 74, working block; 741, scanner; 742, filling pipe; 743, curing lamp. DETAILED DESCRIPTION

[0022] The application will be described in further detail with reference to the drawings. These drawings are simplified schematic diagrams, and only schematically show the basic structure of the application, and thus only show the configurations related to the application.

[0023] In the description of the present application, it needs to be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application. In addition, the features defined with "first", "second" can be explicitly or implicitly include one or more of the features. In the description of the present application, unless otherwise specified and limited, the term "mounting", "connection", "connection" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or integrally connected; it can be mechanically connected, or it can be electrically connected; it can be directly connected, or it can be indirectly connected through an intermediate medium, or it can be the communication inside two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0024] Embodiment one In a first aspect, the present application discloses a lock buckle steel pipe pile cofferdam for bridge pile cap under high-speed rail.

[0025] A lock buckle steel pipe pile cofferdam for bridge pile cap under high-speed rail, referring to Figs. 1-2 , comprising an inner support system and an outer enclosure system 3, the outer enclosure system 3 comprises a first lock buckle steel pipe pile 31 and a second lock buckle steel pipe pile 32, the first lock buckle steel pipe pile 31 and the second lock buckle steel pipe pile 32 are arranged in a staggered array around the inner support system to form a closed area, a surrounding purlin 2 is arranged between the inner support system and the outer enclosure system 3, and a filling layer is arranged between the surrounding purlin 2 and the outer enclosure system 3, which can be filled with mortar. It also includes a third lock buckle steel pipe pile 33 and a fourth lock buckle steel pipe pile for realizing cofferdam in other areas, and the third lock buckle steel pipe pile 33 and the fourth lock buckle steel pipe pile are connected with the first lock buckle steel pipe pile 31 and the second lock buckle steel pipe pile 32.

[0026] The third lock buckle steel pipe pile 33 has the same structure as the first lock buckle steel pipe pile 31, and the fourth lock buckle steel pipe pile has the same structure as the second lock buckle steel pipe pile 32, a T-shaped protrusion is arranged on the side wall of the first lock buckle steel pipe pile 31 along the axial direction of the first lock buckle steel pipe pile 31, and a groove for the T-shaped protrusion to be inserted into is arranged on the side wall of the second lock buckle steel pipe pile 32 along the axial direction of the second lock buckle steel pipe pile 32, so that the T-shaped protrusion and the groove are engaged with each other.

[0027] The lock steel pipe pile cofferdam is used to replace the double-wall steel cofferdam, and the problem of small net distance from the bridge bearing platform is solved, and there is no space to separately set the water steel cofferdam, meanwhile, considering the situation that the two projects are control projects and need to be constructed simultaneously, a row of shared lock steel pipe piles are inserted and driven to be used for the construction of the bearing platforms of the two bridges, a force system of the cofferdam which is independent and separated is formed, the conditions for the simultaneous construction of the two projects are ensured, the number of the steel pipe cofferdams is greatly reduced, the consumption of the mechanical equipment and materials is reduced, the construction safety and quality are ensured, and the construction period is ensured.

[0028] Specifically, the inner support system includes four inner support rods, which form an inner support frame 1, and each corner point of the inner support frame 1 is connected to the midpoint of an edge of the surrounding purlin 2. The inner support frame 1 and the surrounding purlin 2 are provided with two groups from top to bottom, and the upper group is the first inner support and surrounding purlin 212, and the lower group is the second inner support and surrounding purlin 222.

[0029] The inner support system further includes a steel casing 11 and a corbel 12, and the steel casing 11 is connected to the surrounding purlin 2 through the corbel 12.

[0030] In a second aspect, the application discloses a construction method.

[0031] A construction method for constructing the above-mentioned shared lock steel pipe pile cofferdam for the bridge bearing platform close to the high-speed rail line includes the following steps: S1, pile foundation construction, after the completion of the pile foundation construction, the main trestle and the two side trestles are used as the construction platform, the inner support system is assembled, and the inner support system is lowered. Specifically, the following steps are included: S11, after the completion of the pile foundation construction, the drilling platform is removed, the main trestle and the two side trestles are used as the construction platform, the stratum soil in the cofferdam range is stirred, and the riverbed line is cleaned to the top elevation of the bearing platform.

