CN118639681A - A construction method for underwater structures in complex environments - Google Patents
A construction method for underwater structures in complex environments Download PDFInfo
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- CN118639681A CN118639681A CN202410672779.5A CN202410672779A CN118639681A CN 118639681 A CN118639681 A CN 118639681A CN 202410672779 A CN202410672779 A CN 202410672779A CN 118639681 A CN118639681 A CN 118639681A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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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
- 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
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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Abstract
本发明公开了一种复杂环境水下构筑物施工方法，包括以下步骤：拆除临时操作钢平台；在所述的扁担梁上安装吊挂体系；安装模板体系；第一次浇筑钢吊箱的混凝土封底板；下放吊挂钢吊箱体系；第二次浇筑混凝土封底板形成最终的混凝土封底板；完成抗浮支撑安装；抽水、堵漏；受力体系转换；割除多余部分钢护筒；在施工平台上和钢吊箱内完成承台施工后，拆除钢吊箱围堰体系。采用本方法确保了钢吊箱围堰安全可靠，降低了安全风险，节约了施工工期。
The invention discloses a construction method for underwater structures in complex environments, comprising the following steps: dismantling a temporary operating steel platform; installing a hanging system on the shoulder beam; installing a formwork system; pouring a concrete bottom plate of a steel hanging box for the first time; lowering the hanging steel hanging box system; pouring a concrete bottom plate for the second time to form a final concrete bottom plate; completing the installation of anti-floating supports; pumping water and plugging leaks; force system conversion; cutting off excess steel casings; and after completing the foundation construction on the construction platform and in the steel hanging box, dismantling the steel hanging box cofferdam system. The method ensures that the steel hanging box cofferdam is safe and reliable, reduces safety risks, and saves construction time.
Description
Technical Field
The invention relates to a construction method of a lower structure of a deep sea bridge engineering, in particular to a construction method of an underwater structure in a complex environment.
Background
The offshore high pile cap is an important underwater structure of the offshore bridge, is also a very key and important construction link, and because the design top standard height of the offshore pile cap is generally lower and is greatly influenced by sea waves and tides, how to reduce the construction difficulty, reduce the deep-sea underwater operation, and the construction of the offshore high pile cap is safely and quickly finished with quality and quantity guaranteed, so that the quality level and the construction progress of the whole cross-sea bridge engineering are directly influenced.
The Chinese patent with the application number of CN201810981716.2 discloses a construction method of a deepwater high-pile cap steel suspension box cofferdam, which comprises the following steps: 1) The steel hanging box cofferdam design: adopting Larson steel sheet piles as the wall plates of the cofferdam of the steel suspension box; 2) Assembling and lowering a steel hanging box cofferdam: the steel suspended box cofferdam adopts a high-level assembly and integral lowering technology; 3) And (3) back cover concrete construction: adopting a secondary bottom sealing construction process, pumping water to the bottom sealing surface in the steel suspended box cofferdam after the primary bottom sealing is finished, and then carrying out secondary bottom sealing concrete pouring; 4) Dismantling a steel hanging box cofferdam: and after the construction of the bearing platform and the underwater part pier stud is completed, adding water into the steel suspended box cofferdam until the internal water level and the external water level are balanced, and removing the steel suspended box cofferdam. According to the description, larson steel sheet piles are adopted as the steel suspension box cofferdam wall plates, the steel suspension box cofferdam wall plates need to be driven into the bottom of a river bed, and the steel suspension box cofferdam wall plates cannot be applied to the construction of underwater structures in deep sea without the condition of being driven into the seabed.
The chinese patent with the application number CN202122511609.3 discloses a steel suspended box cofferdam suspension system, which comprises a plurality of temporary steel casings arranged in parallel from front to back, the temporary steel casings are vertically arranged, the top end of each temporary steel casing is fixedly connected with a horizontal main bolster, a shoulder pole beam is arranged above the main bolster in parallel, and a jack is vertically connected between the shoulder pole beam and the main bolster. The problems with this structure are: (1) For underwater structures with a large number of pile foundations, a set of independent lowering system is arranged on each pile foundation, jack lowering Cheng Hennan is guaranteed to be consistent, accuracy is difficult to control, and inclination can be caused; (2) The steel pile casing is of a temporary structure, the steel pile casing is removed, an independent suspension system on the steel pile casing also needs to be removed, and how to achieve the removal of the steel pile casing and the conversion of a stress system is not described. (3) The structure does not design and describe the steel suspended box cofferdam anti-floating body system; (4) Other structures which can be used for fixing the suspension system are not found except the temporary steel pile casing, and the steel cofferdam is fixed on the steel pile casing, so that the problem that the steel pile casing cannot be pulled out temporarily can occur, and the underwater structures cannot be poured.
