328results about "Earth-fill dams" patented technology

According to the intelligent rolling construction method and system for the concrete face rockfill dam and the computer readable storage medium, self-adaptive adjustment of the rolling speed and frequency is achieved through three-dimensional digital elevation model generation, optimal rolling path planning, rolling parameter dynamic optimization model and real-time compaction degree prediction. The system integrates satellite positioning, BIM model verification, cloud data management and an abnormal protection mechanism, can correct path deviation in real time, generates a pressure supplementing instruction and stores construction data, provides an intelligent solution for high-precision and high-reliability rock-fill dam construction, and is suitable for popularization and application. The technical problems that in traditional rolling construction, manual experience is relied on, parameters are static, monitoring lags behind, and the rework rate is high can be solved.

The utility model discloses a concrete faced rockfill dam foundation drainage structure, and relates to the technical field of drainage structures, the concrete faced rockfill dam foundation drainage structure comprises a concrete faced rockfill dam, a drainage hole is arranged in a foundation of the concrete faced rockfill dam, a reinforced gabion is arranged on the outer side of an inlet of the drainage hole, and a concrete retaining wall is arranged on the inner side of the inlet of the drainage hole. And a concrete toe board is arranged on the concrete faced rockfill dam. The foundation drainage structure is arranged in the dam foundation range of the concrete face rockfill dam with higher terrain at the downstream of the concrete toe board, seepage water of the dam is drained, and the possibility that reverse water pressure is generated at the bottom of a face plate, and safety is affected is avoided; the outlet of the drainage tunnel is located at the downstream of the dam and can be provided with a road or an inspection channel, and daily maintenance personnel can conveniently enter and exit; the drainage tunnel structure is large in drainage capacity, not prone to clogging and capable of effectively draining seepage water of the dam, and therefore reverse water pressure borne by the dam panel is reduced.

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 belongs to the technical field of asphalt concrete face rock-fill dams, and discloses an asphalt concrete face heat preservation structure which is arranged between the dam top and the reservoir bottom of a dam and comprises an asphalt concrete face and a heat preservation layer which are sequentially laid on dam filling materials, and the heat preservation layer comprises a light frame and a plurality of heat preservation units. The light frame is provided with a plurality of containing cavities, the heat preservation units are clamped in the containing cavities, and fixing structures are arranged at the end, located at the dam crest and the end, located at the reservoir bottom, of the heat preservation layer. Heat preservation of the asphalt concrete panel is achieved by laying the light frame and the heat preservation unit on the asphalt concrete panel, construction is convenient and fast, the construction period is short, and the standardization degree is high; the stability of the overall structure of the heat preservation layer can be improved, meanwhile, the circumferential direction of the heat preservation unit can be fixed, and deformation of the heat preservation unit is effectively prevented; and the thermal insulation layer can be replaced conveniently when being damaged.

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 relates to the technical field of asphalt concrete core wall rock-fill dam construction, in particular to a joint structure of a concrete diaphragm wall and a core wall base and a construction method of the joint structure. The joint structure comprises an anti-seepage wall assembly, a first core wall base and a second core wall base, the bottom of the anti-seepage wall assembly is poured on bedrock, the first core wall base is arranged at the turning position of a bank slope base and a riverbed base and poured on the bedrock, the end of the anti-seepage wall assembly extends into the first core wall base, and the second core wall base is arranged at the top of the anti-seepage wall assembly; a first contact surface, a second contact surface and a third contact surface are arranged between the diaphragm wall assembly and the first core wall base, the first contact surface, the second contact surface and the third contact surface respectively correspond to three adjacent side walls of the diaphragm wall assembly, and protective layers are arranged in the first contact surface, the second contact surface and the third contact surface; a water stop assembly is arranged at the joint of the second core wall base and the anti-seepage wall assembly; the anti-seepage performance of the asphalt concrete core wall rock-fill dam is improved.

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.

