CN102296571A - Rock-fill dam of anchoring panel and construction method thereof - Google Patents
Rock-fill dam of anchoring panel and construction method thereof Download PDFInfo
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- CN102296571A CN102296571A CN201110150959XA CN201110150959A CN102296571A CN 102296571 A CN102296571 A CN 102296571A CN 201110150959X A CN201110150959X A CN 201110150959XA CN 201110150959 A CN201110150959 A CN 201110150959A CN 102296571 A CN102296571 A CN 102296571A
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Abstract
The invention relates to a rock-fill dam of an anchoring panel and a construction method thereof. The construction method comprises the following steps: respectively arranging a plurality of groups of prestressed anchor ropes simultaneously at one side of the upstream or the two sides of the upstream and downstream of a dam body, fixing one end of each prestressed anchor rope in a rock-fill body of the dam body, and fixing the other end of each prestressed anchor rope on the outer surface of a concrete panel of the upstream; or fixing the other end of each prestressed anchor rope on the outer surface of a protecting slope of the downstream, wherein each prestressed anchor rope structurally comprises a sleeve, one end of the sleeve is fixedly connected with an end part expanding body, and the part, penetrating through the concrete panel, of the other end of the sleeve is provided with a steel sleeve, the exposed end of the steel sleeve is provided with a concrete pedestal, the end surface of the concrete pedestal is connected with a jack and an anchor, the anchor is internally and fixedly connected with one end of each steel stranded wire, and the other end of each steel stranded wire is fixedly connected with a guide cap. According to the rock-fill dam of the anchoring panel and the construction method thereof, the relative sliding of the concrete panel and the rock-fill body is limited, the stability of the edge slope of the dam body is improved and the volume of the dam body is reduced.
Description
Technical field
The invention belongs to the hydraulic engineering technical field, relate to a kind of anchoring rock, the invention still further relates to the construction process of this kind anchoring rock.
Background technology
Rock is to be material of main part and braced structures with the enrockment, is the earth and rockfill dam dam type of antiseepage body with the concrete slab.Advantages such as this dam type is less because of its section, easy construction, applicability is strong, cost is low are subjected to the extensive attention of domestic and international Ba Gongjie, obtain general promotion and application, and from having built up at present the operation conditions on dam, the operating condition on most of dams is good.Though rock has good prospects for application, but the design of rock at present is still experimental basically, operating characteristic in theory still awaits further demonstration, and still exist some problems to need to be resolved hurrily in actual moving process, this wherein mainly comprises the stressed and distortion of dam body, the aspects such as seismic stability of dam body.
Although modern rock rolls enrockment by thin layer and has substituted dumped rockfill, the early stage rock of its modulus of deformation and compactness improves a lot, but dam deformation is still its subject matter, high concrete panel loose rock dam especially, and problem on deformation is more outstanding.Because rockfill is the bulk solid that multiple material is formed, engineering properties has determined can produce bigger distortion under its deadweight and water ballast(ing) effect, and sedimentation and deformation is particularly evident.And concrete slab is based on the bed course of rockfill, therefore, the deformation characteristic of rockfill has determined the distortion situation of panel, because panel rigidity is relatively large, panel deformation can not be coordinated mutually with the distortion of rockfill, and the relative changing of the relative positions between panel and the bed course takes place, and causes panel and bedding material to come to nothing, make the support that loses bedding material at the position panel that comes to nothing, the stress and the condition of work of panel change.When excessive panel come to nothing above panel bear the limit time, panel can produce the crack, the barrier performance of counter plate and all side seam water sealing operation proterties produce a very large impact.
The current seismic stability and the further investigation of dynamic characteristics and failure mechanism thereof at face dam is relative less, the reflect design experiences of some rock of over-borrowing, and the seismic measures of being taked lacks necessary theoretical foundation.Engineering circle institute conventional wisdom thinks that rock has stronger anti-seismic performance, this is by the decision of the form of structure of rock, and in fact, the overwhelming majority has built rock and all has been arranged in, hangs down earthquake earthquake intensity area, and still none seat surface sheetpile masonry dam lives through the violent earthquake effect so far.Therefore, still lack the engineering experience of rock seismic design both at home and abroad, also need more deep research for the rock anti-seismic performance.
In addition, dam site need carry out the dam slope stability analysis to dam body in the rock in the higher area of earthquake intensity, for meeting the demands, existing dam slope design is more slow relatively, cause under the certain prerequisite of height of dam, the dam body bottom width is bigger, and this has not only increased the amount of filling of dam body, also make conveyance structure and outlet structure escape works length increase, hinge is arranged compact inadequately.
