Anti-seismic reinforced structure for roller compacted concrete gravity dam
By setting up layered nested seismic stirrup skeletons in the abnormal concrete area of the RCC dam, combined with steel formwork and buckle device, the problem of low construction efficiency in high seismic intensity areas is solved, and the earthquake resistance of the RCC dam is achieved The balance between reinforcement and construction efficiency improves earthquake resistance.
Patent Information
- Application Number
- CN202420658214.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-01
- Publication Date
- 2025-01-14
- Estimated Expiration
- 2034-04-01
AI Technical Summary
In high seismic intensity areas, the construction efficiency of the rolling concrete dam is affected by the seismic steel bar layout. The existing methods cause the steel bar to protrude too long or need to be welded multiple times, affecting the construction efficiency.
The abnormal concrete area located on the volley of the dam body is equipped with a seismic steel bar frame, including layered and nested high-narrow seismic stirrups, which are flexibly erected through steel formwork, hooks, hooks, buckles and ring hanging devices. Ensure that seismic reinforcement does not affect the construction of rolling concrete.
It achieves the earthquake resistance of the rolling concrete dam without affecting the efficiency of the rolling construction, and the reinforcement and erection device can be adjusted according to the construction height and number of layers, making it more flexible.
Smart Images
Figure CN222349602U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to a roller compacted concrete gravity dam in a hydraulic structure, in particular to an earthquake-resistant reinforcement structure for the roller compacted concrete gravity dam. Background Art
[0002] In order to improve construction efficiency, modern RCC dams use full-section rolling, with 30-50cm wide deformed concrete near the upstream and downstream levees, and RCC in the middle area, with very few steel bars. If seismic steel bars are laid on the upstream and downstream surfaces using conventional methods, the steel bars will inevitably extend too long or require too many places to be welded, which will inevitably affect the efficiency of rolling construction. Therefore, high seismic intensity areas require a seismic reinforcement measure that does not affect the efficiency of rolling construction of RCC dams. Summary of the invention
[0003] An object of the utility model is to solve at least the above-mentioned problems through an earthquake-resistant reinforcement structure for a roller compacted concrete gravity dam.
[0004] In order to solve the above technical problems, the technical solution adopted by the utility model is as follows: an earthquake-resistant reinforcement structure for a roller-compacted concrete gravity dam, the gravity dam comprising a deformed concrete area located on one side of the dam body's suspended surface and a roller-compacted concrete area located inside the dam body, and an earthquake-resistant steel skeleton is provided in the deformed concrete area.
[0005] Preferably, the seismic-resistant steel skeleton is arranged in a deformed concrete area above 0.5 times the elevation of the dam body.
[0006] Preferably, the roller compacted concrete gravity dam comprises, from upstream to downstream, upstream deformed concrete, secondary grade roller compacted concrete, tertiary grade roller compacted concrete and downstream deformed concrete, and the seismic steel skeleton is arranged in the upstream deformed concrete and the downstream deformed concrete.
[0007] Preferably, the seismic steel reinforcement skeleton comprises high and narrow seismic stirrups which are nested in layers.
[0008] Preferably, the seismic stirrups have a diameter of 20 mm, a width of 15 cm, a height of 100 cm, a surplus length of 25 cm at both ends, and a transverse spacing of the stirrups in each dam section of 50 cm.
[0009] Preferably, the seismic steel reinforcement skeleton further includes supporting steel bars, and the seismic stirrups of the upper and lower layers are nested and overlapped by inserting two horizontal supporting steel bars.
[0010] Preferably, the deformed concrete between the earthquake-resistant steel skeleton and the suspended surface is a protective layer, and the total width of the protective layer and the earthquake-resistant steel skeleton does not exceed half of the width of the deformed concrete area.
[0011] The reinforcing erection device for the seismic reinforcement structure of a roller-compacted concrete gravity dam includes a steel formwork, a hanging buckle, a hanging hook, a pulling buckle, and a hanging ring. The hanging buckle is detachably installed on the steel formwork. The hanging hook is hinged to the bottom of the hanging buckle. The pulling buckle is detachably installed on the hanging buckle. The upper end of the hanging ring is connected to the hanging buckle through the pulling buckle, and the lower end is connected to the hanging hook.
[0012] Preferably, the hanging buckle is a "T"-shaped steel plate. The steel formwork is provided with downwardly inclined hanging holes. One side of the hanging buckle is inclined and inserted into the steel formwork, and the other side is provided with an inclined insertion hole. The pulling buckle is inserted into the insertion hole. The lower part of the hanging buckle is connected to the hanging hook through a rotating hinge.
