CN116356763A - Dam reinforcing structure and reinforcing method for flood-stagnation area - Google Patents
Dam reinforcing structure and reinforcing method for flood-stagnation area Download PDFInfo
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- CN116356763A CN116356763A CN202310007303.5A CN202310007303A CN116356763A CN 116356763 A CN116356763 A CN 116356763A CN 202310007303 A CN202310007303 A CN 202310007303A CN 116356763 A CN116356763 A CN 116356763A
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 29
- 238000000034 method Methods 0.000 title claims abstract description 20
- 239000004575 stone Substances 0.000 claims abstract description 108
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 65
- 238000005253 cladding Methods 0.000 claims abstract description 57
- 238000010276 construction Methods 0.000 claims abstract description 20
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 238000004873 anchoring Methods 0.000 claims description 61
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 21
- 239000004746 geotextile Substances 0.000 claims description 10
- 230000000903 blocking effect Effects 0.000 claims description 6
- 239000011248 coating agent Substances 0.000 claims description 4
- 238000000576 coating method Methods 0.000 claims description 4
- 238000002360 preparation method Methods 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 4
- 239000012535 impurity Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000010410 layer Substances 0.000 description 92
- 230000000694 effects Effects 0.000 description 10
- 239000002689 soil Substances 0.000 description 5
- 239000004744 fabric Substances 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000009991 scouring Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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Abstract
The utility model relates to a flood-stagnation area dyke reinforcing structure and reinforcement method, be applied to dyke building technical field, wherein, reinforcing structure includes anchor base subassembly (1) and rock-fill layer (2), anchor base subassembly locates the bottom of the upstream face of dyke (3), anchor base subassembly includes anchor seat (11) and anchor pole (12), be equipped with in the anchor seat and be suitable for anchor pole anchor hole (111) that pass, anchor pole's one end passes the anchor hole and inserts subaerial, the other end wears to locate in the rock-fill layer, and the surface on rock-fill layer is equipped with cladding structure. The reinforcing method comprises the following steps: a) Preparing before construction; b) Digging a stone throwing groove (31) along the bottom of the upstream surface of the dam; c) A waterproof layer (4) is paved on the groove surface of the stone throwing groove and the surface of the upstream surface; d) Placing an anchor foot assembly in the stone throwing groove; e) And paving a heap layer on the upstream surface. The dam reinforcement structure has the advantages of high strength, difficult scattering and difficult sliding.
Description
Technical Field
The application relates to the technical field of buildings, in particular to a dam reinforcing structure of a flood-stagnation area; in addition, the invention also relates to a method for reinforcing the dam in the flood-stagnation area.
Background
For some water bodies with large excess water and easy flood disasters, reinforcement of the water bodies and nearby riverways and other dikes is often needed in the dry season.
For some earth-based dikes, the upstream surface of the dike needs to be reinforced when the dike is reinforced so as to reduce the erosion of water flow to the upstream surface in the period of high water, thereby reducing the possibility of water seepage or piping, reducing the risk of dike breach, and constructing a stone slope protection between the upstream surface and the water body by adopting a riprap reinforced mode.
The rock throwing in the prior art strengthens, often can produce the condition that the stone falls off at the in-process of throwing the stone, produces boulder and trip stone easily, has caused the threat to constructor's safety promptly, also makes the reinforced layer structure of stone insecure easily, produces the condition of becoming flexible even disintegration under the scouring of rivers easily, and in the in-process that the building stones are piled up, along with the highly rising of building stones, the pressure to the building stones of bottom also becomes increasingly greater, makes the building stones of bottom appear to the river bed middle part or the condition of the direction slip of keeping away from the dam body easily for the reinforced layer of stone collapses easily.
In view of this, there is a need to provide a dam reinforcement structure for flood areas.
Disclosure of Invention
In order to improve the defects, the application provides a dam reinforcing structure and a dam reinforcing method for a flood-stagnation area.
In a first aspect, the present application provides a dam reinforcement structure in a flood-stagnation area, comprising an anchor base assembly and a rock-fill layer, wherein the anchor base assembly is arranged at the bottom of the upstream surface of the dam, the anchor base assembly comprises an anchor base and an anchor rod, an anchor hole suitable for the anchor rod to pass through is arranged in the anchor base, one end of the anchor rod passes through the anchor hole and is inserted into the ground, the other end of the anchor rod passes through the rock-fill layer, and the surface of the rock-fill layer is provided with a cladding structure.