Summary of the invention
The purpose of this invention is to provide a kind of anchoring rock, solved existing dam body the relative changing of the relative positions has taken place owing to distortion between rockfill and the concrete slab is inharmonious, cause the stress and the condition of work of panel to change, whole seismic stability is not enough, and the dam slope design is more slow relatively, causes under the certain prerequisite of height of dam, the dam body bottom width is bigger, this has not only increased the amount of filling of dam body, also makes conveyance structure and outlet structure escape works length increase, and hinge is arranged compact inadequately problem.
Another object of the present invention provides the construction process of above-mentioned anchoring rock.
The technical solution adopted in the present invention is,
First kind, a kind of anchoring rock, arrange many group prestress anchorage cables in dam body upstream one side, one end of prestress anchorage cable is fixed on dam body rockfill inside, after prestress anchorage cable passed main enrockment district, transition zone, bed course district and concrete slab successively, the other end of prestress anchorage cable was fixed on the concrete slab external surface;
The structure of described prestress anchorage cable is, comprises sleeve pipe, and an end of sleeve pipe is fixedlyed connected with the end enlarged body, and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe is provided with a plurality of isolating frames and a guiding cap, and guiding cap is fixedlyed connected with the end enlarged body; The other end of sleeve pipe is provided with steel bushing, steel bushing passes concrete slab, the bared end of steel bushing is enclosed with the concrete pedestal along circumference, the outer face of concrete pedestal is connected with bearing plate by built-in fitting, bearing plate is connected with anchor slab on the outer face, anchor slab is equipped with jack by limiting plate on the outer face, the outer end of jack is connected with ground tackle, a termination of fixedly connected many steel strand in the ground tackle, another termination of all steel strand is passed jack successively, limiting plate, anchor slab, behind the bearing plate, fixedly connected with guiding cap by behind each isolating frame of inside pipe casing successively, all steel strand also are woven with a plurality of pinned sheepshanks;
Second kind, a kind of anchoring rock, arrange many group prestress anchorage cables simultaneously in both sides, dam body upstream and downstream, in one side towards the upstream, one end of prestress anchorage cable is fixed on dam body rockfill inside, after prestress anchorage cable passed main enrockment district, transition zone, bed course district and concrete slab successively, the other end of prestress anchorage cable was fixed on the concrete slab external surface; In one side towards the downstream, an end of prestress anchorage cable is fixed on dam body rockfill inside, and after prestress anchorage cable passed enrockment district, downstream and downstream protection slope successively, the other end of prestress anchorage cable was fixed on the downstream protection slope external surface,
The structure of described prestress anchorage cable is, comprises sleeve pipe, and an end of sleeve pipe is fixedlyed connected with the end enlarged body, and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe is provided with a plurality of isolating frames and a guiding cap, and guiding cap is fixedlyed connected with the end enlarged body; The other end of sleeve pipe is provided with steel bushing, steel bushing passes concrete slab, the bared end of steel bushing is enclosed with the concrete pedestal along circumference, the outer face of concrete pedestal is connected with bearing plate by built-in fitting, bearing plate is connected with anchor slab on the outer face, anchor slab is equipped with jack by limiting plate on the outer face, the outer end of jack is connected with ground tackle, a termination of fixedly connected many steel strand in the ground tackle, another termination of all steel strand is passed jack successively, limiting plate, anchor slab, behind the bearing plate, fixedly connected with guiding cap by behind each isolating frame of inside pipe casing successively, all steel strand also are woven with a plurality of pinned sheepshanks.
