CN113322990B - Construction method of lock catch steel pipe pile cofferdam suitable for thin-covering-layer hard riverbed - Google Patents
Construction method of lock catch steel pipe pile cofferdam suitable for thin-covering-layer hard riverbed Download PDFInfo
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- CN113322990B CN113322990B CN202110771220.4A CN202110771220A CN113322990B CN 113322990 B CN113322990 B CN 113322990B CN 202110771220 A CN202110771220 A CN 202110771220A CN 113322990 B CN113322990 B CN 113322990B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 145
- 239000010959 steel Substances 0.000 title claims abstract description 145
- 238000010276 construction Methods 0.000 title claims abstract description 46
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 35
- 239000004576 sand Substances 0.000 claims abstract description 30
- 238000007789 sealing Methods 0.000 claims abstract description 13
- 238000007596 consolidation process Methods 0.000 claims abstract description 8
- 238000004140 cleaning Methods 0.000 claims abstract description 6
- 238000003466 welding Methods 0.000 claims description 32
- 238000005553 drilling Methods 0.000 claims description 29
- 238000000034 method Methods 0.000 claims description 24
- 230000008569 process Effects 0.000 claims description 19
- 238000005086 pumping Methods 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 12
- 230000007246 mechanism Effects 0.000 claims description 11
- 239000011435 rock Substances 0.000 claims description 10
- 238000005259 measurement Methods 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 4
- 239000010802 sludge Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 2
- 230000001737 promoting effect Effects 0.000 abstract 1
- 238000009412 basement excavation Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 3
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 2
- 229910052799 carbon Inorganic materials 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 238000004880 explosion Methods 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000002985 plastic film Substances 0.000 description 2
- 229920006255 plastic film Polymers 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 125000003003 spiro group Chemical group 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
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- 238000000605 extraction Methods 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 239000003381 stabilizer Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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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
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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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
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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
- E02D7/18—Placing by vibrating
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/02—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof by withdrawing
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a lock catch steel pipe pile cofferdam suitable for a thin covering layer hard riverbed, which comprises the steps of guiding a steel platform by utilizing a positioning guide plate, guiding holes by utilizing a steel sleeve, inserting and driving lock catch steel pipe piles after the guiding holes are finished, connecting adjacent lock catch steel pipe piles through lock catches, then carrying out soft consolidation treatment on the lock catch steel pipe piles, pouring groove sealing concrete at the inner sides of the lock catch steel pipe piles, backfilling coarse sand in a sealing groove at the outer sides, installing a triangular bracket, a surrounding purlin and an inner support, pouring concrete bottom sealing after foundation cleaning, constructing a bearing platform and a pier body in the cofferdam, backfilling medium coarse sand between the lock catch steel pipe piles and the bearing platform, finally dismantling the cofferdam, carrying out soft consolidation on the lock catch steel pipe piles in the guiding holes, not only avoiding water seepage into the cofferdam, but also backfilling medium coarse sand in the pile body, improving the strength of the cofferdam under the condition of the thin covering layer hard riverbed, and the steel pipe piles can be repeatedly used, easy dismounting helps promoting the construction progress, reduces the construction degree of difficulty.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a construction method of a lock catch steel pipe pile cofferdam suitable for a thin-covering-layer hard riverbed.
Background
The cofferdam is a temporary enclosure structure built for building permanent hydraulic facilities in hydraulic engineering. The cofferdam is used for preventing water and soil from entering the building position of a building so as to drain water in the cofferdam, excavate a foundation pit and build the building. At present, a common underwater cofferdam structure mainly comprises a Larsen steel pipe pile cofferdam and a steel box cofferdam, the Larsen steel pipe pile cofferdam has low rigidity and is easy to deform during construction under the condition of a thin covering layer hard riverbed, a long steel pipe pile is easy to trip in the construction process, a hard rock stratum is difficult to drive, and the steel pipe pile deforms due to the fact that the exciting force of a vibration hammer is too large. When the steel boxed cofferdam is used for bridge foundation construction in deep water, the influence of navigation flood limitation is caused, and the deep water bearing platform mostly adopts a low pile bearing platform buried in a riverbed or a rock stratum, so that the steel boxed cofferdam is sunk by adopting an explosion method for cofferdam construction, the construction cost is high, and when the construction meets a section with more buildings and higher water resource protection requirement, the explosion operation cannot be carried out, so that the construction difficulty is high and the construction efficiency is low. Therefore, it is necessary to design a cofferdam construction method which is simple and efficient in construction, good in safety, cost-saving and good in adaptability under the condition of a thin-covering-layer hard riverbed.
