CN115324087B - Deep water rock-socketed combined light cofferdam - Google Patents
Deep water rock-socketed combined light cofferdam Download PDFInfo
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- CN115324087B CN115324087B CN202210910656.1A CN202210910656A CN115324087B CN 115324087 B CN115324087 B CN 115324087B CN 202210910656 A CN202210910656 A CN 202210910656A CN 115324087 B CN115324087 B CN 115324087B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 42
- 230000008093 supporting effect Effects 0.000 claims abstract description 61
- 238000004873 anchoring Methods 0.000 claims abstract description 44
- 230000000694 effects Effects 0.000 abstract description 18
- 229910000831 Steel Inorganic materials 0.000 abstract description 14
- 239000010959 steel Substances 0.000 abstract description 14
- 230000008595 infiltration Effects 0.000 abstract 1
- 238000001764 infiltration Methods 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 35
- 238000000034 method Methods 0.000 description 15
- 230000008569 process Effects 0.000 description 11
- 238000005553 drilling Methods 0.000 description 6
- 230000006872 improvement Effects 0.000 description 5
- 238000007599 discharging Methods 0.000 description 4
- 238000003780 insertion Methods 0.000 description 4
- 230000037431 insertion Effects 0.000 description 4
- 230000000149 penetrating effect Effects 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000010009 beating Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000000630 rising effect Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 230000000087 stabilizing effect Effects 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 239000002131 composite material Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/14—Sealing joints between adjacent sheet piles
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/16—Auxiliary devices rigidly or detachably arranged on sheet piles for facilitating assembly
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Revetment (AREA)
Abstract
The invention provides a deepwater rock-embedded combined light cofferdam, which is technically characterized by comprising a cofferdam, a supporting module, a foundation trench, an anchoring layer, the supporting module and the cofferdam, wherein the supporting module is arranged on the inner side of the cofferdam and is used for supporting the inner wall of the cofferdam; the cofferdam of steel sheet pile structure is firmly fixed on the riverbed can be realized to this scheme, prevents that river from the bottom infiltration cofferdam of cofferdam in, has better stagnant water and the effect of retaining.
Description
Technical Field
The invention relates to the field of cofferdams, in particular to a deepwater rock-embedded combined light cofferdam.
Background
Some current bridges on water are limited by factors such as geology, flood discharge flushing, water cross section, navigation and the like or other perspective consideration, and a bearing platform is arranged in a riverbed stratum during design, so that cofferdam construction difficulty is multiplied, at present, a steel sleeve box cofferdam is often adopted for the bearing platform buried below a riverbed, the steel sleeve box construction deep water bearing platform is a more traditional process, but the process has the problems of large steel consumption, complex structure, large engineering quantity, low efficiency, difficult dismantling, low recovery rate and the like, and the cofferdam formed by adopting steel sheet piles is extremely easy to leak water at the bottom of the cofferdam when being subjected to rising and falling tide or other factors are disturbed, and has poor water stopping effect and instability.
Disclosure of Invention
The invention aims to provide a deepwater rock-socketed combined light cofferdam, which realizes that a cofferdam with a steel sheet pile structure is firmly fixed on a riverbed, prevents river water from penetrating into the cofferdam from the bottom of the cofferdam, and has good water stopping and retaining effects.
In order to achieve the above object, the present invention provides the following technical solutions:
The deep water rock-embedded combined light cofferdam comprises a cofferdam, a supporting module which is arranged on the inner side of the cofferdam and used for supporting the inner wall of the cofferdam, and an anchoring layer which is used for digging a foundation trench arranged on a riverbed and pouring in the foundation trench, wherein the supporting module and the cofferdam are inserted on the bottom of the foundation trench, the anchoring layer is poured between the inner wall of the cofferdam and the foundation trench, the cofferdam and the supporting module are fixed in the foundation trench through the anchoring layer, the cofferdam is of a rectangular structure, and side walls on two opposite sides of the cofferdam are symmetrically arranged with the supporting module as a center.
