CN111315932A

CN111315932A - Modular soil body pressure-applying forming device and soft soil foundation treatment method

Info

Publication number: CN111315932A
Application number: CN201980004637.9A
Authority: CN
Inventors: 任再永
Original assignee: Hangzhou Yongchuang Infrastructure Engineering Technology Co ltd
Current assignee: Hangzhou Yongchuang Infrastructure Engineering Technology Co ltd
Priority date: 2018-05-11
Filing date: 2019-05-10
Publication date: 2020-06-19
Also published as: WO2019214701A1

Abstract

The utility model discloses a modular soil body forming device that exerts pressure, the reinforcement that is applicable to shallow layer or middle and shallow layer soft soil foundation is handled, including roof-rack (1), the shaping module (2) of exerting pressure and soil body intensity detection device (3), the shaping module (2) of exerting pressure include one or more convex body (201), the top and the roof-rack (1) of the shaping module (2) of exerting pressure are connected. The modular soil body pressure-applying forming device is arranged on a treated soil body, the self weight of the device generates pressure on the soil body, and the moisture and the air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies (201) at the bottom of the pressure forming module (2) play a role in blocking the soil body, so that the soil body is prevented from moving laterally, the soil body is concentrated in the space (26) between the convex bodies (201) and is fully extruded, and the effects of rapid drainage and compaction are achieved. Also discloses a method for treating various soft soil foundations by adopting the modular soil body pressure forming device.

Description

Modular soil body pressure-applying forming device and soft soil foundation treatment method

Technical Field

The invention relates to the field of foundation reinforcement treatment, in particular to the field of reinforcement treatment of soft soil foundations, and specifically relates to a modular soil body pressure forming device and a soft soil foundation treatment method using the device.

Background

The soil body structure is generally formed by mixing solids, liquid water and air, unequal bearing capacity is generated due to different mixing proportions of various substances, when the applied pressure is greater than the bearing pressure of the soil body, lateral movement and compression sedimentation are generated due to pressure, the mixing structure proportion of an original soil body needs to be artificially changed, the compactness among solid particles in the soil body is improved under the action of the applied pressure, a drainage material arranged in the soil body is used as a channel for discharging liquid water and air, the mixing structure of the soil body is changed, the content of the solids is continuously improved according to the proportion, the compactness among the solid particles is improved, the soil body is reinforced, the soil body is improved, the purpose that the soil body is compressed again when the bearing pressure is greater than the applied pressure, the soil body lateral movement and compression sedimentation cannot be generated is achieved, and the use requirement of the soil body bearing is met.

The soft soil comprises silt, silt clay, silt, silt sludge, river silt, peat soil, earth surface rare earth, floating soil and the like, and is fine-grained soil with large natural water content, high compressibility, natural pore ratio of more than or equal to 1 and low shear strength. The common drainage consolidation method mainly comprises a preloading method and a vacuum combined preloading method. The preloading method is that a drainage channel and a vertical drainage system are arranged in the foundation to reduce the consolidation drainage span of the soil body, the foundation is drained and consolidated under the load action of the filling embankment, so that the bearing capacity of the foundation is improved, and the post-construction settlement is reduced. The vacuum combined preloading method is characterized in that an air-tight layer is formed on the load on the basis of the preloading method, and a negative pressure area is formed in the foundation by continuously pumping air and pumping water for a long time, so that the soft clay is drained and consolidated, and the purposes of improving bearing capacity and reducing settlement are achieved. The drainage consolidation method has long construction period, and can be completed in six months to one year generally, so that the construction cost is high and the efficiency is very low.

Further, the above drainage consolidation method is suitable only for large-area construction. Moreover, the stacking height is limited, so that the method cannot be applied to occasions with high soil bearing requirements.

Disclosure of Invention

The invention aims to solve the technical problems in the prior art and provide a modular soil body pressure forming device and a soft soil foundation treatment method.

In order to solve the problems, the invention adopts the following technical scheme: the modular soil body pressure forming device comprises a top frame, a pressure forming module and a soil body strength detection device, wherein the pressure forming module comprises one or more convex bodies, and the top of the module is connected with the top frame.

The invention relates to a modular soil body pressure-applying forming device which is suitable for reinforcing shallow or medium-shallow soft soil foundations. The device is placed on the processed soil body, the self weight of the device generates pressure on the soil body, and the moisture and the air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies at the bottom of the pressure forming module play a role in blocking soil bodies, so that the soil bodies are prevented from moving laterally, the soil bodies are concentrated in the space between the convex bodies to be fully extruded, the effects of rapid drainage and compaction are achieved, the construction efficiency is greatly improved, the construction period is shortened, and the construction cost is reduced.

The invention is not only suitable for large-area integral construction, but also suitable for small-area local construction. Devices of different sizes may be designed according to the size of the construction area. For large-area soil body reinforcement, a local construction mode can also be adopted, and construction is carried out by regions. Each area can be constructed one by one, or a plurality of devices can be used for construction in each area simultaneously.

According to the invention, the shape, size and number of the convex bodies are not limited and can be determined according to design requirements. The structure of each convex body can be the same or different. The convex bodies are arranged continuously or in a clearance mode, and the top of each convex body is connected with the top frame directly or through a connecting plate.

As the improvement of the invention, the convex body is provided with one or more V-shaped components; is favorable for fast insertion into soil and can improve the construction efficiency.

As a further improvement of the invention, the solid part of the V-shaped member is in a wedge structure with a wide upper part and a narrow lower part, and the hollow part of the V-shaped member is a containing groove with a small upper part and a large lower part. The wedge-shaped structure is beneficial to being quickly inserted into a soil body, and the construction efficiency can be improved; big holding tank can effectively increase and hold native ability down, and the wedge structure of being convenient for further inserts in the deep soil to can prevent effectively that the soil body from moving by the side.

As an improvement of the invention, the convex bodies are arranged in an array. In an optimized implementation mode, the convex bodies are arranged in a row, a plurality of columns or a row and a plurality of rows, and each convex body penetrates through the pressing forming module along one direction. Namely: the plurality of convex bodies are arranged in parallel or in parallel.

In another preferred embodiment, the convex bodies are arranged in an array of multiple rows and multiple columns, and the convex bodies in adjacent rows/columns are arranged side by side or in a staggered manner.

The water squeezed out of the soil body needs to be drained through a drainage channel. One drainage method is to drive vertical drainage plates into the soil to be treated in advance and drain water by using drainage channels in the drainage plates. In another preferred mode, a filtering device is arranged on the part, contacting the soil body, of the pressing forming module, and water squeezed out of the soil body is discharged from the filtering device.

The filter device can adopt any standard structure. In an optimized embodiment, the filtering device comprises one to more layers of filtering screens. More preferably, the screen is a metal screen. The metal filter screen has the characteristics of high strength and reusability. The filtering holes of the filtering nets of each layer can be the same or different. From the perspective of filtration, the pore diameter of the filter pores of the outer filter screen should be larger than that of the inner filter screen, so that the solid soil particles are subjected to coarse filtration and fine filtration in sequence. However, from the viewpoint of the strength of the filter screen, since the strength of the large-aperture and small-aperture filter screens is generally higher than that of the small-aperture filter screens, in order to prevent the filter screens from deforming during the compression process, the aperture of the filter holes of the outer filter screen may be smaller than that of the filter holes of the inner filter screen.

As a further improvement of the invention, a geotextile screen layer can be additionally arranged between two or more layers of metal screens to form a sandwich structure. The multiple layers of metal screens and the multiple layers of geotextile screens can be alternately arranged.

The upper part of the filtering device can be directly communicated with the inside of the top frame. In an implementation, the bracket may be provided with a water collection chamber inside, and water is discharged through the water pumping pipeline. In another mode, a water collecting chamber is formed on the upper surface of the pressing and forming module, and the upper part of the filtering device is communicated with the water collecting chamber through a top frame.

As a further improvement of the invention, the outermost layer of the bottom of the pressing forming module is also provided with a reinforcing rib body. And the reinforced body is arranged on the outer layer of the filtering device. The reinforcement body can be any one or combination of a geogrid, geotextile, geomembrane, geocell, geonet cushion and composite geotechnical material. The geosynthetic material has high strength, high toughness and other mechanical properties, diffuses the stress in soil, increases the tensile strength of soil, improves the soil, and forms reinforced soil and various composite geotechnical structures. The geosynthetic material also serves as a reverse filter, drainage and barrier material.

As a further improvement of the invention, the pressing and forming module can be of a solid structure so as to increase the self weight of the whole device.

In another preferred embodiment, the pressing and forming module is formed by welding steel plates or section steel, and a water collecting chamber is formed at the upper part of the pressing and forming module. And the pressure applying forming module is provided with a water guide channel communicated with the bottom surface of the module and the water collecting chamber. The water discharged from the soil body enters the water collecting chamber through the water guide channel on the module and is discharged in a centralized way through the pipeline.

The drainage mode can adopt natural drainage, and can also adopt a water pump or a vacuum pump to forcibly drain water. When the vacuum pump is used for drainage, a gas-water separator is arranged at the front end of the vacuum pump to prevent moisture from entering the vacuum pump along with air flow to cause the performance reduction or damage of the vacuum pump. Preferably, two ways of vacuumizing are adopted, after the gas-water separator works for a period of time, when the water content of the separated water reaches a set water level, one way of vacuum pump stops working, the gas-water separator discharges water, and the other way of vacuum pump still keeps working. Two ways of alternate operation can continuously pump and drain water.

As a further improvement of the invention, corresponding to the vacuum drainage, the top frame adopts a closed structure, such as a top plate and bottom frame structure, the periphery of the bottom frame is closed, the upper part of the bottom frame is connected with the top plate, so that the water collecting chambers at the upper parts of the convex bodies are mutually communicated to form a large closed vacuum water collecting chamber, and negative pressure is formed in the water pumping process, thereby being beneficial to the drainage of soil bodies.

As a further improvement of the invention, a vacuum negative pressure adjusting pipe with a control valve is also arranged in the vacuum water collecting chamber. The vacuum negative pressure adjusting pipe is used for adjusting the negative pressure in the vacuum water collecting chamber, so that the negative pressure in the vacuum water collecting chamber, the gas-water separator and the vacuum pump forms a vacuum gradient. When the negative pressure in the vacuum water collecting chamber is lower than the lower threshold, the control valve is closed; when the negative pressure in the vacuum water collecting chamber reaches the upper limit of the threshold value, the control valve is opened, the vacuum water collecting chamber is communicated with the atmosphere through the vacuum negative pressure adjusting pipe, and the control valve is closed until the negative pressure in the vacuum water collecting chamber is lower than the lower limit of the threshold value. The water is circulated in such a way, so that the vacuum pump can continuously pump water.

The vacuum negative pressure adjusting pipe can be arranged above, in the middle or at the bottom of the vacuum water collecting chamber.

As a further improvement of the invention, the top frame is also provided with an auxiliary pressure device. The auxiliary pressing device applies dynamic low-frequency, medium-frequency or high-frequency acting force to the soil body through the pressing forming module, so that the soil body is fully extruded, and the separation of water vapor and soil particles in the soil body is accelerated.

The auxiliary pressing device comprises a vibrating device, a striking device and/or a tamping device and is arranged on the top frame and/or the pressing forming module.

As a further improvement of the invention, the auxiliary pressure applying devices are uniformly arranged on the top frame and/or the pressure applying and forming module in the same layer or in different layers

As a further improvement of the invention, the periphery of the top frame is also provided with a baffle. The baffle plate has a blocking effect on the soil body, prevents the soil body from moving laterally, and enables the soil body to be concentrated in the area of the pressure forming module, so that the soil body is more fully extruded, and the separation of water and air from soil particles in the soil body is further accelerated.

The baffle plate can be closed and enclosed at the periphery of the top frame. The baffle can also be a plurality of baffles, and is uniformly arranged on the periphery of the top frame.

The baffle plate can be arranged only below the top frame. The height of the pressing forming module can be basically the same as that of the pressing forming module, and can be higher or lower than that of the pressing forming module.

