313 results about "Consolidation (soil)" patented technology

The invention relates to a high-performance sand-soil consolidation material, as well as a preparation method and a using method thereof. The high-performance sand-soil consolidation material belongs to a mortar composition and is characterized by comprising the following raw materials in parts by weight: 5-40 parts of cement clinker, 3-6 parts of gypsum, 4-10 parts of alkali additive, 0.5-6 parts of compound activating agent, 1-4 parts of early strength agent, 2-10 parts of mineral activating agent, 3-8 parts of expansion agent and 22-77 parts of micro-powder formed by fine grinding of blast furnace water-quenched slag. The invention provides the high-performance sand-soil consolidation material which has the advantages of simple operation, convenient construction, good water resistance, fast consolidation, high early strength, stable improvement of post-strength, resistance to erosion of underground inorganic salt water, excellent anti-seepage performance and low production cost, as well as the preparation method and the using method thereof. The high-performance sand-soil consolidation material is suitable for consolidating mine tailings, natural weathered sand, fly ash, gravel, stone chips, stone powder, soil, sludge, construction waste, coal gangue and phosphorus slag into a solid material, and can be used for laying a subgrade, constructing a wall body and constructing a site foundation.

The invention provides a reinforcing device for reinforcing a sand foundation through combination of microorganisms with vacuum drainage and a reinforcing method of the reinforcing device. The device comprises grouting pipes, drainage pipes, a grouting well array, a drainage well array, vacuum water pumping equipment and slurry grouting equipment, wherein the grouting pipes and the drainage pipes are laid on a sand surface in parallel in the horizontal direction, the grouting well array and the drainage well array are located in the sand foundation below the grouting pipes and the drainage pipes respectively, the grouting well array comprises at least two grouting wells, and the drainage well array comprises at least two drainage wells. The reinforcing method comprises steps as follows: I, the reinforcing device is mounted; II, a bacterial solution and a consolidation fluid are prepared; III, the bacterial solution is injected; IV, vacuum drainage is preformed; V, the consolidation fluid is injected; the steps IV and V are repeated for 6-7 times. According to the reinforcing device and the reinforcing method, directional horizontal migration of the microorganisms in a soil body is realized through vacuum drainage, and the treatment range is enlarged; plug holes produced in the grouting process are reduced, and the reinforcement uniformity is improved.

The invention discloses a construction method for a collapsible loess foundation. The construction method comprises the following steps of: firstly, performing foundation treatment on a loess field with collapsibility by using a super downhole dynamic consolidation (SDDC) pile; secondly, collecting undisturbed soil on site, normally performing an indoor experiment to measure an inter-pile soil compaction coefficient and an SDDC pile body compaction coefficient, evaluating the collapsibility, and if any one of the three indexes cannot meet a design requirement, performing pile compensation construction on the SDDC pile until the design requirement is met; and finally, pouring the pile and mudjacking. The method has the advantages of economy, environment friendliness, high treatment depth, good treatment effect, large bearing potential, high complicated load resistance and the like. By application of the method, various side effects caused by the collapsibility of the deep collapsible loess field can be eliminated, and requirements of upper-part high rise buildings on the bearing capability and settlement of the foundation can be met.

The invention relates to a compound reinforcing method capable of rapidly falling-silt, promoting-seepage, prepressing, reinforcing and blow filling soft clay. The method comprises the following steps: mixing water and soil separating agent and sucking silt mud, introducing the mud mixed with the water and soil separating agent into a cofferdam for silt falling, appearing obvious and rapid solid-liquid separation of the mud in the cofferdam, and overflowing and discharging or recycling the separated tail water containing extremely few of solid matters from the far end of the cofferdam; after filling, silt falling and discharging, respectively inserting a plastic drainage plate, laying a plastic drainage pipe, geotextile and a plastic film on the surface layer of the silt, utilizing a vacuum pump to suck to form negative pressure at the lower part of the plastic film, discharging water in silt body on the surface layer by means of atmosphere pressure to lead the bearing capacity of siltbody on the surface layer to be improved rapidly, establishing an operation platform for follow-up soft base treatment, such as vacuum preloading, pile deep stirring, electroosmosis and plate body stabilizing and other technologies, thus realizing the filling-silt overall soft foundation consolidation treatment purpose in the cofferdam. The technology of the invention reduces the construction time of filling soft soil foundation to half and the cost to a half, is popularized and applied, and has extremely economic and social benefits.