The invention relates to a structural design and construction method for improving stress deformation characteristics of an anti-seepage system of an upper face plate dam of a covering layer, which belongs to the technical field of earth and rockfill dam buildings and mainly comprises a step-shaped concrete anti-seepage wall, a Z-shaped connecting plate structure, a toe board, a concrete face plate, a supporting plate, a connecting plate weight, a concrete cushion layer and the like. The method comprises the steps that (1) construction of a main body vertical section and a top step section of the step-shaped concrete diaphragm wall is completed; (2) paving an asphalt concrete cushion layer and an inverted filter layer, and mounting a supporting plate; (3) a base plate, a Z-shaped connecting plate structure, a toe board, a concrete panel and a connecting plate weight are installed; and (4) construction of the flexible water stop seam and the peripheral seam is completed before water storage. According to the invention, the Z-shaped connecting plate structure, the connecting plate weight and the supporting plate are coordinated, so that the shearing and opening deformation of the horizontal anti-seepage system is changed from passive deformation resistance to active deformation control; flexible connection of the anti-seepage system is achieved through cooperative deformation of the flexible water stop seams, the reserved deformation joints and the base plates, deformation coordination of the top step section and the vertical section of the body of the anti-seepage wall is achieved under the action of high reservoir water pressure, the tensile stress of the downstream side of the body of the anti-seepage wall is reduced, and the reliability of the anti-seepage system is improved.

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 discloses an anti-seepage structure and method for weir dam development and utilization. The anti-seepage structure comprises a plastic concrete anti-seepage wall and a dam foundation curtain grouting part located below the plastic concrete anti-seepage wall. The left and right bank curtain grouting anti-seepage parts are located on the two sides of the plastic concrete anti-seepage wall and above the dam foundation curtain grouting part; the plastic concrete anti-seepage wall comprises a middle concrete anti-seepage wall body and rockfill curtain grouting parts located on the upstream and downstream of the concrete anti-seepage wall body correspondingly. The anti-seepage structure and the anti-seepage method have the advantages of being excellent in anti-seepage performance, easy and convenient to construct, high in durability and the like, and can be widely applied to the engineering of transforming the weir body into the weir dam; an integral anti-seepage system is formed by the dam foundation curtain grouting part, the dam body plastic anti-seepage wall and the left and right bank curtain grouting parts of the barrier dam, and the anti-seepage capacity of the barrier dam is enhanced.

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 invention relates to the technical field of impermeable membrane laying, and discloses an adjustable impermeable membrane laying machine of an earth rock cofferdam back slope type impermeable dam, which comprises a workbench, a moving device, a membrane spreading device and a membrane laying device, the moving device comprises a first bracket, a coupler, a first rotating shaft and a moving wheel; the film spreading device comprises a second support, a film spreading auxiliary roller, a second bearing, a third rotating shaft, a third chain wheel, a second chain and a fourth chain wheel, and the film laying device comprises a vertical plate, a first bearing, a mounting block, a fixing plate, a first spring, a limiting plate, a positioning plate, a first threaded hole, a first bolt, a first chain wheel, a first chain, a second chain wheel and a laying roller. The device further comprises a film pressing device, a film cutting device and a supporting device. According to the device, through linkage adjustment of the rotating speed of the first rotating shaft and the rotating speed of the film spreading auxiliary roller, the laying efficiency and quality are effectively and cooperatively improved, the precision of a notch is improved through the cutting assembly, and hot melting of an anti-seepage film in the later period is facilitated.

The invention provides a reservoir basin geomembrane and concrete toe board composite anti-seepage connecting structure and a safety monitoring method. The reservoir basin geomembrane and concrete toe board composite anti-seepage connecting structure comprises a concrete toe board, a GM-GCL composite anti-seepage connecting structure, a reservoir basin geomembrane and a special rolling area. Osmometers are arranged between the corrugated geomembrane and the GCL and below the GCL, and a safety monitoring meter is arranged at the position where the geomembrane is horizontally laid. The corrugated GM-GCL composite anti-seepage connecting structure is formed by the geomembrane and the GCL geosynthetic clay liner which are arranged in a corrugated mode, self-adaptive deformation is generated under the action of overlying water pressure by means of the telescopic characteristic of the corrugated GM-GCL composite anti-seepage connecting structure, and therefore the differential settlement difference between a concrete toe board and a reservoir basin foundation is coordinated, and the anti-seepage effect is achieved. Meanwhile, a special rolling area is arranged to improve the supporting capacity of the silty-fine sand filler and the transition layer below the composite anti-seepage connection structure, the problem that local connection of the anti-seepage geomembrane is damaged due to deformation discordance is effectively solved, and a leakage and deformation monitoring method of the corrugated GM-GCL composite anti-seepage connection structure is established; technical support is provided for concrete toe board and geomembrane anti-seepage connection design and a safety monitoring method in pumped storage power station reservoir engineering.

