171 results about "Self stability" patented technology

The invention relates to a self-cleaning fluorosilicone-modified acrylic acid cathode electrophoresis paint and a preparation method thereof. The paint is prepared from a fluorosilicone-modified acrylic acid emulsion and a nano silicon dioxide modified color paste in a ratio of 9:1, wherein the fluorosilicone-modified acrylic acid emulsion is prepared by stirring a semiclosed aliphatic isocyanate-modified fluorosilicone-containing cationic acrylic resin, a neutralizer and deionized water at high speed; and the nano titanium dioxide powder modified color paste is prepared by grinding a semiclosed aliphatic isocyanate-modified fluorosilicone-containing cationic acrylic resin, a surfactant and deionized water at high speed in a grinding tank. The paint provided by the invention has the advantages of high self stability and high tank liquor stability; and after the electrophoretic coating, the coating has the advantages of flat appearance, favorable mechanical properties, excellent acid and alkali resistance, high hydrophobicity and favorable pollution resistance (at most 10%), and the contact angle between the coating film surface and water can reach 130 degrees.

The invention belongs to the field of robot technique, in particular to a low power dissipation and dual-feet walking moving system and a walking control method. The invention provides a walking controller (20) used for the dual-feet walking moving system; wherein, a logic state judging unit (22) detects the signal value of a switch which is arranged at a vola and a knee patella by a walking state detection unit (21), thus controlling the loosening or locking of brake devices (14L and 14R) which are arranged at the knee joint; meanwhile, an intermittent and parametric open-ring oscillation moment is exerted at the hip joint, thus leading a thigh swing to drive a calf swing to advance naturally. By changing the parameter of an oscillation moment parameter unit (25), the system can adjust the step and the stepping speed on line, and realize the conversion of the walking modes. The walking control system and the walking control method sufficiently utilize the passive characteristic and the self-stability characteristic of the dual-feet walking and have the advantages of natural and energy-saving walking gait, simple control method and low manufacture cost.

The invention relates to a large-section water-rich saturated fine sand railway tunnel excavation method. The method includes the following steps that firstly, pilot tunnels of double side walls are constructed in the lower half section of a positive hole of a tunnel in advance and are excavated with sub-steps, temporary inverted arches are arranged on the pilot tunnels respectively, rings are formed in a sealed and segmented mode, and sub-steps are used for carrying out look-ahead dewatering and drainage on the pilot tunnels; secondly, a method that an arc pilot channel is used for reserving core earth is used for excavating the upper section of the positive hole of the tunnel, the core earth is used for stabilizing a tunnel face, arc excavation is performed in place at a time, the positive hole primary supporting steel frame is spliced in place at a time, the temporary inverted arches and a middle partition wall which are next to the tunnel face are constructed to make an upper portion supporting structure form a ring in a sealed mode, the sub-steps are manually cut to excavate the core earth, an overall positive hole primary supporting lagging jack structure is rapidly established, the inverted arches are cast and concrete filling can be carried out in time; thirdly, a result is analyzed according to monitoring measurement data, the inner side wall in the hole, the temporary inverted arches and the middle partition wall are detached in a segmented mode and a composite lining is constructed in time. By means of the method, the construction problem that the self stability of the fine sand is poor and the fine sand rapidly deteriorates when encountering water and surges outwards like quicksand is solved.

The invention relates to a side slope rainfall simulation testing apparatus. The side slope rainfall simulation testing apparatus is composed of a side slope model, a simulated rainfall device, an underground water level simulation system, a heating-chilling integrated air supplying system and a mechanical loading mechanism, wherein the side slope model is arranged in a model box body, the model box body is of rectangular shape with an opening upside, the simulated rainfall device is arranged at the upper part of the model box body and is provided with a plurality of rainfall pipes arranged together, a plurality of nozzles are formed at the bottom of each rainfall pipe and water flows are sprayed out through the nozzles; the underground water level simulation system is composed of the model box body with a porous flexible pipe network, a grid screen and a water drainage pipe network, and is used for simulating the influence of the fluctuation of underground water level on the slide slope model; the mechanical loading mechanism is composed of a stress application plate and a hydraulic jack; and the heating-chilling integrated air supplying system is arranged at the circumferential side of the top part, the bottom part and the periphery of the model box body. The side slope rainfall simulation testing apparatus has simple testing behavior process, can be applied to most of side slope conditions, has low requirements on area size and clearance, and is good in self-stability, moderate in size and convenient for transportation.

