36 results about "Dam Collapse" patented technology

The invention relates to a scheme for quickly positioning breakage of an inner geomembrane in anti-seepage engineering, belonging to the technical field of anti-seepage in hydraulic engineering (civil engineering). The method of the invention comprises the following steps of: integrating continuous fibers and the geomembrane, wherein the fibers are arranged uniformly like a snake in the geomembrane, and the distance among the optical fibers is less than or equal to a strain sensitive distance of double fibers; taking the geomembrane as an anti-seepage material and conducting light paths of the fibers in the whole anti-seepage area; leading out the terminals of the fibers to a fiber strain detecting device for covering a protective layer of the geomembrane; and according to the arrangementdesign of the anti-seepage engineering, establishing a conversion expression between the fiber length L and the XY coordinate values of an anti-seepage surface. Fiber open circuit or abnormal strain caused by the breakage of the geomembrane can be found by a distributed detection system, and the breakage position of the geomembrane can be quickly and accurately determined by the conversion between the fiber length and a laying distance, thereby gaining precious emergency repair time for a dam of which the geomembrane is damaged, and effectively reducing the occurrence of dam collapse disasters.

The invention provides a method for simplifying a grid model without changing appearance features thereof, which comprises a collapse process with a half-edge collapse cost condition and an iteration. The correct collapse sequence is determined through the cost condition. The method comprises the following steps: according to the measurement of the second-order error, the collapse cost of the half-edge collapse of vs to vt Cost (vs, vt) is defined to be (Qs+Qt)vt, and Qs and Qt are the sums of squares of the distances of the starting point and the termination point to an interrelated planar set, respectively; the iterative half-edge collapse of vs to vt with junctures is completed under three circumstances according to whether vs and vt are junctures. The three-dimensional grid model simplification method provided by the invention has the advantages of high efficiency, high similarity and less memory consumption. No new peaks are introduced in the simplification of the half-edge collapse operation so that the original data storage structure is utilized repeatedly, thus reducing the occupancy of memory.

The present invention discloses a method for calculating a maximum movement distance of collapse in a karst region. The method is characterized in comprising the following steps: a, calculating the position of the crack at the rear end of the collapse, the position of the front end of the collapse, the average length of the collapse and the width of the collapse, calculating the collapse area A, and calculating the collapse volume V through V=0.146A1.332; and b, determining the maximum movement distance Lmax of the collapse according to the elevation difference H and the collapse volume V, when the collapse volume V>100000m3, performing calculation through Lmax=H/10 0.109 log V+0.17, and when the collapse volume V<100000m3, performing calculation through Lmax=H/10 0.109 log V+0.22. According to the technical scheme of the present invention, the maximum movement distance of the collapse in the karst area can be accurately calculated, the hazards caused by collapse risks and collapses can be effectively avoided, and the effectiveness of disaster prevention is greatly improved.

The invention relates to a self-adaptive cofferdam lake gradual collapse coupling prediction model which is characterized by comprising the following steps: fitting a cofferdam lake water level-reservoir capacity curve to obtain the total water volume W0 of a reservoir area before dam collapse; deciding a breach width bm and a breach depth hm; calculating a dam break maximum flow of the dam site section to obtain the reservoir capacity Wm corresponding to the break depth hm; calculating the average volume sand content percentage p; calculating the maximum water depth ratio [beta]m of the dam break position; calculating an expansion duration tau; calculating a real-time dam break flow process q(t), and calculating a drainage amount W(tau); checking whether the product is in an acceptable range; calculating duration T after the dam break flood peak; deducing a post-peak flow process; calculating the residual water quantity W(T) in front of the dam; checking whether the product is in an acceptable range; and integrating the obtained pre-peak and post-peak flow processes q(t). According to the method, the possible maximum flood peak flow can be obtained, the dam break flood process can be deduced together, the dam break flood flow process can be quickly obtained, and a reference is provided for front-line emergency rescue treatment.

The invention belongs to the field of rock mass dynamics indoor tests, and particularly relates to test equipment for simulating collapse of rock mass. The test equipment aims to bring convenience formeasuring the collapse failure critical slope gradient of the rock mass or further measuring the horizontal movement distances of the rock mass with different degrees of roughness. The test equipmentcomprises a rock mass collapse simulation device, a slope gradient adjustment device and a rock mass collapse monitoring device. The rock mass collapse simulation device at least comprises a slope surface roughness simulation plate, and the rock mass can slide on the slope surface roughness simulation plate after collapsing; the slope gradient adjustment device is used for adjusting the slope gradient alpha of the slope surface roughness simulation plate relative to horizontal planes; the rock mass collapse monitoring device is at least used for measuring values of the slope gradient alpha when the rock mass starts to slide along the slope surface roughness simulation plate under the gravitational effects. The test equipment has the advantages that the collapse failure critical slope gradient of the rock mass can be conveniently measured by the test equipment; the test equipment in certain examples further can be provided with different types of slope surface roughness simulation plates, accordingly, collapse procedures of the rock mass R with the different degrees of roughness can be simulated, and relations between the horizontal movement distances of the rock mass R and the roughness of slopes can be obtained.