By adopting the technical scheme, the anchoring rod is inserted into the ground to have a good anchoring effect on the anchoring seat, so that the anchoring seat is not easy to slip in the direction away from the upstream surface after stones are piled up and heightened; the surface of heap stone layer is equipped with cladding structure, can make the heap stone layer be difficult for producing boulder or trip stone, and the other end of anchoring rod wears to locate in the heap stone layer, also can play reinforced effect to the heap stone layer for the wholeness of heap stone layer is higher, and structural strength is higher, the difficult condition of becoming flexible disintegration that appears.
Optionally, a stone throwing groove suitable for accommodating the anchoring seat is arranged at the bottom of the upstream surface of the dam.
Through adopting above-mentioned technical scheme, the stone throwing groove can block that the anchor seat is removed to the direction of keeping away from the upstream face to improve the stability of dyke reinforced structure (bank protection) bottom, reduce the possibility that the emergence slides and collapses.
Optionally, the axial direction of the anchoring hole in the anchoring seat is parallel to the upstream surface, and a stone blocking protruding portion is arranged on one side, away from the upstream surface, of the upper surface of the anchoring seat.
Through adopting above-mentioned technical scheme, can make the difficult appearance of anchoring pole insert in the upstream face of dykes and dams, perhaps follow the circumstances that the rock-fill layer was worn out to guarantee that the anchoring pole can play good support reinforcement's effect to the rock-fill layer.
Optionally, the cladding structure of the heap layer includes a first cladding net, a second cladding net, and connecting piles connecting the first cladding net and the second cladding net; and a stone layer is filled between the first cladding net and the second cladding net.
Through adopting above-mentioned technical scheme, set up the connecting pile of being connected with both between relative first cladding net that sets up and second cladding net, can guarantee the reliability of being connected between first cladding net and the second cladding net for its wholeness is higher, thereby can make the building stones layer of filling between first cladding net and second cladding net also have good wholeness, be difficult for producing boulder or boulder, and in the in-process that the building stones layer was piled up, the building stones of lower floor have also be difficult for compressing and deviate from, thereby improved the security of construction.
Further, the waterproof layer comprises waterproof geotextile, and the waterproof geotextile is laid between the stone throwing groove and the anchor seat, and between the upstream surface and the rock-fill layer.
By adopting the technical scheme, the water-facing surface can be provided with a waterproof layer, so that the possibility of water seepage or piping of the dike can be reduced, and the possibility of dike breach can be reduced.
In a second aspect, the present application provides a method for reinforcing a dam in a flood-area, comprising the steps of:
a) Preparing before construction;
b) Digging a stone throwing groove along the bottom of the upstream surface of the dam;
c) A waterproof layer is paved on the groove surface of the stone throwing groove and the surface of the water facing surface;
d) Placing the anchoring base assembly in the technical scheme of the dam reinforcement structure of the flood-stagnation area in the stone throwing groove;
e) And paving the heap layer in the technical scheme of the dam reinforcing structure of the flood-stagnation area on the upstream surface.
By adopting the technical scheme, the built dam reinforcing structure of the flood-stagnation area is difficult to slip and collapse, and has higher integrity and overall structural strength, and is difficult to generate loose stones or boulders.
Specifically, the preparation before construction comprises cofferdam, water pumping, leveling, dredging and lofting of a construction area; the leveling comprises the steps of removing impurities from the original upstream surface of the dam and leveling the original upstream surface to obtain an upstream surface with uniform gradient; the dredging comprises dredging the position where the bottom of the upstream surface is connected with the river bed; the lofting comprises the steps of arranging upright posts on the top and the bottom of a slope of the upstream surface, and connecting an indication line between the top and a group of upright posts corresponding to the top of the slope so as to indicate the contour line of the upper surface of the pile layer through the indication line.