The invention relates to a construction method for utilizing a grouting freezing pipe to reinforce and freeze a contact passage to restrain frost heaving and thaw collapsing. A freezing pipe is used as a grouting pipe simultaneously, the grouting freezing pipe is characterized by being composed of the grouting pipe I and a liquid supply pipe II, wherein the grouting pipe I is composed of 3-6 sections, a drill bit III is installed at the pipe end of the first section, and the two sides of a pipe body are each provided with a one-way valve IV; the liquid supply pipe II is formed by two steel pipes in a crossed and welded mode, a certain amount of cement paste is added into and mixed with the soil body to improve physical and mechanical properties of the soil body, and the influence of frost heaving and thaw collapsing on surrounding strata and buildings can be restrained when contact passage freezing reinforcement is conducted. The construction method comprises the steps of construction preparation, positioning and drilling, grouting, liquid supply pipe installation, refrigerating system installation and freezing by starting a machine after maintenance. The construction method has the advantages that the cement soil is utilized for reinforcement, the strength of the soil body is further strengthened, the anti-permeability and the self-stability capacity of the soil body and the water stop performance of the contact passage strata are enhanced, groundwater seepage is effectively controlled, and the safety of later excavation and construction is improved.

The invention provides a semi-submersible unmanned vehicle submarine three-dimensional terrain detection device and method. The device comprises a semi-submersible unmanned vehicle composed of a floating body and a main hull, wherein an antenna is installed above the floating body, a multi-beam sonar terrain detection system, an attitude sensor, a sound velocity profiler, an inertial navigation system, a main control computer and a battery are installed on the main hull, and the multi-beam sonar terrain detection system comprises a processing extension, a transmitter, a receiver, a transmittedsound array, a received sound array and a sonar host. According to the device, task planning and scanning are performed through the semi-submersible unmanned vehicle carrying the multi-beam sonar terrain detection system, a water depth value is obtained through calculation according to back-and-forth time of sound waves, the angle of arrival of a beam and data obtained after time synchronous correction is performed by use of 1PPS, and a submarine three-dimensional terrain map is generated. The device has the advantages that a wave region is avoided, communication and positioning are not limited, the self-stability and invisibility are excellent, the measurement range is wide, measurement speed is high, and measurement efficiency is high.

The invention relates to a TGRM segmental advancing-type leading deep-hole grouting construction process. The construction process comprises the following steps that: a slurry stop wall is made first; a hole is drilled on the set hole position; an orifice pipe is arranged in the drilled hole; a drill bit is replaced; first-segment drilling is carried out through the orifice pipe; after a depth is reached, the drilling is stopped and a drilling tool is withdrawn; grouting corollary equipment is arranged on the orifice pipe, so as to inject TGRM cement-based special grouting material into stratum; after a grout soil body reaches certain strength, the grouting equipment is removed, and second-segment drilling is carried out through the orifice pipe; the two segments of drilling are repeated till the set hole depth is reached; and then the steps are carried out to another hole position till all grouting holes are completed. The construction process has the advantages that: aiming at subsurface tunnels, in particular to tunnels of which an arch part is positioned in an unbonded and in low self-stability sand layer and other stratum and passes through the bottom of a building, segmental advancing-type leading deep-hole grouting is carried out to the stratum, which can comprehensively reinforce the stratum, so as to further slow down or avoid the settlement after the stratum is destroyed and the damage to buildings (constructed objects).

