CN102493403A - Rock-fill dam deformation control technology - Google Patents
Rock-fill dam deformation control technology Download PDFInfo
- Publication number
- CN102493403A CN102493403A CN2011104019978A CN201110401997A CN102493403A CN 102493403 A CN102493403 A CN 102493403A CN 2011104019978 A CN2011104019978 A CN 2011104019978A CN 201110401997 A CN201110401997 A CN 201110401997A CN 102493403 A CN102493403 A CN 102493403A
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- Prior art keywords
- grouting
- perfusion
- rock
- filling
- dam
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Mechanical Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention belongs to the technical field of hydraulic and hydro-power engineering, and discloses a rock-fill dam deformation control technology which can be applied to diseased rock-fill dams or rockfill deformation control in the hydraulic and hydro-power engineering. The rock-fill dam deformation control technology comprises the following steps of: 1, preparing a pasty stable grouting liquid and cement mortar; 2, drilling holes in the dam body of the rock-fill dam, wherein the holes comprise stable grouting liquid grouting holes for sealing, and filling grouting holes; and 3, grouting: injecting the pasty stable grouting liquid into two rows of holes around a filling grouting area to make the pasty stable grouting liquid and a concrete panel on the upstream side of the rock-fill dam form an enclosed area, injecting the cement mortar into holes in the grouting area in an orifice filling mode after the pasty stable grouting liquid has been injected for 14 days, and controlling the rock-fill dam deformation after the grouting area has been grouted for 28 days. By the rock-fill dam deformation control technology, the deformation resistance of the rock-fill dam can be improved, the deformation of the dam body can be controlled, the grouting quality can be guaranteed, and the rock-fill dam deformation control technology has the advantages of short construction period, high work efficiency and the like.
Description
Technical field
The invention belongs to the Hydraulic and Hydro-Power Engineering technical field; It is a kind of loose rock dam deformed Control Technology; Can be applicable to dangerous loose rock dam of disease or Hydraulic and Hydro-Power Engineering rockfill Deformation control, also can in the ground of some Coarse Aggregates or cofferdam highly permeable foundation deformation control temporarily, use.
Technical background
The loose rock dam that China builds in early days, most employing manual works are filled or the dam body leakiness is filled out in the explosion throwing; Porosity is big, and dam deformation is serious, causes the dam body seepage and jeopardizes dam safety; Because it is poor that loose rock dam fill the material homogeneity, piece footpath difference is big, and dam body materials is complicated; Commonly used is main measure with the anti-seepage reinforcing, and non-deformability is poor, can not fundamentally control the excessive problem of dam deformation.At present, also be not deformed into the purpose grouting technique at home and abroad with the control loose rock dam.
Summary of the invention
The objective of the invention is in order to overcome the deficiency of prior art, a kind of technology that improves loose rock dam compactness, the distortion of control loose rock dam is provided.
For realizing above-mentioned purpose, loose rock dam deformed Control Technology of the present invention may further comprise the steps:
1. prepare paste stable slurry and cement mortar: cement, water, flyash, clay, swell soil are mixed processed the paste body shape slurries, make the plasticity viscosity 0.15～0.25Pa.s of paste slurries, its calculus intensity of 28 days is more than or equal to 5MPa, and is subsequent use to pour into; Cement, water, sand mixed process cement mortar, cement mortar plastic yielding intensity 40～41Pa, plasticity viscosity 0.6～0.65Pa.s, subsequent use with the filling perfusion;
2. boring: in the boring of loose rock dam dam body, boring has comprised the stable slurry grout hole and the filling fill orifice of sealing process;
3. perfusion: to the perfusion of two rounds around filling perfusion area paste stable slurry, make the concrete slab of paste stable slurry and loose rock dam upstream side form the enclosed area earlier; The perfusion of paste stable slurry was accomplished after 14 days, carried out perfusion area drill-pouring cement mortar again, and cement mortar adopts aperture filling perfusion, and perfusion area filling grouting was accomplished after 28 days, the distortion of control loose rock dam.
