CN108532608B - Precise positioning and nidation method for deepwater drilling rock-socketed foundation double-wall steel cofferdam - Google Patents
Precise positioning and nidation method for deepwater drilling rock-socketed foundation double-wall steel cofferdam Download PDFInfo
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- CN108532608B CN108532608B CN201810298731.7A CN201810298731A CN108532608B CN 108532608 B CN108532608 B CN 108532608B CN 201810298731 A CN201810298731 A CN 201810298731A CN 108532608 B CN108532608 B CN 108532608B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 157
- 239000010959 steel Substances 0.000 title claims abstract description 157
- 238000000034 method Methods 0.000 title claims abstract description 33
- 238000005553 drilling Methods 0.000 title claims abstract description 18
- 238000010276 construction Methods 0.000 claims abstract description 15
- 238000002513 implantation Methods 0.000 claims abstract description 10
- 238000005422 blasting Methods 0.000 claims abstract description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 30
- 238000007667 floating Methods 0.000 claims description 11
- 239000004576 sand Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 abstract 1
- 239000011435 rock Substances 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000011144 upstream manufacturing 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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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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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Abstract
The invention relates to a precise positioning and implantation method for a deepwater drilling rock-socketed foundation double-wall steel cofferdam, and belongs to the technical field of bridge construction. The method comprises the following steps: blasting before implantation, primary positioning, primary coarse adjustment positioning, secondary accurate positioning, vertical adjustment system installation, verticality adjustment and the like. The method for accurately positioning and implanting the deepwater drilling rock-socketed foundation double-wall steel cofferdam has the characteristics of simple structure, convenience, rapidness and reliability in operation and high verticality control precision, and can be widely applied to projects such as bridges.
Description
Technical Field
The invention relates to a precise positioning and implantation method for a deepwater drilling rock-socketed foundation double-wall steel cofferdam, and belongs to the technical field of bridge construction.
Background
With the rapid development of bridge engineering, the construction of deep-water foundation bridges such as cross-river bridges and cross-sea bridges is increased year by year, the riverbed is mostly bare rock at the middle upstream and the branch of the Yangtze river and has no covering layer, the long-distance planning requirement of a later-stage channel is considered during design, the foundation is generally designed into a low-pile bearing platform, and an underwater blasting technology is adopted to achieve the conditions required by foundation construction. Under the deep water bare rock geological condition, the foundation is generally constructed by a 'weir first and pile second' method of a double-wall steel cofferdam, the steel cofferdam is used as a water retaining structure and also used as a pile foundation steel casing lowering guide structure and a construction drilling platform bearing structure, the cofferdam is deep in position and large in height, so that the requirements on the plane position precision and the verticality of the steel cofferdam are high, however, the plane control and the verticality deviation control of the steel cofferdam are difficult when the steel cofferdam is positioned due to the fact that the blasting base cannot be flat and the water flow speed is large under the deep water condition, and the plane control and the verticality deviation control of the large-diameter steel cofferdam are more difficult.
In the traditional steel cofferdam positioning, a plurality of positioning ships are adopted for horizontal positioning, and the bulkhead is adopted for uniformly injecting water to control the verticality, but due to the limitation of individual channel width, the large ship is adopted for positioning to influence channel transportation, even cause the channel to stop in short time, directly influence the channel navigation safety, and have large safety protection engineering quantity and high risk; meanwhile, after a part of the edge feet of the steel cofferdam touch the bottom, water is continuously injected, the verticality of the steel cofferdam cannot be guaranteed, or the steel protecting and positioning steel cylinder piles anchored on the riverbed are adopted to position the steel cofferdam, however, the method needs to construct the pile foundation at the deep water foundation position in advance, and is high in construction difficulty, high in safety risk and high in measure cost.