The invention relates to a filing-free vibroflotation method, characterized in setting the following vibroflotation parameters: a. setting the vibroflotation depth to more than differences between the hydraulic sand-filling level and the ground level, and less than differences between the hydraulic sand-filling level and the undisturbed soil level; b. setting the vibroflotation space to 2m-3m, and the vibroflotation hole site is arranged as an equiangular triangle; c. setting the vibroflotation dense current to 20A-25A; d. setting the vibroflotation time to 8s-10s in hole center, and 30s in hole bottom; e. setting the hydraulic pressure to 0KPa-50KPa when vibroflotation; f. setting the vibroflotation descent rate to 0m/min-2m/min, and the lifting rate to 1m/min-2m/min; g. setting the vibroflotation mode to double or triple. Processing powdered sand bed foundation by said method is simple, saves construction costs and has good consolidation effect.

The invention discloses a method for analyzing the development and change rule of the negative frictional resistance of an ultra-long pile foundation under the action of heaped loads. The method aimsat the condition of large-area stacking; the problem that a building is damaged due to negative frictional resistance caused by pile-soil settlement difference of an ultra-long pile foundation is studied. The calculation method comprises the following steps that by analyzing pile side soil body three-dimensional consolidation settlement, pile body compression deformation and pile end soil body settlement, a load transfer model considering side resistance softening is introduced, and according to the pile body displacement balance principle and based on a matrix transfer method, a super-long pile negative friction analysis model under the pile loading effect is established. Engineering examples are analyzed through a theoretical model and a numerical simulation method, meanwhile, comparisonverification is conducted on the engineering examples and corresponding actual measurement data, the development and change rule of the negative friction resistance of the super-long pile foundationunder the pile loading effect is obtained, and a theoretical basis is provided for super-long pile foundation bearing capacity design.

The invention discloses an electroosmosis united air pressure separation device and technology. In the device, an anode is connected to an externally connected air pressure source on the basis of an electroosmosis device, and fumaroles are drilled within 1/2 of the bottom of the anode; the anode serves as a gas ejector pipe; a part of a cathode which enters into a to-be-processed soft clay part is provided with drain holes, and the cathode serves as a drain pipe. The electrodes of the device are distributed in the way of parallel staggered distribution. The technology comprises the steps of: spraying gas to the flexible clay through the anode 12-30 hours after the electroosmosis is performed, controlling the air pressure within 250 kPa to 400 kPa for 10-20 min, then spraying high-pressure gas every four times. According to the invention, the beneficial effects below are achieved: 1) the drainage amount and the soil anti-shearing intensity of the electroosmosis united air pressure separation technology is increased by 10-16% than a pure electroosmosis technology when the soft clay in the same batch and with the same volume are processed for the same time, and 2) the electroosmosis united air pressure separation technology is better to be conductive to the drainage consolidation of deep soil than the pure electroosmosis technology.

Disclosed is a horizontal drainage consolidation method through blow filling of soft soil. The horizontal drainage consolidation method includes that (1), in a blow filling area, zoning is performed according to width of 50-125m to form a plurality of zoning areas; (2), on two sides of the zoning areas, a plurality of longitudinally-arranged vertical pipes are arranged on a vertical plane, and the bottom ends of the vertical pipes on the two sides are communicated with longitudinal horizontal pipes respectively; (3), a plurality of flexible transverse drainage plates are arranged horizontally, and two ends of the flexible transverse drainage plates are communicated with longitudinal horizontal pipes on two sides respectively; (4), performing blow filling of the soft soil in the zoning areas to form a first layer; (5), longitudinal horizontal pipes are arranged on the first layer, after being subjected to blow filling of the soft soil, in each zoning area along the sideline of the zoning area, middle areas of the vertical pipes on the two sides are communicated with longitudinal horizontal pipes respectively, a plurality of flexible transverse drainage plates are horizontally arranged, two ends of the transverse drainage plates are communicated with the longitudinal horizontal pipes on the two sides respectively to form a second layer, and the transverse drainage plates among layers are parallel to one another; step (4) and step (5) are repeated and so on to form a plurality of layers; the layers are communicated with one another, and vacuumizing equipment is communicated with the vertical pipes for vacuumizing.

