140 results about "Soil reinforcement" patented technology

The invention relates to the technical field of resistivity method geophysical prospecting detection, and discloses a soil reinforcement effect detection device and method based on electrical resistance tomography. The technical problems that in the prior art, an electrode device is difficult to cover the whole pile body, so that an imaging result has certain limitation, and the electrode device is difficult to adapt to pile bodies of different sizes and shapes are solved. The device comprises a rotary spray irrigation pile, a high-pressure slurry pump and an air compressor, the rotary spray irrigation pile comprises a pipe wall and a grouting pipe, a plurality of electrodes are arranged on the outer side of the pipe wall at intervals, an electrode line channel is arranged on the inner side of the pipe wall, and the electrodes are connected through a wire penetrating through the electrode line channel to form an electrode measurement network. The device has the advantages that the reinforcing process of the rotary spray irrigation pile is monitored in real time, and the physical characteristics of foundation soil or a reinforcing body are accurately analyzed.

The invention belongs to the technical field of geotechnical engineering soil body improvement, and relates to a method and device for improving MICP foundation reinforcement uniformity. According to the grouting method, a urease solution of bacillus pasteurii is firstly subjected to enlarged culture in an LB culture medium, and then grouting is conducted in a multi-round mode with the concentration of a cementing solution changed. According to the method, the initial activity of the urease solution is improved, and the reaction rate and the calcium carbonate crystallization position of the MICP technology are effectively regulated and controlled in combination with a multi-round variable cementing liquid concentration grouting process, so that the problem of non-uniform soil reinforcement caused by a traditional grouting mode is solved. The matched grouting device integrates the in-situ investigation function and the grouting function and comprises a grouting pump, a slurry box, a connecting pipe, an end cap, a center penetrating hammer, a grouting rod and a drop hammer blocking buckle. According to the device, the characteristics of the soil body can be evaluated through in-situ investigation, and grouting parameters are dynamically optimized according to the characteristics. According to the method, the foundation reinforcement uniformity and reliability can be remarkably improved, meanwhile, the engineering cost is reduced, and the construction period is shortened.

The invention discloses a soft soil reinforcement material performance analysis method and system, particularly relates to the technical field of material testing, and is used for solving the problem that an existing discretization testing method cannot accurately judge a material performance stabilization critical time point. Performance parameter time sequence data are obtained through continuous monitoring of a sensor, the mode stability quantity representing evolution characteristic consistency and the complexity equilibrium quantity representing multi-time scale behavior regularity are calculated, candidate critical points are identified when the mode stability quantity and the complexity equilibrium quantity are continuously higher than and lower than set threshold values respectively, and then the candidate critical points are identified through comparison verification with a standard performance development envelope band. Finally, an effective performance stabilization critical time point is output, continuous monitoring and accurate analysis of the whole material performance development process are achieved, and a reliable technical means is provided for performance evaluation of the soft soil reinforcement material.

The invention belongs to the technical field of sandy soil reinforcement, and relates to a sandy soil reinforcement method combining modified chitosan film coating and cementation with biomimetic mineralization and application, the sandy soil reinforcement method comprises the following steps: S1, chitosan is subjected to swelling, alkalization, carboxymethylation and refining treatment to obtain modified chitosan; s2, respectively preparing a calcium chloride solution and a sodium carbonate solution with the same concentration; a calcium chloride solution is a cementing solution A; adding modified chitosan into a sodium carbonate solution, and uniformly stirring to form a cementing solution B; s3, the cementing liquid A is sprayed to the sandy soil, then the cementing liquid B is sprayed, and primary cementing is completed; carrying out circulating cementing for 5-20 times according to the spraying mode; and then air drying is conducted to complete sandy soil reinforcement. According to the invention, the agglomeration among calcium carbonate particles is enhanced by utilizing the cementing, film covering, mineralized crystal form adjusting and filling coupling effects of the modified chitosan, so that the calcium carbonate particles form effective cementing connection among sand particles, thereby improving the mechanical properties of the sand.

