CN102605750B - Grouting reinforcement and earthquake resisting method for earth and rockfill dam - Google Patents
Grouting reinforcement and earthquake resisting method for earth and rockfill dam Download PDFInfo
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- CN102605750B CN102605750B CN201210006730.3A CN201210006730A CN102605750B CN 102605750 B CN102605750 B CN 102605750B CN 201210006730 A CN201210006730 A CN 201210006730A CN 102605750 B CN102605750 B CN 102605750B
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Abstract
The invention discloses a grouting reinforcement and earthquake resisting method for an earth and rockfill dam, which includes the technical steps: using a drilling machine to drill holes at certain intervals on the upstream top and the downstream top of a dam in a range from one-quarter dam height to one-fifth dam height during filling of the dam; driving grouting casings for drilling supporting or pre-embedding horizontal grouting casings with holes in real time; injecting polymer materials into the grouting casings through grouting pipes; allowing the polymer materials to chemically react in the grouting casings and quickly swell and allowing the polymer materials to permeate into surrounding rockfill to be cemented with rockfill through voids inside the rockfill; and forming a solid flexible reinforced complex so that cohesion of rockfill complex is increased and seismic resistance of the dam is improved. The method is applicable to newly built earth and rockfill dams, is also applicable to earth and rockfill dams built already, and is fast in construction, the reinforcement is the flexible complex and adaptable to deformation of the dam under the action of seismic load, and good seismic resisting effect is achieved.
Description
Technical field
The invention belongs to hydraulic engineering technical field, relate to the inner slurry injection technique of a kind of rockfill and construction method, particularly a kind of earth and rockfill dam grouting and reinforcing anti-shock methods.
Background technology
China is located between circum-Pacific seismic belt and Mediterranean-Himalayas earthquake zone, geological structure is large-scale and complicated, in, strong earthquake activity is frequent, intensity is large, focus is shallow, distribution is wide, disaster is very serious, according to expert prophesy, the Future in China several years will enter Earthquake Activity Periods.Earth and rockfill dam is the conventional dam type in Hydraulic and Hydro-Power Engineering, along with continually developing and the progress of dam construction technique of water conservancy and hydropower resource, the construction development of high earth and rockfill dam rapidly, only China is built and at the 200 m level earth and rockfill dams of building existing many, dam, long river core wall rockfill dam height of dam 240 m and Lancang River Nuozhadu earth core rockfill dam height of dam 262 m, also the high earth and rockfill dam of a collection of 300 m levels will be built, as: two river mouths, two Jiangkou, Gu Shui, Ma Ji, as Dams such as U.S., thatch Ha Xia, wherein power station, two Jiangkou core wall dam is up to 312 m.These high earth and rockfill dams are positioned at high seismic intensity area mostly, and the quake-resistant safety of dam needs special attention.Earth and rockfill dam has good anti-seismic performance, there are many earth and rockfill dams to live through strong earthquakes test both at home and abroad, but the destruction of earth and rockfill dam is also very obvious after macroseism, as: in China's Tangshan Earthquakes in 1976, steep River Reservoir earth dam and Miyun Reservoir Baihe key dam have all produced serious damaged; In " 5. 12 " Wenchuan violent earthquake in 2008, although from earthquake centre there is not whole destruction in the purple level ground slab loose rock dam close to, damaged obviously.The earthquake of dam, light may be building itself occurs crack or infiltration are serious may cause the avalanche of dam body to be burst, flooding, thereby causes the secondary disaster of the huge life in downstream and property loss.
For high earth and rockfill dam, under seismic loading, easily at its dam crest position, there is " whipping effect ", cause dam crest position rockfill dynamic response larger.Rockfill is typical granular material, and resistance to overturning is poor, and the phenomenons such as loosening, slippage easily occur under seismic loading, thereby affects the resistance to overturning of dam.A large amount of seimic disaster census and numerical computations show, the most obvious position of earthquake is that dam 4/5 heights of dam are above, near maximum height of dam section and near river valley breaks place etc.Before the present invention, in engineering, conventional reinforcement means is suitably to increase width at dam crest at present; Within the scope of elevation of dam crest, adopt the reinforced structures such as geo-grid, reduce seismic horizontal permanent deformation and depression.For increasing width at dam crest, increase undoubtedly construction working amount and construction investment, but still can not solve the stability of dam crest position rockfill under dynamic load function under seismic loading.Adopt the horizontal reinforcement materials such as geo-grid to carry out reinforcement, belong to local stratiform reinforcement, belong to plane ribbing, its reinforcement effects is subject to the impact of the intensity of reinforcement material own larger, and in rock fill dam construction process, is difficult to guarantee that it is not damaged.