The Chinese patent with the application publication number of CN107447767A discloses a prefabricated reinforced concrete back cover plate steel hanging box and a construction method thereof, wherein the steel hanging box comprises a bottom plate and side plates; the bottom plate comprises a panel and a longitudinal beam and transverse beam arranged below the panel, a cylinder protecting opening is arranged on the bottom plate at a position corresponding to the steel cylinder protecting, an edge sealing beam is arranged on the circumference of the cylinder protecting opening, after the steel hanging box is put in place, the bottom of the edge sealing beam and the steel cylinder protecting are plugged through a plugging plate, and underwater concrete is cast in place between the edge sealing beam and the steel cylinder protecting; the periphery of the bottom plate is provided with L-shaped steps, and a plurality of threaded rods are embedded in the periphery of the bottom plate; the bottom of curb plate be provided with the draw-in groove that the threaded rod corresponds, be provided with the waterproof strip on the lateral wall of L shape step, the curb plate erects on L shape step, and each threaded rod passes corresponding draw-in groove to the outer end of each threaded rod all is provided with the nut, through screwing up the nut so that curb plate and the lateral wall of L shape step hug closely. The problems with this structure are: (1) The hand chain hoist is adopted for lowering, so that synchronous lowering of the system is difficult to realize, and the lowering quality is difficult to ensure; (2) In the lower process, no anti-overturning and anti-collision measures are adopted, and the method is not applicable to sea areas with larger water flow; (3) There is an underwater welding operation, which causes a certain pollution to the underwater environment.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide the construction method of the underwater structure in the complex environment, which can effectively reduce the underwater operation, greatly improve the operability and reduce the construction cost.
To achieve the purpose, the invention adopts the following technical scheme:
the invention discloses a construction method of an underwater structure in a complex environment, which comprises the following steps of:
Step one, dismantling a temporary operation steel platform, wherein the process is as follows:
Dismantling a foundation of a steel pipe pile which is driven into the sea floor and is arranged according to the position of a steel hanging box to be installed and a temporary operation platform which spans over a shoulder pole beam on the steel pipe pile, wherein a front shoulder pole beam and a rear shoulder pole beam are respectively supported on a front steel pipe pile row and a rear steel pipe pile along the transverse direction;
Step two, installing a hanging system on the shoulder pole beam, wherein the specific process is as follows:
The method comprises the steps that a plurality of hanging rods are respectively arranged on a front shoulder pole beam and a rear shoulder pole beam at intervals left and right along the vertical direction, each hanging rod penetrates through openings on the shoulder pole beam and a main beam positioned below the shoulder pole beam and is respectively fastened with the main beam through a main beam nut and a shoulder pole Liang Luomao, and a plurality of main beams are longitudinally arranged at intervals left and right;
Secondly, arranging a plurality of groups of distribution beams on the main beams at intervals in the front-back direction, wherein each group of distribution beams consists of a plurality of distribution beams, and limiting sheets are arranged at the crossing points of the main beams and the distribution beams; according to the outer edge position of the steel hanging box to be installed, a limiting plate is welded at the corresponding position of the main beam or the distribution beam;
step three, installing a template system, wherein the concrete process is as follows:
hanging the steel hanging box on the distribution beam, wherein the periphery of the steel hanging box is closely arranged on the main beam or the limiting plate welded on the distribution beam;
The steel hanging box is of a shape-back structure, the steel hanging box is a steel template, a wood template bottom die is fixed at an opening of the bottom wall of the shape-back structure, preformed holes are formed in four corners of the wood template bottom die at positions corresponding to steel pile casings, the steel pile casings are hung in the process of distributing beams, pass through the preformed holes at the corresponding positions and are in clearance fit with the preformed holes, and the steel pile casings are pile foundation templates for underwater concrete pouring for bridge pile foundation pile forming and are positioned on the inner side of a bearing platform to be constructed; wood squares are uniformly distributed and fixed below the wood formwork bottom die, the sum of the thickness of the wood squares and the thickness of the wood formwork bottom die is the same as the thickness of the bottom wall of the steel hanging box, and a communicating hole is formed in the side wall of one side of the steel hanging box;
Fourth, casting a concrete sealing bottom plate of the steel hanging box for the first time, wherein the concrete sealing bottom plate comprises the following concrete processes:
firstly, arranging a double-layer bidirectional reinforcing steel bar net on the bottom of a wood template, and pre-burying a circle of anchor bars around each steel;
secondly, a concrete sealing bottom plate is poured at the two-layer bidirectional reinforcement net for the first time, wherein the thickness of an inner side concrete sealing bottom plate positioned at the circumferential direction of the outer rings of the four steel casing is smaller than that of an outer side concrete sealing bottom plate positioned at the outer side of the inner side concrete sealing bottom plate, and gaps are reserved between the inner side concrete sealing bottom plate and the steel casing; when the concrete of the outer concrete sealing bottom plate is poured, pre-burying a vertical channel steel upright post on the outer concrete sealing bottom plate in the longitudinal and transverse directions of each angle of the corresponding steel hanging box, wherein the channel steel upright post is higher than the surface of the outer concrete sealing bottom plate by not less than 40cm; reserving four concave grooves on the concrete sealing bottom plate at the outer side of the periphery of each steel protective cylinder, and inserting and fixing the lower part of the anti-floating anchor rod in each concave groove;
step five, a hanging steel hanging box system is placed down, the hanging steel hanging box system comprises a steel hanging box, a main beam, a distribution beam and a concrete sealing bottom plate for first pouring, and the concrete process is as follows:
The first step, a hydraulic jack is respectively arranged at the left side and the right side of the front shoulder pole beam and the rear shoulder pole beam;