The invention relates to a robot fish for underwater detection tasks, and aims at providing a novel automatic bionic robot fish which is good in self-stability and maneuverability, high in automatic performance and capable of adapting the complex underwater operation environment. The novel automatic bionic robot fish comprises a main cabin. The main cabin is composed of an upper shell and a lower shell which are sealed; a fin simulating assembly is arranged outside the main cabin, and the fin simulating assembly comprises a pair of pectoral fins and a tail fin. The main cabin is internally provided with a pectoral fin assembly, a tail fin assembly, a sensing module and a control module. The pectoral fin assembly comprises a pectoral-fin steering engine fixing mechanism and two pectoral-fin power transmission mechanisms; the tail fin assembly comprises a tail-fin power transmission mechanism and a passive rotating mechanism; the sensing module comprises a visual sensor, an infrared distance sensor, an IMU attitude sensor and a plurality of pressure sensors; the control module comprises a microcontroller, a sensor-information collecting pressing board, a steering engine control unit and a communication unit.

The invention provides a large and light-weight stereo type construction temporary boundary wall and a construction method thereof. The large and light-weight stereo type construction temporary boundary wall comprises wall plates, column caps and pile foundations, wherein each wall plate is formed by a left upright post, a right upright post, an upper cross beam, a lower cross beam and a web plate; bases are welded at the bottoms of the left upright post and the right upright post; each pile foundation is formed by a vertical downward erect pile, a pedestal welded on the top surface of the erect pile, and a cross arm; and the center of the top of the erect pile and the center of a pedestal plane are welded together in an alignment way. The construction method comprises the following steps: firstly performing the operation of positioning, measuring and line releasing, nailing the first pile foundation on the left side, continuously nailing the second pile foundation on the left side, mounting the left-side first wall plate, placing a left base and a right base of each wall plate on the pedestals of the left-side first pile foundation and the second pile foundation respectively, and mounting the second wall plate in the same way, so as to complete the mounting of the whole boundary wall in sequence. According to the large and light-weight stereo type construction temporary boundary wall and the construction method thereof which are provided by the invention, the large and light-weight stereo type construction temporary boundary wall is light , small in volume, convenient to transport, and suitable for being mounted on viscous-soil ground, good in mounting self-stability, and simple in mounting and dismounting, industrialized production can be achieved, labor and time are saved, turnover use is realized, construction cost can be reduced, and environmental pollution is less.

The invention discloses a silt retaining and consolidating method for use in debris flow gully ecological engineering and use thereof. The method comprises: planting a plurality of brush woods for increasing the roughness of the gully bed in a silt transfer area between a debris flow flowing area and a silt settling area in the gully; planting bank-protecting and scouring-preventing forest at the foot of a slope of the gully along the bank of the gully for preventing flowing water from scouring the silt on the bank of the gully; and planting arbor and bush combined improved protection forest in the silt settling area to improve the impact strength of soil body. When the method is used, the use of other civil engineering measures in combination is determined according to the occurrence frequency of debris flow. Compared with the prior art, the method can effectively retain, consolidate and improve the silt in the silt transfer area, on the gully slope and in the silt settling area in the debris flow gully, consolidate and improve retained and deposited silt while reducing silt sources, improve the self-stability of the silt soil body in the silt settling area, strengthen the sand control capability of the gully and improve the landscape of the gully.

The invention provides a phase change absorbent for capturing CO2 in the waste gas. The phase change absorbent for capturing the CO2 in the waste gas comprises an alkylol amine absorbent, an amine absorbent, a nanoparticle, a corrosion inhibitor, an antioxidant, a defoamer and water, the mass ratio of the alkylol amine absorbent to the amine absorbent, to nanoparticles to the corrosion inhibitor to the antioxidant to the defoamer to the water in the phase change absorbent for capturing CO2 in the waste gas is (15%-20%):(5%-10%):(0.01%-0.1%):(0.01%-0.2%):(0.01%-0.2%):(0.01%-0.1%):(70%-80%). Thephase change absorbent for capturing CO2 in the waste gas increases the absorptive capacity of CO2, increases the capturing rate of CO2, reduces the corrosion rate of equipment, improves the self-stability, reduces the regeneration temperature, reduces the energy consumption of regeneration, and improves the degradation effect.