Another technical scheme of the present invention is, a kind of construction process of anchoring rock, arrange many group prestress anchorage cables in dam body upstream one side, perhaps arrange many group prestress anchorage cables simultaneously in the both sides, upstream and downstream, in one side towards the upstream, one end of prestress anchorage cable is fixed on dam body rockfill inside, and after prestress anchorage cable passed main enrockment district, transition zone, bed course district and concrete slab successively, the other end of prestress anchorage cable was fixed on the concrete slab external surface; In one side towards the downstream, an end of prestress anchorage cable is fixed on dam body rockfill inside, and after prestress anchorage cable passed enrockment district, downstream and downstream protection slope successively, the other end of prestress anchorage cable was fixed on the downstream protection slope external surface,
The structure of described prestress anchorage cable is, comprises sleeve pipe, and an end of sleeve pipe is fixedlyed connected with the end enlarged body, and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe is provided with a plurality of isolating frames and a guiding cap, and guiding cap is fixedlyed connected with the end enlarged body; The other end of sleeve pipe is provided with steel bushing, steel bushing passes concrete slab, the bared end of steel bushing is enclosed with the concrete pedestal along circumference, the outer face of concrete pedestal is connected with bearing plate by built-in fitting, bearing plate is connected with anchor slab on the outer face, anchor slab is equipped with jack by limiting plate on the outer face, the outer end of jack is connected with ground tackle, a termination of fixedly connected many steel strand in the ground tackle, another termination of all steel strand is passed jack successively, limiting plate, anchor slab, behind the bearing plate, fixedly connected with guiding cap by behind each isolating frame of inside pipe casing successively, all steel strand also are woven with a plurality of pinned sheepshanks
This method is implemented according to following steps according to aforesaid structure:
According to the technical requirements of anchoring rock, the method that adopts thin layer to roll, construction has been put down in filling of bedding material, transition material and main enrockment, evenly rises;
The installation of step 2. prestress anchorage cable
2.1) service sleeve, when the dam body rockfill fills installation position elevation to prestress anchorage cable, carry out the laying of sleeve pipe, and, steel bushing is passed the cross section that is provided with of concrete slab the densification in rockfill of end enlarged body;
2.2) will pass all isolating frames in the sleeve pipe from the steel strand that guiding cap one end is drawn successively, and the pinned sheepshank of braiding that whenever keeps at a certain distance away;
The slip casting of step 3. anchor cable
By grout pipe anchor cable is carried out slip casting, after slip casting is finished, proceed filling of dam body rockfill and increase, repeat aforementioned work until next anchor cable layout elevation place; After dam embankment is finished, carry out the construction of concrete slab;
The laying of step 4. prestressed stretch-draw facility
The concrete pedestal is set around the steel bushing that exposes the panel end, concrete pedestal outer face connects bearing plate by built-in fitting, bearing plate connects anchor slab on the outer face, by limiting plate jack is installed on the anchor slab outer face, the outer end of jack connects ground tackle, after another termination of all steel strand is passed bearing plate, anchor slab, limiting plate, jack, ground tackle successively, connect by ground tackle;
The prestressed stretch-draw of step 5. prestress anchorage cable
Utilize jack with all steel strand integral tension together to tensile load; By ground tackle steel strand are locked, keep the stretching force of steel strand.
Structure of the present invention and construction process thereof strengthen the globality of rock dam structure, reduce the distortion of rockfill under deadweight and external load effect, and the panel that control is caused by the rockfill distortion and the relative changing of the relative positions of bed course improve the stress of panel.Strengthen the whole seismic stability of dam structure, be controlled at the slippage of loose rock dam dam slope under the severe earthquake action effectively,, reduce the dam body bottom width, reduce dam embankment material consumption, reduce engineering cost guaranteeing suitably to increase the dam slope gradient under the stable prerequisite of dam slope.
Description of drawings
Fig. 1 is the structural representation of anchoring rock embodiment 1 of the present invention;
Fig. 2 is the structural representation of anchoring rock embodiment 2 of the present invention;
Fig. 3 is the prestress anchorage cable structural representation in the anchoring rock of the present invention;
Fig. 4 is the construction process figure of the construction process of anchoring rock of the present invention;
Fig. 5 is the calculation diagram of anchoring rock embodiment 1 of the present invention;
Fig. 6 is the calculation diagram of anchoring rock embodiment 2 of the present invention.
Among the figure, 1. heavily district is 2. covered in the upstream apron district, 3. bed course district, 4. special bed course district, 5. transition zone, 6. main enrockment district, 7. downstream enrockment district, 8. downstream protection slope, 9. catchment, 10. loaded filter, 11. concrete slabs, 12. prestress anchorage cable, 13. ground tackles, 14. jack, 15. limiting plate, 16. anchor slabs, 17. bearing plates, 18. built-in fitting, 19. grout pipes, 20. overfall stacks, 21. steel bushing, 22. steel strand, 23. concrete pedestals, 24. isolating frame, 25. pinned sheepshanks, 26. guiding caps, 27. sleeve pipe, 28. end enlarged body.
The specific embodiment
The present invention is described in detail below in conjunction with the drawings and specific embodiments.
