Passable pipe bag hydraulic reclamation cofferdam structure

Abstract

The utility model provides a passable pipe bag hydraulic reclamation cofferdam structure, which belongs to the technical field of cofferdam construction and comprises a geogrid layer fixedly arranged at the bottom of a river, a through bag layer laid on the geogrid layer, a lower cofferdam layer and an upper cofferdam layer. The cofferdam lower layer comprises a first left side pipe bag and a first right side pipe bag which are laid on the through bag layer, an inverted-T-shaped center area is formed between the first left side pipe bag and the first right side pipe bag, and the inverted-T-shaped center area is filled with a first layer of sand soil structure in a blowing mode. The problem that existing cofferdam construction is insufficient in stability and traffic capacity is solved, and the method has the advantages of being simple, easy to implement, high in operability, efficient and reliable and can be widely applied to cofferdam field construction.

Description

Technical Field

[0001] The utility model relates to the technical field of cofferdam construction, in particular to a passable pipe bag hydraulic filling cofferdam structure. Background Art

[0002] Traditional cofferdam construction methods usually use materials such as sand, gravel, and soil for filling. These materials have poor anti-seepage performance and are prone to problems such as leakage and collapse. In addition, traditional cofferdam construction methods also have deficiencies in terms of stability and are easily affected by natural factors such as water flow scouring and earthquakes. At the same time, traditional cofferdam construction methods have poor traffic capacity and are difficult to meet the needs of modern engineering construction.

[0003] In view of these problems, the utility model proposes a passable pipe bag hydraulic filling cofferdam structure. Summary of the Utility Model

[0004] In order to solve the problems that traditional cofferdam construction methods also have deficiencies in terms of stability and are easily affected by natural factors such as water flow scouring and earthquakes, and at the same time, traditional cofferdam construction methods have poor traffic capacity and are difficult to meet the needs of modern engineering construction, the utility model provides a passable pipe bag hydraulic filling cofferdam structure.

[0005] In order to achieve the above object, the utility model adopts the following technical scheme:

[0006] A passable pipe bag hydraulic filling cofferdam structure, comprising:

[0007] A geogrid layer fixedly arranged at the bottom of the river, a through-bag layer laid on the geogrid layer, and a lower cofferdam layer and an upper cofferdam layer;

[0008] The lower cofferdam layer includes: a first left pipe bag and a first right pipe bag laid on the through-bag layer. An inverted T-shaped central area is formed between the first left pipe bag and the first right pipe bag, and a first layer of sandy soil structure is filled in the inverted T-shaped central area;

[0009] The upper cofferdam layer includes: a second left pipe bag and a second right pipe bag laid on the lower cofferdam layer. A T-shaped central area is formed between the second left pipe bag and the second right pipe bag, and a second layer of sandy soil structure is filled in the T-shaped central area;

[0010] A paving layer is laid above the upper cofferdam layer.

[0011] As a further limitation of the above scheme:

[0012] The bottom of the second layer of sandy soil structure is embedded in the first layer of sandy soil structure, and steel sheet piles are driven into the first layer of sandy soil structure.

[0013] As a further limitation of the above scheme:

[0014] The overall structure of the passable tube - bag hydraulic filling cofferdam is a body structure.

[0015] As a further limitation of the above - mentioned solution:

[0016] Concrete spraying layers are provided on both the water - facing side and the back - water side of the passable tube - bag hydraulic filling cofferdam structure.

[0017] As a further limitation of the above - mentioned solution:

[0018] Toe protection is provided on the water - facing side of the passable tube - bag hydraulic filling cofferdam structure.

[0019] As a further limitation of the above - mentioned solution:

[0020] Slope protection is provided on the back - water side of the passable tube - bag hydraulic filling cofferdam structure.

[0021] As a further limitation of the above - mentioned solution:

[0022] Partition guardrails are provided on both sides of the paving layer.

[0023] The utility model has at least the following beneficial effects:

[0024] 1. By adopting the method of tube - bag hydraulic filling, the passable tube - bag hydraulic filling cofferdam structure of the utility model can quickly construct the cofferdam, greatly shortening the construction period and improving the construction efficiency.

[0025] 2. By cleaning the construction range of the original river cofferdam and laying geogrid and other treatments, as well as carrying out reinforcement measures such as tube - bag hydraulic filling and laying on both sides and sand filling, the stability and risk - resistance ability of the cofferdam are effectively enhanced in the passable tube - bag hydraulic filling cofferdam structure of the utility model.

