CN103195026A - Rock-fill dam strengthening method based on rock-fill concrete - Google Patents
Rock-fill dam strengthening method based on rock-fill concrete Download PDFInfo
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- CN103195026A CN103195026A CN2013101164837A CN201310116483A CN103195026A CN 103195026 A CN103195026 A CN 103195026A CN 2013101164837 A CN2013101164837 A CN 2013101164837A CN 201310116483 A CN201310116483 A CN 201310116483A CN 103195026 A CN103195026 A CN 103195026A
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Abstract
The invention relates to a rock-fill dam strengthening method based on rock-fill concrete. The method includes step1 setting a plurality of rock-fill strip belts in a filling layer along the dam axis direction when a dam body is constructed to the altitude requiring strengthening; step2 pouring concrete in the rock-fill strip belts to form a rock-fill concrete strengthening body; step3 continuing filling the filling layer towards the position above the rock-fill concrete strengthening body; and step4 repeating the steps from step1 to step3 to form a multi-layer rock-fill concrete strengthening body till the design altitude of the rock-fill dam is reached. The rock-fill dam strengthening method based on the rock-fill concrete is low in project construction cost, simple in construction and small in interference on rock-fill dam filling construction.
Description
Technical field
The present invention relates to a kind of dykes and dams job practices, particularly a kind of loose rock dam reinforcement means based on rock-fill concrete.
Background technology
Loose rock dam are a kind of of earth and rockfill dam, and it fills for main body adopts building stones, is equipped with the dam that the antiseepage body builds up.Because loose rock dam have advantages such as the ability that can gather materials on the spot, can adapt to various topographic and geologic condition and weather conditions, resist high-intensity earthquake is strong, construction and the dam construction technique of loose rock dam are able to fast development.
At present, China has built a large amount of rocks and core wall rockfill dam in order to use western waterpower resourses.But, west area geological conditions complexity, earthquake is frequent and earthquake intensity is big, needs special concern dam quake-resistant safety.Actual earthquake and shaketalle test achievement all show: under geological process, the rockfill at loose rock dam dam crest place is disequilibrium at first, and the initial destruction of dam body be usually expressed as near the dam crest domatic along the plane or intimate plane shallow-layer slide.For core wall rockfill dam, sliding all can appear in the upstream and downstream face on the dam, and for rock, then can occur sliding at downstream face.Therefore, must take seismic measures to these positions of loose rock dam.
In the prior art, the loose rock dam anti-shock methods comprises: slow down dam slope and packway is set, widens dam crest, adopt roller compacted concrete to reinforce, adopt geo-grid, adopt stainless steel rebar reinforcing etc. with the upper part at 4/5 height of dam.But these anti-shock methods have that construction costs is higher, construction is complicated, the dam filling construction is disturbed bigger defective.Therefore, be badly in need of low, the simple loose rock dam Shockproof reinforcing method of constructing of a kind of construction costs.
Summary of the invention
At existing above-mentioned technical problem in the prior art, the present invention proposes a kind of loose rock dam reinforcement means based on rock-fill concrete.Loose rock dam reinforcement means construction costs based on rock-fill concrete of the present invention is low, and construction is simple, and disturbs also less to the loose rock dam filling construction.
According to the present invention, a kind of loose rock dam reinforcement means based on rock-fill concrete has been proposed, comprising:
Step 1: when rock-fill dam construction during to the elevation that needs reinforcement, along axis of dam direction a plurality of enrockment bands are set in filling layer;
Step 2: fluid concrete adds solid to form rock-fill concrete in the enrockment band;
Step 3: rock-fill concrete add solid above continue the shop and fill layer;
Step 4: repeating step one is to step 3, and the rock-fill concrete that forms the multilayer level adds solid, up to the design altitude that reaches loose rock dam.
By method of the present invention, can in the rock-fill dam construction process, successively form rock-fill concrete and add solid, it is less that the construction that each layer rock-fill concrete adds solid is filled process influence to loose rock dam, made things convenient for construction.
