CN111206577A - Construction method of steel guide wall foundation of sea area deepwater anchorage foundation - Google Patents
Construction method of steel guide wall foundation of sea area deepwater anchorage foundation Download PDFInfo
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- CN111206577A CN111206577A CN202010041648.9A CN202010041648A CN111206577A CN 111206577 A CN111206577 A CN 111206577A CN 202010041648 A CN202010041648 A CN 202010041648A CN 111206577 A CN111206577 A CN 111206577A
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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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
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
Abstract
The invention discloses a construction method of a steel guide wall foundation of a sea area deepwater anchorage foundation, which is applied to the construction of a sea area deepwater suspension bridge anchorage foundation and comprises the steps of foundation treatment, auxiliary steel platform erection, steel guide wall construction, underground diaphragm wall groove section division, phase II groove back-filling sand, phase I groove construction and phase II groove construction. The foundation treatment is carried out in the early stage to improve the geological conditions, an auxiliary steel platform is erected to create land working conditions, the steel pipe piles are positioned and inserted into the inner side and the outer side of the axis of the diaphragm wall, then the construction treatment of the diaphragm wall is carried out, and the functions of supporting, water retaining and wave retaining are achieved for later foundation pit excavation. The invention solves the technical problems of construction hole collapse, long construction period, post-construction dismantling and the like caused by the need of cofferdam construction of islands for the construction of the offshore suspension bridge deepwater anchorage in the prior art, reduces the construction risk, shortens the construction period and provides a new technical method for the construction application of the over-sea channel kilometric suspension bridge.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to a construction method of a steel guide wall foundation of a deepwater anchorage foundation in a sea area, and more particularly relates to a construction method of a steel guide wall type underground diaphragm wall foundation suitable for construction of an anchorage foundation of a deepwater suspension bridge.
Background
At present, the anchorage of a thousand-meter-level cross-river suspension bridge adopts a gravity type anchorage structure, and the gravity type anchorage comprises an anchorage main body and an anchorage foundation. The existing gravity type anchorage needs foundation pit excavation during construction, needs to adopt a technology of an underground diaphragm wall foundation to realize a supporting effect on the foundation pit excavation in the early stage, and needs to be constructed on a bank with better geological conditions by site selection. The construction technology of the anchorage diaphragm wall foundation under the conventional geological condition is relatively mature, but for offshore sea area deepwater suspension bridges, the average water depth is about 10 meters due to the fact that the anchorage body is located in the sea with thick marine-phase silt, the geological condition cannot meet the requirement, and the conventional diaphragm wall grooving construction is not feasible.
At present, similar deepwater anchorage construction cases are rarely found at home and abroad for reference. The known conventional scheme is a cofferdam island building idea of adopting steel pipe pile cofferdam, sand blowing and filling and foundation treatment: as shown in fig. 1, steel pipe (plate) piles are combined, and a steel box hoop 10 is arranged on the outer side of a cofferdam to form an island body 20; backfilling the island body 20 with medium grit; adopting cement mixing piles 30 to reinforce the foundation on the sludge layer, and then performing scouring protection; finally, the diaphragm wall 40 is manufactured by a conventional diaphragm wall construction method. Generally speaking, the technical scheme is that a stable land environment of an island body is formed in a deep water area to have geological conditions of continuous wall construction grooving, and then subsequent underground continuous wall construction can be carried out. The conventional method has mature construction technology and reasonable structural stress, but is generally only suitable for a gentle riverbed in a shallow water area and has three defects:
firstly, the risk of hole collapse in grooving is solved. In the cofferdam island building in the deep water area, medium coarse sand of 10m is required to be filled on a soft silt layer with the thickness of 15-20 m on the top surface of an original river bed, the balance of the soil body of the original river bed is seriously broken, and although the periphery of an island body is protected by a strong steel pipe pile cofferdam, the flow-molded silt and powder sand soil bodies on the inner side and the outer side of the cofferdam are in an unstable state in a short time, so that the hole collapse phenomenon is easily caused in the groove milling construction process of the diaphragm wall, and serious construction quality accidents are caused.
And secondly, risk of construction period. The cofferdam island construction work amount is large, the construction period is long, the influence on the marine environment is large due to the fact that the stability of the river bed soil body is broken, standing is needed to wait for 3 months or even longer after island construction is formed, and groove milling construction of the underground diaphragm wall can be conducted after sedimentation is stable.