The foundation trench is characterized in that a pile hole is dug at the bottom of the foundation trench, the supporting module is inserted into the pile hole, and an anchoring layer is poured between the supporting module and the inner wall of the pile hole.
Further improved, when the cofferdam is inserted on the bottom of the base groove, a cofferdam groove matched with the cofferdam is formed at the bottom of the base groove, and the anchoring layer is poured between the cofferdam and the cofferdam groove.
Further improved, the inner wall of one side of the cofferdam groove far away from the support module and the inner wall of the foundation groove are positioned on the same vertical curved surface.
Further improved, the support module comprises an auxiliary pile inserted on the bottom of the foundation tank and an enclosing purlin connected with the auxiliary pile, wherein the enclosing purlin is circumferentially arranged on the outer side of the auxiliary pile along the inner wall of the cofferdam and is connected with the inner wall of the cofferdam.
Further improved, the enclosing purlins are provided with at least two, and the adjacent enclosing purlins are arranged at intervals up and down.
Further improvements, the support module further comprises a first support; the auxiliary piles are provided with at least two auxiliary piles, two ends of the first supporting piece are connected with the adjacent auxiliary piles respectively, and the auxiliary piles are connected with the inner wall of the enclosing purlin.
Further improved, the auxiliary piles and the first supporting pieces are alternately arranged and connected end to form a surrounding structure, and the shape of the surrounding structure is matched with that of the cofferdam.
Further improved, the supporting module further comprises a plurality of second supporting pieces, and each auxiliary pile is connected with the surrounding purlin through the corresponding second supporting piece.
Further improved, the cofferdam comprises tubular piles and sheet piles which are inserted into the bottom of the foundation trench, and the tubular piles and the sheet piles are alternately arranged and are enclosed end to form the cofferdam.
Compared with the prior art, the scheme of the invention has the following advantages:
1. In the deepwater rock-embedded combined light cofferdam, a foundation trench is dug, a supporting module and a cofferdam are inserted at the bottom of the foundation trench, an anchoring layer is poured between the side wall of the foundation trench and the cofferdam, and between the cofferdam and the supporting module, the cofferdam and the supporting module are fixed in the foundation trench by the anchoring layer after consolidation, the anchoring layer has the effects of connection, water stop and supporting, the cofferdam with a steel sheet pile structure is firmly fixed on a riverbed, river water is prevented from penetrating into the cofferdam from the bottom of the cofferdam, and in addition, the arrangement of the foundation trench also has the effect of construction positioning, and the influence of river water flow is avoided.
2. In the deepwater rock-embedded combined light cofferdam, pile holes are dug on the bottom of a foundation trench, then a support module is inserted into the pile holes, the pile holes play a role in construction positioning, and when an anchoring layer is poured, the anchoring layer is poured between the support module and the inner wall of the pile holes, so that the connection between the support module and the pile holes is enhanced.
3. In the deepwater rock-embedded combined light cofferdam, the cofferdam is erected on the bottom of a base groove in an inserting and beating mode, after the cofferdam is inserted, a cofferdam groove for inserting the cofferdam is formed at the corresponding position of the bottom of the base groove, and similarly, when an anchoring layer is poured, the anchoring layer is poured between the cofferdam and the inner wall of the cofferdam groove, so that the connection between the cofferdam and the cofferdam groove is reinforced.
4. In the deepwater rock-embedded combined light cofferdam, the inner wall of one side of a cofferdam groove, which is far away from a supporting module, and the inner wall of a foundation groove are positioned on the same vertical curved surface, when an anchoring layer is poured between the cofferdam and the side wall of the foundation groove, pouring is performed between the cofferdam and the cofferdam groove, the distance between the cofferdam and the side wall of the foundation groove is reduced, the contact area between the cofferdam and the side wall of the foundation groove is increased, the pouring thickness is increased, and the water stopping effect is improved under the same connecting strength.