The baffle can also extend to the upper part of the top frame from the lower part of the top frame, so that the equipment arranged on the top frame can be protected from being infected with sludge.

Preferably, the inner wall of the baffle is provided with a permeable layer, so that rapid drainage is facilitated.

As a further improvement of the invention, the bottom of the pressing forming module is also provided with a vertical pile body. The vertical pile body forms a pile hole in the soil body, and after the modular soil body pressure forming device is lifted, a finished pile pipe or filling filler is placed in the pile hole. The structure has the advantages that the pressure forming module carries out transverse shallow or medium-shallow treatment on the soil body, and the vertical pile body carries out deep reinforcement treatment on the soil body, so that the structure is not only suitable for drainage reinforcement treatment of shallow or medium-shallow soft soil foundations, but also suitable for treatment of deep foundations, and the application occasions of the invention are wider.

As a further improvement of the invention, the vertical pile body is in a cone structure with a large upper part and a small lower part, so that the vertical pile body is convenient to press in and pull out.

The vertical pile body can be a pile pipe structure or a solid body.

As a further improvement of the invention, one or more soil strength detection devices are arranged on the pressure-applying forming module and/or the vertical pile body. The soil body strength detection devices can be uniformly distributed at the bottom, the middle part and the upper part of the convex body and/or the vertical pile body of the pressure-applying forming module so as to comprehensively detect the soil body strength of each position of the constructed soil body. The soil body strength detection device comprises a soil body density detection device and/or a soil body shear strength detection device.

In another optimized embodiment of the convex bodies, a plurality of convex bodies are assembled into a row structure, and the height of the middle convex body is greater than that of other convex bodies; each convex body is formed by superposing two or more V-shaped components with basically the same structure, two ends of the convex bodies in the row and the end parts of the middle convex bodies exposed out of the adjacent convex bodies are sealed by end plates, T-shaped guide bars are arranged between the adjacent V-shaped components, and gaps are reserved between the T-shaped guide bars and the V-shaped components to form a sliding chute for plugging the filtering device. The convex bodies adopt a row structure, and can locally apply pressure to the soil body. The V-shaped component can be independently manufactured, so that the manufacturing difficulty and the manufacturing cost can be reduced, and the V-shaped component can be flexibly assembled according to the design requirement. The sharp angle of the middle V-shaped convex body is small, so that the V-shaped convex body is beneficial to being quickly inserted into the soil body, the construction efficiency can be improved, the contact area between the V-shaped convex body and the soil body can be increased, and the effect of preventing the soil body from laterally moving is better achieved.

The V-shaped component has the following beneficial effects:

1. the invention adopts a built-in pressure forming module with a water vapor expelling function and a V-shaped structure, generates compression and compaction to expel water vapor under the continuous pressure action of a 150-300 ton impact high-power electric vibration hammer or a hydraulic vibration hammer, dissipates water vapor floating pressure resistance in a compressed soil body, improves the compression modulus, reduces the water vapor content, improves the bearing capacity and the shear strength of a foundation, reduces the settlement after construction, and keeps the soil body stable.

2. The invention forms a V-shaped open hollow mould body after the soil body is pressed, forms a high-strength module pile body in the foundation after various discrete materials or bonding modified mixed materials are backfilled, achieves a stable effect after being anchored in the soil body, can adopt the bonding mixed materials to carry out plane composite connection among a plurality of module pile bodies to form an integral structure, and effectively solves the influence of preventing and controlling the uneven settlement and lateral outward movement instability of the foundation.

3. The invention adopts a V-shaped structure and a pressure forming module, can synchronously reach the maximum pressure area, volume and depth, and has the best soil compaction enhancing effect and construction efficiency; one station can process soil body compaction forming and backfill displacement with the volume of 6-13 cubic meters at one time, the construction efficiency is high, the speed is high, a mechanical high-efficiency construction and accurate quality control system is realized, the construction period is shortened compared with the traditional composite foundation treatment method, and the construction cost is relatively reduced.

4. The compacted soil body is constructed to form a V-shaped open hollow mold body, and various discrete materials or bonding modified mixed materials are quickly backfilled at one time by mechanical operation, so that the optimal construction efficiency can be achieved; according to the bearing capacity strength and quality grade after foundation reinforcement treatment, a single material or a plurality of mixed materials or a plurality of layered combination backfilling can be selected at will, the grading and quality requirements of the used materials are wide, particularly, a large amount of construction waste renewable resources can be selected to be deeply buried and utilized, and the conditions can be met to realize the reduction of engineering cost and the environmental protection and energy conservation.

5. The invention forms a V-shaped open hollow mold body after construction and compaction, selects the bonding modified mixed material such as chemical solidified soil body or cement concrete, can be mixed and stirred uniformly on the ground and then poured into the ground for backfilling, can easily realize that various geosynthetic materials are placed between the pit mud surface and the backfilling material for using prefabricated component products with functions of drainage, isolation, reinforcement and the like, can also directly place connecting components with reinforcement enhancing function such as a reinforcement cage and the like in the backfilling material, and effectively solves the influence of key technical problems of mixing, proportioning, underground water, filling compactness, placement of reinforcement framework components and the like on the quality in the construction process of using the bonding modified mixed material.

6. The compacted soil body forms a V-shaped open hollow mold body after construction, the conditions of cement precast concrete members can be quickly placed and installed, technical means such as hollowing, high-strength reinforcement, multi-layer compounding, chemical bonding, foaming modification and the like can be realized to manufacture the high-performance multifunctional precast concrete structural member, and great innovative technologies of assembly type construction and lightweight foundation structure can be realized in foundation treatment.

7. The invention has no pollution water and slurry discharge in the whole construction process, realizes zero discharge and zero pollution and achieves the best ecological and environment-friendly effect.

8. The invention is based on the traditional composite foundation stabilization principle, and integrates multiple technologies such as mechanical compaction, material improvement, displacement, ecological environmental protection, high-efficiency construction, accurate quality control and the like together to form a high-quality synthetic composite foundation treatment method. The foundation is characterized in that the traditional columnar and pier column type reinforcing body is changed, a V-shaped innovative structure which best meets the bearing deformation characteristics of the foundation is formed by an efficient mechanical extrusion method, and the comprehensive use requirements of different foundation foundations are met. The invention has the characteristics, so that the invention has two obvious advantages, namely wide range of applicable reinforced foundation, basically covering soft mucky soil to various complicated filled foundations, wide variety of applicable reinforced engineering, and derivation from civil engineering of traditional house construction, highways, railways, airports, dams and the like to novel and special constructional engineering fields of high-speed rails, oil and gas pipelines, communication electric power facilities, wind and electricity solar facilities and the like.

The filtering device is inserted and connected through the sliding groove, can be conveniently taken down after being used, cleans sludge on the filtering device, and then is inserted into the sliding groove again for fixation, thereby realizing recycling.

Furthermore, the surface and/or the back of the filtering device is provided with a guide plate or a guide groove. The guide plate or the guide groove can better guide the water vapor with lighter density generated in the soil body in the pressure applying process to the filtering device after the water vapor is extruded from the pores of the soil body.

The modular soil body pressure forming device can be integrally manufactured, and also can be manufactured in a unit splicing mode, namely: a top frame and a pressure forming module connected with the top frame form a unit, and two or more units are spliced to form a complete modular soil body pressure forming device. Different functional components can be added on each unit according to the needs. The manufacturing method of unit splicing is adopted, and the volume of each unit is smaller, so that the manufacturing is simpler, and the manufacturing difficulty and the manufacturing cost can be reduced. And the unit can be as standard size, or as serial product, and the unit structure and the size of every series are the same, then splices according to design or construction requirement, and design and use are more nimble.

The invention also provides a method for processing the soft soil foundation, which adopts the modular soil body pressure forming device to extrude, drain and form the soil body.

The invention also provides another soft soil foundation treatment method, which comprises the following steps: 1) a vertical drainage plate is driven into a soil body; 2) the modular soil body pressure forming device is adopted to extrude, drain and form the soil body.

The invention also provides another soft soil foundation treatment method, which comprises the following steps: firstly, paving a transverse reinforcement body on a soil body, and then extruding, draining and molding the soil body by adopting the modular soil body pressure forming device.

The invention also provides another soft soil foundation treatment method, which comprises the following steps: 1) a vertical drainage plate is driven into a soil body; 2) laying a transverse reinforcement body on a soil body; 3) the modular soil body pressure forming device is adopted to extrude, drain and form the soil body.

According to the method for treating the soft soil foundation, the bottom of the soil body pressure forming device can be provided with the reinforcement body, and the reinforcement body is left on the soil body after the soil body pressure forming device finishes operation. Or after the soil body pressure forming device finishes the operation, a reinforcement body matched with the shape of the soil body can be placed on the surface of the formed soil body. After the operation is finished, placing finished pile pipes or pipe bags filled with fillers in the extrusion-molded pits, or filling the fillers or pouring concrete.

The pipe bag can be impermeable to water, and domestic garbage, industrial garbage or construction garbage can be filled in the pipe bag.

Preferably, the pipe bag is a soil engineering pipe bag. The geotextile tube bag is a bag made of geotextile materials, has filtering and water permeating functions, and is also called a geotextile tube film. Filling filler in the geotube bag, and then fastening by using a rope. The filler is a discrete material with a water filtering function, such as broken stone, sand stone, fly ash, slag and the like. The bag body is provided with a pipe joint. And placing the earthwork pipe bag filled with the filler in the pit, connecting a water pipe to the pipe joint, and pumping out filtered water vapor by using a water pump. The soil engineering pipe bags left on the surface of the soil body also have the function of reinforcing. The treatment method is particularly suitable for dredging of the river channel and strengthening treatment of the river bed.

The invention also provides a method for processing the tumbling soft soil foundation, which is characterized by comprising the following steps: 1) the modular soil body pressure forming device is adopted to extrude, drain and form the soil body; 2) digging out an extrusion forming soil layer; 3) and (3) repeating the steps 1) and 2) until the set excavation depth is reached.

The final procedure of the method for treating the tumbling soft soil foundation can be to dig out an extrusion-molded soil layer, and can also be to carry out the last extrusion, drainage and molding on the soil body.

Further, the method also comprises the step 4) of placing finished pile pipes or filled geotube bags or filling materials or pouring concrete in the excavated pits or the extrusion forming pits (according to the final process).

Step 4) and step 3) can also be interchanged, i.e.: after the soil bodies in all the construction areas are dug out, finished pile pipes or filled geotube bags or filled fillers or poured concrete are uniformly placed in the extrusion-molded pits.

The method is especially suitable for treating soft soil foundation with high water content. When the soil replacement bedding method is adopted to treat the soft soil foundation with the property, the soft soil is difficult to dig out and transport. By adopting the method for treating the tumbling soft soil foundation, the soft soil on the surface layer can be treated firstly, and the soft soil on the surface layer is dug out after the consolidation of the soft soil reaches a certain strength; and then the soft soil is processed layer by layer until the excavation depth reaches a set value.

The backfill filler includes, but is not limited to, the following:

1. conventional bulk materials such as crushed stone, sand, fly ash, slag, and the like;

2. industrial wastes such as cutting chips, grinding chips, waste molding sand and the like in the mechanical industry, activated carbon residues in the food industry, ceramics, glass, enamel, cement, refractory materials, tiles and the like in the silicate industry;

3. construction wastes such as muck, spoil, waste and other wastes generated in the process of building, laying or dismantling and repairing various buildings, structures, pipe networks and the like; the bearing capacity of the foundation is improved, and simultaneously, the urban garbage can be comprehensively utilized, so that the urban garbage is changed into valuable, and no secondary pollution is generated.

The invention also provides a mixed reinforcement compaction method, which is characterized by comprising the following steps of: 1) adding a reinforcement body on the surface of a soil body; 2) the modular soil body pressure forming device is adopted to extrude, drain and form the soil body; 3) and placing finished pile pipes or filled geotube bags, or filling fillers or pouring concrete in the extrusion-molded pits.