Thirdly, risk treatment after construction. The cofferdam island is generally formed by a large-diameter (2.5-3.0 m) lock catch steel pipe pile cofferdam, if the construction environment is in a deep water area, the steel pipe pile needs to penetrate through a sand layer at the bottom of a soft mud layer of a riverbed and be inserted into the top of a hard rock layer, and the soil penetration depth can reach 40 m. After the bridge construction task is completed, in order to meet the requirement of water blocking in the marine ecological environment, the temporary cofferdam construction island of the anchor in the sea needs to be dismantled, at the moment, the large-diameter steel pipe with the soil penetration depth of 40m can not be pulled out by a vibration hammer, only the large-diameter steel pipe pile can be subjected to underwater cutting on the original seabed surface to meet the requirement of the water blocking area, the risk of underwater cutting is extremely high, resources are wasted, and the later dismantling cost of the temporary cofferdam construction island is extremely high.
Therefore, a deep water anchorage construction method which is reasonable in structure, convenient and fast to operate, economical and scientific is urgently needed, the supporting effect of later foundation pit excavation can be achieved, and the defects of the diaphragm wall foundation technology can be overcome.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a construction method of a steel guide wall foundation of a deepwater anchorage foundation in a sea area.
The invention is realized by adopting the following technical scheme:
compared with the prior art, the invention can achieve the following beneficial effects: through earlier stage ground processing improve geological conditions, set up supplementary steel platform and create land area operating condition, with the steel-pipe pile location insert beat to the inside and outside of ground even wall axis, carry out the construction processing of ground even wall again, for the effect that later stage excavation realized strutting, the steel is led the wall structure and can also be compromise the manger plate of later stage excavation and keep off unrestrained effect. (1) The steel guide wall structure is arranged in a steel pipe pile mode, the concrete guide wall structure in the conventional diaphragm wall construction is replaced, the structural modes of the steel platform and the steel guide wall can be flexibly arranged according to construction planning to adapt, the technical problems that cofferdams are needed for island construction and construction collapse, the construction period is long, the steel guide wall structure is dismantled after construction and the like in the deep water anchorage construction of the offshore suspension bridge in the prior art are solved, the construction risk is reduced and the construction period is shortened on the premise that the engineering safety and quality are fully guaranteed; (2) in addition, the steel can be recycled, so that the manufacturing cost is saved, and the construction efficiency is improved; (3) the method overcomes the defect that the conventional cofferdam island building method can only be generally suitable for the flat riverbed in the shallow water area, can be applied to anchorage construction in the deep water area, can also be popularized to the grooving construction of diaphragm wall foundations in the conventional land area environment and the supporting construction of various deep foundation pits, and has a wide application range; (4) provides a new technical method for the construction and application of the sea-crossing passage kilometric suspension bridge, and has high engineering practical significance.
Drawings
FIG. 1 is a schematic diagram of the construction of an island by cofferdam in the prior art;
FIG. 2 is a schematic elevation view of the construction state of the present invention;
FIG. 3 is a plan view of the arrangement of the auxiliary steel platform;
FIG. 4 is an elevation view of the tie back surround platform;
FIG. 5 is an elevation view of a contoured platform;
FIG. 6 is a schematic view of a single component of a standard channel section of a steel guide wall;
FIG. 7 is a combined connection diagram of standard groove sections of the steel guide wall;
FIG. 8 is a schematic view of individual components of a special groove section of a steel guide wall;
FIG. 9 is a combined connection diagram of a standard groove section and a special groove section of the steel guide wall;
FIG. 10 is a schematic view of the integral reinforcement connection of the steel guide wall;
FIG. 11 is a flow chart of the construction method of the present invention;
fig. 12 is a schematic plan view of the present invention applied to an actual engineering case.
In the figure: 10. a reinforcing steel bar hoop; 20. an island body; 30. stirring the piles with cement; 40. a ground connecting wall; 50. a slot milling machine; 60. a steel platform; 61. an anchorage surrounds the platform; 62. a material stacking platform; 63. a partition wall construction platform; 64. a mud disposal platform; 65. a special-shaped platform; 70. a steel guide wall; 71. steel pipe piles; 72. a thick steel plate; 73. a female lock catch; 74. a male lock catch; 75. cement mortar; 76. transverse connection; 77. a crown beam; 80. a ground connecting wall; 81. a phase I tank; 82. a phase II tank; 90. a geological structure; 91. a sludge layer; 92. a clay layer; 93. a sand layer; 94. a rock layer; 100. and (6) anchorage.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and the detailed description, and it should be noted that any combination of the embodiments or technical features described below can be used to form a new embodiment without conflict.
The invention discloses a construction method of a steel guide wall 70 foundation of a deepwater anchorage foundation in a sea area, which is applied to the construction of an anchorage foundation of a suspension bridge in deepwater in the sea area, and is used for constructing a ground connection wall foundation taking the steel guide wall 70 as a guide wall structure so as to realize the functions of supporting, retaining water and retaining waves for the excavation of a foundation pit of the anchorage foundation in the later period. The invention can also be popularized and applied to the grooving construction of the diaphragm wall foundation in shallow water areas and conventional land areas and the supporting construction of various deep foundation pits.