[0013] For the construction method of the seismic reinforcement structure for a roller-compacted concrete gravity dam, when the rolling height of the roller-compacted concrete is close to half of the height of the seismic stirrups, the upper layer of seismic stirrups is started to be increased. The steps are as follows:
[0014] (1) Pull out the pulling buckle on the "T"-shaped hanging buckle, the hanging ring slides off, and the hanging hook rotates freely through the rotating hinge. Pull out the "T"-shaped hanging buckle from the steel formwork and insert it into the hanging hole of the steel formwork at a height one layer higher than the previous hanging hole.
[0015] (2) After all the hanging buckles at the same elevation of the entire dam section are taken out and inserted into the new insertion holes, pull out the 2 upper horizontal steel bars from the side.
[0016] (3) Use 2 horizontal supporting steel bars to support another batch of seismic stirrups, fix the upper horizontal supporting steel bars through the "T"-shaped hanging buckles, and then carry out densification and fixation in the middle.
[0017] (4) The upper and lower layers of stirrups are nested and lapped through the 2 inserted horizontal supporting steel bars, and repeat the above process until the construction is completed.
[0018] As can be seen from the above description, the seismic reinforcement structure for a roller-compacted concrete gravity dam provided by the present invention has the following beneficial effects:
[0019] (1) The seismic reinforcement measures are erected in the upstream and downstream modified concrete, without affecting the rolling construction of the main body roller-compacted concrete and the overlapping part of the roller-compacted concrete and the modified concrete.
[0020] (2) By adopting layered nested stirrups, it can be adjusted according to the formwork operation height, construction layer number and thickness, and is more flexible.
[0021] (3) Using seismic steel bars for reinforcement on the upstream and downstream surfaces can effectively improve the seismic capacity of the roller-compacted concrete dam. BRIEF DESCRIPTION OF THE DRAWINGS
[0022] Figure 1 It is a schematic layout diagram of the seismic reinforcement structure on the roller-compacted concrete gravity dam.
[0023] Figure 2 This is the main view of the seismic stirrups.
[0024] Figure 3 Side view of seismic stirrups.
[0025] Figure 4 This is the layout diagram of the seismic reinforcement on the upstream vertical dam surface.
[0026] Figure 5 This is the layout diagram of the seismic reinforcement for the downstream inclined dam surface.
[0027] Figure 6 This is the overall layout diagram of seismic reinforcement for the same dam section. DETAILED DESCRIPTION
[0028] The present invention is further described below through specific implementation methods.
[0029] In order to make the technical means, creative features, objectives and effects achieved by the present invention easy to understand, the present invention is further described below in conjunction with specific implementation methods.
[0030] like Figure 1 As shown, the utility model is used for the seismic reinforcement structure of the roller compacted concrete gravity dam. The gravity dam includes a deformed concrete area located on one side of the dam body's suspended surface and a roller compacted concrete area located inside the dam body. A seismic steel skeleton 2 is provided in the deformed concrete area. The seismic steel skeleton 2 located in the deformed concrete area is a seismic reinforcement measure for the gravity dam. The seismic steel skeleton 2 is erected in the upstream and downstream deformed concrete, which does not affect the rolling construction of the main roller compacted concrete and the overlapped part of the roller compacted concrete and the deformed concrete. The seismic steel skeleton 2 adopts layered nested stirrups, which can be adjusted according to the template operation height, the number of construction layers and the thickness, and is more flexible. The use of seismic steel reinforcement on the upstream and downstream surfaces can effectively improve the seismic resistance of the roller compacted concrete dam.
[0031] The seismic steel reinforcement skeleton 2 is arranged in the deformed concrete area above 0.5 times the elevation of the dam body. Under the action of earthquake, the gravity dam mainly suffers penetrating dynamic damage at the dam head fold slope and may break, especially the dynamic damage in the range of more than half of the dam height on the downstream dam surface. Therefore, the seismic steel reinforcement is arranged within half of the maximum dam height of the main riverbed.
[0032] The roller compacted concrete gravity dam includes, from upstream to downstream, upstream deformed concrete 11, secondary roller compacted concrete 12, tertiary roller compacted concrete 13 and downstream deformed concrete 14, and the seismic steel skeleton 2 is arranged in the upstream deformed concrete 11 and the downstream deformed concrete 14. In the conventional structure of the roller compacted concrete gravity dam, the deformed concrete area includes the upstream deformed concrete 11 and the downstream deformed concrete 14 located at the volley surface, the roller compacted concrete area includes the secondary roller compacted concrete 12 and the tertiary roller compacted concrete 13, the drainage pipe 15 is provided inside the dam body, the dam body corridor 16 and the foundation corridor 17, the top of the dam body is provided with dam top normal concrete 18, the thickness of the upstream deformed concrete 11 and the downstream deformed concrete 14 is 30-50cm, preferably 40-50cm.
