297results about How to "Easy to excavate" patented technology

The present invention discloses a personalized webpage recommendation method based on a topic and a relative entropy. According to the method, firstly, an LDA (latent dirichlet allocation) model is adopted to carry out topic mining on webpage content and user reading behaviors and to calculate a webpage semantic feature vector and a user interest feature vector based on the topic; and then a similarity measuring formula based on the concept of the relative entropy is utilized to calculate similarity between a webpage-to-be-recommended semantic feature vector and the user interest feature vector, and the obtained similarity is used as a decision basis for personalized webpage recommendation. According to the personalized webpage recommendation method based on the topic, a great deal of computing cost based on a collaborative filtering method is avoided; and meanwhile, the topic, instead of a keyword, is adopted to represent webpage content, and thus, the recommendation process and the recommendation results can more comprehensively and accurately reflect conceal information and deep semantic features of the webpage content.

The invention discloses a silt solidification soil construction technology which comprises the steps of surface cleaning drainage, silt sampling, detection analysis, excavation stacking, stirring and mixing, filling and grinding and stabilized soil maintenance. Through solidification soil in-situ solidification, silt and a curing agent are stirred and mixed to form silt solidification soil, and the curing agent is prepared through expanded graphite, activated carbon, cement, quick lime, gypsum, lignocelluloses, coal ash, granulated blast-furnace slag powder, coal gangue, caustic dross, hydroxypropyl methyl celluloses, furfural residues, medical stone and smectite clay. By means of the silt solidification soil construction technology, original flowing high-water-content low-strength high-compressibility silt is converted into high-compressive-strength excellent-entire-board-performance, good-durability and environment-friendly solidification soil, and the requirement of shallow ground earthwork materials for roads, storage yards, ports, reclamation projects, afforesting and the like can be met.

The invention relates to the field of BIM automatic modeling, and especially relates to a BIM-based three-dimensional geological automatic modeling method. The method is characterized in that the method at least comprises the following steps: acquiring prospecting data, i.e., introducing a prospecting geological or boring data source file into a geological database; and scheduling the geological database and performing modeling, i.e., a Revit platform obtaining the prospecting geological or boring data source file I from the geological database and performing modeling according to the source file. The method provided by the invention has the following advantages: a three-dimensional geological model is constructed and generated automatically and rapidly out of the prospecting data, the process includes entity construction, material rendering, attribute modeling and the like, users are enabled to browse from a three-dimensional angle and manage prospecting accomplishments, and the effect of BIM demonstrated in the field of engineering prospecting is further tapped.

The present invention discloses a neural network training method and a three-dimensional gesture posture estimation method. The neural network training method comprises the steps of (S1) collecting adata set including multiple gesture depth images by a depth camera, (S2) using the data set in the step (S1) to train a random forest learner, (S3) using the random forest learner to segment the multiple gesture depth images in the data set in the step (S1) to obtain gesture sub images, processing the gesture sub images to obtain processed images, and carrying out random sequence division on the processed images and the multiple gesture depth images in the set in the step (S1) to form a training set and a testing set, and (S4) training a convolution neural network by using the training set andthe testing set obtained in the (S3) to obtain a network model. According to the three-dimensional gesture posture estimation method, the network mode is used to estimate a three-dimensional gestureposture in a single depth image. The concrete positions and states of palms and fingers in a gesture can be accurately identified.

The invention relates to a polymer-type water glass curing agent with easily-controlled curing time and high toughness. The curing agent is mainly formed by polymerizing and copolymerizing double bonds-containing acids such as crylic acid, methacrylic acid and the like and double bonds-containing esters such as butyl methacrylate, vinyl acetate, hydroxy-ethyl methacrylate and the like by latex. The polymer-type water glass curing agent of the invention is a novel water-soluble water glass curing agent, which can control the curing time of the water-soluble grouting materials by controlling the content of carboxyl and ester group in a polymer. By using the curing agent, a water glass consolidating body has vey high compressive strength and toughness, synthetically overcomes the shortages of too fast curing time, high corrosiveness, low consolidating body strength and the like of an acid curing agent which is commonly used in the water glass grouting materials and the shortages of poor water solubility, slow curing time and the like of an organic ester curing agent, and can be widely applied in the field of anti-seepage stoppage engineering.