[0032] Specifically, after the completion of the drilling pile construction, the drilling machine is removed, and the drilling pile construction platform is cleaned. The stratum soil in the cofferdam range is stirred, the riverbed line is cleaned to the top of the bearing platform, the pile foundation drilling construction platform is transformed, the steel pipe piles in the cofferdam range, the platform distribution beam and the bridge deck slab are removed, and the main trestle and the two side trestles are used as the operation platform for the construction of the steel cofferdam.

[0033] S12, the specified steel casing 11 is connected to the elevation position, two layers of corbels 12 are welded outside the steel casing 11, the first layer is the cofferdam inner support assembly support corbel 12, and the second layer is the cofferdam inner support overall lowering corbel 12. The distribution beam and the jack are arranged above the lowering corbel 12.

[0034] Specifically, after the drilling platform is removed, four corner point steel casings 11 are connected, and two rows of surrounding purlins 2 and inner support brackets 12 are welded on the connected steel casings 11, a total of 16 brackets 12 are arranged for assembling and welding the inner support system, and the top bracket 12 serves as part of the overall lowering of the inner support system.

[0035] S13, assemble the surrounding purlins 2 and the inner support frame 1 of each layer of the cofferdam, and the assembled inner support frame 1 is hung on the lowering bracket 12 of the steel casing 11.

[0036] Specifically, the brackets 12 are welded on the outside of the connected steel casings 11 as an assembly platform for the inner support structure of the cofferdam, and the surrounding purlins 2, the inner support, and the vertical connection between the inner supports are assembled on the support brackets 12, and the surrounding purlins 2 and the inner support are assembled layer by layer from bottom to top.

[0037] The surrounding purlins 2 and the inner support are cut and welded according to the design drawings in the processing yard, and then transported to the installation site for direct installation. The lengthening of the surrounding purlins 2 is first lengthened on the positioning rack and then hoisted to the assembly bracket 12. The butt weld should be welded with equal strength.

[0038] Before installing each layer of surrounding purlins 2, measure and position to ensure that the installation plane position and elevation meet the design requirements. The welding of the surrounding purlins 2 and the inner support is an angle weld, and each row of surrounding purlins 2 is welded into a whole at the end connection with a reinforcing steel plate. Since the stress is concentrated at the four corner points of this structure, local reinforcement of the surrounding purlins 2 cross section is required, and the two ends of the inner support need to be fully tightened and welded to the surrounding purlins 2; the weld length, height and appearance quality should meet the requirements of the steel structure welding specification.

[0039] S14, remove the support bracket 12, and use the jack on the lowering bracket 12 and the finished threaded steel to lower the cofferdam inner support system to the design elevation.

[0040] Specifically, the lowering bracket 12 is formed on the outside of the connected steel casings 11 to form an upper hanging point. The overall weight of the cofferdam inner support system is about 90 tons, and the lowering system is provided with 4 upper hanging points, each of which bears a load of about 22.5 tons. Each upper hanging point uses 2 finished threaded steels of PSB930φ25, each of which bears a tension of 11.25 tons. Each hanging point is composed of 2[32b and 2[20b steel hangers, and the lowering point is fixed firmly with a finished nut. Each hanging system is equipped with 2 PSB930 φ25 finished threaded steels and 1 50t through-hole continuous jack, which uses the extension and retraction of the through-hole jack cylinder and the cooperation of the top steel stool to exchange force, so as to realize the overall lowering of the cofferdam inner support structure. In order to prevent the finished steel from being burned by spot welding sparks during cofferdam assembly and to avoid brittle fracture during lowering, each finished steel is protected by a PVC pipe.