In the prior art, as disclosed in publication No.: CN102383436A accurate positioning construction method of double-wall steel cofferdam introduces the positioning of steel cofferdam under the geological conditions of inclined bare rock surface and shallow covering layer, the main method is to arrange temporary positioning piles around the steel cofferdam, then to put down steel pile casings, to pour concrete through drilling holes to anchor the steel pile casings, then to connect the steel cofferdam with the steel pile casings as the guiding for putting down the steel cofferdam. The method is suitable for high pile cap foundations, the low pile cap is poor in practicability, too high in manufacturing cost and too long in consumption period, the steel pile casings are required to be higher than the water surface to position the cofferdam, and the perpendicularity of the long and large steel pile casings in a deep water area cannot be guaranteed by the method.
Disclosure of Invention
The invention aims to solve the technical problems that: the method overcomes the defects of the technology and provides the method for positioning the double-wall steel cofferdam, which is used for the precise positioning construction of the steel cofferdam under the deep water bare rock working condition.
In order to solve the technical problems, the technical scheme provided by the invention is as follows: a precise positioning and nidation method for a deepwater drilling rock-socketed foundation double-wall steel cofferdam comprises the following steps:
(1) underwater blasting and slag removal are carried out on the deep water foundation, then the base elevation of the plane position of the foundation pit is measured, the relevant construction specification and design requirement of the deep water foundation are met, and the requirement of implantation of the circular double-wall steel cofferdam edge foot is met;
(2) preliminarily positioning the first section of the double-wall steel cofferdam to a design position;
(3) a plurality of vertical guide tracks are uniformly distributed on the inner side wall of the first section of the double-wall steel cofferdam along the circumference; heightening the double-wall steel cofferdam and synchronously lengthening the guide track;
(4) when the double-wall steel cofferdam is completely connected, uniformly distributing a plurality of anchor rings on the outer side wall 2-3m below the top opening of the double-wall steel cofferdam, and connecting the anchor rings with a shore ground anchor and an underwater concrete anchor by using steel wire ropes;
(5) placing a prism matched with a total station on the top of the double-wall steel cofferdam, and measuring the plane position and the elevation of the double-wall steel cofferdam by adopting the total station to position the double-wall steel cofferdam;
(6) injecting water into a wall bin of the double-wall steel cofferdam to enable the double-wall steel cofferdam to sink, and adjusting the plane position of the double-wall steel cofferdam by adopting a plane control system in real time in the process to keep the same elevation of the top opening of the double-wall steel cofferdam; when the bottom of the annular blade foot of the double-wall steel cofferdam is about to touch the riverbed, installing a left-hand thread wheel on the bearing steel pipe, and matching the guide track with the left-hand thread wheel; a counter-force bracket is arranged at the top end of the guide rail, a jack is arranged on the bearing steel pipe, and the jack is positioned below the counter-force bracket and can push the counter-force bracket; the bottom of the bearing steel pipe is provided with a concrete pile;
(7) when the concrete pile touches the river bed and is stressed stably, locking the plane control system, continuously injecting water into a wall bin of the double-wall steel cofferdam until the annular edge foot of the double-wall steel cofferdam is completely implanted, and adjusting the verticality of the double-wall steel cofferdam by using the jack in the process;
(8) and after the double-wall steel cofferdam is stably implanted, throwing and filling sand bags clinging to the outer wall of the double-wall steel cofferdam, wherein the throwing and filling height is 3-5m, stacking cement sand bags at the circumferential edge foot position of the bottom along the inner side wall of the double-wall steel cofferdam, stacking the sand bags at the height of 1m, then removing the support of the jack, then continuously injecting water into the wall bin of the double-wall steel cofferdam, and removing the jack and the bearing steel pipe after the verticality meets the requirement.
The scheme is further improved in that: in the step (2), a multi-beam depth sounder is combined with a GPS to position and measure the base elevation of the plane position of the foundation pit, and after the base elevation meets the related construction specification and design requirement of the deepwater base, three-dimensional software is adopted to simulate the flatness of the base at the position of the lower annular edge foot of the double-wall steel cofferdam, and the implantation condition of the edge foot of the circular double-wall steel cofferdam is confirmed again.