Disclosure of Invention
Aiming at the technical problems of high construction difficulty and high cost under the condition of a thin covering layer hard riverbed in the prior art, the invention provides a construction method of a lock catch steel pipe pile cofferdam suitable for the thin covering layer hard riverbed.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method of a lock catch steel pipe pile cofferdam suitable for a thin covering layer hard riverbed comprises the following steps:
1) a working steel platform and a support trestle are erected above the water surface, and then measurement lofting is carried out according to the size of the cofferdam;
2) arranging a positioning guide plate on the steel platform, arranging the positioning guide plate between the steel platform and the trestle, and spot-welding corners of the positioning guide plate for reinforcement, wherein a circular guide cavity is arranged on the positioning guide plate, is positioned right above the position of the lead hole and is aligned with the position of the lead hole;
the positioning guide plate comprises a rectangular bottom plate and a rectangular panel, a plurality of stiffening ribs distributed transversely and longitudinally in a staggered manner are welded on the bottom plate, at least four circular lower holes are formed in the bottom plate, the lower holes vertically penetrate through the bottom plate, spot welding holes are formed in the panel, the panel is welded above the bottom plate through the spot welding holes, four upper holes are also formed in the panel and are opposite to the lower holes, a guide cavity is formed by the upper holes and the lower holes and serves as a lower steel sleeve, a welding mechanism is further connected to the outer side wall of the bottom plate and comprises a fixing seat and supporting legs, the fixing seat is welded with the outer wall of the bottom plate, a hollow through cavity is formed in the inside of the fixing seat, the supporting legs are movably installed in the through cavity and vertically movably move back and forth in the through cavity, and the movable supporting legs are locked with the fixing seat through locking pieces, the bottom surface of the bottom plate is provided with four accommodating grooves, and the four accommodating grooves are provided with rollers which can be unfolded or folded in the accommodating grooves;
the supporting leg comprises a connecting block and two anti-falling blocks, the connecting block is connected with the two anti-falling blocks through bolts, the two anti-falling blocks are respectively positioned at two ends of the connecting block, the connecting block and the two anti-falling blocks are of inverted right-angle L-shaped structures, the passing cavity is also of an L-shaped structure and can be matched with the connecting block to move back and forth, the locking piece comprises a bolt and a positioning hole, a plurality of positioning holes are formed in the fixing seat and the connecting block, and the bolt is inserted into the positioning holes so as to lock the movable supporting leg;
3) the steel sleeve is positioned and clamped by a full-slewing drilling machine, the steel sleeve is lowered into the guide cavity, the steel sleeve is pressed into the sandstone layer, a combined rotary drilling machine is used for conducting hole leading construction on the thin-covering-layer hard riverbed, in the pressing-in process, a rotary drilling machine is used for taking earth in the steel sleeve at the position of the non-sandstone layer, the steel sleeve continues to drill after taking earth, and the steel sleeve is repeatedly and continuously driven into the steel sleeve; when the rock layer is drilled, a rotary drilling rig is used for taking soil in advance, the rock layer is drilled loose, the drill bit of the rotary drilling rig is placed into the drilled hole after the soil is taken, the operation is repeated until the hole bottom is drilled, and finally the steel sleeve is pressed down along the outer edge of the drill bit until the hole bottom is reached;
4) after the single guide hole is finished, inserting a steel sleeve into the hole of the guide hole, pumping water in the steel sleeve by using a vibration hammer, backfilling medium coarse sand in the steel sleeve, and then pulling out the steel sleeve;
5) inserting and driving the lock catch steel pipe piles after the guide holes are integrally finished, inserting and driving one lock catch steel pipe pile in each guide hole by adopting a vibration hammer, and locking and driving two adjacent lock catch steel pipe piles together in the inserting and driving process so as to form the cofferdam;
6) performing soft consolidation treatment on the lock catch steel pipe pile inserted into the guide hole groove, pouring groove sealing concrete on the inner side of the lock catch steel pipe pile, and backfilling coarse sand in the groove sealing on the outer side;
7) pumping water in the cofferdam to the bottom elevation of the first purlin for 100cm, and installing a first triangular bracket, the purlin and an inner support;
8) pumping water in the cofferdam to the bottom elevation of the second purlin by 100cm, and installing a second triangular bracket, the purlin and the inner support;
9) pumping clear water and sludge in the cofferdam by a water pump, and cleaning the foundation to a designed bottom cleaning elevation;
10) pouring concrete of a C25 mark to form a back cover so as to resist the strongly weathered argillaceous siltstone of the hard riverbed;
11) constructing a bearing platform and a pier body in the cofferdam;
12) backfilling coarse sand between the lock catch steel pipe pile and the bearing platform to a position 50cm below the elevation of the top of the bearing platform, ensuring that the coarse sand in the backfilling is uniform and dense, and pouring concrete to change the support to the elevation of the top of the bearing platform;
13) and (4) dismantling the lock catch steel pipe pile cofferdam.
