134results about "Arch dams" patented technology

The invention provides a gabion arch ecological flexible debris flow blocking dam and a building method of the gabion arch ecological flexible debris flow blocking dam. The gabion arch ecological flexible debris flow blocking dam is an arch-shaped blocking dam. According to the structure of the gabion arch ecological flexible debris flow blocking dam, gabion box pieces filled with rock ballast are stacked and piled on a foundation, and the gabion box pieces are bound, so that the integrality of the whole blocking dam structure is improved; waste tires filled with clinosol layer by layer are horizontally laid on the upstream face of the inner side of the gabion box pieces; ecological bags filled with clinosol layer by layer are piled on the downstream face of the inner side of the gabion box pieces; the areas between the waste tires and the ecological bags are filled with rock ballast which is compacted through vibrating. According to an optimal scheme, vegetation is placed in soil between layers of the waste tires and the ecological bags on the upstream side and the downstream side of the gabion arch blocking dam through cuttage, the plant anchor rod function and the ecological surface protection function are achieved, and then the gabion arch ecological flexible debris flow blocking dam is formed. The gabion arch ecological flexible debris flow blocking dam has the advantages that the mechanical design is reasonable, the construction technology is simple, cost is low, popularization is easy, the gabion arch ecological flexible debris flow blocking dam can replace a masonry blocking dam and a concrete dam which are prone to damage, and a debris flow disaster can be effectively prevented and handled.

The invention discloses a method for determining inferior limit of safety coefficient of abutment stability of an arch dam. The method comprises the following steps: drawing a three-dimensional figure by using a computer, wherein the three-dimensional figure comprises a sliding block body (8), a sliding surface (7), a bottom sliding surface (4) and a side sliding surface (5); and calculating the inferior limit value of the safety coefficient of the abutment stability of the arch dam by a sliding block body three-dimensional limit balance algorithm through the volume of the sliding block body (8), the area of side sliding surface projection (9) and the area of bottom sliding surface projection (10), wherein the volume of the sliding block body (8) is obtained through the three-dimensional figure, the area of side sliding surface projection (9) is obtained through the area of vertical projection of the sliding surface (7) on the side sliding surface (5) along the vertical direction of the bottom sliding surface (4) and a ridge (6), and area of bottom sliding surface projection (10) is obtained through the area of vertical projection of the sliding surface (7) on the bottom sliding surface (4) along the vertical direction of the siding sliding surface (5) and the ridge (6). The method can reflect the true situation of the abutment stability of the arch dam accurately and is favorable for the safety of engineering design.

The invention discloses an arch dam safety evaluation method based on structural strength, foundation skid resistance and overall stability, and relates to the field of arch dam safety control analysis and design. The arch dam structural strength safety coefficient K1 is obtained by calculating the ratio of the strength allowed to be used for arch dam large-size concrete to the pressure stress calculated through the multi-arch beam method revised after considering influences of the calculation parameter and other factors, and the given evaluation standard is more reasonable and credible. The arch dam foundation skid resistance safety evaluation is conducted by giving possible sliding block modes such as large sliding blocks, small sliding blocks and stepped sliding blocks and the application guide and the control index K2 of the calculation formula on the basis of the rigid limit equilibrium method. The arch dam overall safety evaluation method includes the step that overload coefficient control indexes such as structure cracks and nonlinear deformation are given by conducting experimental research on the basis of a three-dimensional nonlinear finite element method and a geomechanics model and further increasing the overload capacity and the overload coefficient K3 of the water unit weight on the basis of the basic combination effect. An arch dam static force design safety evaluation system is formed by K1, K2 and K3 evaluation mentioned above.

The invention discloses a temperature-control anti-cracking method used for a concrete arch dam with a good anti-cracking effect. The temperature-control anti-cracking method used for the concrete arch dam comprises synchronous-cooling area temperature control and synchronous-cooling area height range control which are synchronously carried out. A finite element method is adopted to carry out numerical calculation and optimized analysis on five factors of a water pipe cooling process, construction progress, cantilever height, seasonal temperature change and a constraint condition, so that temperature real-time control adaptive to the synchronous-cooling area height is realized, and the anti-cracking effect of the concrete arch damis relatively good.