Step two, sleeving joists for hoisting on the same-side suspenders above each shoulder pole beam respectively, and fastening the joists and the suspenders by adopting joist nuts;
a backing plate is additionally arranged between the hydraulic jack and the joist, so that the joist is tightly combined with the hydraulic jack;
Fourth, setting up an upper channel limit support and a lower channel limit support, wherein the specific process is as follows: firstly, arranging a lower channel limit support at a position corresponding to the lower part of an embedded channel steel upright post, wherein the lower channel limit support comprises an upper transverse pull rod arranged transversely, the inner end of the upper transverse pull rod is tightly propped against the outer wall of a steel pile casing through a steel wedge, the outer end of the upper transverse pull rod is fixedly connected with the embedded channel steel upright post, the inner end of the lower transverse pull rod is fixedly connected with the embedded channel steel upright post, the outer end of the lower transverse pull rod is fixedly connected with a steel hanging box, and the outer end of the lower transverse pull rod is welded with the steel hanging box; then, arranging an upper limit support at the elevation of the top surface of the hanging steel hanging box system corresponding to each lower limit support, wherein one end of the upper limit support is welded on the steel pile casing, and the other end of the upper limit support is arranged in a clearance with the steel hanging box;
Fifthly, a hanging steel hanging box system is lowered, a main beam nut at the lower part of the main beam is always kept to be screwed, a carrying pole Liang Luomao for fixing the carrying pole beam and the hanging rod is screwed, a joist screw is loosened, a jack is started to gradually jack up the joist, and the jack is closed before the jack reaches the maximum stroke; tightening a joist nut, loosening the carrying pole Liang Luomao, starting the jack again, gradually and synchronously unloading, and lowering the steel hanging box system; repeating the steps until the steel hanging box is lowered to the design elevation of the bottom of the bearing platform;
step six, pouring the concrete sealing bottom plate for the second time to form a final concrete sealing bottom plate, wherein the concrete process comprises the following steps:
firstly, plugging a gap between a concrete sealing bottom plate and a steel casing which are poured for the first time by adopting soft materials underwater;
Secondly, pouring a concrete sealing bottom plate for the second time, wherein the concrete process comprises the following steps: pouring the annular belt concrete sealing bottom plate by taking the inner side concrete sealing bottom plate as a bottom die, and forming a closed cofferdam after the annular belt concrete sealing bottom plate is poured for the second time;
Step seven, finishing the anti-floating support installation, which comprises the following specific processes: after the steel hanging box is lowered to the designed elevation of the bottom of the bearing platform, the upper end of the anti-floating anchor rod is kept to be exposed out of the water surface at the high tide level, the steel pile casing is used as a final stress member, and the upper end of the anti-floating anchor rod is welded with the steel pile casing to complete the installation of the anti-floating support;
Step eight, pumping water and plugging, wherein the concrete process is as follows: installing a cross brace and a gusset at the top of the steel hanging box, blocking a communication hole on a side template of the steel hanging box, and performing water pumping operation in the steel hanging box; after pumping, if a leakage point exists, plugging is carried out;
step nine, the stress system is converted, and the specific process is as follows:
Firstly, welding anchor bars and a steel pile casing, and forming a new stressed main body by a concrete sealing bottom plate formed by twice pouring and the steel pile casing;
step two, dismantling an anti-floating anchor rod, and transmitting buoyancy to a steel casing through anchor bars on a concrete sealing bottom plate to form a new stress system;
and step ten, cutting off redundant steel pile casings, and dismantling a cofferdam system of the steel hanging box after the construction of the bearing platform is completed on the construction platform and in the steel hanging box.
Compared with the prior art, the invention has the technical effects that:
The steel hanging box is formed by hanging a girder on a steel pipe pile foundation through a hanging rod, pouring bottom sealing concrete on water, keeping a certain distance with a pile foundation steel pile casing, then lowering a steel hanging box cofferdam to a specified elevation through a hydraulic jack, pouring the bottom sealing concrete around the steel pile casing again to form a bottom sealing cofferdam, welding a temporary anti-floating anchor rod, extracting seawater in the cofferdam, connecting the bottom sealing plate with the bottom of the steel pile casing to bear force, cutting off redundant steel pile casings, and carrying out underwater construction operations such as a bearing platform and the like. The steel pipe pile foundation used in the invention is the original foundation of a pile foundation construction steel platform, the pile foundation is not required to be inserted again, and the main beams and the distribution beams are truss beams which are designed by self, so that the stress can be met, the deflection can be effectively reduced, and the pile foundation can participate in the stress better. The cofferdam template adopts steel-wood combination, the periphery adopts a steel template to bear huge seawater pressure and wave force, the center bottom is poured on water, excessive load is not needed, and the cofferdam template is adopted, so that the operation is easy. The design of the bottom sealing plate structure optimizes the conventional thick bottom sealing plate stressed by friction to be a reinforced concrete plate with the thickness of 50cm and concise stress, so that the material consumption is saved, and the whole stress is more reasonable; the conventional uncontrollable underwater pouring is optimized to be water pouring through optimization, so that the quality and the safety controllability are improved; when the steel hanging box is lowered, the steel hanging box continuously swings under the action of wave force, and the steel hanging box is smoothly lowered through the upper limit support and the lower limit support which are designed by self. In the implementation process, stress analysis and construction simulation are carried out aiming at various adverse factors caused by special sea conditions, so that the whole construction process is simple and practical.
Drawings
FIG. 1 is a schematic plan view of a steel suspended box cofferdam system used in the method for constructing an underwater structure in a complex environment of the present invention.