5. In the deepwater embedded rock combined light cofferdam, an auxiliary pile is erected in a foundation trench, then a second connecting piece is installed on the auxiliary pile, an enclosing purlin is erected on the second connecting piece and is arranged on the outer side of the auxiliary pile in a surrounding mode, construction is conducted on the cofferdam along the enclosing purlin, the cofferdam is fixed, construction positioning is conducted on the enclosing purlin, and construction accuracy is improved.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The foregoing and/or additional aspects and advantages of the invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings, in which:
FIG. 1 is a schematic front view of a deep water rock-fill combined light cofferdam in one embodiment of the present invention;
FIG. 2 is a schematic top view of a deep water rock-fill composite lightweight cofferdam in one embodiment of the present invention;
Fig. 3 is a schematic view of the cofferdam structure in one embodiment of the present invention.
Reference numerals: 1. a river bed; 2. a cofferdam; 3. a support module; 4. a base groove; 5. an anchor layer; 21. a tubular pile; 22. sheet piles; 31. auxiliary piles; 32. enclosing purlin; 33. a second support; 34. a first support; 41. a cofferdam groove; 42. pile hole.
Detailed Description
Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the invention.
As shown in fig. 1-3, the invention provides a deepwater rock-embedded combined light cofferdam, which comprises a cofferdam 2, a supporting module 3 arranged on the inner side of the cofferdam 2 and used for supporting the inner wall of the cofferdam 2, a foundation trench 4 used for digging on a river bed 1, and an anchoring layer 5 poured in the foundation trench 4, wherein the supporting module 3 and the cofferdam 2 are inserted on the bottom of the foundation trench 4, the anchoring layer 5 is poured between the inner wall of the cofferdam 2 and the foundation trench 4 and between the cofferdam 2 and the supporting module 3, the cofferdam 2 and the supporting module 3 are fixed in the foundation trench 4 through the anchoring layer 5, the cofferdam 2 is of a rectangular structure, and the side walls on two opposite sides of the cofferdam 2 are symmetrically arranged with the supporting module 3 as the center.
The embodiment of the method comprises the steps of digging a foundation trench 4, inserting a supporting module 3 and a cofferdam 2 at the bottom of the foundation trench 4, pouring an anchoring layer 5 between the side wall of the foundation trench 4 and the cofferdam 2, and between the cofferdam 2 and the supporting module 3, fixing the cofferdam 2 and the supporting module 3 in the foundation trench 4 by the anchoring layer 5 after consolidation, and realizing the effects of connection, water stopping and supporting by the anchoring layer 5, so that the cofferdam 2 with a steel sheet pile 22 structure is firmly fixed on a river bed 1, and river water is prevented from penetrating into the cofferdam 2 from the bottom of the cofferdam 2.
In some embodiments, pile holes 42 are dug at the bottom of the foundation trench 4, the support modules 3 are inserted into the pile holes 42, and the anchoring layers 5 are poured between the support modules 3 and the inner walls of the pile holes 42.
Pile hole 42 digs to establish on the bottom of foundation ditch 4, inserts support module 3 in pile hole 42 afterwards, and pile hole 42 plays the effect of construction location, and when pouring anchor layer 5, pour anchor layer 5 between support module 3 and the inner wall of pile hole 42, strengthens the connection of support module 3 and pile hole 42.
In the concrete implementation, the foundation trench 4 and the pile hole 42 are dug by adopting a rotary drilling construction process, and when the soil layer of the river bed 1 has better cohesiveness, a dry or clear water drilling process can be adopted without slurry wall protection; when the soil layer of the river bed 1 is loose and easy to collapse, adopting a static mud wall protection drilling process, and pouring wall protection mud or stabilizing liquid into the hole to protect the wall.
In some embodiments, when the cofferdam 2 is inserted on the bottom of the base tank 4, the bottom of the base tank 4 forms a cofferdam tank 41 matching with the cofferdam 2, and the anchoring layer 5 is poured between the cofferdam 2 and the cofferdam tank 41.
