CN205591176U - 300m level panel rock -fill dam self -supporting panel structure system - Google Patents
300m level panel rock -fill dam self -supporting panel structure system Download PDFInfo
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- CN205591176U CN205591176U CN201620006605.6U CN201620006605U CN205591176U CN 205591176 U CN205591176 U CN 205591176U CN 201620006605 U CN201620006605 U CN 201620006605U CN 205591176 U CN205591176 U CN 205591176U
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
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Abstract
The utility model discloses a 300m level panel rock -fill dam self -supporting panel structure system, wherein the rock -fill dam includes multistage panel piecemeal and bed course, transition layer, main enrockment district and inferior enrockment district, main enrockment district with inferior enrockment district has constituted the rockfill, still be provided with the power that passes bench between upper panel between two adjacent panel piecemeals, the lower floor's panel, the other end that passes the power bench passes through draw dowel horizontally connect pre -buried anchor spindle subassembly in the rock -fill dam, the utility model provides a 300m level panel rock -fill dam self -supporting panel structure system, structural design is reasonable, can promote concrete panel's structural strength, bearing capacity, cracking resistance effectively, can effectively reduce the deformation of panel.
Description
Technical field
This utility model relates to water conservancy and hydropower equipment technical field, particularly relates to a kind of 300m level rock self-bearing type panel construction system.
Background technology
CFRD is with rockfill as supporting structure, and casting concrete panel in surface is as the rock-fill dams of leakage preventing structure at its upstream, is called for short rock or face dam.CFRD its belong to earth and rockfill dam type.
CFRD is to grow up after the sixties.Sloping core (or panel) rock-fill dams impervious body is positioned at rockfill upstream, and material has earth material, armored concrete, bituminous concrete, timber etc..The antiseepage soil body can be placed on rockfill upstream, it is possible to arranges thicker heap rock layers on soil sloping core.CFRD is mainly made up of rockfill and seepage control system, the most specifically, CFRD is typically made up of following structure: i.e. concrete slab (or being called for short panel), toe board, bed course, transition zone, main rockfill area, secondary rockfill area forms (as shown in Figure 1).
But, for 300m level CFRD, owing to dam increases, panel plagioclase increases, water pressure increases, if the version of the panel that follows conventional lines, the cumulative stress of lower floor's panel will be increased by upper strata panel accordingly, this will deteriorate the stress state of lower floor's (particularly bottom) panel, and counter plate material property is proposed higher requirement by this.Secondly, dam increase cause dam body filler deformation increase, the deformation causing its attachment panel is increased by deformation that dam body is bigger accordingly, thus produce the extruding between panel, bend, fracture, faulting of slab ends, the deformation such as tear, add water pressure load jointly to act on, the lower panel on conventional panels dam the most very heavy burden.
Additionally, from the most built, can be seen that in the panel layout design of 150m～the 300m level face dam built or plan to build, current conventional method is all to mat formation " Transition Materials+bedding material+panel+locally bedding material " successively at main rockfill upstream dam facing, the joint seal design being aided with again between panel and location plate seepage prevention design, the entirety defining conventional panels dam prevents blending water-retaining structure.Conventional panels dam is all with rockfill as supporting structure, using concrete slab as leakage preventing structure.And the tired block mode of the upper and lower deck panels due to concrete slab, lower floor's panel the most also becomes the supporting structure of upper strata panel.The disadvantage that conventional panels dam exists is exactly the tired block support pattern of upper strata panel pressure deck panels.Under gravity, the stress causing panel is deteriorated by panel along the weight component of dam facing, and increases with dam body height, and water pressure and deadweight component increase, and panel force-bearing situation causes anxiety.
In sum, the panel anticracking deformation how solving 300m level face dam is those skilled in the art's technical problems urgently to be resolved hurrily.
Utility model content
Solve at present both at home and abroad the main path of this problem and have four aspects:
1) high concrete panel dam rockfill deformation control method and correlation engineering Study on Measures.Because in face dam designs, the Deformation control of dam body is most important factor, and it influences whether stress and the deformation of panel, the displacement etc. of seam.And the deformation modulus of enrockment depends primarily on the character of rockfill materials, the grating of enrockment and the situation of construction compacting, for extra-high dam, rockfill should be made to reach the highest deformation modulus, under deadweight and water ballast(ing) effect, only produce the least deformation realizing it.The deformation of rockfill mainly includes instantaneous deformation and the deformation of creep, and they are all closely related with the stress state of dam body and stress level, i.e. has direct relation with the height of dam body.Therefore, method for designing and the working measure of 200m level face dam can not be simply copied on 300m level face dam.
2) rock seam system method for designing and panel stress betterment works Study on Measures.For rock, its concrete slab is the main defence line of dash antiseepage, and the water-stopping system of slab joint is also the important component part of seepage control of dam.Ensure the reasonable layout of concrete slab stress and the safe and reliable of seam system, be the important topic in the design of extra-high concrete face rockfill dam.
3) rockfill materials engineering characteristic and rock numerical analysis theoretical research.(omiting)
4) high CFRD enrockment filling construction method and control research on standard.(omiting)
Additionally, domestic existing research unit has carried out the research of multistage panel segmentation supporting, but completely different with self-bearing type system in this paper.
Utility model patent in this paper is exactly the stress distribution explored and improved concrete slab by rational parting measure, and make use of the Novel water-stop material of " cover board connection structure on CFRD seam top layer " that obtain utility model patent to improve the face joint water stop system of routine.