According to the mixed reinforcement compaction construction method, the reinforcement bodies are added at first when construction is started, and in the process that the modular soil body pressure forming device extrudes the soil body, the reinforcement bodies and the soil body are mixed and compacted to form a cushion layer, so that the water stability of the soil foundation is improved, and the effects of water resistance and drainage are achieved.

According to the invention, the reinforcement body comprises a dispersion reinforcement material or a reinforcement tube bag wrapping the dispersion reinforcement material.

According to the invention, the reinforcement body comprises the dispersion reinforcement material and the reinforcement tube bag wrapping the dispersion reinforcement material. The discrete body reinforcement material and the reinforcement pipe bag wrapping the discrete body reinforcement material can be added in a mixing mode at the same time or alternatively added in a layering mode.

According to the invention, the tube body of the reinforced tube bag can adopt a water permeable material, such as geotextile. After the construction is finished, the reinforcement body is left in the foundation to continuously filter water, so that the purification effect of water quality is achieved. The advantage is especially obvious when the method is applied to river course treatment.

The pipe body of the reinforced pipe bag can also be made of a waterproof material. The pipe bags can be filled with construction waste or other urban domestic waste, so that the bearing capacity of the foundation is improved, the urban waste can be comprehensively utilized, the waste is changed into valuable, and secondary pollution is avoided, so that the method has extremely high economic value and social benefit.

The invention also provides a baffle type river channel dredging construction method which is characterized by comprising the following steps: 1) the modular soil body pressure forming device is placed in a construction area in a river channel, and the height of the baffle plate extending upwards from the top frame is larger than the depth of the river channel; 2) pumping water in the construction area; 3) the modular soil body pressure forming device extrudes, drains and forms the soil body at the bottom of the riverbed. And (3) after the river bed reinforcement treatment of the area is finished, hoisting the soil body pressure forming device to the next outer construction area, and repeating the steps 1) to 3) until all the areas are treated.

As an improvement of the invention, a plastic grid for planting aquatic plants is placed at the bottom of the riverbed after the treatment is finished. The plastic grid is fixed at the bottom of the riverbed through a heavy block or a long nail.

As a further improvement of the invention, after the step 3) is finished, the operation of the step 4) is carried out again: filling a granular material with a filtering function in the extrusion-molded pit, or pouring a layer of concrete, or stacking a geotextile tube bag filled with granular fillers, wherein the geotextile tube bag is made of a geotextile material with water permeability. Further, a plastic grid for planting aquatic plants is placed at the bottom of the riverbed after the treatment is completed.

As a further improvement of the invention, a long-term water pumping circulation pipeline and a water pumping power device are arranged; the pumping circulation pipeline is provided with a pipeline filter for cleaning water quality and discharging sludge at any time. The pipe filter has a replaceable pipe filter element.

The invention also provides another baffle type river channel dredging construction method which is characterized by comprising the following steps: 1) striking a baffle plate in a construction area in a river channel to cut off river water; 2) pumping water in the construction area; 3) hoisting the modular soil body pressure forming device into the construction area, and extruding, draining and forming the soil body at the bottom of the riverbed; 4) stacking and filling discrete materials with a filtering function in the extrusion-molded pits, or pouring a layer of concrete, or filling a geotextile tube bag with discrete fillers; 5) and (3) hoisting the modular soil body pressure forming device to the next construction area, and repeating the steps 1) -5) until all the construction areas are processed.

Further, after the step 4) is finished, placing a plastic grid for planting aquatic plants at the bottom of the river bed after the treatment is finished. Or, the step 4) is replaced by placing a plastic grid for planting aquatic plants at the bottom of the riverbed after the treatment is finished.

According to the invention, said steps 4) and 5) can be interchanged, namely: after soil bodies in all construction areas are extruded, drained and formed, discrete materials with a filtering function are uniformly stacked and filled in the extrusion-formed pits, or a layer of concrete is poured, or a geotextile tube bag filled with the discrete fillers is filled.

The invention relates to a baffle type river channel dredging construction method, which is characterized in that soil at the bottom of a river bed is extruded and drained, then is solidified and formed, then is filled with discrete materials or geotechnical pipe bags for circulating water filtration, and the circulating water filtration is continued all the time after construction is finished, so that water in the river channel is kept clean. The discrete material can be sand, sandstone, mixed slag and other materials with good water filtering performance. The construction method is particularly suitable for still water riverways.

For a river channel with a certain water flow speed, after soil at the bottom of the river bed is extruded and drained and then is solidified and molded, concrete can be poured to purify and harden the bottom of the river bed.

The invention also provides a construction method of the river pond dam, which is characterized by comprising the following steps: 1) striking a baffle plate in a construction area in a river channel to cut off river water; 2) pumping water in the construction area; 3) constructing a dam; 4) hoisting the modular soil body pressure forming device into the construction area, and extruding, draining and forming the soil body at the bottom of the riverbed; 5) filling a granular material with a filtering function in the extrusion-molded pit, or pouring a layer of concrete, or stacking geotextile tube bags filled with granular fillers; 6) and repeating the steps 1) -5) in the next construction area until all the construction areas are processed.

The steps can be constructed in sequence, and can be rearranged according to the situation. The step 3) and the step 4) can be carried out in time-sharing mode or simultaneously. When the step 3) and the step 4) are carried out simultaneously, the step 4) can adopt a rolling type soft soil foundation treatment method, namely: after soil body extrusion, drainage and molding, digging out an extrusion-molded soil layer, and then continuing to extrude, drain and mold the soil body by using a modular soil body pressure molding device; and circulating the steps until the set excavation depth is reached. The excavated soil can be directly used for constructing the dam and can be used on site without transportation, thereby reducing the construction cost and improving the construction efficiency.

As an improvement of the invention, a plastic grid for planting aquatic plants is placed at the bottom of the riverbed after the treatment is finished. As a further improvement of the invention, the dam is built with a embankment road for motor vehicles to run, a green road for non-motor vehicles to run and a hydrophilic pedestrian road for pedestrians.

As a further improvement of the present invention, the step 3) of building the dike by filling soil comprises the following steps:

3.1) spreading and rolling the soil;

3.2) extruding, draining and forming the soil body by using the modular soil body pressure forming device;

3.3) pouring concrete or backfilling filler in the extrusion-molded pits;

and 3.4) spreading and rolling the soil material.

Through step 3.2), the modular soil body pressure forming device extrudes, drains and forms the soil body, can improve the compactness of the soil body, and then improve the intensity of the dam. Concrete is poured into the extrusion-molded pits, so that the dam can be prevented from being notched, and piping can be prevented. The extrusion forming pits can also be filled with fillers.

In another alternative, after step 3.4) is completed, steps 3.2) and 3.3) are repeated, so that the dam has two reinforcing layers thereon, thereby further improving the overall strength of the dam.

As a further improvement of the invention, in the step 5), the extrusion-molded pits are filled with discrete materials with filtering function, and each pit is also provided with a circulating water pipe which is connected with an external pipeline filter to form a circulating filtering loop. The pipe filter has a replaceable pipe filter element. After the construction is finished, the pipeline filter continuously filters the water quality, so that the cleanness of the water quality can be kept.

The construction method of river and pond dam of the invention is suitable for the construction of river channel, lake, pond, fish pond and other dam.

The invention also provides a processing method of the composite foundation structure of the prefabricated module bearing pile body, which adopts a modular soil body pressure forming device to extrude, drain and form the soil body; the method comprises the following steps of:

1) adopting a modular soil body pressure forming device to perform pressure compaction drainage consolidation on the foundation to form a forming pit;

2) placing a concrete prefabricated part configured with the shape of the pit in the forming pit, wherein a connecting member for connecting an upper device is filled in the concrete prefabricated part;

the method for processing the composite foundation structure of the prefabricated module bearing pile body is suitable for reinforcing shallow or medium-shallow soft soil foundations. The modular soil body pressure-applying forming device is arranged on a soil body, the self weight of the device generates pressure on the soil body, and water and air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies at the bottom of the pressure forming module play a role in blocking soil bodies, so that the soil bodies are prevented from moving laterally, the soil bodies are concentrated in the space between the convex bodies to be fully extruded, the effects of rapid drainage and compaction are achieved, the construction efficiency is greatly improved, the construction period is shortened, and the construction cost is reduced.

Another important feature of the present invention is: and placing a concrete prefabricated part configured with the shape of the concave pit in the forming concave pit to form the pressure-bearing pile body composite foundation. And the concrete prefabricated member is filled with a connecting member for connecting the upper device. The upper member may be an oil and gas pipeline, a railway track, a communication and electric power iron tower line pole, a wind and solar energy device. Therefore, the invention is particularly suitable for the reinforcement treatment of oil and gas pipeline foundations, high-speed rail light rail and subway rail foundations, communication and electric power iron tower wire pole foundations and wind energy and solar device foundations. The connecting member and the upper device may be connected directly or via an adapter.

The method for processing the composite foundation structure of the prefabricated module pressure-bearing pile body has the following effects and technical advantages:

1. water and gas are squeezed out of the soil body, pores are compressed, and compaction and solidification are carried out on the soil body;

2. mixing modification, volume increment, dilution and water and gas expelling, pore compression, compaction and consolidation;

3. chemical modification, namely mixing, stirring and adding a coagulant to solidify and form a structural pile body or change soil property indexes;

4. the open pit is convenient for rapid implantation of backfill materials and members;

5. the compressive resistance and the lateral pressure resistance of the soil body are rapidly improved;

6. the consolidation strength of compaction and compression of soil bodies and pile tip parts between the parallel piles is improved;

7. the different strengths of the sectional layers and the formation of a composite soil body structure are achieved, the post-construction settlement is reduced, and the construction cost is saved;

8. the frame type foundation and the assembly type foundation structure realize rapid construction;

9. the strength of enough compression resistance and side pressure resistance is achieved, and the integral connection mode of the foundation pile body and the upper structure is realized;

10. the light materials in the pits are filled, mixed or compounded to form pile bodies, or hollow pile bodies, or pile bodies with frame structures, so that the optimization of the light foundation and the mechanical structure is realized.

The concrete is a general term of engineering composite materials formed by cementing aggregate into a whole by cementing materials. According to different cementing materials, the method can be divided into the following steps:

1. the inorganic cementing material concrete comprises lime-silica cementing material concrete (such as silicate concrete), and silicate cement concrete (such as silicate cement, common cement, slag cement, fly ash cement, volcanic ash cement, early strength cement concrete, etc.). Calcium-aluminum cement-based concrete (such as high-alumina cement, pure aluminate cement, sprayed cement, super-rapid hardening cement concrete and the like), gypsum concrete, magnesia cement concrete, sulfur concrete, sodium silicate fluorosilicate concrete, metal concrete (cement is replaced by metal as a cementing material), and the like. Wherein, the cement concrete is also called as common concrete, cement is used as a cementing material, and sand and stone are used as aggregate; mixing with water (containing additive and admixture) in a certain proportion, and stirring to obtain the invented product.

2. Organic gel material concrete. The concrete of the organic gel material mainly comprises asphalt concrete, polymer cement concrete, resin concrete, polymer impregnated concrete and the like. In addition, inorganic and organic composite colloidal material concrete can be divided into polymer cement concrete and polymer indigo concrete.

The filtering device has the functions of soil isolation, water seepage, water drainage, air exhaust and suction.

As a still further improvement of the invention, the concrete prefabricated member is of a monolithic structure.

As a still further improvement of the present invention, the concrete precast member may also be a fabricated structure. The fabricated concrete prefabricated part is firstly spliced into a whole and then placed into the pit, or the splicing modules are firstly placed into the pit and then connected into a whole.

In order to improve the compressive strength and the tensile strength of the concrete prefabricated member, a reinforced member is further arranged in the concrete prefabricated member. The reinforced member is in a box type, frame type or box cage structure.

The box type reinforced member is an integral member or a splicing member made of steel, wood, bamboo-wood composite materials, stone or plastic plates.