The structure of existing rock according to material source and subregion is carried out in requirements such as dam material intensity, permeability, compressibilty, easy construction and economical rationality, is correspondingly determined the standard of filling.Be disposed with concrete slab 11, bed course district 3, transition zone 5, main enrockment district 6, downstream enrockment district 7, downstream protection slope 8 from one side direction downstream, upstream, one side of dam body; All side seams downstream at dam body is provided with special bed course district 4; For highly higher dam body, upstream apron district 1 should be set at the position, the end of concrete slab 11 and cover and heavily distinguish 2; According to specific requirement catchment 9 and loaded filter 10 can also be set in addition.
With reference to Fig. 1, Fig. 2, the structure of anchoring rock of the present invention, being divided into two kinds of structures according to the difference of prestress anchorage cable 12 arrangement forms implements, comprise the only embodiment 1 of one side arrangement prestress anchor cable 12 in the dam body upstream, and in both sides, dam body upstream and downstream the embodiment 2 of arrangement prestress anchor cable 12 simultaneously.
Among the embodiment 1 as Fig. 1, only arrange many group prestress anchorage cables 12 in dam body upstream one side, one end of prestress anchorage cable 12 is fixed on dam body rockfill inside, after prestress anchorage cable 12 passed main enrockment district 6, transition zone 5, bed course district 3 and concrete slab 11 successively, the other end of prestress anchorage cable 12 was fixed on concrete slab 11 external surfaces.
Among the embodiment 2 as Fig. 2, arrange many group prestress anchorage cables 12 respectively simultaneously in both sides, dam body upstream and downstream, towards upstream concrete slab 11 1 sides, one end of prestress anchorage cable 12 is fixed on dam body rockfill inside, after prestress anchorage cable 12 passed main enrockment district 6, transition zone 5, bed course district 3 and concrete slab 11 successively, the other end of prestress anchorage cable 12 was fixed on concrete slab 11 external surfaces; In one side towards the downstream, an end of prestress anchorage cable 12 is fixed on dam body rockfill inside, and after prestress anchorage cable 12 passed enrockment district 7, downstream and downstream protection slope 8 successively, the other end of prestress anchorage cable 12 was fixed on downstream protection slope 8 external surfaces.
With reference to Fig. 3, the structure of employed prestress anchorage cable 12 is in the structure of anchoring rock of the present invention, comprises sleeve pipe 27, and an end of sleeve pipe 27 is fixedlyed connected with end enlarged body 28, and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe 27 is provided with a plurality of isolating frames 24 and a guiding cap 26, and guiding cap 26 is fixedlyed connected with end enlarged body 28;
The other end of sleeve pipe 27 is provided with steel bushing 21, steel bushing 21 passes concrete slab 11, the bared end of steel bushing 21 is enclosed with concrete pedestal 23 along circumference, the outer face of concrete pedestal 23 is connected with bearing plate 17 by built-in fitting 18, bearing plate is connected with anchor slab 16 on 17 outer faces, anchor slab is equipped with jack 14 by limiting plate 15 on 16 outer faces, the outer end of jack 14 is connected with ground tackle 13, a termination of fixedly connected many steel strand 22 in the ground tackle 13, another termination of all steel strand 22 is passed jack 14 successively, limiting plate 15, anchor slab 16, behind the bearing plate 17, fixedly connected with guiding cap 26 by each isolating frame 24 and pinned sheepshank 25 backs of sleeve pipe 27 inside successively, all steel strand 22 also are woven with a plurality of pinned sheepshanks 25;
Be provided with steel bushing 21 at the position of passing concrete slab 11, steel bushing 21 helps the location of prestress anchorage cable 12 and can bear the shearing force of concrete slab 11 and 3 contact positions, bed course district.Steel bushing 21 tube walls are communicated with grout pipe 19 and overfall stack 20, pass concrete pedestal 23 and are connected with external equipment.