The invention relates to a glass fiber sleeve-underwater epoxy grouting material reinforced pile foundation construction method, pile foundation defect cleaning and glass fiber sleeve installation adopt a pull-up and support-down type liftable operation platform, can adapt to different height operation requirements, effectively improves the construction efficiency and safety, ensures the construction quality, and reduces the influence on the surrounding environment; a hoop pile foundation symmetrical underwater epoxy grouting material pouring device is adopted for pile foundation reinforcement, the bearing capacity and stability of a pile foundation are effectively improved, it is ensured that the pile foundation is kept stable under disturbance of water flow and waves through symmetrical underwater epoxy grouting material pouring, meanwhile, the cast-in-place workload is reduced, and the construction efficiency is improved; the hoop pile foundation hanging movable construction platform synchronous grouting pile side soil reinforcement technology is adopted, grouting is conducted through pile side guide hole pressure, the soil body bonding force and strength are effectively enhanced, the displacement difference is reduced, loads are more balanced and stable, and the pile foundation bearing capacity and stability are effectively improved.

The invention provides a foundation pit soil body reinforcement method based on electrical parameter monitoring, and relates to the technical field of geotechnical engineering monitoring and automatic reinforcement, and the method comprises the following steps: burying an electrode array in a foundation pit soil body to collect electrical parameters such as resistivity and capacitance value, carrying out normalization, anomaly detection and space-time alignment processing, and determining the electrical parameters in the foundation pit soil body; generating soil state data through an adaptive weighted fusion algorithm; constructing a stability model based on the fused data to calculate a stability index, smoothing fluctuation by adopting moving average filtering, predicting future change through a GRU model, and triggering early warning when the future change is lower than a safety baseline; dividing risk levels according to the stability index and the deformation factor, and generating a reinforcement instruction when the risk is high; the comprehensive reinforcement priority is calculated by combining the emergency degree and the regional importance determined by the entropy weight method, and the resource demand is evaluated by applying a multi-objective optimization algorithm; and an ant colony optimization algorithm is used for dynamically optimizing the reinforcement scheme, and automatic grouting reinforcement is achieved. The construction safety and the resource utilization efficiency can be improved.

The invention belongs to the technical field of soil curing materials, and relates to a salinized soil curing agent and a preparation method thereof. The composite material comprises the following components in parts by mass: 20-40 parts of a bio-based polymer cementing material; 10 to 20 parts of modified bentonite; 15 to 30 parts of superfine slag powder; 1 to 5 parts of nano silicon dioxide; 5 to 15 parts of magnesium phosphate cement; 3-8 parts of a plant fiber reinforced material; 0.5 to 2 parts of a dispersant; and 2-6 parts of a composite slow-release salt-resistant additive. The problems that a traditional curing agent is weak in salt corrosion resistance and poor in durability in salinized soil are solved, the mechanical property and long-term stability of cured soil are remarkably improved, and the environment-friendly, efficient and high-adaptability salinized soil reinforcing effect is achieved.

The embodiment of the invention provides a sandy soil reinforcement test device based on a microbial mineralization technology, which comprises a cementing liquid providing module used for providing a cementing liquid and mixing preset gas suitable for microorganism survival; the microorganism mineralization reaction module is connected with the cementing liquid supply module and used for storing the sandy soil, microorganisms and cementing liquid and mixing the sandy soil, the microorganisms and the cementing liquid to obtain a mixture, so that the microorganisms generate mineralization reaction on the sandy soil; the monitoring module is connected with the microorganism mineralization reaction module and is used for monitoring the pH value and the dissolved oxygen content of the mixture; the temperature control module is connected with the microorganism mineralization reaction module and is used for controlling the temperature in the microorganism mineralization reaction module. According to the device disclosed by the invention, microorganisms attached to gravels and the cementing liquid are uniformly mixed through stirring, and the dissolved oxygen concentration of the cementing liquid is adjusted, so that a more suitable habitat is provided for different types of microorganisms. The pH and dissolved oxygen data obtained by the monitoring module can provide a theoretical basis for the application of the microbial mineralization technology in practical engineering.