The cofferdam 2 is erected on the bottom of the base tank 4 in an inserting and beating mode, after the cofferdam 2 is inserted, a cofferdam tank 41 for inserting the cofferdam 2 is formed at a corresponding position of the bottom of the base tank 4, and similarly, when the anchoring layer 5 is poured, the anchoring layer 5 is poured between the cofferdam 2 and the inner wall of the cofferdam tank 41, and the connection between the cofferdam 2 and the cofferdam tank 41 is reinforced.
Preferably, the inner wall of the cofferdam groove 41 on the side far away from the support module 3 is on the same vertical curved surface as the inner wall of the base groove 4.
In practical use, the cofferdam slots 41 are in particular arranged in a ring.
The inner wall of one side of cofferdam groove 41 far away from supporting module 3 and the inner wall of foundation ditch 4 are in the setting on same vertical curved surface for when pouring anchor layer 5 between the lateral wall of cofferdam 2 and foundation ditch 4, pour simultaneously between cofferdam 2 and cofferdam groove 41, reduce the distance between the lateral wall of cofferdam 2 and foundation ditch 4, increase the area of contact with cofferdam 2, improve the thickness of pouring, under the same joint strength, improve the stagnant water effect.
The concrete structure of the supporting module 3 is that the supporting module 3 comprises an auxiliary pile 31 inserted on the bottom of the foundation trench 4 and an enclosing purlin 32 connected with the auxiliary pile 31, wherein the enclosing purlin 32 is arranged on the outer side of the auxiliary pile 31 along the inner wall of the cofferdam 2 in a surrounding manner and is connected with the inner wall of the cofferdam 2.
In practice, the stake hole 42 matches the shape of the auxiliary stake 31.
Further improved, at least two enclosing purlins 32 are arranged, and adjacent enclosing purlins 32 are arranged at intervals up and down.
The number of layers of enclosing purlin 32 is specifically according to the degree of depth of cofferdam 2 to carry out reasonable distribution, along the axial interval arrangement of cofferdam 2, supports cofferdam 2 at different altitudes, improves the fender effect of supporting strength and cofferdam 2.
In a further development of the present embodiment, the support module 3 further comprises a first support 34; the auxiliary piles 31 are provided with at least two, two ends of the first supporting piece 34 are respectively connected with the adjacent auxiliary piles 31, and the auxiliary piles 31 are connected with the inner wall of the enclosing purlin 32.
Through setting up not less than two auxiliary piles 31, connect through first support piece 34 between the two adjacent auxiliary piles 31, link into an integrated entity, constitute and use, improve the self intensity of supporting module 3, auxiliary piles 31 arrange corresponding quantity and mode of arranging according to actual conditions, strengthen the supporting effect pertinently.
As a further improvement of the embodiment, the auxiliary piles 31 and the first supporting members 34 are alternately arranged and connected end to form a surrounding structure, and the shape of the surrounding structure is matched with that of the cofferdam 2.
The surrounding structure is matched with the shape of the cofferdam 2, the distances between the annular structure and the cofferdam 2 are basically equal, the cofferdam 2 is arranged along the surrounding purlin 32, namely the shapes of the surrounding purlin 32 and the cofferdam are matched, and the connecting sites of the inner wall of the surrounding purlin 32 and the first supporting piece 34 can be uniformly arranged, so that the cofferdam 2 is uniformly stressed, and the supporting effect is improved.
In a specific implementation, the supporting module 3 further includes a plurality of second supporting members 33, and each auxiliary pile 31 is connected to the surrounding purlin 32 through a corresponding second supporting member 33.
The auxiliary piles 31 respectively support different positions of the enclosing purlins 32 through the second supporting pieces 33, so that the enclosing purlins 32 are uniformly stressed, the stress deformation of the enclosing purlins 32 is avoided, and the erection instability and damage of the enclosing purlins 32 are prevented.
