219results about "Rock-fill dams" patented technology

The invention relates to the technical field of earth dam buildings, and discloses an ecological earth dam which comprises a dam body, an anti-seepage body and root system developed plants. The anti-seepage body comprises a first core wall body, a second core wall body and a steel pipe fitting, the first core wall body is arranged at the bottom of the dam body, one end of the second core wall body is connected with the first core wall body, the other end of the second core wall body extends in the vertical direction and is flush with the top of the dam body, the steel pipe fitting is arranged in the vertical direction, and one end of the steel pipe fitting is inserted into the first core wall body; a cavity is formed in the steel pipe fitting, an extension pipe extending in the width direction of the dam body is arranged on the outer wall of the steel pipe fitting, one end of the extension pipe is communicated with the cavity, the other end of the extension pipe penetrates through the second core wall body to extend towards the upstream slope surface of the dam body, and a water permeable hole is formed in the extension pipe; the root system developed plant comprises an overground part and an underground part, the overground part is planted on the upstream slope surface of the dam body, the underground part extends towards the direction of the water permeable holes, and the dam body is effectively reinforced through the cooperation of the anti-seepage body and the root system developed plant.

The invention provides a rolling quality parameter uncertainty quantification method based on mixed entropy-fuzzy clustering. The method comprises the following steps: S1, multi-source data fusion: integrating rolling compaction parameters, meteorological data and real-time monitoring data in an engineering construction process, and constructing a multi-dimensional feature matrix; s2, calculating mixed entropy, namely quantifying the randomness and fuzziness of parameter distribution in combination with information entropy and fuzzy entropy; s3, performing dynamic fuzzy clustering, namely, optimizing a clustering center based on an improved firefly algorithm, and dividing parameter uncertainty levels; step S4, uncertainty contribution degree analysis: quantifying the influence weight of each parameter on the rolling quality through an entropy weight-grey correlation method; according to the method, the information entropy and the fuzzy entropy are fused, and dynamic clustering and an intelligent optimization algorithm are combined, so that precise quantification and hierarchical management and control of the rolling parameter uncertainty are realized.

The utility model relates to the technical field of dam body reinforcing and reinforcing structures, in particular to a roller compacted concrete dam body reinforcing and reinforcing structure which comprises a roller compacted concrete dam body, vertical reinforcing plates, clamping plates, transverse connecting mechanisms and adjusting mechanisms, the vertical reinforcing plates are fixed to the outer wall of the roller compacted concrete dam body at equal intervals, and the clamping plates are fixed to the outer wall of the roller compacted concrete dam body; the transverse connecting mechanisms are arranged between every two adjacent vertical reinforcing plates, every two adjacent clamping plates can be in butt joint rapidly through the arrangement of the transverse connecting mechanisms, and meanwhile the linkage gears can be in butt joint rapidly under the limiting effect of the toothed plates through the arrangement of the adjusting mechanisms. When the reinforcing and reinforcing structure is assembled, the transverse connecting rods can be driven to rotate quickly, then the telescopic rods are driven to be in threaded linkage in the screw holes, the distance between every two adjacent telescopic rods can be quickly adjusted, the clamping plates can be quickly tensioned and loosened, and then the whole reinforcing and reinforcing structure can be quickly disassembled and assembled.

The invention discloses an arched concrete face rockfill dam and a construction method thereof, and relates to the technical field of water conservancy and hydropower engineering.The arched concrete face rockfill dam comprises dam body rockfill and a supporting assembly, and the supporting assembly is arranged on the slope face of the upstream side of the dam body rockfill; the arched panel unit covers the dam body rockfill upstream side slope surface, the vault of the panel unit faces the side away from the dam body rockfill slope surface, and the arched direction of the panel unit is the horizontal direction of the dam body rockfill slope surface, namely, the panel unit is arched transversely; the two ends of the panel unit are connected with the two supporting assemblies through hinge assemblies correspondingly, the hinge assembly structure between the arched panel and the arch support has good elasticity and deformation capacity, deformation of a dam body under the load effect can be effectively adapted, and panel damage caused by rigid connection is avoided; meanwhile, the design of the arch pier and the arch foundation ensures the stability of the arch support on the dam body, so that the stability of the panel is enhanced.