The invention belongs to the technical field of dam abutment slopes, and relates to an arch dam abutment slope stability judgment method based on three-dimensional visualization. By improving and enriching an existing method, and combining a secondary development technology of Civil 3D, the computation process of an arch dam abutment slop stability is visual and controllable, the computing result is accurate and reliable and more approximate to the engineering practice, and the security risk of engineering design can be avoided to a greater extent. Besides, three-dimensional visualization development can be performed by taking a computer as a platform, and the computation process elements can be visual, modularized and automatic. The judgment method provided by the invention is convenient and efficient, the result is efficient and reliable and the technology is advanced; moreover, the judgment method has a more accurate true situation of the arch dam abutment slop stability, and is more conducive to the improvement of the safety and efficiency of the engineering design.

The invention belongs to the technical field of displacement measurement and relates to an automatic three-dimensional displacement monitoring method for arch dam deformation. The method comprises the steps of dividing an arch dam into n sections, measuring a three-dimensional displacement value at the position of an end point of a first section, and monitoring the three-dimensional variation of the end point of each section, relative to the previous end point, so as to obtain the three-dimensional displacement value of the end points of all the sections according to a transfer principle. The method is simple and feasible, and convenient for engineering implementation, conforms to the practical engineering monitoring needs, provides an effective means for automatic three-dimensional displacement monitoring on the arch dam and overcomes the defect that the original measurement method only can monitor one-dimensional or two-dimensional displacement; in addition, the practical deformation condition of a dam body is combined, while the measurement effectiveness and the measurement precision are ensured, the corner parameter monitoring on a platform part of a measured part is cancelled, the measurement process is optimized, the measurement device is simplified, the measurement reliability is improved and the measurement cost is reduced.

The invention relates to a steel dam space truss structure unit body and an arch-style steel dam. The unit body is a hexahedral space truss structural body with a front end surface and a rear end surface in key pattern structures and other lateral surfaces in a stud link chain structure, connecting rods are respectively arranged between a central node O of the front end surface and other nodes, supporting connecting rods are respectively arranged between four middle nodes A,B,C and D of the front end surface and four vertexes of the rear end surface, and supporting connecting rods are respectively arranged between a central node O' of the rear end surface and the four vertexes of the rear end surface. The steel dam, which is a space truss structure with a curve upstream surface, is formed by combining the space truss structure unit bodies, an eliminator is fixed on the curve upstream surface, the bam bottom of the steel dam is fixed with a reinforced concrete bearing platform, and both sides of the steel dam are respectively fixed with the stepped bearing platform formed by reinforced concrete structures at both banks. The steel dam is kept stable mainly by the counteraction of arc ends at both banks and has strong overload capacity, high degree of safety and engineering investment saving.

The invention discloses a method for drawing up the center line of an arch dam. Firstly, the initially-drawn-up center line of the arch dam is obtained through a traditional computing method, then theinitially-drawn-up left (right) bank chord length Lsli (Lsri) is obtained through arch rings of different elevations, the function relationship curve of the elevation values of various layers of archrings and the initially-drawn-up left (right) bank chord length Lsli (Lsri) is obtained in a fitting manner through the principle of least squares, and the optimal center line position of the arch dam is obtained by computing the arch dam center offset distance obtained when the left and right bank computing chord length deviation under the elevations of the arch rings tends to be the minimum. According to the method, it is guaranteed that the left banks and the right banks of the arch rings tend to be symmetric, and the repeated and complex manual trial process is avoided.