The invention relates to hydraulic conductive asphalt concrete as well as a preparation method and application thereof. The preparation method comprises the following steps: weighing asphalt, screened mineral aggregate and a conductive material; the screened mineral aggregate is dried and stored; mixing the screened mineral aggregate, the steel slag and the steel fiber in a mixing pot at high temperature; adding asphalt, and continuously heating and mixing; and adding mineral powder and graphite, stirring, and filling the mixture into a mold for molding, thereby completing the preparation of the hydraulic conductive asphalt concrete. The hydraulic conductive asphalt concrete has a better electric heating characteristic, and can be electrified and heated in an extremely low temperature environment in winter to increase the temperature of an asphalt concrete panel and reduce the risk of cracking caused by uneven or too low temperature; the conductive asphalt concrete for the hydraulic engineering can meet the strict anti-seepage and mechanical property requirements in a water retaining building scene of the hydraulic engineering, can be used as an asphalt concrete panel construction material, and can effectively reduce low-temperature shrinkage stress and avoid local stress concentration after being electrified and heated; and a long-term and repeated temperature field adjustment and improvement effect can be achieved.

The utility model relates to the technical field of concrete face dam protection, and discloses a concrete face dam protection structure which comprises a concrete face dam body, and the concrete face dam body is sequentially provided with a side slope, a buffering slope and an upstream slope from top to bottom. A reinforcing assembly; the reinforcing assembly is arranged on the side slope and used for preventing side slope chippings from falling off. A buffer assembly; the buffering assembly is arranged on the surface of the upstream slope and used for protecting the upstream slope. The reinforcing assembly comprises fixing plates, the fixing plates are arranged on the two sides of the side slope, reinforcing frames are arranged on the fixing plates, the reinforcing frames are connected to the fixing plates through bolts in a threaded mode, a polystyrene foam plate adheres to the surface of the side slope, four sets of drainage grooves are formed in the surface of the side slope, and drainage channels are formed in the buffer slope. Through the reinforcing assembly, deformation is prevented, and broken stones are prevented from falling off after concrete cracks.

The invention discloses a design and construction method for a deep covering layer high gravelly soil core wall rock-fill dam, and belongs to the technical field of design and construction of water conservancy and hydropower engineering structures. According to the design and construction method for the deep and thick covering layer high gravel soil core wall rock-fill dam, the contradiction between settlement deformation space-time evolution of upstream rock-fill materials and gravel soil core wall materials can be well solved, and the longitudinal crack risk of the dam crest is reduced. According to the design and construction method, a fissure type weathered sand slate stock ground, an alteration zone dominant granite stock ground and an engineering area excavation material are used as dam body rockfill material sources, zoning control over the fine particle content of rockfill materials is used as a main line, and humidification deformation of upstream rockfill materials is dispersed into the dam filling process; the unloading effect of humidification deformation and the loading effect of dam filling are overlapped to achieve self-adaptive adjustment of dam body stress deformation, and finally the high gravelly soil core wall rockfill dam built on the deep covering layer is obtained, wherein the upstream rockfill material adapts to settlement deformation of the gravelly soil core wall material, and the longitudinal fission trend of the dam crest meets the requirement.

