19 results about "Soil reinforcement" patented technology

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 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 application discloses a deep foundation pit inverted shaft wall excavation construction method under eccentric compression working condition, and is suitable for an asymmetric load scene in which the earth covering height of one side of a shaft is significantly greater than that of the other side. The method first carries out grouting on the outer periphery of the shaft wall below the present ground surface to form a soil reinforcement area; then a lock mouth ring beam is constructed at the shaft mouth, and an upper structure including a retaining wall, a counter pressure plate, a retaining wall ring beam and a plate brace is constructed upwardly on the ring beam; during the construction process, the earth covering side is simultaneously backfilled to the grading ground surface elevation; then the inverted shaft wall method is adopted to excavate downward in sections, after each excavation section, a circumferential arch frame, an angle brace and an anchor rod support are constructed, and upper and lower ring beams are arranged at the position of a horse head door and are connected with adjacent arch frames through vertical supports; finally, a concrete bottom sealing is constructed at the shaft completion surface. The application forms an anti-overturning moment through the counter pressure plate and the synchronous backfilling, and combines a multi-stage support system, so that the shaft wall instability problem caused by eccentric load is effectively solved.

The utility model relates to the technical field of reinforced pier in-situ detection, especially to a soft soil reinforced pier in-situ detection device considering the influence of plateau climate, its technical scheme: including the loading plate, the counterweight and the heating rod, the loading plate sets up above adjacent reinforced pier, the counterweight sets up above the loading plate, the heating rod bottom inserts below the soft soil ground, and is located the reinforced pier peripheral distribution, the adjacent heating rod upper end between the installation has the connecting pipe, and the heating rod is installed on the circulating pipe in the end, the circulating pipe end installs on the heater, the loading plate's just below the ground is provided with the mounting panel, be provided with the laser range finder on the mounting panel. The utility model can insert the heating rod into the ground, warm up the test area, thaw the plateau permafrost, use the efficient temperature rise, not only can realize the effective detection purpose, but also can effectively save the use of heat energy.

This utility model discloses a soil reinforcement structure for repairing a cutterhead under normal pressure, mainly comprising a tunnel boring machine (TBM) soil chamber, a cutterhead to be repaired, a working space, a pile reinforcement structure, a cover plate, a steel casing, and an arch support. The TBM is located in a stratum with a soft upper layer and a hard lower layer, densely packed with high-strength boulders, and the cutterhead has detached and urgently needs repair. The pile reinforcement structure is formed by interlocking reinforced concrete piles. The cover plate is a capping beam installed on the upper end of the pile reinforcement structure after its formation. The steel casing has a pre-reserved skylight to enhance ventilation and remove large boulders in front of the cutterhead. The arch support is formed by welding steel bars and sheet metal. This utility model has advantages such as adaptability to complex strata containing boulders, flexible adjustment of the reinforcement range, and effective control of stratum deformation and stability. It can effectively solve the problem of surrounding soil stability during TBM cutterhead repair, increase construction safety, and improve construction efficiency.

This invention relates to a woven geotextile with a prestressed anchoring end and a grouting pipe. The geotextile is primarily used for soil reinforcement and comprises a geotextile body woven from warp and weft yarns. Its key feature is that the geotextile body contains grouting pipes that replace some of the warp yarns. Grouting holes are machined along the length of the pipes in a staggered pattern. An anchoring pipe for applying and locking prestress is fixedly connected to one end of the geotextile. This invention features an integrated structure and superior mechanical properties, actively constrains deformation, significantly improves the stability of the soil after geotextile reinforcement, and employs an advanced construction method with controllable and reliable quality.

The application discloses a kind of station deep foundation pit construction dynamic mechanical property analysis and stability control method, comprising, fusion multi-source data establishes initial prediction model, and parallel simulation optimization generates recommended construction scheme, synchronously collects real-time mechanical monitoring data in construction, with the measured data and prediction result dynamic comparison to trigger model online update, and the updated model is used to re-simulate evaluation and dynamically adjust construction parameters or optimize soil reinforcement scheme;Its beneficial effect is, effectively alleviate the survey design construction monitoring link fragmentation and the problem of monitoring data after-alarm lag, significantly improve the dynamic mechanical response prediction accuracy and stability active control ability of whole process of construction.

