CN102296571B - 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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- CN102296571B CN102296571B CN 201110150959 CN201110150959A CN102296571B CN 102296571 B CN102296571 B CN 102296571B CN 201110150959 CN201110150959 CN 201110150959 CN 201110150959 A CN201110150959 A CN 201110150959A CN 102296571 B CN102296571 B CN 102296571B
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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 rock-fill dam of anchoring panel, the invention still further relates to the construction process of this kind rock-fill dam of anchoring panel.
Background technology
Rock is take enrockment as material of main part and braced structures, the earth and rockfill dam dam type take concrete slab as the antiseepage body.The advantages such as this dam type is less because of its section, easy construction, applicability is strong, cost is low are subject to the extensive attention of domestic and international Ba Gongjie, obtain general promotion and application, and from the operation conditions at present built dam, the operating condition on most of dams is good.Although rock has good application prospect, but the design of rock is basically still experimental at present, 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 force and deformation 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 more 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 forms, engineering properties has determined can produce larger distortion under its deadweight and water ballast(ing) effect, and sedimentation and deformation is particularly evident.And concrete slab is take the bed course of rockfill as the basis, 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 bed course occurs, 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, stress and the condition of work of panel change.When excessive panel come to nothing over panel bear the limit time, panel can produce the crack, the barrier performance of counter plate and periphery fissure waterstop working property produce a very large impact.
Current seismic stability and the further investigation of dynamic characteristics and failure mechanism thereof for face dam is relative less, the reflect design experiences of some rock of over-borrowing, and the seismic measures of taking lacks necessary theoretical foundation.Engineering circles institute conventional wisdom thinks that rock has stronger anti-seismic performance, this is to be determined by the form of structure of rock, and in fact, most built rocks all are arranged in, low earthquake earthquake intensity is regional, there is no so far a seat surface sheetpile masonry dam and live through the violent earthquake effect.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 to 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 relatively slow, cause under the certain prerequisite of height of dam, the dam body bottom width is larger, 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 not.
Summary of the invention
The purpose of this invention is to provide a kind of rock-fill dam of anchoring panel, solved existing dam body because the relative changing of the relative positions occurs deformation between rockfill and concrete slab, cause stress and the condition of work of panel to change, whole seismic stability is inadequate, and the dam slope design is relatively slow, causes under the certain prerequisite of height of dam, the dam body bottom width is larger, 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 not problem.
Another object of the present invention is to provide the construction process of above-mentioned rock-fill dam of anchoring panel.
The technical solution adopted in the present invention is,
The first, a kind of rock-fill dam of anchoring panel, one side is arranged many group prestress anchorage cables in the dam body upstream, it is inner that one end of prestress anchorage cable is fixed on the dam body rockfill, after prestress anchorage cable passed main rockfill area, 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 fixedly connected with the end expanding body, and it is inner that this end is fixedly mounted on the dam body rockfill, the internal layout of sleeve pipe is provided with a plurality of isolating frames and a guiding cap, and guiding cap is fixedly connected with the end expanding 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, be fixedly connected with a termination of many steel strand in ground tackle, another termination of all steel strand is passed jack successively, limiting plate, anchor slab, after bearing plate, be fixedly connected with guiding cap after each isolating frame by inside pipe casing successively, all steel strand also are woven with a plurality of pinned sheepshanks,
The second, a kind of rock-fill dam of anchoring panel, arrange simultaneously many group prestress anchorage cables in both sides, dam body upstream and downstream, in one side towards the upstream, it is inner that one end of prestress anchorage cable is fixed on the dam body rockfill, after prestress anchorage cable passed main rockfill area, 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, it is inner that an end of prestress anchorage cable is fixed on the dam body rockfill, and after prestress anchorage cable passed downstream rockfill area 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 fixedly connected with the end expanding body, and it is inner that this end is fixedly mounted on the dam body rockfill, the internal layout of sleeve pipe is provided with a plurality of isolating frames and a guiding cap, and guiding cap is fixedly connected with the end expanding 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, be fixedly connected with a termination of many steel strand in ground tackle, another termination of all steel strand is passed jack successively, limiting plate, anchor slab, after bearing plate, be fixedly connected with guiding cap after each isolating frame by 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 rock-fill dam of anchoring panel, one side is arranged many group prestress anchorage cables in the dam body upstream, perhaps arrange simultaneously many group prestress anchorage cables in the both sides, upstream and downstream, in one side towards the upstream, it is inner that one end of prestress anchorage cable is fixed on the dam body rockfill, and after prestress anchorage cable passed main rockfill area, 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, it is inner that an end of prestress anchorage cable is fixed on the dam body rockfill, and after prestress anchorage cable passed downstream rockfill area 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 fixedly connected with the end expanding body, and it is inner that this end is fixedly mounted on the dam body rockfill, the internal layout of sleeve pipe is provided with a plurality of isolating frames and a guiding cap, and guiding cap is fixedly connected with the end expanding 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, be fixedly connected with a termination of many steel strand in ground tackle, another termination of all steel strand is passed jack successively, limiting plate, anchor slab, after bearing plate, be fixedly connected with guiding cap after each isolating frame by 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 rock-fill dam of anchoring panel technical requirements, the method that adopts thin layer to roll, construction has been put down in filling of bedding material, Transition Materials 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 with the densification in rockfill of end expanding body, steel bushing is passed the cross section that arranges of concrete slab;