[0041] After the internal support structure is assembled, check the safety of the lowering structure. Lift the entire structure 10cm and let it stand still for 30 minutes to check for deformation and reliability. Also, recheck the correct plane position of the top opening of the internal support (if the top opening is correct, the bottom opening can be positioned using a plumb line). Once the lowering structure is stable and in good condition, remove all 12 platforms of the corbel before lowering the entire internal support structure.

[0042] Before lowering the inner support, mark the scale on the casing. During lowering, check the structure for deformation at any time, paying particular attention to ensuring uniform stress on the steel strands. When the inner support is lowered by 1 meter, a surveyor should carefully monitor and measure. When the height difference of the lowered plane exceeds 5 cm, leveling should be carried out according to the measurement data.

[0043] S2. Using the installed internal support system as a positioning guide, drive steel pipe piles sequentially in one direction to the design elevation. This includes the following steps: S21. A 130t crawler crane and a DZ120 vibratory hammer are used to drive the interlocked steel pipe piles (for ease of description, the first interlocked steel pipe pile 31, the second interlocked steel pipe pile 32, the third interlocked steel pipe pile 33, and the fourth interlocked steel pipe pile are collectively referred to as interlocked steel pipe piles). It should be noted that after the steel pipe piles are driven and closed, 2I-20b channel steel is used to weld the inner support to the steel casing 11 to transfer the load.

[0044] S22. The crawler crane lifts the steel pipe pile to the driving position, so that its locking joints are engaged with the locking joints of the already driven steel pipe piles, and slowly lowers it into the riverbed without sinking and with self-stabilization, using the installed internal support structure as a positioning and guiding device.

[0045] S23. Remove the pile head jack rope, use the crane's main hook to lift the vibratory hammer to the pile head, and clamp the pile wall with the hammer clamp; start the vibratory hammer to drive the pile until the designed depth is reached. During the sinking process, the lifting rope of the crawler crane should be released simultaneously to control the hammer body to remain perpendicular to the pile body.

[0046] S24. If the interlocking steel pipe pile cannot be driven to the designed depth, water jetting or mud suction can be used to assist in sinking, or a pilot hole can be drilled first and then driven in.

[0047] S25, to ensure the smooth closure of the lock steel pipe pile, ensure the pile vertical during the driving process, strengthen the measurement work in the construction, find the inclination, adjust in time, so that the inclination of each group of steel pipe pile in the direction of the cofferdam perimeter and its vertical direction is not more than 5 ‰, at the same time, in order to make the cofferdam perimeter can be evenly divided by the number of steel pipe pile, draw the position of each group of steel pipe pile on the cofferdam guide beam according to the actual width of the steel pipe pile group in advance, so that the width error is dispersed, and during the pile driving, the plan position of the steel pipe pile is adjusted accordingly, so that the error is not more than ± 15 mm, when there is still difficulty, several groups of steel pipe piles on both sides of the closure are not inserted into the riverbed, and the adjustment is carried out in the suspended state. When it is not possible to close smoothly, special-shaped steel pipe piles are manufactured according to the actual size of the closure, but the difference between the upper and lower widths of the special-shaped steel pipe pile shall not exceed 2% of the length of the pile.

[0048] S3, remove the hanger 12 system, cut the steel casing 11, without water excavation, suction to the bottom of the foundation pit, dredging, leveling the bottom of the foundation pit.

[0049] Specifically, after the lock steel pipe pile is closed, the cofferdam bottom silt can be cleaned. The silt is cleaned by "suction method". The suction mud configuration high pressure pump (head 120 m, single machine flow 130 m3 / h) 2, water gun (nozzle diameter 12 mm) 2, water suction machine (diameter 25 mm) 2, high pressure water pipeline and low pressure mud pipeline and adjusting water tank.

[0050] Build the bottom sealing platform and pour 2m thick C25 underwater concrete bottom sealing. After the bottom of the foundation is dredged to the design elevation, the cofferdam bottom can be sealed. The cofferdam bottom is sealed by underwater bottom sealing method. In order to ensure the bonding force between the bottom sealing concrete and the wall of the steel casing 11 and the wall of the lock steel pipe pile, the attachments on the outer wall of the steel casing 11 and the inner side surface of the lock steel pipe pile cofferdam within the thickness range of the bottom sealing concrete are removed by water jet method before the cofferdam bottom is sealed. After cleaning, professional divers dive underwater to check, and ensure that the attachments are completely removed, which is the key process of successful bottom sealing.

