Anti-seismic structure of dam crest of high concrete faced rockfill dam

Abstract

The utility model discloses a dam crest anti-seismic structure of a high concrete faced rockfill dam. The dam crest anti-seismic structure comprises anti-seismic reinforcing steel bar pieces, the anti-seismic reinforcing steel bar parts are arranged in the top of the high concrete faced rockfill dam, the multiple anti-seismic reinforcing steel bar parts are arranged on the same horizontal layer at intervals, and multiple layers of anti-seismic reinforcing steel bar parts are arranged in the vertical direction at intervals; the outer ends of the anti-seismic reinforcing steel bar pieces are flush with the grid beam grout-embedded stone-laying revetment, and the outer ends of the anti-seismic reinforcing steel bar pieces are connected with concrete grid reinforcing steel bars in the concrete grid beam. The anti-seismic reinforcing steel bar piece comprises anti-seismic reinforcing steel bars, protective pier heads are arranged outside the anti-seismic reinforcing steel bars at intervals, protective layers are arranged outside the anti-seismic reinforcing steel bars outside the protective pier heads, and the ends of the anti-seismic reinforcing steel bars are connected and welded to the concrete grid reinforcing steel bars. The anti-seismic structure gives full play to the anti-seismic effect of the dam crest rockfill anti-seismic steel bars, and therefore the purpose of improving the anti-seismic performance of the high concrete faced rockfill dam is achieved.

Description

Technical Field

[0001] The utility model relates to the technical field of earthquake resistance of a dam crest of a high-faced rockfill dam, and in particular to an earthquake-resistant structure of a dam crest of a high-faced rockfill dam. Background Art

[0002] In areas rich in hydropower resources, the river valley topography and geology of many dam sites are suitable for the construction of high-face rockfill dams, with dam heights ranging from 250 to 300 meters. However, in some areas with high earthquake intensity, the seismic safety of high-face rockfill dams has always been a focus of attention in the industry.

[0003] The seismic measures for the crest of a high-panel rockfill dam generally adopt a combination of dam surface reinforcement (large dry masonry blocks, mortar-made stone slope protection, dam surface flat steel) and dam internal reinforcement (geogrid, internal dam steel bars, concrete frame beams, etc.). During the construction process, the seismic steel bars are treated with surface asphalt for rust prevention. This method requires on-site welding of steel bars and pouring of asphalt, which has the following disadvantages: first, asphalt is used between the seismic steel bars and the rockfill body, resulting in poor bite between the steel bars and the rockfill body, and large-scale vibration rolling will cause local bending and damage of the steel bars, and the seismic steel bars cannot fully play their seismic role; second, the adhesion between asphalt and steel bars is poor. After the steel bars are buried and rolled by a large-scale vibration rolling machine, the asphalt will peel off the steel bars, affecting the durability of the steel bars; it cannot fundamentally solve the problem of reduced seismic resistance due to steel bar corrosion; third, the on-site welding method for seismic steel bars affects the on-site construction progress, and the on-site construction conditions are not conducive to ensuring the quality of welding construction. Utility Model Content

[0004] The utility model aims to overcome the defects of the prior art such as weak connection between the seismic steel bars and the rockfill body at the dam top of a high panel rockfill dam, poor durability, complex construction, and long construction period, and to provide a dam top seismic structure with a simple structure and convenient construction, which can effectively improve the seismic performance of the dam top of a high panel rockfill dam. The method can speed up the construction progress, better ensure the bite effect between the rockfill and the seismic steel bars, protect the seismic steel bars from corrosion, give full play to the seismic effect of the seismic steel bars at the dam top, and thus improve the seismic performance of the high panel rockfill dam.

[0005] In order to achieve the above-mentioned purpose, the utility model provides the following technical solutions.

[0006] The utility model provides a high-panel rockfill dam top seismic structure, comprising: seismic steel bars; the seismic steel bars are arranged inside the high-panel rockfill dam, a plurality of seismic steel bars are arranged at intervals in the same horizontal layer, and multiple layers are arranged at intervals in the vertical direction;

[0007] The earthquake-resistant steel bar member comprises earthquake-resistant steel bars, a plurality of earthquake-resistant steel bars are connected in sequence, a protective pier head is arranged outside the connection, and a protective layer is arranged outside the earthquake-resistant steel bars.