[0026] 3. By using high - strength and high - durability tube - bag materials for filling, and carrying out measures such as toe protection filling and laying on the water - facing side, slope protection tube - bag hydraulic filling and driving central anti - seepage steel sheet piles on the back - water side, the anti - seepage performance of the cofferdam is effectively improved, avoiding the scouring and seepage of water flow to the cofferdam in the passable tube - bag hydraulic filling cofferdam structure of the utility model.

[0027] 4. Compared with the traditional method of filling with sand, gravel and soil, the tube - bag hydraulic filling method in the passable tube - bag hydraulic filling cofferdam structure of the utility model has a higher construction speed and lower material loss, and can reduce the cost of cofferdam construction.

[0028] 5. When constructing the upper - part road of the cofferdam in the passable tube - bag hydraulic filling cofferdam structure of the utility model, a passage road is formed on the upper part of the cofferdam, which is convenient for the entry and exit of construction personnel and equipment, and improves the convenience of project construction.

[0029] 6. The passable tube - bag hydraulic filling cofferdam structure of the present utility model is not only applicable to fields such as river regulation and water conservancy projects, but also can be widely applied to other scenarios requiring cofferdam construction, having broad application prospects and popularization value. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] In order to more clearly show a passable tube - bag hydraulic filling cofferdam structure, the following drawings are shown;

[0031] Figure 1 It is a flow chart of the present utility model;

[0032] Figure 2 It is a schematic diagram of a cofferdam structure for the construction of the present utility model;

[0033] Figures 3 - 8 It is a schematic diagram of the cofferdam structure from Step 1 to Step 6 of the construction steps of the present utility model.

[0034] Among them, the reference numerals in the drawings;

[0035] 11 - River bottom cleaning; 12 - Laying geogrid; 21 - Laying through - bags; 22 - Laying toe protection; 31 - Laying tube - bags on both sides under the construction platform; 32 - Sand and soil hydraulic filling; 41 - Steel sheet pile; 42 - Slope protection tube - bag; 51 - Laying tube - bags on both sides on the platform; 52 - Clay backfilling; 61 - Spraying slope protection concrete; 62 - Road surface construction. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0036] Please refer to the attached Figures 1 - 8 , which shows a passable tube - bag hydraulic filling cofferdam structure provided by an embodiment of the present application.

[0037] Taking a certain sluice and lock project as an example, the above - mentioned passable tube - bag cofferdam construction method is described below to solve the problems of stability, anti - seepage performance and passing capacity of the existing cofferdam construction. This method has the characteristics of being simple, easy to operate, highly reliable, and can be widely applied to the construction in the cofferdam field.

[0038] As Figure 2 shown: This embodiment provides a passable tube - bag hydraulic filling cofferdam structure, including the following construction contents:

[0039] Adopt a double-prism sand-filled tube-bag cofferdam (31 - laying tube bags on both sides under the construction platform and 51 - laying tube bags on both sides on the platform). Considering the stability of the downstream cofferdam, use through-bags at the bottom layer (21 - laying through-bags), set a layer of 120 KN / m geogrid on the bottom surface of the through-bags (12 - laying geogrid), set sand-filled tube bags with slope ratios of 1:0.5, 1:1.8 to 1:2.0 on the inner and outer sides (22 - laying toe protection and 42 - slope protection tube bags), use hydraulic fill sand to fill between the tube bags (32 - sand and soil hydraulic fill), drive U-shaped 700×290 steel sheet piles with a length of 18 m (41 - steel sheet piles), use a clay core wall for anti-seepage treatment above the construction platform (52 - clay backfilling), spray 10 cm thick C20 concrete and hang 2 mm wire mesh @10 cm×10 cm on the water-facing side and the backwater side of the cofferdam (61 - spraying slope protection concrete). Consider traffic on the top surface of the cofferdam, with the top width of the cofferdam being 6 m, and the left bank of the downstream cofferdam extending to the off-site road; install railings on both sides, lay non-woven geotextile, 20 cm 5% cement stabilized macadam base course and 20 cm thick C20 concrete on the top surface of the tube bags (62 - pavement construction). According to the geological data, the thickness of the pond mud is 0.5 - 2.9 m, and the thicker pond mud is mainly distributed in the middle area of the riverbed (11 - river bottom cleaning).