The purpose of this utility model is to provide the self-bearing type panel construction system of a kind of 300m level rock, to solve the problems referred to above.
In order to achieve the above object, the technical solution of the utility model is achieved in that
This utility model provides the self-bearing type panel construction system of a kind of 300m level rock, including multistage panel piecemeal and bed course, transition zone, main rockfill area and secondary rockfill area；Described main rockfill area and described rockfill area constitute rockfill；
Adjacent any two pieces of panel piecemeals: i.e. include upper strata panel (i.e. upper strata concrete slab), lower floor's panel (i.e. lower-layer concrete panel)；It is additionally provided with power transmission stool 11 between adjacent two pieces of upper stratas, lower floor's panel；
One end of described power transmission stool 11 is as the panel bearing support of adjacent upper panel Yu lower floor's panel, and is used for separating described upper strata panel, described lower floor panel；The other end of described power transmission stool pass through described in draw rock-fill dams described in dowel 12 level connection joint in pre-buried anchor spindle assembly 13；Described power transmission stool for each deck panels being parallel to the deadweight component of upstream dam facing by described power transmission stool conversion power transmission direction, and pre-buried in rock-fill dams described in draw dowel 12, described anchor spindle assembly 13 component of being conducted oneself with dignity by panel to be successively delivered in enrockment dam body.
Preferably, can embodiment as one；Each described power transmission stool 11 specifically includes backing plate bearing 110, baffle plate 111, baffle plate rib 112, the anti-skidding teeth groove of antidetonation 113, anchor pulling eye 114, anchor draw posttension anchor head 115；
Wherein, described baffle plate 111 is vertically set on the centre position of described backing plate bearing 110；Described anchor pulling eye 114 runs through through described backing plate bearing 110；Described one end drawing dowel 12 is through described anchor pulling eye 114, and draws posttension anchor head 115 to be fixedly connected on described power transmission stool 11 by described anchor, described in draw the other end of dowel 12 to be fixedly connected on described anchor spindle assembly 13；On the end face of described baffle plate 111, installation settings has described baffle plate rib 112 and the anti-skidding teeth groove of described antidetonation 113.
Preferably, can embodiment as one；All it is additionally provided with four on each described power transmission stool 11 and draws anchor head bolt；Described draw anchor head bolt for regulating the degree of tightness of described power transmission stool tension force.
Preferably, can embodiment as one；The overall shape triangular in shape of described backing plate bearing 110 in described power transmission stool 11 structure, it should be noted that backing plate holder ramp must be identical with the angle of horizontal plane with upstream dam facing with the angle of horizontal plane.
Preferably, can embodiment as one；Multiple anti-skidding five face cones 116 it are additionally provided with on the two bottom sides face of described backing plate bearing 110；Multiple anti-skidding five face cones 116 are uniformly arranged on the two bottom sides face of described backing plate bearing.
Preferably, can embodiment as one；Upper strata panel, lower floor's panel panel between horizontal longitudinal joint, vertical extensional seam or pressure property seam in filling be provided with the compounded mix layer of adaptive deformation, and on seam face, coating is provided with one-component poly-material sealing layer 117；Upper strata panel, lower floor's panel panel between gap in be additionally provided with sealing packing layer 118.
Preferably, can embodiment as one；Described anchor spindle assembly 13 specifically includes GSZ 130, draws anchor beam 131, draws anchor base 132, draws Anchor Care set 133 and anchorage 134；A part of level of described GSZ 130 lay be positioned at described in draw the bottom of dowel 12, another part of described GSZ 130 is laid around the bottom of described power transmission stool 11 and is extended；Described draw anchor base 132 and the described fixture drawing Anchor Care set 133 composition to draw dowel described in grip；Described draw anchor beam 131 to be fixedly connected in described fixture, described anchorage 134 draw described in fixing dowel described fixture draw anchor beam in.
Preferably, can embodiment as one；Described anchor spindle assembly 13 also includes multiple drawing dowel locator card 135；Described draw dowel locator card 135 for vertically embedding rockfill, block described in draw dowel 12, keep its horizontal layout vertical with upstream dam facing all the time, and to draw dowel 12 to carry out spacing to described, but do not fix；
Preferably, can embodiment as one；Draw described in multiple dowel locator card 135 uniform intervals arrangement be stuck in described in draw on dowel.
Compared with prior art, the advantage of this utility model embodiment is:
The self-bearing type panel construction system of a kind of 300m level rock that this utility model provides, above-mentioned 300m level rock its mainly by including that the structure such as multistage panel piecemeal and bed course, transition zone, main rockfill area and secondary rockfill area forms；Described main rockfill area and described rockfill area constitute rockfill；
Self-bearing type panel construction system is included in adjacent any two pieces of panel partitioned organizations: upper strata panel (i.e. upper strata concrete slab), lower floor's panel (i.e. lower-layer concrete panel)；It is additionally provided with power transmission stool 11 between adjacent two pieces of upper stratas, lower floor's panel；
One end of described power transmission stool 11 is as the panel bearing support of adjacent upper panel Yu lower floor's panel, and is used for separating described upper strata panel, described lower floor panel；The other end of described power transmission stool pass through described in draw rock-fill dams described in dowel 12 level connection joint in pre-buried anchor spindle assembly 13；Described power transmission stool for each deck panels being parallel to the deadweight component of upstream dam facing by described power transmission stool conversion power transmission direction, and pre-buried in rock-fill dams described in draw dowel 12, described anchor spindle assembly 13 component of being conducted oneself with dignity by panel to be successively delivered in enrockment dam body.