[0051] Weld steel support on the steel casing 11, lay footboard pedestrian access, and lay operation platform around the guide pipe. The guide pipe for underwater concrete bottom sealing is arranged on the built bottom sealing platform, 8 fixed points are planned to be arranged for bottom sealing, and 9 guide pipes are planned to be used, of which 8 are fixed and 1 is flowing. The distance from the bottom of the guide pipe to the bottom surface is controlled within 20 to 30 cm, and the maximum extension distance of the concrete of each guide pipe is controlled within 5 m.

[0052] S4, after the strength of the bottom sealing concrete reaches 100% requirement, the water in the cofferdam is pumped to the bottom sealing concrete surface, the bottom is cleaned, and the pile foundation detection is carried out after the pile head is broken.

[0053] Specifically, after the bottom sealing concrete reaches the design strength, a professional diver dives underwater to fill and extrude the joint between each lock steel pipe pile above the riverbed with a cotton geotextile, and the geotextile is extruded more strongly with the joint under the action of water pressure, and the water blocking property is better. If large-scale water leakage still occurs, a small grouting pipe is used to extend into the CO joint for further grouting treatment.

[0054] After the pile foundation detection is qualified, the cap steel bars are bound, the formwork is erected, the main pier body steel bars and 0# block support 71 embedded parts are pre-buried, and the cap concrete is poured. The railway bridge pier has been constructed during the construction stage of the railway bridge cap cofferdam, and the cofferdam connection construction is performed by the railway construction unit. The joint steel pipe pile is reserved during the cofferdam construction to reduce the cofferdam leakage caused by the vibration of the inserted and driven cofferdam.

[0055] S5, after the cap concrete reaches the design strength, the formwork is removed, the cofferdam is filled with water to the cap surface elevation, the second inner support and coffering 2 are removed, and the main pier body construction is performed.

[0056] The main pier body construction is performed, and after the pier body water surface 2m, the cofferdam is continuously filled with water to 1m below the center line of the first inner support and coffering 2, and the first inner support and coffering 2 are removed. Continue to fill water until there is no water head difference between the inside and outside of the cofferdam, and then remove the steel pipe pile.

[0057] Example Two The difference from Example One is that in step S4, after the bottom sealing concrete reaches the design strength, the joint between the lock steel pipe piles is blocked and leaked, and the automatic leakage blocking trolley is used for the leakage blocking construction.

[0058] Reference Fig. 3 The automatic leakage blocking trolley includes a frame 4, a track assembly 5, a moving assembly 6, and a leakage blocking assembly 7. The track assembly 5 and the moving assembly 6 are both installed below the frame 4, and the leakage blocking assembly 7 is installed above the frame 4. The track assembly 5 includes a track frame 51 and a track strip 52 installed on the track frame 51, and an electromagnet and a first permanent magnet are installed on the track frame 51. The track assembly 5 can move linearly and turn.

[0059] The moving assembly 6 includes a first jack 61, a second jack 62, and a vacuum suction cup 63. The first jack 61 is arranged along the length direction of the frame 4 and is fixedly connected with the frame 4. The second jack 62 is arranged along the thickness direction of the frame 4 and is fixedly connected with the movable end of the first jack 61. The vacuum suction cup 63 is connected with the movable end of the second jack 62 and is used for being adsorbed on the lock steel pipe pile. A negative pressure pipe is communicated with the vacuum suction cup 63, and a second permanent magnet is installed on the vacuum suction cup 63.

