58results about How to "Avoid falling blocks" patented technology

The invention provides a collapsible loess tunnel primary support arch replacement construction method. The method comprises the five steps of carrying out arch replacement construction preparation, temporary measures, soil body reinforcement, primary support steel arch frame pre-reinforcement and arch replacement construction. According to the construction method, a special lining construction rack does not need to be additionally arranged, operation is carried out based on a waterproof plate trolley, rapid construction is facilitated, and the cycle operation time is shortened. Soil body reinforcement and steel arch frame pre-reinforcement are brought into the construction procedure, the safety of operators can be guaranteed, the danger of soil body chipping or collapse in an arch frame dismantling process is effectively avoided, and meanwhile the bearing capacity, integrity and waterproof and anti-permeability performance of tunnel surrounding rock bodies are guaranteed. By adoptingthe arch replacement construction method for construction, the geological problems of collapsible loess tunnel arch crown settlement, peripheral convergence and the like can be effectively solved, thetunnel quality problems of secondary lining cracking, beyond limit and the like caused by large deformation of surrounding rock are prevented, the construction cost is effectively reduced, and the construction period is effectively shortened.

The invention relates to the field of tunnel and underground engineering, in particular to a bridge bearing structure passing through a huge karst cave and a construction method of the bridge bearingstructure. The bridge bearing structure comprises a bridge structure and a protection structure, the protection structure comprises a first supporting beam and a second supporting beam, and further comprises an open cut tunnel structure or a shed tunnel structure, the first supporting beam crosses the karst cave, the two ends of the first supporting beam are arranged on stable foundations on the two sides of the karst cave, the second supporting beam crosses the karst cave, the two ends of the second supporting beam are arranged on the stable foundations on the two sides of the karst cave, thetwo sides of the lower part of the open cut tunnel structure or the shed tunnel structure are fixed to the first supporting beam and the second supporting beam correspondingly, the bridge structure is arranged in the open cut tunnel structure or the shed tunnel structure and crosses the karst cave, and the two ends of the bridge structure are arranged the stable foundations on the two sides of the karst cave. The construction method is used for constructing the bridge bearing structure. Compared with a traditional method for crossing the karst cave through a backfilling method, the karst caveis continuously crossed through prestressed concrete, construction is convenient, the structure is reliable, and the defect of large settling after construction due to tunnel slag backfilling of thehuge karst cave is avoided.

The invention provides a gas-bearing coal seams U-shaped well drilling and exploiting method, and the method comprises the steps of (1) drilling the straight well of the U-shaped well and conducting cavern completion; (2) drilling the straight well segment of the horizontal well; (3) drilling the horizontal segment of the horizontal well; and (4) perforating and fracturing the horizontal well so as to communicate a multilayer object layer of the gas-bearing coal seams. According to the invention, a non-target reservoir is deflected and the horizontal segment is drilled, like a sandstone or a limestone; a borehole is prevented from collapsing, block is prevented from falling off and the well is prevented from leaking when a target reservoir of gas-bearing coal seams is drilled; drilling efficiency is raised; drilling fluid is prevented from soaking the reservoir of the gas-bearing coal seams for a long time, particularly the coalbed gas layer and the shale gas layer; damage of particles in solid phase and drilling cuttings in the drilling fluid to the reservoir of the gas-bearing coal seams is effectively reduced; by communication between the horizontal segment of U-shaped well and the reservoir of the gas-bearing coal seams by pressing crack in a large scope, exploitation swept area and deflation area are increased; multilayer commingled production of the gas-bearing coal seams is realized; the utilization rate of the gas-bearing coal seams is raised; area well drilling quantity and total cost of well drilling are reduced; and the yield of a single well, exploitation degree and economic benefit are greatly increased.

The invention provides tundish coating and a preparation method thereof. The tundish coating is prepared from the following raw materials in percentage by weight: 20% of magnesite clinker with the particle size being 3 mm to 1 mm, 32% of magnesite clinker with the particle size being 1 mm to 0.1 mm, 38-40% of magnesite clinker with the particle size being not greater than 0.075 mm, 1.2-1.5% of fiber, 1-3% of a binding agent, 2-3.5% of a plasticizer, 0.3-0.5% of a dispersant, and 0.5-2.5% of a raising agent; and the raising agent is carbonate or a mixture of the carbonate and acidoid. The tundish coating has the following beneficial effects that the situation that during high-temperature baking, concentrated drainage of water in the coating is extremely fast, consequently, the coating is cracked, peeled, chipped off and even collapsed is prevented; and the construction maintenance time and the online baking time of the coating can be greatly shortened, and the production efficiency of asteel mill is greatly improved.