The construction process of the support module 3 is that firstly, the auxiliary pile 31 is erected in the foundation trench 4, then the second connecting piece is installed on the auxiliary pile 31, the enclosing purlin 32 is erected on the second connecting piece, the enclosing purlin 32 is arranged on the outer side of the auxiliary pile 31 in a surrounding mode, the cofferdam 2 is constructed along the enclosing purlin 32, the enclosing purlin 32 positions the cofferdam 2, and the construction precision is improved.
The cofferdam 2 has a concrete structure that the cofferdam 2 comprises tubular piles 21 and sheet piles 22 which are inserted into the bottom of a foundation trench 4, wherein the tubular piles 21 and the sheet piles 22 are alternately arranged and are enclosed end to form the cofferdam 2.
The scheme also provides a construction method of the deepwater rock-embedded combined light cofferdam, which comprises the following construction steps:
the auxiliary pile 31 is inserted on the river bed 1, a first layer of enclosing purlins 32 are erected on the auxiliary pile 31, and the enclosing purlins 32 are arranged on the outer side of the auxiliary pile 31 in a surrounding mode;
a cofferdam 2 for being inserted on the river bed 1 is inserted around the enclosing purlin 32, and the inner wall of the cofferdam 2 is connected with the enclosing purlin 32;
pouring an anchoring layer 5, wherein the anchoring layer 5 is used for fixing the cofferdam 2 and the auxiliary piles 31 on the river bed 1;
And discharging accumulated water in the cofferdam 2, continuously erecting the enclosing purlins 32 downwards on the auxiliary piles 31, and connecting the inner wall of the cofferdam 2 with the continuously erected enclosing purlins 32.
The implementation effect is, install auxiliary pile 31 on riverbed 1, carry out the initial positioning of construction on riverbed 1 earlier, erect the purlin 32 that encloses of first layer on auxiliary pile 31 afterwards, tubular pile 21 and sheet pile 22 are alternately installed on riverbed 1 along enclosing purlin 32 and enclose and cover into cofferdam 2, tubular pile 21 and sheet pile 22 have improved the precision of arranging of tubular pile 21 and sheet pile 22 under enclosing the direction of purlin 32, make tubular pile 21 and sheet pile 22's connection effect better, avoid loosely, cofferdam 2 is connected with enclosing purlin 32, position cofferdam 2 on enclosing purlin 32 through the mode of connection, further improve the construction precision, enclose purlin 32 and play the effect of direction cofferdam 2 installation, also play the effect of location and support cofferdam 2 simultaneously.
In the practical application, the anchoring layer 5 is poured on the river bed 1, the anchoring layer 5 is fixedly connected with the bottom of the river bed 1, the auxiliary piles 31 and the cofferdam 2 are fixed on the river bed 1 by the fixedly connected anchoring layer 5, the connection strength between the auxiliary piles 31 and the river bed 1 and between the cofferdam 2 and the river bed 1 is improved, the influence caused by tide rising and falling or other factors is reduced, the retaining and water stopping effects of the cofferdam 2 are improved, and river water is prevented from penetrating into the cofferdam 2 from the bottom of the cofferdam 2.
In addition, through discharging ponding in the cofferdam 2, continue to erect downwards and enclose purlin 32, enclose purlin 32 to erect on the not co-altitude of auxiliary pile 31, different enclose purlin 32 support the different positions in the axial direction of cofferdam 2, make the whole atress of cofferdam 2 even, improve auxiliary pile 31 to cofferdam 2's supporting effect.
Further improvement, before said inserting the auxiliary pile 31 for being inserted on the river bed 1, comprises the following construction steps:
a foundation pit 4 for arrangement on the river bed 1 is dug, and a pile hole 42 for insertion of the auxiliary pile 31 is dug in the foundation pit 4.
Digging a foundation trench 4 and a pile hole 42, and then inserting the auxiliary pile 31 into the pile hole 42 to provide positioning for inserting the auxiliary pile 31 and improve construction precision.