In one embodiment, fill the layer thickness equate with the thickness that is in enrockment band wherein.Work progress can be at utmost simplified in this design, reduces the interference to the loose rock dam filling construction.Should attentively be that term " thickness equate " is not that index is learned equal fully on the meaning, but allows the error in the engineering construction tolerance band.In a preferred embodiment, on the elevation direction of loose rock dam, add at the adjacent layer rock-fill concrete and to be provided with a plurality of layers that fill between the solid.Like this, can further reduce the construction interference and save reinforcement cost, also be convenient to according to the actual situation of filling of loose rock dam the thickness that rock-fill concrete adds solid be adjusted.
In one embodiment, the particle diameter of the building stones of enrockment band is between 150-300mm.In one embodiment, in step 2, the concrete that uses is self-compacting concrete.Compare with ordinary concrete, self-compacting concrete has better flowability can filling the hole in the enrockment band fully, thereby has higher intensity by the integral body (that is, rock-fill concrete adds solid) that self-compacting concrete and enrockment band form.
In one embodiment, on the elevation direction of loose rock dam, the adjacent layer rock-fill concrete adds solid and is and is staggeredly arranged.In a preferred embodiment, on the elevation direction of loose rock dam, the distance that the adjacent layer rock-fill concrete adds between the solid is 2-4m.Along axis of dam direction, the distance that adds between the solid with layer rock-fill concrete is 2-3m.
In one embodiment, in step 2, before fluid concrete, one or more reinforcing bar is set in the enrockment band.By this design, can form the rock-fill concrete that has reinforcing bar and add solid, it is better that this rock-fill concrete that has reinforcing bar adds the solid globality, and antiseismic ability is stronger.In addition, the amount of the employed reinforcing bar amount of method of the present invention employed reinforcing bar of loose rock dam reinforcement means in the prior art, thus also reduced the construction costs cost.In a preferred embodiment, the casting surface of layer of concrete is 50-100mm apart from rebar surface, to form topping at rebar surface.In another embodiment, the length of reinforcing bar adds the length of solid less than rock-fill concrete.
Compared with prior art, the invention has the advantages that the loose rock dam reinforcement means based on rock-fill concrete of the present invention can successively form rock-fill concrete and add solid in the dam body work progress, the influence between each construction layer is less, the interference of loose rock dam being filled process is little, has made things convenient for construction.In addition, the amount of the reinforcing bar that the present invention uses is much smaller than prior art, thereby under the condition that guarantees consolidation effect, reduced the construction costs cost significantly.Used self-compacting concrete in the present invention, can fill hole in the enrockment band fully thereby self-compacting concrete has better flowability, made rock-fill concrete add solid and have higher intensity.
Description of drawings
To and come with reference to the accompanying drawings the present invention is described in more detail based on embodiment hereinafter.Wherein:
Fig. 1 is loose rock dam reinforcing scope schematic diagram;
Fig. 2 is the step schematic diagram according to the loose rock dam reinforcement means based on rock-fill concrete of the present invention;
Fig. 3 is the enlarged diagram of the reinforcing scope among Fig. 1;
Fig. 4 is the 1-1 sectional view among Fig. 3;
Fig. 5 is the 2-2 sectional view among Fig. 3;
Fig. 6 is the enlarged diagram of the A part among Fig. 3.
In the drawings, identical member is indicated by identical Reference numeral.Accompanying drawing is not according to the scale of reality.
The specific embodiment
The invention will be further described below in conjunction with accompanying drawing.
Fig. 1 has schematically shown the reinforcing scope 11 of loose rock dam 10.In order to improve the shock resistance of loose rock dam 10, in one embodiment, the reinforcing scope 11 of loose rock dam 10 is chosen as the following scope to the 1/5-1/4 height of dam of dam crest.It should be understood that in Fig. 1 only be that example has shown reinforcing scope with the core wall rockfill dam, reinforcing scope comprises two side slopes of upstream and downstream of loose rock dam 10 as shown in Figure 1, and in the rock (not shown), reinforcing scope only is on the side slope of no panel.
