CN113250149A

CN113250149A - Grid type concrete panel rock-fill dam

Info

Publication number: CN113250149A
Application number: CN202110599410.2A
Authority: CN
Inventors: 朱兆同; 王珂; 李灏; 张允玉
Original assignee: Shandong Water Conservancy Group Co ltd
Current assignee: Shandong Water Conservancy Group Co ltd
Priority date: 2021-05-31
Filing date: 2021-05-31
Publication date: 2021-08-13
Anticipated expiration: 2041-05-31
Also published as: CN113250149B

Abstract

The application relates to the technical field of rock-fill dams, in particular to a grid type concrete panel rock-fill dam which comprises a rock-fill area, a plurality of layers of first grids horizontally paved in the rock-fill area, a transition area arranged on the side face of the rock-fill area, a cushion area arranged on the surface of the transition area, a second grid arranged on a concrete panel and a bituminous concrete panel arranged on the concrete panel and fixedly connected with the second grid, wherein the first grid is a grid structure; and one side of the bottom of the rockfill area is provided with a toe board, and the toe board is provided with a bearing sealing gasket for supporting the bottoms of the concrete panel and the asphalt concrete panel. This application can improve concrete panel rock-fill dam's stretch-proofing and anti deformability, makes the difficult emergence structural damage of concrete panel rock-fill dam.

Description

Grid type concrete panel rock-fill dam

Technical Field

The application relates to the technical field of rock-fill dams, in particular to a grid type concrete panel rock-fill dam.

Background

At present, a concrete panel rock-fill dam mainly comprises a panel and a rock-fill dam body, wherein the panel is a thin-plate anti-seepage structure positioned on the upstream surface, and the rock-fill dam body plays roles in anti-seepage reinforcement and support. Under the action of self weight and earthquake load, as the concrete material has weaker tensile resistance and deformation resistance, larger transverse or longitudinal displacement can occur on the concrete panel and the rockfill dam body, so that cracks are easily generated on the concrete panel and the rockfill dam body, the whole concrete panel rockfill dam structure is damaged, and the seepage-proofing system of the part fails.

Aiming at the related technologies, the inventor finds that the concrete panel rock-fill dam has the defects of poor tensile resistance and deformation resistance, and easily causes the structural damage of the concrete panel rock-fill dam so as to influence the seepage-proofing performance.

Disclosure of Invention

In order to improve concrete face rock-fill dam's stretch-proofing and anti deformability, make the difficult structural damage that takes place of concrete face rock-fill dam, this application provides a grid formula concrete face rock-fill dam.

The application provides a grid type concrete panel rock-fill dam adopts following technical scheme:

a grid type concrete panel rock-fill dam comprises a rock-fill area, a plurality of layers of first grids horizontally paved in the rock-fill area, a transition area arranged on the side face of the rock-fill area, a cushion area arranged on the surface of the transition area, a second grid arranged on a concrete panel and arranged on the concrete panel, and an asphalt concrete panel arranged on the concrete panel and fixedly connected with the second grid;

and one side of the bottom of the rockfill area is provided with a toe board, and the toe board is provided with a bearing sealing gasket for supporting the bottoms of the concrete panel and the asphalt concrete panel.

Through adopting above-mentioned technical scheme, the toe board of rockfill district bottom can be used for stagnant water with bearing the sealed pad, and during the water load that bears on concrete face and the asphalt concrete panel, can provide tight effort for bearing the sealed pad, bearing the sealed pad and being used for bearing the displacement of opening of parallel and whole rockfill dam seam crossing to improve whole rockfill dam's anti deformability. Moreover, the concrete panel can be well combined with the rockfill area, good construction conditions are created for laying the asphalt concrete panel, the flexibility of the asphalt concrete panel is better, and the crack resistance is improved. The surface friction of the rubble in first grid and the rockfill district improves interlocking, the interlock effect of rubble in first grid and the rockfill district, can also make the difficult horizontal or vertical displacement that produces in rockfill district when the bearing capacity in reinforcing rockfill district, and then improves the anti deformability in rockfill district, and the second grid can improve the stretch-proofing and anti deformability of concrete panel.

Optionally, the rockfill area includes the bottom gravel layer of horizontal laying, establish the center bearing wall body on the bottom gravel layer between two parties, establish the rockfill layer in center bearing wall body both sides, establish the intraformational drainage zone of rockfill, establish the anti-filter bed in drainage zone both sides and establish the concrete inoxidizing coating that keeps away from transition district one side on the rockfill layer.

Through adopting above-mentioned technical scheme, the effect of drainage and support is played on bottom gravel layer, and center bearing wall body plays the middle bearing structure who piles up side support and whole rock-fill dam as the rock-fill layer of both sides, and the drainage zone can play the effect of drainage, and the anti-filter layer can prevent that rivers from getting into the rock-fill district, erodes the rubble in rock-fill district, causes the structural damage in rock-fill district.