The invention discloses an end soil mass reinforcement system and method, and relates to the technical field of shield tunnel construction engineering. The end soil mass reinforcement system and method can reduce water gushing and sand gushing risks caused when a shield launches and arrives, improve self-stability and bearing force of soil mass and reduce engineering cost. The end soil mass reinforcement system comprises a shield launching end grout reinforcing area (5), structural guard posts (4) and a dewatering well (1) distributed on the periphery of the shield launching end grout reinforcing area, and further comprises plain concrete piles (2) arranged on the outer sides of the edges of the structure guard posts (4) at a constructed tunnel opening. The end soil mass reinforcement method includes the following steps of grout reinforcing, dewatering well distribution, water pumping by dewatering well, plain concrete pile reinforcing, tunnel opening soil mass reinforcing effect detection and shield tunnel inlet receiving. The dewatering well is arranged on the periphery of the shield launching end grout reinforcing area, and the plain concrete piles are arranged on the outer sides of the edges of the structure guard posts at the constructed tunnel opening, and the reinforcing effect is better.

The invention discloses a device used for measuring the temperature of a hot rolling strip steel, comprising a measuring chamber, a nozzle and a non-contact temperature measuring sensor element; air inlets of the nozzle are arranged in the tangential direction of the circumference; the nozzle is arranged at the lower part of the measuring chamber; the lug boss of the nozzle and a clapboard which is arranged on the top of the nozzle form a sliding match with the measuring chamber; an air inlet of the measuring chamber is arranged between the lug boss of the nozzle and the clapboard which is arranged on the top of the nozzle; the measuring chamber which is arranged on the upper surface of the clapboard which is arranged on the top of the nozzle is internally provided with the non-contact temperature measuring sensor element; airflow in the air inlet of the measuring chamber is rotatablely jetted from the lower part of the nozzle through the air inlets of the nozzle which are arranged in the tangential direction to the surface of the hot rolling strip steel and blows away the cooling water and mirage on the surface of the hot rolling strip steel; the nozzle is suspended on the surface of the hot rolling strip steel under the action of the self-stability fluid force and gravity; the non-contact temperature measuring sensor element measures the temperature of the surface of the hot rolling strip steel below the clapboard which is arranged on the top of the nozzle. The device used for measuring the temperature of the hot rolling strip steel has the advantages of simple structure, good manufacturability, simple operation, etc., and eliminates the interference of the cooling water and the mirage on the non-contact temperature measurement.

The invention relates to a three-controllable hydrofoil displacement boat which is a high-efficiency energy-saving displacement boat with high performance and is characterized by comprising two main hydrofoil systems, an assistant hydrofoil system, a hydraulic control system, recesses on the side of the boat and steps on the bottom of the boat. The side of the boat on the middle back part of a boat body has the recesses; regulable main hydrofoils are installed; the positions of the main hydrofoils can be changed by a hydraulic device; an assistant regulable hydrofoil is arranged on the front segment of the boat body; and the hydraulic control system is used for controlling the cooperative action of the two main hydrofoils and the assistant hydrofoil for regulating the navigating postures of the displacement boat and improving moving performance, comprising longitudinal swing, transverse swing, vertical sway, lateral movement and the like of the displacement boat. The main hydrofoils are shallow immersion hydrofoils and have a certain self-stability, simple structure and lower cost.