[0060] When the normal moving, the electromagnetic and the first permanent magnet and the magnetic force of the lock buckle steel pipe pile, so that the track bar 52 can be on the surface of the steel pipe pile, when encountering obstacles, the movable end of the second jack 62 is extended, so that the vacuum chuck 63 is adsorbed on the lock buckle steel pipe pile, the second permanent magnet is used to guarantee the reliability of the vacuum chuck 63 adsorption, at this time the electromagnetic loses electricity, the movable end of the second jack 62 continues to extend, so that the track bar 52 is separated from the surface of the lock buckle steel pipe pile, then the first jack 61 works, drives the whole frame 4 to move, so as to cross the obstacle, then the movable end of the second jack 62 is retracted, the track bar 52 is in contact with the surface of the lock buckle steel pipe pile, the electromagnetic is powered on and continues to work, the vacuum chuck 63 releases the negative pressure, the second jack 62 is completely reset, and the vacuum chuck 63 is separated from the surface of the lock buckle steel pipe pile. The first permanent magnet and the second permanent magnet only provide basic magnetic force, which can be overcome by the power of the first jack 61.

[0061] The leaking stoppage assembly 7 comprises a support 71, a third jack 72, a fourth jack 73 and a working block 74, the support 71 is fixedly connected to the frame 4, the third jack 72 is arranged along the length direction of the frame 4 and is fixedly connected with the support 71, the fourth jack 73 is arranged along the thickness direction of the frame 4 and is fixedly connected with the movable end of the third jack 72, and the working block 74 is fixedly connected with the movable end of the fourth jack 73, and the working block 74 is provided with a scanner 741, a filling pipe 742 and a curing lamp 743.

[0062] In working, the scanner 741 scans the leakage, then the filling pipe 742 fills the mortar, and the curing lamp 743 improves the curing efficiency.

[0063] The embodiments of the specific embodiment are the preferred embodiments of the application, not limited by the protection scope of the application, wherein the same parts are indicated by the same reference numerals. Therefore: any equivalent changes made according to the structure, shape and principle of the application should be covered in the protection scope of the application.

Claims

1. A co-used lock steel pipe pile cofferdam for a bridge bearing platform immediately below a high-speed railway line, characterized in that, The inner support system and the outer enclosure system (3) are included, the outer enclosure system (3) includes the first locking steel pipe pile (31) and the second locking steel pipe pile (32), the first locking steel pipe pile (31) and the second locking steel pipe pile (32) are arranged in an interlaced array around the inner support system to form a closed area, a surrounding purlin (2) is arranged between the inner support system and the outer enclosure system (3), and a filling layer is arranged between the surrounding purlin (2) and the outer enclosure system (3); The third locking steel pipe pile (33) and the fourth locking steel pipe pile for realizing other area cofferdams are further included, and the third locking steel pipe pile (33) and the fourth locking steel pipe pile are connected with the first locking steel pipe pile (31) and the second locking steel pipe pile (32).

2. The co-locked steel pipe pile cofferdam of the bridge bearing platform immediately below the high-speed railway according to claim 1, characterized in that: The inner support system includes four inner support rods, and the four inner support rods form an inner support frame (1), and each corner point of the inner support frame (1) is connected with a midpoint of an edge of the surrounding purlin (2).

3. The co-locked steel pipe pile cofferdam of the bridge bearing platform immediately below the high-speed railway according to claim 2, characterized in that: The inner support system further includes a steel casing (11) and a corbel (12), and the steel casing (11) is connected with the surrounding purlin (2) through the corbel (12).

4. A construction method for the construction of the co-locked steel pipe pile cofferdam for the bridge bearing platform immediately below the high-speed railway line according to claim 3, characterized in that: The method includes the following steps: S1, pile foundation construction, after the completion of the pile foundation construction, the main stack bridge and the two side stack bridges are used as a construction platform, the inner support system is assembled, and the inner support system is lowered; S2, the installed inner support system is used as a positioning and guiding base, and the steel pipe piles are sequentially inserted and driven in one direction to the design elevation; S3, the corbel (12) is removed, the steel casing (11) is cut, and the water is not pumped for excavation and mud suction to the bottom elevation of the foundation pit, the bottom of the foundation pit is dredged and leveled; S4, the bottom sealing concrete is poured, and then the pile cap is poured; S5, after the pile cap concrete reaches the design strength, the formwork is removed, the cofferdam is filled with water to the top elevation of the pile cap, and the main pier body construction is carried out.