A synchronous construction method for cushion materials and mortar materials of an upstream side slope of a turn-back type concrete faced rockfill dam belongs to the technical field of water conservancy projects and comprises the following steps: A, construction equipment is in place; a1, surveying and setting out; a2, walking centering is carried out; a3, a side cushion material forming device close to the slope of the dam is placed in place; a4, placing the forming device away from the dam slope side cushion material in place; a5, a mortar forming device close to the side slope of the dam is in place; a6, a mortar forming device away from the dam slope side is in place; b, cushion material conveying and tamping; b1, cushion layer materials on the two sides are conveyed; b2, tamping a side cushion material close to a dam slope; b3, conveying a middle cushion layer material; b4, filling a cushion material; c, mortar conveying and tamping; c1, conveying the mortar close to the side slope of the dam; c2, tamping the mortar close to the side slope of the dam; d, the virtual bedding material is compacted; e, turning around the head of the construction equipment; according to the invention, synchronous construction of the mortar material and the cushion material is realized while layered paving forming of the cushion material with the thickness of 40cm is realized.

The invention provides a method for adjusting the moisture content of a tackified soil material yard, and belongs to the technical field of water conservancy and hydropower engineering construction. Calculating the unit water supplementing amount required by the unit volume of cohesive soil in each partition; calculating the total water supplementing amount required by the cohesive soil in each subarea; the number of water supplementing pits in each partition is determined; a plurality of water replenishing pits are uniformly arranged in each subarea; and the multiple arranged water supplementing pits are filled with water, mining is carried out after the water supplementing pits are placed for 2-5 days, mixing is carried out while mining is carried out, and the mixture is loaded and transported to a filling site after uniform mixing. According to the method, the water supplementing pit is arranged in situ in the mining material field, blending is carried out while mining is carried out, the uniformly-blended cohesive soil is directly loaded and transported to the filling field for use, the construction procedure is simple, a temporary soil material stacking field does not need to be additionally developed, secondary soil material transferring is not needed, and the treatment cost is saved; and the moisture content of the soil material increased by the method is close to the optimal moisture content, the humidity is uniform, and the quality of the soil material can be effectively improved.

The utility model relates to the technical field of water conservancy projects, in particular to an ecological diversion retaining dam which comprises a dam body, the two sides of the dam body are of slope structures, the side, making contact with the water surface, of the dam body is arranged to be an upstream slope, and the other side of the dam body is arranged to be a downstream slope. The concrete base, the ecological filtering layer and the dam-passing stone step are sequentially arranged in an overlapped mode, a plurality of drainage pipelines are arranged in the ecological filtering layer, steel frame strips are arranged between the ecological filtering layer and the dam-passing stone step at equal intervals, an overflow channel is formed in a gap between every two adjacent steel frame strips, and the overflow channels communicate with the upstream slope and the downstream slope correspondingly; a water retaining gate is arranged above the overflow channel and attached to the downstream slope, and one end of the water retaining gate is movably connected with the dam body. According to the utility model, the garden environment is beautified, water can be shunted for use, the utilization rate of water can be effectively improved, and the downstream flood risk can be reduced.

The application discloses a soil-rock dam reinforcing and enhancing structure for preventing over-standard overflow dam break and a construction method thereof. The structure comprises a soil-rock dam filling body, a vertical anti-seepage core wall arranged in the soil-rock dam filling body, and a composite high-strength fiber three-dimensional membrane arranged on the surface of the dam slope after regulation. The membrane body is unfolded along the slope surface and is reinforced by a pressing plate type fixing anchor bolt and a fiber membrane three-dimensional rivet. The row-to-row spacing of the fixing anchor bolt is 20-50 cm, so that the composite membrane is tightly attached to the dam body. The rigid structure and the flexible protection material are organically combined, the dam body's erosion resistance and durability are significantly improved while the flood discharge capacity is ensured, the construction method is simple, the cost is low, and the method is suitable for flood control reinforcement and safe operation of various soil-rock dams.

