155results about How to "Reduce the amount of excavation" patented technology

The invention discloses a roadside packing gob-side entry retaining top-cutting explosion pressure relief method which comprises the following four steps: I, confirming a top-cutting method, the drilling construction time and a drilling construction site; II, confirming top-cutting pressure relief explosion drilling parameters; III, drilling deep-hole explosion holes and explosive filling and sealing holes; IV, performing explosion top-cutting pressure relief. The roadside packing gob-side entry retaining top-cutting explosion pressure relief method is applied to roadside packing gob-side entry retaining top-cutting explosion pressure relief.

The invention relates to a composite liner structure of a four-track large-span wall-foundation arched tunnel. According to the composite liner structure provided by the invention, subsidence of an arch crown of a four-track large-span tunnel can be effectively controlled, and crack of a liner, even a tunnel collapse accident caused by subsidence of an arch springing and deformation of the arch crown can be avoided so that the stability and the safety of tunnel construction and operation are ensured. The composite liner structure comprises a forepoling structure, a preliminary poling structure and a secondary liner structure which are arranged from inside to outside. The secondary liner structure comprises a secondary liner structure (31) at an arch part, wall-foundation structures (32) at two sides of a tunnel and an inverted arch; the forepoling structure comprises a forepoling structure (11) at the arch part and forepoling structures (12) on the side walls of a wall foundation; the preliminary poling structure comprises preliminary poling structures (21) at the arch part and preliminary poling structures (22) on the side walls of the wall foundation; and the lower ends of the preliminary poling structures (21) at the arch part and the secondary liner structure (31) at the arch part are respectively supported at the upper ends of the wall-foundation structures (32) at two sides of the tunnel.

Under the surface plants several percolating channels and water-distributing grooves are set, the interior of percolating channel is filled with artifically-made speciall soil, and at two sides of water-distributing groove the reinforced water-distributing material can be set, under the action of comprhensive cleaning function of soil, microorganism and plant system, the sewage can be cleaned, the cleaned water can be collected by a water-collecting channel set on the impervious layer of its bottom portion, and discharged out by a water-collecting tube. Said invention can make removing rate of COD, amino nitrogen, total nitrogen and total phosphorus being in domestic sewage by up to above 90%.

The invention discloses a non-coal-pillar double tunneling method. The non-coal-pillar double tunneling method includes that retaining a separating wall width tunneling tail roadway when performing working surface air return way and tail roadway tunneling, after delaying a tail roadway tunneling working surface, constructing a concrete pier and a concrete separating wall with a connected channel at the inner coal wall of the tunneled roadway, pre-embedding a gas discharge pipe, after the wall body intensity reaches the standard, using the wall body as one coal wall of the working surface air return way and tunneling, temporarily closing the front channel after forming the next connected channel, wherein the double tunneling ventilation effect is formed between the tail roadway and air return way through the connected channels. The non-chain-pillar double tunneling method uses the isolating wall as the protection coal pillar, the bad influence of a traditional roadway retaining method to the working surface recovery is radically solved, the one-time tunneling section of the roadway is small, the tunneling construction and roadway support are easy to perform, the cost is low, and the operation is safe and effective.

The invention discloses a turn-back type stepped drop well and relates to the field of drainage engineering, in particular to a structure of hydraulic drop of urban drainage pipelines, wherein the structure is applicable to rainwater pipes or sewage pipes with the diameter d being 700 mm-1650 mm and the drop difference being 2 m-6 m. The drop well is mainly composed of a well body, a partition wall, a hydraulic drop chamber, an operation chamber, a water inlet pipe and a water outlet pipe. An upper stepped plate, a middle stepped plate and a lower stepped plate are arranged in the hydraulic drop chamber and are mutually arranged in a turn-back mode, and therefore the size of the drop well can be effectively reduced. The defect that in the prior art, the drop difference of a drop well with a big pipe diameter is small is overcome; the stepped plates are arranged in the turn-back mode, so that the size of the drop well is reduced; the space below the stepped plates are effectively utilized, the size of filled concrete or brick setting is reduced, and the work amount of foundation pit excavation is reduced, and therefore the construction cost is lowered; the hydraulic drop chamber is separated from the operation chamber, so that maintenance operations in the well are facilitated.