Optionally, the concrete protective layer is in a multi-stage step shape.

Through adopting above-mentioned technical scheme, make the load that the graded dispersion rock-fill dam of concrete inoxidizing coating received, make the structural stability of concrete inoxidizing coating better, not fragile.

Optionally, the concrete protective layer has a larger step density closer to the bottom.

By adopting the technical scheme, when the water flow suddenly increases, the water pressure load borne by the bottom of the concrete protective layer is the largest, and the step density is higher, so that the pressure resistance of the bottom of the concrete protective layer is stronger and the concrete protective layer is not easy to damage.

Optionally, the asphalt concrete protective layer further comprises a rough rockfill slope protection layer arranged at the bottom of the surface of the asphalt concrete panel and at the bottom of the surface of the concrete protective layer.

Through adopting above-mentioned technical scheme, thick rockfill protects the slope layer and can increase the pressure that bituminous concrete panel and concrete protective layer surface bottom side received, plays the effect of consolidating the foundation, can also reduce the rivers impact that concrete panel and inoxidizing coating bottom surface bottom received.

Optionally, the slope of the rough rockfill slope protection layer is smaller than the slopes of the asphalt concrete panel and the concrete protection layer.

Through adopting above-mentioned technical scheme, make the load that thick rockfill bank protection layer received more even, make the direct impact force of rivers that thick rockfill bank protection layer received littleer, it is better to the guard action of concrete inoxidizing coating.

Optionally, the first grid comprises a transverse rib and a longitudinal rib vertically connected with the transverse rib through a reinforcing connection point;

the transverse ribs and the longitudinal ribs are mutually staggered to form uniformly distributed meshes.

Through adopting above-mentioned technical scheme, strengthen the tie point and make the joint strength of cross rib and indulge the rib higher, and then make the anti cracking performance of first grid better, the mesh supplies the rubble in rockfill district to wear to establish, makes rubble and cross rib and indulge the rib and be connected, and then improves the anti deformability in rockfill district.

Optionally, the mesh comprises diagonal braces, and two ends of the diagonal braces are fixedly connected with the reinforcing connection points at the two diagonal positions of the mesh.

Through adopting above-mentioned technical scheme, the diagonal draw can form a plurality of triangle-shaped net with horizontal rib and vertical rib, makes the structural stability of first grid better.

Optionally, the second grid includes transverse steel bars and longitudinal steel bars perpendicularly connected to the transverse steel bars.

By adopting the technical scheme, the transverse steel bars and the longitudinal steel bars are fixedly connected with the concrete panel, so that the whole structure of the concrete panel is firmer, and the tensile resistance is better.

Optionally, the second grid further comprises an anchor rod, one end of the anchor rod is fixedly connected with a connecting point of the transverse steel bar and the longitudinal steel bar;

the other end of the anchor rod is inserted into the rockfill area.

Through adopting above-mentioned technical scheme, make the second grid more stable with the integral connection structure in concrete panel and rockfill district through the stock, make whole rockfill dam's anti deformation and anti-crack performance better.

In summary, the present application includes at least one of the following beneficial technical effects:

1. toe board and the bearing seal pad of rockfill district bottom in this application can be used for the stagnant water, and during the water load who bears on concrete panel and the asphalt concrete panel, can provide tight effort of clamp for bearing seal pad, bearing seal pad is used for bearing the displacement of opening of parallel and whole rockfill dam seam crossing to improve whole rockfill dam's anti deformability. Moreover, the concrete panel can be well combined with the rockfill area, good construction conditions are created for laying the asphalt concrete panel, the flexibility of the asphalt concrete panel is better, and the crack resistance is improved. The first grating and the surface friction of the broken stones in the rockfill area are improved, the interlocking and meshing effects of the first grating and the broken stones in the rockfill area are improved, the bearing capacity of the rockfill area is enhanced, meanwhile, the rockfill area is not prone to generating transverse or vertical displacement, the deformation resistance of the rockfill area is further improved, and the stretch-resistant and deformation-resistant capabilities of the concrete panel can be improved through the second grating;

2. the thick rockfill bank protection layer in this application can increase the pressure that bituminous concrete panel and concrete protection layer surface bottom side received, plays the effect of consolidating the foundation, can also reduce the water impact that concrete panel and inoxidizing coating bottom surface bottom received.

Drawings

Fig. 1 is a schematic structural diagram of a grid-type concrete-faced rock-fill dam according to an embodiment of the present application.

Fig. 2 is a partially enlarged view of a portion a in fig. 1.

Fig. 3 is a schematic structural diagram of a first grid in an embodiment of the present application.