This invention provides a method for constructing deep foundation pits under ultra-thick silty clay soil foundation conditions, including: dividing the construction area into sections; excavation of the first layer using a large excavator; excavation and soil transportation of the second layer using a small excavator and a long-arm excavator; excavation of the third layer of pit-within-a-pit using a small excavator and manual soil removal; design of steel plate caissons; assembly of steel plate caissons; backfilling of soil on the side walls of the caissons; laying bamboo mats on the bottom base layer; and pouring of the foundation concrete. This invention reduces the disturbance to the soil by large construction machinery in the absence of soil reinforcement or when soil reinforcement has failed. By using steel plate caissons to change the pit-within-a-pit excavation method in soft soil strata, it reduces the amount of soil excavation, lowers construction costs, and avoids the safety hazard of brick formwork collapse. By laying bamboo mats under the foundation cushion layer, the stress-bearing area is expanded, contact stress is reduced, and compression deformation is decreased. The subsequent merging of the bamboo mats with the foundation cushion layer during pouring increases the strength of the cushion layer, reduces the risk of cushion layer fracture, and lowers the risk of foundation settlement and cracking.

This invention proposes a construction method for sealing the bottom of an ultra-large rectangular continuous caisson and its connecting section in soft, water-rich soil strata. The method includes the following steps: Before sinking, a capping beam retaining structure is installed around the caisson, with pre-embedded reinforcing bars and corbel structures. Horizontal and vertical bars are welded below the corbels, with the bottom of the vertical bars supporting the top surface of the capping beam. The caisson is sunk using a pressing method; after sinking to the designated depth, the bottom of the vertical bars is supported by the capping beam to stop sinking. The caisson is excavated to the designed depth without drainage, and then underwater concrete is poured to seal the bottom. The caisson and capping beam are connected by pre-embedded reinforcing bars, and concrete is poured to form a ground-connecting beam, achieving overall structural connection. After removing the corbels, the connecting section is constructed: excavation to the designed depth, soil reinforcement, pouring of a foundation concrete layer, laying of waterproof membrane, and finally, pouring a reinforced concrete horizontal beam to connect the two caissons, completing the sealing of the connecting section. This invention ensures accurate sinking of the continuous caisson, reduces surrounding surface subsidence, and ensures the quality of the sealing construction.

The application discloses a grouting lifting method for brick-concrete structure strip foundation settlement on collapsible loess foundation, and relates to the field of building construction, which comprises the following steps: a brick-concrete structure is provided, which comprises a wall body of brick masonry, a floor plate arranged perpendicularly to the wall body, and a strip foundation connected to the bottom of the wall body; the strip foundation is arranged on the collapsible loess foundation, and the collapsible loess foundation has corresponding settlement; the position of the grouting lifting hole is determined according to the transverse and longitudinal arrangement and stress forms of the wall body, the construction sequence is determined, the lifting force point of the grouting is determined, the construction effect of the grouting reinforcement and lifting is greatly ensured, the transverse wall is utilized, the transverse wall plays a decisive role in the seismic performance and vertical load transmission, the safety of the transverse wall bearing member is better ensured by simultaneously lifting the multiple force points of the transverse wall strip foundation, the safety of the whole structure is better ensured, and the soil compaction degree after lifting is evaluated by the shear wave velocity, so that the soil reinforcement effect is ensured.

The utility model provides a kind of pile soil reinforcement device, belong to pile foundation technical field, solve the problem that soft soil environment, pipe pile foundation bearing capacity is low, easily subjected to wind erosion and the cost required for reinforcement is high, need to be frequently checked maintenance.The pile soil reinforcement device, comprising: the prefabricated pile made by prestressed high-strength concrete structure;Windproof structure installed on the prefabricated pile;Fixed structure vertically connected at the bottom of the windproof structure;Wherein, the fixed structure is welded on the windproof structure.The technical scheme of the utility model can improve the pile foundation bearing capacity including horizontal bearing capacity, uplift bearing capacity, compressive bearing capacity, can protect the soil around the pile not being eroded by wind, also can reduce the consumables and cost required for reinforcing pipe pile, shorten construction period, facilitate later maintenance.

The application discloses a soil directional reinforcement method and control system based on magnetosome modified microorganisms, relates to the technical field of soil reinforcement, and endows the microorganisms with magnetic responsiveness through a magnetosome modification technology, realizes remote non-contact directional migration of the microorganisms in combination with magnetic navigation control, and enables the microorganisms to be accurately distributed in a target reinforcement area according to a preset path, effectively solving the problems of uncontrollable migration of the microorganisms and uneven reinforcement, and fully retaining the mineralization activity of the microorganisms in cooperation with mild conditions during the magnetosome modification and activity monitoring, thereby improving the reinforcement efficiency and reducing engineering cost, and the magnetic field parameters can be flexibly adjusted through programming, are suitable for different soil, reinforcement depth and path requirements, are suitable for various geotechnical engineering scenes such as foundation treatment and slope reinforcement, provide an efficient solution for directional reinforcement under complex geological conditions, and have remarkable application value and popularization prospect.

1. The name of the design product: geogrid. 2. The use of the design product: for soil reinforcement, foundation treatment, slope protection, etc. 3. The design points of the design product: in shape. 4. The picture or photo that best indicates the design points: perspective view.