The present invention relates to a method for treating deep soft soil in an earth-rock dam foundation and an earth-rock dam. The method for treating deep soft soil in an earth-rock dam foundation comprises determining a dam foundation excavation surface, wherein the dam foundation excavation surface is generally trough-shaped, the trough bottom surface corresponds to the dam anti-seepage body and extends to below the soft soil layer, and the trough walls on the upper and downstream sides of the trough bottom surface are slopes inclined downward toward the trough bottom; before excavating the soft soil in the dam foundation, vibratory crushed stone piles are first constructed on the upper foundation upstream and downstream of the dam anti-seepage body, the pile holes pass through the dam foundation excavation surface, and only holes are drilled above the dam foundation excavation surface without backfilling with crushed stone, and only crushed stone is backfilled below the dam foundation excavation surface, forming crushed stone piles below the dam foundation excavation surface; if the soft soil below the excavation surface is not treated, the soft soil slope cannot be stabilized and construction is also very difficult; and generally, excavating deep soft soil is very difficult, so only after treatment with crushed stone piles can the stability of the excavated slope be guaranteed, and the core anti-seepage body of the dam can be placed on a non-soft soil foundation after excavation.

The invention relates to a fixed-height rockfill method for an engineering structure constructed by rockfill concrete. The fixed-height rockfill method comprises the following steps: determining a rockfill height parameter h; a rockfill route is prepared in advance; driving the rockfill self-unloading equipment to a current rockfill point on the rockfill route to start rockfill; when the connecting line of the current rockfill point and the previous rockfill point coincides with the center line of the rockfill self-discharging equipment, the vertical line from the current rockfill point to the edge of the previous rockfill is the rockfill distance l; the rockfill self-discharging equipment is driven to discharge all the stones in the hopper to a working face; the actual height h'of the current rock pile is measured, and a correction coefficient lambda is determined according to the error between h 'and h; by means of the fixed-height rockfill method, the rockfill parameters can be dynamically corrected based on the actual rockfill height, the utilization rate of rockfill equipment is greatly increased, and the rockfill operation progress in the working face is accelerated.

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 invention belongs to the technical field of anti-seepage system construction, and discloses a construction method of a rock-fill dam deformation coordinated type anti-seepage system, which comprises the following steps of: calibrating a damage point and a leakage point of a concrete faced rockfill dam based on an experimental measurement mode, and evaluating the leakage condition of the concrete faced rockfill dam according to the damage point and the leakage point, when the anti-seepage target requirement is met, the grouting area of the concrete faced rockfill dam is determined; and grouting holes are formed according to the grouting area determination result, anti-seepage paste grout is prepared from a binding agent and cement to pour the grouting holes, and construction of the concrete faced rockfill dam anti-seepage system is completed based on the pouring result. According to the anti-seepage system construction method provided by the invention, the problems of dam body seepage caused by faceplate fracture or other defects of the faceplate rockfill dam and local failure of the anti-seepage system caused by seepage failure of the core-wall rockfill dam can be efficiently solved; the problem that plugging is difficult to achieve through common materials and methods when the seepage speed is high can be solved, and the deformation coordination problem of the rock-fill dam can be considered.

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 present invention discloses a tough energy dissipation protection device for composite chain disasters of earthquake and frost in a panel rockfill dam, which comprises: a mounting base; a linkage anti-pressure component, which is arranged corresponding to the mounting base, wherein a plurality of inner recesses are arranged on the panel rockfill dam, and the mounting base is embedded and fixed in the inner recesses through the linkage anti-pressure component; a guiding energy dissipation component, which is arranged on the mounting base and can buffer and dissipate the energy of the torrent generated by ice-induced vibration under rotation; and an external ice-breaking device, which is circumferentially distributed on the guiding energy dissipation component.

The present invention provides a gradation determination method, comprising: determining the mass loss of each particle group after destruction based on the input energy of the target rockfill body; determining a probability allocation matrix based on the original particle size and expected particle size of each particle group; determining the mass of the particles to be allocated based on the probability allocation matrix and the original particle mass of each particle group; and determining the gradation composition of the input energy of the target rockfill body based on the mass of the particles to be allocated, the original particle mass, and the mass loss of each particle group; the target rockfill body is composed of particle groups of multiple different particle sizes; the expected particle size is the particle size expected to be generated after the original particle size is destroyed; the probability allocation matrix is ​​composed of the correspondence between the mass of the particles to be allocated and the mass of the original particles; and the mass of the particles to be allocated includes the mass of the particles expected to be generated after destruction. The present invention can rapidly perform nondestructive testing, accurately measure, save time and effort, is applicable to various complex environments, accelerates construction progress, and improves construction efficiency.