The utility model relates to the production of fiber-reinforced polymer mesh made of non-metallic materials, used for reinforcing masonry and brickwork, concrete structures, for soil reinforcement, as well as for fencing and increasing the service life of roads.The task of the utility model is to create a FRP mesh having high consumer characteristics, physical and mechanical properties, while ensuring high axial tensile strength of both longitudinal and transverse rods.The FRP mesh is made of longitudinal and transverse rods connected to each other in accordance with the principles of the utility model; the mesh cell zone is formed by connecting cured and uncured rods at a right angle with subsequent curing of the mesh, in that case the connection of rods is carried out by feeding bundles of roving strands belonging to the formed longitudinal rod that are divided into strands of unequal thickness, are oriented perpendicularly to the longitudinal axis of the transverse rod and cover areas of its radial surface on opposite sides, which leads to the formation of cavities between rectilinear sections of the longitudinal rod and the surface of the transverse rod (FIG. 6, Table 2)

The present invention relates to the technical field of slope management, and discloses an anti-skid device for managing slopes, including a water tank, a vertical pipe, a water inlet cylinder, a first hose and a second hose; a water supply pipe is vertically connected to the side of the surface of the water tank, the water supply pipe is connected to the inside of the water tank, and a first electromagnetic valve is installed on the water supply pipe, a plurality of vertical pipes are provided and evenly distributed at the bottom of the water tank, a conduit is connected between the top of the vertical pipe and the bottom of the water tank, and a second electromagnetic valve is installed on the conduit, and a plurality of water inlet cylinders are provided and evenly fixed on the upper surface of the water tank. The present invention can be used to collect rainwater into the water tank and the vertical pipe through a water tank with multiple vertical pipes evenly connected at the bottom, and water is subsequently replenished to slope protection plants through the first hose and the second hose to avoid the plants from dying due to lack of water and ensure their soil consolidation effect, and the vertical pipe is inserted into the slope protection soil to act as a pile body, which can play the purpose of reinforcing and preventing the deep soil of the slope from skidding, and the anti-skid slope protection effect is better.

The invention provides a freezing reinforcement project evaluation system and method based on hydrothermal coupling numerical model simulation, and relates to the technical field of computers and frozen soil engineering.According to the freezing reinforcement project evaluation system and method based on hydrothermal coupling numerical model simulation, a water flow equation and a heat transfer equation are established, and corresponding boundary and initial conditions are set; dividing a frozen soil reinforcement area into finite elements, discretizing an equation by utilizing a finite element method, iterating a global equation through a numerical solution method, simulating moisture and temperature changes in a freezing process, extracting key indexes, generating a freezing reinforcement energy efficiency index, comparing the freezing reinforcement energy efficiency index with a set efficiency interval, and evaluating a reinforcement engineering effect. And corresponding optimization suggestions are provided. According to the method, effective evaluation and optimization of the freezing reinforcement project are realized by establishing the hydrothermal coupling numerical model.

The invention discloses a discrete-semi-rigid combined pile composite foundation for deep soft soil reinforcement and a design method. The composite foundation comprises semi-rigid piles, discrete piles, a deformation adjusting layer, a reinforced mattress layer, a deep soft foundation and a hard rock-soil layer. The semi-rigid pile is located in the middle of the discrete pile and is coaxial with the discrete pile, a pile body penetrates through the deep soft foundation, the pile bottom enters a hard rock-soil layer, and a deformation adjusting layer is arranged on the upper portion of the pile top to the bottom of the reinforced mattress layer; the discrete pile wraps the upper section of the semi-rigid pile, and the pile bottom is arranged in the deep soft foundation; the deformation adjusting layer is located at the top of the semi-rigid pile; the reinforced mattress layer is located on the top of the soft soil layer. By means of the compaction, replacement and drainage functions of the discrete piles, the problems that when single semi-rigid piles are adopted for reinforcing deep soft soil, the pile body quality is difficult to control, the pile side negative friction resistance is large, and the pile-soil stress ratio is high are solved; the method has the advantages of improving the bearing capacity of the composite foundation, accelerating consolidation and settlement of the soft foundation, coordinating the pile-soil stress ratio, reducing the reinforcement cost, saving the construction period and the like.

The utility model discloses an inclined steel pipe pile support with pit bottom pressure reduction and bidirectional grouting functions, and belongs to the field of building construction. The inclined steel pipe pile support sequentially comprises a top conventional section, a middle grouting section, a bottom pressure reduction section and an end grouting head from top to bottom. And a plurality of grouting pipes are uniformly fixed on the inner sides of the top conventional section, the middle grouting section and the bottom pressure reducing section in the circumferential direction. A plurality of lateral grouting holes used for lateral soil reinforcement are formed in the side wall of the middle grouting section at intervals in the axial direction of the lateral grouting pipe; a plurality of filter holes for releasing the pressure of the confined water are formed in the side wall of the bottom pressure reducing section. The end grouting head is of a conical structure for reducing resistance; and an end grouting hole communicated with the end grouting pipe is formed in the end grouting head. The inclined steel pipe pile support has the functions of pit bottom pressure reduction and two-way grouting, and the number of pressure reduction wells in a pit can be remarkably reduced. In addition, after large-scale pouring of the bottom plate is completed, the inclined steel pipe pile support can be pulled upwards to be recycled.