The invention relates to a pi-shaped plate and inverted arch combined tunnel bottom lining structure. By transforming the traditional tunnel lining tunnel bottom structure style, the stress performance of a lining structure, especially a tunnel bottom structure, under the action of high water pressure or high ground stress is improved, and meanwhile, a drainage system in a tunnel is optimized, the drainage capacity of the tunnel is increased, and the water disaster risk of rainfall flood seasons during operation is reduced by combining the lining tunnel bottom structure. The pi-shaped plate and inverted arch combined tunnel bottom lining structure comprises an initial support structure, a secondary lining structure and a waterproofing and drainage system, wherein the secondary lining structure consists of a secondary lining arch wall segment and a secondary lining tunnel bottom structure, and the secondary lining tunnel bottom structure consists of an inverted arch and a pi-shaped plate arranged on the inverted arch; the pi-shaped plate consists of a top plate, a left-side vertical plate and a right-side vertical plate, and the upper ends of the left-side vertical plate and the right-side vertical plate and the top plate are fixedly combined together; the lower ends of the left-side vertical plate and the right-side vertical plate and the inverted arch are fixedly combined, and the two transversal ends of the top plate and the two ends of the inverted arch are fixedly combined; a corridor formed among the left-side vertical plate, the right-side vertical plate, the top plate and the secondary lining inverted arch can be used as a longitudinal drainage channel of the tunnel.

The invention provides a composite lining structure for a super-large-span pile-foundation-joist-based bearing arched tunnel and a construction method thereof. With the structure, the force-bearing state is clear and construction becomes convenient; and a problem of lining cracking caused by excessive arched structure sedimentation because of difficult control of super-large-span tunnel arch springing displacement on the complicated geological condition can be solved, so that stability and security of tunnel construction and operation can be guaranteed. The structure comprises a forepoling structure, a preliminary bracing structure, and a secondary bracing structure that are arranged from inside to outside. Left-side arch springs of the preliminary bracing structure and the secondary bracing structure are supported on a left-side joist and are connected with the left-side joist and right-side arch springs of the preliminary bracing structure and the secondary bracing structure are supported on a right-side joist and are connected with the right-side joist. A left-side pile foundation and a right-side pile foundation are arranged at an interval under the left-side joist and the right-side joist along an extending direction of the tunnel; and the upper ends of the left-side pile foundation and the right-side pile foundation are fixedly connected with the left-side joist and the right-side joist and the lower ends are arranged in a stable rock and soil strata of a foundation.

The invention provides a method for combined exploitation of coal and its associated oil shales. The method comprises the construction steps that when the coal and its associated oil shales are located in a reasonable exploitation bed separation distance range, coal resources located at the lower portion are firstly exploited, a mine bearing pressure is fully utilized to destroy associated oil shales located in an overlying rock layer and reduce the strength; then, the associated oil shales at the upper portion are exploited later to achieve combined exploitation of coal and its associated oil shales. Therefore, the shortcoming that when oil shales are independently exploited, the oil shale strength is higher and accordingly a coal cutter difficultly break rocks can be overcome. According to the exploitation method, existing infrastructures and sinking and driving engineering can be fully utilized, the roadway tunneling amount can be decreased, investment can be reduced, the costs are low, the phenomenon that the oil shales associated with coal are severely abandoned can be effectively completely eradicated or decreased, the resource utilization rate can be improved, an economic value is huge, and the method has the important practical significance on relieving of conventional energy source supply and demand pressure, energy structure adjustment and energy guaranteeing.

The invention discloses a lateral-inflow and rolling-energy-dissipation bank spillway which comprises a spillway inlet portion, a spillway discharge chute and a spillway energy-dissipating and discharging outlet portion. The spillway inlet portion comprises an approach channel section and a WES (waterway experiment section) practical weir section, the axis of the spillway inlet portion is intersected with the axis of the spillway discharge chute at an angle of not less than 45 degrees, and a lateral chute which is composed of a WES practical weir, a chute bottom and an opposite side wall of a spillway inlet is designed behind the WES practical weir section and enables waterflow to rollingly enter the spillway discharge chute. The mode of bank spillway inlet portion of the lateral-inflow and rolling-energy-dissipation bank spillway is a complete change for the mode of a traditional bank spillway inlet portion, so that a series of problems such as the engineering quantity of the excavation of transverse and longitudinal mountain of the inlet is large and that the spillway inlet portion cannot dissipate the energy of the waterflow in the traditional spillway inlet portion can be solved.

The invention provides a soft soil stratum subway station expansion method and structure based on an inserted beam freezing method. The soft soil stratum subway station expansion structure comprises shield tunnels, a middle platform connected between the two parallel shield tunnels and communicating with the shield tunnels, and frozen soil layers wrapping the outer side of the middle platform; themiddle platform comprises a top lining unit, a bottom lining unit, side columns and a structural bottom plate, the top lining unit and the bottom lining unit are arranged between the shield tunnels and are symmetrical up and down, and the frozen soil layers are distributed along the arched outer surfaces of the top lining unit and the bottom lining unit; the two side ends of the bottom lining unit and the two side ends of the top lining unit are connected and supported through the side columns; and the structural bottom plate is arranged above the bottom lining unit and is kept on the same horizontal plane with the two ends of the bottom lining unit. The method solves the problem of large deformation of subways and surrounding soil caused by serious soil moving in an expansion mode, and has the advantages of being high in construction efficiency, short in construction period and high in safety.