The application provides a semi-excavation and semi-filling full-reservoir-pot anti-seepage drainage type, which comprises asphalt concrete panels arranged along the periphery of the reservoir pot and a geomembrane laid on the reservoir bottom, the asphalt concrete panel on one side of the reservoir bank is overlapped with the geomembrane through the arrangement of a reservoir bank concrete gallery, the asphalt concrete panel on the panel rockfill dam is overlapped with the geomembrane through the arrangement of a concrete connecting plate, the connection and fixation of the asphalt concrete panel and the geomembrane are realized through the arrangement of the concrete connecting plate and the reservoir bank concrete gallery, the problems that the concrete panel of a high dam is easily squeezed and damaged and the asphalt concrete panel on the high-filling slag body of the reservoir bottom is difficult to adapt to uneven deformation are solved, a new anti-seepage solution is provided for projects with complex topographic and geological conditions, high dam, deep filling of the reservoir bottom and poor filling materials, a partition monitoring system is formed through the arrangement of the reservoir bank concrete gallery, the reservoir bottom concrete gallery and the front pool concrete gallery, the defect position of the reservoir pot seepage can be quickly and effectively identified, and the operation safety of the project is ensured.

The invention relates to the technical field of water conservancy and hydropower engineering, in particular to a self-compacting rock-fill concrete dam body construction method which comprises the following steps: rock-fill body construction: screening out rock-fill materials with the particle size of not less than 300mm, and conveying the rock-fill materials to a foundation surface in a bin to form rock-fill bodies with gaps; self-compacting concrete body construction is conducted, specifically, self-compacting concrete is pumped to the upper portion of the rockfill body, the self-compacting concrete flows to fill gaps between the rockfill materials, and the self-compacting concrete is solidified and hardened into a self-compacting concrete body 3; the particle size of coarse aggregate in the self-compacting concrete is not larger than 20 mm, and the content of needle-sheet-shaped particles is not larger than 8%. According to the method, the particle size of the rockfill material is limited, and the particle size of coarse aggregate and the content of needle-sheet-shaped particles in the self-compacting concrete are limited; the self-compacting concrete can be fully filled into gaps between dam bodies of rockfill materials, so that the compactness of the dam bodies is improved, the risk of dam body engineering structure damage is reduced, and the construction quality of the dam bodies is improved.

The invention provides a wide valley U-shaped channel mountain torrent debris flow prevention and control method based on a mountain torrent sediment transport rule, and the method comprises the steps: determining a formation region, a circulation region and an accumulation region of a large watershed debris flow channel, and determining debris flow channel parameters; determining the characteristics of the mud mark section; calculating debris flow characteristic parameters; a target bedrock section is selected, and the design height of a target dam body is calculated according to section characteristics of the target bedrock section, debris flow channel parameters, mud mark section characteristics and debris flow characteristic parameters; according to the method, an open type grating dam is arranged at a section where flood is often encountered, rolling type earth and rockfill dams are arranged at other positions of the section, and design construction is carried out according to a target design specification and the design height of a target dam body, so that the problem that when debris flow occurs, an existing prevention and treatment project loses efficacy due to deposition of silt carried by long-term erosion of mountain torrents is solved; and the service life of the prevention and treatment project in the drainage basin is greatly prolonged, and the expected effect can be achieved when debris flow occurs.

The present invention discloses a connection structure between the foundation gallery and the cutoff wall of an asphalt concrete core rockfill dam, relating to the technical field of water conservancy and hydropower engineering. The structure comprises an upstream rockfill area and a downstream rockfill area; a transition material, a filter material, a high-plasticity clay area, and a dam foundation cover layer are sequentially arranged between the upstream and downstream rockfill areas from top to bottom; a foundation gallery is located within the high-plasticity clay area; the foundation gallery is connected to the dam foundation concrete cutoff wall, which in turn is connected to the asphalt concrete core wall. The present invention provides safe and reliable anti-seepage protection, strong deformation adaptability, a simple design, and ease of construction, making it suitable for connecting the foundation gallery and the cutoff wall of an asphalt concrete core rockfill dam.

The invention discloses a channel type debris flow prevention and control system for hydropower engineering, and belongs to the technical field of hydropower and water conservancy. The system comprises a drainage and guide mechanism, and a construction site, an earth and stone retaining dam, a silt stopping pool and a plurality of flexible retaining dams which are sequentially arranged in a channel from downstream to upstream, the upstream end of the drainage and guide mechanism penetrates through the earth and stone retaining dam and then is communicated with the silt stopping pool, the middle part of the drainage and guide mechanism is buried in the construction site, and the downstream end of the drainage and guide mechanism extends to the downstream of the construction site. The drainage mechanism is arranged to drain debris flow to replace a drainage groove in the prior art, and burying of the drainage mechanism has low requirements on geological conditions of the foundation, small work amount, low investment and short construction period.