In technique scheme, step 2. in, the concrete grammar of filling perfusion area boring does, selected small-bore diamond geological drilling rig and Buddha's warrior attendant Shi Po core drill bit are adjusted to the broken core gear wheel of drill bit in the reamer; At drill bit and drilling rod binding site reamer is installed, basket is added grow to 5.0m, drilling rod is every to install guide pipe additional at a distance from 10.0m; Adopt inclinometer to the boring real-time deviation correcting; In holing, annotate clear water and clay slip respectively, on the inlet pipeline of aperture water meter is installed,, guarantee the boring cooling with flushing liquor state in the change monitoring hole of metered pressure with the aperture.
In technique scheme, step 3. in, the perfusion area cement mortar adopts aperture filling perfusion.
Foregoing invention has following advantage:
The paste stable slurry and the cement mortar grouting agent of the present invention's preparation have concrete castability, controllability; The evenly filling in dam body of grouting material; Cementitious matter has good stable property and durability, can effectively reduce the loose rock dam porosity, remedies the mass defect of filling of former dam body; Improve the dam body non-deformability, the control dam deformation.
Among the present invention, the paste stable slurry is used for pouring in advance, around the loose rock dam perfusion area, forms the enclosed area; Run slurry when preventing perfusion area filling grouting; Later stage is used for loose rock dam filling perfusion with cement mortar, effectively reduce the porosity of loose rock dam, and the grouting agent construction costs is low.
Among the present invention, loose rock dam not bit freezing, the not burning of bits of when boring, hole wall is stable, the drilling fluid leakage is few, has the hole quality height; Precision is high, and the drilling tool loss is little, the work efficiency advantages of higher; Can guarantee the hole quality of the dark inclined hole of loose rock dam, fundamentally control dam deformation.In the aperture with drilling rod to rockfill filling cement injection mortar, can guarantee that the sand of perfusion evenly mixes with cement grout, make mortar continue, stable, pour in the dam body expeditiously, filling rockfill cavity guarantees pouring quality, the construction period weak point.
Description of drawings
Fig. 1 is a loose rock dam drilled grout hole sketch map of the present invention;
Among the figure: 1 is paste stable slurry grout hole; 2 is concrete slab; 3 is cement mortar filling grout hole; 4 are the loose rock dam after the grouting.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the present invention is made further detailed description:
Loose rock dam Deformation control job practices may further comprise the steps:
1. prepare paste stable slurry and cement mortar.Cement, water, flyash, clay, swell soil etc. are mixed process the paste body shape slurries, subsequent use to pour into; Cement, water, sand etc. are mixed process mortar, subsequent use with the filling perfusion.
2. selected small-bore diamond geological drilling rig and Buddha's warrior attendant Shi Po core drill bit are adjusted to the broken core gear wheel of drill bit in the reamer.
3. at drill bit and drilling rod binding site reamer is installed, basket is added grow to 5.0m, drilling rod is every to install guide pipe additional at a distance from 10.0m.Adopt the correction of KXP-1 type inclinometer, to the boring real-time deviation correcting.
4. in holing, annotate clear water and clay slip respectively, on the inlet pipeline of aperture water meter is installed,, guarantee the boring cooling with flushing liquor state in the change monitoring hole of its pressure with the aperture.
5. perfusion: consulting shown in Figure 1ly, is paste stable slurry fill orifice 1 perfusion paste stable slurry to two rounds around the filling perfusion area earlier, makes paste stability slurries and concrete slab 2 composition closed areas, runs when preventing perfusion area filling grouting and starches; Paste stable slurry perfusion was accomplished after 14 days, and beginning cement mortar filling grout hole 3 cement injection mortars carry out filling to the rockfill perfusion area, and filling grouting was accomplished after 28 days, and filling perfusion material reaches design strength, can control loose rock dam 4 distortion after the grouting.