[0008] Optionally, the seismic steel reinforcement member includes a first seismic steel reinforcement unit, a second seismic steel reinforcement unit, and a third seismic steel reinforcement unit;

[0009] The three types of seismic steel bar units all include: a protective pier head, a protective layer and seismic steel bars, wherein the protective pier head is arranged at one end of the seismic steel bar, the protective layer is arranged in the middle, and the other end is an exposed steel bar;

[0010] Among them, the seismic steel bars on the side of the protective pier head of the first seismic steel bar unit are not exposed;

[0011] A pier head groove is arranged outside the protective pier head of the second seismic steel bar unit, and the pier head steel bar at the end of the seismic steel bar extends out of the pier head groove;

[0012] A pier head groove is arranged on the outer side of the protective pier head of the third seismic steel bar unit, and the pier head steel bars at the ends of the seismic steel bars extend out of the pier head groove; the exposed steel bar length of the third seismic steel bar unit is greater than the exposed steel bar length of the first seismic steel bar unit and the second seismic steel bar unit.

[0013] Optionally, it also includes a sleeve, wherein the exposed steel bars of the first seismic steel bar unit are connected to the pier head steel bars of the second seismic steel bar unit through a sleeve, and the exposed steel bars of the second seismic steel bar unit are connected to the pier head steel bars of the third seismic steel bar unit through another sleeve.

[0014] Optionally, the earthquake-resistant steel bar is a cylinder, and the outside of the pier head steel bar is a straight thread;

[0015] The sleeve is a sleeve with positive and negative thread connections, and the sleeve is threadedly connected to the pier head steel bar.

[0016] Optionally, all three seismic reinforcement units are prefabricated.

[0017] Optionally, the protective pier head and the protective layer are both concrete structures.

[0018] Optionally, the seismic-resistant steel reinforcement is arranged at 1 / 5 to 1 / 4 of the distance from the dam top.

[0019] Optionally, the earthquake-resistant steel bars are laid in the compacted rockfill body.

[0020] Optionally, the vertical spacing between the seismic steel bars of two adjacent layers is 0.8 m, and the horizontal spacing between the seismic steel bars of each layer is 6 m.

[0021] Optionally, the outer end of the seismic steel bar is flush with the mortar-embedded stone slope protection of the grid beam, and the outer end of the seismic steel bar is welded to the concrete grid steel bars in the concrete grid beam.

[0022] Compared with the prior art, the utility model has the following beneficial effects:

[0023] Compared with the prior art, the utility model provides a new type of earthquake-resistant steel bar component, which is prefabricated off-site and assembled on the working surface, so the construction is convenient and does not affect the construction progress; the earthquake-resistant steel bar is wrapped with a protective pier head and a protective layer, which can be embedded in the rockfill body, and the friction between the steel bar and the rockfill body is strong, and the concrete strength is high, which has a good anti-rolling effect, and can effectively prevent the steel bar from being deformed and exposed, thereby preventing the earthquake-resistant steel bar from rusting during the operation of the dam and increasing the durability; the earthquake-resistant steel bar component is connected with the downstream grid beam of the dam body, which enhances the overall earthquake-resistant performance of the high-panel rockfill dam, and the structure is safe and reliable, which can ensure the long service life of the structure in the earthquake-resistant zone of the dam top and maintain the safety of the dam top. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] The drawings described herein are for explanation purposes only and are not intended to limit the scope of the present invention in any way. In addition, the shapes and proportional dimensions of the components in the drawings are only for illustration purposes to help understand the present invention and are not intended to specifically limit the shapes and proportional dimensions of the components of the present invention. In the drawings:

[0025] Figure 1 This is a schematic diagram of the earthquake-resistant structure of the dam crest of a utility model high-face rockfill dam;

[0026] Figure 2 This is the large-scale drawing of the seismic structure of the dam crest of the utility model high-face rockfill dam;

[0027] Figure 3 Schematic diagrams of three types of seismic steel bar units; wherein (a) is a schematic diagram of a first seismic steel bar unit, (b) is a schematic diagram of a second seismic steel bar unit, and (c) is a schematic diagram of a third seismic steel bar unit;

[0028] Figure 4 is the cross-section diagram of the seismic steel reinforcement component; (a) is Figure 3 1-1 section view, (b) is Figure 3 Sectional view 2-2 in FIG.