Referring to fig. 2, 3 and 11, the construction method of the present invention at least includes the following steps:
foundation treatment: marking out the axis of the diaphragm wall of the anchorage 100 foundation according to the construction requirement, and reinforcing the sludge covering layers within 5m of the two sides of the axis of the diaphragm wall by adopting the deep cement mixing piles 30 to form two plain concrete walls inside and outside the diaphragm wall 80, preventing the sludge from flowing and reinforcing the weak foundation, on one hand, avoiding the occurrence of hole shrinkage and collapse on the upper groove wall, on the other hand, reducing the settlement and deformation of the subsequent steel guide wall, increasing the vertical bearing capacity of the steel guide wall, and providing sufficient geological conditions for the subsequent continuous wall slotting construction;
erecting an auxiliary steel platform: after reinforcing the soft sludge foundation, erecting an auxiliary steel platform 60 in the area of the anchorage 100, wherein the steel platform 60 comprises a support pile, a bearing structure and a standardized module panel which are sequentially arranged from bottom to top; firstly, driving a fixed supporting pile by using a piling ship, performing double control according to the penetration degree and the pile top elevation, respectively hoisting the bearing structure and the standardized module panel by using a crane ship, performing reverse synchronous propelling construction by using two crawler cranes after a certain working surface is achieved, and finally finishing the integral erection construction of the steel platform 60; the steel platform 60 functions as: creating a land construction environment, so that constructors can smoothly carry out works such as diaphragm wall construction, material placement and the like on the land construction environment;
the steel guide wall construction step: the method comprises the following steps that a plurality of steel pipe piles 71 with latches are positioned and inserted to the inner side and the outer side of the axis of the diaphragm wall, the steel pipe piles 71 are wound into a circle of closed ring shape or form a section of non-closed special-shaped curve according to the specific shape of the axis of the diaphragm wall (according to geological conditions, a circle of continuous steel pipe piles 71 can be arranged aiming at the axis of the whole diaphragm wall, or the steel pipe piles 71 are arranged aiming at one section with poor geological conditions, both the two modes are within the protection range of the invention), the latches of the adjacent steel pipe piles are mutually engaged, cement mortar 75 is poured into the latches, so that an integral continuous and stable steel guide wall 70 structure is formed among the steel pipe piles 71 and is used as a guide wall structure of a diaphragm wall foundation;
dividing the underground diaphragm wall groove section: dividing the diaphragm wall 80 into at least a phase I groove 81 and a phase II groove 82, wherein the phase I groove 81 and the phase II groove 82 are arranged at intervals; after the groove sections are divided, the construction of the diaphragm wall can be started according to the groove sections;
and a step of backfilling sand in a groove in a stage II: arranging a slurry baffle plate for the stage II tank 82 and back-filling sand to prevent the slurry from leaking outwards and keeping the water level of the slurry in the tank section higher than the water level outside the steel guide wall 70;
construction of a phase I groove: according to a construction method of a common diaphragm wall, groove milling, steel reinforcement cage hoisting and concrete pouring are carried out on a groove 81 in the phase I, a groove section joint plate in the phase II is installed before the concrete is poured in the groove 81 in the phase I, the position of a groove hole in the phase II is reserved in advance, and a slurry baffle and the joint plate are pulled out after initial setting is poured in the groove 81 in the phase I;
construction of a phase II groove: according to the construction method of the common diaphragm wall, the groove 82 in the period II is milled, the steel reinforcement cage is hoisted and concrete is poured, so that the whole engineering body forms a diaphragm wall 80 structure taking the steel guide wall 70 as a guide wall.
Fig. 2 is a schematic view of the construction state of the present invention, the slot milling equipment is a slot milling machine 50, and the geological structure 90 is, from top to bottom: a sludge layer 91, a clay layer 92, a sand layer 93, a clay layer 92 and a rock layer 94.
As a preferred embodiment, in the step of setting up the auxiliary steel platform: referring to fig. 3-5, the steel platform 60 includes an anchor surrounding platform 61, a material stacking platform 62, a partition wall construction platform 63, and a slurry arrangement platform 64; firstly, a partition wall construction platform 63 and a slurry arrangement platform 64 are arranged on the inner side of the axis of the diaphragm wall, and then an anchorage surrounding platform 61 and a material stacking platform 62 are arranged on the outer side of the axis of the diaphragm wall.