A construction method for a shallow-buried multi-arch tunnel under water-rich geological conditions includes the following steps: cleaning a grouting ground surface; marking a grouting reinforcement scope; performing survey setting-out; drawing a cross-section diagram to scale; calculating out coordinates and angles of anchor points that need to be set; marking drilling positions; nailing small wooden piles at the drilling positions for identifying; determining a setting depth of the anchor rods according to ground elevation; drilling holes, cleaning bottom of hole, grouting, performing construction preparation, performing long pipe shed construction at the entrance after an earth-rock of a tunnel entrance and an open cut tunnel is excavated to flush with a springing line of the tunnel. A down-the-hole drill is used for drilling in construction. Long pipe shed grouting is designed based on solidifying a soil mass in limited scope around a consolidation pipe shed.

The invention discloses a seabed soft-soil layer preparation device and method for a large-dimension physical model test, and belongs to the technical field of geotechnical engineering tests. The seabed soft-soil layer preparation device comprises a consolidation and sample preparation system, a monitoring and control system, and a counter-force loading system, wherein the consolidation and samplepreparation system is pressurized from the upper part under a certain water-head condition, and consolidates a soil sample under a double-sided water draining condition, and density of the soil sample is tested; the monitoring and control system can monitor state changes of the soil sample in real time through sensors arranged in a soil sample consolidation region and an upper loading region, sothat various physical and mechanical parameters, such as moisture content, soil pressure, pore water pressure and a pore space ratio, of the soil sample are obtained; and the counter-force loading system can apply stable and uniform consolidation pressure to the soil sample consolidation region, and can reduce and even eliminate influences of unsymmetrical pressure. Three systems cooperatively work, so that real-time feedback is realized, and sample preparation ends while needed sample preparation standards are reached. The device is strong in applicability, is easy in connection, is simple and convenient in operation, is good in sample preparation integrity, is uniform and consistent, and is also suitable for seabed soft soil and ultra-soft soil sample preparation.

The invention relates to the technical filed of building foundation treatment, and discloses a method for treating miscellaneous fill foundation combing dynamic consolidation and compaction grouting. The method includes the following steps that firstly, construction of the dynamic consolidation is conducted; secondly, after the dynamic consolidation is completed, hole clearances or holes inside a soil body are detected, and therefore a grouting range is determined; thirdly, the grouting is designed; fourthly, the compaction grouting is conducted. By means of the method, comprehensive reinforcement treatment is conducted on the miscellaneous fill foundation, the advantages of the methods of the dynamic consolidation and the compaction grouting can be taken fully, the hole clearances or holes inside the soil body can be effectively treated, the bearing capacity and overall stability of the foundation can be improved, and therefore the problem that differential settlement of the miscellaneous fill foundation is prone to generating is overcome; in addition, compared with other methods for treating miscellaneous fill soil, the cost is low, the technology is simple and convenient, the implementation effect is good, construction waste can be recycled, and finally the purposes that land resources are saved, and the ecological environment is protected are achieved.

The invention discloses a negative skin friction (NSF) removing foundation treatment method. A method for combining discrete piles and flexible piles is used for treating NSF caused by self-weight consolidation of a soil body, gravel piles or sand-gravel piles can serve as the discrete piles, the discrete piles and the flexible piles are arranged at intervals, and gravelly soil cushions are laid on the foundation surface above the discrete piles and the flexible piles. According to the NSF removing foundation treatment method, self consolidation settlement of foundation soil is reduced by construction compaction and vibro-compaction of the discrete piles, loads can be transmitted to foundation supporting layers by the construction of the flexible piles so that stress and compressive deformation of a reinforced zone can be reduced, and 'extrusion' and 'clamping' effects can be achieved on soil among piles under the combined action of the discrete piles and the flexible piles so that consolidation settlement of the foundation soil and NSF caused by the consolidation settlement of the foundation soil can be inhibited. Meanwhile, the combined foundation treatment method can improve bearing capacity of a foundation to a large extent by drainage consolidation and substitution of the flexible piles.