Fig. 2 has shown according to the loose rock dam reinforcement means 20 based on rock-fill concrete of the present invention.As shown in Figure 2, the loose rock dam reinforcement means 20 based on rock-fill concrete according to the present invention comprises,
Step 21: when loose rock dam 10 construction during to the elevation that needs reinforcement, along axis of dam direction a plurality of enrockment bands are set in filling layer;
Step 22: fluid concrete adds solid to form rock-fill concrete in the enrockment band;
Step 23: rock-fill concrete add solid above continue the shop and fill layer;
Step 24: repeating step 21 is to step 23, and the rock-fill concrete that forms the multilayer level adds solid, up to the design altitude that reaches loose rock dam.
By the loose rock dam reinforcement means 20 based on rock-fill concrete of the present invention, in the rock-fill dam construction process, successively form rock-fill concrete and add solid (as 31 among Fig. 3), the influence between each construction layer is less, has made things convenient for construction.
Come to explain in detail each step according to the loose rock dam reinforcement means 20 based on rock-fill concrete of the present invention below.
When loose rock dam 10 construction during to the elevation that needs reinforcement, along axis of dam direction the first leveling course enrockment band 41,41 ', 41 ' is set in filling layer (not shown) ', as step 21.For the ease of construction, fill the thickness of layer and be in this and fill enrockment band 41,41 ', 41 ' in the layer ' in each height be set to identically, can at utmost simplify work progress like this, minimizing is to the interference of loose rock dam 10 filling constructions.In one embodiment, first floor enrockment band 41,41 ', 41 ' ' be set to along the spacing of axis of dam direction be L1(as shown in Figure 5).In this application, term " fill layer " when referring to construct loose rock dam 10 from bottom to top (along the elevation direction of loose rock dam 10) successively spread fill out roll to material closely knit and form layer.In a specific embodiment, L1 is 2-3m.In a preferred embodiment, with the layer enrockment band 41,41 ', 41 ' ' between distance L 1 be 2m.As shown in Figure 5, enrockment band 41,41 ' (only having shown two among Fig. 5) is set to 0.5-1m along the width L3 of axis of dam direction.In a specific embodiment, enrockment band 41,41 ' the width L3 along axis of dam direction are 0.8m.In one embodiment, enrockment band 41,41 ', 41 ' ' to select particle diameter be the building stones of 150-300mm, cobble for example.Should attentively be for core wall rockfill dam, enrockment band 41,41 ', 41 ' ' the horizontal expansion distance should be as the criterion not influence core-wall 13 and topping thereof; And for rock, enrockment band 41,41 ', 41 ' ' horizontal expansion distance should be not influence panel and topping is as the criterion.
' finish after, to each enrockment band 41,41 ', 41 ' ' gone up fluid concrete and added solid 31 to form rock-fill concrete after step 21 is finished, namely to lay enrockment band 41,41 ', 41 ', as step 22.In a preferred embodiment, employed concrete is self-compacting concrete.Compare with ordinary concrete, self-compacting concrete has better flowability can fill enrockment band 41,41 ', 41 ' fully ' in hole between the building stones, improve the shock strength that rock-fill concrete adds solid 31.