The invention relates to the technical field of water conservancy and hydropower engineering, in particular to a construction method of an anti-seismic beam structure of an ultrahigh concrete face rockfill dam, which comprises the following steps: 1) preparing materials for pouring an anti-seismic beam; 2) pouring an anti-seismic beam; (3) leveling the foundation surface of the site where the anti-seismic beam is installed; 4) measuring, positioning and marking the mounting position of the anti-seismic beam on the leveled site; (5) inspection is conducted before laying, the anti-seismic beams which do not meet the installation requirement are replaced or repaired, and the anti-seismic beams are transported to an installation site; (6) the anti-seismic beams are laid through hoisting equipment; 7, the laid anti-seismic beams are checked and corrected, and the adjacent anti-seismic beams are connected through steel wire ropes. The method provides a novel anti-seismic structure which can be synchronously constructed with the dam body, is good in anti-seismic effect, standard in operation and capable of effectively constructing reliability, and the anti-seismic safety problem of the ultrahigh concrete faced rockfill dam in a high-intensity area is solved.

The invention provides an aeolian sand filler layered compaction construction method which comprises the following steps: base treatment and primary compaction: digging out a soil layer and vegetation with a preset depth in a dike base range to obtain a foundation pit, backfilling the foundation pit to a preset height by using aeolian sand, and carrying out primary compaction; paving the improved filler, namely paving the improved filler on the base platform to form a main body filling layer with a flat surface; the grid water storage comprises the steps that improved filler is piled and filled on the main body filling layer to construct a plurality of sand ridges to form grids, and water is injected into each grid; the three-stage rolling compaction comprises the following steps: sequentially carrying out pressure stabilization, vibration compaction and final compaction on the main body filling layer after the grid water storage to form a compact embankment layer; and compaction degree detection comprises the steps of carrying out compaction degree detection on the dense embankment layer, supplementing pressure when the compaction degree is unqualified, entering the next layer of improved filler paving until the compaction degree is qualified, and trimming a slope and paving a protective layer after paving to a designed elevation. After the scheme is implemented, an embankment body project is reliable in quality and stable in performance.

The present application relates to a kind of anti-seepage face plate and anti-seepage face plate arrangement structure for preventing pressure vertical joint extrusion damage.The purpose of the present application is to provide a kind of anti-seepage face plate and anti-seepage face plate arrangement structure for reducing reservoir leakage loss and ensuring dam safe operation, which is convenient to construct, safe and reliable.The technical scheme of the present application is: an anti-seepage face plate for preventing pressure vertical joint extrusion damage, characterized by: consisting of face plate main body and elastic face plate located at the edge of the anti-seepage face plate, wherein the elastic face plate is poured by elastic epoxy concrete.An anti-seepage face plate arrangement structure for preventing pressure vertical joint extrusion damage, with several anti-seepage face plates laid on the surface of the project, characterized by: the anti-seepage face plate is the anti-seepage face plate for preventing pressure vertical joint extrusion damage, and the elastic face plate on the anti-seepage face plate corresponds to the position of panel vertical joint.The present application is suitable for hydropower and water conservancy projects.

The invention provides a layered compaction and staggered filling construction method for heightening and expanding an earth and rockfill dam. The layered compaction and staggered filling construction method comprises the following steps that the filling height of a part to be heightened and expanded is divided into a plurality of horizontal layers; filling each horizontal layer in a staggered filling manner; compacting is conducted after filling of each horizontal layer is completed, and the number of times of compacting is determined according to the properties of earth and rock materials and the compacting result of the test section; the step of filling in the staggered filling mode comprises the steps that filling material boundaries of follow-up horizontal layers are determined in sequence, the filling material boundaries of every two adjacent horizontal layers are staggered, and multi-horizontal-layer filling is conducted in sequence. By means of layered filling and staggered filling, the shear strength of the dam body is effectively improved, stress concentration in the dam body is reduced, and the overall stability of the dam body is improved.

The invention discloses a water stop structure of a concrete face rockfill dam joint, and relates to the technical field of concrete face rockfill dams. Comprising concrete panels, a joint of a panel piece is arranged between the concrete panels, the joint between the concrete panels is covered with a water stop structure, and the water stop structure comprises an external water stop layer, a stress deformation resistant water stop layer and a joint plugging structure which are sequentially arranged from the external position of the joint to the position of the joint; the stress-deformation-resistant water stop layer covers the joint plugging structure, and the external water stop layer covers the stress-deformation-resistant water stop layer. According to the external water stopping layer, the stress deformation resisting water stopping layer and the joint plugging structure, the water stopping effect on the concrete face rockfill dam joint is guaranteed through a three-layer water stopping structure, and the concrete face rockfill dam joint plugging structure can better adapt to the conditions of oversized opening, shearing, sinking and the like of the concrete face joint; therefore, the water stopping effect of the water stopping structure is prevented from being damaged due to passive tensile damage and falling of the rubber supporting rod into the joint.