The invention discloses a construction method for a rock riverbed bearing platform in water. The construction method includes the steps of construction of a cofferdam, transfer of protective steel canisters to a lower level, bottom sealing construction of the cofferdam, construction of drilling piles, water extraction inside the cofferdam and excision and removal of the protective steel canisters, anti-drainage construction and construction of the bearing platform, wherein during the anti-drainage construction, an anti-drainage structure is constructed inside the steel cofferdam, the anti-drainage structure includes a water-permeable layer, a bottom water-separating layer and lateral water-separating layers, and the bottom water-separating layer is connected with the four lateral water-separating layers to form an integrated type water separating layer; during the construction of the bearing platform, molding construction is conducted on the bearing platform in the water inside the integrated type water separating layer. According to the construction method for the rock riverbed bearing platform in the water, by drilling multiple guide holes in hard rock where the drilling piles are located from top to bottom, sifter holes are formed in the hard rock where the drilling piles are located to increase a rock fissure surface; moreover, by adopting a prestress anchor device to fixedly connect the steel cofferdam with the drilling pies in an integrated mode, so that the pile foundation construction progress and construction quality can be effectively ensured, and meanwhile, the integrated type water separating layer is arranged on the molding pile foundation after construction and can effectively ensure the concrete pouring quality of the bearing platform.

The invention discloses an urban overlapped tunnel excavating construction method under a shallow-buried condition, and relates to the technical field of tunnel construction methods. Excavating of an upper layer main tunnel is constructed by adopting a CRD method, the left side and the right side of the upper layer main tunnel are sequentially divided into at least two pilot tunnels from top to bottom, excavating is sequentially conducted from top to bottom at each side, and essential primary bracing and temporary bracing are conducted; the left side and the right side of the upper layer main tunnel are constructed one after another, excavating for the upper pilot tunnel of each side is conducted by adopting modes of hole drilling machine horizontal drilling and core-taking and quartering hammer crushing, and excavating for the rest of the pilot tunnels is conducted in a static blasting mode; the upper layer main tunnel is excavated first, and then a lower layer tunnel is excavated, and excavating for the lower layer tunnel is conducted by adopting modes of mechanical cutting and quartering hammer crushing. The urban overlapped tunnel excavating construction method under the shallow-buried condition is applicable to the shallow-buried tunnels without disadvantageous geology conditions (faults, crushed zones and the like) with the buried depth being not less than 5 meters and the area of the excavated section being not greater than 150 square meters, the requirement for surrounding environment is high, vibration-free protective construction is required, and the construction process is fast.

The invention discloses a tunnel lining construction method which includes the following steps: constructing full-fracture-surface steel arches along the longitudinal surrounding rock excavation face of a tunnel at intervals, spraying two layers of low-carbon type fiber concrete layers at the position, between adjacent steel arches, of the surrounding rock excavation face at a high speed with a wet spraying machine depending on air pressure, and forming a tunnel lining structure until the tunnel is through. The tunnel lining construction method is simple in construction process and safe in construction procedure, the sprayed concrete rebound rate can be lowered, the spraying performance is improved, the energy consumption is reduced, and the formed tunnel lining structure is high in toughness, good in anti-permeability, good in durability and particularly suitable for weak surrounding rock tunnel supports constructed with the mining method.

The invention discloses a construction method for the tube-jet combined pile supporting underground wall structure. The underground wall structure comprises prestressed pipe piles pressed in soil at intervals, wherein the prestressed pipe piles are encircled along the periphery of a to-be-constructed basement; a high-pressure rotary-jet cement-soil pile is closely arranged between every two adjacent prestressed pipe piles in parallel, so as to form a combined pile; earthwork is segmentally excavated from top to bottom, and a reinforced concrete basement annular wall body is segmentally poured at the inner side of the combined pile from top to bottom; the upper layer of the annular wall body is connected with the lower layer of the annular wall body by means of instant grouting, so that a basement continuous wall is formed by each layer of the annular wall body; and an attached wall column can be arranged in the annular wall body, anchor lacing bars or pile hoops are arranged on the prestressed pipe piles at intervals along the length direction, the anchor lacing bars or the pile hoops are connected with the lacing fasteners of the basement continuous wall, so that the basement continuous wall and the prestressed pipe piles form a waterproof integer. The underground wall structure is simple, convenient and reliable to construct, capable of saving temporary supporting expense, free from adverse influence on environment, free of earthwork backfilling, and short in construction period.