[0029] Figure 5 It is a schematic diagram of a connecting sleeve, (a) is a view of the connecting sleeve, and (b) is a cross-sectional view of the connecting sleeve along 3-3.

[0030] Among them, 10. Grid beam embedded with mortar-made stone slope protection; 11. Concrete grid beam; 12. Concrete grid steel bar; 20. Earthquake-resistant steel bar; 21. Pier head steel bar; 22. Protective pier head; 23. Protective layer; 24. Earthquake-resistant steel bar; 25. Exposed steel bar; 26. Pier head groove; 30. Sleeve. DETAILED DESCRIPTION

[0031] In order to enable those skilled in the art to better understand the technical solutions in the present invention, the following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of the present invention.

[0032] It should be noted that when an element is referred to as being "disposed on" another element, it may be directly on the other element or there may be a central element. When an element is considered to be "connected to" another element, it may be directly connected to the other element or there may be a central element at the same time. The terms "vertical", "horizontal", "left", "right" and similar expressions used herein are for illustrative purposes only and are not intended to be the only embodiment.

[0033] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art in the technical field of the present invention. The terms used herein in the specification of the present invention are only for the purpose of describing specific embodiments and are not intended to limit the present invention. The term "and / or" used herein includes any and all combinations of one or more related listed items.

[0034] like Figure 1 As shown, the embodiment of the utility model provides a high-panel rockfill dam crest seismic structure, including: seismic steel bars 20; the seismic steel bars 20 are arranged inside the high-panel rockfill dam crest, and a plurality of seismic steel bars 20 are arranged at intervals in the same horizontal layer, and multiple layers are arranged at intervals in the vertical direction;

[0035] The outer end of the seismic steel bar 20 is flush with the grid beam embedded mortar stone slope protection 10, and the outer end of the seismic steel bar 20 is connected to the concrete grid steel bar 12 in the concrete grid beam 11;

[0036] The seismic steel bar 20 includes seismic steel bars 24, and a protective pier head 22 is arranged outside the seismic steel bars 24 at intervals. A protective layer 23 is arranged outside the seismic steel bars 24 outside the protective pier head 22. The ends of the seismic steel bars 24 are connected and welded to the concrete mesh steel bars 12. Figure 2 shown.

[0037] Among them, the seismic steel bar outer protective pier head 22 and protective layer 23 can be embedded in the rockfill body, and the friction between the rockfill body is strong. The seismic steel bar members 20 are arranged in multiple layers to enhance the overall seismic performance of the high-face rockfill dam, and the structure is safe and reliable.

[0038] The earthquake-resistant steel bars 20 are arranged in the earthquake-resistant structure within the range of (1 / 5 to 1 / 4) the dam height from the dam crest. The earthquake-resistant steel bars are arranged in the compacted rockfill body, and the elevation direction is the designed compacted thickness of the rockfill body. For example, the vertical spacing of the earthquake-resistant steel bars 20 of two adjacent layers is 0.8m, and the horizontal spacing of the earthquake-resistant steel bars 20 of each layer is 6m. The total horizontal length of the earthquake-resistant steel bars 20 is 15m.

[0039] The earthquake-resistant steel bar 20 is composed of a plurality of earthquake-resistant steel bar units connected in sequence. Figure 3 and Figure 4 The seismic reinforcement element shown consists of three structures:

[0040] Specifically, the three structures all include: a protective pier head 22, a protective layer 23 and an earthquake-resistant steel bar 24, wherein the protective pier head 22 is arranged at one end of the earthquake-resistant steel bar 24, the protective layer 23 is arranged in the middle, and the other end is an exposed steel bar 25;

[0041] The seismic steel bars 24 on one side of the protective pier head 22 of the first seismic steel bar unit are not exposed.

[0042] A pier head groove 26 is arranged outside the protective pier head 22 of the second seismic steel bar unit, and the pier head steel bar 21 at the end of the seismic steel bar 24 extends out of the pier head groove 26;

[0043] A pier head groove 26 is arranged on the outer side of the protective pier head 22 of the third seismic steel bar unit, and the pier head steel bar 21 at the end of the seismic steel bar 24 extends out of the pier head groove 26; the length of the exposed steel bar 25 of the third seismic steel bar unit is greater than the length of the exposed steel bar 25 of the first seismic steel bar unit and the second seismic steel bar unit.