High polymer (organic high molecular compound is called for short macromolecular compound or macromolecule, claims again high polymer) slurry injection technique is the road-based infrastructure rapid-maintenance new technology that 20 century 70s grow up.Be used widely abroad at present, in the middle of China also tentatively applies to the maintenance of speedway.The current rapid-maintenance in infrastructure such as road, airfield runway, tunnel, bumping at bridge-head, and the antiseepage for dykes and dams as ultra-thin cut-off wall material, but its application aspect antidetonation has no report both at home and abroad.
Summary of the invention
The object of the invention is to overcome current high earth and rockfill dam dam crest under seismic loading there is " whipping effect " thus cause the phenomenons such as rockfill is loosening, slippage, and the shortcoming that the reinforcement seismic measures of routine exists at present, a kind of earth and rockfill dam grouting and reinforcing anti-shock methods of proposition.This technology belongs to three-dimensional flexible reinforcing, after the flexible reinforcing of rockfill, has good suppleness, can adapt to the distortion of dam body, also can provide cohesion, thereby reach the object that improves the problems such as earth and rockfill dam aseismic deformability simultaneously.
The present invention adopts following technical step to realize:
(1) according to aseismic design calculation achievement, determine that dam crest carries out the scope of slip casting processing, preferably from 3/4 ~ 4/5 height of dam to dam crest;
(2) when dam construction is after the elevation needing reinforcement, along axis, at upstream and downstream rockfill top, with the shape of certain rule, vertically hole as triangle or arranged in squares respectively, injected hole spacing 3 ~ 5m;
(3) adopt rig to hole, and the slip casting sleeve pipe that follows up in time hole and go along with sb. to guard him, in order to avoid rubble is stepped on hole, or perpendicular to the pre-buried slip casting sleeve pipe with injected hole of axis of dam direction level;
(4) to slip casting inside pipe casing, put into high polymer grouting pipe, by Grouting Pipe, in slip casting sleeve pipe, inject high polymer material;
(5) according to the porosity of rockfill and bore arrangement mode and scope, calculate grouting amount, by the slip casting time, carry out the control of grouting amount; The slip casting time reaches rear change grouting port position, first hoisting grouting sleeve pipe, rear hoisting grouting pipe; Carry out the rockfill slip casting of another layer of position; Form the reinforcing body of a similar cylinder centered by injected hole;
(6) boring slip castings are complete, in adjacent boring, carry out identical grouting mode, also can carry out multiple holes grouting simultaneously, until all injected holes of this elevation complete slip casting, finally form the compound antidetonation body that one deck high polymer is reinforced dam crest;
(7) proceed enrockment and fill, until default elevation repeats the step of (2)-(6), until dam embankment is to the height of setting.
Between described Grouting Pipe, by iron plate, be fixed, between iron plate and slip casting sleeve pipe, adopt air bag to seal.
Described earth and rockfill dam grouting and reinforcing anti-shock methods, the injected hole degree of depth is generally 5m, should revise according to the height of dam embankment in Practical Project, be the integral multiple of every layer of filled height.
Described earth and rockfill dam grouting and reinforcing anti-shock methods, injected hole can be vertical drilling, can be also to tilt or horizontal drilling.
Advantage of the present invention and effect are:
(1) anti seismic efficiency is good.After the present invention adopts high polymer grouting to reinforce, rockfill forms a whole non-individual body material, is different from cement injection material, and this material has good elasticity and intensity, particularly has good tensile strength.Composite material after formation belongs to flexible reinforcement, under seismic loading, can effectively reduce and absorb seismic energy, reduces in formation crack, stabilization zone.
(2) safe and reliable.Adopt high polymer grouting to reinforce around and be neutral in environment, do not endanger environment, not contaminated soil and water, material is not subject to the erosion of mould and fungi; There is good stability, can not shrink for a long time and go bad.
(3) duration is short.Adopt high polymer grouting to compare its length of time with cement injection shorter, do not need maintenance, shortened the engineering time greatly, on almost not impact of programming.