The invention relates to the technical field of soil material treatment, in particular to a graded spraying type soil material conveying and water adding device and method, and the device comprises a belt conveyor, a material surface recognition and measurement module, a first-stage depth spraying device, a mechanical turning device, a second-stage micro-mist spraying device and a water content feedforward prediction control system; according to the invention, the real-time, uniform and accurate control of the moisture content of the soil material is realized by constructing core systems such as the material level identification module, the moisture content feedforward prediction model, the graded spraying unit, the turning disturbance module, the closed spraying cabin and the automatic blowback anti-blocking structure; the problems that in the prior art, the control mode is single, water content regulation and control are not accurate and uneven, system response is lagged, water permeation is insufficient, and a spray head is prone to being blocked are fundamentally solved, and therefore the rolling forming quality and the dam body permeation stability are improved.

The invention discloses a soft foundation dam system rapidly built by utilizing engineering waste soil materials and a construction method thereof, and the system comprises a soft foundation dam structure built by utilizing the engineering waste soil materials, a flow state solidified soil preparation and conveying system, a hot drainage plate driving system, a foundation and an intermittent heating power supply system, the soft foundation dam structure comprises a bagged flow state solidified soil dam body, and the bagged flow state solidified soil dam body comprises a bagged flow state solidified soil cushion layer, a hot drainage plate, a bionic drainage cushion and a bagged flow state solidified soil filling body. The construction method mainly comprises the following steps of construction preparation, preparation of flow-state solidified soil slurry, filling of a first layer of flow-state solidified soil, driving of a hot drainage plate and the like, filling of a flow-state solidified soil dam body layer by layer, inner side air-closing anti-seepage construction and the like, the steps are repeated, and finally a power source is removed, and a dam top protection structure is constructed. The device has the advantages of energy conservation, environmental protection, high strength, flow state pumping and the like, solves the problem of shortage of broken stone materials, and has a wide application prospect.

The present application belongs to the field of ocean power generation, and particularly relates to a shore-based ocean surge power generation device. The device comprises a body, which is divided into a first chamber and a second chamber by a partition. A plurality of notches are formed on the upper side of the first chamber, and a first water wheel is installed in each notch. The first water wheels are arranged in the form of an exponential function image. A plurality of second water wheels are installed in the second chamber. A plurality of backflow holes are formed in the partition, and a plurality of guide plates are fixedly installed on the partition. A third water wheel is installed in the second chamber. A backflow generator is connected with a rotating shaft through a planetary reducer. A fourth water wheel is installed on the rotating shaft. A backflow pipe is installed on the body, and the fourth water wheel is located in the backflow pipe. The present application can complete four different position power generation operations in one wave surge, effectively improve the conversion rate and utilization rate of tidal power generation, and further improve the power generation capacity.

The invention discloses a construction method of a light flow state solidified soil dam structure in a soft soil area, which comprises the following steps of: S1, trimming the soft soil area, crushing dam foundation soft soil, and uniformly stirring the dam foundation soft soil and a curing agent to form a soft foundation in-situ solidified layer; s2, a first layer of a step-shaped geocell soil retaining layer is prepared on the soft foundation in-situ curing layer; s3, fixing of the first geogrid reinforced layer is completed; s4, light flow state solidified soil is poured into the geogrid reinforced layer, and a light flow state solidified soil layer is formed; s5, repeating the steps S2, S3 and S4 until the required dam design elevation is completed; s6, the dike body is cast, formed and maintained; and S7, the surface of the geocell soil retaining layer is trimmed, plants are planted, and an ecological slope protection layer is formed. The method has the advantages that the technical problems of soft foundation deformation, embankment body instability, slope slippage and complicated construction are effectively solved, meanwhile, the construction cost is reduced, and the construction efficiency is improved.