[0044] During specific assembly, the first seismic steel bar unit, the second seismic steel bar unit, and the third seismic steel bar unit are sequentially connected to form a seismic steel bar member 20 , and the third seismic steel bar unit is welded to the concrete mesh steel bar 12 .

[0045] like Figure 5 As shown, it also includes a sleeve 30, the exposed steel bars 25 of the first seismic steel bar unit are connected to the pier head steel bars 21 of the second seismic steel bar unit through a sleeve 30, and the exposed steel bars 25 of the second seismic steel bar unit are connected to the pier head steel bars 21 of the third seismic steel bar unit through a sleeve 30.

[0046] In order to facilitate connection and assembly, the seismic steel bar 24 is a cylinder, and the outer part of the pier head steel bar 21 is a straight thread. The three seismic steel bar units are all prefabricated parts. During on-site assembly, the sleeve 30 is a positive and negative thread connection sleeve, and the sleeve 30 is threadedly connected to the pier head steel bar 21.

[0047] The applicant's engineering experience shows that the area within the range of 1 / 5 to 1 / 4 of the dam height from the dam crest is the location where the earthquake "whip sheath" effect is the strongest, and is the weakest part of the dam's earthquake resistance. Therefore, it is necessary to take earthquake-resistant measures on the dam crest. In order to facilitate the construction of earthquake-resistant steel bars and prevent them from being damaged by rolling and rusted by water during the operation of the dam, the steel bars are divided into 5m sections (three sections in total). The earthquake-resistant steel bar components are prefabricated and protected by a concrete protective layer and pier heads. When the rockfill body is constructed to the corresponding elevation, it is transported to the working surface for assembly. The exposed steel bars are cast in the downstream grid beam to form an integral structure with the grid beam.

[0048] The construction method of the high-face rockfill dam crest earthquake-resistant structure of the utility model comprises the following steps:

[0049] 1. The seismic steel bar 24 is a threaded steel bar with a diameter of 25 to 32 mm. The seismic steel bar 20 must be Figure 3 Prefabrication.

[0050] The present invention provides three types of seismic steel bar units:

[0051] For example: the outer protective layer 23 of three seismic steel bar units has a diameter of 10 cm, the first component protective pier head 22 is a straight 30×30 cm cylinder, the second and third seismic steel bar units have a 10×10 cm groove on the basis of the protective pier head 22, and the outer material of the protective layer 23 and the protective pier head 22 is C25 concrete. The steel bar is exposed 10 cm according to the size in the figure, and the exposed steel bar end is processed into a straight thread by rolling process.

[0052] 2. The sleeve 30 is a stainless steel connecting sleeve 30 with positive and negative threads, 20 cm long, and can tighten two steel bars in one screwing direction.

[0053] 3. After the rockfill is filled to the designed elevation and rolled to pass the test, the seismic steel bar components 20 are laid. The position of the seismic steel bar 25 is marked in advance, and then the first seismic steel bar unit is placed in the correct position. The exposed length of 10 cm of the steel bar of the first seismic steel bar unit is connected to the steel bar in the protective pier head 22 of the second seismic steel bar unit through the sleeve, and the exposed length of 10 cm of the steel bar of the second seismic steel bar unit is connected to the steel bar in the protective pier head 22 of the third seismic steel bar unit through the sleeve 30. After the connection is completed, the sleeve is wrapped with M25 mortar, and the exposed steel bar of the third seismic steel bar unit is welded to the grid beam steel bar 12 and poured into the vertical concrete grid beam of the downstream dam slope.

[0054] 4. Then continue to fill the next layer of rockfill and compact it. After the compaction is qualified, repeat step 2 above until the arrangement of the seismic resistant structure is completed.

[0055] Many embodiments and many applications beyond the examples provided will be apparent to those skilled in the art upon reading the above description. Therefore, the scope of the present teachings should not be determined with reference to the above description, but rather with reference to the preceding claims and the full scope of equivalents to which such claims are entitled. For the purpose of comprehensiveness, all articles and references, including disclosures of patent applications and publications, are incorporated herein by reference. The omission of any aspect of the subject matter disclosed herein in the preceding claims is not intended to be a waiver of such subject matter, nor should it be considered that the applicant has not considered such subject matter to be part of the disclosed utility model subject matter.