The invention discloses a recoverable grouting device for soil reinforcement, which comprises a grouting pipe and a traction device, and the traction device is used for pulling and recovering the grouting pipe after the grouting pipe finishes grouting the soil; the air bag device comprises an air bag arranged on the outer circumference of the grouting pipe and is used for inflating and expanding to increase friction or deflating to form a reserved gap, and traction and recovery of the grouting pipe are facilitated; according to the recyclable grouting device for soil body reinforcement, by arranging the traction device and the air bag device, recycling of the grouting pipe is facilitated, material saving is facilitated, and the construction cost is reduced.

The invention discloses a multi-cavity pile-loading type foundation pit row pile supporting structure and a construction method. The structure comprises a pile body water storage system, a drainage system and a water blocking system. The pile body water storage system comprises a multi-cavity core pipe, pile periphery cemented soil is arranged on the peripheral side of the multi-cavity core pipe, the multi-cavity core pipe comprises a plurality of lotus-root-shaped structures which are communicated with one another, a communication pipeline is arranged between every two adjacent lotus-root-shaped structures, and a dry-state solidified soil bag is arranged on the lower portion of each lotus-root-shaped structure. The drainage system comprises a vacuum pumping and drainage device and a suction and drainage anchor rod, the lotus-root-shaped structure located on the uppermost portion is connected with the vacuum pumping and drainage device, and the suction and drainage anchor rod communicates with the multi-cavity core pipe. The water blocking system comprises a limiting stopper, and the limiting stopper is inserted into the cement soil around the pile. The underground water around the foundation pit is effectively utilized, the influence of the underground water on the construction process of the foundation pit is reduced, drainage and secondary utilization of the water around the pile are achieved, the cement soil reinforcement range is widened, and the anti-seepage capacity of the pile body is improved.

The present application belongs to the field of geotechnical engineering and underground structure engineering, and provides a consolidation settlement calculation method suitable for composite foundation of immersed tunnel. The present application divides the foundation system into three sub-domains of gravel cushion, pile-soil reinforcement area and underlying soft soil area. The external load first acts on the top surface of the cushion, and then is transmitted to the composite foundation in layers from the cushion. The cushion is explicitly introduced into the settlement calculation system as an independent compressible unit, and is strictly connected in series with the consolidation calculation of the underlying "reinforcement area + underlying layer". Compared with the traditional calculation method which only regards the cushion as a "rigid uniform load plate" or directly ignores its deformation, the present method can quantify the settlement contribution of the cushion itself, reveal the coordination relationship among the cushion, the composite foundation and the underlying layer in deformation, and thus make up for the important gap in the existing consolidation settlement theory of composite foundation that "only soft soil is calculated without considering the cushion".

The present invention provides a construction method for microbial soil reinforcement, comprising the following steps: spreading soil layer by layer; measuring the natural moisture content and optimal moisture content of the soil; obtaining the soil permeability coefficient, and determining the speed and required time for water and microbial slurry to penetrate into the soil through the soil permeability coefficient; calculating the total amount of water required to be replenished for the soil to reach the optimal moisture content based on the difference between the natural moisture content and the optimal moisture content of the soil and the total amount of soil; determining the amount of water required to be replenished and the number of times the microbial slurry is sprayed on each soil layer; calculating the infiltration time of the microbial slurry in the soil per unit hydraulic gradient based on the soil permeability coefficient; after the microbial slurry has penetrated, rolling the soil and detecting the soil compaction degree, and then performing a water filling test and a ring knife test on the soil; after the detection shows that the design requirements are met, spreading the next layer of soil; and repeating the steps until the soil reaches the designed elevation and size.