Prestress anchorage cable 12 comprises stretch-draw section and anchoring section, and steel strand 22 are arranged on sleeve pipe 27 inside, and steel bushing 21 exposes the panel end and surrounded by concrete pedestal 23; The steel strand 22 of sleeve pipe 27 inside are arranged at intervals with isolating frame 24 and pinned sheepshank 25 respectively, steel strand 22 terminations realize fixedlying connected with end enlarged body 28 by guiding cap 26, after the rockfill densification of building a dam, end enlarged body 28 makes prestress anchorage cable 12 and rockfill better be bonded as integral body, more helps strengthening the effect of the extruding reinforcement effect of prestress anchorage cable 12 and the frictional resistance that bonds.The position that contacts with concrete slab 11 at prestress anchorage cable 12 is provided with concrete pedestal 23, plays prestress anchorage cable 12 is carried out the fixing effect in end; Employing jack 14 carries out the stretch-draw of steel strand 22 to apply prestressing force, relies on ground tackle 13, limiting plate 15 and anchor slab 16 that the prestressing force of steel strand 22 is delivered on the bearing plate 17, and then passes to concrete pedestal 23, makes the rockfill extruding in the anchoring scope tight.The stretch-draw section of prestress anchorage cable 12 is reserved grout pipe 19 and overfall stack 20; Beyond ground tackle 13, should reserve the steel strand 22 of a segment length so that carry out prestressed stretch-draw, after the dam body enrockment fills end, carry out the cast of concrete slab 11, can adopt the trackless sliding formwork to construct, in the fluid concrete process, reserve the anchor head position so that steel strand 22 are carried out stretch-draw.
As shown in Figure 4, the construction process of anchoring rock of the present invention, according to aforesaid structure, implement according to following steps:
According to the technical requirements of anchoring rock, the method that adopts thin layer to roll, construction has been put down in filling of bedding material, transition material and main enrockment, evenly rises;
The installation of step 2. prestress anchorage cable 12
2.1) service sleeve, when the dam body rockfill fills installation position elevation to prestress anchorage cable 12, carry out the laying of sleeve pipe 27, and, steel bushing 21 is passed the cross section that is provided with of concrete slab 11 end enlarged body 28 densification in rockfill;
2.2) will pass all isolating frames 24 in the sleeve pipe 27 from the steel strand 22 that guiding cap 26 1 ends are drawn successively, and 1 pinned sheepshank 25 of braiding that whenever keeps at a certain distance away;
The slip casting of step 3. anchor cable
Carry out slip casting by 19 pairs of anchor cables of grout pipe, after slip casting is finished, proceed filling of dam body rockfill and increase until next anchor cable layout elevation place; After dam embankment is finished, carry out the construction of concrete slab 11;
The laying of step 4. prestressed stretch-draw facility
Around the steel bushing 21 that exposes the panel end, concrete pedestal 23 is set, concrete pedestal 23 outer faces connect bearing plate 17 by built-in fitting 18, connect anchor slab 16 on bearing plate 17 outer faces, by limiting plate 15 jack 14 is installed on anchor slab 16 outer faces, the outer end of jack 14 connects ground tackle 13, another termination of all steel strand 22 connects by ground tackle 13 after passing bearing plate 17, anchor slab 16, limiting plate 15, jack 14, ground tackle 13 successively;
The prestressed stretch-draw of step 5. prestress anchorage cable 12
By jack 14 with all steel strand 22 integral tension together to tensile load; With ground tackle 13 and steel strand 22 lockings, keep the stretching force of steel strand 22.
Above-mentioned steps is the step that one group of prestress anchorage cable 12 is set, and the step that many group prestress anchorage cables 12 are set is carried out according to elevation and said procedure circulation.
The structure construction of anchoring rock of the present invention, be improved form of structure on the basis of existing rock layout subregion, promptly in rockfill, lay prestress anchorage cable 12 form rockfills with the anchoring body collaborative work, resist the dam structure of load jointly, with the resistance to overturning of enhancing dam body.The anchoring rock is divided into bed course district, transition region, main enrockment district, downstream enrockment district downstream from the upstream, in all side seams downstream special bed course district is set.The method that adopts thin layer to roll, construction has been put down in filling of bedding material, transition material and main enrockment, evenly rises.Prestress anchorage cable 12 in the dam body adopts pipe laying method pore-forming, when filling to anchor cable installation position elevation, carry out the laying of sleeve pipe 27, the quality of sleeve pipe 27 should adhere to specification, internal diameter should be greater than more than the anchor cable body diameter 4mm, and should be greater than isolating frame diameter 2mm, sleeve pipe 27 pipe thicknesses should be less than 3mm, and the metal spiral thickness of pipe wall should be less than 0.3mm.Sleeve pipe 27 adopts reducer to connect, and tight to guarantee joint, sleeve pipe 27 should have chemical stability, durability and erosion-resisting ability, and its wall thickness should be able to bear external impacts and the frictionally damage that follow-up filling construction produces.After the work of finishing anchor cable establishment, installation and slip casting, through maintenance after a while, continue the filling construction of next stage dam body, when filling when next anchor cable is laid elevation, repeat above-mentioned work.After dam embankment is finished, adopt sliding shuttering to carry out building of upstream concrete slab, and anchor head is installed is carried out anchorage cable stretching, should carry out pretension to single steel strand earlier before the anchorage cable stretching, so that each steel strand of anchor cable are stressed evenly, again with all steel strand integral tension together to tensile load, with anchor head locking and then finish anchor cable is applied prestressed work.Steel bushing adopts the form of welding with being connected of anchor plate, and anchor plate is all reserved the grouting steam vent, and the center line and the steel pipe center line of strict control anchor plate coincide during installation.