By adopting the technical scheme, construction staff can conveniently go to the bottom of the water facing surface for construction after cofferdam and water pumping are carried out; leveling the water facing surface, so that the inclination angle of an anchoring hole of the anchoring base assembly can be unified when the anchoring base in the anchoring base assembly is prefabricated, and batch manufacturing of the anchoring base is facilitated; dredging is carried out on the position where the bottom of the upstream surface of the riverbed is connected with the riverbed, so that soft silt is removed, a hard soil layer which is relatively dry and has better bearing capacity is exposed, and the anchor base is not easy to subside or slide.
Specifically, the waterproof layer comprises waterproof geotechnical cloth, a fixed socket is formed in the waterproof geotechnical cloth, and the position of the anchor socket corresponds to the position of an anchor hole in an anchor seat in the anchor base assembly.
Through adopting above-mentioned technical scheme, can be convenient for the anchoring pole insert ground, and can not lead to the fact tearing to waterproof geotechnique cloth at the in-process that the anchoring pole inserted ground to can avoid waterproof geotechnique cloth because tearing produces great tearing mouth, lead to the dam body to take place the condition of oozing water easily.
Specifically, the step of anchoring the base assembly includes: firstly, placing an anchor seat, and then inserting an anchor rod into the ground through the anchor hole, wherein the insertion depth of the anchor rod is not less than 0.5m.
By adopting the technical scheme, the anchor rod can prevent the anchor seat from sliding in the direction away from the upstream surface of the dam.
Specifically, the paving step of the pile layer comprises the following steps: firstly, paving a first cladding net, and arranging connecting piles on the first cladding net; paving large-particle-size stone blocks, and filling small-particle-size broken stones in gaps of the large-particle-size stone blocks; finally, a second coating net is paved, and the second coating net is connected with the connecting piles; and the rock-fill layer is paved layer by layer during paving.
Through adopting above-mentioned technical scheme, adopt the form of laying layer by layer to all connect the stone of this layer through first cladding net, second cladding net and connecting pile and wrap up and form a whole after the stone of each layer is laid, thereby can improve the wholeness of heap stone layer, and along with the improvement of stone pile height, the stone of lower floor is because there is the cladding of cladding net, also is difficult for appearing the condition that deviate from in the heap stone layer.
In summary, the present application includes at least one of the following beneficial technical effects:
1. by inserting the anchoring rod into the ground, a good anchoring effect can be achieved on the anchoring seat, so that the anchoring seat is not easy to slip in the direction away from the upstream surface after stones are accumulated; the surface of the stone layer is provided with the cladding structure, so that the stone layer is not easy to generate boulder or loose stone, the other end of the anchoring rod penetrates through the stone layer and can play a role in strengthening the stone layer, the integrity of the stone layer is higher, the structural strength is higher, and the loosening and disintegration are not easy to occur;
2. connecting piles connected with the first cladding net and the second cladding net are arranged between the first cladding net and the second cladding net which are oppositely arranged, so that the reliability of connection between the first cladding net and the second cladding net can be ensured, the integrity of the connecting piles is higher, stone layers filled between the first cladding net and the second cladding net also have good integrity, boulders or free stones are not easy to generate, and in the process of stacking the stone layers, the stacked stones of the lower layer are not easy to be pressed and separated, and the construction safety is improved; and the anchoring rod inserted into the rockfill layer can also play a role in strengthening the rockfill layer and enable the rockfill layer to be clung to the upstream surface.
Drawings
Figure 1 is a schematic cross-sectional view of a dam reinforcement structure in a flood area of the present application.
Fig. 2 is an enlarged partial schematic view of the area a in fig. 1.
Figure 3 is a perspective view of an anchor in a dam reinforcement structure of a flood section of the present application.
Reference numerals: 1. an anchor base assembly; 11. an anchor mount; 111. an anchor hole; 112. a stone blocking boss; 12. an anchor rod; 2. a heap layer; 21. a first cover; 22. a second cover web; 23. connecting piles; 24. a stone layer; 3. a dike; 31. a stone throwing groove; 4. and a waterproof layer.
Detailed Description
The present application is described in further detail below in conjunction with figures 1-3.
The embodiment of the application discloses a dam reinforcement structure of a flood-stagnation area.