This invention discloses a target design method for foundation soil reinforcement based on post-construction settlement control of shield tunnels, relating to the fields of tunnel engineering and geotechnical engineering. The method includes the following steps: considering the stress level decrease and structural damage of the surrounding strata during shield tunneling, and based on the quantitative evaluation method of soil disturbance during excavation and unloading, combined with the parameter values ​​obtained from the project overview and numerical simulation, the disturbance degree distribution of the tunnel foundation soil is obtained; based on the soil compression parameter weakening method of disturbance degree, combined with the tunnel foundation soil disturbance degree distribution and the initial soil compression parameters, the weakened soil compression parameters are obtained; the weakened soil compression parameters are substituted into the layered summation method, and it is set that the compression index and void ratio of the undisturbed soil and the remolded soil remain unchanged along the depth in the subsequent calculation process, to obtain the depth distribution of post-construction settlement of the tunnel considering shield tunneling disturbance, wherein the depth at the position where the post-construction settlement of the tunnel is 0 mm is the reinforcement depth.

The invention relates to a method for repairing an underground large-diameter HDPE (high-density polyethylene) pipe, which comprises the following steps that a deformed pipe section of a pipeline is determined, and the upper side surface of the deformed pipe section is provided with a concave area; a supporting structure is built on the soil layer on the upper portion of the deformation pipe section so as to reinforce the soil body above the concave area; a working hole is formed in the position, corresponding to the concave area, in the deformation pipe section; digging out a soil body above the concave area through the working hole; the concave area is repaired, so that the roundness of the deformed pipe section is trimmed; and grouting is conducted outside the pipeline, so that a peripheral annular cement soil reinforcing layer surrounding the deformation pipe section is formed. In this way, the existing pipeline is utilized to the maximum extent for repairing, in addition, other defects existing in the repaired and deformed pipe section are treated through a conventional non-excavation repairing technology, and finally structural and functional repairing of the urban rain sewage pipeline is achieved. The social influence caused by large excavation of pipeline replacement is avoided, and the engineering investment is saved to the maximum extent.

The invention provides an MICP-based sandy soil reinforcement stability evaluation method, device, equipment and medium, and relates to the technical field of soil reinforcement, and the method comprises the following steps: respectively adding an ammonium standard solution into sodium modified zeolite and alkalization modified fly ash to determine the ammonia nitrogen removal rate, and screening candidate mass ratios; on the basis of the candidate mass ratio, the sodium modified zeolite and the alkalized modified fly ash are doped into the standard sand columns correspondingly, the bacterial liquid and the cementing liquid are injected for an MICP reaction, and a solidified sand column is obtained; the dry density and the calcium carbonate generation amount of the multiple solidified sand columns are measured, an unconfined compressive strength experiment is conducted, and an unconfined compressive strength value is obtained; the distribution form of calcium carbonate crystals is observed through a scanning electron microscope for the multiple solidified sand columns, and gelling substances are analyzed through X-ray diffraction; and judging an unconfined compressive strength value based on a microscopic analysis result, and when the unconfined compressive strength value meets a sandy soil solidification threshold value, outputting a solidification grade and a sandy soil strength value to finish stability evaluation. The problem that sandy soil reinforcement is not stable is solved.

The invention discloses a regional soil body reinforcement construction method between small-clear-distance shield tunnels. The regional soil body reinforcement construction method comprises the following steps that materials of the shield tunnels constructed on site, the shape of the shield tunnels, the distance between shield tunnel soil bodies and parameters of soil layers are obtained; a three-dimensional shield tunnel model is established based on the obtained data, and soil stress distribution parameters are obtained through model simulation; based on the soil stress distribution parameters, an area with the most concentrated stress above the newly-built shield tunnel is divided into a strong reinforcement area, stress sub-concentrated areas located on the two sides of the periphery of the strong reinforcement area are divided into medium-strong reinforcement areas, and areas located on the two sides of the periphery of the medium-strong reinforcement areas are divided into weak reinforcement areas; and the strong reinforcement area is reinforced through double-liquid type mixed liquid, then the medium-strong reinforcement area is reinforced through cement paste, and finally the weak reinforcement area is reinforced through clay paste. Regional soil body reinforcement is adopted, the reinforcement strength is controlled, disturbance to the existing shield tunnel is reduced, and the engineering quality is guaranteed.