[0033] like Figure 2 and 3 As shown, the earthquake-resistant steel frame 2 includes layered and nested high and narrow earthquake-resistant stirrups 21. The earthquake-resistant steel frame 2 is erected in the form of earthquake-resistant stirrups 21 through steel formwork 31 and hooks 32.
[0034] The seismic stirrups 21 have a diameter of 20 mm, a width of 15 cm, and a height of 100 cm, with a surplus length of 25 cm at both ends. The transverse spacing of the stirrups in each dam section is 50 cm.
[0035] like Figure 4-5 The seismic steel reinforcement skeleton 2 also includes support steel bars 22. The seismic stirrups 21 of the upper and lower layers are nested and overlapped by inserting two horizontal support steel bars 22. The four inflection points of the seismic stirrups 21 are erected with horizontal support steel bars 22 with a diameter of 20 mm.
[0036] The deformed concrete between the seismic steel skeleton 2 and the suspended surface is a protective layer, and the total width of the protective layer and the seismic steel skeleton 2 does not exceed half of the width of the deformed concrete area. Since the overlapped part of the deformed concrete and the rolled concrete needs to be re-rolled, the re-rolled width is often half of the width of the deformed concrete, so the total width of the protective layer and the seismic steel skeleton 2 does not exceed half of the width of the deformed concrete. The width of the deformed concrete is generally set to 30-50cm, so the total width of the protective layer and the seismic steel skeleton 2 is limited to within 25cm. As a preferred embodiment, the deformed concrete formed by the seismic stirrup 21 7cm away from the template is used as a protective layer, the seismic stirrup 21 is 15cm wide, and the distance between the seismic stirrup 21 and the rolled concrete area is 22cm, then the width of the deformed concrete is 44cm.
[0037] like Figure 4 and 5The reinforcement erection device 3 for the seismic reinforcement structure of the roller compacted concrete gravity dam comprises a steel formwork 31, a hook 32, a hook 33, a puller 34 and a hanging ring 35. The hook 32 is detachably mounted on the steel formwork 31. The hook 33 is hinged to the bottom of the hook 32. The puller 34 is detachably mounted on the hook 32. The upper end of the hanging ring 35 is connected to the hook 32 through the puller 34, and the lower end is connected to the hook 33. The seismic steel bar is erected on the horizontal support steel bar 22 in the form of stirrups. The seismic stirrups 21 are hung on the steel formwork 31 through the reinforcement erection device 3. When the reinforcement erection device 3 is in the erection state, the lower end of the hanging ring 35 is connected to the side of the hook 33 away from the hinge point, so that the hook 33 remains in a horizontal state, and the horizontal support steel bar 22 is placed on the hook 33.
[0038] The hook 32 is a "individual" shaped steel plate. A downwardly inclined hanging hole is provided on the steel template 31. One side of the hook 32 is obliquely inserted into the hanging hole of the steel template 31, and the other side is provided with an inclined plug hole. A pull button 34 is inserted into the plug hole. The lower part of the hook 32 is connected to the hook 33 through a rotating hinge. The "individual" hook 32 and other reinforcement erection devices 3 are used to fix the horizontal position of the seismic stirrups 21 and keep them parallel to the steel template 31. The hook 33 is suspended on one side of the "individual" shaped steel plate through a hanging ring 35 and a pull button 34. The horizontal supporting steel bar 22 on the upper part of the shock-absorbing stirrups is suspended on the hook 33 and can be freely pulled out and inserted; the pull button 34 includes a pull button and an insertion rod. A limiting rod is provided in the middle of the insertion rod. The insertion rod is inserted into the plug hole on one side of the "individual" shaped hook 32. The limiting rod limits the insertion rod. The hook 35 is a rope loop composed of a flexible rope. When the pull button 34 is inserted into the plug hole on one side of the hook 32, The hanging ring 35 is hung on the hook 32 and limited by the pull buckle 34, and the bottom of the hanging ring 35 is connected to the hook 33. When the pull buckle 34 is pulled out, the hanging ring 35 falls off the hook 33, and one end of the hook 33 loses its constraint and rotates downward under the action of gravity. At this time, the hanging ring 32 can be removed from the steel template 31, and one side of the hanging ring 32 is pulled out from the hanging hole of the steel template 31, and the hook 33 is pulled out from the gap between the seismic steel frame 2 and the steel template. The erection form of the seismic steel frame 2 is as follows Figure 2 and 3 As shown, Figure 4 It is a seismic reinforcement structure for the upstream vertical dam surface. Figure 5 It is a form of installation for seismic reinforcement of the downstream slope dam surface.