The frame-type or box-cage structure reinforcement member is preferably formed by welding steel bars, such as a steel bar cage.

As a further improvement of the invention, the modified foundation can be treated by any known method, such as displacement, compaction, drainage, cementation, reinforcement and thermal treatment. The foundation soil is reinforced through modification treatment to improve the characteristics of the foundation soil. An optimized foundation modification treatment method comprises the following steps: laying at least one layer of discrete material and/or geotechnical reinforcement material and/or modified soil on engineering undisturbed soil; and then compacted or shaped and then compacted.

As a further improvement of the invention, the modified soil is also called modified soil, and is mainly formed by mixing soil and a curing agent, and a certain proportion of an auxiliary agent or a discrete material can be added if necessary. The soil, the sand and the modified soil of the curing agent are adopted, and the optimal ratio of the soil, the sand and the modified soil is 6: 3: 1. The curing agent is added into the soil, the soil is filled after being fully stirred, the curing agent and the soil are extruded and mixed with each other, and the cured modified soil has the enhanced effect. The soil comprises sandy soil, clay and loam.

The modified soil can be filled according to the following method: stirring and mixing the undisturbed soil and the curing agent in a stirrer according to a proportion, pouring the fluid mixture into the forming pits, and spreading and flattening.

The modified soil can be filled according to the following method: spreading the undisturbed soil in the pit, spreading the curing agent on the soil, and finally mixing by a road mixer. Preferably, the undisturbed soil is paved in several layers, which is beneficial to uniform and smooth paving.

The curing agent is an engineering material synthesized by various inorganic and organic materials and used for curing various soils. For the soil to be reinforced, according to the physical and chemical properties of the soil, only a certain amount of curing agent needs to be added, and the required performance index can be achieved through uniform stirring and compaction treatment. The curing agent comprises the following components: lime cement inorganic curing agent, slag dry powder soil curing agent, high-clustering-ion soil curing agent, organic enzyme protein soil curing agent and organic-inorganic combined curing agent. A single kind of curing agent can be adopted, or two or more curing agents can be compounded, or other auxiliary agents can be added.

The curing modified soil has the advantages that:

1. saving construction cost and shortening construction period. Compared with the traditional base material, the construction cost can be saved by 30-50%, and the working period can be shortened by about 50%.

2. The compressive strength is high. Under the condition of not changing construction conditions, the unconfined compressive strength can be improved by 40-100%.

3. The water stability is good. The soil stabilizer composite consolidated soil test piece is not disintegrated by soaking in water at normal temperature, and has good water stability and durability.

4. The freeze stability is good.

5. Energy conservation and environmental protection. The traditional construction materials need to be mined to destroy vegetation and pollute the environment. In particular, lime and cement production consumes a large amount of coal resources and releases a large amount of carbon dioxide greenhouse gas, thereby intensifying the global greenhouse effect. The use amount of the traditional cementing materials is reduced by adopting the soil curing technology, which is beneficial to saving resources and energy sources and protecting the ecological environment. Meanwhile, the sand excavation and the mountain blasting can destroy the nature and pollute the environment, and the adoption of the technology replaces sand and stone materials with widely distributed and desirable soil, is beneficial to the sustainable development of infrastructure, and meets the requirements of the society of resource conservation and environmental friendliness in China.

In addition, the production and the use of the soil curing agent are pollution-free, and the diluted curing agent aqueous solution is non-toxic and harmless, belongs to an environment-friendly and resource-saving high-tech new material, and can effectively solve the problem of pollution of road building materials.

6. The construction process is simple. The soil curing agent has good permeability and good soil workability, so that the soil is easy to compact and convenient to construct. The used construction machinery is basically the same as the traditional used mechanical equipment, the labor demand is reduced, the construction process is simple, and workers can be on duty only by simple training.

7. The service life of the project can be prolonged, and the later maintenance cost is reduced. The strength, compactness, resilience modulus, deflection value, CBR, shearing strength and the like of the soil treated by the soil curing agent are greatly improved, and the surface layer is not influenced by natural conditions such as heat, frost or moisture, so that the service life of the project is prolonged, and the project maintenance cost is saved.

8. Has wide practicability. Compared with the traditional soil cementing materials such as cement, lime and the like, the soil cementing material has better performance and economic and environmental benefits, can also solve some special problems which are difficult to solve when the soil is consolidated by the cementing materials such as cement, lime, fly ash and the like, and has unique soil solidification effect and wide practicability.

The commonly used curing agents include cementing materials (suitable for soil with high water content and organic matter content) such as cement, limestone, fly ash, gypsum, asphalt, lime, paper pulp residue, volcanic ash, concrete powder and plant ash, soil curing agents such as HG inorganic/organic composite soil consolidation materials, Palma soil curing enzyme, HEC curing agent, DKASS soil curing agent, TR type soil curing agent, PAMCATS soil curing agent and accelerating agent. The quick-setting admixture is usually prepared by grinding aluminoxy clinker (i.e. clinker prepared by proportionally burning bauxite, soda ash and quicklime) serving as a main component.

As a still further improvement of the invention, the discrete material comprises any one of clay, gravel aggregate, mixed broken construction waste or hard rock, or a combination of two or more of the above materials. The sandstone aggregate is a general name of materials such as sand, pebble (gravel), broken stone, block stone, material stone and the like in hydraulic engineering.

As a further improvement of the present invention, the geotechnical reinforcement material can be any one of plastic drainage plates, reinforcement strips, geogrids, geotextiles, geomembranes, geocells, geonet mats and composite geotechnical materials, or a combination of two or more of the above materials.

As a further improvement of the invention, when single material is adopted for laying, the laying can be completed at one time; or layered paving can be carried out until the paving height is reached, and shaping and compaction are preferably carried out after each layer of paving is finished, so that the treated composite foundation is flat and has good bearing uniformity.

As a further improvement of the invention, when two or more materials are adopted for laying, different types of materials can be laid layer by layer, or the materials can be mixed and then laid. When the mixed laying is adopted, the laying can be finished at one time, and the layered laying can also be realized.

As a further improvement, after the laying is finished, a vibratory roller, a power rolling, a power push rod tamping, a heavy object impacting compacting and a vibration hammer tamping are adopted, or the modular soil body pressure forming device provided by the invention is used for shaping or compacting the soil body. Shaping is usually carried out by static pressure and compaction by dynamic pressure.

As a further improvement of the invention, a concrete interlayer is arranged between the concrete prefabricated member and the concave pit. The concrete interlayer is beneficial to the adhesion between the pits and the concrete prefabricated member, and simultaneously forms a plurality of layers of composite reinforcements. The concrete prefabricated culture person can be placed after or during the curing of the concrete interlayer.

The concrete interlayer is laid at the bottom of the concave pit in a concrete pouring mode.

The concrete interlayer can also be paved at the bottom and/or the side wall of the pit by adopting a spray gun spraying mode. Preferably, the concrete interlayer is made of cement concrete, 2-3% of an accelerator is added, and the thickness of the spray layer is 50-300 mm.

The concrete interlayer can be arranged at the bottom of the pit and/or on the side wall of the pit, and can be flexibly selected according to the shape and the depth of the pit.

The invention also provides a concrete prefabricated member which comprises a prefabricated member body and is characterized in that the prefabricated member body has an appearance matched with the forming concave pit.

The preform body may be solid or hollow.

The preform body may be of unitary or fabricated construction. The prefabricated member body of the assembly type structure comprises two to a plurality of modules, and the adjacent modules are assembled in a bonding mode, a fastening piece connecting mode and the like. The prefabricated member body can be integrally assembled and then placed in the formed soil body pit, and the module can also be placed in the pit and then bonded or fastened into a whole. Furthermore, the prefabricated part body is internally provided with a reinforced component. The reinforced member is in a box type, frame type or box cage structure.

As a further improvement of the invention, the inner side and/or the outer side of the reinforcement member is/are further provided with a filter material. The filter material includes, but is not limited to, geotextiles, geomembranes, and/or composite geotextiles.

The invention provides a mechanical pressing compaction drainage consolidation soil body combined reinforcement enhancing treatment method, which adopts a modular soil body pressing forming device to extrude, drain and form a soil body; which comprises the following steps: 1) vertically arranging a plurality of drainage materials in undisturbed soil of a project at a certain distance and a certain depth; 2) laying at least one layer of geotechnical reinforcement material; 3) the modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the paved reinforcement material and the soil body are interwoven, extruded and mixed, the effect of reinforcing the composite reinforcement of the soil body and the geotechnical reinforcement material is achieved, and the reinforcement of the soft soil body of the engineering is realized.

The mechanical pressing compaction drainage consolidation soil body combined reinforcement strengthening treatment method is suitable for the consolidation treatment of shallow or medium-shallow soft soil foundations, and is particularly suitable for the drainage consolidation treatment of soft soil bodies with higher water content, such as silt, floating mud, quicksand, mud-blown sand backfill, river ponds, lakes, dams, sludge ponds, ore pond mixed soil and the like. The modular soil body pressure-applying forming device is arranged on a soil body paved with the geotechnical reinforcement material, the self weight of the device generates pressure on the soil body, and water and air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies at the bottom of the pressure forming module play a role in blocking soil bodies, so that the soil bodies are prevented from moving laterally, the soil bodies are concentrated in the space between the convex bodies to be fully extruded, the effects of rapid drainage and compaction are achieved, the construction efficiency is greatly improved, the construction period is shortened, and the construction cost is reduced.

Another important feature of the present invention is: in the pressure application process of the modular soil body pressure application forming device, the laid geotechnical reinforcement material and the soil body are interwoven, extruded and mixed, the effect of reinforcing the soil body and the geotechnical reinforcement material by composite reinforcement is achieved, the reinforcement of the engineering weak soil body is realized, the stability of the soil body is increased, and the bearing capacity of the soil body is improved.

The invention is further characterized in that a plurality of drainage materials are vertically arranged in the undisturbed soil of the engineering according to a certain distance and a certain depth and are used for filtering and discharging channels of the mixture of the extruded moisture and air in the soil body. The drainage material comprises any one or the combination of two or more of a plastic drainage plate, a plastic belt, a plastic drainage filter tube and a sand bag. The filtering device has the functions of soil isolation, water seepage, water drainage, air exhaust and suction.

As a further improvement of the present invention, in step 2), one or more layers of discrete materials and/or modified soil are further laid on the geotechnical reinforcement material. The above laying modes include but are not limited to:

laying at least one layer of bulk material on the geotechnical reinforcement material;

laying at least one layer of modified soil on the geotechnical reinforcement material;

laying at least one layer of bulk material on the geotechnical reinforcement material, and then laying at least one layer of modified soil;

laying at least one layer of modified soil on the geotechnical reinforcement material, and then laying at least one layer of bulk material;

laying a soil bulk material and modified soil on the geotechnical reinforcement material in a layered and alternate manner;

and laying the soil discrete material, the modified soil and/or the geotechnical reinforcement material on the geotechnical reinforcement material in a layered and alternate mode.

As a further improvement of the present invention, further comprising step 4): and paving one or more layers of discrete materials, geotechnical reinforcement materials and/or modified soil on the reinforced soil body. Further, the method also comprises the step 5): and further pressing, compacting, draining and solidifying by adopting a modular soil body pressing and forming device. And if the strength of the treated soil body still does not meet the design requirement, repeating the steps 4) and 5) until the strength of the soil body meets the design requirement. The discrete material, the geotechnical reinforcement material and the modified soil can be paved by one method or by different materials in layers, and the paving sequence can be arranged according to the construction requirement.