The invention relates to the technical field of hydraulic engineering, in particular to a toe board slip form structure and an adjustment-based hydropower station building and using method.The toe board slip form structure comprises an outer sleeve formwork, an embedded formwork and a nose ridge steel formwork and further comprises a telescopic lead screw and an angle adjusting lead screw, and the telescopic lead screw is matched with the outer sleeve formwork and the embedded formwork through a size adjusting assembly; the angle adjusting lead screw is matched with the embedded template and the nose ridge steel template through a deflection assembly, a locking mechanism is arranged on the embedded template, a bearing assembly is arranged between the embedded template and the nose ridge steel template, and the locking mechanism is matched with the telescopic lead screw, the angle adjusting lead screw and the bearing assembly. The locking mechanism locks the telescopic lead screw, the angle adjusting lead screw and the bearing assembly at a time after the size and the angle are determined, the displacement risk caused by follow-up vibration or manual mistaken touch is thoroughly eliminated, the overall structure is compact, section change and angle switching can be rapidly completed without repeated disassembly and assembly on site, the construction efficiency is improved, and the concrete forming precision is guaranteed.

This invention discloses a seepage barrier wall structure and construction method for earth-rock dams. The structure and method utilize a stepped seepage barrier wall to eliminate gaps between adjacent layers of concrete seepage barrier surfaces, resulting in improved seepage prevention. The structure comprises concrete seepage barrier surfaces, seepage barrier extensions, a soil foundation, and reinforcing steel bars. Multiple layers of concrete seepage barrier surfaces are placed on the side of the soil foundation, arranged in a stepped manner along the height of the side of the soil foundation. The overlap height between adjacent layers of concrete seepage barrier surfaces is 0.3-2m. Multiple reinforcing steel bars are embedded within each concrete seepage barrier surface. The length of each reinforcing steel bar is equal to the height of the concrete seepage barrier surface, and the reinforcing steel bars are equidistantly arranged along the width of the concrete seepage barrier surface. One end of the seepage barrier extension is located on the side of the bottom layer of the concrete seepage barrier surface.

The invention discloses a watering cart spraying flow control method with the optimal moisture content of earth and stone as the target. The method comprises the steps that initial parameters of filling earth and stone are determined; the water spraying device is connected with water spraying vehicle equipment, the water spraying vehicle equipment comprises a water spraying vehicle and a strip-type spray head which is communicated with a water outlet of the water spraying vehicle and used for continuous strip-type water spraying, and an electromagnetic flow valve is arranged on a pipeline between the water outlet of the water spraying vehicle and the strip-type spray head. And constructing a water sprinkling quantity-vehicle speed-water content coupling model, and optimizing the sprinkling flow according to the initial parameters, the paving indexes, the driving speed of the sprinkling vehicle and the effective sprinkling width. According to the invention, by establishing the quantitative coupling relation model among the sprinkling amount, the vehicle speed and the water content and comprehensively considering the initial water content, the optimal water content, the paving thickness, the sprinkling parameters and other factors of the soil and stone materials, automatic calculation and optimization of the sprinkling flow of the sprinkling vehicle are realized, the randomness of judgment depending on manual experience in the past is avoided, and the accuracy and the reliability of the sprinkling flow are improved. And the watering operation is converted from experience driving to data driving.

The invention discloses an asphalt concrete face dam freezing and flowing integrated protection device which comprises a plurality of sets of cooling-anti-freezing units and water taking and supplying assemblies which are arranged on an asphalt concrete face dam, and each set of cooling-anti-freezing unit comprises a spraying disturbance assembly and a lifting assembly. Spraying pipes of the spraying disturbance assembly are symmetrically hinged to a spraying pipe frame, a blanking cap is detachably installed at one end of each spraying pipe, and a plurality of spraying heads are distributed in the length direction of each spraying pipe at equal intervals. By arranging the lifting assembly, the cooling-anti-freezing unit can be lifted to the upper portion of the dam face, and spraying cooling is conducted on the surface of the dam body in summer; the device also can sink below the water body near the dam surface to disturb the water body near the dam surface; through the movable design of the spray pipe of the spray disturbance assembly, the spray pipe can be horizontally unfolded when the spray disturbance assembly is used for spray cooling, and the spray area is increased; when used for disturbing a water body, the spray pipe can be vertically erected and can upwards spray water flow at a proper distance from a dam surface; and meanwhile, the use requirements of dam face spraying cooling and water body disturbance are met.