(4) cost is low.After high polymer generation chemical reaction, cubical expansivity is large, compares with cement injection, has significant economic benefit.
(5) easy construction.In work progress, can carry out upstream boring grouting reinforcing and downstream enrockment fills, both are independent of each other, and hocket simultaneously.
(6) applied widely.High polymer grouting reinforcement means both can, to reinforcing building earth and rockfill dam, also can carry out seismic hardening to built earth and rockfill dam; Reinforcing position can be the comparatively violent position of dam crest acceleration response, can be also the joint areas such as dam abutment.
Accompanying drawing explanation
General effect figure after Fig. 1 earth and rockfill dam grouting and reinforcing of the present invention;
Dam crest a-quadrant enlarged drawing in Fig. 2 Fig. 1;
In Fig. 3 Fig. 2 along the sectional drawing of B-B line;
The enlarged drawing in C region in Fig. 4 Fig. 2;
In Fig. 5 Fig. 4 along the sectional drawing of E-E line;
The enlarged drawing in D region in Fig. 6 Fig. 4;
In figure: 1 upstream enrockment, 2 core-walls, 3 downstream enrockments, 4 slip casting sleeve pipes, 5 Grouting Pipe, 6 high polymer mixtures, 7 iron plates, 8 air bags, 9 pneumatic tubes
The specific embodiment
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in detail.Protection scope of the present invention is not limited with the specific embodiment, but is limited by claim.
As shown in Fig. 1,2,3,4,5 and 6, a kind of earth and rockfill dam grouting and reinforcing anti-shock methods, its technical step is:
In work progress first according to the Seismic Design Requirements of dam, in dam crest upstream and downstream 1/4 to 1/5 altitude range, along axis respectively at upstream rockfill (1) and downstream rockfill (3) top with the shape of certain rule as triangle or arranged in squares boring, and the slip casting sleeve pipe (4) that follows up in time, for core-wall (2) part, do not carry out slip casting processing.
In dam construction process, adopt placement in layers, when dam construction is after the elevation needing reinforcement, start to beat injected hole at dam body upstream rockfill (1) and downstream rockfill (3) surface.In work progress, consider that there is certain gradient on dam body surface, according to every layer of filled height in practice of construction, carry out drilling construction design, drilling depth is the integral multiple of filling-up thickness, be generally 5m left and right, in Practical Project, can revise according to the actual height filling, in drilling machine construction process, for avoiding rubble to step on hole, adopt the sleeve pipe of follow-up slip casting in time, injected hole diameter is generally not less than 50mm, or perpendicular to the pre-buried slip casting sleeve pipe (as shown in Figure 3) with injected hole of axis of dam direction level.
In slip casting sleeve pipe, put into high polymer grouting pipe (5) (as shown in Figure 4).Grouting Pipe is fixed together by iron plate (7), by rubber pocket (8) and slip casting sleeve pipe (4) sealing.In process of the test, by pneumatic tube (9), carry out the control of the expansion of air bag.After mixing in slip casting sleeve pipe, high polymer material there is chemical reaction, form high polymer mixture (6) (as shown in Figure 6), volume expansion, the hole by sleeve pipe periphery flows in the rockfill gap of periphery, filling hole, forms a closely cemented composite material; According to the porosity of rockfill and bore arrangement mode and scope, calculate grouting amount, by the slip casting time, carry out the control of grouting amount; The slip casting time reaches rear change grouting port position, first hoisting grouting sleeve pipe, rear hoisting grouting pipe.Carry out the rockfill slip casting of another layer of position; Form the reinforcing body of a similar cylinder centered by injected hole; A boring slip casting is complete, in adjacent boring, carries out identical grouting mode, also can carry out multiple holes grouting simultaneously, finally forms the compound antidetonation body that one deck high polymer is reinforced dam crest.
After completing the grouting and reinforcing of this layer, proceed dam embankment, after increasing 5m left and right, filled height repeats boring grouting with plunger above, until fill dam crest.