The invention discloses a demolding device for an end plate of a side plate of a bilateral pre-tensioned pre-stressed concrete track plate. The demolding device comprises a side plate demolding device and an end plate demolding device which are used separately or together, and a control system, wherein the side plate demolding device and the end plate demolding device are provided with driving mechanisms which are connected with the control system respectively; and the side plate demolding device and the end plate demolding device work simultaneously or in sequence under the control of the control system, so that the side plate and/or the end plate is separated from the track plate at one time. The invention further relates to a demolding method for the end plate of the side plate of the bilateral pre-tensioned pre-stressed concrete track plate using the demolding device. Preferably, the side plate demolding device and the end plate demolding device are arranged integrally into an integral side plate and end plate demolding device, so that the side plate and the end plate can be separated conveniently and efficiently in sequence or simultaneously. According to the demolding method and the demolding device, the side plate and/or the end plate can be separated conveniently and reliably at one time, so that the appearance of a product is ensured, and the production efficiency is increased.

The present invention relates to the technical field of slopes, in particular to a reinforcement device for slopes, which includes a slope, a plurality of connecting rods are evenly inserted on the surface of the slope, and the end of the connecting rods away from the first fixing block is provided with a A fixed rod, the upper end of the fixed rod is provided with a second fixed block, the upper end of the second fixed block is symmetrically threaded with two bolts, and the outer wall of the second fixed block is sleeved with a splint matching the bolts, Nuts are arranged on the outer wall of the bolt, a metal mesh is arranged between the splint and the second fixed block, a concrete layer is arranged on the surface of the slope, a long rod is arranged on the front bottom of the slope, and the The side wall of the long rod is provided with an arc-shaped plate, and the upper end of the arc-shaped plate is screwed with a threaded nail. The invention can avoid the occurrence of falling off of the metal mesh, improve the slope surface protection ability of the slope, avoid the phenomenon of falling blocks and rocks, and reduce the risk.

The invention provides a method for connecting a Fe-based high-temperature alloy ring with internal characteristics and a Cu-Ag alloy. The method comprises the following steps: preparing a high-temperature alloy and Cu-Ag alloy ring, preparing a capsule, carrying out assembly, carrying out vacuum treatment and sealing, controlling a hot isostatic diffusion bonding process, carrying out aftertreatment and the like. According to the method for connecting the Fe-based high-temperature alloy ring with internal characteristics and the Cu-Ag alloy, provided by the invention, by adopting a hot isostatic diffusion bonding technology, diffusion bonding is carried out on the Cu-Ag alloy and the high-temperature alloy ring with the internal characteristics in a high-temperature and high-pressure environment, and a target ring is formed. The method not only can well realize the bonding of characteristic high-temperature alloy and Cu-Ag alloy, but also can meet the bonding of characterless high-temperature alloy and Cu-Ag alloy and avoid bonded layer peeling, chipping, layering and separation from a base body. The porosity of a bonded layer is low.

The invention provides a rubber roller. The rubber roller comprises a roller core. The surface of the roller core is covered with a polyurethane rubber layer. The parts, located on the two sides of the polyurethane rubber layer, of the surface of the roller core are further covered with high-temperature resisting materials. The high-temperature resisting materials are in seamless butt joint with the polyurethane rubber layer. The width of the polyurethane rubber layer is determined according to the work face width needed during using. The high-temperature resisting materials are nylon materials. The rubber layer wrapping the surface of the rubber roller is divided into a working area in the middle part and non-working areas at the two ends. Different high-temperature resisting materials are adopted in the working area and the non-working areas, and therefore the problems that non-working areas on the two sides of the rubber roller are faster than the working area in aging, products are prone to being polluted, and the updating period is short can be solved.