The scheme is further improved in that: and (3) uniformly distributing vertical guide tracks on the inner side wall of the first section of the double-wall steel cofferdam at intervals of 60 degrees along the circumference.
The scheme is further improved in that: and (3) utilizing the self-floating principle of the all-welded watertight structure of the double-wall steel cofferdam and adopting a floating crane ship and a positioning ship to carry out vertical section division and circumferential block division symmetric height connection.
The scheme is further improved in that: in the step (4), 6 anchor rings are uniformly distributed on the outer side wall 2-3m below the top opening of the double-wall steel cofferdam; the anchor ring is connected with a shore ground anchor and an underwater concrete anchor through a floating crane ship by adopting the steel wire rope, and the shore ground anchor is installed at a designated position; the underwater concrete anchors are thrown at the designated positions, wherein 3 shore-side ground anchors are used, and 3 underwater concrete anchors are used.
The scheme is further improved in that: in the step (6), the plane control system is composed of the anchor ring, the shore ground anchor, the underwater concrete anchor, the steel wire rope and a winch.
The method for accurately positioning and landing the double-wall steel cofferdam of the water drilling socketed foundation provided by the invention has the characteristics of simple structure, convenience, rapidness and reliability in operation and high verticality control precision, can be widely applied to projects such as bridges and the like, and can be used for accurately adjusting the plane position of the steel cofferdam through the anchor ring, accurately adjusting the verticality of the steel cofferdam through the jack and adapting to blasting uneven rocks of a foundation pit by adopting the bearing steel pipe pile.
Drawings
The invention will be further explained with reference to the drawings.
Fig. 1 is a schematic structural diagram of a preferred embodiment of the present invention.
Fig. 2 is a schematic top view of the structure of fig. 1.
Detailed Description
Examples
The method for accurately positioning and implanting the deepwater drilling rock-socketed foundation double-wall steel cofferdam in the embodiment uses a plane control system, a vertical control system and a measurement system; the method is applied to the steel cofferdam accurate positioning construction of the 'weir first and pile after' method in the deep water bare rock geology, and solves the problem that the plane position of the steel cofferdam and the verticality of the steel cofferdam are difficult to control due to the unfavorable working conditions of unsmooth blasting foundation pit, high water flow speed and the like under the deep water bare rock condition. As shown in fig. 1, the plane control system comprises an anchor ring 8, a shore ground anchor 12, an underwater concrete anchor 13, a steel wire rope 9 and a winch 11; the vertical control system comprises a jack 6, a counter-force bracket 7, a guide rail 2, a left-hand catch wheel 3 and a bearing steel pipe 4; as shown in fig. 2, the measuring system includes a multibeam echosounder, a GPS positioning total station, and a plurality of matched prisms 14.
The method for accurately positioning and implanting the deepwater drilling rock-socketed foundation double-wall steel cofferdam in the embodiment specifically comprises the following steps:
(1) forming a deepwater foundation pit by underwater blasting and slag removal of the deepwater foundation, accurately measuring the plane position and the base elevation of the foundation pit by combining a multi-beam depth sounder and a GPS (global positioning system) for positioning after the deepwater foundation is finished, simulating the flatness of the base at the position of an annular margin at the lower part of the circular double-wall steel cofferdam 1 by using three-dimensional software after the deepwater foundation related construction specifications and design requirements are met, and confirming the margin implantation condition of the double-wall steel cofferdam 1 again;
(2) after the deepwater foundation pit has the initial conditions of the double-wall steel cofferdam 1 implantation, the first section of the double-wall steel cofferdam 1 is initially positioned to the design position by adopting a construction method of integral floating transportation of the first section of the double-wall steel cofferdam 1;