The invention discloses a construction method of shield continuous shaft crossing under the high-pressure-bearing water complicated stratum condition. The method comprises the following steps of: 1, end part reinforcement: reinforcing soil bodies at the shaft end part, and improving the self stability of the soil bodies to ensure the seepage flow avoidance; 2, tunnel face continuous wall breaking and removal and shaft refilling: breaking down and removing tunnel face concrete of a shaft layer by layer from bottom to top, clearing away waste concrete in the shaft layer by layer, and refilling the shaft by refilling materials; 3, shield tunneling and monitoring in a tunneling process; and 4, duct piece back grouting management: during shaft crossing tunnel exiting and tunnel entering of a shield tunneling machine, reinforcing the synchronous grouting by a shield tail before the tunnel exiting; inspecting the wall thickness grouting effect by a radar; determining whether secondary slurry replenishment is needed or not according to the wall thickness grouting effect; and ensuring the duct piece back filling compactness and the avoidance of water leakage towards a secondary lining shaft. The method has the advantages that the danger caused by high-pressure-bearing water complicated stratum condition during the shield shaft crossing is greatly reduced; the construction method is simple; the manufacturing cost is low; the shaft crossing speed is high; and the construction period is short.

The invention relates to the field of shielding construction and particularly relates to a construction method of a TBM-EPB double-mode shield in a composite stratum. The construction method sequentially comprises the following steps of 1 geological exploration, 2 shield field installation and debugging, 3 shield starting and tunneling, 4 shield tunneling mode switching, 5 normal tunneling and 6 sequential repeating of the steps 4 and 5 till construction is completed and the shield is lifted out. An inventor of the construction method sets the shield tunneling mode switching in the hard rock stratum close to an interface through long-range research and summarizing. Due to the fact that the hard rock stratum has higher hardness and strength and good self stability, namely a tunneling driving face does not need supporting under pressure and the collapse problem does not occur, the tunneling driving face is not needed to be reinforced during shield tunneling mode switching, input manpower and material resources are directly decreased on the premise that construction safety is ensured, and a construction period is further shortened.

The invention provides a device and a method for reinforcing a tunnel portal mountain landslide. The device for reinforcing the tunnel portal mountain landslide comprises a lattice beam, a plurality of anchor ropes, a slide resistant device and a plurality of first grouting pipes;the lattice beam is arranged on the surface of a mountain and located above rear edge cracks in a mountain landslide, a first end of each anchor rope is embedded in a rock mass, and a second end of each anchor rope is arranged on the lattice beam in a penetrating mode and connected with the lattice beam; the slide resistant device is arranged at the tunnel portal and embedded under the road surface of a tunnel; and a plurality of grouting holes are formed in the outer wall of each first grouting pipe, a plurality of holes are formed in the rock masses between the lattice beam and the slide resistant device, the first grouting pipes are arranged in the holes in a one-to-one mode, and the first grouting pipes are used for grouting mud into the corresponding holes. According to the device for reinforcing the tunnel portal mountain landslide provided, the overall self-stability of the mountain is improved, the occurrence of a secondary disaster during tunnel construction is effectively prevented, and the security risk is reduced.

The invention discloses a system and method for reinforcing an envelop enclosure for shield tunneling beneath an existing subway station. The system comprises a first reinforcing area, a second reinforcing area, a third reinforcing area, a submersible precipitation well and a standby confined water precipitation well, wherein the first reinforcing area is a jet grouting pile reinforcing area which is arranged on the outer side of the existing station, is away from the envelop enclosure on the other side of a foundation pit of a newly built station, and is constructed very close to the envelop enclosure; the second reinforcing area is a freezing method reinforcing area which is constructed very close to a subway envelop enclosure shared by the existing station and the newly built station, and the reinforcing area is close to one side of the existing station; the third reinforcing area is a single-row rodin jet pile (RJP) reinforcing area constructed very close to the subway envelop enclosure shared by the existing station and the newly built station, and the reinforcing area is close to one side of the newly built station; the submersible precipitation well is arranged inside the foundation pit of the newly built station; and the standby confined water precipitation well is arranged outside the foundation pit of the newly built station and serves as a confined water level observation hole. By means of the system and method, the self stability and bearing capacity of soil very close to the envelop enclosure can be effectively improved, the risks of water bursting and sand bursting in case of shield entry and arrival are reduced, and the influence on operation of the existing station is reduced.