The invention relates to a dam piling or dam collapsing similarity model experimental device for tailings, and belongs to the technical field of mine geotechnical engineering. The dam piling or dam collapsing similarity model experimental device for the tailings comprises a supporting device, a water supply and rainfall recovery device, an ore stacking device, a dam piling experiment device, a ventilation device and a vibration device, wherein the supporting device is a supporting part; the ore stacking device is used for stacking the tailings into the dam piling experiment device; the water supply and rainfall recovery device, the ventilation device and the vibration device are used for simulating the experiment of dam body stability under the rainfall condition; the ventilation device isused for simulating the experiment of dam body stability under the strong wind condition; the vibration device is used for simulating the experiment of dam body stability under the earthquake condition; and in addition, the experiment of tailing pond dam collapsing caused by overtopping under the rainfall condition, the experiment of dam body stability under different damming technology conditions, and the experiment of dam body stability under different reservoir water level conditions of a tailing pond can be simulated and observation of a mud and sand movement change and evolution law after a tailing dam collapses can be realized.

The invention relates to the technical field of reservoir dam collapse prediction, and discloses a reservoir dam collapse risk analysis method based on a cloud theory. The reservoir dam collapse risk analysis method comprises the steps of generating a cloud evaluation scale according to the digital characteristic of a risk grade evaluation theory domain; calculating the deviation degree of a cloud gravity center vector from an ideal-state cloud gravity center vector according to a decision matrix which reflects the comment of a decision maker to each risk factor; and determining the risk grade of dam collapse according to the deviation degree and the cloud evaluation scale. The reservoir dam collapse risk analysis method is combined with the field objective reality of the reservoir and can quantitatively evaluate the reservoir dam collapse risk. Furthermore the identified risk grade is more accurate.

The invention discloses a check dam of a channel and a construction method thereof. A check dam body is transversely arranged in the channel, the bottom of the check dam body stretches downward into the bottom of the channel, dam abutments on two sides of the check dam body transversely stretch into channel grooves, the height of an upstream face of the check dam body is raised gradually along thewater flow direction, the height of a back side of the check dam body is reduced gradually along the water flow direction, protecting walls are arranged on the side of the inflow direction of the check dam body on the channel grooves in two sides, the upstream end part of each protecting wall is bent toward each channel groove, and the downstream side of each protecting wall is connected to the upstream face of the check dam body; as the protecting walls are additionally arranged on the side of the upstream face of the check dam body, the problem of dam collapse as the upstream face of the check dam body flushes the channel grooves in two sides is solved. The upstream end parts of the protecting walls are bent toward the channel grooves and stretch into the channel grooves, so that a water flow can be effectively prevented from seeping from the back side of the walls. Therefore, the check dam of the channel provided by the invention is relatively high in stability.

A semiconductor structure and a method for fabricating the same. The structure includes a substrate, active fin structures, and non-active fin structures. The structure further includes isolation regions in contact with the active fin structures, and isolation regions in contact with the non-active fin structures. A first gate structure is in contact with the active fin structures and the isolation regions that are in contact with the active fin structures. A second gate structure is in contact with the non-active fin structures. The method includes forming an isolation region between fin structures. A mask is formed over active fin structures and dummy fin structures are then removed to form a plurality of trenches between the isolation regions. A nitride-based layer is formed in contact with isolation regions corresponding to the dummy fin structures. The nitride-based layer forms a non-active fin structure within each trench of the trenches.

The invention discloses a framework type seepage drainage system and a method, and belongs to the field of sewage drainage in a tailing pond, which aims at solving the problem of difficulty in drainage of tailing water in the tailing pond. The framework type seepage drainage system is characterized in that a framework seepage drainage body is arranged in the tailing pond, and is formed by connecting a column type seepage drainage pipe on the vertical direction and a beam type seepage drainage on the horizontal direction through a connector; seepage drainage holes are uniformly distributed in the column type seepage drainage pipe, and water seepage holes are uniformly distributed in the upper half part of the beam type seepage drainage pipe; a geotechnical cloth is coated at the outer sideof the beam type seepage drainage pipe. The framework type seepage drainage system has the advantages that the occurrence of dam collapse accidents is prevented, the safety of lives, properties and existing facilities at the downstream zone is guaranteed, and the serious environmental pollution is prevented.