Referring to fig. 1 and 2, a reinforcing structure of a flood-zone dike 3 comprises an anchoring base assembly 1 and a rock-fill layer 2, wherein the anchoring base assembly 1 is arranged at the bottom of the upstream surface of the dike 3, and specifically comprises an anchoring seat 11 and an anchoring rod 12; as shown in fig. 3, the anchor 11 may be formed by casting reinforced concrete, the body of the anchor 11 may be configured as a quadrangular prism structure, and the quadrangular prism may be configured as a rectangle in cross section and placed laterally at the bottom of the upstream surface, and one or more anchor holes 111 adapted to allow the anchor rods 12 to pass through are provided in the anchor 11, so that one end of each anchor rod 12 can pass through the corresponding anchor hole 111 and be inserted into the ground to anchor the anchor 11, thereby preventing displacement of the anchor 11; the other end of each anchor rod 12 wears to locate in the heap layer 2, and this heap layer 2's surface is equipped with cladding structure, thereby can make the building stones in the heap layer 2 form a whole under the cladding effect of the cladding structure on heap layer 2's surface, and insert the anchor rod 12 in heap layer 2 and can also play braced frame's effect, can further promote the structural strength and the wholeness of heap layer 2, make the building stones in the heap layer 2 be difficult for appearing becoming flexible and deviate from, thereby form the condition of free stone or boulder, wherein, anchor rod 12 can be the bar, with can have sufficient intensity.
Specifically, referring to fig. 1 and 2, in the reinforcing structure of the dam 3 in the flood area of the present application, the anchoring hole 111 may be disposed with its axial direction parallel to the upstream surface, so that the anchoring rod 12 is not easy to be inserted into the upstream surface of the dam 3 or to penetrate from the inside of the rockfill layer 2, so as to ensure that the anchoring rod 12 can perform a good supporting and reinforcing function on the rockfill layer 2, and the above-mentioned axial design of the anchoring hole 111 enables the anchoring rod 12 to prevent the anchoring seat 11 from moving in a direction away from the dam 3 after penetrating through the anchoring hole 111 and being inserted into the ground, and even if the anchoring seat 11 generates a certain movement in a direction away from the dam 3, the soil applies a downward component force to the anchoring rod 12, so that the connection between the whole body formed by the anchoring rod 12 and the anchoring seat 11 and the ground is more firm, and displacement is not easy to occur; of course, it will be appreciated that, in order to further prevent the anchor 11 from moving in a direction away from the dike 3, a stone throwing groove 31 adapted to accommodate the anchor 11 may be provided at the bottom of the upstream surface of the dike 3, and the stone throwing groove 31 may be configured as a rectangular-section groove according to the above-described structure of the anchor 11, so as to be able to place the anchor 11 in the stone throwing groove 31, so that the stone throwing groove 31 may have a limiting effect on the anchor 11, so as to prevent the anchor 11 from moving in a direction away from the dike 3, thereby reducing the possibility of collapse of the stone stacking layer 2.
In addition, referring to fig. 2 and 3, in the reinforcing structure of the dam 3 of the flood stagnation area of the present application, in order to further prevent the stone at the bottom of the mound layer 2 from slipping to cause the situation that the mound layer 2 slips and collapses, a stone blocking protrusion 112 may be provided at an edge of the upper surface of the anchor seat 11, which is far away from one side of the upstream surface, so as to play a role in blocking the stone at the bottom of the mound layer 2 through the stone blocking protrusion 112, thereby preventing the stone at the place from loosening under the condition of being stressed, so as to avoid the situation that the stone at the bottom of the mound layer 2 moves in a direction far away from the dam 3, and cause the mound layer 2 to slip and collapse as much as possible.
Further, referring to fig. 1 and 2, in the reinforcing structure of the flood section dike 3 of the present application, the cladding structure of the mound layer 2 may include a first cladding net 21, a second cladding net 22, and connection piles 23 connecting the first and second cladding nets 21 and 22; wherein, the first and second cover screens 21 and 22 may be wire mesh, the connection piles 23 may be made of steel bars, and both end portions of the connection piles 23 may be provided with connection hook structures, so that the connection piles 23 may be hooked on the connection portions of two wires on the wire mesh by the connection hooks, and the connection between the connection piles 23 and the wire mesh may be made stronger by wire tying or welding, so that the stone layer 24 filled between the first and second cover screens 21 and 22 may be tied and covered into a whole, so that stones in the stone layer 24 are not easy to deviate to form loose stones or boulders.