The invention discloses a bionic pulling and pressing body system design method. According to the method, through space contact hard components, a flexible component system which is distributed in a multi-dimension topological structure manner is jointly composed of active flexible components integrating driving and transmission and passive flexible components maintaining joint stability. A bionicrobot designed through the method has high flexibility due to high flexibility of the passive flexible components and the active driving type flexible components in the structure, collisions and impacts between connecting components of the bionic robot are reduced, the service life of the components is prolonged, and meanwhile the man-machine physical contact safety is improved. The active driving type flexible components in the bionic pulling and pressing body system serve as a driver for providing power for the whole system, and under assistance of the passive flexible components distributed in a topological structure manner, rapid transmission, distribution and management of energy are conducted; and meanwhile, the hard components are driven to move, energy consumption is reduced, anda self-stability, self-balance and impact-resistant bionic pulling and pressing body system is formed.

The invention discloses an all-landform walking device and a control method thereof. The all-landform walking device comprises at least four sets of walking mechanism units which are connected in sequence. Each walking mechanism unit comprises a straight leg used for walking and a hip used for driving the straight leg to move up and down and swing. The hips are connected through couplers. According to the all-landform walking device and the control method thereof, through the passive walking device with the straight legs capable of being driven to move up and down and swing, the dynamic characteristics of being high in self-stability during passive walking, natural in gait, efficient and capable of saving energy are achieved; meanwhile, the all-landform walking device has the advantages of being simple in structure and convenient to operate; the all-landform walking device has broad application prospects in the rehabilitation medical field and the toy field and even has high potential military application value.

The invention discloses a bandwidth estimation method based on self-adaptation sampling comprising: obtaining transmission information according to response message, and updating the transmission message, determining the updating information, determining sampling time according to update time of response message, determining bandwidth sampling value according to sampling time and accumulated data quantity, executing non-linear self-adaptive filtering processing for the sampling value for bandwidth. The invention can determines accurate time of information service constituted by a cluster of packet of bandwidth, enable network time delay to influence little on bandwidth estimation computation result; filter automatically regulates self stability and agility following link wave motion, promotes anti-error code interference ability of estimation result. The invention promotes estimation accuracy for link bandwidth of large time delay high error code rate satellite network.

The invention discloses a preparation method for nano-polymer of hydroxyl acid aniline and pyrrole, which is characterized in that hydroxyl sulfonic aniline and pyrrole dissolve in acid solution are added with oxidizers to totally react and then the nano-polymer of hydroxyl sulfonic aniline and pyrrole is obtained. The preparation method has the advantages that the sulfonic aniline monomer and the pyrrole are adopted to carry out the simple chemical oxidation copolymerization, and the electrostatic repulsion effect of the sulfonic groups is utilized to obtain conductive pyrrole copolymer nano-particles; the method does not additionally need stabilizing agents, so the post treatment process is very simple, and the obtained nano-particles have clean surfaces and good self stability; at the same time, the functional groups are introduced into the copolymer molecules.

The invention discloses a telescopic overhung support and a mounting method thereof. The telescopic overhung support comprises six parts, namely a vertical support, a horizontal support, an inclined support, a lower bracket, an upper bracket and an overhung bracket; the lower bracket and the upper bracket are tightly pressed in an upper flange and a lower flange by the vertical support, and then the lower bracket is clamped, so that the self-stability of the support is ensured. The distance between the horizontal support and the inclined support is adjusted to meet the overhung requirement, aformwork is installed or steel bar truss floor support plates are laid, and then concrete is poured. The structure has the advantages that the construction cost is low and the usage amount of scaffolds is reduced through the telescopic overhung support; meanwhile, the telescopic overhung support can be repeatedly used, and the construction cost is reduced; the construction efficiency is high, thetime of erecting scaffolds is saved, and the formwork installation efficiency is improved; construction is convenient: the overhung support is convenient to mount and dismount, and can be directly mounted and dismounted by a ladder truck.