The invention relates to a simulation method for a high arch dam construction. The simulation method comprises the steps of: a) collecting data used for reflecting the construction progress status; b) carrying out data reduction and data integration on the collected data; c) obtaining an incidence relation of data in a data warehouse by a Boolean type association rule mining algorithm based on a two-stage frequent itemset theory recurrence method; d) comparing the obtained inter-data incidence relation with data in a pouring decision rule base in a construction simulation system one by one to perfect the pouring decision rule base of a simulation system; and e) according to a construction determination type parameter, selecting a simulation system parameter by the incidence relation. According to the simulation method for a high arch dam construction, which is disclosed by the invention, a construction rule adaptive to the self characteristics of an engineering, a construction simulation parameter and an influence rule on the construction progress by various factors are obtained, the accuracy and the efficiency of the simulation system are obviously improved, and a guide function of the construction simulation system in high arch dam construction progress control is greatly reinforced.

The invention relates to a deformation-based real-time safety monitoring threshold determination method in an arch dam running period. The deformation-based real-time safety monitoring threshold determination method comprises the steps of building a mesh model for reflecting structure main characteristic; performing deformation value separation to obtain a water pressure deformation component; reflecting a dam structure material parameter; performing full-dam full-process simulation analysis, forecasting and developing dam deformation under conditions of a water level, a temperature, dam shoulder and creep within a certain time; performing water level, temperature, dam shoulder deformation and creep single factor deformation influence analysis by simulation analysis to obtain a deformationdevelopment rule; obtaining dam deformation under an actual condition by an interpolation algorithm according to the actual water level, the temperature, the dam shoulder deformation and the creep and by developing the water level, the temperature, the dam shoulder deformation and the creep; determining a deformation allowable fluctuation range according to monitoring and calculation deformation;and finally, obtaining the real-time deformation monitoring threshold. By the deformation-based real-time safety monitoring threshold determination method, the dam deformation is accurately forecasted, favorable explanation of a physical mechanism is achieved, meanwhile, the real-time dynamic change of an index is monitored, and real-time and accurate monitoring can be achieved.

The invention relates to a safety assessment method for an arch dam structure, belonging to the technical field of arch dam engineering. The safety assessment method comprises the steps: a, along the dam height direction, dividing the arch ring of the arch dam into a plurality of branch arch rings connected in order from bottom to top; b, dividing each branch arch ring into a left part and a right part by taking the center line of the arch dam as a boundary line; c, selecting the arch ring arc length s, the arch abutment thickness T, the foundation deformation modulus R of a dam foundation corresponding to each left branch arch ring and each right branch arch ring and the born water pressure p as analysis parameters; d, combining the four corresponding analysis parameters into a single macro analysis parameter F; e, setting an analysis standard N; f, structural analysis: if the value of the corresponding F of each left branch arch ring or each right branch arch ring is larger than the value of the corresponding N, the structure is not safe; if the value of the corresponding F of each left branch arch ring or each right branch arch ring is less than the value of the corresponding N, the structure is safe. The safety assessment method for the arch dam structure has higher accuracy.

The invention relates to a hydraulic engineering computer simulation technology and discloses a method for simulating the interference between the hoisting of a steel lining of a cable crane and the concrete pouring in the concrete construction process of a high arch dam. According to the method, the interference between the hoisting of the steel lining and the concrete pouring is abstracted into digital parameters which comprise machine hours of occupying the cable crane in the hoisting process, hoisting intervals, cable crane machine-position interference factors, intermission of mounting the steel lining on the bin surface and the like, and a digital model of the interference between the hoisting of the steel lining and the concrete pouring is established by the digital parameters, and thus, the interference phenomenon between the hoisting of the steel lining and the concrete pouring in a real construction system can be reflected by changing the values of the parameters and carrying out multi-scheme simulation and sensitivity analysis, so that the construction process of the steel lining is more accurately analyzed and forecast. The method is suitable for the building construction of the high arch dam.