The invention discloses a construction method for enabling a shallowly buried and darkly excavated tunnel to pass through a cottage area. The construction method comprises the following steps: excavating a tunnel hole of the constructed shallowly buried and darkly excavated tunnel from back to front through a step excavation process, and performing preliminary bracing on the tunnel hole formed by excavating from back to front in an excavating process, wherein the tunnel hole consists of an upper guide hole and a lower guide hole positioned right below the upper guide hole, the rear part of the tunnel hole is connected with a vertical well, the preliminary bracing structure of the tunnel hole comprises a plurality of grating steel frameworks for supporting the tunnel hole from back to front, a layer of bar-mat reinforcement suspended on the inner wall of the tunnel hole and a concrete layer jetted on the inner wall of the tunnel hole. The process for excavating the tunnel hole of the shallowly buried and darkly excavated tunnel comprises the following steps: I, excavating the initial segment of the upper guide hole; II, excavating the initial segment of the lower guide hole; III, synchronously excavating the upper and the lower guide holes. The construction method disclosed by the invention is simple in step, reasonable in design, convenient in construction, good in construction effect, capable of simply completing the construction process of the shallowly buried and darkly excavated tunnel that passes through the cottage area, and safe and reliable in a construction process.

The invention relates to a floor anchoring constraint tunnel lining structure, so as to effectively reduce vertical deformation of a base and enhance hydraulic pressure resistance and floating resistance of the lining structure. The floor anchoring constraint tunnel lining structure comprises a primary arch wall bracing structure, a secondary lining structure, a waterproof and drainage system and a central drainage channel, and the waterproof and drainage system is arranged between the primary arch wall bracing structure and the secondary lining structure. The secondary lining structure comprises a secondary arch wall lining and a floor, the floor is located on a base leveling course, and two ends of the floor are solidified with two ends of the secondary arch wall lining. Vertical constraint members are arranged in a base rock and soil layer under the floor transversely in a spaced manner as well as in the route extension direction in a spaced manner, the lower end of each vertical constraint member extends into a stable rock and soil layer, and the upper end of each vertical constrain member penetrates the base leveling course to be fixedly connected with the floor.

The invention discloses a deformation monitoring method for shallow-buried excavation tunnel construction. The deformation monitoring method comprises the following steps: 1) digging a tunnel: digging a tunnel cavity for a constructed shallow-buried excavation tunnel from back to front, primarily supporting the dug tunnel cavity from back to front during the digging process, and forming a primary supporting structure, wherein the primary supporting structure comprises a plurality of grating steel frames for supporting the tunnel cavity from back to front, and each grating steel frame is composed of an arch supporting steel frame and left and right vertical supporting steel frames; 2) arranging monitoring points: arranging multiple sets of supporting state monitoring points on the primary supporting structure of the constructed tunnel cavity from back to front during the digging process, and meanwhile, arranging a plurality of ground surface settlement monitoring points in a construction area of the constructed shallow-buried excavation tunnel from back to front; 3) monitoring the deformation. The method provided by the invention has the advantages of simple steps, reasonable design, convenience in construction, good use effect and capability of effectively monitoring the stability of the constructed shallow-buried excavation tunnel and the ground surface settlement.

The invention discloses a method for roadway driving along a goaf under an original roadway top plate of a fully mechanized top coal caving goaf. An air return roadway of a lower section and a conveying roadway of an upper section are arranged on an identical position, when a first mining face is stoped, the top plate of the roadway and the coal wall of one side of entity coal are maintained through coal filling sacks to be free from the damage of movement of overlying rock, and maintain the relative integrity. Top coal on an end socket support on one side of the roadway goaf is lowered down, and serves as a coal edge of one side of the roadway goaf after grouting reinforcement. After the first mining face is excavated, the overlying rock is stable in movement, and the pressure of the surrounding rock of the roadway is released completely, tunneling is then carried out on the coal filling sacks and the plumped bottom plate of the roadway, and the fact that tunneling work is carried out in a pressure relieved area is guaranteed. Compared with the prior art, the method has the advantages of being safe, efficient, small in coal loss, low in cost and high in quality of roadway projects. The method for the roadway driving along the goaf under the original roadway top plate of the fully mechanized top coal caving goaf is researched and finished through a project with the number of 51374137 of the Natural Science Foundation of China.