The invention discloses a segmented blasting hole excavation construction method for reconstruction and expansion of a tunnel through a karst landform water conservancy extra-small section. The segmented blasting hole excavation construction method is used for reconstruction and expansion of an original tunnel. The original tunnel is the extra-small section, and the excavation section is designedto be in a city door hole type. The segmented blasting hole excavation construction method comprises the following steps that S1, on-site reconnaissance and investigation are conducted on surroundingrock of the original tunnel, the existing state of the surrounding rock is actually mastered, and the category classification of the surrounding rock is confirmed to be IV or V; S2, advanced reinforcement is conducted on the existing state of the existing surrounding rock found through investigation in the step S1; and S3, classified blasting and segmented blasting of the same tunnel face are conducted on excavated different surrounding rock tunnel faces. A segmented blasting method in the step S3 comprises the steps that firstly, the top part of the original tunnel is excavated through blasting, and then a side wall and an inverted arch are excavated through blasting; or the position of the side wall is blasted firstly, and then the position of an arch crown is detonated. The segmented blasting hole excavation construction method has the characteristics of being safe, reliable, easy to construct and operate, remarkable in economic benefit and the like, can be widely applied to the field of water conservancy, mine and underground engineering widening construction, and is wide in application and popularization prospect.

The invention provides a continuous beam bell mouth friction loss testing method based on a karst cave and underground river environment. The method comprises the following steps that S1, a tunnel section A is excavated to penetrate through a karst cave; S2, an underground river is diverted; S3, the karst cave is backfilled to a tunnel foundation surface; S4, the cave wall is protected, and a plurality of anchor cables are constructed; S5, the karst cave is filled, and the anchor cables are connected with a backfill body; S6, the backfill body is excavated to form a tunnel section B; S7, abutments are constructed on the tunnel section A; S8, a first section, a second section, a third section and a closure section are divided; S9, a supporting foundation of the tunnel section A is constructed; and S10, continuous beams are continuously constructed from the first section to the closure section according to the section sequence. The method has the advantages of being stable, reliable, high in safety and capable of preventing sedimentation.

The invention discloses a sequential supporting structure system of a soil vertical shaft and a construction method. The sequential supporting structure system of the soil vertical shaft and the construction method are reliable in technical scheme, simple in construction, low in investment and capable of effectively realizing safe and efficient excavation of a large-section soil vertical shaft. The structure system comprises a vertical shaft wall, a forepoling structure, a construction period supporting structure and a reinforced concrete shaft wall structure; the forepoling structure comprises a plurality of grouting steel pipe piles arranged around the outer side of the vertical shaft wall; the construction period supporting structure comprises a reinforcing mesh, profile steel walling cribs, supporting anchor rods and a concrete spraying layer, the reinforcing mesh is laid on the inner wall face of the vertical shaft wall, the plurality of profile steel walling cribs are evenly arranged on the inner side of the vertical shaft wall in the longitudinal direction, and the supporting anchor rods are evenly arranged in the longitudinal direction and the circumferential direction of the vertical shaft wall; the inner wall face of the vertical shaft wall is provided with the concrete spraying layer which enables the closed reinforcing mesh, the profile steel walling cribs and the supporting anchor rods to form a whole; and the reinforced concrete shaft wall structure is poured on the inner side face of the concrete spraying layer.

The invention discloses a thermal spraying combined manufacturing process of lost foam cast ductile iron pipe fittings. The thermal spraying combined manufacturing process comprises the following steps that a, lost foam is manufactured, specifically, foamed plastic is manufactured into real molds corresponding to the ductile iron pipe fittings in part structure and size; b, coating brushing is conducted, specifically, the real molds are assembled, combined and dried, the combined real molds are brushed with high-temperature preventing coating, and then the coating of the real molds is dried; c, thermal spraying treatment is conducted, specifically, the surface layer of the coating is subjected to thermal spraying treatment, the thermal spraying temperature is 50-250 DEG C, and the thickness of a thermal spraying material is no more than 1 mm; d, burying-in-box and modeling are conducted, specifically, the real molds subjected to thermal spraying operation are buried in a sand box and modeled; and e, casting and clearing are conducted, specifically, molten metal is poured into the sand box at the negative pressure, cooling, shot blasting, polishing clearing and a pressure test are conducted, and then finished products are obtained. The strength and flatness of a coating layer are improved through combination of thermal spraying, and the problem that the coating is likely to falloff, brushing is nonuniform, and consequently, the quality of the finished products is affected is well solved.