The invention discloses a concrete material taking platform and an anti-collision damping device. The concrete material taking platform comprises a discharging platform. One side of the discharging platform is provided with a bucket platform; the discharging platform and the bucket platform are all a section of extension platform arranged along a side slope; the side face of the discharging platform, which faces the bucket platform, is provided with the anti-collision damping device; the anti-collision damping device is divided into a plurality of units, and is arranged along the discharging platform. The anti-collision damping device is characterized in that the back face of a panel is welded to a plurality of slide bars; a screw is welded to the end of each slide bar; a BeiLei beam is also provided with a plurality of slide bushings corresponding to the slide bars; the slide bars respectively pass through corresponding cushion pads, support frames, slide bushings and springs in sequence and are connected with nuts. According to the concrete material taking platform and the anti-collision damping device disclosed by the invention, by the arranged panel, cushion pads and slide bars, the impact of a bucket to the material taking platform can be effectively relieved. The construction cost of the material taking platform is further reduced. As the movable damping device is adopted by the concrete material taking platform disclosed by the invention, and the damping allowance is big, the damping device is not easy to damage, and therefore, the service life is prolonged, and the maintenance cost is reduced.

The invention discloses a complex foundation extra-high arch dam overall crack resistance design method, relates to the technical field of hydropower station arch dam design, and provides the complex foundation extra-high arch dam overall crack resistance design method. The method comprises the following steps that A, arch dam body shape design is conducted; B, the arch dam is analyzed by adopting an arch beam method, a linear elasticity finite element method, a nonlinear finite element method and a geomechanical model test method; numerical calculation and physical test results are comprehensively compared, and arch dam deformation, stress characteristics and the overall damage process are analyzed, judged and grasped, so that crack initiation points, crack weak links and reinforcement key objects and parts of arch dam damage are found out; the comprehensive influence of various factors influencing arch dam cracking on arch dam cracking is systematically analyzed; C, arch dam anti-cracking measures are designed in a targeted manner according to different cracking mechanisms of the anti-cracking weak area and the controllable cracking influence factors of the anti-cracking weak area; and D, the effect of the anti-cracking measure is evaluated by adopting a three-dimensional finite element equal numerical analysis method.

The invention discloses an integral U-shaped anchor rope embedded duct and a mounting method thereof. The embedded duct comprises a U-shaped pipeline, a plurality of steel strands, a plurality of isolating rings and a plurality of supports, the supports are fixedly embedded into a concrete foundation, the U-shaped pipeline is fixed onto the supports, the isolating rings are uniformly arranged in the U-shaped pipeline at intervals, and the steel strands sequentially penetrate all the isolating rings and are mutually isolated by the isolating rings. The embedded duct is simple in structure, prestress is uniformly distributed, and construction quality can be effectively improved. The mounting method includes the steps: 1) mounting a rope penetrating duct; 2) feeding and winding the steel strands; 3) enabling bundled ends of the steel strands to penetrate into a comb hole device and the isolating rings; 4) connecting a guider with a pulling rope; 5) penetrating the rope; 6) performing measuring, adjusting and positioning.

The invention discloses a personalized control method for cantilever height of an ultra-high arch dam, and relates to a personalized control method for the cantilever height of a concrete arch dam by utilizing a three-dimensional numerical method for solving and guiding and considering the actual construction requirement. The personality characteristics of different arch dams, different dam sections of the same arch dam and different elevations of the same dam section are further considered on the basis of the prior art, so that personalized control over the cantilever height of the ultra-high arch dam is realized by a three-dimensional finite element method. By the control method, the construction progress is accelerated, so that the construction period of the high dam is further shortened, and key objectives such as dam body water blocking and flood protection and expected power generation are achieved on schedule.

The invention discloses a temperature control anti-cracking method for a large-volume hydraulic concrete for a super high arch dam. According to the method, the concrete out-of-mixer temperature and the concreting temperature are controlled by pre-cooling aggregate, and adding flake ice and cold water; low-heat cement and highly-doped grade I coal ash are taken as a cementing material; cooling water pipes are buried and water is introduced to reduce the maximum temperature of the hydraulic concrete; grade-4 aggregate and PVA (Polyvinyl Acetate) fibers are adopted to prevent cracks. The purposes of controlling the hydraulic concrete out-of-mixer temperature to be lower than or equal to 7 DEG C in summer and lower than or equal to 9 DEG C in winter, the concreting temperature to be lower than or equal to 12 DEG C, and the maximum temperature to be lower than or equal to 27 DEG C are achieved. By actual application of the temperature control anti-cracking method for the large-volume hydraulic concrete to the super high arch dam, the maximum temperature is remarkably reduced, and cracks are not found on site.