As a preferred embodiment, in the step of setting up the auxiliary steel platform: referring to fig. 3 and 5, a special-shaped platform 65 is further built; after the anchorage surrounding platform 61 is erected, a special-shaped platform 65 is erected at a gap formed by the anchorage surrounding platform 61 and the axis of the diaphragm wall by using a crawler crane, and the shape and structure of the special-shaped platform 65 can be triangular, and can also be special-shaped or other shapes, which are determined according to the shape of the gap.
As a preferred embodiment, referring to fig. 4, the load-bearing structure of the anchorage surrounding platform 61 comprises bailey and double-spliced I45b I-steel; the load-bearing structures of the partition wall construction platform 63 and the slurry arrangement platform 64 comprise bailey and I45b I-steel; standardized modular panels include transverse distribution beams using 25 i-beams and deck boards using a [28a ] channel facing.
The important construction difficulty of the steel guide wall 70 is that the positioning and inserting of the fore shaft steel pipe pile 71 control the position and the vertical degree of the installation plane, and an attitude guide device is also needed to control the fore shaft inserting attitude so as to ensure that the integral shape of the steel guide wall 70 meets the requirements related to groove milling of the diaphragm wall 80. Therefore, as a preferred embodiment, in the steel guide wall construction step: the steel pipe pile 71 is positioned and driven by adopting the crawler crane, the hydraulic vibration hammer and the guide frame, the radian of the steel guide wall 70 is controlled by measuring and controlling the corner of the locking notch, finally the steel guide wall 70 is folded according to actual conditions, the locking notch direction and the socket plane torsion angle position of the steel pipe pile 71 are observed in real time in the driving and driving process, and the accuracy of the plane position, the perpendicularity and the locking notch posture of the steel pipe pile 71 is ensured.
Since the overall shape of the steel guide wall 70 needs to be adapted to the shape of the diaphragm wall axis, the steel guide wall 70 needs to be divided into a plurality of groove sections to be combined to form an integral structure. As a preferred embodiment, with reference to fig. 3, the shape of the diaphragm wall axis is preferably in the form of the "infinity" structure, which is most stressed, on the basis of which the steel guide wall 70 is designed as a standard groove section, which is located in the standard circular arc section of the "infinity" structure, and as a special groove section, which is located in the two circular joining sections of the "infinity" structure, which together form the integral steel guide wall 70.
Therefore, in the steel guide wall construction step: before the steel pipe pile 71 is positioned and driven, a standard groove section of the steel guide wall 70 is manufactured: referring to fig. 6, two steel pipe piles 71 are taken, and two thick steel plates 72 are welded on the inner sides of the two steel pipe piles 71 along the axial direction of the side wall to form a double-cylinder steel pipe pile; then respectively welding a female lock catch 73 and a male lock catch 74 which are matched in size at the head end and the tail end of the double-cylinder steel pipe pile to form a single component of the standard groove section; referring to fig. 7, the individual members of the plurality of standard channel segments are positioned and inserted to form a continuous structure of the standard channel segments of the steel guide wall 70 by the female locking device 73 and the male locking device 74 being engaged with each other. Manufacturing the special groove section: referring to fig. 8, taking four steel pipe piles 71, and welding six thick steel plates 72 on the inner sides of the four steel pipe piles 71 along the axial direction of the side wall to form four steel pipe piles; welding a male lock catch 74 at the head end and the tail end of the four-tube steel pipe pile to form a single component of the special groove section; referring to fig. 9, the two male locking fasteners 74 are engaged with the female locking fasteners 73 of the standard groove segments after positioning and inserting, so that the special groove segments are connected with the standard groove segments to form a continuous structure of the special groove segments and the standard groove segments of the steel guide wall 70.
In a preferred embodiment, in the steel guide wall construction step: the diameter of the outer edge of the adopted steel pipe pile 71 is 800mm, the thickness of the thick steel plate 72 is 10mm, and the female lock catch 73 and the male lock catch 74 are formed by welding 125mm equal-side angle steel and 200mm channel steel.
As a preferred embodiment, referring to fig. 10, in the steel guide wall construction step: after the steel pipe piles 71 are inserted and driven along the axis of the diaphragm wall and installed, a full-length I25-shaped crown beam 77 is longitudinally arranged on the top surfaces of all the steel pipe piles 71 to strengthen the connection between the steel pipe piles 71.
As a preferred embodiment, referring to fig. 10, in the phase I tank 81 construction step and the phase II tank 82 construction step: during the groove milling construction, I25 steel temporary cross links 76 are arranged at intervals on the inner side and the outer side of the steel guide wall 70 structure of the corresponding groove section so as to improve the overall rigidity and stability of the steel guide wall 70. The stability of the integral connection of the steel guide wall 70 is enhanced by the combined action of the cross-links 76 and the crown beam.