In the concrete implementation, the foundation trench 4 and the pile hole 42 are dug by adopting a rotary drilling construction process, and when the soil layer of the river bed 1 has better cohesiveness, a dry or clear water drilling process can be adopted without slurry wall protection; when the soil layer of the river bed 1 is loose and easy to collapse, adopting a static mud wall protection drilling process, and pouring wall protection mud or stabilizing liquid into the hole to protect the wall.
Preferably, when pouring the anchoring layer 5, the following construction steps are included:
The anchoring layers 5 are symmetrically poured on the inner side of the cofferdam 2 and between the cofferdam 2 and the side wall of the foundation trench 4.
The anchor layers 5 are arranged on the inner side and the outer side of the cofferdam 2 in a symmetrical pouring mode, so that the inner side and the outer side of the cofferdam 2 are equal in stress, and the cofferdam 2 is prevented from being in an inclined extending state.
In the concrete implementation, the guide pipes are arranged on the inner side and the outer side of the cofferdam 2 along the cofferdam 2, underwater concrete is poured through the guide pipes, the underwater concrete is guided to a position required to be poured, and an anchoring layer 5 is formed after the underwater concrete is solidified; symmetrically pouring the inner side and the outer side of the cofferdam 2, and measuring while pouring until the design elevation is reached.
Before the accumulated water in the cofferdam 2 is discharged, the method further comprises the following construction steps:
after the underwater concrete pouring is completed, waiting for 7 to 10 days, so that the underwater concrete is fixed into an anchoring layer 5, and the consolidation strength reaches 90 percent.
In some embodiments, when the anchoring layer 5 is poured, the following construction steps are included:
the anchor layer 5 is poured between the auxiliary pile 31 and the pile hole 42 for filling.
When the anchor layer 5 is poured, the anchor layer 5 is poured between the auxiliary pile 31 and the inner wall of the pile hole 42, and the connection between the auxiliary pile 31 and the pile hole 42 is reinforced.
Further, after the cofferdam 2 for being inserted in the river bed 1 is inserted around the enclosing purlin 32, the bottom of the foundation pit 4 forms a cofferdam pit 41 for inserting the cofferdam 2.
The tubular pile 21 and the sheet pile 22 are inserted and beaten on the bottom of the foundation trench 4 in a manner of vibrating a pile hammer by a crane, instead of pre-digging a trench body at the bottom of the foundation trench 4 for inserting the cofferdam 2, so that the gap between the side wall of the cofferdam 2 and the rock stratum of the riverbed 1 is smaller, and the connection quality of the cofferdam 2 is improved.
The base groove 4 plays a certain limiting role in the link, and provides positioning reference for insertion.
In addition, since the cofferdam 2 in this embodiment is composed of the tubular piles 21 and the sheet piles 22, the section shape is special, the excavated groove structure is difficult to match with the cofferdam 2, if the pre-excavated groove is adopted for inserting the cofferdam 2, the problem that the cofferdam 2 cannot be inserted or the width of the groove is large exists, and the inserting effect of the cofferdam 2 is greatly reduced.
In some embodiments, when the anchoring layer 5 is poured, the following construction steps are included:
the anchoring layer 5 is poured between the cofferdam groove 41 and the cofferdam 2 for filling.
The cofferdam 2 is erected on the bottom of the base tank 4 in an inserting and beating mode, after the cofferdam 2 is inserted, a cofferdam tank 41 for inserting the cofferdam 2 is formed at a corresponding position of the bottom of the base tank 4, and similarly, when the anchoring layer 5 is poured, the anchoring layer 5 is poured between the cofferdam 2 and the inner wall of the cofferdam tank 41, and the connection between the cofferdam 2 and the cofferdam tank 41 is reinforced.