The invention discloses a steel tube arched concrete dam which is characterized in that a plurality of arched steel tubes are overlapped into an arched dam; ventilation holes are reserved in the middle of arched steel tubes; concrete is filled in the arched steel tubes; arched leg bottom steel plates are welded at two ends of the arched steel tubes and are arched with rock; and concrete protective layers are cast around the steel tubes. The construction method comprises the following steps of: prefabricating the steel tubes by a factory in section and reserving the ventilation holes in the middle of the steel tubes; forming an integral arch by welding on the construction filed and then hoisting the integral arch to a plane at the dam bottom to form a first path of steel tube arch; filling concrete at one side of the steel tube arch and finishing the filling until the concrete is poured out from the other side to form steel tube concrete; welding the steel tubes and the arched leg bottom steel tubes arched on the rock; overlapping the steel tubes layer by layer by using the same construction method to the design elevation of a top surface of a dam body; and casting concrete protective layers at two sides of the steel tubes. The invention bears a main load by using the arched steel tube concrete overlapped to the design elevation from the dam bottom as an arch body according to the forced characteristics of the steel tube concrete, thereby greatly reducing the dam top section, further saving the material consumption, reducing the hydration heat, and being convenient to construct.

The invention relates to an analysis and treatment method for the safety of an arch dam structure, belonging to the technical field of arch dam engineering. The analysis and treatment method comprises the steps: a, along the dam height direction, dividing the arch ring of the arch dam into a plurality of branch arch rings connected in order from bottom to top; b, dividing each branch arch ring into a left part and a right part by taking the center line of the arch dam as a boundary line; c, selecting the arch ring arc length s, the arch abutment thickness T, the foundation deformation modulus R of a dam foundation corresponding to each left branch arch ring and each right branch arch ring and the born water pressure p as analysis parameters; d, combining the four corresponding analysis parameters into a single macro analysis parameter F; e, setting an analysis standard N; f, structural analysis: if the value of the corresponding F of each left branch arch ring or each right branch arch ring is larger than the value of the corresponding N, the structure is not safe; if the value of the corresponding F of each left branch arch ring or each right branch arch ring is less than the value of the corresponding N, the structure is safe. The analysis and treatment method for the safety of the arch dam structure has higher accuracy.

Disclosed is a construction method for a flexible composite impermeable layer of an upstream face of a high arch dam. The inner layer of the composite impermeable layer serves as an inner protective layer coated with GB plastic sealant or bonded with GB plastic sealing plates; the outer layer of the composite impermeable layer serves as an outer protective layer of the composite impermeable layer of the upstream face of the high arch dam and is formed by spraying spray polyurea elastomers on the GB plastic sealing plates, and covers the inner protective layer integrally. To prevent local come-off and bulge of the composite impermeable layer with the inner protective layer bonded with the plastic sealing plates and the outer protective layer sprayed with the spray polyurea elastomers, the composite impermeable layer is partitioned by directly spraying the spray polyurea elastomers with the width of 30cm in each section of the dam horizontally at the height of 5m. The flexible composite impermeable layer is impermeable even when 8mm cracks of concrete of the high arch dam are produced under action of waterhead, and accordingly, integral impermeability, crack resistance and durability of the upstream face of the high arch dam can be improved, hydraulic fracture caused by cracking of the upstream face of the dam is reduced, and safety of the dam is improved further.