Description of reference numerals: 11. a rockfill area; 111. a bottom gravel layer; 112. a central load-bearing wall; 113. a heap layer; 114. a drainage area; 115. a reverse filtering layer; 116. a concrete protective layer; 12. a toe plate; 13. a load bearing gasket; 21. a first grid; 211. a cross rib; 212. reinforcing the connection points; 213. longitudinal ribs; 214. mesh openings; 215. a diagonal brace; 31. a transition zone; 41. a pad region; 51. a concrete panel; 61. a second grid; 611. Transverse reinforcing steel bars; 612. longitudinal reinforcing steel bars; 613. an anchor rod; 71. an asphalt concrete panel; 81. and (5) a coarse rockfill slope protection layer.

Detailed Description

The present application is described in further detail below with reference to figures 1-3.

The embodiment of the application discloses grid type concrete panel rock-fill dam. Referring to fig. 1, the rock-fill dam includes a rock-fill area 11, a first grid 21, a transition area 31, a bedding area 41, a concrete panel 51, a second grid 61, and an asphalt concrete panel 71. The number of the first grids 21 is multiple and is distributed in the rockfill area 11 layer by layer along the vertical direction, the transition area 31 is arranged on the rockfill area 11, the cushion area 41 is arranged on the surface of the transition area 31, the concrete panel 51 is arranged on the concrete panel 51, and the asphalt concrete panel 71 is arranged on the concrete panel 51 and is fixedly connected with the second grids 61.

Specifically, referring to fig. 1 and 2, a toe plate 12 is arranged on one side of the bottom of the rockfill area 11, the toe plate 12 is formed on the concrete pouring ground, a bearing sealing gasket 13 is further arranged on the toe plate 12, the bearing sealing gasket 13 can be made of rubber materials and is corrosion-resistant and ageing-resistant, the bearing sealing gasket 13 can play a role of water stopping, and the bearing sealing gasket 13 is fixedly connected with the concrete panel 51 and the lower side surface of the asphalt concrete panel 71 so as to bear the parallel and joint opening displacement.

Referring to fig. 1, the rockfill area 11 includes a bottom gravel layer 111, a central load bearing wall 112, a rockfill layer 113, a drainage area 114, an anti-filtration layer 115 and a concrete shield layer 116. Wherein, the bottom gravel layer 111 can be laid on the original ground by sand gravel, the central bearing wall 112 can be poured on the bottom gravel layer 111 leveled by mortar by reinforced concrete, and the central bearing wall 112 is perpendicular to the bottom gravel layer 111 in the middle. The rockfill layer 113 may be stacked on the bottom gravel layer 111 using rockfill material, with the rockfill layer 113 being symmetrical about the central load bearing wall 112. The drainage region 114 is composed of drainage blind pipes and pebble filling, and the drainage region 114 is laid on the rock layer 113. The reverse filter layer 115 is composed of a non-woven fabric attached to both side surfaces of the drain region 114 and a waterproof coating layer. The concrete protective layer 116 can be formed by using net-hanging sprayed concrete, the concrete protective layer 116 is in a multi-stage step shape and extends downwards from the top of the rock-fill dam to the bottom of the rock-fill dam, and the density of the steps of the concrete protective layer 116 closer to the bottom is larger, namely the height of each step is gradually reduced.

Referring to fig. 1 and 3, the first grid 21 includes a transverse rib 211, a reinforcing connection point 212, and a longitudinal rib 213, the transverse rib 211 and the longitudinal rib 213 are perpendicular to each other, the reinforcing connection point 212 is fixedly connected to an intersection point of the transverse rib 211 and the longitudinal rib 213, the reinforcing connection point 212 is integrally formed with the transverse rib 211 and the longitudinal rib 213 to reinforce the structural strength of the first grid 21, the transverse ribs 211 and the longitudinal ribs 213 are staggered with each other to form the first grid 21 having a mesh structure, and the transverse ribs 211 and the longitudinal ribs 213 are staggered with each other to form uniformly distributed meshes 214.

Further, for making the structural strength of first grid 21 higher, stretch-proofing and anti deformation performance are better, fixedly connected with diagonal brace 215 between the reinforcement tie point 212 of two diagonal departments at mesh 214, make rectangle mesh 214 become two triangle-shaped holes, reach the purpose that improves structural stability.

Referring to fig. 1 and 2, the transition zone 31 is used to protect the bedding zone from damage due to high water head, the transition zone 31 is laid on one side of the rockfill zone 11, i.e. the side close to the upstream side, the dry density of the paving material used for the transition zone 31 is typically 2.16 grams per cubic centimeter, and the paving process requires more than 8 passes of vibratory compaction.

The cushion area 41 is mainly used for providing a flat and compact foundation for the concrete panel 51, the water pressure borne by the concrete panel 51 is uniformly transferred to the rockfill area 11, and the cushion area 41 can be paved and leveled on the surface of the transition area 31 by adopting leveling mortar.