It will be apparent that the self-bearing type panel construction system of this utility model 300m level rock, generally speaking, there is many technique effects of following aspect:
The first, through introducing self-bearing type panel construction system power transmission stool between upper strata panel, lower floor's panel, each deck panels is parallel to the deadweight component power transmission stool conversion power transmission direction by this layer of lower end of upstream dam facing, through the anchor body that draws pre-buried in dam body, panel parallel is successively passed in enrockment dam body in the deadweight component of upstream dam facing；
It should be noted that above-mentioned power transmission stool structure is only applicable to the face dam of more than 250m, then necessary without this for height of dam 250m and following face dam success construction experience thereof.Power transmission stool structural system changes the Path of Force Transfer of traditional panel, tired block mode has been changed over self-supporting mode, guarantee that each deck panels is separate, between levels, panel is completely separated by horizontal longitudinal joint, thus improves the stress (the most also effectively prevent the bottom panel lateral compression by perimeter panel) of panel；
Second, it is separated by upper strata panel by power transmission stool structure level, the interaction of lower floor's panel, thus improve panel and adapt to the performance of dam embankment material deformation, the lower limb of every piece of panel is withstood by power transmission stool baffle plate, limit the lower end movement of panel, the top edge of panel is then the most freely, the deformation of panel self can be adjusted, stress is released, make the panel stress under water pressure and gravity act on jointly closer to the stress of one-way slabs on elastic foundation, the accumulative effect that the multi-direction sedimentation and deformation of dam body of can effectively dissolving produces on panel, the lateral compression effectively preventing panel is destroyed or the generation in crack；
3rd, shorten due to panel vertical extension, weight component along panel direction is rationally shared rear steering by power transmission stool and is reached each layer dam body, dentelation plus power transmission stool baffle plate can effectively prevent panel from deviating under seismic loading, effectively prevent because compressive stress excessive between panel causes slab movement to increase or water slop failure, panel is resisted the performance of macroseism and is strengthened；
4th, at the corresponding elevation of panel-level parting, the pre-settling amount of dam body drawn plus this grid DEM, lay one layer of compound geogrid, and dowel and anchor spindle assembly are drawn in laying thereon, draw dowel should enter main rockfill area through bedding material and Transition Materials, depth of burying d entering main rockfill area can be determined by numerical computations, and by panel width packet numbering, and anchor head is staggeredly arranged along axis of dam direction.This compound geogrid has partially laterally interlocking effect to neighbouring rockfill, they have the restriction effect of local for the horizontal distortion (upstream and downstream direction or Yokogawa to) of dam body enrockment, if the pre-buried grid number of plies is suitably encrypted, the most above-mentioned restriction effect will be enhanced (such as high Tetranychus turkestani), although thus expense can increased, but the effect of its restrained deformation is worth to enrockment high dam；
5th, use the poly-material of one-component as sealing material between panel between panel, improve the water seal design of routine, simplify waterstop construction process, improve stagnant water effect；Particularly having played adhesive property excellent between sealing material and concrete for hydraulic structure and adaptive deformation ability, engineering test proves: the adhesion strength of this material and concrete surface has been over the tensile strength (sealing material used such as theatre face dam) of concrete self.The excellent properties of this material be face dam water seal design, construct, ooze control provide the most wide space.
6th, arrange with modular unit by row's power transmission stool of panel width packet arrangement along axis of dam direction at predeterminated level parting elevation, separate arrangement between each power transmission stool, there is no connection and reserved 3cm gap, this design can fully adapt to the deformation of the dam body settlement after construction before panel pours or coordination erector is poor.Therefore, panel concrete condense before, each power transmission stool be separate and by draw anchor head bolt to regulate degree of tightness or the installation site of power transmission stool tension force, panel pour after just by panel concrete by bonding for single power transmission stool integral plate washer and bearing.
In sum, a kind of 300m level rock self-bearing type panel construction system that this utility model embodiment provides, reasonable in design, can effectively promote the structural strength of rock, bearing capacity, cracking resistance, can effectively reduce dam deformation, improve panel stressing conditions, decrease the risk that dam cracking occurs, ensure that rock uses safety the most for a long time simultaneously.
Accompanying drawing explanation
In order to be illustrated more clearly that this utility model detailed description of the invention or technical scheme of the prior art, the accompanying drawing used required in detailed description of the invention or description of the prior art will be briefly described below, apparently, accompanying drawing in describing below is embodiments more of the present utility model, for those of ordinary skill in the art, on the premise of not paying creative work, it is also possible to obtain other accompanying drawing according to these accompanying drawings.