The invention discloses a device for accelerating consolidation of soft soil through a combination of a frost heaving and melting shrinking method and vacuum preloading. The device comprises freeze pipes and plastic drain boards. The freeze pipes and the plastic drain boards are distributed and buried in the soft soil to be subjected to drainage and consolidation in a lattice mode. The freeze pipes and the plastic drain boards are distributed in a staggered mode. The plastic drain boards are communicated with a water collecting tank through vacuum jet pumps. One ends of the freeze pipes are communicated with a brine circulating tank. The other ends of the freeze pipes are communicated with the brine circulating tank through a brine pump. The brine circulating tank is connected with a brine cooling device. The invention further discloses a method for accelerating consolidation of the soft soil through the combination of the frost heaving and melting shrinking method and vacuum preloading. A fine-particle soft soil body has an obvious frost heaving phenomenon when freezing, so that a vacuum pressure field is effectively superimposed on a frost heaving compaction pressure field, and accordingly the discharge rate of water can be increased by several times.

The invention provides a method for carrying out dynamic compaction composite treatment on a sludge soil foundation through gravel piles, a drain board and an upper filling body, and belongs to the technical field of building foundation treatment. The method comprises the steps that S1, a construction cushion layer is laid; S2, construction of the gravel piles is achieved, and a vibration sunken tube method is adopted; S3, geotechnical cloth and a cushion layer below the tops of the gravel piles are laid; S4, construction of the plastic drain board is achieved; S5, an upper cushion layer and geotechnical cloth are laid; and S6, layered and staged dynamic compaction of the filling body is achieved. By means of the method, the advantages of preloading and dynamic compaction dynamic consolidation of the gravel piles and the plastic drain board are achieved fully, the advantages are complemented, and the defects of a single foundation treatment method are avoided.

The invention discloses a deep soft foundation consolidation settlement layering summation algorithm based on soft soil parameter spatial anisotropy. The algorithm comprises the steps: carrying out the layering and partitioning of a soft soil foundation according to the stratum condition of a soft soil region; calculating the vertical self-weight stress of the foundation at the layering position;calculating foundation additional stress, and obtaining foundation additional stress at each layered interface; if the thickness of the subarea is relatively large, dividing the area into layers according to intervals; averaging and calculating the average value of the self-weight stress and the additional stress of each layered foundation according to the stress of the upper bottom surface and the lower bottom surface of each layer, determining the depth of a foundation compression layer, determining a subarea where a soil layer is located, calculating the main consolidation settlement amountof the soft soil foundation of each layer, calculating the total main consolidation settlement amount, and calculating the total final settlement amount; calculating the foundation consolidation degree at any moment; and predicting the foundation settlement amount. According to the deep soft foundation consolidation settlement layering summation algorithm, the property change of the deep soft soil at different depths is considered, the deep soft soil foundation settlement prediction precision is improved, and post-construction settlement prediction and control of engineering construction in adeep soft soil area are realized.

The invention belongs to the related technical field of treatment of sludge slurry with ultrahigh water content. The full-automatic hydraulic permeation consolidation device comprises a water pressurecontrol assembly, a permeation consolidation assembly, a measuring assembly and a data acquisition assembly, the water pressure control assembly is connected with the permeation consolidation assembly, and the measuring assembly is arranged on the permeation consolidation assembly and connected with the data acquisition assembly; the consolidation device is used for realizing drainage consolidation of a soil body through pushing and friction dragging effects of seepage force of high-pressure water on a soil sample; the water pressure control assembly is used for controlling the seepage force,and the data acquisition assembly is used for acquiring the pore pressure at each depth of a soil sample in the seepage consolidation assembly, the displacement at each time and the drainage rate inreal time so as to obtain the seepage coefficients of different stages. According to the invention, the filter pressing benefit is improved, real-time and automatic acquisition of test data is realized, large errors caused by manual reading are avoided, and the test data is accurate and reliable.