The construction method of the invention relates to the design and use of the auxiliary steel platform 60 and the steel guide wall 70, and the structural forms of the steel platform 60 and the steel guide wall 70 are described in detail as follows:
the steel platform 60 is erected outside the anchor 100 region and used for providing a working platform for various construction equipment such as the slot milling machine 50 and a concrete mixer and construction materials such as slurry, concrete and steel pipe piles, and because the construction of the suspension bridge is located in a deep water region, the steel platform 60 needs to be erected to create a land construction environment, so that constructors can smoothly carry out construction, material placement and the like on the steel platform. The steel platforms 60 are divided structurally, each steel platform 60 is sequentially provided with a support pile, a bearing structure and a standardized template panel from bottom to top, the support pile is used as the support structure of the steel platform 60, the bearing structure plays a role in bearing material equipment on the steel platform 60, and the standardized template panel comprises a transverse distribution beam and a bridge deck which is used as a working platform.
In a preferred embodiment of the present invention, the structure of the diaphragm wall 80 is designed as the "∞" structure which is most firmly stressed, and in practical engineering applications, the diaphragm wall 80 can be in other structures; the present embodiment explains the steel platform 60 based on the underground diaphragm wall 80 of the "∞" structure:
the functional role of the steel platform 60 is divided, and referring to fig. 3, the steel platform 60 includes an anchor surrounding platform 61, a material stacking platform 62, a partition wall construction platform 63, a slurry arrangement platform 64, and a triangle section special-shaped platform 65. The structural shape of each platform is adaptively designed according to the actual structural form of the diaphragm wall 80, for example, the special-shaped platform 65 is used for filling the vacancy in the form that the anchorage surrounds the platform 61 and the axis of the diaphragm wall, the special-shaped platform 65 in the triangular area is designed to adapt to the triangular vacancy in the embodiment, and the special-shaped platform 65 in other shapes can be designed according to the actual construction requirement. Referring to fig. 3, the anchorage surrounding platform 61 and the material stacking platform 62 are arranged on the outer side of the foundation of the diaphragm wall 80, the partition wall construction platform 63, the slurry arrangement platform 64 and the triangular area special-shaped platform 65 are arranged on the inner side, and the platforms are independent from each other and have no connection relation.
Specifically, referring to fig. 4-5, the steel platform 60 adopts a steel pipe pile 71 with a diameter of 820 × 10mm as a support pile, the anchorage surrounding platform 61 at the outer side adopts a bailey + double-spliced I45b I-shaped steel system as a bearing structure, 9m spans, 4 groups of bailey pieces are adopted, and the bailey pieces are 5+2+4+2 from inside to outside; the partition wall construction platform 63 on the inner side adopts a Bailey + I45b I-shaped steel system as a bearing structure, 9m spans are formed, 10 groups of Bailey pieces are adopted, and the Bailey pieces are 5+2+4+7@2 from inside to outside; the standardized module panel adopts 25I-steel (with the interval of 75cm) as a transverse distribution beam and [28a channel steel surface layer (full pavement) as a bridge panel; the triangular region special-shaped platform 65 adopts a three-spliced 588H-shaped steel as a bearing beam, and HM588 steel (at an interval of 75cm) and a [28a channel steel surface layer (full pavement) are paved on the bearing beam.
The construction sequence of the steel platform 60 is: firstly, an inner partition wall construction platform 63 and a slurry arrangement platform 64 are erected, then an outer anchorage surrounding platform 61 and a material stacking platform 62 are erected, and then a triangular area special-shaped platform 65 in a gap is erected by using a crawler crane.
Regarding the structural form of the steel guide wall 70: the steel guide wall 70 is used as a guide wall structure of the foundation of the diaphragm wall 80 to replace a concrete guide wall structure adopted by the conventional diaphragm wall technology. Also, in the embodiment in which the structure of the diaphragm wall 80 is set to the "∞" structural style, the steel guide wall 70 is divided into a standard groove section, which is composed of several standard groove section individual components, and a special groove section, which is composed of individual special groove section individual components.