2.2) will pass successively from the steel strand that guiding cap one end is drawn all isolating frames in sleeve pipe, and at interval of pinned sheepshank of certain distance braiding;
By grout pipe, anchor cable is carried out slip casting, after slip casting is completed, proceed that filling of dam body rockfill increased until next anchor cable is arranged and the elevation place repeat aforementioned work; After dam embankment is completed, 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, anchor slab is installed jack by limiting plate on the 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, control the relative changing of the relative positions of the panel that caused by the rockfill distortion and bed course, improve the stress of panel.Strengthen the whole seismic stability of dam structure, effectively be controlled at the slippage of loose rock dam dam slope under severe earthquake action, guaranteeing suitably to increase the dam slope gradient under the stable prerequisite of dam slope, reduce the dam body bottom width, reduce dam embankment material consumption, reduce engineering cost.
Description of drawings
Fig. 1 is the structural representation of rock-fill dam of anchoring panel embodiment 1 of the present invention;
Fig. 2 is the structural representation of rock-fill dam of anchoring panel embodiment 2 of the present invention;
Fig. 3 is the prestress anchorage cable structural representation in rock-fill dam of anchoring panel of the present invention;
Fig. 4 is the construction process figure of the construction process of rock-fill dam of anchoring panel of the present invention;
Fig. 5 is the calculation diagram of rock-fill dam of anchoring panel embodiment 1 of the present invention;
Fig. 6 is the calculation diagram of rock-fill dam of anchoring panel embodiment 2 of the present invention.
In figure, 1. upstream apron district, 2. lid heavy district, 3. bed course district, 4. special bed course district, 5. transition zone, 6. main rockfill area, 7. downstream rockfill area, 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 expanding bodies.
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 the 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 rockfill area 6, downstream rockfill area 7, downstream protection slope 8 from upstream one side direction downstream one side of dam body; Special bed course district 4 is set in all side seams downstream of dam body; For highly higher dam body, upstream apron district 1 and lid should be set at the position, the end of concrete slab 11 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 rock-fill dam of anchoring panel of the present invention, being divided into two kinds of structures according to the difference of prestress anchorage cable 12 arrangement forms implements, only comprise the embodiment 1 at dam body upstream one side arrangement prestress anchor cable 12, and in both sides, dam body upstream and downstream the embodiment 2 of arrangement prestress anchor cable 12 simultaneously.
In embodiment 1 as Fig. 1, only one side is arranged many group prestress anchorage cables 12 in the dam body upstream, it is inner that one end of prestress anchorage cable 12 is fixed on the dam body rockfill, after prestress anchorage cable 12 passed main rockfill area 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 embodiment 2 as Fig. 2, arrange simultaneously respectively many group prestress anchorage cables 12 in both sides, dam body upstream and downstream, towards upstream concrete slab 11 1 sides, it is inner that one end of prestress anchorage cable 12 is fixed on the dam body rockfill, after prestress anchorage cable 12 passed main rockfill area 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, it is inner that an end of prestress anchorage cable 12 is fixed on the dam body rockfill, and after prestress anchorage cable 12 passed downstream rockfill area 7 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 the prestress anchorage cable 12 that uses in the structure of rock-fill dam of anchoring panel of the present invention is, comprises sleeve pipe 27, and an end of sleeve pipe 27 is fixedly connected with end expanding body 28, and it is inner that this end is fixedly mounted on the dam body rockfill; 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 fixedly connected with end expanding 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, be fixedly connected with a termination of many steel strand 22 in ground tackle 13, another termination of all steel strand 22 is passed jack 14 successively, limiting plate 15, anchor slab 16, after bearing plate 17, be fixedly connected with guiding cap 26 after each isolating frame 24 by sleeve pipe 27 inside and pinned sheepshank 25 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 respectively isolating frame 24 and pinned sheepshank 25, steel strand 22 terminations realize being fixedly connected with end expanding body 28 by guiding cap 26, after the rockfill densification of building a dam, end expanding body 28 makes prestress anchorage cable 12 and rockfill better be bonded as integral body, more is conducive to strengthen 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 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 in order to 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 rock-fill dam of anchoring panel of the present invention, according to aforesaid structure, implement according to following steps:
According to the rock-fill dam of anchoring panel technical requirements, the method that adopts thin layer to roll, construction has been put down in filling of bedding material, Transition Materials 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 with end expanding body 28 densification in rockfill, steel bushing 21 is passed the cross section that arranges of concrete slab 11;
2.2) will pass successively from the steel strand 22 that guiding cap 26 1 ends are drawn all isolating frames 24 in sleeve pipe 27, and at interval of 1 pinned sheepshank 25 of certain distance braiding;
Carry out slip casting by 19 pairs of anchor cables of grout pipe, after slip casting is completed, proceed that filling of dam body rockfill increased until next anchor cable is arranged the elevation place; After dam embankment is completed, 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 successively bearing plate 17, anchor slab 16, limiting plate 15, jack 14, ground tackle 13;
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 loops according to elevation and said procedure.