Further, referring to fig. 2 and 3, a waterproof layer 4 should be further included in the reinforcing structure of the dam 3 in the flood area of the present application, and the waterproof layer 4 may include a waterproof geotextile laid between the stone throwing groove 31 and the anchor seat 11 and between the upstream surface and the rockfill layer 2 so as to prevent water from penetrating into the dam 3, thereby preventing water seepage or piping from occurring in the dam 3, and thus reducing the possibility of leading to a breach.
The embodiment of the application also discloses a method for reinforcing the dam 3 of the flood-stagnation area.
A method for reinforcing a flood-zone dike 3, comprising the steps of:
a) The preparation before construction, in particular, the preparation work before construction comprises the steps of demarcating a construction area, constructing a site for the construction area, cofferdam, pumping water, leveling, dredging and lofting.
The construction site can be planned according to the construction site after the dam 3 needing to be reinforced is determined, including the site where equipment is parked and materials are stacked and the site where constructors live, if the passing road in the site is not suitable for running of large-scale equipment, etc., the guide furnace in the site is widened or reinforced, a worker dormitory is built, etc., meanwhile, a cofferdam is built according to the scope of the dam 3 needing to be reinforced, water in the cofferdam is pumped out, so that the construction can be conveniently carried out by workers and related equipment to the bottom of the upstream surface of the dam 3, and of course, the river bed (or lake bottom) should be dredging before the workers and related equipment to the bottom of the upstream surface, on one hand, the workers or equipment can be prevented from being sunk into silt, and on the other hand, a hard soil layer which is relatively dry and has better bearing capacity is exposed, so that the hard soil layer is used as the base of the dam 3 reinforcing structure is not easy to slip or collapse.
After dredging is completed, equipment such as an excavator and the like can be opened to the bottom of the upstream surface, impurities are removed and the upstream surface is leveled, vegetation on the upstream surface is cleaned up, the upstream surface is leveled, the whole gradient of the upstream surface is basically consistent, the manufacturing of the anchor seats 11 can be facilitated, and the inclination angles of the anchor holes 111 in the anchor seats 11 can tend to be unified.
After finishing leveling the upstream surface, measuring and lofting can be carried out on the upstream surface according to construction requirements, and positioning can be carried out by utilizing a GPS or a Beidou system during lofting, for example, a characteristic point is arranged at the position of the slope top and the slope bottom of the upstream surface every 20m so as to drive upright posts at the characteristic point, and an indication line is pulled up between a group of corresponding upright posts on the slope top and the slope bottom, so that the contour line of the upper surface of the heap layer 2 can be indicated through the indication line to serve as a reference for construction.
B) As shown in fig. 1, a stone throwing groove 31 is dug along the bottom of the upstream surface of the dike 3 so that the anchor seat 11 can be restrained by the stone throwing groove 31 to prevent the anchor seat 11 from moving in a direction away from the dike 3.
C) As shown in fig. 2, a waterproof layer 4 is laid on the surface of the groove surface of the stone throwing groove 31 and the surface of the water facing surface, the waterproof layer 4 can be waterproof geotextiles, two adjacent waterproof geotextiles can be connected through an adhesive or in a thermal welding mode, and an anchor socket is formed on the waterproof geotextile at a position corresponding to the anchor hole 111 on the anchor seat 11, so that the subsequent anchor rod 12 can be conveniently inserted into the ground through the anchor hole 111 and the anchor socket.