Fig. 2-1 is a schematic structural view of the main girder of the steel suspended box cofferdam system shown in fig. 1.
Fig. 2-2 is a schematic structural view of the steel suspended box cofferdam system distribution beam shown in fig. 1.
Fig. 3 is a schematic plan view of the bottom and side mold arrangement of the steel box cofferdam system shown in fig. 1.
Fig. 4 is a schematic view of the spacing configuration of the steel suspended box cofferdam system shown in fig. 1 at the main girder and distribution girder.
Fig. 5 is a schematic cross-sectional view of the arrangement of steel bars and anchor bars on the bottom plate of the steel suspended box cofferdam system shown in fig. 1.
Fig. 6 is a schematic diagram of two casting of concrete of the bottom plate of the steel suspended box cofferdam system shown in fig. 1.
Fig. 7 is a schematic view of the steel suspended box cofferdam system shown in fig. 1 lowered to the platform design elevation.
Fig. 7-1 is a schematic view of the arrangement of limiting supports in the lowering process of the steel suspended box cofferdam system shown in fig. 7.
Fig. 7-2 is a schematic view of a lower limit support structure of the limit support shown in fig. 7-1.
Fig. 8 is a schematic cross-sectional view of the steel suspended box cofferdam system anti-floating body system structure shown in fig. 1.
Detailed Description
The invention will be described in further detail with reference to the drawings and examples. The specific embodiments described herein are for illustrative purposes only and are not intended to limit the scope of the present invention.
The invention discloses a construction method of an underwater structure in a complex environment, which is shown in the attached drawings, and comprises the following steps of:
Step one, dismantling a temporary operation steel platform, wherein the process is as follows:
And dismantling a foundation of the steel pipe pile 1 which is driven into the sea floor and is arranged according to the position of the steel hanging box 3 to be installed and a temporary operation platform which spans over the shoulder pole beams 2 on the steel pipe pile 1, wherein the front and rear two shoulder pole beams 2 are respectively supported on the front and rear two rows of steel pipe piles 1 along the transverse direction.
Step two, installing a hanging system on the shoulder pole beam, wherein the specific process is as follows:
First, as shown in fig. 1 and 7, a plurality of hanging rods 4 are respectively arranged on a front shoulder pole beam and a rear shoulder pole beam at left and right intervals along the vertical direction, each hanging rod penetrates through openings on the shoulder pole beam 2 and a main beam 5 positioned below the shoulder pole beam and is respectively fastened with the main beam through a main beam nut 8-1 and is fastened with the shoulder pole beam through a shoulder pole Liang Luomao-2, and a plurality of main beams are arranged at left and right intervals along the longitudinal direction.
And secondly, a plurality of groups of distribution beams 6 are arranged on the plurality of main beams 5 at intervals back and forth, each group of distribution beams consists of a plurality of distribution beams, the main beams 5 and the distribution beams 6 are not welded, and limiting sheets are arranged at the intersections of the main beams 5 and the distribution beams 6 to prevent the main beams 5 from moving relative to the distribution beams 6, so that the later dismantling is convenient. According to the outer edge position of the steel hanging box 3 to be installed, a limiting plate 12 is welded at the corresponding position of the main beam 5 or the distribution beam 6, and the limiting plate 12 can be made of 20a channel steel.
The limiting piece is preferably of a triangular structure and is welded and connected with the distribution beam 6, and the opening of the triangular structure is clamped and fixed on the main beam.
As one implementation mode of the invention, as shown in fig. 2-1, the main beams positioned in the middle adopt a combined structure of two groups of double-spliced I-steel and a plurality of groups of tie beams 10 which are connected horizontally and vertically, the main beams positioned at two sides adopt a double-spliced I-steel combined structure, and truss structures are fixed on the bottom walls of the double-spliced I-steel of the main beams. Preferably, the truss structure is welded from 20a channel steel.
Preferably, as shown in fig. 2-2, the distribution beam in the middle adopts a combined structure of 5 single-spliced I-beams and three groups of transverse tie beams, the distribution beams in the two sides adopt a combined structure of 3 single-spliced I-beams and 3 groups of transverse tie beams, and the distribution beam has the advantages of good integrity, stable stress, convenience in turnover use and convenience in integral installation.
The hanging system plays a role in hanging the steel hanging box 3 to be installed on the foundation of the steel pipe pile 1. The hanging system and the upper load thereof are transmitted to the shoulder pole beam 2 through the hanging rod 4, and then the shoulder pole beam 2 is uniformly transmitted to the steel pipe pile 1.
Step three, installing a template system, wherein the concrete process is as follows:
as shown in fig. 3,4 and 7, the steel hanging box is hung on the distribution beam 6, and the periphery of the steel hanging box 3 is closely arranged by the limiting plates 12 welded on the main beam 5 or the distribution beam 6, so that the position of the steel hanging box 3 is ensured not to change after being impacted by seawater.
The steel hanging box 3 is of a shape-returning structure, the steel hanging box is a steel template, a wood template bottom die 14 is fixed at the opening of the bottom wall of the shape-returning structure, preformed holes are formed in four corners of the wood template bottom die 14 at positions corresponding to the steel pile casings 16, the steel pile casings are hung in the process of distributing beams, pass through the preformed holes at the corresponding positions and are in clearance fit with the preformed holes, the steel hanging box 3 cannot be smoothly installed due to position deviation of the steel pile casings 16, the steel pile casings are pile foundation templates for underwater concrete pouring for pile foundation pile forming, and the steel pile casings are located on the inner side of a bearing platform 7 to be constructed.