The structure construction of rock-fill dam of anchoring panel of the present invention, improved form of structure on the basis of existing rock layout subregion, namely lay the dam structure that prestress anchorage cable 12 forms rockfill and anchoring body collaborative work, jointly resists load in rockfill, to strengthen the resistance to overturning of dam body.Rock-fill dam of anchoring panel is divided into bed course district, transition region, main rockfill area, downstream rockfill area downstream from the upstream, special bed course district is set in all side seams downstreams.The method that adopts thin layer to roll, construction has been put down in filling of bedding material, Transition Materials and main enrockment, evenly rises.Prestress anchorage cable 12 in 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 meet designing requirement, internal diameter should be greater than more than 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 completing anchor cable establishment, installation and slip casting, through maintenance after a while, continue the filling construction of next stage dam body, when filling to next anchor cable laying elevation, repeat above-mentioned work.After dam embankment is completed, adopt sliding shuttering to carry out building of upstream concrete slab, and anchor head is installed is carried out anchorage cable stretching, should first carry out pretension to single steel strand before 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 complete 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 during installation, strict center line and the steel pipe center line of controlling anchor plate coincides.
Dam body slope stability of the present invention is calculated according to Sweden 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, also comprise the active force of the mutual extruding that produces due to the existence of prestress anchorage cable between native bar, what all anchor cables produced makes a concerted effort, and uses F
iExpression, considering to arrange that in the anchor cable situation, the safety factor of dam slope is:
Can be found out by (1), (2) formula, the anchored force body that anchor cable provides has the effect that hinders native bar down sliding along the tangential component of slip circle, increase pressure between native bar and bottom soil layer along the component of normal direction, played the effect that increases dam slope soil body skid resistance.After having laid anchor cable, the existence due to prestress anchorage cable extruding reinforcement effect and the effect of bonding frictional resistance makes the combination between the soil body more tight, and globality is stronger, and the dam body Side Slope Safety Coefficient is relatively high.Under stability-enhanced prerequisite, can consider suitably to increase the inclination angle of upstream and downstream face dam slope, to reduce the dam body bottom width, dwindle the volume of dam body, 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 namely only been carried out computational analysis in the situation of upstream face arrangement prestress anchor cable for embodiment 1, in embodiment 2, arrange simultaneously anchor cable in the both sides, upstream and downstream, basic identical in computational methods and result and 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 coordinates 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 produces under deadweight and external load effect.Simultaneously, prestress anchorage cable 12 is combined panel and bed course well, the relative changing of the relative positions and slippage between effectively reducing both.In addition, the existence of injecting cement paste is conducive to strengthen the stability of dam slope to strengthening the whole seismic stability important role of dam structure, can effectively be controlled at the slippage of loose rock dam side slope under 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 (3)
1. rock-fill dam of anchoring panel, it is characterized in that: one side is arranged many group prestress anchorage cables (12) in the dam body upstream, it is inner that one end of prestress anchorage cable (12) is fixed on the dam body rockfill, after prestress anchorage cable (12) passed main rockfill area (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 fixedly connected with end expanding body (28), and it is inner that this end is fixedly mounted on the dam body rockfill, 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 fixedly connected with end expanding 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, described steel bushing (21) tube wall is communicated with grout pipe (19) and overfall stack (20), grout pipe (19) is connected 20 with the overfall stack) pass respectively concrete pedestal (23) and be connected with external equipment, 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), be fixedly connected with a termination of many steel strand (22) in ground tackle (13), another termination of all steel strand (22) is passed jack (14) successively, limiting plate (15), anchor slab (16), after bearing plate (17), successively by being fixedly connected with guiding cap (26) after inner each isolating frame (24) of sleeve pipe (27), all steel strand (22) also are woven with a plurality of pinned sheepshanks (25).