The geotechnical reinforcement material can be any one of plastic drainage plates, reinforcement belts, geogrids, geotextiles, geomembranes, geocells, geonet cushions and composite geotechnical materials, or a combination of two or more of the materials. When the geotechnical reinforcement material is made of flexible materials (such as geotechnical cloth, geomembrane, reinforcement belts and the like), the geotechnical reinforcement material can be directly paved on a soil body, and the flexible materials are mixed with the soil body in an interweaving way and deformed after being extruded to form a composite forming soil body corresponding to the convex body structure. When the geotechnical reinforcement material adopts hard materials (such as plastic drainage plates, geocells, geonet mats, composite geotechnical materials and the like), the geotechnical reinforcement material can be placed in the following modes: (1) cutting the geotechnical reinforcement material into a sheet structure, wherein each sheet of material corresponds to one surface of the convex body, and placing or inserting the sheet material into the soil body at the corresponding position according to the formation of the sheet material; (2) manufacturing the geotechnical reinforcement material into a member matched with the convex body, and placing the member at a construction position; (3) the geotechnical reinforcement material is made into a component matched with the convex body, frames made of the same material or different materials are added on the periphery of the component, and the frame component is placed at a construction position.

The discrete material comprises any one or a combination of materials of, but not limited to, soil, gravel aggregate, mixed broken building waste or hard stone. The sandstone aggregate is a general name of materials such as sand, pebble (gravel), broken stone, block stone, material stone and the like in hydraulic engineering.

The modified soil is also called as improved soil, and is mainly formed by mixing soil and a curing agent, and a certain proportion of an auxiliary agent or a discrete material can be added when necessary. The soil, the sand and the modified soil of the curing agent are adopted, and the optimal ratio of the soil, the sand and the modified soil is 6: 3: 1. The curing agent is added into the soil, the soil is paved after being fully stirred, the curing agent and the soil are extruded and mixed with each other, and the cured modified soil has the enhanced effect. The soil comprises sandy soil, clay and loam, and can be excavated from a construction site or be transferred to the construction site after being excavated elsewhere. The curing agent comprises, but is not limited to, lime cement inorganic curing agents, slag dry powder soil curing agents, high-clustering-ion soil curing agents, organic enzyme protein soil curing agents and organic-inorganic combined curing agents.

As a further improvement of the invention, an adhesive layer is arranged between the adjacent laying layers. The bonding material adopted by the bonding layer is cement, modified soil or cement concrete. The binding material is in any one of a dry powder state, a dry discrete particle state, a wet semi-solidified state or a wet fluid state after being mixed and stirred. The selection of the type of the bonding material and the form after processing is determined according to the characteristics of the paving material, so that the bonding can achieve better mixing, bonding and compounding, and the construction is convenient. When a single cement material is adopted, dry powder can be directly spread on all the lower-layer laying materials.

As a further improvement of the invention, after all the steps are finished, the composite soil body is shaped and rolled so as to improve the compactness and the curing bonding strength of the backfill placing filler. The shaping is typically static pressure. The compaction comprises power rolling, power push rod compaction, heavy object impact compaction, vibration hammer impact compaction and other power modes.

The invention provides a method for processing a backfill placing reinforced module pressure-bearing pile body combined curing interlayer composite foundation structure, which adopts a modular soil body pressure-applying forming device to extrude, drain and form a soil body; the method comprises the following steps of:

1) adopting a modular soil body pressure forming device to carry out pressure compaction drainage consolidation on the soil body to form a pit;

2) laying a concrete interlayer at least at the bottom of the forming pit;

3) backfilling at least one of the following fillers in the pits for laying the concrete interlayer:

A. the modified soil is prepared by mixing the following raw materials,

B. the material of the discrete bodies is selected from the group consisting of,

C. the concrete is mixed with the main component of the concrete,

D. and a reinforced pipe bag wrapped with the dispersion material.

The method for processing the backfill placing reinforced module pressure-bearing pile body combined curing interlayer composite foundation structure is suitable for the reinforcement processing of shallow or medium-shallow soft soil foundations, and is particularly suitable for reinforcement reinforcing composite foundations such as sea reclamation lands, highway and railway foundations, airport foundations, wharf yard foundations, trestle foundations, slope protection foundations, dam foundations, civil engineering foundations and the like. The modular soil body pressure-applying forming device is arranged on a soil body, the self weight of the device generates pressure on the soil body, and water and air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies at the bottom of the pressure forming module play a role in blocking soil bodies, so that the soil bodies are prevented from moving laterally, the soil bodies are concentrated in the space between the convex bodies to be fully extruded, the effects of rapid drainage and compaction are achieved, the construction efficiency is greatly improved, the construction period is shortened, and the construction cost is reduced.

Another important feature of the present invention is: any one of modified soil, discrete materials, concrete and reinforced pipe bags wrapping the discrete materials, or two or more materials are used as fillers to carry out backfilling, so that the reinforced pressure-bearing pile body mixed composite foundation is formed.

Yet another important feature of the present invention is: a layer of solidified concrete interlayer is arranged between the surface of the soil body in the pit and the backfill material, so that the adhesion between the surface of the soil body in the pit and the backfill material is facilitated, and a composite reinforcement function among multiple layers of different materials is formed. The backfilling can be performed after or during curing of the concrete sandwich.

As a still further improvement of the invention, the filler B and the discrete materials in the step 2) comprise any one of clay, sand aggregate, mixed broken construction waste or hard stone, or a combination of two or more materials. The sandstone aggregate is a general name of materials such as sand, pebble (gravel), broken stone, block stone, material stone and the like in hydraulic engineering.

As a further improvement of the invention, a filtering device with water body filtering and circulating purification functions is embedded in the bulk material layer, and the device is suitable for foundation treatment of river pond dams.

As a further improvement of the present invention, the filler C and the concrete in step 2) are collectively referred to as an engineering composite material in which aggregate is cemented by a cementing material.

As a further improvement of the invention, when single material is adopted for backfilling, the pits can be filled in one time; or layered paving can be carried out until the pits are filled, and shaping and compaction are preferably carried out after the paving of each layer is finished, so that the treated composite foundation is flat and has good bearing uniformity.

As a further improvement of the invention, when two or more materials are adopted for backfilling, different types of fillers can be added layer by layer, or the fillers can be mixed and filled into the pits. When the mixed filling method is adopted, the pits can be filled at one time, and the pits can also be paved layer by layer.

As a further improvement of the invention, the geotechnical reinforcement material and/or reinforcement prefabricated component are also placed in the forming pit. The soil body stability can be improved by adding the geotechnical reinforcement material and/or the reinforcement prefabricated component, and the bearing capacity of the soil body is improved.

The geotechnical reinforcement material can be any one of plastic drainage plates, reinforcement belts, geogrids, geotextiles, geomembranes, geocells, geonet cushions and composite geotechnical materials, or a combination of two or more of the materials.

The reinforced prefabricated member is a frame or box structure and is an integral member or splicing piece made of steel, wood, bamboo-wood composite materials, stone or plastic plates.

As a further improvement of the invention, after the step 3) is finished, the soil body after backfilling is compacted or is shaped and compacted so as to improve the compactness and the curing bonding strength of the backfill placing filler. The shaping is typically static pressure. The compaction comprises power rolling, power push rod compaction, heavy object impact compaction, vibration hammer impact compaction and other power modes. When various reinforced concrete materials are placed in the pits, the concrete needs to be vibrated by a vibrator, so that the compactness is improved.

As a further improvement of the invention, the concrete interlayer is laid by pouring.

A mechanical pressing compaction drainage consolidation soil body is combined with a soil body modification enhancement treatment method, a modular soil body pressing forming device is adopted to extrude, drain and form a soil body; which comprises the following steps: 1) paving at least one layer of modified soil on the undisturbed engineering soil; 2) the modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the modified soil and the undisturbed soil are interwoven, extruded and mixed, the soil body achieves the effects of modification and enhancement, and the reinforcement of the engineering weak soil body is realized.

The mechanical pressing compaction drainage consolidation soil body combined soil body modification strengthening treatment method is suitable for the consolidation treatment of shallow or medium-shallow soft soil foundations, and is particularly suitable for the drainage consolidation treatment of soft soil bodies with higher water content, such as silt, floating mud, quicksand, mud-blown sand backfill, river ponds, lakes, dams, sludge ponds, ore pond mixed soil and the like. The modular soil body pressure-applying forming device is arranged on the soil body added with the curing agent, the self weight of the device generates pressure on the soil body, and water and air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies at the bottom of the pressure forming module play a role in blocking soil bodies, so that the soil bodies are prevented from moving laterally, the soil bodies are concentrated in the space between the convex bodies to be fully extruded, the effects of rapid drainage and compaction are achieved, the construction efficiency is greatly improved, the construction period is shortened, and the construction cost is reduced.

Another important feature of the present invention is: the curing agent and the soil body are interwoven, extruded and mixed to form the composite consolidated soil, so that the soil body achieves the effects of modification, curing and reinforcement, and the reinforcement of the engineering weak soil body is realized.

The invention is further characterized in that a plurality of drainage materials are vertically arranged in the undisturbed soil of the engineering according to a certain distance and a certain depth and are used for filtering and discharging channels of the mixture of the extruded moisture and air in the soil body. The drainage material comprises any one or a combination of two or more of a plastic drainage plate, a plastic belt, a plastic drainage filter pipe and a sand bag.

In a preferred embodiment, in step 1), raw soil and a curing agent are mixed by a road mixer, and then pressure is applied.

As a further improvement of the present invention, in step 1), one or more layers of geotechnical reinforcement and/or modified soil are/is further laid on the modified soil. The above laying modes include but are not limited to:

laying at least one layer of geotechnical reinforcement material on the modified soil;

laying at least one layer of discrete material on the modified soil;

laying at least one layer of geotechnical reinforcement material on the modified soil, and then laying at least one layer of discrete material;

laying at least one layer of discrete material on the modified soil, and then laying at least one layer of geotechnical reinforcement material;

the geotechnical reinforcement material and the bulk material are alternately laid on the modified soil in layers;

and (3) alternately laying the geotechnical reinforcement material, the modified soil and/or the discrete material on the modified soil in a layered manner.

As a further improvement of the present invention, further comprising step 3): and paving one or more layers of discrete materials, geotechnical reinforcement materials and/or modified soil on the reinforced soil body. Further, the method also comprises the step 4): and further pressing, compacting, draining and solidifying by adopting a modular soil body pressing and forming device. And if the strength of the treated soil body still does not meet the design requirement, repeating the steps 3) and 4) until the strength of the soil body meets the design requirement. The discrete material, the geotechnical reinforcement material and the modified soil can be paved by one method or by different materials in layers, and the paving sequence can be arranged according to the construction requirement.

The discrete material comprises any one of soil, gravel aggregate, mixed broken construction waste or hard stone, or the combination of two or more materials. The sandstone aggregate is a general name of materials such as sand, pebble (gravel), broken stone, block stone, material stone and the like in hydraulic engineering.

The modified soil is also called as improved soil, and is mainly formed by mixing soil and a curing agent, and a certain proportion of an auxiliary agent or a discrete material can be added when necessary. The soil, the sand and the modified soil of the curing agent are adopted, and the preferred mass ratio of the soil, the sand and the modified soil of the curing agent is 6: 3: 1. The curing agent is added into the soil, the soil is paved after being fully stirred, the curing agent and the soil are extruded and mixed with each other, and the cured modified soil has the enhanced effect. The soil comprises sandy soil, clay and loam, and can be excavated from a construction site or be transferred to the construction site after being excavated elsewhere.

The modified soil can be paved according to the following method: the undisturbed soil and the curing agent are stirred and mixed in a stirrer according to a proportion, and then the fluid mixture is poured into a construction area and paved flatly.

The modified soil can also be paved according to the following method: spreading the undisturbed soil, spreading the curing agent on the undisturbed soil, and finally mixing by using a road mixer.

The modified soil can also be paved according to the following method: digging undisturbed soil from other places, mixing and stirring the soil and curing agent in a stirring vehicle, transporting the mixture to a construction site, pouring the fluid mixture into a construction area, and paving and leveling the mixture.

As a further improvement of the invention, after all the steps are finished, the composite soil body is shaped and compacted so as to improve the compactness and the curing bonding strength of the backfill placing filler. The shaping is typically static pressure. The compaction comprises power rolling, power push rod compaction, heavy object impact compaction, vibration hammer impact compaction and other power modes.