[0040] As Figures 1 - 8 shown: This embodiment provides a construction method for a passable tube-bag hydraulic fill cofferdam structure, including the following steps:

[0041] Step 1: Clean and lay geogrid in the construction range of the original river cofferdam to ensure the smooth progress of construction and the stability of the cofferdam, specifically as follows:

[0042] S1: Treatment of river bottom sludge. The thickness of the sludge is 1.4 - 3.0 m, and the sludge in the middle area of the riverbed is thicker. Considering the stability of the cofferdam and to prevent sliding and settlement, use a cutter suction dredger to suck the sludge and transport it through a pipeline to the right bank slurry storage tank (the right bank slurry pond is 50 m long, 36 m wide, and 3 m deep). After sedimentation in the sedimentation tank, stack it in the sludge stacking yard and treat it simultaneously with river dredging later. Do a good job in protecting and warning the slurry pond and arrange special personnel for inspection to avoid slurry leakage. Among them, the longest pipeline length from the cutter suction dredger to the slurry storage tank reaches 550 m.

[0043] S2: Laying geogrid. A geogrid with a specification of 120 KN / m needs to be laid at the bottom of the cofferdam, extending 1 - 2 m beyond the edge of the tube bags at the bottom of the cofferdam. Therefore, adopt a construction method of sewing the geogrid to the bottommost sand bag of the cofferdam. When sewing the geogrid, the lengths on both sides are each 3 m longer than the bottommost sand bag. Use a special sewing machine for sewing and adopt the method of overedge sewing with nylon thread. When laying the bottom layer of sand bags, place the side with the geogrid at the bottom.

[0044] Step 2: Carry out the laying of the cofferdam bottom by filling the bags and the laying of the toe protection on the water-facing side by filling, to form the foundation structure of the cofferdam:

[0045] S1: Bag body processing: The bag body is cylindrical. The size of the bag body is sewn according to the width of the prism cross-section at different heights and the setback dimension, and the length is generally about 30 - 40 m. The engineering technical parameters of the textile fabric are as follows: anti-ultraviolet and anti-aging geotextile, 280 g / m2, and the breaking strength is 60 KN / m. One pipe orifice is set every 30 m2 - 40 m2, the diameter of the pipe orifice is about 12 cm, and the length is 40 cm. Usually, 3 - 4 pipe orifices are provided for one sand-filled pipe bag, and they are evenly arranged in a plum blossom shape. After filling is completed, tie the sand-blowing pipe orifice tightly with a rope in time to prevent the loss of soil in the pipe bag.

[0046] S2: Laying the pipe bag: During construction, use GPS positioning at both ends of the laying area, use a floating drum or a small boat for manual positioning of the steel pipe piles, then pull the rings on the four sides, connect them with steel wire ropes and steel pipe piles, and manually drag the pipe bag to the laying area. Then adjust the position of the pipe bag by taking in and letting out the anchor ropes until it meets the design requirements. Then drive steel pipe piles with a length of 6 m and a spacing of 2 m for positioning to prevent the pipe bag from drifting and sliding during the filling process. The water operation personnel fix the filling slurry bag orifice and the filling sleeve orifice. During the initial filling, it is necessary to control the filling speed, and then fill normally after the pipe bag is basically stable. During the filling process, it is necessary to check the filling situation of the prospect pipe bag at any time to prevent events such as the filling pipe slipping out and the pipe bag bursting.

[0047] S3: Filling construction: Since the soil in the underwater filled pipe bag is more difficult to consolidate and form in water than on land, the formation of the filled sand bag depends on the particle size distribution of the sand extraction area. When the silt content exceeds the standard, it cannot be formed at one time. Therefore, the sand used for underwater filling should be coarser, preferably medium sand, with a mud content of less than 10%. This kind of sand has a fast drainage consolidation speed. The prism should be laid in layers during construction, parallel or perpendicular to the cofferdam axis, stacked neatly, and the upper and lower layers are staggered, without leaving continuous joints, and there should be no gaps between the bag bodies. When laying the bag, it is necessary to carry out pressure bag construction, and the pressure bag length is preferably 0.7 - 1.0 m. Before the bag body is completely drained, it is not advisable to fill another bag body on its upper part. When the lower layer of pipe bags is uneven, in order to prevent the upper layer of pipe bags from generating horizontal displacement during the filling process, it can be fixed with sand-filled bags or gravel-filled bags. However, the use of rubble is strictly prohibited to protect the integrity of the woven cloth bag. In addition, the bag body can be stepped on before consolidation, but aimless walking is not allowed.

[0048] Step 3: Carry out the laying of the pipe bags on both sides and the filling of the central sand under the steel sheet pile construction platform to further reinforce the structure of the cofferdam, specifically as follows:

[0049] S1: The pipe bag filling is the same as the construction in Step 2;

[0050] S2: Central sand filling: The sand filling construction and the sand bag filling are cross-constructed to form a mutual support. After the sand prisms of the sand bag filling on both sides of the cofferdam are formed, the filling construction can be carried out. The material is directly taken from the sand storage tank for filling.