[0056] The above content is a further detailed description of the utility model. It cannot be determined that the specific implementation methods of the utility model are limited to these. For ordinary technicians in the technical field to which the utility model belongs, they can make some simple deductions or substitutions without departing from the concept of the utility model, which should be regarded as belonging to the protection scope of the utility model determined by the submitted claims.

Claims

1. A high-face rockfill dam crest seismic resistant structure, characterized in that: include: Seismic steel reinforcement members (20); the seismic steel reinforcement members (20) are arranged inside the high-face rockfill dam, and a plurality of seismic steel reinforcement members (20) are arranged at intervals in the same horizontal layer, and multiple layers are arranged at intervals in the vertical direction; The earthquake-resistant steel bar member (20) comprises earthquake-resistant steel bars (24), a plurality of earthquake-resistant steel bars (24) are connected in sequence, a protective pier head (22) is arranged outside the connection, and a protective layer (23) is arranged outside the earthquake-resistant steel bars (24).

2. The high concrete face rockfill dam crest seismic resistant structure according to claim 1, characterized in that: The earthquake-resistant steel bar member (20) comprises a first earthquake-resistant steel bar unit, a second earthquake-resistant steel bar unit, and a third earthquake-resistant steel bar unit; The three types of earthquake-resistant steel bar units all include: a protective pier head (22), a protective layer (23) and an earthquake-resistant steel bar (24), wherein the protective pier head (22) is arranged at one end of the earthquake-resistant steel bar (24), the protective layer (23) is arranged in the middle, and the other end is an exposed steel bar (25); The seismic steel bars (24) on one side of the protective pier head (22) of the first seismic steel bar unit are not exposed; A pier head groove (26) is arranged outside the protective pier head (22) of the second seismic steel bar unit, and the pier head steel bar (21) at the end of the seismic steel bar (24) extends out of the pier head groove (26); A pier head groove (26) is arranged outside the protective pier head (22) of the third seismic steel bar unit, and the pier head steel bar (21) at the end of the seismic steel bar (24) extends out of the pier head groove (26); the length of the exposed steel bar (25) of the third seismic steel bar unit is greater than the length of the exposed steel bar (25) of the first seismic steel bar unit and the second seismic steel bar unit.

3. The high concrete face rockfill dam crest seismic resistant structure according to claim 2, characterized in that: It also includes a sleeve (30), wherein the exposed steel bars (25) of the first seismic steel bar unit are connected to the pier head steel bars (21) of the second seismic steel bar unit via a sleeve (30), and the exposed steel bars (25) of the second seismic steel bar unit are connected to the pier head steel bars (21) of the third seismic steel bar unit via another sleeve (30).

4. The high concrete face rockfill dam crest seismic resistant structure according to claim 3, characterized in that: The earthquake-resistant steel bar (24) is a cylinder, and the outside of the pier head steel bar (21) is a straight thread; The sleeve (30) is a sleeve with positive and negative thread connections, and the sleeve (30) is threadedly connected to the pier head steel bar (21).

5. The high concrete face rockfill dam crest seismic resistant structure according to claim 3, characterized in that: All three types of seismic reinforcement units are prefabricated.

6. The high concrete face rockfill dam crest seismic resistant structure according to claim 1, characterized in that: The protective pier head (22) and the protective layer (23) are both concrete structures.

7. The high concrete face rockfill dam crest seismic resistant structure according to claim 1, characterized in that: The earthquake-resistant steel reinforcement member (20) is arranged at a distance of 1 / 5 to 1 / 4 from the dam top.

8. The high concrete face rockfill dam crest seismic resistant structure according to claim 1, characterized in that: The earthquake-resistant steel reinforcement member (20) is laid in the compacted rockfill body.

9. The high concrete face rockfill dam crest seismic resistant structure according to claim 1, characterized in that: The vertical spacing between the seismic steel members (20) of two adjacent layers is 0.8 m, and the horizontal spacing between the seismic steel members (20) of each layer is 6 m.

10. The high concrete face rockfill dam crest seismic resistant structure according to claim 1, characterized in that: The outer end of the earthquake-resistant steel bar (20) is flush with the grid beam embedded stone slope protection (10), and the outer end of the earthquake-resistant steel bar (20) is welded to the concrete grid steel bar (12) in the concrete grid beam (11).

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