2. rock-fill dam of anchoring panel, it is characterized in that: arrange simultaneously many group prestress anchorage cables (12) in both sides, dam body upstream and downstream, in one side towards the upstream, it is inner that one end of prestress anchorage cable (12) is fixed on the dam body rockfill, after prestress anchorage cable (12) passed main rockfill area (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, it is inner that one end of prestress anchorage cable (12) is fixed on the dam body rockfill, after prestress anchorage cable (12) passes downstream rockfill area (7) and downstream protection slope (8) successively, the other end of prestress anchorage cable (12) is fixed on downstream protection slope (8) external surface, the structure of described prestress anchorage cable (12) is, comprise sleeve pipe (27), an end of sleeve pipe (27) is fixedly connected with end expanding body (28), and it is inner that this end is fixedly mounted on the dam body rockfill; 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 fixedly connected with end expanding 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, described steel bushing (21) tube wall is communicated with grout pipe (19) and overfall stack (20), grout pipe (19) is connected 20 with the overfall stack) pass respectively concrete pedestal (23) and be connected with external equipment, 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), be fixedly connected with a termination of many steel strand (22) in ground tackle (13), another termination of all steel strand (22) is passed jack (14) successively, limiting plate (15), anchor slab (16), after bearing plate (17), successively by being fixedly connected with guiding cap (26) after inner each isolating frame (24) of sleeve pipe (27), all steel strand (22) also are woven with a plurality of pinned sheepshanks (25).
3. the construction process of a rock-fill dam of anchoring panel, is characterized in that,
One side is arranged many group prestress anchorage cables (12) in the dam body upstream, perhaps arranges simultaneously many group prestress anchorage cables (12) in the both sides, upstream and downstream,
In one side towards the upstream, it is inner that one end of prestress anchorage cable (12) is fixed on the dam body rockfill, after prestress anchorage cable (12) passed main rockfill area (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, it is inner that one end of prestress anchorage cable (12) is fixed on the dam body rockfill, after prestress anchorage cable (12) passed downstream rockfill area (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 fixedly connected with end expanding body (28), and it is inner that this end is fixedly mounted on the dam body rockfill, 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 fixedly connected with end expanding 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), be fixedly connected with a termination of many steel strand (22) in ground tackle (13), another termination of all steel strand (22) is passed jack (14) successively, limiting plate (15), anchor slab (16), after bearing plate (17), successively by being fixedly connected with guiding cap (26) after inner each isolating frame (24) of sleeve pipe (27), 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 rock-fill dam of anchoring panel technical requirements, the method that adopts thin layer to roll, construction has been put down in filling of bedding material, Transition Materials 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 with end expanding body (28) densification in rockfill, steel bushing (21) is passed the cross section that arranges of concrete slab (11);
2.2) will pass successively from the steel strand (22) that guiding cap (26) one ends are drawn all isolating frames (24) in sleeve pipe (27), and at interval of a certain distance braiding pinned sheepshank (25);
Step 3. anchor rope grouting
By grout pipe (19), anchor cable is carried out slip casting, after slip casting is completed, proceed that filling of dam body rockfill increased until next anchor cable is arranged and the elevation place repeat aforementioned work; After dam embankment is completed, 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) is passed bearing plate (17) successively, anchor slab (16), limiting plate (15), jack (14), after ground tackle (13), connect by ground tackle (13),
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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| CN102644259B (en) * | 2012-03-05 | 2014-11-26 | 西安理工大学 | Anchored concrete retaining wall rock-fill dam and building method thereof |
| CN102720165B (en) * | 2012-06-25 | 2015-06-17 | 中国电建集团中南勘测设计研究院有限公司 | Dam slope of panel rock-fill dam |
| 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 |
| CN104110012A (en) * | 2014-07-28 | 2014-10-22 | 中国电建集团西北勘测设计研究院有限公司 | Low-permeability rock-fill material concrete panel rock-fill dam |
| CN105625272B (en) * | 2016-01-30 | 2017-08-11 | 清华大学 | The 3D building systems and method of construction of earth and rockfill dam |
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| 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 |
| CN112900383B (en) * | 2021-01-21 | 2023-02-28 | 中国电建集团华东勘测设计研究院有限公司 | Combined structure type of flow surface of water release structure and construction method thereof |
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| US6413014B1 (en) * | 1997-05-12 | 2002-07-02 | Sigurd Melin | Damming device for erecting a liquid-damming protective bank |
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