The invention relates to a frame type low-position draining system tunnel lining structure. The frame type low-position draining system tunnel lining structure comprises a primary arch wall support structure, a secondary arch wall lining structure and a base plate which are sequentially arranged in an arch wall range from outside to inside and a water preventing and draining system located between the primary arch wall support structure and the secondary arch wall lining structure, wherein a tunnel bottom frame structure formed by foundation beams, short columns and crossbeams is arranged below the base plate to serve as the transverse bearing structure of the secondary arch wall lining structure and the vertical bearing structure of the base plate. The lower end of the draining system is arranged in a longitudinal tunnel draining channel in the internal space of the tunnel bottom frame structure in an oriented manner. The frame type low-position draining system tunnel lining structure has the advantages that a traditional tunnel lining tunnel bottom structural form is modified, the stress form of the tunnel bottom structure is changed, the effect of underground water on the tunnel lining bottom structure is reduced even eliminated, draining outside the lining structure is achieved at the same time, and accordingly the safety of the tunnel lining structure during operation especially in rainy and flood seasons is guaranteed.

The invention discloses a pipeline inner positioning device based on a pipeline section length and pipeline connector detection and a positioning method thereof, and belongs to the technical field ofpipeline mapping. The device and the method aim to solve the problems of low positioning and orienting precision of a small-diameter pipeline detection positioning system. According to the device, a main body is composed of a sealed cavity and is sequentially provided with a data storage unit, a data processing unit, an MEMS strapdown inertial measurement unit and a power supply module from left to right; and the two ends of the outer wall of the main body are symmetrically provided with a plurality of mileage wheels and supporting wheels at equal intervals, pipeline defect detection sensors are arranged on the parts, between the mileage wheels and the corresponding supporting wheels, of the outer wall of the main body, and the pipeline defect detection sensors, the mileage wheels and thesupporting wheels are isolated by plastic sealing rings. In addition, a complex continuous wavelet transformation pipeline connector is adopted in the positioning method based on the pipeline sectionlength and the pipeline connector detection, on one hand, azimuth angle and pitching angle error correction are provided for the pipeline positioning system on a straight pipeline section, and on theother hand, a pipeline section length information base is combined to provide the position error correction for the pipeline positioning system so that accurate positioning of pipeline defects can beachieved.

The invention provides a positioning device for defects of a small-diameter pipeline and a positioning method based on a fast orthogonal searching algorithm. The positioning device is characterized in that track coordinate information of a pipeline measuring device in the running process is calculated by a strap-down inertial navigation algorithm; the axial speed is measured by an odometer, and the non-integral constraints in the pipeline are used for providing speeds in the transverse and longitudinal directions; a tracking module is used for recording a surface magnetic marker with known coordinate position along the measured pipeline, so as to provide a discrete position; detection results of a pipeline connector based on the fast orthogonal searching algorithm are used for providing error correction of azimuth angles and pitch angles for the pipeline measuring device in a straight pipeline; the measuring information is utilized by the Kalman filtering estimation and data offline smoothing processing in the positive and reverse directions, and the error of the inertial navigation system is corrected, so as to accurately measure the track and direction of the small-diameter pipeline. The pipeline defect detection sensor is used for effectively detecting the pipeline defects. The pipeline defect detection system and the pipeline positioning system are used for synchronous operation to accurately position the defects of the detected pipeline.