A mechanical pressing compaction drainage consolidation soil body reinforcing treatment method adopts a modular soil body pressing forming device to extrude, drain and form a soil body; which comprises the following steps: 1) vertically arranging a plurality of drainage materials in undisturbed soil of a project at certain intervals and at certain depth; 2) laying at least one layer of discrete material; 3) the modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

The mechanical pressing compaction drainage consolidation soil body strengthening treatment method is suitable for strengthening treatment of shallow or medium-shallow soft soil foundations, and is particularly suitable for drainage consolidation treatment of soft soil bodies with higher water content, such as silt, floating mud, quicksand, mud-blowing sand backfill, ponds, lakes, dams, sludge ponds, ore pond mixed soil and the like. The modular soil body pressure-applying forming device is arranged on a soil body after bulk materials are paved, the self weight of the device generates pressure on the soil body, and water and air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The convex bodies at the bottom of the pressure forming module play a role in blocking soil bodies, so that the soil bodies are prevented from moving laterally, the soil bodies are concentrated in the space between the convex bodies to be fully extruded, the effects of rapid drainage and compaction are achieved, the construction efficiency is greatly improved, the construction period is shortened, and the construction cost is reduced.

Another important feature of the present invention is: in the pressure application process of the modular soil body pressure application forming device, the paved bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized. The discrete material comprises any one or a combination of materials of, but not limited to, soil, gravel aggregate, mixed broken building waste or hard stone. The sandstone aggregate is a general name of materials such as sand, pebble (gravel), broken stone, block stone, material stone and the like in hydraulic engineering.

The invention is characterized in that a plurality of drainage materials are vertically arranged in the undisturbed soil of the engineering according to a certain distance and a certain depth and are used for filtering and discharging channels of the mixture of the extruded moisture and air in the soil body. The drainage material comprises any one of a plastic drainage plate, a plastic drainage belt, a plastic drainage filter tube and a sand bag, and the combination of more than two and more than two.

Laying at least one layer of geotechnical reinforcement material on the discrete material;

laying at least one layer of modified soil on the discrete material;

laying at least one layer of geotechnical reinforcement material on the bulk material, and then laying at least one layer of modified soil;

laying at least one layer of modified soil on the bulk material, and then laying at least one layer of geotechnical reinforcement material;

alternately laying the geotechnical reinforcement material and the modified soil on the discrete material layer by layer;

and (3) alternately laying the geotechnical reinforcement material, the modified soil and/or the discrete material on the discrete material layer by layer.

The geotechnical reinforcement material can be any one of plastic drainage plates, reinforcement belts, geogrids, geotextiles, geomembranes, geocells, geonet cushions and composite geotechnical materials, or a combination of two or more of the materials. The soil engineering reinforcement body is added to increase the stability of the soil body and improve the bearing capacity of the soil body. When the geotechnical reinforcement material is made of flexible materials (such as geotechnical cloth, geomembrane, reinforcement belts and the like), the geotechnical reinforcement material can be directly paved on a soil body, and the flexible materials are mixed with the soil body in an interweaving way and deformed after being extruded to form a composite forming soil body corresponding to the convex body structure. When the geotechnical reinforcement material adopts hard materials (such as plastic drainage plates, geocells, geonet mats, composite geotechnical materials and the like), the geotechnical reinforcement material can be placed in the following modes: (1) cutting the geotechnical reinforcement material into a sheet structure, wherein each sheet of material corresponds to one surface of the convex body, and placing or inserting the sheet material into the soil body at the corresponding position according to the formation of the sheet material; (2) manufacturing the geotechnical reinforcement material into a member matched with the convex body, and placing the member at a construction position; (3) the geotechnical reinforcement material is made into a component matched with the convex body, frames made of the same material or different materials are added on the periphery of the component, and the frame component is placed at a construction position.

Because the soil hardness degree of each project is different, the commonly used construction method and the pile shape are basically the same, the relevance of the friction resistance and the soil hardness degree of the cylindrical and elongated pile body structures has larger influence, the usage amount of related building materials and pile bodies is larger, and the post-construction settlement value is difficult to eliminate. The invention can adapt to soil with different hardness degrees, can generate compaction effect while vibrating and squeezing water vapor on the soil body, improves the compactness and the bearing strength of the soil body, and completely utilizes the strength of the soil body after the original soil is improved as the function of bearing the foundation; when the bearing capacity is insufficient, further filling undisturbed soil for repeated filling, or filling a proper amount of high-density discrete material, or bonding and curing material, or a pile body component; the bearing resistance and the side pressure resistance strength of the soil body are improved to the maximum extent, and the requirements of different foundations on the bearing strength of the structure are met; the application of the construction method reduces the use amount of building materials to the maximum extent, and also solves the key technical and safety problems of post-construction settlement value, soil stability and the like.

The invention can achieve the bearing strength of the foundation reinforcement target at one time, and directly carry out building structure construction on the treated foundation; the processing method that multiple multilayer superposition is usually adopted in the prior art is changed, and the cost and the construction period of engineering foundation processing are greatly reduced; the method is used for foundation treatment of strip-shaped projects such as highways, railways, airport runways, dams and the like, and construction cost of temporary construction roads can be saved.

The invention relates to a modular soil body pressure forming device and a soft soil foundation treatment method, which can be applied to foundation reinforcement treatment in various infrastructure fields, and comprises the following steps:

the ocean field: for example, land reclamation, diking and damming;

storage and transportation transfer field: such as a dock yard;

the roadbed field: embankment treatment of roads and railways;

the aviation field: such as an airport;

the water conservancy field: such as river channels, river banks, riverbeds;

the field of garbage disposal: such as landfill sites, sludge ponds;

the mining field: such as a washhouse;

the municipal construction field: such as town roads, and other municipal works;

the field of industrial and civil construction: such as buildings, structures.

Compared with the prior art, the invention has the following beneficial effects:

Drawings

Fig. 1 is a schematic structural view of the modular soil body pressure forming device of the invention.

Figure 2 is a front elevation view of the modular soil compacting apparatus of the present invention.

Figure 3 is a schematic diagram of the modular soil compacting and forming apparatus of the present invention with a filter assembly.

Figure 4 is a schematic diagram of an embodiment of the modular soil compacting apparatus of the present invention with a vacuum pumping system.

Figure 5 is a schematic diagram of a ribbed embodiment of the modular soil compacting apparatus of the present invention.

Fig. 6 is a schematic structural view of a modular soil body pressure forming device of the present invention with continuously distributed convex bodies.

Figure 7 is a schematic diagram of the modular soil compacting apparatus of the present invention with the male body connected to the top frame by a tie plate.

Figure 8 is a schematic diagram of a side-by-side arrangement of the projections of the modular soil compacting apparatus of the present invention.

Figure 9 is a schematic diagram of an alternate embodiment of the modular soil press forming apparatus of the present invention.

Figure 10 is a schematic diagram of a male body of the modular soil compacting apparatus of the present invention in a frame configuration.

Figure 11 is a schematic diagram of an embodiment of the modular soil body pressure forming apparatus of the present invention in which the lugs are arranged side by side.

Fig. 12 is a schematic structural view of an embodiment of the modular soil body pressure-forming device of the invention in which the lugs are staggered.

Figure 13 is a schematic diagram of the side-by-side arrangement of the cylindrical projections of the modular soil compacting apparatus of the present invention.

Figure 14 is a schematic diagram of a modular soil body compacting apparatus of the present invention using multiple identical unit splicing embodiments.

Figure 15 is a schematic diagram of a modular soil compacting apparatus of the present invention using multiple identical and different embodiments of the modular soil compacting apparatus.

Fig. 16 is a schematic structural view of an embodiment of the modular soil compacting device of the present invention with an additional impact hammer and vibration device.

Fig. 17 is a schematic structural view of an embodiment of the same layer arrangement of the impact hammer and the vibration device of the modular soil body pressure forming device of the invention.

Figure 18 is a schematic diagram of an embodiment of the modular soil compacting apparatus of the present invention with the addition of a closure dam.

Figure 19 is a schematic view of the modular soil press forming apparatus gap dam of the present invention extending from below the roof rack to above the roof rack.

Figure 20 is a schematic view of the modular soil compacting apparatus of the present invention with the modular soil compacting apparatus retaining plate positioned below the top frame.

Figure 21 is a schematic structural view of an embodiment of the closed type baffle plate made of section steel of the modular soil body pressure forming device of the invention.

Figure 22 is a schematic structural view of an embodiment of the modular soil body compacting apparatus of the present invention using an "i" steel clearance type barrier.

Figure 23 is a schematic diagram of the modular soil press forming apparatus of the present invention with additional vertical piles.

Figure 24 is a schematic structural view of an embodiment of the modular soil body compacting apparatus of the present invention using an interstitial baffle made of i-steel.

Fig. 25 to 30 are schematic views illustrating the construction process of a soft soil foundation treatment method according to the present invention.

Fig. 31 is a schematic view of the construction of a soft soil foundation treatment method according to still another embodiment of the present invention.

Fig. 32 is a flowchart of a method for treating a tumbling soft soil foundation according to the present invention.

FIG. 33 is a schematic view of a dam type river dredging method of the present invention.

Fig. 34 is a view showing a state after completion of treatment in the method for constructing a river dyke according to the present invention.

Fig. 35 is a sectional view taken along a-a of fig. 34.

Fig. 36 is a sectional view taken along line B-B of fig. 34.

Fig. 37 is a cross-sectional view taken along line C-C of fig. 34.

FIG. 38 is a schematic view of a row configuration of the protrusions of the present invention.

Fig. 39 is an enlarged schematic view at a in fig. 38.

FIG. 40 is a schematic structural view of an embodiment of the present invention having a two-row configuration of the spur.

Fig. 41-45 are schematic views of the construction process of the treatment method of the prefabricated modular pressure-bearing pile body composite foundation structure of the invention.

FIG. 46 is a schematic structural view of a monolithic concrete preform according to the present invention.

FIG. 47 is a schematic view of an embodiment of the present invention applied to a foundation treatment of an approach bridge section of a bridge.

FIG. 48 is a schematic view of an embodiment of the present invention applied to an oil and gas pipeline foundation treatment.

Fig. 49 is a schematic view of an embodiment of the present invention applied to light rail foundation treatment.

FIG. 50 is a schematic view of an embodiment of the invention applied to the foundation treatment of a wind energy plant.

FIG. 51 is a schematic structural view of a fabricated concrete preform according to the present invention.

FIG. 52 is a schematic structural view of a short module of fabricated concrete pre-forms of the present invention.

Fig. 53 is a schematic view showing the structure of a long module of the fabricated concrete preform according to the present invention.

FIG. 54 is a schematic structural view of another embodiment of the fabricated concrete preform of the present invention.

Fig. 55 is a schematic structural view of a square module of the fabricated concrete preform of fig. 54.

FIG. 56 is a schematic structural view of a short module of the fabricated concrete preform of FIG. 54.

Fig. 57 is a schematic structural view of a long module of the fabricated concrete preform of fig. 54.

FIG. 58 is a schematic view of an embodiment of the present invention with a concrete interlayer.

FIG. 59 is a schematic view of an embodiment of the present invention using fabricated reinforced concrete preforms.

FIGS. 60-69 are schematic diagrams of the construction process of the mechanical pressing compaction drainage consolidation soil body combined reinforcement treatment method of the invention.

And D70-82 is a schematic construction process diagram D of the treatment method for backfilling, placing and reinforcing module pressure-bearing pile body combined curing sandwich composite foundation structure.

Fig. 83-90 are schematic diagrams of the construction process of the mechanical pressing compaction drainage consolidation soil body combined soil body modification enhancement treatment method.

Fig. 91-99 are schematic views of the construction process of the mechanical pressing compaction drainage consolidation soil body enhancement treatment method of the invention.