(3) six vertical guide rails 2 are uniformly distributed on the inner side wall of the double-wall steel cofferdam 1, the interval angle is 60 degrees, the verticality of the guide rails 2 is ensured, the self-floating principle of the all-welded watertight structure of the double-wall steel cofferdam 1 is utilized in the process, a floating crane ship and a positioning ship are adopted to carry out vertical sectioning and circumferential sectioning, the double-wall steel cofferdam 1 is symmetrically connected in a block-by-block mode, and the guide rails 2 are synchronously connected while the height is connected; ensuring that the verticality of each section meets the standard requirement, simultaneously manufacturing a bearing steel pipe 4, and pouring a concrete pile 5 in the bearing steel pipe 4;
(4) when the double-wall steel cofferdam 1 is completely connected, six anchor rings 8 are uniformly distributed on the outer side wall 2-3m below the top opening of the double-wall steel cofferdam 1, the interval angle is 60 degrees, the anchor rings 8 are connected with three shore side ground anchors 12 and three underwater concrete anchors 13 through a floating crane ship by using steel wire ropes 9, wherein the shore side ground anchors 12 are installed at a designated position, and the underwater concrete anchors 13 are thrown at the designated position; thus, the first coarse adjustment and positioning of the double-wall steel cofferdam 1 are completed;
(5) after the first coarse adjustment and positioning are completed, three matched prisms of the total station are respectively placed at the top of the double-wall steel cofferdam 1, arranged in a tripod shape, and spaced at an angle of 120 degrees, and the total station is adopted to accurately measure the plane position and the elevation of the double-wall steel cofferdam 1 for second accurate positioning;
(6) after the second accurate positioning is finished, uniformly injecting water into a wall bin of the double-wall steel cofferdam 1 by using a water pump to enable the double-wall steel cofferdam to sink, adjusting the plane position of the double-wall steel cofferdam 1 by adopting a plane control system in real time in the process, controlling the elevation of a top opening of the double-wall steel cofferdam to be the same, installing a reverse buckling wheel 3 on the bearing steel pipe 4 when the bottom of a blade foot of the double-wall steel cofferdam 1 is about to touch a riverbed, and matching the reverse buckling wheel 3 with the guide rail 2 to enable the guide rail 2 to move up and down relative to the bearing steel pipe 4; the reverse buckling wheel 3 and the bearing steel pipe 4 are welded together; a counter-force bracket 7 is arranged at the top end of the guide rail 2, a jack 6 is arranged on the bearing steel pipe 4, and the jack 6 is positioned below the counter-force bracket 7 and can push the counter-force bracket 7;
(7) when the concrete pile 5 bearing the steel pipe 4 touches the riverbed and is stressed stably, locking a plane control system, continuously and uniformly injecting water into a wall bin of the double-wall steel cofferdam 1 until the edge foot of the double-wall steel cofferdam 1 is completely planted, and finely adjusting the verticality of the double-wall steel cofferdam 1 by using a jack 6 in the process;
(8) after the double-wall steel cofferdam 1 is stably implanted, throwing and filling sand bags 17 tightly attached to the outer wall of the double-wall steel cofferdam 1, wherein the throwing and filling height is controlled to be 3-5m, and the cement sand bags 16 are piled at the edge foot position of the bottom of the inner side wall of the double-wall steel cofferdam by a diver, and the piling height is controlled to be about 1 m; the function of plugging the basement rock pit at the edge foot position and further stabilizing the double-wall steel cofferdam 1 is achieved; then the jack 6 is unloaded, so that the jack 6 does not provide supporting force; water is continuously and uniformly injected into the wall bin of the double-wall steel cofferdam 1, and after the verticality meets the requirement, the jack 6 and the bearing steel pipe 4 are dismantled; if the conditions allow, the reverse buckling wheel 3 can be removed; thus, the precise positioning and implantation method of the deepwater drilling rock-socketed foundation double-wall steel cofferdam is completed;
(9) after the underwater accurate positioning of the double-wall steel cofferdam is finished, the floating crane ship and other auxiliary equipment are adopted to position and lower the pile foundation steel pile casing positioning frame and the steel pile casing, and then the bottom sealing operation of the steel cofferdam is carried out.