The invention relates to a vertical take-off and landing tandem wing unmanned aerial vehicle. The vehicle take-off and landing tandem wing unmanned aerial vehicle comprises a vehicle body, main wings, empennages and a vertical empennage, wherein the main wings are symmetrically and fixedly installed on the two sides of the middle of the vehicle body; the empennages are symmetrically and fixedly installed on the two sides of the rear portion of the vehicle body and behind the main wings on the two sides; the vertical empennage is fixedly installed at the upper end of the rear portion of the vehicle body; the upper ends of the main wings and the empennages on the two sides of the vehicle body are each provided with a rotary wing support; a rotary wing is adjustably hinged to the upper end of each rotary wing support; each rotary wing is provided with a drive motor in a driving mode. The layout is good, the self stability is good, the vertical taking-off and landing are achieved, the multiple rotary wings are adopted as control sources, the unmanned aerial vehicle can vertically take off and land, the bearing capacity is high, and the requirement for a take-off site environment is low. The angles of the rotary wings can be controlled, and the rotary wings can work in a tilt angle state, so that the unmanned aerial vehicle is automatically and smoothly switched from one state to another state, and the flying state is conveniently and flexibly controlled.

The invention discloses a tool changing method based on a slurry balanced shield machine with a freezing function. The method comprises the following steps of 1, slurry cabin cleaning: a shield machine stops tunneling, and impurities, such as stone particles, inside a slurry cabin are cleanly cleared through a slurry circulation system; 2, slurry cabin and shield body peripheral soil body freezing: the shield machine slurry cabin and the shield body peripheral soil body are frozen by a freezing system arranged on the slurry balanced shield machine with the freezing function; 3, excavating and synchronous tool changing: the frozen slurry cabin is subjected to artificial excavating and cleaning, and the synchronous tool changing is performed in the cleaning process; and 4, unfreezing and recovery work. The tool changing method has the advantages that the design is reasonable; the operation is simple; the cost is low; a normal-pressure tool changing mode is used; the safety coefficient is high; and the practical problems of great tool changing difficultly and high risk when the slurry balanced shield machine is in a position with loose geological features and poor self stability of the tunnel face can be effectively solved.

The invention discloses a microorganism curing striking-in type steel pipe soil nail and a construction method thereof. The steel pipe soil nail mainly comprises a steel pipe and angle iron. The steelpipe comprises a pipe head and a pipe body. The construction method mainly includes the steps that the steel pipe soil nail is manufactured, and the steel pipe soil nail is struck into mud through apneumatic down-the-hole hammer; sporosarcina pasteurii is activated and subjected to enlarge cultivation, and a microorganism bacterium solution is obtained; the obtained microorganism bacterium solution is injected into the soil nail through the steel pipe soil nail so that the microorganism bacterium solution can be spread in sandy soil; a composite nutrient solution is prepared and includes 0.5mol / L of urea and 0.5 mol / L of calcium salt; the composite nutrient solution is injected into the steel pipe soil nail and a slope face, and an anchoring body is formed; and the above steps are repeated till the strength of the soil nail reaches the design requirement, and the microorganism curing striking-in type steel pipe soil nail is obtained. By means of the microorganism curing striking-intype steel pipe soil nail and the construction method thereof, the sandy soil in the soil nail is cemented through a cementing effect of microorganisms, the mechanical property of a slope soil body isimproved, the integrity and self stability of the slope soil body are improved, and the slope can be more stable.