In the above embodiment, referring to fig. 6-7, a single component of the standard channel section steel guide wall 70 has a length of 1.9m, a width of 0.8m, and an average depth of penetration of 24m, a set of double-tube steel pipe piles is formed by welding two 800mm steel pipe piles 71 to two 10mm thick steel plates 72 along the axial direction of the side wall, and a female lock catch 73 and a male lock catch 74 with corresponding sizes are respectively welded at the head and the tail of the double-tube steel pipe piles, wherein the female lock catch 74 is formed by welding 125mm equilateral angle steel and 200mm channel steel in a pasting manner, the female lock catch 73 is formed by welding the channel steel with the opening facing outward in a pasting manner, and the male lock catch 74 is formed by welding the channel steel with the opening facing inward in a; cement sand is poured into the locking opening between the female locking buckle 73 and the male locking buckle 74 to ensure the integral water-tight performance of the steel guide wall 70 and prevent the slurry leakage in the groove milling process of the underground diaphragm wall 80.
In summary, two steel pipe piles 71 are welded with thick steel plates 72 to form double-cylinder steel pipe piles, and female latches 73 and male latches 74 are welded to both sides of the double-cylinder steel pipe piles to form a single member of a standard groove section. The single components of the plurality of standard groove sections are mutually engaged through the male and female lock catches after being positioned and inserted, so that the integral standard groove section of the steel guide wall 70 is formed.
The special groove section is a groove section with an irregular shape for the whole steel guide wall 70, and the special groove section and the standard groove section are matched to form the whole steel guide wall 70 structure. Referring to fig. 8-9, a single member of the special groove section has a length of 3.5m, a width of 0.8m, an average depth of soil penetration of 24m and an included angle of 150 degrees, a group of four steel pipe piles is formed by welding 6 steel plates 725 with a thickness of 10mm axially along the side wall of 4 steel pipe piles 71 with 800mm, and male lock catches 74 with corresponding sizes are respectively welded on the head side and the tail side of the four steel pipe piles, wherein the male lock catches 74 are formed by welding 125mm equilateral angle steel and 200mm channel steel together (note that the special groove section steel guide wall 70 is connected and combined with the standard groove section steel guide wall 70, so that the female lock catch 73 is omitted).
In summary, similar to the standard groove section, the four steel pipe piles 71 are welded with the thick steel plates 72 to form the four steel pipe piles in the special groove section, and the male locking fasteners 74 are welded on the two sides of the four steel pipe piles to form a single component of the special groove section. The single component of the special groove section and the standard groove section are mutually engaged through the male and female lock catches after positioning and inserting, so that the integral continuous structure of the steel guide wall 70 is formed.
Through the detailed explanation of the embodiment, it can be understood that the invention improves the geological condition by foundation treatment in the early stage, establishes the auxiliary steel platform to create the working condition of the land area, positions and inserts the steel pipe piles to the inner side and the outer side of the axis of the diaphragm wall, and then carries out the construction treatment of the diaphragm wall, thereby realizing the supporting function for the later stage of foundation pit excavation, and the steel guide wall structure can also take the water retaining and wave retaining functions of the later stage of foundation pit excavation into consideration. The technical effects at least comprise: (1) the steel guide wall structure is arranged in a steel pipe pile mode, the concrete guide wall structure in the conventional diaphragm wall construction is replaced, the structural modes of the steel platform and the steel guide wall can be flexibly arranged according to construction planning to adapt, the technical problems that cofferdams are needed for island construction and construction collapse, the construction period is long, the steel guide wall structure is dismantled after construction and the like in the deep water anchorage construction of the offshore suspension bridge in the prior art are solved, the construction risk is reduced and the construction period is shortened on the premise that the engineering safety and quality are fully guaranteed; (2) in addition, the steel can be recycled, so that the manufacturing cost is saved, and the construction efficiency is improved; (3) the method overcomes the defect that the conventional cofferdam island building method can only be generally suitable for the flat riverbed in the shallow water area, can be applied to anchorage construction in the deep water area, can also be popularized to the grooving construction of diaphragm wall foundations in the conventional land area environment and the supporting construction of various deep foundation pits, and has a wide application range; (4) provides a new technical method for the construction and application of the sea-crossing passage kilometric suspension bridge, and has high engineering practical significance.
The above embodiments are only preferred embodiments of the present invention, and the protection scope of the present invention is not limited thereby, and any insubstantial changes and substitutions made by those skilled in the art based on the present invention are within the protection scope of the present invention.