The invention discloses a ground fracture crushed zone passing construction method for shallow-buried tunnel excavation. A constructed shallow-buried excavation tunnel comprises a left line tunnel and a right line tunnel which are communicated through a transverse channel. During construction of the constructed shallow-buried excavation tunnel, the method comprises the steps that 1, transverse channel construction is performed; 2, tunnel construction is performed, wherein the two tunnel sections of the left line tunnel and the right line tunnel are constructed through the transverse channel, the construction is performed in the mode of multiple tunnel sections in the longitudinal extending direction of the tunnel from back to from during construction of any one tunnel section, and the construction of any one tunnel section includes the processes of ground fracture judgement, tunnel excavation and synchronous preliminary bracing construction, concrete protection layer construction, post-cast strip retention judgement, secondary tunnel lining construction and post-cast strip construction. The method includes simple steps and is reasonable in design, convenient to construct, good in construction effect, capable of simply and conveniently completing the shallow-buried tunnel excavation construction process of a ground fracture crushed zone and safe and reliable in construction process.

The invention discloses a method for excavating a tunnel in high liquid limit soil. The method comprises the following steps of: A, excavating the upper part of the left side of the tunnel; B, performing primary support on an arch crown in the excavated section; C, excavating the upper part of the right side of the tunnel; D, finishing the primary support of the arch crown; E, excavating the lower part of the tunnel, namely a lower left side part, a core soil part and a lower right side part, firstly excavating the lower left side part, secondly excavating the lower right side part, and finally excavating the core soil part; and F, assembling reinforcement on an inverted arch, mounting a template, pouring C25 concrete to finish a second liner of the inverted arch, and backfilling the concrete. In the method, a manual hand-held wind tunnel excavating tool is mainly replaced by an excavator for excavation supplemented by manual modification, so that construction efficiency is greatly improved; the middle core soil part is increased through inverted arch excavation, so that the stability of surrounding rocks in the sealing ring formation process is ensured, and construction safety isgreatly improved; and due to the application of the method, construction efficiency is improved, and construction cost is reduced.

The invention relates to an indoor testing device for simulating grouting pile end post-grouting and a testing method. The indoor testing device comprises an air compressor, a grout storage tank and a model pile which are connected in sequence. A connection pipeline of the air compressor and the grout storage tank is provided with a pressure regulating valve and a pressure gauge. The top of the grout storage tank is provided with a flange top cover, and the bottom of the grout storage tank is connected with the model pile through a grout inlet pipe and a grouting valve. The model pile is inserted into a model groove. Compared with the prior art, the indoor testing device for simulating grouting pile end post-grouting and the testing method can be used for simulating a grouting process of in-situ grouting pile end post-grouting and is capable of well reflecting actual process procedures of pile end post-grouting, achieving pile end post-grouting of large-size model grouting piles of different soil layers and controlling the grouting pressure and the grouting quantity. By means of the testing result of the indoor testing device and the testing method, the actual working properties of foundation piles subjected to pile end post-grouting can be well reflected, revealing of a grouting mechanism of pile end post-grouting is facilitated, and a reference base is provided for design, construction and the like of pile end post-grouting of an actual pile foundation project.

The invention discloses a method for significant reduction of bracket support of the gob-side roadway of a fully-mechanized mining face, which solves the problems of the prior art. In the specific technological scheme, brackets are directly applied to support a roadway, each group of brackets are arranged continuously as a whole along a track gate and is more than 30-35 meters away from the advance face of the track gate, and the uninterrupted installation of the brackets is performed along with advancement in face exploitation; and when the advancement length in the face exploitation is 1.5-2.5 times longer than the face length, the brackets are withdrawn from the beginning of the air return roadway of the working area along the bracket withdrawing direction, and the withdrawn brackets are continuously arranged in the track gate along the bracket arranging direction so as to be recycled in the advance support of the mining face. The invention has the advantages that: the support strength is high, and the amount of reduced plungers is large, thereby reducing the roadway maintenance workload; the brackets can be recycled, and the removal and recovery of the brackets can be performed synchronously with the face mining without influencing the production; and the invention facilitates the rapid restoration of the roadway in tunneling construction.