In order further to improve the intensity that rock-fill concrete adds solid 31, can be before fluid concrete, at each enrockment band 41,41 ', 41 ' ' in many reinforcing bars 61 add solid 31 with further raising rock-fill concrete shock strength is set.In the embodiment shown in fig. 6, only be provided with a reinforcing bar 61.Reinforcing bar 61 may be selected to be reinforcing bar commonly used in the prior art, and for example diameter is the I level indented bars (seeing GB GB1499.2-2007) of 32mm.Like this, rupture even rock-fill concrete adds the concrete of solid 31, still have reinforcing bar 61 to keep rock-fill concrete to add the agent structure of solid 31, be improved thereby rock-fill concrete adds the globality of solid 31, the antiseismic ability of loose rock dam 10 also can be stronger.In addition, the employed reinforcing bar of method of the present invention is reinforcing bar commonly used in the prior art, and the amount of its use amount employed reinforcing bar of loose rock dam reinforcement means in the prior art, thereby has also reduced the construction costs cost.In a preferred embodiment, the length of reinforcing bar 61 adds the length of solid 31 less than rock-fill concrete.The casting surface 62 of layer of concrete is 50-100mm apart from reinforcing bar 61 surfaces.Like this, reinforcing bar 61 is in the inside that rock-fill concrete adds solid 31 fully, and can not be subjected to the influence of external environment.
After finishing the first floor rock-fill concrete and adding solid 31, layer 43(filled as shown in Figure 4 in the shop, top that adds solid 31 to the first floor rock-fill concrete), as step 23.Then, second layer enrockment band 42,42 ' is set to the top of filling layer 43 adds solid to form second layer rock-fill concrete, so repeating step 21 forms the multilayer rock-fill concrete and adds solid, up to the design altitude that reaches loose rock dam 10 to step 23.Should attentively be that the thickness of each enrockment band all equates that with the thickness that fills layer at its place each layer working face all big step or depression can not occur like this, made things convenient for construction.In a preferred embodiment, the shop is filled with multilayer and fills layer between first floor enrockment band 41 and second layer enrockment band 42, for example along on the elevation direction of loose rock dam 10, can arrange 3-4 and fill layer between adjacent layer enrockment band.In a preferred embodiment, on the elevation direction of loose rock dam 10, each rock-fill concrete that the adjacent layer rock-fill concrete adds solid adds the enrockment band 41,41 ', 41 ' among solid 31(or Fig. 4 ' and 42,42 ') be and be staggeredly arranged.In another embodiment, on the elevation direction of loose rock dam 10, the distance L 2 that the adjacent layer rock-fill concrete adds between the solid is 2-4m.These set-up modes all help to improve the anti-seismic performance of loose rock dam 10.In addition, it is identical and the size regulation can be made adaptability revision according to actual conditions that each layer enrockment band and rock-fill concrete add the employed raw material of solid, and this has made things convenient for the construction of loose rock dam 10.
Though invention has been described with reference to preferred embodiment, without departing from the scope of the invention, can carry out various improvement to it.The present invention is not limited to disclosed embodiment in the literary composition, but comprises all technical schemes in the scope that falls into claim.
Claims (10)
1. loose rock dam reinforcement means based on rock-fill concrete comprises:
Step 1: when rock-fill dam construction during to the elevation that needs reinforcement, along axis of dam direction a plurality of enrockment bands are set in filling layer;
Step 2: fluid concrete adds solid to form rock-fill concrete in the described enrockment band;
Step 3: described rock-fill concrete add solid above continue the shop and fill layer;
Step 4: repeating step one is to step 3, and the rock-fill concrete that forms the multilayer level adds solid, up to the design altitude that reaches loose rock dam.
2. method according to claim 1 is characterized in that, in described step 2, the concrete that uses is self-compacting concrete.
3. method according to claim 1 and 2 is characterized in that, the described thickness that fills layer equates with the thickness that is in enrockment band wherein.
4. method according to claim 1 is characterized in that, on the elevation direction of described loose rock dam, adds at the adjacent layer rock-fill concrete and to be provided with a plurality of layers that fill between the solid.
5. each described method in requiring according to aforesaid right is characterized in that along axis of dam direction, the distance that the rock-fill concrete of same layer adds between the solid is 2-3m.
6. each described method in requiring according to aforesaid right is characterized in that, on the elevation direction of described loose rock dam, the adjacent layer rock-fill concrete adds solid and is and is staggeredly arranged.