D) The prefabrication of the anchoring base assembly 1 (and the anchoring seat 11) mentioned in the technical scheme of the reinforcing structure of the dam 3 of the flood area can be synchronously performed in the process of the steps, and referring to fig. 3, the anchoring seat 11 can be made of reinforced concrete by pouring, the main structure of the anchoring seat 11 can be a quadrangular prism, the section of the quadrangular prism can be rectangular and transversely placed at the bottom of an upstream surface, one or more anchoring holes 111 which are suitable for the anchor rods 12 to penetrate are arranged in the anchoring seat 11, the included angle between the axial direction of the anchoring holes 111 and the ground is consistent with the gradient of the flattened upstream surface, and the anchoring seat 11 can be dried and molded to be put into use when the steps are completed; specifically, the anchor block 11 is first placed in the stone throwing groove 31, and when placed, it is necessary to ensure that the anchor hole 111 on the anchor block 11 is aligned with the anchor socket, then the anchor rod 12 is inserted into the ground through the anchor hole 111 and the anchor socket, and the insertion depth of the anchor rod 12 into the ground can be set to not less than 0.5m, so as to ensure a good anchoring effect and prevent the anchor block 11 from slipping in a direction away from the upstream surface of the dike 3.
E) Finally, the rockfill layer 2 mentioned in the technical solution of the reinforcement structure of the dam 3 of the flood-stagnation area is laid on the upstream surface, in particular, stones (stones) need to be selected before laying, the density of the selected stones should be not less than 2.4t/m3, the mud content of the stones should not exceed 1%, the wet compressive strength should be greater than 30MPa, and the softening coefficient should be greater than 0.7. The particle size of the stone should be within the design range as follows: the grain size of the bottom layer block stone is 0.30-0.45 m, and the grain size of the surface layer block stone is 0.15-0.30 m.
The laying should follow the principle of laying layer by layer, specifically, a layer of first cladding net 21 (wire mesh) close to the upstream surface is laid first, the first cladding net 21 can be a layer extending from the upper part of the upstream surface to the lower part of the upstream surface (can be connected with the anchor seat 11, for example, can be inserted between the anchor seat 11 and the stone throwing groove 31), and two left and right adjacent first cladding nets 21 can be connected by wire strapping; subsequently, the larger diameter blocks (large diameter blocks) are laid first, and the connecting piles 23 are connected with the first cladding net 21 at the appropriate positions (such as in the stone seams which need to correspond to the connection points of the wires on the first cladding net 21) until the stacking height of the stacked large diameter blocks reaches 1 meter, and then the gaps of the large diameter blocks are filled with small diameter crushed stone so that the surface of the rock-fill layer 2 has no oversized voids; then, the second cover net 22 is covered again, the second cover net 22 can extend along the length direction from the upstream surface and is spliced up and down, and taking the height of each laid stone as 1 meter and the surface of the layer of stone along the gradient direction as an example, the second cover net 22 can be set to be 2.2m to 2.4m wide, so that the upper and lower second cover nets 22 have overlapped parts, and the overlapped parts are bundled by steel wires, so that the connection strength of the overlapped parts is higher; finally, the other end of the connecting pile 23 is connected with the second cladding net 22, so that the connection between the first cladding net 21 and the second cladding net 22 is realized, the laying of a layer of stone is completed, and then the upper layer of stone can be continuously laid according to the steps until the required height is reached.
The implementation principle of the pile foundation sediment thickness detection device of the embodiment of the application is as follows: by inserting the anchoring rod 12 arranged in parallel with the water facing surface into the ground, the effect of preventing the anchoring seat 11 from moving in the direction away from the dykes and dams 3 is achieved, and even if the anchoring seat 11 generates a certain movement in the direction away from the dykes and dams 3, the soil can apply downward component force to the anchoring rod 12, so that the connection between the anchoring rod 12 and the whole body formed by the anchoring seat 11 and the ground is firmer and is less prone to displacement, the bottom of the heap layer 2 (slope protection) is less prone to move, and the possibility of collapse of the heap layer 2 can be reduced; the surface of heap stone layer 2 is equipped with cladding structure and can makes the difficult boulder of heap stone layer 2 or move the stone, and in anchor rod 12's the other end wears to locate heap stone layer 2, also can play reinforced effect to heap stone layer 2 for the wholeness of heap stone layer 2 is stronger, and structural strength is higher, the difficult condition of becoming flexible the disintegration that appears.
The foregoing are all preferred embodiments of the present application, and are not intended to limit the scope of the present application in any way, therefore: all equivalent changes in structure, shape and principle of this application should be covered in the protection scope of this application.