In this embodiment, the horizontal adjustment of the double-wall steel cofferdam 1 is realized by pulling the winches 11 at different positions, and the adjustment of the verticality of the double-wall steel cofferdam 1 is realized by pushing the jacks 6 at different positions, so that the total station monitors the plane position and the height difference of the steel cofferdam in real time as the adjustment basis, and the accurate adjustment can be realized.
The present invention is not limited to the specific technical solutions of the above embodiments, and other embodiments of the present invention are possible in addition to the above embodiments. All technical solutions formed by equivalent substitutions fall within the scope of the claims of the present invention.
Claims (6)
1. The method for accurately positioning and implanting the deep-water drilling rock-socketed foundation double-wall steel cofferdam is characterized by comprising the following steps of:
(1) underwater blasting and slag removal are carried out on the deep water foundation, then the base elevation of the plane position of the foundation pit is measured, the relevant construction specification and design requirement of the deep water foundation are met, and the requirement of implantation of the circular double-wall steel cofferdam edge foot is met;
(2) preliminarily positioning the first section of the double-wall steel cofferdam to a design position;
(3) a plurality of vertical guide tracks are uniformly distributed on the inner side wall of the first section of the double-wall steel cofferdam along the circumference; heightening the double-wall steel cofferdam and synchronously lengthening the guide track;
(4) when the double-wall steel cofferdam is completely connected, uniformly distributing a plurality of anchor rings on the outer side wall 2-3m below the top opening of the double-wall steel cofferdam, and connecting the anchor rings with a shore ground anchor and an underwater concrete anchor by using steel wire ropes;
(5) placing a prism matched with a total station on the top of the double-wall steel cofferdam, and measuring the plane position and the elevation of the double-wall steel cofferdam by adopting the total station to position the double-wall steel cofferdam;
(6) injecting water into a wall bin of the double-wall steel cofferdam to enable the double-wall steel cofferdam to sink, and adjusting the plane position of the double-wall steel cofferdam by adopting a plane control system in real time in the process to keep the same elevation of the top opening of the double-wall steel cofferdam; when the bottom of the annular blade foot of the double-wall steel cofferdam is about to touch the riverbed, installing a left-hand thread wheel on the bearing steel pipe, and matching the guide track with the left-hand thread wheel; a counter-force bracket is arranged at the top end of the guide rail, a jack is arranged on the bearing steel pipe, and the jack is positioned below the counter-force bracket and can push the counter-force bracket; the bottom of the bearing steel pipe is provided with a concrete pile;
(7) when the concrete pile touches the river bed and is stressed stably, locking the plane control system, continuously injecting water into a wall bin of the double-wall steel cofferdam until the annular edge foot of the double-wall steel cofferdam is completely implanted, and adjusting the verticality of the double-wall steel cofferdam by using the jack in the process;
(8) and after the double-wall steel cofferdam is stably implanted, throwing and filling sand bags clinging to the outer wall of the double-wall steel cofferdam, wherein the throwing and filling height is 3-5m, stacking cement sand bags at the circumferential edge foot position of the bottom along the inner side wall of the double-wall steel cofferdam, stacking the sand bags at the height of 1m, then removing the support of the jack, then continuously injecting water into the wall bin of the double-wall steel cofferdam, and removing the jack and the bearing steel pipe after the verticality meets the requirement.
2. The method for accurately positioning and implanting the double-wall steel cofferdam of the deepwater drilling rock-socketed foundation according to claim 1, characterized in that: in the step (2), a multi-beam depth sounder is combined with a GPS to position and measure the base elevation of the plane position of the foundation pit, and after the base elevation meets the related construction specification and design requirement of the deepwater base, three-dimensional software is adopted to simulate the flatness of the base at the position of the lower annular edge foot of the double-wall steel cofferdam, and the implantation condition of the edge foot of the circular double-wall steel cofferdam is confirmed again.