The application provides a kind of based on multi-field coupling's bionic mineralization reinforced soil method, belongs to geotechnical engineering technical field.The bionic mineralization reinforced soil method includes: first, the soil quality of target area is detected, obtains soil structure type, calculates soil structure correction coefficient, gas correction coefficient and calcium ion correction coefficient;Then, vacuum preloading system and ultrasonic excitation system are arranged in target area at intervals, based on soil structure type and soil structure correction coefficient, the working parameters of vacuum preloading system and ultrasonic excitation system are set, vacuum preloading system and ultrasonic excitation system are opened in turn, and reinforcing solution containing calcium source and bionic crystal form control agent is injected into target area;Finally, stop injecting reinforcing solution, ammonia and carbon dioxide are injected in turn, carbon dioxide is converted into carbonate ion under ammonia atmosphere and bionic mineralization reaction occurs with reinforcing solution, so as to reinforce target area.

The invention discloses a shield tunnel butt joint section frozen soil reinforcement monitoring and evaluating method, and relates to the technical field of shield construction, the method comprises the following steps: respectively constructing a freezing hole, a temperature measuring hole and a pressure relief hole, and respectively installing a freezing pipe and a temperature measuring pipe in the freezing hole and the temperature measuring hole; collecting a soil body in the opening process of the freezing hole in the outermost side of each shield tunneling machine, and transferring the soil body to a laboratory curing room for an experiment to obtain a strength index of the soil body; monitoring the temperature data of each temperature sensor in real time, and calculating the development condition of the shield and frozen soil interface based on the temperature data; and according to the strength index, the development condition of the shield and frozen soil interface and the temperature data, the excavation condition of the butt joint section soil body is evaluated, and according to the evaluation result and the monitoring and early warning judgment basis, the excavation operation of the butt joint section soil body is executed. According to the method, the development state of the freezing interface can be effectively judged before the soil body of the butt joint section of the two shield tunneling machines is excavated, and real-time monitoring and early warning in the freezing wall forming process are achieved.

The invention discloses an underground pipe gallery system integrating microbial remediation and in-situ reinforcement and a construction method thereof, the pipe gallery system comprises a microbial supply station and a plurality of assembly pipe units, and every two adjacent assembly pipe units are connected end to end and are in coaxial butt joint. An assembly type underground pipe gallery structure is adopted, an integrated pipe gallery structure is formed, the reinforcement cage frame and an internal repairing channel are matched, enough connecting strength is achieved, the structure can be endowed with a certain flexible buffering space, under the action of the multiple anchor rod bodies, an in-situ injection channel is formed, in-situ reinforcement is conducted on soil microorganisms around the pipe gallery, and the effect of in-situ repairing is achieved. The microorganism conveying and nutrient solution supplying device, the internal repairing channel and the in-situ injection channel form an integrated conveying system, so that microorganisms can act on concrete cracks and soil around the pipe gallery correspondingly, and the synergistic effect of concrete repairing and soil reinforcement of the assembly type underground pipe gallery is achieved. And the overall stability and anti-permeability performance of the pipe gallery-soil body interface are ensured.

The invention discloses a long-distance pipe jacking construction process. The long-distance pipe jacking construction process comprises the following steps that S1, a working well / receiving well is constructed; s2, soft soil reinforcement; s3, pipe jacking back wall and guide rail construction; s4, a pipe jacking machine and auxiliary equipment are installed; s5, pipe jacking construction is conducted; s6, installing and constructing the intermediate jacking station; s7, measuring and correcting; s8, slurry replacement; s9, performing a hydrostatic test; wherein the top pipe is divided into a steel pipe top pipe and a cast iron pipe top pipe, the steel pipe top pipe adopts a D2200 steel pipe, and the cast iron pipe top pipe adopts a D2200 cast iron pipe; the steel pipe jacking pipe is provided with a D2800 steel pipe inner sleeve; according to the long-distance pipe jacking construction technology, construction of the large-diameter ultra-long jacking pipe is achieved, the automation degree is high, and the long-distance pipe jacking construction technology has the advantages of being small in construction occupied area, low in construction noise, high in obstacle crossing capacity, free of influence on existing facilities, high in construction speed, high in construction quality and high in safety.