Claims (4)
1. an earth and rockfill dam grouting and reinforcing anti-shock methods, is characterized in that comprising the following steps:
(1) according to aseismic design calculation achievement, determine that dam crest carries out the scope of slip casting processing, for from 3/4 ~ 4/5 height of dam to dam crest;
(2) when dam construction is after the elevation needing reinforcement, along axis, at upstream and downstream rockfill top, with triangular arrangement, vertically hole respectively, injected hole spacing 3 ~ 5m;
(3) adopt rig to hole and the sleeve pipe of follow-up slip casting in time, or perpendicular to the pre-buried slip casting sleeve pipe with injected hole of axis of dam direction;
(4) to slip casting inside pipe casing, put into high polymer grouting pipe, by Grouting Pipe, in slip casting sleeve pipe, inject high polymer material; (5) according to the porosity of rockfill and bore arrangement mode and scope, calculate grouting amount, by the slip casting time, carry out the control of grouting amount; The slip casting time reaches rear change grouting port position, first hoisting grouting sleeve pipe, rear hoisting grouting pipe; Carry out the rockfill slip casting of another layer of position, form the reinforcing body of a similar cylinder centered by injected hole;
(6) boring slip castings are complete, carry out identical grouting mode, or carry out multiple holes grouting simultaneously in adjacent boring, until all injected holes of this elevation complete slip casting, finally form the compound antidetonation body that one deck high polymer is reinforced dam crest;
(7) proceed enrockment and fill, until default elevation repeats the step of (2)-(6), until dam embankment is to the height of setting.
2. a kind of earth and rockfill dam grouting and reinforcing anti-shock methods according to claim 1, is characterized in that: between Grouting Pipe, by iron plate, be fixed, between iron plate and slip casting sleeve pipe, adopt air bag to seal.
3. a kind of earth and rockfill dam grouting and reinforcing anti-shock methods according to claim 1, is characterized in that: the injected hole degree of depth is determined according to the height of dam embankment in Practical Project, is the integral multiple of every layer of filled height.
4. a kind of earth and rockfill dam grouting and reinforcing anti-shock methods according to claim 1, is characterized in that: injected hole is vertical drilling, or inclination or horizontal drilling.
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| CN201210006730.3A CN102605750B (en) | 2012-01-11 | 2012-01-11 | Grouting reinforcement and earthquake resisting method for earth and rockfill dam |
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| CN201210006730.3A CN102605750B (en) | 2012-01-11 | 2012-01-11 | Grouting reinforcement and earthquake resisting method for earth and rockfill dam |
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| CN102605750B true CN102605750B (en) | 2014-11-19 |
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| CN104131535B (en) * | 2014-07-07 | 2015-09-23 | 河海大学 | A kind of composite reinforced earth and rockfill dam earthquake resistant structure of high polymer and construction method thereof |
| CN104452676B (en) * | 2014-11-11 | 2017-01-25 | 河海大学 | High-polymer composite reinforcing anti-seismic high earth and rockfill dam and construction method thereof |
| CN106192910A (en) * | 2016-08-29 | 2016-12-07 | 长江勘测规划设计研究有限责任公司 | A kind of earth and rockfill dam layer of sand earthquake liquefaction ballast ruggedized construction and method under water |
| CN106544986B (en) * | 2016-10-18 | 2018-12-18 | 重庆大学 | The reinforcement means of the high polymer grouting of coral skerries airport shore protection, flexible shore protection |
| CN106638485B (en) * | 2016-12-29 | 2019-06-25 | 重庆大学 | One kind mixing rubber antidetonation earth and rockfill dam and its design and construction method |