Fig. 1 is the dam cross section structure schematic diagram of traditional CFRD；
The dam cross section structure schematic diagram of the 300m level rock that Fig. 2 provides for this utility model embodiment；
Partial enlargement structural representation in the 300m level rock that Fig. 3 provides for this utility model embodiment；
The structural representation of the power transmission stool in the 300m level rock that Fig. 4 provides for this utility model embodiment；
The power transmission stool of the 300m level rock that Fig. 5 provides for this utility model embodiment, draw the general assembly structural representation of dowel and anchor spindle assembly；
The power transmission stool of the 300m level rock that Fig. 6 provides for this utility model embodiment and the subassembly structural representation drawing dowel；
The subassembly structural representation drawing dowel and anchor spindle assembly of the 300m level rock that Fig. 7 provides for this utility model embodiment；
The structural representation of the anchor spindle assembly of the 300m level rock that Fig. 8 provides for this utility model embodiment；
The anchor spindle assembly of the 300m level rock that Fig. 9 provides for this utility model embodiment is in the comparison structure schematic diagram of open configuration and closure state；
The 300m level rock that Figure 10 provides for this utility model embodiment draws dowel locator card main TV structure schematic diagram；
The 300m level rock that Figure 11 provides for this utility model embodiment draws dowel locator card side-looking structural representation；
Description of reference numerals:
Power transmission stool 11；Backing plate bearing 110；Baffle plate 111；Baffle plate rib 112；The anti-skidding teeth groove of antidetonation 113；Anchor pulling eye 114；Anchor draws posttension anchor head 115；Anti-skidding five face cones 116；One-component poly-material sealing layer 117；There is sealing packing layer 118；
Draw dowel 12；
Anchor spindle assembly 13；GSZ 130；Draw anchor beam 131；Draw anchor base 132；Draw Anchor Care set 133；Anchorage 134；Draw dowel locator card 135.
Detailed description of the invention
Below in conjunction with accompanying drawing, the technical solution of the utility model is clearly and completely described, it is clear that described embodiment is a part of embodiment of this utility model rather than whole embodiments.Based on the embodiment in this utility model, the every other embodiment that those of ordinary skill in the art are obtained under not making creative work premise, broadly fall into the scope of this utility model protection.
In description of the present utility model, it should be noted that, orientation or the position relationship of the instruction such as term " " center ", " on ", D score, "left", "right", " vertically ", " level ", " interior ", " outward " they be based on orientation shown in the drawings or position relationship; be for only for ease of description this utility model and simplifying and describe; rather than instruction or imply the device of indication or element must have specific orientation, with specific azimuth configuration and operation, therefore it is not intended that to restriction of the present utility model.Additionally, term " first ", " second ", " the 3rd " are only used for describing purpose, and it is not intended that instruction or hint relative importance.
In description of the present utility model, it should be noted that unless otherwise clearly defined and limited, term " is installed ", " being connected ", " connection " should be interpreted broadly, and connects for example, it may be fixing, it is also possible to be to removably connect, or be integrally connected；Can be to be mechanically connected, it is also possible to be electrical connection；Can be to be joined directly together, it is also possible to be indirectly connected to by intermediary, can be the connection of two element internals.For the ordinary skill in the art, above-mentioned term concrete meaning in this utility model can be understood with concrete condition.
Below by specific embodiment and combine accompanying drawing this utility model is described in further detail.
Seeing Fig. 2, a kind of 300m level rock self-bearing type panel construction system that this utility model embodiment provides, including multistage panel piecemeal and bed course, transition zone, main rockfill area and secondary rockfill area；Described main rockfill area and described rockfill area constitute rockfill；
In schematic diagram 2, adjacent any two pieces of panel piecemeals: i.e. include upper strata panel (i.e. upper strata concrete slab), lower floor's panel (i.e. lower-layer concrete panel)；It is additionally provided with power transmission stool 11 between adjacent two pieces of upper stratas, lower floor's panel；
One end of described power transmission stool 11 is as the panel bearing support of adjacent upper panel Yu lower floor's panel, and is used for separating described upper strata panel, described lower floor panel；The other end of described power transmission stool pass through described in draw rock-fill dams described in dowel 12 level connection joint in pre-buried anchor spindle assembly 13；Described power transmission stool changes power transmission direction for each deck panels is parallel to the deadweight component of upstream dam facing by described power transmission stool, and pre-buried in rock-fill dams described in draw dowel 12, described anchor spindle assembly 13 to be successively delivered in enrockment dam body by the panel deadweight component being parallel to upstream dam facing.
It should be noted that, in I takes charge of the above-mentioned 300m level rock self-bearing type panel construction system of utility model, rock includes multistage panel piecemeal and bed course, transition zone, main rockfill area and secondary rockfill area, and self-bearing type panel construction system also includes power transmission stool, draws the structure such as dowel, anchor spindle assembly to form；Described main rockfill area and described rockfill area constitute rockfill；
Through introducing self-bearing type panel construction system power transmission stool between upper strata panel, lower floor's panel, each deck panels is parallel to the deadweight component power transmission stool conversion power transmission direction by this layer of lower end of upstream dam facing, through the anchor body that draws pre-buried in dam body, panel parallel is successively passed in enrockment dam body in the deadweight component of upstream dam facing；
Above-mentioned power transmission stool structure is only applicable to the face dam of more than 250m, then necessary without this for height of dam 250m and following face dam success construction experience thereof.Power transmission stool structural system changes the Path of Force Transfer of traditional panel, tired block mode has been changed over self-supporting mode, guarantee that each deck panels is separate, between levels, panel is completely separated by horizontal longitudinal joint, thus improves the stress (the most also effectively prevent the bottom panel lateral compression by perimeter panel) of panel；
Concrete structure and concrete technique effect to the 300m level rock self-bearing type panel construction system that this utility model embodiment provides do and describe in detail below:
In the concrete structure of power transmission stool:
As shown in Figure 4, see also Fig. 5 and Fig. 6, each described power transmission stool 11 specifically includes backing plate bearing 110, baffle plate 111, baffle plate rib 112, the anti-skidding teeth groove of antidetonation 113, anchor pulling eye 114, anchor draw posttension anchor head 115 simultaneously；
Wherein, described baffle plate 111 is vertically set on the centre position of described backing plate bearing 110；Described anchor pulling eye 114 runs through through described backing plate bearing 110；Described one end drawing dowel 12 is through described anchor pulling eye 114, and draws anchor posttension anchor head 115 to be fixedly connected on described power transmission stool 11 described in passing through, described in draw the other end of dowel 12 to be fixedly connected on described anchor spindle assembly 13；On the end face of described baffle plate 111, installation settings has described baffle plate rib 112 and the anti-skidding teeth groove of described antidetonation 113.