Dam body slope stability of the present invention is calculated according to Sweden's arc method, and when not considering to lay anchor cable, the power on any native bar of acting on comprises the gravity W of self
i, native bar bottom normal force N and tangential forces T, its safety factor can be expressed as:
After arranging anchor cable, act on any native bar except above-mentioned power, comprise that also because the existence of prestress anchorage cable and the active force of the mutual extrusion that produces, what all anchor cables produced makes a concerted effort, and uses F between native bar
iExpression, considering to arrange that the safety factor of dam slope is under the anchor cable situation:
By (1), (2) formula as can be seen, the anchored force body that anchor cable provides has the effect of native bar to lower slider that hinder along the tangential component of slip circle, has increased pressure between native bar and bottom soil layer along the component of normal direction, has played the effect of increase dam slope soil body skid resistance.After having laid anchor cable, because the existence of prestress anchorage cable extruding reinforcement effect and the effect of bonding frictional resistance makes that the combination between the soil body is more tight, globality is stronger, and the dam body Side Slope Safety Coefficient is higher relatively.Under stability-enhanced prerequisite, can consider suitably to increase the inclination angle of upstream and downstream face dam slope,, dwindle the volume of dam body to reduce the dam body bottom width, play an important role for the coordination layout of hinge and the engineering quantity of minimizing dam embankment material like this, construction cost significantly reduces.(1), (2) formula has promptly only been carried out computational analysis in the situation of upstream face arrangement prestress anchor cable at embodiment 1, among the embodiment 2, arrange anchor cable simultaneously in the both sides, upstream and downstream, basic identical among computational methods and result and the embodiment 1, calculation diagram such as Fig. 5, shown in Figure 6.
The present invention is in the layered rolling process, and default anchor cable in dam body after dam embankment finishes, carries out stretch-draw applying prestressing force to prestress anchorage cable 12, and cooperates building and the laying of downstream protection slope of upstream face panel.The existence of prestress anchorage cable 12 has strengthened the globality of dam structure, effectively reduces the distortion that rockfill is produced under deadweight and external load effect.Simultaneously, prestress anchorage cable 12 is combined panel and bed course well, can reduce the relative changing of the relative positions and slippage between the two effectively.In addition, the existence of injecting cement paste has important function to the whole seismic stability that strengthens dam structure, helps strengthening the stability of dam slope, can effectively be controlled at the slippage of loose rock dam side slope under the severe earthquake action.Guaranteeing can suitably to increase the gradient of dam slope under the stable prerequisite of dam slope, the dam body bottom width reduces relatively, and dam embankment material consumption reduces thereupon, has reduced engineering cost.
Claims (5)
1. anchoring rock, it is characterized in that: arrange many group prestress anchorage cables (12) in dam body upstream one side, one end of prestress anchorage cable (12) is fixed on dam body rockfill inside, after prestress anchorage cable (12) passed main enrockment district (6), transition zone (5), bed course district (3) and concrete slab (11) successively, the other end of prestress anchorage cable (12) was fixed on concrete slab (11) external surface;
The structure of described prestress anchorage cable (12) is, comprises sleeve pipe (27), and an end of sleeve pipe (27) is fixedlyed connected with end enlarged body (28), and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe (27) is provided with a plurality of isolating frames (24) and a guiding cap (26), and guiding cap (26) is fixedlyed connected with end enlarged body (28); The other end of sleeve pipe (27) is provided with steel bushing (21), steel bushing (21) passes concrete slab (11), the bared end of steel bushing (21) is enclosed with concrete pedestal (23) along circumference, the outer face of concrete pedestal (23) is connected with bearing plate (17) by built-in fitting (18), bearing plate (17) is connected with anchor slab (16) on the outer face, anchor slab (16) is equipped with jack (14) by limiting plate (15) on the outer face, the outer end of jack (14) is connected with ground tackle (13), a termination of fixedly connected many steel strand (22) in the ground tackle (13), another termination of all steel strand (22) is passed jack (14) successively, limiting plate (15), anchor slab (16), behind the bearing plate (17), fixedly connected with guiding cap (26) by inner each isolating frame (24) back of sleeve pipe (27) successively, all steel strand (22) also are woven with a plurality of pinned sheepshanks (25).