7. each described method in requiring according to aforesaid right is characterized in that on the elevation direction of described loose rock dam, the distance that the adjacent layer rock-fill concrete adds between the solid is 2-4m.
8. each described method in requiring according to aforesaid right is characterized in that the particle diameter of the building stones of described enrockment band is between 150-300mm.
9. each described method in requiring according to aforesaid right is characterized in that, in described step 2, before fluid concrete, in described enrockment band one or more reinforcing bar is set.
10. according to Claim 8 or 9 described methods, it is characterized in that the casting surface of described layer of concrete is 50-100mm apart from rebar surface.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556639A (en) * | 2013-10-09 | 2014-02-05 | 清华大学 | Construction method for underwater non-dispersible cement-based self-compaction material |
| CN103898877A (en) * | 2014-04-18 | 2014-07-02 | 清华大学 | Rock-fill concrete construction method |
| CN104131535A (en) * | 2014-07-07 | 2014-11-05 | 河海大学 | High-polymer composite reinforced earth stone dam anti-seismic structure and construction method thereof |
| CN105780737A (en) * | 2016-04-22 | 2016-07-20 | 长江水利委员会长江科学院 | Super-high rockfill dam structure suitable for water conservancy and hydropower engineering and construction method of dam structure |
| CN107700435A (en) * | 2017-09-30 | 2018-02-16 | 清华大学 | The cementing rock-fill dams of rock-fill concrete core-wall and its construction method |
| CN110886274A (en) * | 2019-11-21 | 2020-03-17 | 贵州水务建设工程有限公司 | Self-compacting rock-fill concrete gravity dam body structure and construction method thereof |
| CN114580072A (en) * | 2022-04-29 | 2022-06-03 | 加华地学(武汉)数字技术有限公司 | Rapid arrangement method and system for slope reinforcement multi-firmware |
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| JPH07247535A (en) * | 1994-03-09 | 1995-09-26 | Maeda Corp | Rock-fill dam construction tent device and construction method of rock-fill dam |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556639A (en) * | 2013-10-09 | 2014-02-05 | 清华大学 | Construction method for underwater non-dispersible cement-based self-compaction material |
| CN103556639B (en) * | 2013-10-09 | 2015-05-27 | 清华大学 | Construction method for underwater non-dispersible cement-based self-compaction material |
| CN103898877A (en) * | 2014-04-18 | 2014-07-02 | 清华大学 | Rock-fill concrete construction method |
| CN104131535A (en) * | 2014-07-07 | 2014-11-05 | 河海大学 | High-polymer composite reinforced earth stone dam anti-seismic structure and construction method thereof |
| CN105780737A (en) * | 2016-04-22 | 2016-07-20 | 长江水利委员会长江科学院 | Super-high rockfill dam structure suitable for water conservancy and hydropower engineering and construction method of dam structure |
| CN105780737B (en) * | 2016-04-22 | 2017-10-17 | 长江水利委员会长江科学院 | A kind of super-high rockfill dam structure and its construction method for being applicable Hydraulic and Hydro-Power Engineering |
| CN107700435A (en) * | 2017-09-30 | 2018-02-16 | 清华大学 | The cementing rock-fill dams of rock-fill concrete core-wall and its construction method |
| CN107700435B (en) * | 2017-09-30 | 2019-11-22 | 清华大学 | The cementing rock-fill dams of rock-fill concrete core-wall and its construction method |
| CN110886274A (en) * | 2019-11-21 | 2020-03-17 | 贵州水务建设工程有限公司 | Self-compacting rock-fill concrete gravity dam body structure and construction method thereof |
| CN114580072A (en) * | 2022-04-29 | 2022-06-03 | 加华地学(武汉)数字技术有限公司 | Rapid arrangement method and system for slope reinforcement multi-firmware |
| CN114580072B (en) * | 2022-04-29 | 2022-07-19 | 加华地学(武汉)数字技术有限公司 | Rapid arrangement method and system for slope reinforcement multi-firmware |
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