3. The method for accurately positioning and implanting the double-wall steel cofferdam of the deepwater drilling rock-socketed foundation according to claim 1, characterized in that: and (3) uniformly distributing vertical guide tracks on the inner side wall of the first section of the double-wall steel cofferdam at intervals of 60 degrees along the circumference.
4. The method for accurately positioning and implanting the double-wall steel cofferdam of the deepwater drilling rock-socketed foundation according to claim 1, characterized in that: and (3) utilizing the self-floating principle of the all-welded watertight structure of the double-wall steel cofferdam and adopting a floating crane ship and a positioning ship to carry out vertical section division and circumferential block division symmetric height connection.
5. The method for accurately positioning and implanting the double-wall steel cofferdam of the deepwater drilling rock-socketed foundation according to claim 1, characterized in that: in the step (4), 6 anchor rings are uniformly distributed on the outer side wall 2-3m below the top opening of the double-wall steel cofferdam; the anchor ring is connected with a shore ground anchor and an underwater concrete anchor through a floating crane ship by adopting the steel wire rope, and the shore ground anchor is installed at a designated position; the underwater concrete anchors are thrown at the designated positions, wherein 3 shore-side ground anchors are used, and 3 underwater concrete anchors are used.
6. The method for accurately positioning and implanting the double-wall steel cofferdam of the deepwater drilling rock-socketed foundation according to claim 1, characterized in that: in the step (6), the plane control system is composed of the anchor ring, the shore ground anchor, the underwater concrete anchor, the steel wire rope and a winch.
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| CN201810298731.7A CN108532608B (en) | 2018-04-04 | 2018-04-04 | Precise positioning and nidation method for deepwater drilling rock-socketed foundation double-wall steel cofferdam |
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| CN110939144A (en) * | 2019-11-12 | 2020-03-31 | 中国铁建大桥工程局集团有限公司 | Double-wall steel suspension box cofferdam system under tidal alternating current condition in typhoon area and positioning method |
| CN111121677B (en) * | 2019-12-10 | 2021-11-23 | 杭州电子科技大学 | Buried height early warning system and method |
| CN112284362A (en) * | 2020-11-27 | 2021-01-29 | 中铁大桥局集团第五工程有限公司 | Measuring device and method for verticality of steel casing in deep water area |
| CN114541438A (en) * | 2021-12-31 | 2022-05-27 | 中交一公局集团有限公司 | Steel cofferdam with positioning function and positioning method thereof |
| CN114396063A (en) * | 2021-12-31 | 2022-04-26 | 中交一公局集团有限公司 | Steel cofferdam positioning adjustment system and positioning method |
| CN115233711A (en) * | 2022-07-19 | 2022-10-25 | 中铁大桥局集团第二工程有限公司 | Double-wall steel sleeve box cofferdam construction method for pebble river bed |
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| KR100553152B1 (en) * | 2005-07-05 | 2006-02-22 | (주)대우건설 | Template guide frame, insert structure and pin pile establish method in cell type temporary levee protector construction |
| CN102409690A (en) * | 2011-09-21 | 2012-04-11 | 长沙理工大学 | Construction method for synchronously lowering bottomless double-walled steel case cofferdam through multiple continuous jacks |
| CN102979039A (en) * | 2012-12-13 | 2013-03-20 | 中铁上海工程局第二工程有限公司 | Elevated trestle bridge construction method on covering-free steep bare rock in deepwater and rapid stream |
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| KR100553152B1 (en) * | 2005-07-05 | 2006-02-22 | (주)대우건설 | Template guide frame, insert structure and pin pile establish method in cell type temporary levee protector construction |
| CN102409690A (en) * | 2011-09-21 | 2012-04-11 | 长沙理工大学 | Construction method for synchronously lowering bottomless double-walled steel case cofferdam through multiple continuous jacks |
| CN102979039A (en) * | 2012-12-13 | 2013-03-20 | 中铁上海工程局第二工程有限公司 | Elevated trestle bridge construction method on covering-free steep bare rock in deepwater and rapid stream |
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