Preferably, can embodiment as one；All it is additionally provided with four on each described power transmission stool 11 and draws anchor head bolt；Described draw anchor head bolt for regulating the degree of tightness of described power transmission stool tension force.
Preferably, can embodiment as one；The overall shape triangular in shape of described backing plate bearing 110 in described power transmission stool 11 structure, it should be noted that backing plate holder ramp must be identical with the angle of horizontal plane with upstream dam facing with the angle of horizontal plane.
Preferably, can embodiment as one；Multiple anti-skidding five face cones 116 it are additionally provided with on the two bottom sides face of described backing plate bearing 110；Multiple anti-skidding five face cones 116 are uniformly arranged on the two bottom sides face of described backing plate bearing.
It should be noted that anti-skidding five face cones can facilitate installing location and increasing the frictional force of power transmission stool and bedding material of power transmission stool.It is provided with the anti-skidding teeth groove of antidetonation on baffle plate, makes panel be difficult to skid off in earthquake is shaken.Anchor ingot uses base to form fixture with sheath, and guarantees that anchor structure is not destroyed in dam embankment rolls；Sheath end face uses inclined-plane to increase the frictional resistance of anchor ingot and filling body.
Preferably, can embodiment as one；Upper strata panel, lower floor's panel panel between horizontal longitudinal joint, vertical extensional seam or pressure property seam in filling be provided with on adaptive deformation compounded mix layer, and seam face coating and be provided with one-component poly-material sealing layer 117；Upper strata panel, lower floor's panel panel between gap in be additionally provided with sealing packing layer 118.
It should be noted that concrete face rockfill dam by being provided with the periphery fissure of sealing, extensional is stitched, bulwark and panel, panel and panel, panel and toe board and the stable basement rock through grouting treatment are linked to be entirety by pressure property seam, forms one complete seepage prevention system.
Analyze above-mentioned power transmission stool structure to understand:
It should be noted that, first, by introducing self-bearing type panel construction system power transmission stool between upper strata panel, lower floor's panel, each deck panels is parallel to the deadweight component of upstream dam facing by the power transmission stool of this layer of lower end conversion power transmission direction, draws anchor body to be passed successively in enrockment dam body in the deadweight component of upstream dam facing by panel parallel through pre-buried in dam body.Power transmission stool structural representation as schematically shown in Figure 4；
Secondly, upper strata panel, lower floor's panel horizontal joint are fully disconnected.The one-way slabs piecemeal rule that panel piecemeal is followed on elastic foundation is carried out, and the upper and lower two ends of panel are reduced to flexible hinged.About panel, vertical parting extensional the most routinely is stitched or pressure property is stitched or periphery fissure design.Power transmission stool is as panel bearing support, and the horizontal longitudinal joint formed by power transmission baffle plate is by completely separated for levels panel, and this just greatly simplify the stress of each deck panels, as shown in Figure 5.
3rd, every meter of single wide power transmission stool actively shortens size 3cm to be adjusted, receives the settlement after construction along axis of dam direction to deform and the alignment error of power transmission stool.Owing to the sedimentation and deformation of enrockment dam body stably typically requires a period of time, and levels panel pours time interval etc., and panel pours front dam body sedimentation value ought to be close to intended sedimentation value, but actually dam body settlement is the most all restrained.
4th, the composite that in this utility model patent horizontal longitudinal joint, vertical extensional or pressure property seam between panel, filling deformation performance is moderate, stop the seam width adapting to dam deformation, seam face coats one-component poly-material sealing.This material is excellent with the adhesive property of concrete surface, and himself deformation performance, ageing resistace are the most excellent, have both adapted to interplate deformation displacement, can effectively close again interplate penetrating passage.Periphery fissure also can use this sealing material.
5th, power transmission stool is that slotting has been installed after bedding material has been constructed, it draws anchorage to be then pre-buried when main rockfill～Transition Materials～bedding material placement in layers reach predetermined elevation, and be spliced by panel width packet with modular unit in axis of dam direction, can fully adapt to the deformation of dam body settlement after construction and alignment error.Meanwhile, bedding material slope protection can use emulsified asphalt or overmolded mortar, should not use extrusion side wall bulkhead tech.Fig. 7 horizontal joint water seal design is schematically as follows:
6th, this utility model patent is from drawing anchorage pre-buried, and the operations such as power transmission stool is installed, anchorage pretension leveling all adapt with conventional panels dam working procedure, disturbs without crossed construction, does not also strengthen difficulty of construction.The selection on installation opportunity can rise piecemeal with dam embankment height, it is also possible to installs after the complete sedimentation of dam embankment tends towards stability, and depends on the general arrangement of panel construction period, certainly selects the latter's Expected Results can be more preferably.
7th, power transmission stool selects triangle combinative structure to depend primarily on the pyrometric cone that in the stability under loading of triangle self and side slope, two articles of minor faces of the stability of construction are formed, and anchor head is embedded in bedding material, uniform force and minimum to side slope disturbance.It should be noted that backing plate holder ramp must be identical with the angle of horizontal plane with upstream dam facing with the angle of horizontal plane.