| CN107059800A (en) * | 2017-05-02 | 2017-08-18 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of improved method of core wall dam anti-seismic structure and reinforcement chain net used |
| CN107246000A (en) * | 2017-06-30 | 2017-10-13 | 山东科技大学 | A kind of method that high polymer reinforces reclaimed ground |
| CN109295943B (en) * | 2018-09-27 | 2021-04-13 | 湖北宜化江家墩矿业有限公司 | Grouting pipe for waste slag yard and grouting using method |
| CN110258456A (en) * | 2019-07-22 | 2019-09-20 | 杨树东 | A kind of dam body and its seamless Waterproof Construction Technique of contrary sequence method |
| CN112903964A (en) * | 2021-01-20 | 2021-06-04 | 长江水利委员会长江科学院 | Side pressure test embedded sleeve hole forming method and equipment suitable for rockfill layer-by-layer filling |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3690106A (en) * | 1970-02-24 | 1972-09-12 | Dow Chemical Co | Method of treating permeable formations |
| SU437824A1 (en) * | 1972-02-21 | 1974-07-30 | Всесоюзный Научно-Исследовательский Институт Гидротехники Им. Б.Е.Веденеева | Stone-land on the dam |
| SU804759A1 (en) * | 1979-08-15 | 1981-02-15 | Научно-Исследовательский Секторвсесоюзного Ордена Ленина Проектно- Изыскательского И Научно-Исследова-Тельского Института "Гидропроект"Им.C.Я.Жука | Dam made of locally available materials |
| SU1693180A1 (en) * | 1989-10-12 | 1991-11-23 | Ленинградское отделение Всесоюзного проектно-изыскательского и научно-исследовательского института "Гидропроект" им.С.Я.Жука | Earth dam |
| JP2003020625A (en) * | 2001-07-11 | 2003-01-24 | National Institute For Rural Engineering | Method for reinforcing soil structure bank body |
| JP3619312B2 (en) * | 1996-02-19 | 2005-02-09 | 株式会社間組 | Seismic isolation structure of fill dam body |
| JP2007239209A (en) * | 2006-03-06 | 2007-09-20 | National Agriculture & Food Research Organization | Construction method of soil water storage structure |
| CN102051868A (en) * | 2009-11-02 | 2011-05-11 | 郑州优特基础工程维修有限公司 | Dam anti-seepage high polymer directional split grouting method |
| CN102261053A (en) * | 2011-05-12 | 2011-11-30 | 河海大学 | Aseismatic measure of high earth-rock dam and construction method thereof |
-
2012
- 2012-01-11 CN CN201210006730.3A patent/CN102605750B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3690106A (en) * | 1970-02-24 | 1972-09-12 | Dow Chemical Co | Method of treating permeable formations |
| SU437824A1 (en) * | 1972-02-21 | 1974-07-30 | Всесоюзный Научно-Исследовательский Институт Гидротехники Им. Б.Е.Веденеева | Stone-land on the dam |
| SU804759A1 (en) * | 1979-08-15 | 1981-02-15 | Научно-Исследовательский Секторвсесоюзного Ордена Ленина Проектно- Изыскательского И Научно-Исследова-Тельского Института "Гидропроект"Им.C.Я.Жука | Dam made of locally available materials |
| SU1693180A1 (en) * | 1989-10-12 | 1991-11-23 | Ленинградское отделение Всесоюзного проектно-изыскательского и научно-исследовательского института "Гидропроект" им.С.Я.Жука | Earth dam |
| JP3619312B2 (en) * | 1996-02-19 | 2005-02-09 | 株式会社間組 | Seismic isolation structure of fill dam body |
| JP2003020625A (en) * | 2001-07-11 | 2003-01-24 | National Institute For Rural Engineering | Method for reinforcing soil structure bank body |
| JP2007239209A (en) * | 2006-03-06 | 2007-09-20 | National Agriculture & Food Research Organization | Construction method of soil water storage structure |
| CN102051868A (en) * | 2009-11-02 | 2011-05-11 | 郑州优特基础工程维修有限公司 | Dam anti-seepage high polymer directional split grouting method |
| CN102261053A (en) * | 2011-05-12 | 2011-11-30 | 河海大学 | Aseismatic measure of high earth-rock dam and construction method thereof |
Non-Patent Citations (8)
| Title |
|---|
| 土石坝灌浆技术的理论研究与应用;罗微;《中国优秀硕士学位论文全文数据库》;20090912;第1-14页 * |
| 土石坝震害与抗震安全;朱晟;《水力发电学报》;20111231(第6期);第40-51页 * |
| 朱晟.土石坝震害与抗震安全.《水力发电学报》.2011,(第6期),第40-51页. * |
| 杨星等.高土石坝震害与抗震措施评述.《防灾减灾工程学报》.2009, * |
| 罗微.土石坝灌浆技术的理论研究与应用.《中国优秀硕士学位论文全文数据库》.2009, * |
| 胡军.高土石坝动力稳定分析及加固措施研究.《中国博士学位论文全文数据库》.2008, * |
| 高土石坝动力稳定分析及加固措施研究;胡军;《中国博士学位论文全文数据库》;20080709;第1-8页 * |
| 高土石坝震害与抗震措施评述;杨星等;《防灾减灾工程学报》;20091031;第583-590页 * |
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