The invention relates to a combined multi-arch type steel-structure dam, which comprises a reinforced concrete cushion cap and a pre-embedded fixed part at the dam bottom and reinforced concrete structured side piers and the pre-embedded fixed part on the two banks, wherein the steel-structural dam main body comprises a box type arch-shaped supporting main body and n small-span arch-shaped supporting panels which are fixed on a convex water-ward face of the arch-shaped supporting main body; and the arch-shaped supporting main body is an assembly which divided into n small arch-shaped supports which are formed by fixing box type small arch-shaped units A with rectangular sections and box type small arc-shaped units B with triangular sections. The combined multi-arch type steel-structure dam has the advantages that: the steel-structure dam is mainly stabilized under the counter-force action of the arch ends on the two banks, a plurality of small-span arch rings which are continuously arranged on the water-ward face ensure that the load on the dam body is uniformly transmitted to the arch-shaped supporting main body which is arranged behind the panel and has a box girder structure and then transmitted to the two banks and the foundation, so the load distribution is more rational; the dam body is light and tough, highly elastic and high in shock resistance; and the materials for building the dam are green and environmentally-friendly and can be recycled, the industrial manufacturing and installation are easily realized and the project process can be accelerated.

The invention discloses an arch grate type reinforced concrete debris flow stop dam and a construction method thereof. The stop dam comprises a plurality of stop main arch rings, vertical connecting beams and arch foot foundations on the two banks of a channel. The two ends of the stop main arch rings are fixedly connected with the arch foot foundations correspondingly. A plurality of grate boxesare defined by every two adjacent stop main arch rings and every two adjacent stop arch vertical connecting beams, and a stop dam face is formed. According to the construction method, a foundation isexcavated, the bottom layer stop main arch rings, the arch foot foundations, the stop arch vertical connecting beams and the rest of stop main arch rings are sequentially constructed, and the arch grate type reinforced concrete debris flow stop dam is formed. According to the type of stop dam, original debris flow impact force perpendicular to a dam body is decomposed into pressure stress in the main arch ring direction, finally, the pressure stress is transmitted into rock soil bodies on the two banks of the channel, the anti-shear effect of a traditional stop dam is improved, a very good mechanics effect is achieved, and the integral stability, debris flow impact force resisting performance and anti-shear performance are improved; and an overflow port is not arranged, and the beneficialeffects that the structure is simple, safety and reliability are achieved, materials are saved, and cost is reduced are achieved.

The invention discloses an arrangement structure of overflow surface holes of an arch dam. The arrangement structure comprises two middle piers arranged on the overflow surface of the arch dam at an interval, and two side piers arranged on the outer sides of the two middle piers at an interval respectively; each of an overflow middle hole and two overflow side holes consists an overflow section and an outlet section; the side walls of the side piers, positioned at the outlet sections of the overflow side holes are inclined for 4-5 degrees towards the corresponding middle lines of the side piers from the upstream to the downstream; the side walls of the two middle piers , positioned at the outlet section of the overflow middle hole, are inclined for 7-8 degrees towards the corresponding middle lines of the middle piers from the upstream to the downstream; and the overflow surface structure of each overflow side hole is as follows from the upstream to the downstream: the curve of a weir surface is a power curve, the upstream of the origin of the power curve is an elliptic curve, the power curve is tangent to a straight-line segment inclined downwards, and the lower end of the straight-line segment extends to the outlet tail end of the overflow side holes and is connected with a horizontal bucklet lip through an arc transition section. On the premise of meeting energy dissipation of outlets of the overflow surface holes of the arm dam, the arrangement structure can alleviate or avoid washout on a downstream side slope or sidewall.

The invention relates to an arch dam construction control method, and belongs to the field of water conservancy and hydropower, in particular to an arch dam pouring block construction control method. According to the technical problems, the arch dam pouring block construction control method can fast and accurately determine space parameters of arch dam pouring blocks, so that arch dam structural construction is completed. The arch dam pouring block construction control method comprises the following steps that a, firstly arch dam shape parameter curve fitting is carried out; b, secondly, arch dam shape coordinate calculation is carried out; c, a coordinate formula of an intersection of a lead straight surface and upstream surface and downstream surface of an arch ring is established; d, the lowest point coordinates of the upstream surface of the lead straight surface after corner cut of the upstream surface are calculated; and e, finally by using the parameters obtained through the steps, the parameters are converted to a CAD graph through a DXF file, a plane graph, a radial profile graph and an arch dam three-dimensional shape graph of arch dam pouring block points are obtained, and construction operation is carried out through obtained structural information. The arch dam pouring block construction control method is especially suitable for water and electricity large dam arch dam pouring block construction.