And wood squares are uniformly distributed and fixed below the wood formwork bottom die 14, and the sum of the thickness of the wood squares and the thickness of the wood formwork bottom die is the same as the thickness of the bottom wall of the steel hanging box. The formwork system consists of a steel hanging box and a wood formwork bottom die 14. The side wall of one side of the steel hanging box 3 is provided with a communication hole 13 which is communicated with the inside and the outside, so that after the bottom is thoroughly sealed, the water level rises, the water level in the steel hanging box 3 is unchanged, the pressure difference is caused, the structure is stable, the finally poured annular belt concrete is damaged, and the communication hole 13 is blocked when water is pumped.
The steel mould resists lateral pressure and impact force, the wood bottom mould only bears the gravity load of the bottom sealing plate, the material characteristics are reasonably utilized, and the material turnover is realized.
Fourth, casting a concrete sealing bottom plate of the steel hanging box for the first time, wherein the concrete sealing bottom plate comprises the following concrete processes:
Firstly, arranging a double-layer bidirectional reinforcement mesh 15 on a wood template bottom die 14, embedding a ring of anchor bars 17 around each steel pile casing 16, wherein the preferable anchor bars are 2cm away from the outer contour of the steel pile casing 16, the steel hanging box 3 plays a role in protecting a final concrete sealing bottom plate 18 in the lowering process, and the subsequent system is converted for use, and the arrangement mode of the anchor bars is as follows: 12 pieces of screw steel with the diameter of more than 25mm are uniformly distributed along the circumference of the steel casing 16.
Secondly, a concrete sealing bottom plate is poured at the position of the double-layer bidirectional reinforcement net 15 for the first time, wherein the thickness of an inner side concrete sealing bottom plate 20 positioned at the circumferential position of the outer rings of the four steel casing is smaller than that of an outer side concrete sealing bottom plate 19 positioned at the outer side of the inner side concrete sealing bottom plate, and a gap is reserved between the inner side concrete sealing bottom plate 20 and the steel casing 16; 7-1 and 7-2, pre-burying a vertical channel steel upright post 26 on the outer concrete sealing bottom plate in the longitudinal and transverse directions of each angle of the corresponding steel hanging box, wherein the channel steel upright post 26 is higher than the surface of the outer concrete sealing bottom plate by not less than 40cm and is used for fixing a lower-channel limiting support; and four concave grooves are reserved on the concrete sealing bottom plate at the outer side around each steel casing 16, and the lower part of the anti-floating anchor rod 30 is inserted and fixed in each concave groove.
The thickness of the inner concrete sealing bottom plate 20 at the circumferential position of the outer ring of the steel casing in the first concrete sealing bottom plate casting in this step may be 10cm, and the thickness of the concrete sealing bottom plate 19 at the outer side of the first concrete sealing bottom plate casting outside the 10cm thick inner concrete sealing bottom plate 20 may be 50cm thick. The casting concrete can be C30 marine concrete, the double-layer bidirectional reinforcement mesh protection layer is preferably 5cm, and a gap of 3cm is preferably reserved between the inner side concrete sealing bottom plate 20 and the steel casing 16.
Preferably, the inner concrete bottom plate 20 is an annular belt, the radial width of the annular belt is 320mm-350mm, the annular belt is adopted as a bottom die of the annular belt concrete bottom sealing plate 21 for the second pouring, and the steel hanging box 3 is ensured to be smoothly lowered to the design elevation; and thirdly, the underwater concrete pouring is reduced, and the quality, elevation and surface flatness of the underwater concrete are ensured.
Preferably, when the concrete of the outer concrete sealing bottom plate 19 is poured, a water collecting pit is reserved at one corner of the outer concrete sealing bottom plate, so that pumping is convenient in the later stage.
Step five, a hanging steel hanging box system is placed down, the hanging steel hanging box system comprises a steel hanging box 3, a main girder 5, a distribution beam 6 and a concrete sealing bottom plate for the first casting, and the concrete process is as follows:
First, as shown in fig. 7, a hydraulic jack 22 is installed on the left and right sides of the front and rear shoulder pole beams 2, respectively;
step two, sleeving joists 23 for hoisting on the same-side suspenders 4 above each shoulder pole beam 2, and fastening the joists 23 and the suspenders 4 by adopting joist nuts 8-3;
And thirdly, a backing plate is additionally arranged between the hydraulic jack 22 and the joist 23, so that the joist and the hydraulic jack are tightly combined, and slippage is avoided.