The invention discloses a continuous casting tundish protecting technology and relates to the field of steelmaking technologies. The continuous casting tundish protecting technology comprises the following steps that a, a tundish is baked at a baking position and moved to a pouring position after being baked; b, a protecting sleeve immersed into molten steel in a crystallizer is mounted at a tundish sliding water gap in the lower end of the tundish; c, the molten steel is poured into the tundish through a ladle; and d, the molten steel in the tundish is poured into the crystallizer by the protecting sleeve. The protecting sleeve is replaced on time, when the protecting sleeve is replaced, the liquid level of the molten steel in the crystallizer is lowered through manual operation of a casting speed disc, and after the protecting sleeve is replaced, the liquid level of the molten steel in the crystallizer is heightened through manual operation of the casting speed disc. According to thecontinuous casting tundish protecting technology, the protecting sleeve is replaced in time, so that the phenomena of damage to the protecting sleeve and fracturing or falling blocks of the protecting sleeve due to long-time high-temperature pouring are avoided, the situation that the falling blocks and the like at the protecting sleeve fall into the crystallizer is avoided, and slag inclusion ina continuous cast billet in the continuous casting tundish protecting technological process is avoided.

The invention relates to the technical field of water conservancy and hydropower engineering tunnel construction, in particular to an underwater non-blasting demolition construction method for a reserved rock bank. The method comprises the steps that 1, after tunnel construction is completed, a tunnel inlet gate is closed, and a tunnel inlet vertical shaft is filled with horizontal pressure; 2, anadaptive long-arm excavator is selected according to the construction water depth, and a milling and excavating head is assembled at the end of a movable arm of the long-arm excavator; 3, an overwater construction platform used for bearing the long-arm excavator is built on the water surface according to the weight of the long-arm excavator; 4, the long-arm excavator is driven into the overwaterconstruction platform, and the milling and excavating head is controlled to dismantle the rock bank of the excavated part; and 5, after the rock bank is dismantled, the milling and excavating head isreplaced with a grab bucket, and slag materials are grabbed to be matched with a barge to be discharged. Compared with an underwater rock bank or rock plug blasting construction method, the method hasthe advantages of small construction disturbance, low requirements on geological conditions of a tunnel inlet and high adaptability by building the overwater construction platform to cooperate with the milling and digging head and the grab bucket to demount the reserved rock bank.

The invention relates to a manufacturing method of a reinforced wing rail alloy steel frog, and the method can solve the problems of quick vertical abrasion of a wing rail and chipping of a point railof a frog. The alloy steel frog comprises a point rail, a frog heel rail connected to the heel end of the point rail and wing rails distributed on the two sides of the point rail. The wing rails aremade of a forged high manganese steel material. Or the wing rails are composed of a section of common steel rail and a section of alloy steel rail, and the common steel rail and the alloy steel rail are welded together through flash welding. One end, connected to the line, of the wing rails is the common steel rail, and the other end of the wing rails is the high manganese steel rail. The method has the advantages that through wing rail strengthening and wheel rail relation optimization, the contact area of the top face of the wing rails and wheels is increased, the smoothness of the rail topface of a point-wing rail transition area is improved, the abrasion resistance of the wing rails is improved, the point rail is protected, and the effects of reducing wing rail abrasion, preventing the point rail from falling off and prolonging the service life of the frog are achieved.

The invention belongs to the technical field of braking systems, and particularly relates to a composition brake pad for a centralized power EMU of 160 KMh. The composition brake pad is composed of afriction body and a dovetail plate, wherein the friction body and the dovetail plate are integrally pressed and formed, the top of the friction body is provided with a groove, the friction body is composed of resin and rubber, and the dovetail plate is a steel plate. A brake pad is replaced with the composition brake pad, a material of the composition brake pad is changed into an organic matter, and the composition of the brake pad is carried out by the resin and the rubber, so that the environmental pollution is effectively reduced, the cost of the brake pad is effectively reduced, and the inconvenience of installation is reduced; and meanwhile, the weight of a whole vehicle is reduced, and also accidents such as breaking, dropping and falling are effectively prevented from occurring by the integrated structural design of the composition brake pad.

The invention discloses a continuous beam pipeline force rib friction loss testing method based on a karst cave and underground river environment. The method comprises the following steps that S1, a tunnel section A is excavated to penetrate through a karst cave; S2, an underground river is redirected; S3, the karst cave is backfilled to the tunnel foundation surface; S4, a cave wall is protected,and a plurality of anchor cables are constructed; S5, the karst cave is fully filled, and an anchor cable is connected with a backfill body; S6, the backfill body is excavated to form a tunnel section B; S7, piers and abutments are constructed on the tunnel section A; S8, a first section, a second section, a second section, a third section and a closure section are divided; S9, a supporting foundation of the tunnel section A is constructed; and S10, from the first section to the closure section, continuous beam construction is conducted according to the section sequence. The method has the advantages of being stable, reliable, high in safety and capable of preventing sedimentation.