In the concrete structure of anchor spindle assembly:
The anchor structure anticipated as shown in Figure 5, Figure 7, described anchor spindle assembly 13 specifically includes GSZ 130, draws anchor beam 131, draws anchor base 132, draws Anchor Care set 133 and anchorage 134；A part of level of described GSZ 130 lay be positioned at described in draw the bottom of dowel 12, another part of described GSZ 130 is laid around the bottom of described power transmission stool 11 and is extended；Described draw anchor base 132 and the described fixture drawing Anchor Care set 133 composition to draw dowel described in grip；Described draw anchor beam 131 to be fixedly connected in described fixture, described anchorage 134 draw described in fixing dowel described fixture draw anchor beam in (see also Fig. 8 and Fig. 9).
Analyze above-mentioned anchor structure to understand:
It should be noted that due to above-mentioned draw anchor base 132 with draw Anchor Care set 133 composition fixtures and draw anchor beam 131, the effect played is to fix the one end drawing dowel；The other end drawing dowel is then fixed by anchor head；Therefore the power drawing dowel to be transmitted by power transmission stool, is eventually transferred in rock-fill dams body, draws the drag force of dowel can implement power transmission stool and concrete slab the most firm fixing simultaneously；Above-mentioned pad is metallic gasket, and it can avoid keeper plate of steel generation cirrhosis shape.
Preferably, can embodiment as one；Described anchor spindle assembly 13 also includes multiple drawing dowel locator card 135；Described draw dowel locator card 135 for vertically embedding rockfill, block described in draw dowel 12, keep its horizontal layout vertical with upstream dam facing all the time, and to draw dowel 12 to carry out spacing to described, but fixing (see also Figure 10 and Figure 11)；
Preferably, can embodiment as one；Draw described in multiple dowel locator card 135 uniform intervals arrangement be stuck in described in draw on dowel.
It should be noted that GSZ is a kind of main geosynthetics, compared with other geosynthetics, it has performance and effect of uniqueness.GSZ is commonly used for the muscle material of earth structure or the muscle material etc. of composite.GSZ is divided into Plastics Geogrids, steel plastic geogrid, earth grille and the big class of polyester warp-knitting polyester GSZ four.
This utility model embodiment then uses compound geogrid.It is in the upper punching of the polymer plate (raw material mostly is polypropylene or high density polyethylene (HDPE)) made through extruding, implements orientation stretching the most in a heated condition.Owing to the macromolecule of compound geogrid polymer in the mill can rearrange orientation with heating extension process, strengthen the connecting forces of molecule interchain, reach to improve the purpose of its intensity.Its elongation percentage only has the 10%～15% of raw sheet material.If adding the anti-aging materials such as white carbon black in GSZ, the endurance qualities such as the most acidproof, alkaline-resisting, corrosion-resistant and aging resistance can be made it have.
Correspondingly, this utility model additionally provides the installation method of a kind of 300m level rock self-bearing type panel construction system, comprises the steps:
First, main rockfill area and time rockfill area layer-by-layer rolling construction of rockfill are carried out；And dowel and anchor spindle assembly will be drawn to carry out pre-buried；
Carrying out transition zone, cushion construction subsequently, and it is pre-buried that dowel will be drawn to carry out, power transmission stool is installed, anchorage pretension Levelling operation, carries out other normal process steps operation of face dam construction simultaneously；
Then the constructing operation of each deck panels block placement from bottom to top is carried out；
Anchor spindle assembly wherein carries out also comprising the steps: in pre-buried constructing operation
At the corresponding elevation of panel-level parting, add the pre-settling amount of dam body that this grid DEM draws, determine the elevation location that compound geogrid is laid；Lay one layer of compound geogrid subsequently, and dowel and anchor spindle assembly are drawn in laying thereon, draw dowel generally should enter main rockfill area through bed course and transition zone, depth of burying d entering main rockfill area can be determined by numerical computations, and by panel width packet numbering, and anchor head is staggeredly arranged along axis of dam direction；I.e. draw dowel be then in main rockfill area, transition zone, bed course placement in layers reach pre-buried during predetermined elevation；The constructing operation of power transmission stool wherein also comprises the steps:
Power transmission stool is that slotting is installed after cushion construction completes；
Multiple power transmission stools are arranged with modular unit along axis of dam direction at predetermined face plate level parting elevation, power transmission stool in a row, separate arrangement between each power transmission stool by panel width packet arrangement；
Panel piecemeal concrete slab condense before, each power transmission stool be separate and by draw anchor head bolt to regulate the degree of tightness of power transmission stool tension force, concrete slab pour after just by concrete slab by bonding for power transmission stool integral；
The constructing operation of multistage panel piecemeal also comprises the steps wherein；
Upper strata panel, lower floor's panel panel between horizontal longitudinal joint, vertical extensional seam or pressure property seam in filling be provided with on adaptive deformation compounded mix layer, and seam face coating and be provided with one-component poly-material sealing layer；Upper strata panel, lower floor's panel panel between gap in be additionally provided with sealing packing layer.