[0039] like Figure 4-6 , a construction method for the seismic reinforcement structure of the roller compacted concrete gravity dam, when the rolling height of the roller compacted concrete is close to half the height of the seismic stirrup 21, the next layer of seismic stirrup 21 is added, the steps are as follows:
[0040] 1. Pull out the pull buckle 34 on the "individual" - shaped hanging buckle 32, the hanging ring 35 slides off, and the hanging hook 33 rotates freely through the rotating hinge. Pull out the "individual" - shaped hanging buckle 32 from the steel formwork 31 and insert it into the hanging hole of the steel formwork 31 at a height one layer higher than the previous hanging hole, that is, insert the hanging buckle 32 into the hanging hole 1 m higher than the previous hanging hole.
[0041] 2. After all the hanging buckles 32 at the same elevation of the entire dam section are taken out and inserted into the new jacks, pull out the 2 upper horizontal steel bars from the side.
[0042] 3. Use 2 horizontal supporting steel bars 22 to support another batch of seismic stirrups 21. Fix the upper horizontal supporting steel bars 22 through the "individual" - shaped hanging buckle 32, and then fix them densely in the middle. In this step, pass 2 horizontal supporting steel bars 22 through the tops of another batch of seismic stirrups 21 to support this batch of seismic stirrups 21. At the same time, 3 people fix the upper horizontal supporting steel bars 22 at both ends and in the middle through the "individual" - shaped hanging buckle 32, that is, turn the hanging hook 33 upward, and hang the hanging ring 35 on the other side of the "individual" - shaped hanging buckle 32 through the pull buckle 34, so that the horizontal supporting steel bar 22 is supported on the hanging hook 33.
[0043] 4. The upper and lower layers of stirrups are nested and lapped through the 2 inserted horizontal supporting steel bars 22. Continue to lay the roller - compacted concrete until the rolling height is close to half of the height of the seismic stirrups 21. Repeat the above process until the construction is completed. During the construction process, the supporting steel bars 22 and the stirrups can be fixed in the roller - compacted concrete through tie bars to further improve the stability of the seismic reinforcement structure. The erection form of the seismic steel bar framework 2 within a dam section is shown in Figure 6 , and the stirrup spacing is 50 cm.
[0044] The above are only several specific implementation manners of the present utility model, but the design concept of the present utility model is not limited thereto. Any non - substantial modification of the present utility model using this concept shall belong to the act of infringing the protection scope of the present utility model.
Claims
1. A seismic reinforcement structure for a roller compacted concrete gravity dam, the gravity dam comprising a deformed concrete area located on one side of the dam body's free-falling surface and a roller compacted concrete area located inside the dam body, characterized in that: An earthquake-resistant steel frame is arranged in the deformed concrete area, and the earthquake-resistant steel frame includes high and narrow earthquake-resistant stirrups which are nested in layers.
2. The seismic reinforcement structure for roller compacted concrete gravity dam according to claim 1, characterized in that: The earthquake-resistant steel reinforcement skeleton is arranged in the deformed concrete area above 0.5 times the elevation of the dam body.
3. The seismic reinforcement structure for roller compacted concrete gravity dam according to claim 1, characterized in that: The roller compacted concrete gravity dam comprises, from upstream to downstream, upstream deformed concrete, secondary roller compacted concrete, tertiary roller compacted concrete and downstream deformed concrete, and the earthquake-resistant steel bar skeleton is arranged in the upstream deformed concrete and the downstream deformed concrete.
4. The seismic reinforcement structure for a roller compacted concrete gravity dam according to claim 1, characterized in that: The seismic stirrups have a diameter of 20 mm, a width of 15 cm, and a height of 100 cm, with a surplus length of 25 cm at both ends. The transverse spacing of the stirrups in each dam section is 50 cm.
5. The seismic reinforcement structure for roller compacted concrete gravity dam according to claim 1, characterized in that: The seismic steel reinforcement skeleton also includes supporting steel bars, and the seismic stirrups of the upper and lower layers are nested and overlapped by inserting two horizontal supporting steel bars.
6. The seismic reinforcement structure for roller compacted concrete gravity dam according to claim 1, characterized in that: The deformed concrete between the earthquake-resistant steel skeleton and the suspended surface is a protective layer, and the total width of the protective layer and the earthquake-resistant steel skeleton does not exceed half of the width of the deformed concrete area.