The invention discloses a barrier lake dam body dredging method. Firstly, a water storage groove is dug on a barrier lake dam body according to the thickness and length of the barrier lake dam body and the soil and stone stability of the barrier lake dam body; a plurality of water storage holes are dug in corresponding positions in the water storage groove; and water in a riverway is injected intothe water storage groove and the water storage holes by a water suction pump, so that the water in the water storage holes and the water storage groove is used for flushing away a landslide dam. By using the mode, the flushing power of the water is used for dredging the riverway. Compared with a riverway dredging mode of directly using explosives for blasting, the mode is safe. Further, before the water is injected into the water storage groove and the water storage holes, grooves are dug at the two sides of the water storage groove along the riverway or at least one row of holes are drilled;low-temperature liquid is injected into the grooves or the holes so as to freeze the soil bodies around the grooves or the holes; and therefore the secondary blockage due to soil body collapse at twosides of the dam body after the dam collapse can be prevented.

The invention provides a sunk type gas shield dam, and relates to a water retaining dam, in particular to the sunk type gas shield dam. The invention provides the sunk type gas shield dam with the advantages that an air bag can be conveniently dismounted and mounted; and a shield plate can be completely placed flatly. The sunk type gas shield dam comprises a concrete foundation, the shield plate and the air bag, wherein the shield plate is hinged onto the concrete foundation; the air bag is arranged at the lower part of the shield plate and drives the shield plate to do turning action; the shield plate is anchored on a shield plate anchoring surface through a first anchoring screw bolt; the air bag is anchored onto an air bag anchoring surface through a second anchoring screw bolt; a lifting machine is vertically placed; and a lifting plate is horizontally placed. The sunk type gas shield dam has the advantages that the structure is simple; the existing gas shield dam is improved; thereplacing work of the air bag is simplified; and meanwhile, the waterflow during dam collapse flow passing of the gas shield dam cannot be influenced.

The invention provides a numerical value measuring and calculating method for dam body collapse space-time evolution of a barrier dam. The method comprises the following steps that a barrier dam model is established by using physical parameters and geometric dimension parameters; an overflow model is established based on the characteristics that barrier dam collapse overflow is a simplified, one-dimensional, multi-phase and isothermal laminar flow water-soil mixture; the overflow model is simplified through depth integral hypothesis to obtain a multi-phase overflow model; dam body shearing force provided by overflow and the shear strength of a dam body are obtained, and whether erosion occurs or not is judged; and natural slope toes of all positions of the dam body and the internal friction angle of a critical soil body are measured and calculated based on time, and if the natural slope toe of the current position is larger than the internal friction angle of the critical soil body, the soil body of the current position enters the overflow. According to the method, measurement and calculation are carried out through the numerical value of the barrier dam model, the erosion surface change and the collapse opening space-time evolution caused by barrier dam collapse can be scientifically and accurately obtained, and the scientific level of debris flow and secondary disaster prevention and control of the debris flow and environmental protection is improved.

The invention relates to a water retaining dam, in particular to an air shield dam. The air shield dam with a conveniently-dismounted and mounted air bag and a completely flattened shield plate aims to solve the problems in the prior art. The air shield dam comprises a concrete foundation, the shield plate hinged to the concrete foundation, and an airbag arranged on the lower portion of the shieldplate and driving the shield plate to perform overturning action, wherein the shield plate is anchored on a shield plate anchoring surface through an anchor bolt I; and the air bag is anchored on anair bag anchoring surface through an anchor bolt II, the air bag is provided with an air inlet, an air inlet device of the air bag is arranged in the concrete foundation, and the air bag anchoring surface is lower than the shield plate anchoring surface. The air shield dam is simple in structure, an existing air shield dam is improved, and water flow when the air shield dam collapses and overflowsis not influenced while the replacement work of the air bag is simplified.

A foam generator that can reliably generate viscous foam that does not easily collapse due to its own weight during use. To achieve the purpose of the present invention, the foam generator of the present invention generates foam by means of mixing air and washing liquid (5). This foam generator is provided with a volume space to some extent in order to store foam between the liquid level of the washing liquid in the tank (2) and the outlet of the foam to improve the quality.

The invention discloses a dam protection structure for a water conservancy project river channel, and relates to the technical field of water conservancy project. The dam protection structure comprises a protection plate, a rectangular groove is formed in the front face of the protection plate, a first U-shaped block is fixedly connected to the top of the protection plate, a second U-shaped block is fixedly connected to the bottom of the protection plate, a top adjusting mechanism is installed on the first U-shaped block, a top positioning mechanism is installed on the top adjusting mechanism, and a horizontal fixing pile is installed on the second U-shaped block; the top adjusting mechanism comprises a U-shaped plate, the opening direction of the U-shaped plate is downward, and a first movable block capable of moving is installed on a first lead screw; the top positioning mechanism comprises a strip-shaped plate, and the bottom of the strip-shaped plate is fixedly connected with a vertical fixing pile; and a U-shaped groove is formed in the base face of the horizontal fixing pile, and a second movable block capable of moving is installed on a second lead screw. According to the dam protection structure, the problem that the dam collapses due to the fact that soil on the slope surface of the river dam is lost when the river dam of the water conservancy project is washed by water flow or rainwater for a long time is solved.