The inner wall of one side of the cofferdam groove 41 far away from the auxiliary pile 31 and the inner wall of the foundation groove 4 are arranged on the same vertical curved surface, so that when the anchoring layer 5 is poured between the cofferdam 2 and the side wall of the foundation groove 4, pouring is performed between the cofferdam 2 and the cofferdam groove 41, the distance between the cofferdam 2 and the side wall of the foundation groove 4 is reduced, the contact area between the cofferdam 2 and the cofferdam is increased, the pouring thickness is increased, and the water stopping effect is improved under the same connection strength.
Further improvement of the present embodiment, when the pipe piles 21 and sheet piles 22 for being inserted on the river bed 1 are alternately inserted along the enclosing purlin 32, the following construction steps are further included:
The tubular piles 21 and the sheet piles 22 which are inserted on the river bed 1 are alternately inserted along the enclosing purlins 32 until the cofferdam 2 is formed by enclosing the cofferdam in an end-to-end mode, and the inner wall of the cofferdam 2 is connected with the enclosing purlins 32.
When the pipe piles 21 and sheet piles 22 for insertion on the river bed 1 are alternately inserted along the enclosing purlins 32, the construction method comprises the following steps:
Firstly, the pipe piles 21 are inserted on the river bed 1 and connected with the enclosing purlins 32, then the sheet piles 22 are inserted on the river bed 1 and connected with the pipe piles 21, and the construction steps are repeated until a plurality of pipe piles 21 and the sheet piles 22 are connected end to end for folding.
In specific implementation, the sheet pile 22 is specifically a Lasen steel sheet pile 22, lock openings are uniformly formed in two sides of the tubular pile 21 and the sheet pile 22, the first tubular pile 21 is inserted and driven at the bottom of the foundation trench 4 through the cooperation of a crane and a pile vibrating hammer, after the insertion and driving are completed, the top opening of the tubular pile 21 is fixed with the enclosing purlin 32 through spot welding, the Lasen steel sheet pile 22 is lifted again, the lock openings of the sheet pile 22 are engaged with the lock openings of the tubular pile 21, then the pile vibrating hammer is started to insert and drive the steel sheet pile 22 until the pile is inserted and driven in place, and the tubular pile 21 and the sheet pile 22 are sequentially and alternately constructed in a circulating mode until the enclosing shield is folded to form the cofferdam 2.
Preferably, when the pipe piles 21 and sheet piles 22 for being inserted on the river bed 1 are alternately inserted along the enclosing purlins 32, the construction method comprises the following steps:
Firstly, the pipe piles 21 and the sheet piles 22 are inserted into the two sides of the riverbed 1 in the width direction, and then the pipe piles 21 and the sheet piles 22 are inserted into the two sides of the riverbed 1 in the length direction until the two piles are connected end to be folded.
In another improvement, when the accumulated water in the cofferdam 2 is discharged and the purlin 32 is erected downwards on the auxiliary piles 31, the construction method comprises the following construction steps:
and the water accumulation in the cofferdam 2 is discharged synchronously with the continuous erection of the enclosing purlin 32 on the auxiliary piles 31 until the water accumulation in the cofferdam 2 is completely discharged.
In a specific operation, when the water accumulated in the cofferdam 2 is discharged and the purlin 32 is continuously erected on the auxiliary piles 31 in the same step, the method comprises the following construction steps:
and the accumulated water in the cofferdam 2 is discharged layer by layer, and each layer of accumulated water is discharged, an inner supporting module is correspondingly erected on the auxiliary pile 31, and the inner supporting modules are sequentially erected downwards until the accumulated water is completely discharged out of the cofferdam 2.
In the construction process, the enclosing purlin 32 is continuously erected downwards by discharging accumulated water in the cofferdam 2, so that the construction efficiency is improved, and the construction progress is accelerated; under the condition of discharging accumulated water, the enclosing purlin 32 is erected, so that the erection precision and the connection strength are improved, the operability is also improved, the construction difficulty is reduced, and convenience is brought to the construction of workers.
When the accumulated water in the cofferdam 2 is discharged and the purlin 32 is continuously erected on the auxiliary pile 31 in the same step, the method comprises the following construction steps:
The surrounding purlins 32 which are continuously erected are erected on the auxiliary piles 31 layer by layer from top to bottom.