The invention discloses a deep foundation pit supporting structure and a deep foundation pit supporting method. The deep foundation pit supporting structure comprises soil nails, drain pipes and reinforcing steel bars. The soil nails comprise vertical soil nails and inclined soil nails; the vertical soil nails are vertically inserted into a soil layer; a space between each two adjacent vertical soil nails is 5m; rotary holes are formed in a side slope; a vertical space between each two adjacent rotary hole locations is 1.5m, a horizontal space between each two adjacent rotary hole locations is1.2m, and the inclined soil nails are arranged in the holes; one reinforcing steel bar with the diameter phi being 20, the depth being 2m and the protruded length being 100mm is driven between each two adjacent soil nails; the side slope is provided with a supporting surface layer; the horizontal drain pipes with the length being 400mm to 800mm and the diameter phi being larger than or equal to 35mm are inserted into the back part of the supporting surface layer of the soil nails; one end of each drain pipe stretches out of the supporting surface layer of the soil nails for 20mm to 50mm; anda space between each two adjacent drain pipes is 2m. According to the deep foundation pit supporting structure and the deep foundation pit supporting method provided by the invention, by combining a characteristic of a deep foundation pit excavation, the disturbance on the soil body is greatly reduced; and through technologies such as soil nail installation and grouting, a mechanical performance of the side slope soil body is improved, the integrity and the self stability ability of the side slope soil body are improved, and the side slope is more stable.

Provided is a bionic tension buffering foot-ankle system. The system includes two levels of tension structures, not only can the first tension structure ensure the integral structure to achieve a buffering effect, but also since the self-balance and self-stability of the tension structure ensure the stable balance when the integral foot-ankle system is in contact with the ground, functional characters of rigid supporting and flexible buffering can be achieved. The second level tension structure can ensure the structural stability and absorb impact force through deformation of tension springs at the same time, and the tension structure with flexibility and self-balance stability further strengthens the buffering functional character of the bionic tension foot-ankle system.

The invention discloses a full-ring excavation construction method, and belongs to the field of roads and bridges. In the process of excavating a tunnel on surrounding rock, in the case of a conventional subsection excavation process, due to frequent disturbance caused by multi-time blasting on the surrounding rock, the self-stability performance of the surrounding rock is influenced, tunnel closing consumed time is long, the construction space is small, large mechanical equipment is difficult to feed, so that the construction progress is influenced. The method is characterized in that after railway single-line tunnel excavation working face drilling measurement paying off is completed, and when a rock drilling trolley is used for performing drilling and blasting excavation on the portionabove a tunnel rail surface, drilling is performed on an inverted arch simultaneously, the one-time blasting full-ring excavation work is completed, arch wall initial support and inverted arch initialsupport are synchronously applied, the one-time full-ring support work is completed, after the one-time full-ring support work is completed, the inverted arch is backfilled to a tunnel face through hole ballast, rock drilling trolley propulsion beam drilling position is reserved, then loose ballast during the later-stage inverted arch construction is transported away, then the inverted arch and afilling portion are constructed, and sequential cycle operation is performed, and finally step-by-step propulsion is performed to complete the tunnel excavation operation.

The invention discloses copper polysilicate, a preparation method thereof and application thereof in a water treatment, which belong to the field of water pollution. The invention aims to provide the copper polysilicate, the preparation method thereof and the application thereof in the water treatment. The copper polysilicate is prepared by reacting aqueous solution of a soluble cupric salt with aqueous solution of alkali metal silicate. The preparation method comprises the following steps of: dropping the aqueous solution of the alkali metal silicate into the aqueous solution of the soluble cupric salt under continuous stirring until the pH value is 8 to 9; drying the mixture after still deposition, activation, filtration and washing; and grinding and screening the mixture. The copper polysilicate is used as a catalyst in a heterogeneous catalysis ozone oxidation water treatment. The copper polysilicate has a large specific surface area, good settling performance and catalytic effect, and no toxic and side effects. The preparation method is simple and has abundant raw material sources, so the preparation cost is low. The copper polysilicate has the advantages of strong activity for catalytic removal of organic pollutants, high self stability, easy recycling, no generation of secondary pollutions and the like.