The 300m level rock self-bearing type panel construction system explanation provided about this utility model embodiment:
1, the 300m level rock self-bearing type panel construction system that this utility model embodiment provides, the performance bearing upper strata panel and lower floor's panel and hydraulic pressure load is more preferable, good stability；Dam body has good anti-seismic performance, and seismic deformation is little, does not produce pore water pressure because of earthquake；During construction conveniently, and non-cross, do not affect construction speed.During dam construction: according to the operating characteristic of rockfill each several part, respectively different requirements is proposed character, maximum particle diameter, grain composition, compacting degree of compaction, deformation modulus, water penetration and the construction technology of material, to make full use of material property, convenient construction.
2, this utility model embodiment proposes the concept of 300m level face dam self-bearing type panel construction system first.Propose in the layout design of armored concrete panel, panel is turned around and is dispersed in along the weight component in dam facing direction, upstream by self supporting structure system power transmission stool structure among dam body enrockment.So that each deck panels is no longer tired in dam facing direction, upstream builds docking, each deck panels is allowed really to revert to the version of " flexible hinged+elastic foundation one-way slabs " in structure designs, significantly improve the stress of panel, make the resistance to compression of panel, anticracking, adaptation dam deformation performance enhancement.
3, this utility model provides panel self supporting structure system.This system by compound geogrid pre-buried in dam body, anchor spindle assembly, draw between dowel, power transmission stool, baffle plate, seam filler and poly-material sealing etc. to form.Its major function is to turn to and be dispersed among dam body enrockment by panel parallel in the weight component of upstream dam facing, it is achieved the deadweight of each deck panels is by dam body self-supporting.Thus can alleviate panel occur under the influence of dam deformation mutual extruding, faulting of slab ends, fracture, crack, breakage etc..
4, the core of self supporting structure system is anchor spindle assembly, draws the innovative designs such as dowel, power transmission stool and baffle plate, and relevant waterstop construction process and operational procedure.The horizontal longitudinal joint that wherein power transmission stool and baffle plate are formed is divided into separate band by elevation panel, overcomes pressure and the accumulation transmission effects of deformation between tired block formula upper and lower panel.Remaining construction method is in Hydroelectric Project Construction the construction technology of maturation.
5, power transmission stool uses along axis of dam direction and forms by panel width packet arrangement with modular unit, separate between each power transmission stool；Being equivalent to turn to single wide array unit by discrete for the horizontal longitudinal supporting of dam face slab, this design can fully adapt to the deformation of the dam body settlement after construction before panel pours or coordination erector is poor.Self-bearing type panel structure system body matter includes: power transmission stool structure+draw dowel+anchor structure；
In sum, a kind of 300m level rock self-bearing type panel construction system that this utility model embodiment provides, reasonable in design, can effectively promote the structural strength of rock, bearing capacity, cracking resistance, improve panel force-bearing situation, reduce the risk that dam cracking occurs, ensure that rock uses safety the most for a long time simultaneously.
Last it is noted that various embodiments above is only in order to illustrate the technical solution of the utility model, it is not intended to limit；Although this utility model being described in detail with reference to foregoing embodiments, it will be understood by those within the art that: the technical scheme described in foregoing embodiments still can be modified by it, or the most some or all of technical characteristic is carried out equivalent；And these amendments or replacement, do not make the essence of appropriate technical solution depart from the scope of this utility model each embodiment technical scheme.
Claims (9)
1. a 300m level rock self-bearing type panel construction system, it is characterised in that include multistage panel piecemeal and bed course, transition zone, main rockfill area and secondary rockfill area；Described main rockfill area and described rockfill area constitute rockfill；
Adjacent any two pieces of panel piecemeals: i.e. include upper strata panel, lower floor's panel；It is additionally provided with power transmission stool (11) between adjacent two pieces of upper strata panels, lower floor's panel；
One end of described power transmission stool (11) is as the panel bearing support of adjacent upper panel Yu lower floor's panel, and is used for separating described upper strata panel, described lower floor panel；The other end of described power transmission stool is by anchor spindle assembly (13) pre-buried in drawing rock-fill dams described in dowel (12) level connection joint；Described power transmission stool for each deck panels being parallel to the deadweight component of upstream dam facing by described power transmission stool conversion power transmission direction, and pre-buried in rock-fill dams described in draw dowel (12), described anchor spindle assembly (13) component of being conducted oneself with dignity by panel to be successively delivered in enrockment dam body.
2. 300m level rock self-bearing type panel construction system as claimed in claim 1, it is characterised in that
Each described power transmission stool (11) specifically includes backing plate bearing (110), baffle plate (111), baffle plate rib (112), the anti-skidding teeth groove of antidetonation (113), anchor pulling eye (114), anchor draw posttension anchor head (115)；
Wherein, described baffle plate (111) is vertically set on the centre position of described backing plate bearing (110)；Described anchor pulling eye (114) is run through through described backing plate bearing (110)；Described one end drawing dowel (12) passes described anchor pulling eye (114), and draw posttension anchor head (115) to be fixedly connected on described power transmission stool (11) by described anchor, described in draw the other end of dowel (12) to be fixedly connected on described anchor spindle assembly (13)；On the end face of described baffle plate (111), installation settings has described baffle plate rib (112) and the anti-skidding teeth groove of described antidetonation (113).
3. 300m level rock self-bearing type panel construction system as claimed in claim 2, it is characterised in that
All it is additionally provided with four on each described power transmission stool (11) and draws anchor head bolt；Described draw anchor head bolt for regulating the degree of tightness of described power transmission stool tension force.
4. 300m level rock self-bearing type panel construction system as claimed in claim 3, it is characterised in that
The described overall shape triangular in shape of backing plate bearing (110) in described power transmission stool (11) structure.