The invention discloses a triaxial consolidation test-based method for confirming a relationship between a soil body permeability coefficient and a void ratio. The method comprises the following steps: firstly, acquiring a test soil sample, and acquiring an initial void ratio e0 of the soil sample by tests; secondly, preparing a test sample, and carrying out saturation treatment on the prepared test sample; then, carrying out a classification pressure-reduction seepage triaxial consolidation test on the test sample, and recording the pore pressure value and the volume variation value of the test sample in the testing process; then, treating recorded testing data, and calculating the permeability coefficient and the void ratio in the classification pressure-reduction process; and finally, confirming the relationship between the soil body permeability coefficient and the void ratio. According to the invention, a triaxial consolidometer is adopted for carrying out classification pressure-reduction seepage testing on the soil body test sample, and the permeability coefficient and the void ratio in a classification pressure-reduction test each time are calculated according to the pore pressure value and the volume variation value in the testing process, and finally the relationship between the soil body permeability coefficient and the void ratio is confirmed. The method is simple in principle, is convenient to operate, is accurate and reliable, and can rapidly determine the variation rule of the permeability coefficient.

The invention relates to the field of foundation treatment researches, and aims at providing a vacuum preloading and piling preloading combined settling column tester and a test method thereof. A partition steel plate is arranged in a settling column, and is connected with a displacement sensor through a hollow rigid sleeve, a water drainage plate is sleeved in the rigid sleeve, and the lower part of the water drainage plate is landfilled in a soil sample. The top of the settling column is provided with a cover plate, and a water bag is arranged in a space between the cover plate and the partition steel plate; the sidewall of the settling column and the rigid sleeve are respectively provided with vacuum tubes, and the vacuum tubes are connected to a vacuum pump; the bottom and the sidewall of the settling column are provided with a plurality of pore pressure sensors; and the pore pressure sensors and the displacement sensor are connected to a data acquisition system through signal lines. The tester and the test method have the advantages of simple structure, easiness in use, simplicity and convenience in changing of the piling load value through hydraulic control, effectiveness in obtaining the change of the pore pressure in different radial positions during consolidation, automatic data recording, reduction of manpower needed by experiments, reduction of errors caused by manpower reading, and realization of repeated sue and no wastes or pollution of a model materials and filled soil.

A portable soil body in-situ shear test device includes four parts: an active force system forming arranged externally, a passive shear system and an electromagnetic loading system forming arranged internally, and a ring knife system arranged at a bottom. Compared with the conventional in-situ soil shear strength test device and test method, the present invention is convenient to install and carry as well as simple to operate, and has strong applicability. The present invention is suitable not only for layered soils with large cross-plate shear test errors, but also for soils with different consolidation degrees at various sites and various terrains. A test method adopting the device can simulate the shear strength of the soil mass under different overburden loads without disturbing the mechanical properties of the in-situ soil mass, which has high promotion value in the test of in-situ soil shear strength.

The present invention discloses a testing method and device for simulating deformation characteristics of a soil mass under dynamic train load; by modifying a traditional one-dimensional static consolidometer, it is possible for the device to apply axial dynamic cyclic load, it is convenient to develop quantitative analysis for axial compressive deformation of soil mass under dynamic train load and lateral confinement, equivalent dynamic compression curve and empirical dynamic consolidation equation for the soil mass are obtained, equivalent dynamic deformation parameters for the soil mass are further calculated, and the demand for large-scale engineering practice is met for through the experiment with multiple groups of samples. Compared with traditional geotechnical engineering indoor dynamic testing methods using dynamic triaxial instruments and hollow cylinder torsional shear apparatus, the testing method and device disclosed herein have simple structure and reasonable production cost, the testing method is quick to perform, the result data are highly stable, and basis is laid for the accurate calculation and design of railway subgrade dynamic long-term settlements.

The invention discloses a new expansive soil expansibility measuring method, which comprises the following steps of: performing consolidation and expansion deformation tests on the same expansive soilsample under multi-stage load; establishing a relation curve of a porosity ratio and overburden pressure of the same consolidation and expansion deformation; researching a relationship between initial states and the overburden pressure of an intersection point of expansion and consolidation deformation curves in different initial states; and determining the expansibility of the expansive soil inother different initial states through adopting a graph look-up method. Compared with a traditional expansibility measuring method, the expansive soil expansibility measuring method has the advantagesthat the test convenience degree and the deformation control difficulty in the test process are improved to a large extent, the test conforms to the expansibility generation mechanism, the randomnessof expansive soil expansibility measuring results can be effectively reduced, errors of the expansibility measuring results are reduced, and the expansive soil expansibility measurement result accuracy is improved.