The invention discloses pomelo planting and pit-digging equipment. The pomelo planting and pit-digging equipment comprises a moving trolley, a stirring device, a rack body and a pit-digging device which is slidably arranged on one end, extending out of the moving trolley, of the rack body; the rack body comprises a horizontal plate, an upright column and a guide rail; the pit-digging device comprises a cylinder body, a drilling mechanism arranged in the cylinder body, a driving mechanism which is arranged outside the cylinder body and is used for driving the drilling mechanism to drill, and a pushing mechanism for pushing the cylinder body to move up and down along the guide rail; the upper end of the cylinder body is further provided with a guide groove for facilitating guiding soil into the stirring device. According to the pomelo planting and pit-digging equipment disclosed by the invention, the guide groove is formed in the pit-digging device, so that the dug soil can be easily transported into a mixing drum of the stirring device; the stirring device is arranged, so that the soil which is transported from the digging device is mixed with fertilizer and is then transported to a pit where a sapling is planted, fertilization on the sapling is better carried out, and work efficiency is improved.

The invention discloses a foundation ditch construction method of a horizontal structure of central island floor slaps. The method comprises the following steps: constructing an envelope enclosure on the side wall of the foundation ditch; excavating the earthwork of the middle portion of the foundation ditch to the bottom and naturally carrying out the construction to plus-minus zero to form the central island structure; leaving a soil slope on the foundation ditch except for the central island structure; arranging supporting seats and the horizontal supporting structures on the edges of the floor slaps of the plus-minus zero layer from the floor slaps of the central island to floor slaps of the foundation ditch bottom layer in sequence, and fixing one end of the horizontal supporting structure on each supporting seat and fixing the other end of the horizontal supporting structure on the envelope enclosure structure and evacuating the soil slope which is under the horizontal supporting structure arranged by the floor slaps of the layer to the bottom elevation of the horizontal supporting structure of the next layer of floor slaps; and constructing naturally the surrounding areas to the plus-minus zero. The foundation ditch construction method of the horizontal bracing structure of central island floor slaps has the advantages that the central island floor slaps are used for adding horizontal supportings to the surrounding envelope enclosure structures. Compared with the existing steel inclined sturts which are used frequently, horizontal stiffness is improved, supporting atress is more clear, the deformation of the foundation ditch can be better controlled and safety is increased.

The invention discloses a subdepot pier-type foundation pit support structure and a construction method; the structure comprises soil-retaining and water-stopping row piles, piers and waist beams; at least two piers are arranged; the piers and the soil-retaining and water-stopping row piles are connected through the waist beams; the soil-retaining and water-stopping row piles comprise soil-retaining piles and water-stopping piles which are lined vertically and ring beams which are arranged on the tops of the soil-retaining piles and the water-stopping piles; each pier comprises a pier pile, a pier cover beam and an inclined support; the piers are lined vertically; the pier cover beams are arranged on the tops of the pier piles to connect all the pier piles; one ends of the pier cover beams are connected with the waist beams; each pier pile comprises an upper pier pile which is arranged at the upper part and a lower pier pile which is arranged at the lower part; and one ends of the inclined supports are connected with the waist beams, and the other ends of the inclined supports are connected with the upper pier piles. According to the subdepot pier-type foundation pit support structure and the construction method, the support in a foundation pit is eliminated, the excavation is convenient and the construction speed is high.

An excavation apparatus for locating and separating an object from a medium comprising a handle, an excavation tool, a metal detector circuit, at least one coil connected to the metal detector circuit, and at least one output signal device connected to the metal detector circuit. The handle and the excavation tool share a unitary structure. The metal detector circuit is disposed within the handle, and has the at least one coil disposed inside of the excavation tool configured to produce a search field around the excavation tool from within the excavation tool, and the metal detector circuit is configured to notify user with the at least one output signal device when a metallic object is in proximity of the search field.