5. 300m level rock self-bearing type panel construction system as claimed in claim 4, it is characterised in that
Multiple anti-skidding five face cones (116) it are additionally provided with on the two bottom sides face of described backing plate bearing (110)；Multiple anti-skidding five face cones (116) are uniformly arranged on the two bottom sides face of described backing plate bearing.
6. 300m level rock self-bearing type panel construction system as claimed in claim 5, it is characterised in that
Upper strata panel, lower floor's panel panel between horizontal longitudinal joint, vertical extensional seam or pressure property seam in filling be provided with the compounded mix layer of adaptive deformation, and on seam face, coating is provided with one-component poly-material sealing layer (117)；Upper strata panel, lower floor's panel panel between adjacent seam in be additionally provided with sealing filler (118).
7. 300m level rock self-bearing type panel construction system as claimed in claim 6, it is characterised in that
Described anchor spindle assembly (13) specifically includes GSZ (130), draws anchor beam (131), draws anchor base (132), draws Anchor Care set (133) and anchorage (134)；A part of level of described GSZ (130) lay be positioned at described in draw the bottom of dowel (12), another part of described GSZ (130) is laid around the bottom of described power transmission stool (11) and is extended；Described anchor base (132) is drawn to draw Anchor Care set (133) to constitute to draw the fixture of dowel described in grip with described；Described draw anchor beam (131) to be fixedly connected in described fixture, described anchorage (134) draw described in fixing dowel described fixture draw anchor beam in.
8. 300m level rock self-bearing type panel construction system as claimed in claim 7, it is characterised in that
Described anchor spindle assembly (13) also includes multiple drawing dowel locator card (135)；Described draw dowel locator card (135) for vertically embedding rockfill, block described in draw dowel (12), and draw dowel (12) to carry out spacing to described.
9. 300m level rock self-bearing type panel construction system as claimed in claim 8, it is characterised in that
Draw described in multiple dowel locator card (135) uniform intervals arrangement be stuck in described in draw on dowel.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201521126669 | 2015-12-29 | ||
| CN2015211266691 | 2015-12-29 |
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| CN205591176U true CN205591176U (en) | 2016-09-21 |
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| CN201620006605.6U Withdrawn - After Issue CN205591176U (en) | 2015-12-29 | 2016-01-05 | 300m level panel rock -fill dam self -supporting panel structure system |
| CN201610003027.5A Expired - Fee Related CN105442499B (en) | 2015-12-29 | 2016-01-05 | 300m grades of rock self-bearing type panel construction systems and installation method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105442499A (en) * | 2015-12-29 | 2016-03-30 | 云南华电金沙江中游水电开发有限公司 | Self-supporting type panel structural system for 300m-level concrete faced rockfill dam and mounting method for self-supporting type panel structural system |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106939586B (en) * | 2017-03-10 | 2019-04-26 | 武汉大学 | A kind of panel construction of concrete face rockfill dam |
| CN107338764B (en) * | 2017-07-24 | 2019-12-13 | 重庆交通大学 | karst funnel reservoir and double-shell plugging structure and construction method thereof |
| CN114575308B (en) * | 2022-03-22 | 2024-04-30 | 光华建设集团有限公司 | Ultra-high rock-fill dam structure suitable for hydraulic and hydroelectric engineering |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050117693A (en) * | 2004-06-11 | 2005-12-15 | 윤종화 | Waterproof structure of the dike and construction method thereof |
| CN100535254C (en) * | 2005-12-21 | 2009-09-02 | 中国水利水电建设集团公司 | Once forming construction technique for concrete panel rock fill dam bedding material and slope fixing mortar |
| CN101672026A (en) * | 2009-09-18 | 2010-03-17 | 中国水电顾问集团华东勘测设计研究院 | Face plate rock-fill dam structure of reasonably utilizing sand gravel material and construction method thereof |
| CN103132487A (en) * | 2011-11-23 | 2013-06-05 | 中国水电顾问集团贵阳勘测设计研究院 | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam |
| KR101367657B1 (en) * | 2011-11-25 | 2014-02-28 | 주식회사 정원종합산업 | Method for constructing face slab of concrete face rockfill dam |
| CN103321191A (en) * | 2013-06-24 | 2013-09-25 | 黄河勘测规划设计有限公司 | Dam body flood discharging and energy dissipating arranging method for concrete-faced rockfill dam |
| CN205591176U (en) * | 2015-12-29 | 2016-09-21 | 云南华电金沙江中游水电开发有限公司 | 300m level panel rock -fill dam self -supporting panel structure system |
-
2016
- 2016-01-05 CN CN201620006605.6U patent/CN205591176U/en not_active Withdrawn - After Issue
- 2016-01-05 CN CN201610003027.5A patent/CN105442499B/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105442499A (en) * | 2015-12-29 | 2016-03-30 | 云南华电金沙江中游水电开发有限公司 | Self-supporting type panel structural system for 300m-level concrete faced rockfill dam and mounting method for self-supporting type panel structural system |
| CN105442499B (en) * | 2015-12-29 | 2017-07-18 | 云南华电金沙江中游水电开发有限公司 | 300m grades of rock self-bearing type panel construction systems and installation method |
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| Publication number | Publication date |
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| CN105442499A (en) | 2016-03-30 |
| CN105442499B (en) | 2017-07-18 |
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Granted publication date: 20160921 Effective date of abandoning: 20170718 |