Fourth, an upper-path limit support 24 and a lower-path limit support 25 are provided. In the process of lowering the hanging steel hanging box system, the hanging steel hanging box system can be affected by sea waves to generate shaking, the shaking can generate disturbance to concrete poured in the annular belt, and the upper-channel limiting support 24 and the lower-channel limiting support 25 are arranged to ensure the stability and safety of lowering the steel hanging box system. The specific process is as follows: firstly, a lower channel limit support 25 is arranged at a position corresponding to the lower part of an embedded channel steel upright 26, the lower channel limit support comprises an upper transverse pull rod 27 which is transversely arranged, the inner end of the upper transverse pull rod is tightly propped against the outer wall of a steel pile casing 16 through a steel wedge 28, the outer end of the upper transverse pull rod is fixedly connected with the embedded channel steel upright, the inner end of a lower transverse pull rod 29 is fixedly connected with the embedded channel steel upright and the outer end of the lower transverse pull rod is fixedly connected with a steel hanging box, the outer end of the lower transverse pull rod 29 is in welded connection with the steel hanging box 3, so that a first poured concrete sealing bottom plate is integrally connected with the steel hanging box, the lower end stress point of a steel hanging box template is upwards moved to the top surface of the first poured concrete sealing bottom plate, and the occurrence of water leakage accidents caused by the repeated actions of sea wave or typhoon between the steel hanging box 3 and the first poured concrete sealing bottom plate is avoided. Then, an upper limit support 24 is arranged at the elevation of the top surface of the hanging steel hanging box system corresponding to each lower limit support, one end of the upper limit support 24 is welded on the steel pile casing 16, and the other end of the upper limit support is arranged in a clearance with the steel hanging box 3.
Fifthly, a hanging steel hanging box system is lowered, a main beam nut 8-1 at the lower part of a main beam 5 is always kept to be screwed, a carrying pole Liang Luomao 8-2 for fixing the carrying pole beam 2 and a hanging rod is screwed, a joist nut 8-3 is loosened, a jack 22 is started to gradually jack up a joist 23, and before the jack 22 reaches the maximum stroke, the jack 22 is closed; and (5) screwing the joist nuts, loosening the carrying pole Liang Luomao, starting the jack 22 again, gradually and synchronously unloading, and lowering the steel hanging box system. Repeating the steps until the steel hanging box 3 is lowered to the design elevation of the bearing platform bottom.
Step six, pouring the concrete sealing bottom plate for the second time to form a final concrete sealing bottom plate 18, wherein the concrete process comprises the following steps:
In the first step, gaps between the concrete sealing bottom plate and the steel casing 16 which are poured for the first time are plugged underwater by soft materials such as geotextiles.
Secondly, pouring a concrete sealing bottom plate for the second time, wherein the concrete process comprises the following steps: and pouring the annular belt concrete sealing bottom plate 21 by taking the inner side concrete sealing bottom plate 20 as a bottom die, and forming the closed cofferdam after the annular belt concrete sealing bottom plate is poured for the second time.
Step seven, finishing the anti-floating support installation, which comprises the following specific processes: as shown in fig. 8, after the steel hanging box 3 is lowered to the design elevation of the bottom of the bearing platform, the upper end of the anti-floating anchor rod 30 is kept to be exposed out of the water surface at the high tide level, the steel pile casing 16 is used as a final stressed member, and the upper end of the anti-floating anchor rod 30 is welded with the steel pile casing 16, so that the anti-floating support installation is completed.
And step eight, pumping water and plugging. The specific process is as follows: the top of the steel hanging box 3 is provided with a cross brace and a gusset, and a communication hole 13 on a side template 11 of the steel hanging box is blocked to perform water pumping operation in the steel hanging box. After the water pumping is finished, if a leakage point exists, the leakage is blocked.
Step nine, the stress system is converted, and the specific process is as follows:
firstly, welding anchor bars 17 and a steel pile casing 16, so that a concrete sealing bottom plate formed by twice pouring and the steel pile casing 16 form a new stressed main body;
and secondly, dismantling the anti-floating anchor rod, and transmitting buoyancy to the steel casing 16 through anchor bars 17 on the concrete sealing bottom plate to form a new stress system.
And step ten, cutting off redundant steel pile casings 16, and dismantling a steel hanging box cofferdam system after the construction of the bearing platform 7 is completed on the construction platform 9 and in the steel hanging box 3.
Examples
The method is applied to a sea bridge in the south of China, the total length of the engineering route is 5.9km, and the engineering route belongs to an oversized bridge. The sea area depth is 15-20 m, and is rainy, multiple wind and high in air temperature. The foundation is a bored pile, the total number of the bearing platforms is 86, the structural size of the bearing platforms is 8.2 x 2.75m, the sea level high tide level is 1.223m, the low tide level is 0.043m, the bearing platform bottom elevation is-1.26 m, and the top elevation is 1.49m, thereby belonging to a deep sea high pile bearing platform.
The steel pipe pile foundation used by the method is the original foundation of a pile foundation construction steel platform, and the pile foundation does not need to be inserted and beaten again. The main beams and the distribution beams are truss beams, so that the stress can be met, the deflection can be effectively reduced, and the main beams and the distribution beams can participate in the stress better. The cofferdam template adopts steel-wood combination, the periphery adopts a steel template to bear huge seawater pressure and wave force, the center bottom is poured on water, excessive load is not needed, and the cofferdam template is adopted, so that the operation is easy. The design of the bottom sealing plate structure optimizes the conventional thick bottom sealing plate stressed by friction to be a reinforced concrete plate with the thickness of 50cm and concise stress, so that the material consumption is saved, and the whole stress is more reasonable; the conventional uncontrollable underwater pouring is optimized to be water pouring through optimization, so that the quality and safety are improved; the steel hanging box can swing continuously under the action of wave force when being lowered, and the method ensures smooth lowering through arranging the upper limit support and the lower limit support. In the implementation process, the method is adopted, all working procedures can be visually checked, and the safety and the quality are controllable; the stress system conversion and the design of the detail nodes are simple and clear in stress, the safety and reliability of the steel suspended box cofferdam are ensured, the safety risk is reduced, and the construction period is saved.