A composite pile foundation construction method for controlling the negative friction influence comprises the following steps that firstly, pile position hole forming is conducted, and a formed pile hole penetrates through a negative friction stratum and a non-negative friction stratum; when a hole is formed to a non-negative friction stratum, high-pressure rotary jet grouting stirring is started, high-pressure water is firstly fed, then cement paste and compressed air are fed, spraying is conducted while rotation is conducted till a bearing stratum is reached, then re-spraying is conducted on a cement soil area, and silicate cement paste is selected as spraying slurry; a center pile body is implanted, the lower end of the pile penetrates through the cement soil solidification layer, and pile implanting is stopped when the pile reaches the bearing layer; and after the composite pile foundation meets the design age requirement and reaches the design bearing capacity, a complete pile foundation is formed. According to the composite pile formed by implementing cement soil reinforcement on the non-negative friction stratum section of the pile body, the proportion of negative friction to the bearing capacity of the pile foundation is reduced, so that the bearing performance of the pile foundation is effectively improved, and the construction task of the composite pile foundation can be reliably completed through the construction method.

The invention discloses an underground diaphragm wall combined type steel pile enclosure structure and a construction method thereof. The construction method comprises the following steps that firstly, the paying-off pile fixing position is measured, and combined type steel piles are driven; secondly, earth excavation is conducted, and pile body sturdy bolts are fixed; thirdly, the prefabricated underground diaphragm wall is hoisted and fixed section by section and block by block; 4, a layered slurry sealing partition plate is arranged in the horizontal direction; step 5, performing high-pressure grouting and caulking in sections and modules; sixthly, the prestressed tendons are perforated, tensioned, anchored and grouted; seventhly, the second step to the sixth step are repeated till on-site hoisting of all the prefabricated underground diaphragm walls is completed; eighthly, waterproof coiled materials are laid at the abutted seams; and ninthly, stiffening rib plates are installed at the joint joints, and a fine aggregate concrete surface layer is sprayed at high pressure. A combined stress system of the combined steel piles, the prefabricated underground diaphragm wall and the soil layer reinforcing body is formed, hoisting, bearing and water stopping of the prefabricated structure are combined, the construction speed is high, and the prefabricated underground diaphragm wall is worthy of industrial application and popularization.

According to the foundation pit soil body reinforcing equipment and method based on vortex tube refrigeration, a modular vortex tube array serves as a core cold source, a centralized compression refrigeration system is replaced, compressed air energy is efficiently converted into distributed cold energy through the multi-tube parallel connection and intelligent flow channel distribution technology, and the energy efficiency is improved. Lightweight, rapid deployment and accurate cooling of foundation pit soil reinforcement equipment are achieved, site limitation is broken through, and the construction flexibility and the energy efficiency ratio under emergency and complex working conditions are remarkably improved.

The utility model relates to the technical field of forestry desertification control, and discloses a forestry desertification control soil reinforcement device which comprises a frame assembly, a fixing assembly is in threaded connection with the middle of the peripheral edge of the bottom face of the frame assembly and comprises a threaded cap and a connecting line, and the connecting line is fixedly connected to the middle of the bottom face of the threaded cap. One end of the connecting line is fixedly connected with a second tip, the middle of the upper surface of the threaded cap is fixedly connected with a connector, the bottom face of the frame assembly is fixedly connected with a second nylon gauze element, and through holes are formed in the four corners of the second nylon gauze element. According to the forestry desertification prevention and control soil reinforcement device, through the arrangement of the fixing assembly and the second nylon gauze element, the risk that a nylon gauze element of an existing forestry desertification prevention and control soil reinforcement device still falls off from an anchor rod under the condition of strong wind of the desert is avoided; or generally, only four nylon gauzes are used for shielding the strong wind in the desert, and the sandy soil on the bottom surface can still be blown by the strong wind in the desert.

The invention discloses an automatic soil body side pressure compensation system and a control method.The system comprises a filling assembly and a filling pipe which are correspondingly arranged in a soil body, the end, close to the ground, of the filling pipe is connected with a pressurizing device, the filling assembly comprises a plurality of filling bags which are sequentially and continuously arranged, and cavities are formed in the filling bags; a plurality of hole parts are formed in the filling pipe at intervals, the hole parts communicate with the cavities of the filling bag in a one-to-one correspondence mode, and when the monitoring unit in the soil body detects that the pressure change of the soil body exceeds an alarm value, the pressurizing device injects a filling medium into the corresponding cavities through the filling pipe so as to compensate the pressure loss of the soil body. According to the automatic soil body side pressure compensation system, through segmented layout of the multiple sections of independent filling bags, filling media can be accurately injected according to pressure changes of different depths of a soil body, meanwhile, through closed-loop control of monitoring and pressure supplementing, the pressure changes of the soil body are responded in real time, and the timeliness and controllability of soil body reinforcement are improved.