[0051] Step 4: Fill the backwater side with pipe bags and drive central anti-seepage steel sheet piles to prevent water from scouring and penetrating the cofferdam. The specific steps are as follows:

[0052] S1: The tube bag filling method is the same as step 2;

[0053] S2: Steel sheet pile construction: The cofferdam uses U-shaped 700×290 steel sheet piles with a length of 18m. During the construction of the steel sheet pile foundation, collisions are strictly prohibited during transportation and hoisting operations, and arbitrary cutting and electric welding are prohibited. Heavy objects should not be placed on the steel sheet piles. It is necessary to identify underground pipelines and other obstacles in advance and make effective markings before construction; when constructing steel sheet piles, dig trenches according to the positioning dimensions, install the guide control frame, and then start piling. The construction process is: remove the mud and rust on the steel sheet piles → install the guide rails and limit devices → apply mixed oil to the steel sheet piles → place the steel sheet piles in the designated position → drive the steel sheet piles; during the steel sheet pile construction process, the locks should be locked with each other, and the inclination should not exceed 1%. In order to ensure that the steel sheet piles can be inserted and removed smoothly and increase their anti-seepage performance during the construction process, each steel sheet pile lock needs to be coated with mixed oil, and the volume ratio is butter: dry bentonite: dry sawdust = 5:5:3. Special-shaped steel sheet piles can be used at corners. During the steel sheet pile driving process, the plane position should be checked randomly to see if it is correct and whether the pile body is vertical. If it is found to be tilted (either front-to-back or left-to-right), it should be corrected immediately or pulled out and re-pile.

[0054] Step 5: Carry out reverse excavation, fill the clay anti-seepage body on the upper part of the steel sheet pile and blow the pipe bag filling on both sides above the steel sheet pile construction platform to improve the anti-seepage performance and stability of the cofferdam, as follows:

[0055] S1: Construction of anti-seepage clay: The compaction degree of the cofferdam anti-seepage clay material is required to be no less than 96%, the reference dry density is no less than 1.69g / cm3, the permeability coefficient is no more than 1×10-5cm / s, the organic matter content is no more than 5%, and the water-soluble salt content is no more than 3%. The compacted dry density and filling moisture content should be determined based on the on-site rolling test, and ultimately controlled by the compaction index. When paving the anti-seepage soil material, particles with a particle size greater than 150mm should be manually removed, and the phenomenon of overhead soil body caused by the concentration of coarse aggregates should be avoided. The layer thickness is 35cm, and it is rolled in layers.

[0056] S2: The tube bag blowing and filling is the same as step 2.

[0057] Step 6: Carry out sprayed concrete slope protection on the waterside and backwater side and the road construction on the cofferdam to form a passable road on the cofferdam, as follows:

[0058] S1: Shotcrete: Before construction, the surfaces on the water-facing side and the back water-facing side of the cofferdam need to be cleaned to ensure that there are no sundries, dust, etc. on the surfaces. At the same time, the required materials need to be prepared, including C20 concrete, 2mm wire mesh, etc. According to the design requirements, hang the 2mm wire mesh on the surfaces of the water-facing side and the back water-facing side of the cofferdam. The mesh size of the wire mesh is 10cm×10cm. During the hanging process, it is necessary to ensure that the wire mesh is flat and firm, without wrinkles, warping, etc. After hanging the wire mesh, carry out the shotcrete of C20 concrete. Use appropriate shotcrete equipment to spray the concrete onto the surfaces of the water-facing side and the back water-facing side of the cofferdam, and the spraying thickness is 10cm. During the spraying process, it is necessary to control parameters such as the mix ratio and water-cement ratio of the concrete to ensure the quality and spraying effect of the concrete. At the same time, it is necessary to ensure that the concrete is sprayed evenly and densely, without exposed reinforcement, hollowing, etc. After spraying is completed, the concrete needs to be cured. Adopt appropriate methods for moisture preservation and heat preservation curing to ensure the quality and strength of the concrete. During the curing period, disturbance or damage to the concrete should be avoided.

[0059] S2: After the tube bag filling is completed, wrap the top of the tube bag with 200g / m2 non-woven geotextile, then lay a 20cm gravel base layer, and harden the road surface with 20cm C20 reinforced concrete. The road width is 76m, and the road surface is provided with a 1.5% cross slope. After the concrete is completed, install finished high-speed guardrails and vehicle and pedestrian separation guardrails.

[0060] In another embodiment, a high-pressure jet grouting pile wall is used to replace the steel sheet pile for seepage prevention. The wall thickness is larger and the continuity is better, meeting the seepage prevention requirements.