Further, in the step 4), when the medium coarse sand is backfilled, the medium coarse sand is compacted by a rotary excavating machine drill 401 after each backfilling period of 1 m. And in the backfilling, coarse sand is 500mm above the river bed surface, the steel sleeve is pulled out, the backfilling elevation control adopts a measuring rope, and the measurement needs to be controlled for many times in the process.
Further, the locking steel pipe pile in the step 5) comprises a pile body and a lock catch, the hook-shaped lock catch is welded on the outer wall of the pile body, and a welding line needs to be fully welded.
Further, in the steps 7) and 8), excavating the cofferdam to a position 100cm below each layer of surrounding purlin, lofting a control pile position and an elevation of the first inner support, welding a triangular bracket and the lock catch steel pipe pile on the lock catch steel pipe pile according to the lofted control pile position and elevation, and arranging the triangular bracket at intervals; the enclosing purlin is placed on the triangular bracket and welded and fixed by the crawler crane hoisting transverse bridge, and stiffening plates are arranged in the section steel forming the enclosing purlin; the inner support is welded inside the enclosing purlin and comprises a butt support and corner supports, the number of the inner supports is at least three, the inner supports are evenly distributed between two long edges of the enclosing purlin and are arranged at intervals, and the four corner supports are welded at four corners of the enclosing purlin in an inclined mode through inclined support connecting pieces.
Further, in the step 9), water is pumped to the surface of a river bed in the cofferdam, a 23m long-arm excavator is adopted to clean a covering layer in the cofferdam, the strongly weathered and moderately weathered argillaceous siltstone is crushed by a crushing hammer, manual rock drilling is adopted on the local periphery of the lock catch steel pipe pile, broken stones generated in the excavation process are excavated by the long-arm excavator, and water is pumped by a water pump in the excavation process.
Further, in the step 10), an automobile pump is adopted for pouring concrete, an insertion type vibrator with the diameter of 50cm is used for vibrating the concrete, the moving distance is not more than 1.5 times of the acting radius of the vibrator, the concrete on the lower layer is inserted by 5-10 cm, a vibrating rod is slowly extracted after the vibrating is compact, and after the concrete is poured for initial setting, a plastic film is used for covering and watering for maintenance.
Further, in the step 12), after the bearing platform is poured, medium coarse sand is firstly backfilled between the lock catch steel pipe pile and the bearing platform, and then concrete is poured on the top of the medium coarse sand in backfilling to change supports.
Further, in the step 13), the steel pipe pile is pulled out by adopting a crawler crane and a vibration hammer, the vibration hammer is firstly used for vibrating the lock catch to reduce the friction force, and then the steel pipe pile is pulled out while vibrating.
In conclusion, the beneficial effects of the invention are as follows: under the condition of a thin covering layer hard riverbed, the rotary drilling rig and the full-casing full-slewing drilling rig are adopted to jointly guide the hole for construction, so that the advantages of the full-slewing drilling rig in high-torque cutting and casing running are exerted, the function of quickly taking earth by the rotary drilling rig is utilized, and the advantages of various mechanical properties are fully utilized and matched. Meanwhile, the single pipe of the lock catch steel pipe pile cofferdam has high bending rigidity, and the sinking quality of the cofferdam is easy to control; the enclosing purlin and the inner support are relatively few, the structural performance is safe and reliable, and the safety risk is low; the cofferdam structure is waterproof good, and the construction progress is fast, demolishs completely can have enough to meet the need the use repeatedly, and low carbon environmental protection. In addition, the hasp steel-pipe piles are mutually connected together by the hasp, and through the soft consolidation processing, not only can prevent infiltration in the cofferdam, promote the intensity of whole steel-pipe pile cofferdam moreover to stable firm the carrying out construction under the thin overburden stereoplasm riverbed condition, easy dismounting can reduce the construction degree of difficulty moreover, promotes work efficiency.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention may be realized and attained by the means of the instrumentalities and combinations particularly pointed out hereinafter.
Drawings
Fig. 1 is a process flow chart of the construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed.
Fig. 2 is a schematic structural diagram of the construction method of the locking steel pipe pile cofferdam applicable to the thin-covering-layer hard riverbed.
Fig. 3 is a top view of fig. 2.
Fig. 4 is a construction state diagram of a pilot hole according to the present invention.
Fig. 5 is a schematic structural view of a positioning guide plate in the present invention.
Fig. 6 is a partially enlarged view of a portion a in fig. 5.
Fig. 7 is a schematic structural view of the positioning guide plate of the present invention in a disassembled state.
Fig. 8 is a bottom view of the base plate of the present invention.
Fig. 9 is a schematic structural view of the steel pipe pile according to the present invention.