2. anchoring rock according to claim 1, it is characterized in that: described steel bushing (21) tube wall is communicated with grout pipe (19) and overfall stack (20), and grout pipe (19) passes concrete pedestal (23) respectively with overfall stack (20) and is connected with external equipment.
3. anchoring rock is characterized in that: arrange many group prestress anchorage cables (12) simultaneously in both sides, dam body upstream and downstream,
In one side towards the upstream, one end of prestress anchorage cable (12) is fixed on dam body rockfill inside, after prestress anchorage cable (12) passed main enrockment district (6), transition zone (5), bed course district (3) and concrete slab (11) successively, the other end of prestress anchorage cable (12) was fixed on concrete slab (11) external surface; In one side towards the downstream, one end of prestress anchorage cable (12) is fixed on dam body rockfill inside, after prestress anchorage cable (12) passed enrockment district, downstream (7) and downstream protection slope (8) successively, the other end of prestress anchorage cable (12) was fixed on downstream protection slope (8) external surface
The structure of described prestress anchorage cable (12) is, comprises sleeve pipe (27), and an end of sleeve pipe (27) is fixedlyed connected with end enlarged body (28), and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe (27) is provided with a plurality of isolating frames (24) and a guiding cap (26), and guiding cap (26) is fixedlyed connected with end enlarged body (28);
The other end of sleeve pipe (27) is provided with steel bushing (21), steel bushing (21) passes concrete slab (11), the bared end of steel bushing (21) is enclosed with concrete pedestal (23) along circumference, the outer face of concrete pedestal (23) is connected with bearing plate (17) by built-in fitting (18), bearing plate (17) is connected with anchor slab (16) on the outer face, anchor slab (16) is equipped with jack (14) by limiting plate (15) on the outer face, the outer end of jack (14) is connected with ground tackle (13), a termination of fixedly connected many steel strand (22) in the ground tackle (13), another termination of all steel strand (22) is passed jack (14) successively, limiting plate (15), anchor slab (16), behind the bearing plate (17), fixedly connected with guiding cap (26) by inner each isolating frame (24) back of sleeve pipe (27) successively, all steel strand (22) also are woven with a plurality of pinned sheepshanks (25).
4. anchoring rock according to claim 3, it is characterized in that: described steel bushing (21) tube wall is communicated with grout pipe (19) and overfall stack (20), and grout pipe (19) passes concrete pedestal (23) respectively with overfall stack (20) and is connected with external equipment.
5. the construction process of an anchoring rock is characterized in that,
Arrange many group prestress anchorage cables (12) in dam body upstream one side, perhaps arrange many group prestress anchorage cables (12) simultaneously in the both sides, upstream and downstream,
In one side towards the upstream, one end of prestress anchorage cable (12) is fixed on dam body rockfill inside, after prestress anchorage cable (12) passed main enrockment district (6), transition zone (5), bed course district (3) and concrete slab (11) successively, the other end of prestress anchorage cable (12) was fixed on concrete slab (11) external surface; In one side towards the downstream, one end of prestress anchorage cable (12) is fixed on dam body rockfill inside, after prestress anchorage cable (12) passed enrockment district, downstream (7) and downstream protection slope (8) successively, the other end of prestress anchorage cable (12) was fixed on downstream protection slope (8) external surface
The structure of described prestress anchorage cable (12) is, comprises sleeve pipe (27), and an end of sleeve pipe (27) is fixedlyed connected with end enlarged body (28), and this end is fixedly mounted on dam body rockfill inside; The internal layout of sleeve pipe (27) is provided with a plurality of isolating frames (24) and a guiding cap (26), and guiding cap (26) is fixedlyed connected with end enlarged body (28); The other end of sleeve pipe (27) is provided with steel bushing (21), steel bushing (21) passes concrete slab (11), the bared end of steel bushing (21) is enclosed with concrete pedestal (23) along circumference, the outer face of concrete pedestal (23) is connected with bearing plate (17) by built-in fitting (18), bearing plate (17) is connected with anchor slab (16) on the outer face, anchor slab (16) is equipped with jack (14) by limiting plate (15) on the outer face, the outer end of jack (14) is connected with ground tackle (13), a termination of fixedly connected many steel strand (22) in the ground tackle (13), another termination of all steel strand (22) is passed jack (14) successively, limiting plate (15), anchor slab (16), behind the bearing plate (17), fixedly connected with guiding cap (26) by inner each isolating frame (24) back of sleeve pipe (27) successively, all steel strand (22) also are woven with a plurality of pinned sheepshanks (25)