[0061] In another embodiment, a triaxial mixing pile wall is used to replace the steel sheet pile for seepage prevention. The construction speed is faster, the interference from the outside world is less, the continuity is better, and the seepage prevention requirements are met.

[0062] In another embodiment, a cement-based composite blanket is used to replace the shotcrete slope protection. The cement blanket is a flexible cement-based composite material with a certain toughness, has lower requirements for the foundation, and is not easy to crack. Laying in ditches or slopes does not require special cushion compaction treatment, and the maintenance is simple, convenient and low-cost. It can operate with water and in the rain, shortening the construction period.

[0063] A passable tube bag filling cofferdam structure formed by the above method includes: a geogrid layer fixedly arranged at the bottom of the river, a through-bag layer laid on the geogrid layer, and a lower cofferdam layer and an upper cofferdam layer.

[0064] The lower cofferdam layer includes: a first left tube bag and a first right tube bag laid on the through-bag layer. An inverted T-shaped central area is formed between the first left tube bag and the first right tube bag, and the first layer of sandy soil structure is filled in the inverted T-shaped central area.

[0065] The upper layer of the cofferdam includes: a second left pipe bag and a second right pipe bag laid on the lower layer of the cofferdam. A T-shaped central area is formed between the second left pipe bag and the second right pipe bag, and a second layer of sandy soil structure is filled in the T-shaped central area.

[0066] A paving layer is laid above the upper layer of the cofferdam.

[0067] Wherein, the bottom of the second layer of sandy soil structure is embedded into the first layer of sandy soil structure, and steel sheet piles are driven into the first layer of sandy soil structure.

[0068] The passable pipe bag filled cofferdam structure is an overall body structure. Concrete spraying layers are provided on both the water-facing side and the backwater-facing side of the passable pipe bag filled cofferdam structure. A toe protection is provided on the water-facing side of the passable pipe bag filled cofferdam structure, and a slope protection is provided on the backwater-facing side of the passable pipe bag filled cofferdam structure.

[0069] Partition fences are provided on both sides of the paving layer.

[0070] After considering the specification and practicing the disclosure of the present utility model, those skilled in the art will readily conceive of other embodiments of the present utility model. This application is intended to cover any variations, uses, or adaptations of the present utility model, which follow the general principles of the present utility model and include known common knowledge or conventional technical means in the technical field not disclosed by the present utility model. The specification and examples are only regarded as exemplary, and the true scope and spirit of the present utility model are pointed out by the following claims.

[0071] It should be understood that relational terms such as "first" and "second" are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. The present utility model is not limited to the precise structures described above and shown in the drawings, and various modifications and changes can be made without departing from its scope. The scope of the present utility model is only limited by the appended claims.

Claims

1. A traversable bag-fill cofferdam structure, characterized in that: include: The geogrid layer fixedly installed on the river bottom, the bag layer laid on the geogrid layer, and the lower layer and upper layer of the cofferdam; The lower layer of the cofferdam includes: a first left tube bag and a first right tube bag laid on the through-bag layer, an inverted T-shaped central area is formed between the first left tube bag and the first right tube bag, and a first layer of sand and soil structure is blown into the inverted T-shaped central area; The upper layer of the cofferdam includes: a second left tube bag and a second right tube bag laid on the lower layer of the cofferdam, a T-shaped central area is formed between the second left tube bag and the second right tube bag, and a second layer of sand and soil structure is blown into the T-shaped central area; A paving layer is laid above the upper layer of the cofferdam.

2. A traversable bag-filled cofferdam structure according to claim 1, characterized in that: The bottom of the second layer of sand and soil structure is embedded in the first layer of sand and soil structure, and steel sheet piles are driven into the first layer of sand and soil structure.

3. A traversable bag-filled cofferdam structure according to claim 1, characterized in that: The passable bag-filled cofferdam structure is a body-shaped structure as a whole.

4. A traversable bag-filled cofferdam structure according to claim 1, characterized in that: The water-facing surface and the water-receiving surface of the passable bag-filled cofferdam structure are both provided with a concrete spraying layer.

5. A traversable bag-filled cofferdam structure according to claim 1, characterized in that: The water-facing surface of the passable bag-filled cofferdam structure is provided with foot guards.

6. A traversable bag-filled cofferdam structure according to claim 1, characterized in that: A slope protection is arranged on the back water surface of the passable bag-filled cofferdam structure.

7. A traversable bag-filled cofferdam structure according to claim 1, characterized in that: Separation guardrails are arranged on both sides of the pavement layer.

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