In the figure, 100-steel platform, 110-trestle, 120-steel sleeve, 130-counterforce fork, 200-positioning guide plate, 210-bottom plate, 211-lower hole, 212-stiffening rib, 213-handle, 214-accommodating groove, 220-panel, 221-upper hole, 222-spot welding hole, 230-welding mechanism, 231-fixing seat, 232-supporting leg, 2321-anti-drop block, 2322-connecting block, 240-guiding cavity, 250-locking piece, 251-bolt, 252-positioning hole, 260-roller, 300-locking steel pipe pile, 310-pile body, 320-locking buckle, 330-triangular bracket, 400-purlin, 410-diagonal brace, 420-diagonal brace, 421-diagonal brace connecting piece, 430-stiffening plate, 500-cushion cap, 510-concrete support replacement, 520-concrete, 600-groove sealing coarse sand, 700-groove sealing concrete and 800-pier body.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further explained below by combining the specific drawings.
As shown in fig. 1 to 9, the invention provides a construction method of a locking steel pipe pile cofferdam suitable for a thin covering layer hard riverbed, which comprises the following steps:
and (3) erecting a working steel platform 100 and a trestle 110 above the water surface, and then carrying out measurement lofting according to the size of the cofferdam.
The method comprises the steps of arranging a positioning guide plate 200 on a steel platform 100, placing the positioning guide plate 200 between the steel platform 100 and a trestle 110, and reinforcing corners of the positioning guide plate 200 by spot welding, wherein a circular guide cavity 240 is arranged on the positioning guide plate 200, and the circular guide cavity 240 is right above a lead hole position and is aligned with the lead hole position.
The positioning guide plate 200 includes a bottom plate 210 and a face plate 220 having a rectangular shape. The bottom plate 210 is welded with a plurality of stiffening ribs 121 which are distributed in a crisscross mode in the transverse and longitudinal directions, at least four circular lower holes 211 are formed in the bottom plate 210, and the lower holes 211 vertically penetrate through the bottom plate 210. The panel 220 is provided with spot welding holes 222, and the panel 220 is welded above the bottom plate 210 through the spot welding holes 222. The panel 220 is also provided with four upper holes 221 opposite to the lower hole 211, and the opposite upper holes 221 and lower holes 211 form a guide cavity 240 for the lower steel sleeve 120. The outer side wall of the bottom plate 210 is further connected with a welding mechanism 230, and the welding mechanism 230 includes a fixing seat 231 and a supporting leg 232. The fixing seat 231 is welded with the outer wall of the bottom plate 210, a hollow through cavity is arranged inside the fixing seat 231, the supporting leg 232 is movably installed in the through cavity and vertically and reciprocally moves in the through cavity, and the movable supporting leg 232 is locked with the fixing seat 231 through the locking piece 250. The bottom surface of the bottom plate 210 is provided with four receiving grooves 214, and the four receiving grooves 214 are provided with rollers 260 that can be unfolded or folded in the receiving grooves 214. The rollers 260 are unfolded from the accommodating grooves 214, the rollers 260 can be used for positioning the guide plate 200 to move on the steel platform 100, the movement is quicker and more convenient, after the rollers 260 are accommodated in the accommodating grooves 214, the placement and the guide of the bottom plate 210 on the steel platform 100 are not influenced, the functions are more diversified, and the construction is more convenient. After the bottom plate 210 is placed on the steel platform 100, the guiding channel is aligned with the hole of the guiding hole, the leg 232 of the welding mechanism 230 is adjusted to be flush with the bottom plate 210, and the position of the leg 232 is locked by the locking member 250, and then the leg 232 is spot-welded with the steel platform 100 or the trestle 110, further avoiding the displacement of the positioning guiding plate 200, and the hole guiding mechanism is placed above the top plate 220, such as: the full-casing full-slewing drilling machine is characterized in that the stiffening ribs 121 which are transversely and longitudinally distributed and connected in a staggered manner in the reinforcing grooves form a framework in the long side direction and the short side of the bottom plate 210 to bear the downward pressure of a hole guiding machine, the strength of the positioning guide plate 200 is guaranteed, and the positioning and downward guiding of the steel casing pipe 120 are carried out by aligning to a guide channel. After the process, only four welding positions of the welding mechanism 230 are required to be removed, the positioning guide plate 200 is directly moved to the next hole position needing a lead hole, spot welding is easy to remove, operation steps are few, the moving position of the positioning guide plate 200 can be repeatedly used, the problem that a guide frame in a shape like a Chinese character jing is required to be welded on each hole position to conduct guide in the past can be avoided, positioning guide operation steps are simplified, and the working efficiency is improved.