The invention relates to a microsatellite instability detection device capable of improving result accuracy, computer equipment and a computer storage medium. The microsatellite instability detectiondevice screens out a sensitive MS site consistent with existing sensitive MS site data from screened credible MS loci according to the existing sensitive MS site data; filtering the screened sensitiveMS site, and screening unstable MS sites; and carrying out scoring analysis on the unstable MS sites of a tumor sample. According to the microsatellite instability detection method, the problems existing in the traditional technology are fully considered, on the basis of sensitive MS site data established in the earlier stage, a more accurate result can be obtained by using a lower sequencing data volume, and due to the small data volume, the whole processing flow is faster and higher in efficiency, and the occurrence of false positive and false negative results can be effectively reduced.

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 belongs to the technical field of garden layout construction and provides a planting method for planting single-trunk nursery stocks into clustered multi-trunk stocks in a joined mode. According to the method, soft entanglements are selected for closely tangling trunks of more than three single-trunk trees, and roots of each single-trunk tree are wrapped by soil balls; a planting hole is excavated, planting soil is laid into the planting hole, the planting soil is thoroughly watered, one single-trunk tree is perpendicular to the ground and placed in the center of the planting hole to serve as a center tree, other single-trunk trees are sequentially placed into the planting hole to make the ball roots close to ball roots of the center tree, more than two supporting rods are taken, one ends of all the supporting rods are fixed to the ground, the other ends of all the supporting rods penetrate through gaps among all the single-trunk trees in an inserted mode, rigid entanglements are tied to the outer sides of all the single-trunk trees and the supporting rods to make all the single-trunk trees lean against the supporting rods, the planting hole is filled with the planting soil, and a coffer dam is pile up on the periphery of the planting hole. The planting method achieves the planting effect of the dense multi-rod nursery stocks so as to solve the problem that the large landscape demand exceeds supply.

The invention provides a separated maintainable tunnel lining structure to effectively avoid the phenomenon that a side wall structure is fractured and damaged due to the fact that underground water soars in rain-flood seasons but the discharge capacity is insufficient, improve the hydraulic pressure and floating resistant capacity of the lining structure and reduce the damage risks of underground water in rain-flood seasons to the lining structure, especially a tunnel bottom structure. The separated maintainable tunnel lining structure comprises an arch wall primary supporting structure, a water prevention and discharge system and a lining structure body which are arranged from outside to inside. The lining structure body comprises a secondary arch lining, a side wall frame supporting structure, a filling wall and a tunnel bottom pile-plate structure. The tunnel bottom pile-plate structure comprises a base plate laid on a base confining bed and anchorage piles longitudinally and transversely arranged along a tunnel at intervals. The upper ends of the anchorage piles are fixedly connected with the base plate. The two circumferential ends of the water prevention and discharge system lead to longitudinal drainage ditches formed in the two transverse sides of the base plate.

The invention discloses a test device for simulating the tunnel excavation process. The test device comprises a test box. A dial indicator rack is suspended on the top of the test box. An embedded body is embedded in the bottom of the test box. The test box is filled with a soil mass simulation material. The embedded body comprises a first tunnel excavation test body, a middle partition test body and a second tunnel excavation test body. The first tunnel excavation test body and the second tunnel excavation test body are of the same structure. The first tunnel excavation test body sequentially comprises a primary support simulation layer, a secondary lining simulation layer and a mountain simulation piece from outside to inside. The mountain simulation piece comprises a plurality of plates which are arranged in parallel and detachably connected. By means of the test device, ground surface deformation data can be collected, stress data of a middle partition, a primary support and a secondary lining is collected at the same time, the process of simulating mountain excavation is changed into the process of taking out the simulation piece in a layered mode piece by piece through the platy layered mountain simulation piece, detachment is convenient, and the contour left after detachment is smoother.