5. A method of construction according to claim 4 wherein: The step S1 further includes the following steps: S11, pile foundation construction, after the completion of the pile foundation construction, the drilling platform is removed, the main stack bridge and the two side stack bridges are used as a construction platform, the stratum soil in the cofferdam range is stirred, and the riverbed line is cleaned to the top elevation of the pile cap; S12, the specified steel casing (11) is connected to the elevation position, two layers of corbels (12) are welded outside the steel casing (11), the first layer is a cofferdam inner support assembly support corbel (12), and the second layer is a cofferdam inner support whole lowering corbel (12); S13, the cofferdam surrounding purlin (2) and the inner support frame (1) are assembled, and the assembled inner support frame (1) is hung on the lowering corbel (12) of the steel casing (11); S14, the support corbel (12) is removed, and the cofferdam inner support system is lowered to the design elevation by using the jack on the lowering corbel (12) and the finished rolled threaded steel.

6. A method of construction according to claim 5 wherein: The step S2 further includes the following steps: S21, a caterpillar crane and a vibration hammer are selected to insert and drive the locking steel pipe pile; S22, the caterpillar crane hoists the steel pipe pile to the insertion and driving position, the locking ports are yin and yang engaged with the locking ports of the steel pipe pile sunk, and the inner support structure installed in place is used as a positioning and guiding device to slowly lower the steel pipe pile until it is not sunk and self-stable in the riverbed. S23, remove the pile head jack rope, use the crane main hook to hoist the vibration hammer to the pile head, clamp the pile wall with the hammer clamp, start the vibration hammer to sink the pile, until the design depth stops, the hoisting rope of the crawler crane should be released synchronously during the sinking process, and the hammer body and the pile body are kept in a vertical state; S24, the lock pipe pile cannot be punched into the design depth, the pile can be sunk by water jet or suction method, or the hole can be drilled first and then inserted; S25, in order to ensure that the lock pipe pile is successfully closed, the pile body is ensured to be vertical during the insertion process, and the difference between the upper and lower widths of the lock pipe pile is controlled to be not more than 2% of the length of the pile.

7. A method of construction according to claim 6 wherein: In step S3, the silt is cleaned by suction method.

8. A method of construction according to claim 7, wherein: In step S4, after the bottom sealing concrete reaches the design strength, the joint between the lock pipe piles is blocked, and the automatic blocking trolley is used for blocking.

9. A method of construction according to claim 7 wherein: The automatic blocking trolley comprises a frame (4), a crawler assembly (5), a moving assembly (6) and a blocking assembly (7), the crawler assembly (5) and the moving assembly (6) are both installed below the frame (4), and the blocking assembly (7) is installed above the frame (4); The crawler assembly (5) comprises a crawler frame (51) and a crawler strip (52) installed on the crawler frame (51), and an electromagnet and a first permanent magnet are installed on the crawler frame (51); The moving assembly (6) comprises a first jack (61), a second jack (62) and a vacuum chuck (63), the first jack (61) is arranged along the length direction of the frame (4) and is fixedly connected with the frame (4), the second jack (62) is arranged along the thickness direction of the frame (4) and is fixedly connected with the movable end of the first jack (61), and the vacuum chuck (63) is connected with the movable end of the second jack (62) and is used for adsorbing on the lock pipe pile.

10. A method of construction according to claim 7 wherein: The blocking assembly (7) comprises a support (71), a third jack (72), a fourth jack (73) and a working block (74), the support (71) is fixedly connected with the frame (4), the third jack (72) is arranged along the length direction of the frame (4) and is fixedly connected with the support (71), the fourth jack (73) is arranged along the thickness direction of the frame (4) and is fixedly connected with the movable end of the third jack (72), and the working block (74) is fixedly connected with the movable end of the fourth jack (73), and a scanner (741), a filling pipe (742) and a curing lamp (743) are installed on the working block (74).

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