The present invention has improved the compactness of loose rock dam, has effectively controlled dam deformation.The grouting agent of the loose rock dam of preparation has concrete castability, controllability, the evenly filling in dam body of grouting material, and cementitious matter has good stable property and durability; Effectively reduce the rockfill porosity; Remedied the mass defect of filling of dam body, improved the dam body non-deformability, the control dam deformation.
Boring of the present invention mainly comprises: the diamond pinch roller breaks the core drilling technique, dark inclined hole deviation correcting technology, rockfill boring cooling technology etc.Bit freezing, the not burning of bits, hole wall are unstable during the loose rock dam pore-forming, the drilling fluid leakage is few, have the hole quality height, and precision is high, and the drilling tool loss is little, and the work efficiency advantages of higher can guarantee the hole quality of the dark inclined hole of loose rock dam.It is with the drilling rod stirring rockfill to be carried out the filling perfusion in the aperture that sand grouting filling technique is stirred in the aperture; The sand that can guarantee perfusion can evenly mix with cement grout, makes that mortar continues, stable, high efficiency pouring in the hole, filling rockfill cavity; Can guarantee pouring quality, the construction period is short.
Adopt technology of the present invention, the reservoir loose rock dam are carried out filling grouting, through detecting; The filling of grouting material is even, grouting back loose rock dam porosity 22.8%, adhesive bond compressive strength design load >=7.5MPa (28d); Satisfy the national regulation requirement; 2010 and flood season in 2011 high water level when operation dam deformation 2～3mm, distortion resetted when water level reduced, and had effectively controlled the distortion of dam body.
Those skilled in the art can carry out various changes and modification and not break away from the spirit and scope of the present invention the present invention, and these are revised and modification should belong within the scope of claim of the present invention and equivalent technologies thereof.
The content of not doing in this manual to describe in detail belongs to this area professional and technical personnel's known prior art.
Claims (3)
1. loose rock dam deformed Control Technology is characterized in that may further comprise the steps:
1. prepare paste stable slurry and cement mortar: cement, water, flyash, clay, swell soil are mixed processed the paste body shape slurries, make the plasticity viscosity 0.15～0.25Pa.s of paste slurries, its calculus intensity of 28 days is more than or equal to 5MPa, and is subsequent use to pour into; Cement, water, sand mixed process cement mortar, cement mortar plastic yielding intensity 40～41Pa, plasticity viscosity 0.6～0.65Pa.s, subsequent use with the filling perfusion;
2. boring: in the boring of loose rock dam dam body, boring has comprised the stable slurry grout hole and the filling fill orifice of sealing process;
3. perfusion: to the perfusion of two rounds around filling perfusion area paste stable slurry, make the concrete slab of paste stable slurry and loose rock dam upstream side form the enclosed area earlier; The perfusion of paste stable slurry was accomplished after 14 days, carried out perfusion area drill-pouring cement mortar again, and cement mortar adopts aperture filling perfusion, and perfusion area filling grouting was accomplished after 28 days, the distortion of control loose rock dam.
2. loose rock dam deformed Control Technology according to claim 1; It is characterized in that: step 2. in; The concrete grammar of filling perfusion area boring does, selected small-bore diamond geological drilling rig and Buddha's warrior attendant Shi Po core drill bit are adjusted to the broken core gear wheel of drill bit in the reamer; At drill bit and drilling rod binding site reamer is installed, basket is added grow to 5.0m, drilling rod is every to install guide pipe additional at a distance from 10.0m; Adopt inclinometer to the boring real-time deviation correcting; In holing, annotate clear water and clay slip respectively, on the inlet pipeline of aperture water meter is installed,, guarantee the boring cooling with flushing liquor state in the change monitoring hole of metered pressure with the aperture.