The foregoing description is only illustrative of the present invention and is not intended to limit the scope of the invention, and all equivalent structures or equivalent processes or direct or indirect application in other related technical fields are included in the scope of the present invention.
Claims (8)
1. The construction method of the underwater structure in the complex environment is characterized by comprising the following steps of:
Step one, dismantling a temporary operation steel platform, wherein the process is as follows:
Dismantling a foundation of a steel pipe pile (1) which is driven into the sea floor and is arranged according to the position of a steel hanging box (3) to be installed and a temporary operation platform which spans over a shoulder pole beam (2) on the steel pipe pile, wherein a front shoulder pole beam and a rear shoulder pole beam are respectively supported on the front steel pipe pile and the rear steel pipe pile along the transverse direction;
Step two, installing a hanging system on the shoulder pole beam, wherein the specific process is as follows:
Firstly, a plurality of hanging rods (4) are respectively arranged on a front shoulder pole beam and a rear shoulder pole beam at intervals left and right along the vertical direction, each hanging rod penetrates through openings on the shoulder pole beam and a main beam (5) positioned below the shoulder pole beam and is respectively fastened with the main beam through main beam nuts and the shoulder pole Liang Luomao, and a plurality of main beams are arranged at intervals left and right along the longitudinal direction;
Secondly, arranging a plurality of groups of distribution beams (6) on the plurality of main beams at intervals in the front-back direction, wherein each group of distribution beams consists of a plurality of distribution beams, and limiting sheets are arranged at the crossing points of the main beams and the distribution beams; according to the outer edge position of the steel hanging box (3) to be installed, a limiting plate (12) is welded at the corresponding position of the main beam or the distribution beam;
step three, installing a template system, wherein the concrete process is as follows:
hanging the steel hanging box on the distribution beam, wherein the periphery of the steel hanging box is closely arranged on the main beam or the limiting plate welded on the distribution beam;
The steel hanging box is of a shape-back structure, the steel hanging box is a steel template, a wood template bottom die (14) is fixed at an opening of the bottom wall of the shape-back structure, preformed holes are formed in four corners of the wood template bottom die at positions corresponding to steel pile casings (16), the steel pile casings are hung in the process of distributing beams, pass through the preformed holes at the corresponding positions and are in clearance fit with the preformed holes, and the steel pile casings are pile foundation templates for underwater concrete pouring for bridge pile foundation pile forming and are positioned on the inner side of a bearing platform (7) to be constructed; wood squares are uniformly distributed and fixed below the wood formwork bottom die, the sum of the thickness of the wood squares and the thickness of the wood formwork bottom die is the same as the thickness of the bottom wall of the steel hanging box, and a communication hole (13) is formed in the side wall of one side of the steel hanging box;
Fourth, casting a concrete sealing bottom plate of the steel hanging box for the first time, wherein the concrete sealing bottom plate comprises the following concrete processes:
Firstly, arranging a double-layer bidirectional reinforcing steel bar net (15) on a wood template bottom (4), and pre-burying a circle of anchor bars (17) around each steel;
Secondly, a concrete sealing bottom plate is poured at the two-layer bidirectional reinforcement net for the first time, wherein the thickness of an inner side concrete sealing bottom plate (20) positioned at the circumferential direction of the outer rings of the four steel casing is smaller than that of an outer side concrete sealing bottom plate (19) positioned at the outer side of the inner side concrete sealing bottom plate, and a gap is reserved between the inner side concrete sealing bottom plate and the steel casing; when the concrete of the outer concrete sealing bottom plate is poured, pre-burying a vertical channel steel upright post (26) on the outer concrete sealing bottom plate in the longitudinal and transverse directions of each angle of the corresponding steel hanging box, wherein the channel steel upright post is higher than the surface of the outer concrete sealing bottom plate by not less than 40cm; reserving four concave grooves on the concrete sealing bottom plate at the outer side of the periphery of each steel pile casing, and inserting and fixing the lower part of an anti-floating anchor rod (30) in each concave groove;
step five, a hanging steel hanging box system is placed down, the hanging steel hanging box system comprises a steel hanging box, a main beam, a distribution beam and a concrete sealing bottom plate for first pouring, and the concrete process is as follows:
the first step, a hydraulic jack (22) is respectively arranged at the left side and the right side of the front shoulder pole beam and the rear shoulder pole beam;
Step two, sleeving joists (23) for hoisting on the same-side suspenders above each shoulder pole beam respectively, and fastening the joists and the suspenders by adopting joist nuts;
a backing plate is additionally arranged between the hydraulic jack and the joist, so that the joist is tightly combined with the hydraulic jack;
Fourth, setting an upper-channel limit support (24) and a lower-channel limit support (25), wherein the specific process is as follows: firstly, arranging a lower channel limit support at a position corresponding to the lower part of an embedded channel steel upright post, wherein the lower channel limit support comprises an upper transverse pull rod (27) arranged transversely, the inner end of the upper transverse pull rod is tightly propped against the outer wall of a steel protective cylinder through a steel wedge (28), the outer end of the upper transverse pull rod is fixedly connected with the embedded channel steel upright post, the inner end of a lower transverse pull rod (29) is fixedly connected with the embedded channel steel upright post, the outer end of the lower transverse pull rod is fixedly connected with a steel hanging box, and the outer end of the lower transverse pull rod is welded with the steel hanging box; then, arranging an upper limit support at the elevation of the top surface of the hanging steel hanging box system corresponding to each lower limit support, wherein one end of the upper limit support is welded on the steel pile casing, and the other end of the upper limit support is arranged in a clearance with the steel hanging box;