Description of the drawings:

in the figure; 1-a top frame; 2-pressing and forming the module; 3-soil body strength detection device; 4-a filtration device; 5-a water collecting chamber; 6-reinforcement body; 7-a vacuum pump; 8-a gas-water separator; 9-an electromagnetic valve; 10-a water pumping pipe; 11-a modular unit; 12-connecting the plates; 13-impact hammer; 14-a scaffold; 15-a vibrating device; 16-a baffle plate; 17-vertical pile body; 18-a crane; 19-a modular soil body pressure forming device; 20-soil surface; 21-forming soil body; 22-pits; 23-a filler; 24-a drain plate; 25-transverse reinforcement body; 26-the space between the spurs; 27-bottom of riverbed; 28-river water; 30-a dike; 31-aquatic plants; 32-a plastic grid; 33-embankment surface road; 34-green channel; 35-hydrophilic walkways; 36-a circulating water pipe; 37-a pipeline filter; 38-a control valve; 39-vacuum negative pressure adjusting pipe; 43-discrete materials; 44-undisturbed soil; 45-geotechnical reinforcement material; 46-a curing agent; 47-modified soil; 51-concrete precast member; 48-concrete interlayer; 52-a connecting member; 53-bridge pier; 54-bridge beam; 55-an oil and gas pipeline; 56-a clamp; 57-light rail; 58-wind energy devices; 59-box type reinforcement member; 60-frame type reinforcement members; 61-an adaptor; 62-cement dry powder; 63-cement concrete; 65-a filtering device with the functions of filtering and circulating purification in the water body; 66-concrete; 67-reinforcement prefabricated parts; 101-a top plate; 102-a chassis; 201-convex body; 202-an outer sidewall; 203-water guide channel; 218-conducting bars; 219-chute; 220-an end plate; 221- "V" shaped member; 51-1 is a short module concrete prefabricated member; 51-2 is a long module concrete prefabricated member; 51-3 is a square module concrete prefabricated member; 51-4 is a short module concrete prefabricated member; 51-5 are long modular concrete preforms.

Detailed Description

The invention is further illustrated by the following structural drawings and detailed description.

Referring to fig. 1 and 2, the modular soil body pressure forming device of the invention comprises a top frame 1, a pressure forming module 2 and a soil body strength detection device 3. The top frame 1 is rectangular and comprises a top plate 101 and a bottom frame 102. The pressing and forming module 2 comprises one or more V-shaped convex bodies 201 arranged in parallel.

Adjacent protrusions 201 are spaced apart by a distance. The top of the convex body 201 is connected with the top frame. The connection may be welding, or a slot may be provided on the bottom frame 102 of the top frame, and the upper portion of the protrusion 201 is inserted into the slot to form a detachable connection.

The soil body strength detection device 3 can be arranged at the bottom and/or the side wall 202 of the convex body 201. The soil strength detection device 3 may be provided on each of the projections 201, or the soil strength detection device 3 may be provided on the projection 201 at a selected one of 1 to a plurality of specific positions.

During construction, the self weight of the device generates pressure on the soil body, and water and air in the soil body are extruded out, so that the compactness among solid particles in the soil body is improved. The outer side wall 202 of the V-shaped convex body 201 plays a role in blocking, prevents soil from moving laterally, enables the soil to be concentrated in the space 26 between the convex bodies and be fully extruded, and therefore the effects of rapid drainage and compaction are achieved.

Referring to fig. 3, in addition, the outer wall 202 of the convex body 201 is provided with the filter device 4, and the convex body 201 is provided with a plurality of water guide channels 203 penetrating through the inner wall and the outer wall. The filtering device 4 adopts a double-layer metal filter screen, can be repeatedly used, saves the cost and can also improve the strength.

The convex body 201 is formed by welding steel plates or section steel, and a water collecting chamber 5 is formed at the upper part.

The filtering device 4 can rapidly guide out the water vapor extruded out of the soil body, and the water vapor enters the water collecting chamber 5 at the upper part of the V-shaped convex body 201 after passing through the water guide channel 203 on the V-shaped convex body 201.

Referring to fig. 4, a pumping pipe 10 is inserted into each water collecting chamber 5, and the upper portion of the pumping pipe 10 passes through the upper frame 1 to discharge water to the outside.

In a more preferred embodiment, a vacuum pump 7 is used to forcibly drain the water. A gas-water separator 8 is arranged at the front end of the vacuum pump 7 to prevent moisture from entering the vacuum pump 7 along with the air flow, so that the performance of the vacuum pump 7 is reduced or damaged. In the embodiment, two ways of vacuumizing are adopted, after the gas-water separator works for a period of time, when the separated water content reaches the set water level, one way of vacuum pump stops working, the gas-water separator drains water, and the other way still keeps working. Two ways of alternate operation can continuously pump and drain water.

The top frame 1 adopts a top plate 101 and bottom frame 102 mode, the periphery of the bottom frame 102 is sealed, the upper part of the bottom frame 102 is connected with the top plate 101, the water collecting chambers 5 on the upper parts of the V-shaped convex bodies 201 can be mutually communicated to form a sealed vacuum water collecting chamber, negative pressure is formed in the water pumping process, and soil body drainage is facilitated.

The vacuum water collecting chamber 5 is also internally provided with a vacuum negative pressure adjusting pipe 39 with a control valve. The vacuum negative pressure adjusting pipe 39 is used for adjusting the negative pressure in the vacuum water collecting chamber 5, so that the negative pressure in the vacuum water collecting chamber 5, the gas-water separator 8 and the vacuum pump 7 forms a vacuum gradient. When the negative pressure in the vacuum water collecting chamber 5 is lower than the lower threshold, the control valve is closed; when the negative pressure in the vacuum water collecting chamber 5 reaches the upper threshold limit, the control valve is opened, the vacuum water collecting chamber 5 is communicated with the atmosphere through the vacuum negative pressure adjusting pipe 39, and the control valve is closed until the negative pressure in the vacuum water collecting chamber 5 is lower than the lower threshold limit. The circulation is carried out, so that the vacuum pump 7 can continuously pump water.

The vacuum negative pressure adjusting pipe 39 can be arranged above, in the middle or at the bottom of the vacuum water collecting chamber 5. In the present embodiment, the vacuum negative pressure adjusting pipe 39 is disposed above the vacuum water collecting chamber 5 and is located in the region of the top frame 1.

Referring to fig. 5, a reinforcement body 6 is provided on the outer side wall of the convex body 201. The reinforcement body 6 is manufactured into a sleeve-shaped structure matched with the outer part of the convex body 201. One embodiment is to nest one stiffener per boss 201. Another embodiment is to design a total reinforcement body, which is formed by sheathing all the protrusions 201. The top of the reinforcement body 6 is in contact with the top frame 1. The present embodiment adopts the latter structure.

Referring to fig. 6, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, the adjacent protrusions 201 are arranged continuously without a gap.

Referring to fig. 7, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, adjacent protrusions 201 are arranged with a gap therebetween and are connected by a link plate 12. The connecting plate 12 is connected with the top frame 1.

Referring to fig. 8, another embodiment of the modular soil compacting apparatus of the present invention is shown. In this embodiment, one or more protrusions 201 are arranged in an array. The bumps 201 of adjacent rows and columns are arranged side by side.

Referring to fig. 9, another embodiment of the modular soil compacting apparatus of the present invention is shown. In this embodiment, one or more protrusions 201 are arranged in an array. The bumps 201 of adjacent rows and columns are staggered.

Referring to fig. 10, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, the protruding body 201 has a frame-shaped structure with an upward opening. The protrusions 201 penetrate in the width direction of the top frame 1, and the plurality of protrusions 201 are arranged in parallel in the longitudinal direction of the top frame 1.

Referring to fig. 11, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, a plurality of protrusions 201 of the upper frame structure are arranged in an array. The bumps 201 of adjacent rows and columns are arranged side by side.

Referring to fig. 12, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, a plurality of protrusions 201 of the upper frame structure are arranged in an array. The bumps 201 of adjacent rows and columns are staggered.

Referring to fig. 13, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, the convex body 201 has a cylindrical structure. The plurality of bosses 201 are arranged in an array. The bumps 201 of adjacent rows and columns are arranged side by side.

Referring to fig. 14, another embodiment of the modular soil compacting apparatus of the present invention is shown. In this embodiment, a top frame and a press forming module connected with the top frame form a unit 11, and two or more units 11 are spliced to form a complete modular soil press forming device.

Referring to fig. 15, another embodiment of the modular soil compacting apparatus of the present invention is shown. The units 11 with different sizes are manufactured into corresponding unit modules 11-1 and 11-2, and various unit modules are spliced to form a complete modular soil body pressure forming device according to design and construction requirements.

Referring to fig. 16, another embodiment of the modular soil compacting apparatus of the present invention is shown. The top frame 1 is also provided with an impact hammer 13 and a vibration device 15. The striking hammer 13 and the vibration device 15 may be one to plural. In the present embodiment, the striking hammer 13 and the vibrating device 15 are each one, and are disposed at the center of the top frame 1. The vibration device 15 is provided directly on the head frame 1, and the striking hammer 13 is provided above the vibration device 15 through the bracket 14.

The impact hammer 13 and the vibration device 15 apply dynamic high-frequency acting force to the soil body through the forming module, so that the soil body is fully extruded, and the separation of moisture and soil particles in the soil body is accelerated.

Referring to fig. 17, another embodiment of the modular soil compacting apparatus of the present invention is shown. The striking hammer 13 is one and is arranged at the center of the top frame 1, and the vibration devices 15 are multiple and are uniformly arranged at the periphery of the striking hammer 13. Preferably, each impact hammer 13 is disposed at the center of the corresponding boss 201.

The vibrating device 15 may be disposed inside the convex body 201. Alternatively, the vibrating means 15 is provided both above the top frame and inside the convex body 201.

Referring to figures 18 and 19, a further embodiment of a modular soil compacting apparatus according to the invention is shown. In the present embodiment, in addition to any of the aforementioned embodiments, a baffle 16 is further provided around the top frame 1. The baffle 16 has a blocking effect on the soil body, prevents the soil body from moving laterally, and enables the soil body to be concentrated in the area of the pressure forming module, so that the soil body is more fully extruded, and the separation of moisture and soil particles in the soil body is further accelerated.

In the present embodiment, the baffle 16 is a flat plate structure, and is enclosed around the top frame 1. The baffle plate 11 extends upward from below the top frame 1 to above the top frame 1. The baffle plate extending out of the upper part of the top frame 1 can protect the equipment (such as the impact hammer 13 and the vibration device 15) arranged on the top frame 1 from being polluted by sludge, and the service life of the equipment is prolonged.

The bottom of the baffle 16 is substantially flush with the bottom of the press forming module 2.

Preferably, the inner walls of the baffles 16 are provided with a permeable layer to facilitate rapid drainage.

The material of the baffle 16 can be corrosion-resistant material, such as steel plate, alloy plate or polymer material plate. When the steel plate is adopted, the weight of the whole device can be increased, greater pressure is generated on a soil body, and accelerated drainage is facilitated. The high polymer material plate is adopted, so that the manufacturing cost is low, the weight is light, and the manufacture, the transportation and the installation are convenient.

Referring to fig. 20, another embodiment of the modular soil compacting apparatus of the present invention is shown. The difference from the embodiment of fig. 18 and 19 is that the baffle 16 of the present embodiment is disposed only below the upper frame 1, and the bottom of the baffle 16 is lower than the bottom of the press molding module 2. With this construction, the dam 16 may be wrapped around more of the soil. A large amount of soil is limited in the space enclosed by the baffle plates 16, and is fully extruded under the action of the pressing and forming device. This squeezing is continuously effective as the soil does not move laterally.

Referring to fig. 21, another embodiment of the modular soil compacting apparatus of the present invention is shown. The difference from the embodiment of fig. 18 and 19 is that the baffle 16 is made of steel.

Referring to fig. 22, another embodiment of the present invention may be substituted for the embodiment of fig. 21. The difference from the embodiment of fig. 21 is that the baffle 16 of the present embodiment has a strip structure and is uniformly disposed on the periphery of the top frame. The baffle 16 is made of I-shaped steel.