The supporting leg 232 comprises a connecting block 2322 and two anti-falling blocks 2321, the connecting block 2322 is connected with the two anti-falling blocks 2321 through a bolt, the two anti-falling blocks 2321 are respectively located at two ends of the connecting block 2322, the connecting block 2322 and the two anti-falling blocks 2321 are both inverted right-angled L-shaped structures, the passing cavity is also in an L-shaped structure and can be matched with the connecting block 2322 to move back and forth, the locking member 250 comprises a bolt 251 and a positioning hole 252, the fixing seat 231 and the connecting block 2322 are both provided with a plurality of positioning holes 252, and the bolt 251 is inserted into the positioning hole 252, so that the movable supporting leg 232 is locked. The shape of stabilizer blade 232 can match with the corner shape of bottom plate 210, and anticreep piece 2321 is the spiro union structure moreover, and spot welding back bottom anticreep piece 2321 many times can wear and tear, and removable anticreep piece 2321 is convenient for change, increase of service life, and whole welding mechanism 230 that adds also is the spiro union with bottom plate 210, when this positioning guide plate 200 of needs extension, can assemble the welding, then installs again and adds welding mechanism 230. When the positioning guide plate 200 needs to be transferred, the leg 232 is moved upward, and the pin 251 is used to lock the leg 232, so as to prevent the movable leg 232 from interfering. Two handles 213 distributed oppositely are welded on the outer wall of the bottom plate 210, so that the steel platform 100 can be conveniently held at an operation position when moving.
The steel sleeve 120 is positioned and clamped by the full slewing drilling machine and descends into the steel sleeve 120 from the guide cavity 240, one side of the full slewing drilling machine is provided with a counterforce fork 130, and a counterweight is fixedly arranged on the counterforce fork 130. Pressing the steel sleeve 120 into the sandstone layer, performing hole leading construction on the thin-covering-layer hard riverbed by using a combined rotary drilling rig, taking soil in the steel sleeve 120 at a non-sandstone layer position by using the rotary drilling rig in the pressing-in process, continuously drilling the steel sleeve 120 after taking the soil, and repeatedly and continuously driving the steel sleeve 120. When the rock layer is drilled, the rotary drilling rig is used for taking soil in advance, the rock layer is drilled loose, the rotary drilling rig is placed into the drill bit for drilling after the soil is taken, the process is repeated until the bottom of the hole is drilled, and finally the steel sleeve 120 is pressed down along the outer edge of the drill bit until the bottom of the hole is reached.
After the single guide hole is finished, a steel sleeve 120 is inserted into the hole of the guide hole by using a vibration hammer, water in the steel sleeve 120 is pumped by using a water pump, medium coarse sand is backfilled in the steel sleeve 120, and then the steel sleeve 120 is pulled out.
Inserting and driving the locking steel pipe piles 300 after the whole pilot holes are finished, inserting and driving one locking steel pipe pile 300 in each pilot hole by adopting a vibration hammer, and locking and driving two adjacent locking steel pipe piles together in the inserting and driving process, thereby forming the cofferdam. The locking steel pipe pile 300 comprises a pile body 310 and a locking buckle 320, the hook-shaped locking buckle 320 is welded on the outer wall of the pile body 310, and welding seams need to be fully welded, so that the pile body 310 and the pile body 310 can be conveniently connected. After processing, the connection strength of the locking steel pipe pile 300 needs to be checked, two pile bodies 310 with the length of 2-3 m are used for passing tests, 2-3 persons are preferably pulled to pass, and the shape of the locking steel pipe pile is modified by adopting methods such as cold bending, hot knocking (the temperature does not exceed 800-1000 ℃), weld repair, rivet repair and the like so as to ensure the smooth inserting and driving.
And (3) performing soft consolidation treatment on the locking steel pipe pile 300 inserted into the guide hole groove, pouring groove sealing concrete 700 on the inner side of the locking steel pipe pile 300, and backfilling coarse sand 600 in the groove sealing on the outer side. After the inserting driving of the locking steel pipe pile 300 is finished, when coarse sand in the cofferdam is backfilled, the coarse sand is compacted by a drill bit of a rotary excavating machine after the coarse sand is backfilled for 1m, and water is prevented from permeating through two sides of the bottom of the cofferdam. And in the backfilling, coarse sand is 500mm above the river bed surface, the steel sleeve 120 is pulled out, the backfilling elevation control adopts a measuring rope, and the measurement needs to be controlled for many times in the process. After carrying out the soft consolidation to hasp steel-pipe pile 300 like this, play waterproof effect on the one hand, avoid river to infiltration in the cofferdam, on the other hand pour the intensity that can promote hasp steel-pipe pile 300 behind the groove concrete 700 in the inboard, and the outside is medium grit 600, can not interfere the extraction of later stage hasp steel-pipe pile 300 yet.