3. loose rock dam deformed Control Technology according to claim 1 is characterized in that: step 3. in, the perfusion area cement mortar adopts aperture filling perfusion.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011104019978A CN102493403A (en) | 2011-12-07 | 2011-12-07 | Rock-fill dam deformation control technology |
| PCT/CN2012/073969 WO2013082906A1 (en) | 2011-12-07 | 2012-04-13 | Rock-fill dam deformation control method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011104019978A CN102493403A (en) | 2011-12-07 | 2011-12-07 | Rock-fill dam deformation control technology |
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| Publication Number | Publication Date |
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| CN102493403A true CN102493403A (en) | 2012-06-13 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2011104019978A Pending CN102493403A (en) | 2011-12-07 | 2011-12-07 | Rock-fill dam deformation control technology |
Country Status (2)
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|---|---|
| CN (1) | CN102493403A (en) |
| WO (1) | WO2013082906A1 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
| CN104711956A (en) * | 2013-12-13 | 2015-06-17 | 天津市引滦工程尔王庄管理处 | Danger removing reinforcement method for plain reservoir dam |
| CN105350497A (en) * | 2015-11-26 | 2016-02-24 | 华北水利水电大学 | Automatic deformation adjusting device for steel face plate dam |
| CN111119128A (en) * | 2019-11-21 | 2020-05-08 | 中电建十一局工程有限公司 | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake |
| CN111217561A (en) * | 2020-02-27 | 2020-06-02 | 河海大学 | Solidified fly ash for damming and preparation method thereof |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594370B (en) * | 2014-11-27 | 2017-10-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Karst high pressure joint rinses grouting method and its structure |
| CN109384429A (en) * | 2018-09-20 | 2019-02-26 | 国家电网有限公司 | A kind of freeze proof anti-crack concrete and its preparation method and application |
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| SU819252A1 (en) * | 1976-04-05 | 1981-04-07 | Всесоюзный Ордена Трудового Красногознамени Научно-Исследовательскийинститут Гидротехники Им.Б.E.Веденеева | Method of retaining monolithic state of core (screen) of clayey-soil dam upon its deformation |
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| JP2001234167A (en) * | 2000-02-21 | 2001-08-28 | Mitsubishi Materials Corp | Ultra fast-curing injection material and injection process using the same |
| RU2233938C1 (en) * | 2003-03-24 | 2004-08-10 | Российский Университет Дружбы Народов | Method for grouting concrete gravity dam built on rock foundation |
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2011
- 2011-12-07 CN CN2011104019978A patent/CN102493403A/en active Pending
-
2012
- 2012-04-13 WO PCT/CN2012/073969 patent/WO2013082906A1/en active Application Filing
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| SU819252A1 (en) * | 1976-04-05 | 1981-04-07 | Всесоюзный Ордена Трудового Красногознамени Научно-Исследовательскийинститут Гидротехники Им.Б.E.Веденеева | Method of retaining monolithic state of core (screen) of clayey-soil dam upon its deformation |
| CN101654907A (en) * | 2009-09-11 | 2010-02-24 | 中国水利水电第九工程局有限公司 | High-flow high-speed jet plugging grouting technique under high-pressure water head of hydropower station |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104711956A (en) * | 2013-12-13 | 2015-06-17 | 天津市引滦工程尔王庄管理处 | Danger removing reinforcement method for plain reservoir dam |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
| CN103741694B (en) * | 2013-12-25 | 2016-03-30 | 长江勘测规划设计研究有限责任公司 | The method of controlled grouting process vertical-type asphaltic concrete core wall earth and rockfill dam seepage |
| CN105350497A (en) * | 2015-11-26 | 2016-02-24 | 华北水利水电大学 | Automatic deformation adjusting device for steel face plate dam |
| CN105350497B (en) * | 2015-11-26 | 2017-04-05 | 华北水利水电大学 | Steel facing dam adjust automatically deformation device |
| CN111119128A (en) * | 2019-11-21 | 2020-05-08 | 中电建十一局工程有限公司 | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake |
| CN111217561A (en) * | 2020-02-27 | 2020-06-02 | 河海大学 | Solidified fly ash for damming and preparation method thereof |
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| Publication number | Publication date |
|---|---|
| WO2013082906A1 (en) | 2013-06-13 |
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Application publication date: 20120613 |