This method is implemented according to following steps according to aforesaid structure:
Step 1. is carried out filling of dam body rockfill
According to the technical requirements of anchoring rock, the method that adopts thin layer to roll, construction has been put down in filling of bedding material, transition material and main enrockment, evenly rises;
The installation of step 2. prestress anchorage cable (12)
2.1) service sleeve, when the dam body rockfill fills installation position elevation to prestress anchorage cable (12), carry out the laying of sleeve pipe (27), and, steel bushing (21) is passed the cross section that is provided with of concrete slab (11) end enlarged body (28) densification in rockfill;
2.2) will pass all isolating frames (24) in the sleeve pipe (27) from the steel strand (22) that guiding cap (26) one ends are drawn successively, and the braiding pinned sheepshank (25) that whenever keeps at a certain distance away;
The slip casting of step 3. anchor cable
By grout pipe (19) anchor cable is carried out slip casting, after slip casting is finished, proceed filling of dam body rockfill and increase, repeat aforementioned work until next anchor cable layout elevation place; After dam embankment is finished, carry out the construction of concrete slab (11);
The laying of step 4. prestressed stretch-draw facility
At the steel bushing that exposes the panel end (21) concrete pedestal (23) is set on every side, concrete pedestal (23) outer face connects bearing plate (17) by built-in fitting (18), bearing plate (17) connects anchor slab (16) on the outer face, by limiting plate (15) jack (14) is installed on anchor slab (16) outer face, the outer end of jack (14) connects ground tackle (13), another termination of all steel strand (22) connects by ground tackle (13) after passing bearing plate (17), anchor slab (16), limiting plate (15), jack (14), ground tackle (13) successively;
The prestressed stretch-draw of step 5. prestress anchorage cable (12)
Utilize jack (14) with all steel strand (22) integral tension together to tensile load; With steel strand (22) locking, keep the stretching force of steel strand (22) by ground tackle (13).
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| CN102644259A (en) * | 2012-03-05 | 2012-08-22 | 西安理工大学 | Anchored concrete retaining wall rock-fill dam and building method thereof |
| CN102720165A (en) * | 2012-06-25 | 2012-10-10 | 中国水电顾问集团中南勘测设计研究院 | Dam slope of panel rock-fill dam |
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| CN102644259A (en) * | 2012-03-05 | 2012-08-22 | 西安理工大学 | Anchored concrete retaining wall rock-fill dam and building method thereof |
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| CN103147776A (en) * | 2013-03-15 | 2013-06-12 | 金川集团股份有限公司 | Method for reinforcing shallow part of mine shaft with long anchor cable |
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| CN105625272A (en) * | 2016-01-30 | 2016-06-01 | 清华大学 | 3 D building system and method for earth-rock dam |
| CN106400743A (en) * | 2016-09-22 | 2017-02-15 | 南昌大学 | Filtration structure for dam |
| CN108536978A (en) * | 2018-04-17 | 2018-09-14 | 中国水利水电科学研究院 | A method of prevent High Concrete Dam gallery crown from cracking |
| CN109113030A (en) * | 2018-09-13 | 2019-01-01 | 西京学院 | A kind of the panel anti-seismic structure and its construction method of concrete face rockfill dam |
| CN109113030B (en) * | 2018-09-13 | 2020-11-13 | 西京学院 | Concrete panel rock-fill dam panel seismic structure and construction method thereof |
| CN109403321A (en) * | 2018-09-14 | 2019-03-01 | 中国人民解放军陆军勤务学院 | Construction method of filling slope prestressed anchor cable |
| CN109083172A (en) * | 2018-09-21 | 2018-12-25 | 大连兴利路桥工程有限公司 | Coastal beach area adapts to the earth rock cofferdam and its construction method that northern ice slush influences |
| CN109629524A (en) * | 2018-12-20 | 2019-04-16 | 重庆大学 | A kind of FRP Combined concrete panel earth and rockfill dam and its construction method |
| CN109706896A (en) * | 2019-01-05 | 2019-05-03 | 黄河勘测规划设计有限公司 | The big longitudinal slope river rock-fill dams downstream dam slope anti-shock methods in high seismic intensity area |
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