The invention discloses an anti-freezing method for a concrete faced rockfill dam in a cold region. The anti-freezing method comprises the steps that multiple pairs of guide rails are laid on an upstream panel at equal intervals; a prefabricated sliding support is utilized, and walking wheels are installed at the bottom of the sliding support; the turbulent flow pump is fixedly mounted in the middle of the sliding bracket; a winch type elevator and a control box are installed, a steel wire rope of the winch type elevator is bound with the sliding support, and the sliding support is hung on the guide rail of the upstream panel; fourthly, a water level gauge is installed, water level information is obtained through the water level gauge, and the controller controls the winch type elevator to be started so that a water outlet of the water outlet pipe can be located below the water surface. The multiple turbulent flow pumps are installed in front of the dam, due to the fact that the turbulent flow pumps are vertically installed, the water outlet direction of the turbulent flow pumps is vertically upward, then water flow disturbance is formed in front of the dam, the formation condition of a water surface ice layer in front of the dam is broken, icing is avoided, and then a panel of the concrete faced rockfill dam is protected; the sliding support is pulled through the winch type elevator, the height of the turbulent flow pump is adjusted according to the height of the water level, and water level changes can be adapted.

The invention provides a midline ore drawing and damming method for a tailing pond. The method comprises the steps that a downstream blocking dam and an initial dam are constructed, and the dam top is leveled; the transportation device is controlled to carry the swirler and the slurry pipeline to move on the dam crest along the central axis of the initial dam, meanwhile, tailing slurry is conveyed into the swirler through the slurry pipeline and classified through the swirler, the classified coarse sand is used for impacting and damming to form a secondary sub-dam, and fine sand is discharged into the tailing pond; and the dam crest is piled up in the mode that the central axis is not changed, after the dam crest is leveled, the transportation device is controlled to reciprocate along the central axis of the secondary sub-dam, and the operation is repeated to construct the multi-stage sub-dam. According to the midline ore drawing and damming method for the tailings pond, traditional fixed-point impact damming is changed into movable impact damming, so that the impact range is wider, impact sediment distribution is more uniform, the ore drawing efficiency is greatly improved, the ore drawing difficulty is reduced, the number of needed excavators is small, and the cost can be greatly reduced.

The invention relates to an anchoring structure for an earth and rockfill dam core wall anti-seepage geomembrane to adapt to bank slope shear deformation and a construction method of the anchoring structure. The anchoring structure comprises a clay core wall, an inverted filter layer, bank slope concrete or rock mass, an anchoring component, an anchoring area geomembrane and a core wall geomembrane. The anchoring component is used for anchoring the anchoring area geomembrane on bank slope concrete or rock mass; the section, extending out of the anchoring component, of the anchoring area geomembrane is laid in an arch shape, polytetrafluoroethylene membranes are arranged on the two sides of the section, and a long pillow-shaped soft bag filled with flexible filler is placed on the concave face of the arch structure. The two sides of the geomembrane in the anchoring area are filled with high-plasticity clay; and the core wall geomembrane is laid between the clay core wall and the inverted filter layer and is spliced and fixedly connected with the anchoring area geomembrane. The anchoring structure can be smoothly completed through the corresponding construction method. According to the method, the shear deformation adapting capacity of the geomembrane in the bank slope anchoring area can be improved, and engineering leakage caused by shear tearing damage of the geomembrane in the extremely small range of the anchoring area of the bank slopes on the two banks due to shear deformation of the core wall in the slope direction is avoided.

The application discloses a kind of face plate rock-fill dam foundation drainage structure and its construction method, it is related to drainage structure technical field, including face plate rock-fill dam, drainage hole is opened in the foundation of face plate rock-fill dam, the in-hole mouth outside of drainage hole is provided with reinforced stone cage, the in-hole mouth inside of drainage hole is provided with concrete retaining wall, and concrete toe plate is arranged on face plate rock-fill dam.The application sets up foundation drainage structure in the range of face plate rock-fill dam foundation in the higher topography of concrete toe plate downstream, drains dam seepage water, avoids the possibility that face plate bottom generates reverse water pressure, influences safety;Drainage hole is constructed together during dam foundation excavation by drilling and blasting method, and construction is convenient, and drainage hole outlet is located in dam downstream, and road or inspection passage can be directly set, and daily maintenance personnel can conveniently enter and exit;Drainage hole structure discharge capacity is large, and it is not easy to block, and dam seepage water can be effectively drained, so as to reduce the reverse water pressure that face plate bears.