Excavation to 100cm department under every layer of purlin 400 in the cofferdam, lofting out control pile position and elevation of first way interior support, controlling pile position and elevation according to the lofting on hasp steel-pipe pile 300, with triangle bracket 330 with hasp steel-pipe pile 300 welding, triangle bracket 330 is the interval arrangement moreover. The transverse bridge is lifted by the crawler crane to place the enclosing purlin 400 on the triangular bracket 330 and perform welding fixation, and stiffening plates 430 are arranged in the section steel forming the enclosing purlin 400. The inner supports are welded inside the surrounding purlin 400 and comprise butt supports 410 and corner supports 420, and the number of the inner supports is at least three, and the inner supports are uniformly distributed between two long edges of the surrounding purlin 400 and are distributed at intervals. The angle brace 420 has four pieces, and is welded at four corners of the purlin 400 in an inclined manner through inclined brace connecting pieces 421. The enclosing purlin 400, the inner support and the triangular bracket 330 form a cofferdam supporting system of the lock catch steel pipe pile 300.
And pumping water in the cofferdam to the bottom elevation 100cm of the second purlin 400, and installing the second triangular bracket 330, the purlin 400 and the inner support. Meanwhile, the N purlins 400, the inner supports and the triangular brackets 330 can be sequentially and downwards installed in the same way in a more complicated construction environment.
And pumping clear water and sludge in the cofferdam by adopting a water pump, and clearing the foundation to the designed bottom clearing elevation.
The bottom seal is cast with concrete 520 labeled C25 to combat the highly weathered siltstone of the hard riverbed in view of water seepage from the highly weathered argillaceous siltstone. The concrete 520 is transported to the site by using a concrete tanker and then bottom sealing construction is carried out by 1 concrete truck pump of 37 m. The bottom sealing concrete is directly poured by an automobile pump, pouring is carried out from one end to the other end, an insertion type vibrator with the diameter of 50cm is used for vibrating the concrete 520, and the moving distance does not exceed 1.5 times of the acting radius of the vibrator. And inserting the lower layer concrete by 5-10 cm, and slowly lifting out the vibrating rod after vibrating to be dense, wherein the dense mark is that the concrete 520 surface stops sinking, bubbles do not emerge any more, and the surface is flat and is slurried. During the concrete 520 pouring process, after the initial setting of the concrete 520 is finished, the plastic film is used for covering and curing, and the water is sprayed for curing.
And constructing a bearing platform 500 and a pier body in the cofferdam.
And (3) backfilling coarse sand between the lock catch steel pipe pile 300 and the bearing platform 500, backfilling to a position 50cm below the top elevation of the bearing platform 500, ensuring that the coarse sand in the backfilling is uniform and compact, pouring concrete, changing the support 510 to the top elevation of the bearing platform 500, and beginning to remove the cofferdam after the design strength is reached.
And (3) removing the locking steel pipe pile 300 cofferdam, wherein the amplitude is 10-20mm, the power supply used by the vibration hammer is 1.2-2.0 times of the rated power of the motor of the vibration hammer, and the locking steel pipe pile 300 with larger pulling resistance is vibrated for 15min each time by adopting an intermittent vibration method, and the continuous work of the vibration hammer is not more than 1.5 h. When the lock catch steel pipe pile 300 is pulled out, the head of the steel pipe pile is clamped by a vibration hammer to vibrate for 1-2 min, so that soil around the steel pipe pile is loosened to generate liquefaction, the frictional resistance of the soil to the steel pipe pile is reduced, and then the steel pipe pile is slowly pulled upwards by vibration. When the load condition of the pile machine is noticed during pile pulling, and the pile pulling is stopped when the pile is difficult to pull up or cannot be pulled up, the pile can be driven downwards a little in advance and then pulled up, and the lock catch steel pipe pile 300 can be pulled out repeatedly.
By adopting the structure, under the condition of a thin covering layer hard riverbed, the rotary drilling rig and the full-casing full-slewing drilling rig are adopted to jointly guide the hole for construction, so that the advantages of high-torque cutting and casing running of the full-slewing drilling rig are exerted, the function of quickly taking soil by the rotary drilling rig is utilized, and the advantages of all mechanical properties are fully utilized and matched. Meanwhile, the buckling steel pipe pile 300 cofferdam has large bending rigidity of a single pipe, and the sinking quality of the cofferdam is easy to control; the surrounding purlin 400 and the inner supports are relatively few, the structural performance is safe and reliable, and the safety risk is low; the cofferdam structure is waterproof good, and the construction progress is fast, demolishs completely can have enough to meet the need the use repeatedly, and low carbon environmental protection. In addition, the hasp steel-pipe piles 300 are mutually connected together by the hasps 320, and through the soft consolidation treatment, not only can prevent the water seepage in the cofferdam, but also can improve the strength of the whole steel-pipe pile cofferdam, so that the construction can be stably and firmly carried out under the condition of a thin covering layer hard riverbed, and the hasp steel-pipe piles are convenient to disassemble and assemble, can reduce the construction difficulty and improve the working efficiency.