The concrete panels 51 may be formed by casting concrete, and the concrete panels 51 are cast on the surface of the bedding region 41 and fixedly connected with the bedding region 41.

Referring to fig. 1 and 2, the second grid 61 is laid on the concrete panel 51, the second grid 61 includes transverse steel bars 611, longitudinal steel bars 612 and anchor rods 613, wherein the plurality of transverse steel bars 611 and the plurality of longitudinal steel bars 612 are welded and fixed perpendicular to each other to form a grid structure of the second grid 61, one end of the anchor rod 613 is welded at a connection point of the transverse steel bars 611 and the longitudinal steel bars 612, and the other end of the anchor rod 613 is inserted into the rockfill area 11, so that the installation stability of the second grid 61 is improved, and the crack resistance of the concrete panel 51 is improved.

It should be understood that the bottom structure of the rock-fill dam is subjected to a large water pressure, and thus, in order to protect the bottom structures of the asphalt concrete panel 71 and the concrete protective layer 116, referring to fig. 1, a rough rock-fill slope layer 81 is further laid on the bottom of the surface of the asphalt concrete panel 71 and the bottom of the surface of the concrete protective layer 116, and in a possible embodiment of the present application, the slope of the rough rock-fill slope layer 81 is smaller than the slope of the asphalt concrete panel 71 and the concrete protective layer 116, and in general, the slope of the rough rock-fill slope layer 81 is 1:3, and the slope of the asphalt concrete panel 71 and the concrete protective layer 116 is 1:1.25 to 1: 2.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims

1. The utility model provides a grid formula concrete panel rock-fill dam which characterized in that: the concrete-filled rockfill structure comprises a rockfill area (11), a plurality of layers of first grids (21) horizontally laid in the rockfill area (11), a transition area (31) arranged on the side face of the rockfill area (11), a cushion area (41) arranged on the surface of the transition area (31), a concrete panel (51) arranged on the cushion area (41), a second grid (61) arranged on the concrete panel (51), and an asphalt concrete panel (71) arranged on the concrete panel (51) and fixedly connected with the second grid (61);

one side of the bottom of the rockfill area (11) is provided with a toe board (12), and the toe board (12) is provided with a bearing sealing gasket (13) for supporting the bottoms of the concrete panel (51) and the asphalt concrete panel (71).

2. A grid-type concrete panel rock-fill dam as claimed in claim 1, wherein: the rockfill area (11) comprises a bottom gravel layer (111) laid horizontally, a center bearing wall (112) arranged on the bottom gravel layer (111) in the middle, a rockfill layer (113) arranged on two sides of the center bearing wall (112), a drainage area (114) arranged in the rockfill layer (113), inverted filter layers (115) arranged on two sides of the drainage area (114) and a concrete protective layer (116) arranged on the rockfill layer (113) and far away from one side of the transition area (31).

3. A grid-type concrete panel rock-fill dam as claimed in claim 2, wherein: the concrete protective layer (116) is in a multi-stage step shape.

4. A grid-type concrete panel rock-fill dam as claimed in claim 3, wherein: the step density of the concrete protective layer (116) is larger closer to the bottom.

5. A grid-type concrete panel rock-fill dam as claimed in claim 2, wherein: the asphalt concrete protective layer slope protection layer.

6. A grid-type concrete panel rock-fill dam as claimed in claim 5, wherein: the gradient of the rough rockfill slope protection layer (81) is smaller than the gradients of the asphalt concrete panel (71) and the concrete protective layer (116).

7. A grid-type concrete panel rock-fill dam as claimed in claim 1, wherein: the first grid (21) comprises a transverse rib (211) and a longitudinal rib (213) which is vertically connected with the transverse rib (211) through a reinforcing connection point (212);

the transverse ribs (211) and the longitudinal ribs (213) are staggered with each other to form uniformly distributed meshes (214).

8. A grid-type concrete panel rock-fill dam as claimed in claim 7, wherein: and the two ends of the diagonal brace (215) are respectively fixedly connected with the reinforcing connection points (212) at the two diagonal positions of the mesh (214).

9. A grid-type concrete panel rock-fill dam as claimed in claim 1, wherein: the second grid (61) comprises transverse reinforcement bars (611) and longitudinal reinforcement bars (612) perpendicularly connected to the transverse reinforcement bars (611).

10. A grid-type concrete panel rock-fill dam as claimed in claim 9, wherein: the second grid (61) further comprises an anchor rod (613) with one end fixedly connected with the connecting point of the transverse reinforcing steel bar (611) and the longitudinal reinforcing steel bar (612);

the other end of the anchor rod (613) is inserted into the rockfill area (11).