Claims (10)
1. The utility model provides a flood area dykes and dams reinforced structure which characterized in that: including anchor base subassembly (1) and rock-fill layer (2), the bottom of the upstream face of dykes and dams (3) is located to anchor base subassembly (1), anchor base subassembly (1) include anchor seat (11) and anchor pole (12), be equipped with in anchor seat (11) be suitable for anchor hole (111) that anchor pole (12) passed, the one end of anchor pole (12) passes anchor hole (111) and inserts ground, the other end of anchor pole (12) is worn to locate in rock-fill layer (2), just the surface of rock-fill layer (2) is equipped with cladding structure.
2. The flood peak dike reinforcement structure of claim 1, wherein: the bottom of the upstream surface of the dam (3) is provided with a stone throwing groove (31) which is suitable for accommodating the anchoring seat (11).
3. The flood peak dike reinforcement structure of claim 2, wherein: the axial direction of the anchoring hole (111) in the anchoring seat (11) is parallel to the upstream surface, and a stone blocking protruding part (112) is arranged on one side, far away from the upstream surface, of the upper surface of the anchoring seat (11).
4. A flood peak dike reinforcing structure according to claim 3, wherein: the cladding structure of the rock-fill layer (2) comprises a first cladding net (21), a second cladding net (22) and connecting piles (23) for connecting the first cladding net (21) and the second cladding net (22); and a stone layer (24) is filled between the first cladding net (21) and the second cladding net (22).
5. The flood peak dike reinforcement structure of claim 4, wherein: the waterproof layer (4) comprises waterproof geotextile, and the waterproof geotextile is laid between the stone throwing groove (31) and the anchor seat (11), and between the upstream surface and the rock-fill layer (2).
6. The dam reinforcement method for the flood-stagnation area is characterized by comprising the following steps of:
a) Preparing before construction;
b) Digging a stone throwing groove (31) along the bottom of the upstream surface of the dam (3);
c) A waterproof layer (4) is paved on the groove surface of the stone throwing groove (31) and the surface of the upstream surface;
d) -placing the anchor foot assembly (1) according to any one of claims 1 to 5 in the stone slinger (31);
e) -laying a rock-fill layer (2) according to any one of claims 1 to 5 on the upstream surface.
7. The method for reinforcing a dyke in a flood-area according to claim 6, wherein: the preparation before construction comprises cofferdam, water pumping, leveling, dredging and lofting of a construction area; the leveling comprises the steps of removing impurities from the original upstream surface of the dam (3) and leveling the original upstream surface to obtain an upstream surface with uniform gradient; the dredging comprises dredging the position where the bottom of the upstream surface is connected with the river bed; the lofting comprises the steps of arranging upright posts on the top and the bottom of a slope on the upstream surface, and connecting an indication line between the top and a group of upright posts corresponding to the top of the slope so as to indicate the contour line of the upper surface of the rock-fill layer (2) through the indication line.
8. The method for reinforcing a dyke in a flood-area according to claim 7, wherein: the waterproof layer (4) comprises waterproof geotextile, a fixed socket is formed in the waterproof geotextile, and the position of the fixed socket corresponds to the position of an anchor hole (111) in an anchor seat (11) in the anchor base assembly (1).
9. The method for reinforcing a dyke in a flood-area according to claim 8, wherein: the step of anchoring the foundation assembly (1) comprises: the anchor seat (11) is firstly placed, the anchor rod (12) is inserted into the ground through the anchor hole (111), and the insertion depth of the anchor rod (12) is not less than 0.5m.
10. The method for reinforcing a dyke in a flood-area according to claim 9, wherein: the paving step of the rock-fill layer (2) comprises the following steps: firstly, paving a first cladding net (21), and arranging connecting piles (23) on the first cladding net (21); paving large-particle-size stone blocks, and filling small-particle-size broken stones in gaps of the large-particle-size stone blocks; finally, a second coating net (22) is paved, and the second coating net (22) is connected with the connecting piles (23); and the rock-fill layer (2) is paved layer by layer during paving.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310007303.5A CN116356763A (en) | 2023-01-04 | 2023-01-04 | Dam reinforcing structure and reinforcing method for flood-stagnation area |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310007303.5A CN116356763A (en) | 2023-01-04 | 2023-01-04 | Dam reinforcing structure and reinforcing method for flood-stagnation area |
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