Fifthly, a hanging steel hanging box system is lowered, a main beam nut at the lower part of the main beam is always kept to be screwed, a carrying pole Liang Luomao for fixing the carrying pole beam and the hanging rod is screwed, a joist screw is loosened, a jack is started to gradually jack up the joist, and the jack is closed before the jack reaches the maximum stroke; tightening a joist nut, loosening the carrying pole Liang Luomao, starting the jack again, gradually and synchronously unloading, and lowering the steel hanging box system; repeating the steps until the steel hanging box is lowered to the design elevation of the bottom of the bearing platform;
step six, pouring the concrete sealing bottom plate for the second time to form a final concrete sealing bottom plate (18), wherein the concrete process comprises the following steps:
firstly, plugging a gap between a concrete sealing bottom plate and a steel casing which are poured for the first time by adopting soft materials underwater;
Secondly, pouring a concrete sealing bottom plate for the second time, wherein the concrete process comprises the following steps: pouring the annular belt concrete sealing bottom plate by taking the inner side concrete sealing bottom plate as a bottom die, and forming a closed cofferdam after the annular belt concrete sealing bottom plate is poured for the second time;
Step seven, finishing the anti-floating support installation, which comprises the following specific processes: after the steel hanging box is lowered to the designed elevation of the bottom of the bearing platform, the upper end of the anti-floating anchor rod is kept to be exposed out of the water surface at the high tide level, the steel pile casing is used as a final stress member, and the upper end of the anti-floating anchor rod is welded with the steel pile casing to complete the installation of the anti-floating support;
Step eight, pumping water and plugging, wherein the concrete process is as follows: installing a cross brace and a gusset at the top of the steel hanging box, blocking a communication hole on a side template of the steel hanging box, and performing water pumping operation in the steel hanging box; after pumping, if a leakage point exists, plugging is carried out;
step nine, the stress system is converted, and the specific process is as follows:
Firstly, welding anchor bars and a steel pile casing, and forming a new stressed main body by a concrete sealing bottom plate formed by twice pouring and the steel pile casing;
step two, dismantling an anti-floating anchor rod, and transmitting buoyancy to a steel casing through anchor bars on a concrete sealing bottom plate to form a new stress system;
And step ten, cutting off redundant steel pile casings, and dismantling a steel hanging box cofferdam system after the construction of the bearing platform is completed on the construction platform (9) and in the steel hanging box.
2. The method for constructing the underwater structure in the complex environment according to claim 1, wherein: the limiting piece adopts a triangular structure and is welded and connected with the distribution beam, and the opening of the triangular structure is clamped and fixed on the main beam.
3. The complex environmental underwater structure construction method according to claim 1 or 2, characterized in that: the girder at the middle adopts a combination structure of two groups of double-spliced I-steel and a plurality of groups of tie beams which are connected horizontally and vertically, the girders at the two sides adopt a combination structure of double-spliced I-steel, and a truss structure is fixed on the bottom wall of the girder double-spliced I-steel.
4. A complex environmental underwater structure construction method according to claim 3, wherein: the distribution beams in the middle adopt a combined structure of single-spliced I-steel and three groups of transverse tie beams, and the distribution beams in the two sides adopt a combined structure of 3 single-spliced I-steel and 3 groups of transverse tie beams.
5. A complex environmental underwater structure construction method according to claim 3, wherein: the anchor bars are 2cm away from the outer contour of the steel casing, and the arrangement mode of the anchor bars is as follows: 12 pieces of screw thread steel with the diameter of more than 25mm are evenly distributed along the circumference of the steel casing.
6. A complex environmental underwater structure construction method according to claim 3, wherein: the double-layer bidirectional reinforcement net protective layer is 5cm, and a gap of 3cm is reserved between the inner side concrete sealing bottom plate and the steel casing.
7. The method for constructing the underwater structure in the complex environment according to claim 6, wherein: the inner concrete inner bottom plate is an annular belt, and the radial width of the annular belt is 320-350 mm.
8. The method for constructing the underwater structure in the complex environment according to claim 7, wherein: and reserving a water collecting pit at one corner of the outer concrete sealing bottom plate when the outer concrete sealing bottom plate is concreted.
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| CN202410672779.5A CN118639681A (en) | 2024-05-28 | 2024-05-28 | A construction method for underwater structures in complex environments |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119531397A (en) * | 2025-01-22 | 2025-02-28 | 杭州江润科技有限公司 | Large single-wall steel box cofferdam with tension-compression combined suspension rod for quick caulking and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119531397A (en) * | 2025-01-22 | 2025-02-28 | 杭州江润科技有限公司 | Large single-wall steel box cofferdam with tension-compression combined suspension rod for quick caulking and construction method |
| CN119531397B (en) * | 2025-01-22 | 2025-05-30 | 杭州江润科技有限公司 | Large single-wall steel hanging box cofferdam with quick seam plugging function by using pulling and pressing combined suspenders and construction method |
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