Claims (10)
1. A construction method of a steel guide wall foundation of a sea area deepwater anchorage foundation is characterized by comprising the following steps:
foundation treatment: marking out the axis of the diaphragm wall of the anchorage foundation according to construction requirements, and reinforcing the sludge covering layer within the range of 5m on two sides of the axis of the diaphragm wall by adopting deep cement mixing piles to form a composite foundation;
erecting an auxiliary steel platform: after reinforcing treatment of the soft sludge foundation is completed, erecting an auxiliary steel platform on an anchorage area, wherein the steel platform comprises a support pile, a bearing structure and a standardized module panel which are sequentially arranged from bottom to top; firstly, driving and fixing the support pile by using a piling ship, then respectively hoisting the bearing structure and the standardized module panel by using a crane ship, and finally finishing the overall erection construction of the steel platform;
the steel guide wall construction step: positioning and inserting a plurality of steel pipe piles with latches to the inner side and the outer side of the axis of the diaphragm wall, and according to the specific shape of the axis of the diaphragm wall, surrounding the steel pipe piles into a circle of closed ring or forming a section of non-closed special-shaped curve; the lock catches of the adjacent steel pipe piles are mutually occluded, cement mortar is poured into the lock catches, and the steel pipe piles form an integrally continuous and stable steel guide wall structure which is used as a guide wall structure of a diaphragm wall foundation;
dividing the underground diaphragm wall groove section: dividing the diaphragm wall into at least a phase I groove and a phase II groove, wherein the phase I groove and the phase II groove are arranged at intervals;
and a step of backfilling sand in a groove in a stage II: the phase II groove is provided with a slurry baffle and backfills sand;
construction of a phase I groove: according to a construction method of a common diaphragm wall, milling a groove, hoisting a reinforcement cage, installing a joint plate and pouring concrete on a groove in the I stage, and removing the slurry baffle and the joint plate after the concrete in the groove in the I stage is initially set;
construction of a phase II groove: according to the construction method of the common diaphragm wall, the groove milling, the steel reinforcement cage hoisting and the concrete pouring are carried out on the groove in the period II, so that the diaphragm wall structure taking the steel guide wall as the guide wall form is integrally formed.
2. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 1, wherein in the step of erecting the auxiliary steel platform: the steel platform comprises an anchorage surrounding platform, a material stacking platform, a partition wall construction platform and a slurry arrangement platform; the partition wall construction platform and the slurry arrangement platform are arranged on the inner side of the axis of the diaphragm wall, and the anchorage surrounding platform and the material stacking platform are arranged on the outer side of the axis of the diaphragm wall.
3. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 2, characterized in that in the step of erecting the auxiliary steel platform: also comprises setting up a special-shaped platform; after the anchorage surrounding platform is erected, the special-shaped platform is erected at a gap formed by the anchorage surrounding platform and the axis of the diaphragm wall by a crawler crane.
4. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 2, wherein the bearing structure of the anchorage surrounding platform comprises bailey and double-spliced I45b I-steel; the load-bearing structures of the partition wall construction platform and the slurry arrangement platform comprise bailey and I45b I-steel; the standardized modular panels include transverse distribution beams using 25 i-beams and deck boards using [28a channel steel facings.
5. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 1, characterized in that in the construction step of the steel guide wall: the steel pipe pile is positioned and driven by adopting a crawler crane, a hydraulic vibration hammer and a guide frame, the radian of the steel guide wall is controlled by measuring and controlling the locking opening corner, finally the steel guide wall is folded according to actual conditions, the locking opening direction and the socket plane torsion angle position of the steel pipe pile are observed in real time in the driving and driving process, and the accuracy of the plane position, the perpendicularity and the locking opening posture of the steel pipe pile is ensured.
6. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 1, characterized in that in the construction step of the steel guide wall: the steel guide wall comprises a standard groove section, and the standard groove section is manufactured before the steel pipe pile is positioned and driven: taking two steel pipe piles, and welding two thick steel plates on the inner sides of the two steel pipe piles along the axial direction of the side wall to form a double-cylinder steel pipe pile; then respectively welding a female lock catch and a male lock catch which are matched in size at the head end and the tail end of the double-cylinder steel pipe pile to form a single component of the standard groove section; and after positioning and inserting, the single components of the standard groove sections are mutually meshed through the female lock catches and the male lock catches to form a continuous structure of the standard groove sections of the steel guide wall.
7. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 6, characterized in that in the construction step of the steel guide wall: the steel guide wall further comprises a special groove section, and the special groove section is manufactured before the steel pipe pile is positioned and driven: taking four steel pipe piles, and welding six thick steel plates on the inner sides of the four steel pipe piles along the axial direction of the side walls to form four steel pipe piles; welding a male lock catch at the head end and the tail end of the four-tube steel pipe pile to form a single component of the special groove section; and the two male lock catches are respectively meshed with the female lock catches of the standard groove sections after positioning and inserting, so that the special groove sections are connected with the standard groove sections to form a continuous structure of the special groove sections and the standard groove sections of the steel guide wall.
8. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 6 or 7, characterized in that in the construction step of the steel guide wall: the outer edge diameter of the steel pipe pile is 800mm, the thickness of the thick steel plate is 10mm, and the female lock catch and the male lock catch are formed by welding 125mm equal-edge angle steel and 200mm channel steel.
9. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 1, characterized in that in the construction step of the steel guide wall: and after the steel pipe piles are inserted, driven and installed along the axis of the diaphragm wall, longitudinally arranging full-length I25-shaped crown cross beams on the top surfaces of all the steel pipe piles to strengthen the connection between the steel pipe piles.
10. The construction method of the steel guide wall foundation of the sea area deepwater anchorage foundation as claimed in claim 1, wherein in the construction step of the I-stage groove and the construction step of the II-stage groove: during groove milling construction, I25 type steel temporary transverse links are arranged at intervals on the inner side and the outer side of the steel guide wall structure of the corresponding groove section so as to improve the overall rigidity and stability of the steel guide wall.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113006113A (en) * | 2021-03-04 | 2021-06-22 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
| CN114250794A (en) * | 2021-11-30 | 2022-03-29 | 中交路桥建设有限公司 | Steel guide wall capable of being used in turnover mode |
| CN115198783A (en) * | 2022-07-08 | 2022-10-18 | 中交第二航务工程局有限公司 | Construction control method of partition chamber type diaphragm wall anchorage foundation |
| CN116043884A (en) * | 2022-12-19 | 2023-05-02 | 保利长大工程有限公司 | Construction method for constructing island by using flexible cofferdam of offshore anchor ingot |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0978569A (en) * | 1995-09-18 | 1997-03-25 | Tenox Corp | Steel pipe sheet pile |
| JP2003138558A (en) * | 2001-11-07 | 2003-05-14 | Data Tou:Kk | Connected steel pipe sheet pile, steel pipe connection structure using the same, steel pipe sheet pile wall, and soil cement continuous wall |
| CN101560767A (en) * | 2009-05-12 | 2009-10-21 | 广东省长大公路工程有限公司 | Method for connecting slotted sections in underground construction of diaphragm wall |
| EP2410093A1 (en) * | 2010-07-19 | 2012-01-25 | Soilmec S.p.A. | Drilling device for execution of diaphragm walls and method thereof |
| CN105951711A (en) * | 2016-05-25 | 2016-09-21 | 中国能源建设集团安徽电力建设第工程有限公司 | Enclosing construction method of underground continuous wall of seashore power station |
| CN110453704A (en) * | 2019-08-02 | 2019-11-15 | 中交第二航务工程局有限公司 | A kind of marine anchorage construction combined type cofferdam structure of large size and its construction method |
-
2020
- 2020-01-15 CN CN202010041648.9A patent/CN111206577B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0978569A (en) * | 1995-09-18 | 1997-03-25 | Tenox Corp | Steel pipe sheet pile |
| JP2003138558A (en) * | 2001-11-07 | 2003-05-14 | Data Tou:Kk | Connected steel pipe sheet pile, steel pipe connection structure using the same, steel pipe sheet pile wall, and soil cement continuous wall |
| CN101560767A (en) * | 2009-05-12 | 2009-10-21 | 广东省长大公路工程有限公司 | Method for connecting slotted sections in underground construction of diaphragm wall |
| EP2410093A1 (en) * | 2010-07-19 | 2012-01-25 | Soilmec S.p.A. | Drilling device for execution of diaphragm walls and method thereof |
| CN105951711A (en) * | 2016-05-25 | 2016-09-21 | 中国能源建设集团安徽电力建设第工程有限公司 | Enclosing construction method of underground continuous wall of seashore power station |
| CN110453704A (en) * | 2019-08-02 | 2019-11-15 | 中交第二航务工程局有限公司 | A kind of marine anchorage construction combined type cofferdam structure of large size and its construction method |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113006113A (en) * | 2021-03-04 | 2021-06-22 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
| CN113006113B (en) * | 2021-03-04 | 2022-05-06 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
| CN114250794A (en) * | 2021-11-30 | 2022-03-29 | 中交路桥建设有限公司 | Steel guide wall capable of being used in turnover mode |
| CN115198783A (en) * | 2022-07-08 | 2022-10-18 | 中交第二航务工程局有限公司 | Construction control method of partition chamber type diaphragm wall anchorage foundation |
| CN115198783B (en) * | 2022-07-08 | 2023-09-08 | 中交第二航务工程局有限公司 | Construction control method of compartment type ground continuous wall anchorage foundation |
| WO2024007614A1 (en) * | 2022-07-08 | 2024-01-11 | 中交第二航务工程局有限公司 | Construction control method for partition type concrete diaphragm wall anchorage foundation |
| CN116043884A (en) * | 2022-12-19 | 2023-05-02 | 保利长大工程有限公司 | Construction method for constructing island by using flexible cofferdam of offshore anchor ingot |
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