The present disclosure provides an artificial retaining dam of coal mine underground reservoir. The artificial retaining dam (30) is embedded into a security coal pillar (2) and surrounding rock (3) around an auxiliary roadway (1), the cross section of the artificial retaining dam (30) is an arc, and a concave of the arc artificial retaining dam (30) faces the underground reservoir. The disclosure also disclosed a method for connecting a security coal pillar, surrounding rock, and an artificial retaining dam for a coal mine underground reservoir. The retaining dam improves sliding-resistant performance of an artificial retaining dam, and can effectively cushion the impact to the dam bodies due to suddenly increased water pressure.

The invention belongs to the field of arch dam safety monitoring, and provides a method for evaluating the long-term safety degree of an arch dam under the action of valley width shrinkage deformation, which comprises the following steps: firstly, predicting the limit value of the valley width shrinkage deformation of the arch dam; establishing an overall finite element model of the arch dam foundation, and performing valley width shrinkage deformation inversion based on the predicted valley width shrinkage deformation limit value; applying displacement obtained through inversion to the boundary of the finite element model, and obtaining the maximum water level overload multiple during overall deformation of the arch dam foundation and the intensity reduction multiple during instability failure of the arch dam foundation through simulation by means of a water level overload method and then an intensity reduction method; and determining the long-term safety degree of the arch dam underthe action of valley contraction deformation based on the maximum water level overload multiple and the strength reduction multiple. Extreme loads such as flood and landslide surges possibly encountered in the long-term operation process of the arch dam and gradual degradation of the material characteristics of the dam body and foundation rock mass of the arch dam along with time are considered, consideration factors are comprehensive and objective, and the method has the advantage of high accuracy of arch dam safety evaluation.

The invention provides a 1676 mm and 1000 mm double-rail-distance mixed gage turnout. The 1676 mm and 1000 mm double-rail-distance mixed gage turnout is mainly composed of a strip switch and a stiff frog. The strip switch comprises three fixed basic rails and three linked point rails. The three basic rails are the 1676 mm straight-strand basic rail, the 1000 mm straight-strand basic rail and the common curve-strand basic rail; and the three point rails are the 1676 mm curve point rail, the 1000 mm curve point rail and the common linear point rail. The stiff frog is mainly composed of a bidirectional blunt angle frog, the first acute angle frog and the second acute angle frog. A line overlapping scheme is provided for 1676 mm width rails and 1000 mm meter gage rails, and in the situation that the space is confined and guardrails cannot be arranged, bidirectional blunt angle frogs with a self protection function are designed.

Provided is a hydraulic self-elevated truss-type cantilever heavy arch dammould system,hydraulic self-elevated truss-type cantilever heavy arch dammould system comprisesforced tripods, a hydraulic climbing frame system connected with the forced tripods and a mould device movably arranged on the forced tripods. A plurality of the forced tripods are fixedly connected with each other through a plurality of tripod connection beams. The back face of themould device is provided with a plurality of crosswisewalings.The crosswisewalings are connected with truss-type lengthwise walings. The truss-type lengthwise walings are connected with one end of a sliding rod member through an adjustable shaft rod of the mould. The other end of the sliding rod member is connected with the bottom of the truss-type lengthwise walings through a connecting module which is connected with the force tripods. The sliding rod member is also connected with the top of the force tripods through a telescoping drive device. By adopting the unique truss-type lengthwise walings and matching with a mould releasing and clamping structure, mould forming and releasing are convenient, the height of poured concrete in each bunker is increased and the connection with an anchor cone is convenient so as to adapt to the complex curved surface shapeof the arch dam.