The invention discloses a construction method for a large-size deep water foundation of a rock riverbed. The construction method comprises the following steps of: step I, cofferdam construction; stepII, steel casing dropping; step III, cofferdam bottom-sealing construction; step IV, drilling pile construction, wherein when any drilling pile is constructed, the step IV comprises the following steps of: 401, lead-hole drilling; and 402, drilling pile construction; step V, water pumping in cofferdam and steel casing cut-off; step VI, bearing platform construction; and step VII, concrete pier construction. According to the construction method disclosed by the invention, a plurality of lead holes are drilled in a hard rock on which the drilling pile is located from top to bottom, so that the hard rock on which the drilling pile is located forms sieve holes for increasing rock crack surfaces, and therefore, a deep water foundation construction process can be simply and quickly completed.

The invention discloses a construction technology for a deep water foundation pile foundation. The construction technology includes the following processes that firstly, a cofferdam is constructed; secondly, a steel protection cylinder is put down; thirdly, bottom sealing construction is conducted on the cofferdam; and fourthly, drilling piles are constructed, wherein the multiple drilling piles are constructed respectively. Construction of the drilling piles includes the steps that 401, lead hole drilling is conducted, wherein multiple lead holes are drilled from top to bottom in hard rock where the currently-constructed drilling piles are located, and the 8-10 lead holes are vertically arranged and include multiple edge holes and one middle hole; 402, the drilling piles are constructed; and 403, the step 401 and the step 402 are repeated multiple times till the construction process of all the drilling piles is completed. By means of the construction technology, due to the fact that the multiple lead holes are drilled from top to bottom in the hard rock where the drilling piles are located, the number of the lead holes and the arrangement positions of all the lead holes are limited so that screen holes can be formed on the hard rock where the drilling piles are located and rock fracture planes can be increased, and the problem that due to the fact that the rock is hard and complete and the drilling construction progress of the drilling piles is affected can be effectively solved.

The invention discloses a method for carrying out opposite-pull construction on a pipe ditch through a steel jacket box. Hidden penetration construction of the pipe ditch is completed through the method that an opposite-pull rope and an opposite-pull system cooperate to carrying out opposite-pull jacking on the steel jacket box and then soil is excavated. The method comprises the following steps that A, the opposite-pull rope is lead after a rope hole is formed through a method of arranging a rope hole PE pipe in a coarse hole during headwork; B, the opposite-pull system of the steel jacket box is mounted; C, the steel jacket box enters a hole in an opposite-pull manner; and D, concrete construction in the steel jacket box is carried out. Compared with a traditional pipe ditch constructionmethod, pipe ditch ground construction is carried out by adopting the method for carrying out opposite-pull hidden penetration on the pipe ditch through the steel jacket box, and the method has the advantages of being low in construction cost, ecological, environment-friendly and small in safety rick and not influencing ground facilities are achieved.

The invention relates to a pressure steel pipe overhaul access passage structure of a high-water head hydropower station and a construction method thereof. The invention aims at realizing the purposes of being capable of arranging overhaul access passages on two or more parallel pressure steel pipes and simultaneously reducing the excavation of an overhaul access hole with single function, further facilitating the reduction of the hole chamber excavation engineering quantity and the shortening of the construction period and simultaneously creating convenience for daily management and maintenance. In the technical scheme of the invention, a construction adit and a pressure steel pipe at the tail end are in T-shaped arrangement, the construction adit and other pressure steel pipes are in cross arrangement and a steel climbing ladder is erected at the upper parts of the other pressure steel pipes; and the overhaul access passage is arranged on the boundary of each pressure steel pipe andthe construction adit and at the inlet end, and an access door is arranged on the outer side of the passage.The invention is applicable to water diversion buildings of the hydropower stations.

The invention relates to a novel catch-basin removing accumulated water on the road surface and a construction method. The novel catch-basin comprises a catch-basin body, a connecting pipe, a steel fiber grate well base and a steel fiber well grate cover. The side face of the catch-basin body is provided with two round holes used for installing the connecting pipe. The connecting pipe is laid under a road flat side stone. The catch-basin is communicated with a built catch-basin through the connecting pipe. The steel fiber grate well base is arranged on the catch-basin body. The steel fiber well grate cover covers the steel fiber grate well base. C15 concrete is backfilled into the portion of the connecting pipe to the bottom of the flat stone, then the flat side stone is installed, and the rest construction requirements are the same as the prior art. According to the novel catch-basin, the catch-basin is additionally arranged on the road section with the accumulated water and connected to an existing nearby catch-basin, and therefore the problem of the accumulated water on the road surface can be well solved. As the size of the catch-basin additionally arranged is only 12% that of a traditional catch-basin, the excavated earth volume of the novel catch-basin is less, and influence on the structure of the road surface is little as the catch-basin and the connecting pipe are located under the road flat side stone.