The concrete erection process of enclosing purlin 32 is, after foundation ditch 4 and stake hole 42 dig to establish, adopts the crane to carry 4 phi 820 tubular piles 21 and inserts at stake hole 42 to adopt shaped steel to connect into whole with four tubular piles 21, then with 8 shaped steel outriggers of tubular pile 21 welding, be used for supporting the enclosing purlin 32 of first floor, the interior boundary line point of lofting tubular pile 21 on shaped steel outrigger, according to the first layer enclosing purlin 32 of point location installation, and make enclosing purlin 32 have the effect of direction installation cofferdam 2.
The foregoing is only a partial embodiment of the invention, and it should be noted that it will be apparent to those skilled in the art that modifications and adaptations can be made without departing from the principles of the invention, and such modifications and adaptations are intended to be comprehended within the scope of the invention.
Claims (6)
1. The deep water rock-embedded combined light cofferdam comprises a cofferdam and a supporting module which is arranged on the inner side of the cofferdam and used for supporting the inner wall of the cofferdam, and is characterized by further comprising a foundation trench which is arranged on a riverbed and an anchoring layer which is poured in the foundation trench, wherein the supporting module and the cofferdam are both inserted on the bottom of the foundation trench, the anchoring layer is poured between the inner wall of the cofferdam and the foundation trench and between the cofferdam and the supporting module, and the cofferdam and the supporting module are fixed in the foundation trench through the anchoring layer; the cofferdam is of a rectangular structure, and side walls on two opposite sides of the cofferdam are symmetrically arranged by taking the supporting modules as centers;
the supporting module comprises an auxiliary pile inserted on the bottom of the foundation trench, an enclosing purlin erected on the auxiliary pile, a first supporting piece and a plurality of second supporting pieces, wherein the enclosing purlin is circumferentially arranged on the outer side of the auxiliary pile along the inner wall of the cofferdam and is connected with the inner wall of the cofferdam; the auxiliary piles are at least two, two ends of the first supporting piece are respectively connected with adjacent auxiliary piles, and a plurality of auxiliary piles are connected with the inner wall of the enclosing purlin; the auxiliary piles and the first supporting pieces are alternately arranged and connected end to form a surrounding structure, and the shape of the surrounding structure is matched with the shape of the cofferdam; each auxiliary pile is connected with the surrounding purlin through a corresponding second supporting piece.
2. The deep water rock-embedded combined light cofferdam according to claim 1, wherein a pile hole is dug at the bottom of the foundation trench, the support module is inserted in the pile hole, and the anchoring layer is poured between the support module and the inner wall of the pile hole.
3. The deep water rock-fill combined light cofferdam as claimed in claim 1, wherein when the cofferdam is inserted on the bottom of the foundation trench, the bottom of the foundation trench forms a cofferdam trench matched with the cofferdam, and the anchoring layer is poured between the cofferdam and the cofferdam trench.
4. The deep water rock-fill combined light cofferdam of claim 3, wherein the inner wall of the cofferdam tank on the side far away from the support module is on the same vertical curved surface as the inner wall of the foundation tank.
5. The deep water rock-embedded combined light cofferdam as claimed in claim 1, wherein at least two surrounding purlins are arranged, and adjacent surrounding purlins are arranged at intervals up and down.
6. The deepwater rock-embedded combined light cofferdam as claimed in claim 1, wherein the cofferdam comprises tubular piles and sheet piles which are inserted at the bottom of a foundation trench, and the tubular piles and the sheet piles are alternately arranged and are enclosed end to form the cofferdam.
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| CN202210910656.1A CN115324087B (en) | 2022-07-29 | 2022-07-29 | Deep water rock-socketed combined light cofferdam |
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| CN202210910656.1A CN115324087B (en) | 2022-07-29 | 2022-07-29 | Deep water rock-socketed combined light cofferdam |
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