The above description is only an embodiment of the present invention, and not intended to limit the scope of the present invention, and all equivalent structures made by using the contents of the present specification and the drawings can be directly or indirectly applied to other related technical fields, and are within the scope of the present invention.
Claims (8)
1. A construction method of a lock catch steel pipe pile cofferdam applicable to a thin covering layer hard riverbed is characterized by comprising the following steps: the method comprises the following steps:
1) a working steel platform and a support trestle are erected above the water surface, and then measurement lofting is carried out according to the size of the cofferdam;
2) arranging a positioning guide plate on the steel platform, arranging the positioning guide plate between the steel platform and the trestle, and spot-welding corners of the positioning guide plate for reinforcement, wherein a circular guide cavity is arranged on the positioning guide plate, is positioned right above the position of the lead hole and is aligned with the position of the lead hole;
the positioning guide plate comprises a rectangular bottom plate and a rectangular panel, a plurality of stiffening ribs distributed transversely and longitudinally in a staggered manner are welded on the bottom plate, at least four circular lower holes are formed in the bottom plate, the lower holes vertically penetrate through the bottom plate, spot welding holes are formed in the panel, the panel is welded above the bottom plate through the spot welding holes, four upper holes are also formed in the panel and are opposite to the lower holes, a guide cavity is formed by the upper holes and the lower holes and is used for placing a steel sleeve, the outer side wall of the bottom plate is further connected with a welding mechanism, the welding mechanism comprises a fixing seat and supporting legs, the fixing seat is welded with the outer wall of the bottom plate, a hollow through cavity is formed in the inside of the fixing seat, the supporting legs are movably installed in the through cavity and vertically movably move back and forth in the through cavity, and the movable supporting legs are locked with the fixing seat through locking pieces, the bottom surface of the bottom plate is provided with four accommodating grooves, and the four accommodating grooves are provided with rollers which can be unfolded or folded in the accommodating grooves;
the supporting leg comprises a connecting block and two anti-falling blocks, the connecting block is connected with the two anti-falling blocks through bolts, the two anti-falling blocks are respectively positioned at two ends of the connecting block, the connecting block and the two anti-falling blocks are of inverted right-angle L-shaped structures, the passing cavity is also of an L-shaped structure and can be matched with the connecting block to move back and forth, the locking piece comprises a bolt and a positioning hole, a plurality of positioning holes are formed in the fixing seat and the connecting block, and the bolt is inserted into the positioning holes so as to lock the movable supporting leg;
3) the steel sleeve is positioned and clamped by a full-slewing drilling machine, the steel sleeve is lowered into the guide cavity, the steel sleeve is pressed into the sandstone layer, a combined rotary drilling machine is used for conducting hole leading construction on the thin-covering-layer hard riverbed, in the pressing-in process, a rotary drilling machine is used for taking earth in the steel sleeve at the position of the non-sandstone layer, the steel sleeve continues to drill after taking earth, and the steel sleeve is repeatedly and continuously driven into the steel sleeve; when the rock layer is drilled, a rotary drilling rig is used for taking soil in advance, the rock layer is drilled loose, the drill bit of the rotary drilling rig is placed into the drilled hole after the soil is taken, the operation is repeated until the hole bottom is drilled, and finally the steel sleeve is pressed down along the outer edge of the drill bit until the hole bottom is reached;
4) after the single guide hole is finished, inserting a steel sleeve into the hole of the guide hole, pumping water in the steel sleeve by using a water pump, backfilling medium coarse sand in the steel sleeve, and then pulling out the steel sleeve;
5) inserting and driving the lock catch steel pipe piles after the guide holes are integrally finished, inserting and driving one lock catch steel pipe pile in each guide hole by adopting a vibration hammer, and locking and driving two adjacent lock catch steel pipe piles together in the inserting and driving process so as to form the cofferdam;
6) performing soft consolidation treatment on the lock catch steel pipe pile inserted into the guide hole groove, pouring groove sealing concrete on the inner side of the lock catch steel pipe pile, and backfilling coarse sand in the groove sealing on the outer side;
7) pumping water in the cofferdam to the bottom elevation of the first purlin for 100cm, and installing a first triangular bracket, the purlin and an inner support;
8) pumping water in the cofferdam to the bottom elevation of the second purlin by 100cm, and installing a second triangular bracket, the purlin and the inner support;
9) pumping out clear water and sludge in the cofferdam by adopting a water pump, and cleaning the foundation to a designed bottom cleaning elevation;
10) pouring concrete of a C25 mark to form a back cover so as to resist the strongly weathered argillaceous siltstone of the hard riverbed;
11) constructing a bearing platform and a pier body in the cofferdam;
12) backfilling coarse sand between the lock catch steel pipe pile and the bearing platform to a position 50cm below the elevation of the top of the bearing platform, ensuring that the coarse sand in the backfilling is uniform and dense, and pouring concrete to change the support to the elevation of the top of the bearing platform;
13) and (4) dismantling the lock catch steel pipe pile cofferdam.
2. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: in the step 4), when the medium coarse sand is backfilled, compacting by using a rotary excavating machine drill bit (401) after the medium coarse sand is backfilled to be 1m high; and in the backfilling, coarse sand is 500mm above the river bed surface, the steel sleeve is pulled out, the backfilling elevation control adopts a measuring rope, and the measurement needs to be controlled for many times in the process.
3. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: the lock catch steel pipe pile in the step 5) comprises a pile body and a lock catch, the hook-shaped lock catch is welded on the outer wall of the pile body, and a welding line needs full welding.
4. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: in the steps 7) and 8), excavating the cofferdam to a position 100cm below each layer of surrounding purlin, lofting a control pile position and an elevation of the first inner support, welding a triangular bracket and the lock catch steel pipe pile on the lock catch steel pipe pile according to the lofted control pile position and elevation, and arranging the triangular bracket at intervals; the enclosing purlin is placed on the triangular bracket and welded and fixed by the crawler crane hoisting transverse bridge, and stiffening plates are arranged in the section steel forming the enclosing purlin; the inner supports are welded inside the enclosing purlin and comprise butt supports and angle supports, the number of the inner supports is at least three, the inner supports are evenly distributed between two long edges of the enclosing purlin and are distributed at intervals, the number of the angle supports is four, and the inner supports are obliquely welded at four corners of the enclosing purlin through the inclined support connecting pieces.
5. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: and 9) pumping water to the surface of the river bed in the cofferdam, cleaning a covering layer in the cofferdam by adopting a 23m long-arm excavator, crushing the strongly weathered and moderately weathered argillaceous siltstone by adopting a breaking hammer, locally adopting manual rock drilling on the periphery of the lock catch steel pipe pile, excavating and removing broken stones generated in the excavating process by using the long-arm excavator, and pumping water by using a water pump simultaneously in the excavating and removing process.
6. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: and 10) pouring concrete by using an automobile pump, vibrating the concrete by using an inserted vibrator with the diameter of 50cm, inserting 5-10 cm of lower-layer concrete into the vibrator with the moving distance not exceeding 1.5 times of the acting radius of the vibrator, vibrating the lower-layer concrete tightly, then slowly lifting out a vibrating rod, and covering and watering the concrete for curing after initial setting of the concrete is finished.
7. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: in the step 12), after the bearing platform is poured, coarse sand is firstly backfilled between the lock catch steel pipe pile and the bearing platform, and then concrete is poured on the top of the coarse sand in the backfilling process to replace the support.
8. The construction method of the locking steel pipe pile cofferdam applicable to the thin covering layer hard riverbed as claimed in claim 1, is characterized in that: and step 13), removing the steel pipe pile by adopting a crawler crane and a vibration hammer, vibrating the lock catch by using the vibration hammer to reduce the friction force, and then vibrating and removing the steel pipe pile.
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| CN114396067A (en) * | 2022-01-12 | 2022-04-26 | 中铁大桥局集团第二工程有限公司 | A rapid construction method for low pile caps suitable for rock foundations |
| CN114438998A (en) * | 2022-02-14 | 2022-05-06 | 中交第三航务工程局有限公司 | A rock-socketed construction technology of steel pipe piles under complex geological conditions |
| CN115094872B (en) * | 2022-07-14 | 2023-06-06 | 中铁九桥工程有限公司 | Rock-entering construction method for lock catch steel pipe pile and application thereof |
| CN115030202A (en) * | 2022-07-20 | 2022-09-09 | 中建三局集团有限公司 | Soft-consolidation construction method for cofferdam under thin-covering-layer hard riverbed condition |
| CN116220079A (en) * | 2023-03-27 | 2023-06-06 | 广东水电二局股份有限公司 | Locking steel pipe pile cofferdam structure method |
| CN117166462B (en) * | 2023-09-08 | 2024-05-07 | 湖北省工业建筑集团有限公司 | A rotary drilling pile foundation construction device and method for hard rock combined strata |
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| CN110158624A (en) * | 2019-05-29 | 2019-08-23 | 中铁大桥局第七工程有限公司 | A kind of steel sheet pile cofferdam construction method |
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Effective date of registration: 20221208 Address after: 430000 No. 552 Guan Shan Road, Hubei, Wuhan Patentee after: CHINA CONSTRUCTION THIRD CONSTRUCTION ENGINEERING Co.,Ltd. Patentee after: CHINA CONSTRUCTION THIRD ENGINEERING BUREAU GREEN INDUSTRY INVESTMENT Co.,Ltd. Address before: 430074 No. 552 Guan Shan Road, Hubei, Wuhan Patentee before: CHINA CONSTRUCTION THIRD CONSTRUCTION ENGINEERING Co.,Ltd. |