The invention discloses a recyclable prestressed tendon for soft oil support and a construction method thereof. The prestressed tendon comprises: an anchor plate, a steel strand, an anchor end lock and loaded plates, wherein the anchor plate is circular and one side of the plate is provided with a plurality of loaded plate and strand holes evenly along the periphery, and the circle center of the plate is provided with a grouting hole; the anchor end lock is tubular and fixedly arranged on the strand hole at one side of the anchor plate; the loaded plate takes the shape of a vane and is movably connected with the anchor by a hinge; two sides of the hinge are provided with a limit plate fixedly connected with the anchor plate; and the steel strand penetrates into the strand hole to be compressed and connected with the anchor end lock fixedly arranged on the anchor plate. The construction method includes the following steps: digging a base pit and forming pores; arranging the tendon; locking the tendon; and recovering the steel strand. The prestressed tendon and the method are simple in structure and convenient for construction and compared with the prior art, have the advantages of no support structure in the base pit, convenience for digging soil body, no problems that underground barriers appear and building construction crosses the building line, the recyclable tendon for support, fast progress of works and high work efficiency.

The invention relates to a bidirectional U-shaped coal-mining method of a thick coal bed by gateway layout along a stability layer. The method comprises the following steps of: firstly, tunneling all gateways of a mine along the stability layer so that top plates of the tunnels form the stability layer of the coal bed; and arranging actual mining gateways along the stability layer so that working surfaces form a bidirectional U shape along the lengths and the advancing directions, wherein a three-section actual mining process, including sapping, leveling and climbing, is adopted on the actual mining of the working surfaces along the lengths and the advancing directions. The method radically solves the difficulties in tunneling and supporting of gateway layout along soleplate in a thick coal bed in the prior art, lessens the coal pillar loss among adjacent working surfaces and is beneficial to the gas drainage of the working surfaces particularly at an upper corner. The invention is suitable for the fully-mechanized mining with large mining height and the sub-level caving mining of the loose and broken thick coal bed.

The invention discloses an underground diaphragm wall steel lagging box construction method. It includes the following steps: forming groove segment to groove; cleaning hole; pouring concrete; cutting into steel lagging box; doing as the same for the adjacent; drawing out; cutting it into the second finished groove segment; filling back the first cavity by earthwork. The method adopts í‹one male and one femaleíŒ groove segment jumping type to use steel lagging box to construct. It can reduce the possibility of sinking and collapsing of approach wall, and the influence on groove wall earth from outer loading. It has the advantages of fast construction speed, good foundation ditch lump protection effect, and obvious economic benefit.

The invention discloses a muck modifier guaranteeing smooth tunneling of a shield tunneling machine. The muck modifier consists of sodium bentonite slurry, foam solution and shield slurrying agent, wherein the amount of the sodium bentonite slurry is 0-60 parts by mass, the amount of the foam solution is 50-70 parts by mass, the amount of high-molecular polymer is 0.5-1 part by mass, and the amount of the shield slurrying agent is 3-5 parts by mass. The muck modifier disclosed by the invention not only can ensure smooth tunneling of a shield tunneling machine, but also can reduce the abrasion of cutter and tool as well as the replacement of tool so as to lower the cost, shorten the construction period and guarantee safe operation of an engineering.

The invention discloses a stability control construction method of a water-enriched soft rock tunnel passing through a fault crushed zone. A plurality of tunnel segments in a construction tunnel are constructed respectively from back to front. During construction of any one of the tunnel segments, the method comprises the following steps: 1, performing pipe shed forepoling; 2, performing tunnel excavation and preliminary bracing: performing upper peripheral side cavity excavation and preliminary bracing, performing a reserved core soil area cavity excavation and preliminary bracing, excavatingthe cavity which is excavated firstly and performing preliminary bracing as well as excavating the cavity which is excavated secondly and performing preliminary bracing; and 3, performing tunnel secondary lining construction. The method is reasonable in design, simple and convenient in construction and good in use effect; before excavation, the upper cavity is subjected to forepoling by a self-drilling pipe shed and is excavated by a two-step method, so that the excavation efficiency is effectively improved; and meanwhile, an integral supporting system with a stable structure, which is formedby connecting a surrounding rock integral reinforced structure outside the cavity and a tunnel preliminary bracing structure and tunnel secondary lining, can effectively improve the stability of thetunnel structure and guarantee the later safety of the tunnel structure.