This invention relates to the field of geotechnical engineering, specifically disclosing a stretchable three-dimensional geogrid, a soil reinforcement system incorporating the geogrid, and a construction method thereof. The three-dimensional geogrid includes: an arched reinforcing geogrid, which comprises a two-dimensional geogrid matrix and an arched structure integrally formed on the upper and / or lower side of the two-dimensional geogrid matrix; a supporting connection device for connecting two adjacent layers of the arched reinforcing geogrid; the supporting connection device includes a first component and a second component that can move relative to each other, and a self-locking mechanism for locking the first component and the second component in multiple relative positions; the supporting connection device is provided with a connecting part for connecting to the arched reinforcing geogrid. This invention enables flexible and reliable adjustment of the interlayer height to better adapt to complex engineering conditions, improve reinforcement effect and engineering safety.

The application provides a kind of based on gas expansion soybean urease activity rapid detection device and detection method.The detection device main body includes reaction cavity, piston, piston rod, scale mark, sample port, base and end cover.The reaction cavity is cylindrical cavity, bottom closed, top open, inside bottom pre-package dry solid acid and urea;The piston is arranged in the reaction cavity, initial position close to the upper side of medicine powder, can slide up under the action of gas pressure;The piston rod is fixedly connected with the piston, extends upward along the axial direction;The scale mark is arranged on the right side of the front of reaction cavity, 0 scale is located at the bottom and the top of piston is aligned;The sample port is arranged at the right side of the bottom of the front of reaction cavity, with medicine powder at the same height, for injecting the enzyme liquid to be measured;The base is arranged at the bottom of the reaction cavity, for fixed support;The end cover is arranged at the end of piston rod.During detection, the enzyme liquid to be measured is injected into the reaction cavity from the side, urease decomposes urea to generate ammonium carbonate, ammonium carbonate reacts with solid acid to release carbon dioxide gas, gas expansion pushes the piston to move upward, according to the displacement distance of piston after fixed time, the urease activity is determined by comparing with standard curve.The application converts enzymatic reaction into intuitive mechanical displacement, is not interfered by sample color and turbidity, has simple structure, low cost, and is suitable for soil reinforcement engineering site rapid detection.

The present application belongs to the technical field of geotechnical engineering and biomineralization, and discloses a controllable release type urease capsule, wherein the urease capsule comprises an external packaging layer and an internal gel, the internal gel is obtained by swelling and adsorbing urease solution by water-absorbing resin, and the urease capsule releases urease under the driving of the internal and external osmotic pressure difference in the cementation liquid. The present application uses high water-absorbing resin SAP to adsorb and fix urease in a low salt environment to realize the "solidification" of liquid urease, and then encapsulates to form a urease capsule, which fundamentally solves the problem of urease transportation in the EICP technology, greatly reduces the application threshold, and has application prospects in soil reinforcement, wind prevention and sand fixation, heavy metal pollution treatment, foundation seepage prevention or historical building repair.

This invention discloses a construction method for rapidly improving the bearing capacity of silty clay composite foundations, belonging to the field of foundation treatment engineering technology. The method includes eight steps: foundation investigation and testing, construction preparation, silty clay modification treatment, pile location layout and drilling, pile casting and compaction, inter-pile soil reinforcement, pile head treatment and cushion layer construction, and curing and testing. By precisely proportioning a modifier to modify the silty clay, combined with long spiral drilling, layered compaction and casting of piles, high-pressure grouting to reinforce the inter-pile soil, and the laying of a reinforced cushion layer, the bearing capacity of the composite foundation is synergistically improved. The core parameters of this invention are calculated and controlled through specific formulas, resulting in improved characteristic values ​​of the composite foundation's bearing capacity, shortened curing cycle, increased construction efficiency, reduced costs, strong adaptability, and environmental friendliness and economy. It is applicable to various silty clay foundation reinforcement projects in buildings, roads, bridges, etc., and has broad engineering application prospects.

The application provides a soil drilling device and a soil reinforcement method, and relates to the technical field of soil reinforcement. The soil drilling device comprises at least one drill rod and a blade assembly. The blade assembly protrudes radially from the drill rod and comprises first blades and second blades which are arranged alternately along the axial direction of the drill rod at intervals. The composition of the first blades comprises first clay, first degradable resin, basalt fiber, a calcium source and a crystal form regulator. The composition of the second blades comprises second clay, second degradable resin and a carbonate source. In the process of driving the drill rod to drill into the soil to be reinforced and generating friction with the soil to be reinforced, the first blades and the second blades are abraded, so that the soil to be reinforced is reinforced by the components released when the first blades and the second blades are abraded. The soil is improved in strength and toughness, and the adaptability of the soil to dynamic loads such as earthquakes, traffic vibrations and uneven settlement is enhanced.