Referring to fig. 23, another embodiment of the modular soil compacting apparatus of the present invention is shown. The bottom of the pressing forming module 2 is also provided with a vertical pile body 17.

The vertical pile body 17 forms a pile hole in the soil body, and after the modular soil body pressure forming device is lifted, a finished pile pipe or filling filler is placed in the pile hole. The structure has the advantages that the pressure forming module carries out transverse shallow or medium-shallow treatment on the soil body, and the vertical pile body carries out deep reinforcement treatment on the soil body, so that the structure is not only suitable for drainage reinforcement treatment of shallow or medium-shallow soft soil foundations, but also suitable for treatment of deep foundations, and the application occasions of the invention are wider.

The outer side wall of the vertical pile body 17 can be provided with a filtering device 4. The filtering device 4 and the filtering device 4 on the convex body 201 form an integral structure.

The outside of the filtering device 4 of the vertical pile body 17 can be sleeved with a reinforcing body. The reinforced body is left in the soil body after construction is finished, and water is continuously drained while the reinforced body plays a role in reinforcing.

Referring to fig. 24, another embodiment of the modular soil compacting apparatus of the present invention is shown. In the present embodiment, in addition to the embodiment of fig. 23, a baffle 16 is further provided around the top frame 1.

The following describes several methods for treating soft soil foundations using the modular soil pressure forming device of the present invention. These method examples are based on the structure of the embodiment of fig. 6, with the addition of a striking hammer 13 and a vibration device 15. However, the method for treating soft soil foundation of the present invention is not limited to this structure, such as adding baffles and/or vertical piles, or using unit splicing. Meanwhile, the application of the modular soil body pressure forming device is not limited to the following implementation method.

The method comprises the following steps: soft soil foundation treatment method

1) Referring to figure 25, the crane 18 lifts the modular soil compacting apparatus 19 to the construction area.

2) Referring to fig. 26, the self weight of the modular soil compacting and forming device 19 applies a longitudinal static pressure to the soil; the impact hammer 13 applies longitudinal impact force to the soil body; the vibration device 15 makes the device 19 vibrate, and further applies high-frequency lateral pressure to the soil body; the three resultant forces act on the soil body, so that the soil body is fully extruded, and the water vapor in the soil body reaches the water collecting chamber 5 through the reinforcement body 5, the filtering device 4 and the water guide channel 203 on the convex body and is pumped out through the water pumping pipe 10. The pumping system adopts a two-way mode, and each way comprises a vacuum pump 7 and a preposed gas-water separator 8. After the gas-water separator 8 in the first path works for a period of time, when the water amount of the separated water reaches a set water level, the vacuum pump 7 in the path stops working, the gas-water separator 8 drains water, and the second path still keeps working. Two ways of alternate operation can continuously pump and drain water. In the process, the gas and water in the soil body are discharged to the maximum extent, and the compactness among solid particles is improved.

3) Referring to figure 27, the modular soil press forming apparatus 19 is hoisted. The treated soil forms a shaped soil structure 21 corresponding to the shape of the press forming modules. The reinforcement body 6 is still left in the soil body and can bear the tensile, compressive and shearing actions, thereby improving the bearing capacity of the foundation, reducing the settlement and increasing the stability of the soil body. Meanwhile, the reinforced body 6 can also continuously drain water.

4) Referring to fig. 28, the filling 23 is backfilled in the formed pit 22. The filling can be carried out once or after the filling, the tamping can be carried out. Or filling one layer, tamping, filling another layer, and tamping until the filling is completed.

5) Referring to figure 29, the modular soil compacting and forming apparatus 19 is hoisted to the next work area by the crane 18 and steps 2) -4) are repeated until all work areas have been treated.

Wherein, the backfill filling of the step 4) and the operation of the step 5) for the next area can be synchronously carried out.

The second method comprises the following steps: soft soil foundation treatment method

1) Referring to fig. 30, vertical drainage plates 24 are driven into the soil.

2) The crane 18 lifts the modular soil press forming apparatus 19 to the construction area.

3) The modular soil body pressure forming device 19 extrudes, drains and forms the soil body.

4) The modular soil body pressure forming device 19 is hoisted, and the processed soil body forms a formed soil body structure 21 corresponding to the shape of the pressure forming module.

5) And filling the filling material 23 in the formed pits.

6) And (4) hoisting the modular soil body pressure forming device 19 to the next construction area by using the crane 18, and repeating the steps 3) -5) until all the construction areas are processed.

The third method comprises the following steps: soft soil foundation treatment method

1) Referring to fig. 31, vertical drainage plates 24 are driven into the soil.

2) The soil body is paved with transverse reinforcement bodies 25.

3) The crane 18 lifts the modular soil press forming apparatus 19 to the construction area.

4) The modular soil body pressure forming device 19 extrudes, drains and forms the soil body.

5) The modular soil body pressure forming device 19 is hoisted, and the processed soil body forms a formed soil body structure 21 corresponding to the shape of the pressure forming module.

6) And filling the filling material 23 in the formed pits.

7) And (4) hoisting the modular soil body pressure forming device 19 to the next construction area by using the crane 18, and repeating the steps 4) -6) until all the construction areas are processed.

The method four comprises the following steps: treatment method of rolling type soft soil foundation

1) Referring to figure 32, the crane 18 lifts the modular soil compacting apparatus 19 to the construction area.

2) The modular soil body pressure forming device 19 extrudes, drains and forms the soil body.

3) The modular soil body pressure forming device 19 is hoisted to dig out the extruded soil layer.

4) And when the excavation depth does not reach the set value, repeating the steps 2) -3). And when the excavation depth reaches a set value, hoisting the modular soil body pressure forming device 19 to the next construction area by using the crane 18, and repeating the steps 2) -4) until all the construction areas are processed.

5) And filling the filling material 23 in the formed pits.

In the above embodiment, step 3) may also be implemented by directly digging out the extruded soil layer by using the soil rolling device without lifting up the modular soil body pressure forming device 19.

The backfilling of step 5) and the work on the next area can also be carried out synchronously.

The method five comprises the following steps: mixed reinforcement compaction construction method

1) Adding a reinforcement body on the surface of a soil body;

2) the modular soil body pressure forming device 19 is adopted to extrude, drain and form the soil body; in the process, the reinforcement body and the soil body are mixed and compacted to form a cushion layer;

3) and placing finished pile pipes or geotextile bags filled with fillers or filling fillers in the extrusion-molded pits.

The method six: baffle type river channel dredging construction method

1) Referring to fig. 33, the modular soil body pressure forming device 19 is placed in a construction area in a river channel, the height of the baffle plate extending upwards from the top frame is greater than the depth of the river channel, and the baffle plate plays a role in protecting equipment on the top frame;

2) pumping water in the construction area;

3) the modular soil body pressure forming device extrudes, drains and forms soil body at the bottom of the riverbed;

4) the earthwork pipe bags filled with the bulk fillers are stacked in the extrusion-molded pits, and the earthwork pipe bags are made of earthwork materials with water permeability and continue to work after construction is finished, so that the effect of purifying water quality is achieved; meanwhile, a long-term water pumping circulating pipeline and a water pumping power device are also arranged; the pumping circulation pipeline is provided with a pipeline filtering device with a replaceable filter element, and is used for cleaning water quality and discharging sludge at any time.

5) And placing a plastic grid for planting aquatic plants at the bottom of the treated riverbed, wherein the plastic grid is fixed at the bottom of the riverbed through a heavy block or a long nail.

The method comprises the following steps: baffle type river channel dredging construction method

1) Striking a baffle plate in a construction area in a river channel to cut off river water;

2) pumping water in the construction area;

3) hoisting the modular soil body pressure forming device into the construction area, and extruding, draining and forming the soil body at the bottom of the riverbed;

4) stacking a geotextile tube bag filled with a granular filler in the extrusion-molded pit, wherein the geotextile tube bag is made of a geotextile material with water permeability; placing a plastic grid implanted with aquatic plants at the bottom of the treated riverbed, wherein the plastic grid is fixed at the bottom of the riverbed through a heavy block or a long nail;

5) and (3) hoisting the modular soil body pressure forming device to the next construction area, and repeating the steps 1) -5) until all the construction areas are processed.

The difference with the sixth method is that the baffle plate of the seventh method is driven into the river bed during construction. At this time, the modular soil body pressure forming device can be provided with no baffle.

The method eight: construction method of river and pond dam

1) Referring to fig. 34 to 37, a dam is driven into a construction area in a river channel to cut off river water.

2) And (5) draining water in the construction area.

3) Constructing a dike 30

3.1) spreading and rolling the soil;

3.2) extruding, draining and forming the soil body by using a modular soil body pressure forming device 19;

3.3) pouring concrete or backfilling filler in the extrusion-molded pits;

3.4) paving and rolling the soil material until reaching the designed height;

3.5) the built dam is provided with three layers of road surfaces from top to bottom, such as a dam surface road 33 for motor vehicles to run, a green road 34 for non-motor vehicles to run, and a hydrophilic pedestrian road 35 for pedestrians.

4) And hoisting the modular soil body pressure forming device 19 into the construction area, and extruding, draining and forming the soil body at the bottom of the river bed.

5) The recess formed by extrusion molding is filled with a discrete material 23 having a filtering function.

6) And repeating the steps 1) -5) in the next construction area until all the construction areas are processed.

7) A plastic grid 32 for planting aquatic plants 31 is placed at the bottom of the riverbed after the treatment is completed.

8) A circulating water pipe 36 is also arranged in each pit, and the circulating water pipe 36 is connected with an external pipeline filter 37 to form a circulating filtering loop. The line filter 37 has a replaceable line filter insert. After the construction is completed, the pipe filter 37 continuously filters the water to keep the water clean.

Referring to fig. 37, the dike is provided with two reinforcing layers, and the construction method is that after the step 3.4) is completed, the steps 3.2) and 3.3) are repeated, so that the overall strength of the dike can be further improved.

The embodiment of method eight is merely an illustration. During actual construction, the construction method of the dams at the two sides is basically the same, for example, one reinforcing layer is arranged, or two reinforcing layers are arranged.

Referring to fig. 38 and 39, yet another embodiment of the spur of the present invention. The three convex bodies are welded into a row structure, and the height of the middle convex body is about 2 times of the heights of other convex bodies; each convex body is formed by overlapping and welding two or more V-shaped components 221 with basically the same structure, two ends of the convex bodies in the row and the end parts of the middle convex bodies exposed out of the adjacent convex bodies are sealed by end plates 220, T-shaped guide strips 218 are arranged between the adjacent V-shaped components, and gaps are reserved between the T-shaped guide strips 218 and the V-shaped components to form a sliding groove 219 for inserting the filtering device. The filtering device can be taken down after being used, sludge on the filtering device is cleaned, and then the filtering device is inserted into the sliding groove again for fixing, so that the recycling is realized.

Preferably, a flow guide plate or a flow guide groove (not shown) is further arranged on the surface and/or the back surface of the filtering device. The guide plate or the guide groove can better guide the water vapor with lighter density generated in the soil body in the pressure applying process to the filtering device after the water vapor is extruded from the pores of the soil body.

Referring to fig. 40, yet another embodiment of the spur of the present invention. In the embodiment of fig. 38, the lugs of two gang structures are welded to form a lug of a double gang structure.

Referring to fig. 41, the filter device 4 is inserted into the chute 218 on the outside of the boss structure. The top plate 1 is connected to the upper part of the convex body. The vibration device 15 and the hanger 49 are placed on the top plate 1. Two pairs of hanging wheels 50 are provided on the hanger 49 for connection with the hook of the crane. The two paths of vacuum pumping systems are communicated with the inner cavity of the convex body through a pumping pipe 10. Each vacuum pumping system comprises a vacuum pump 7, a gas-water separator 8 and an electromagnetic valve 9. A vacuum negative pressure pipe 39 with a control valve 38 is also inserted and connected on the top plate 1, and one end of the vacuum negative pressure pipe 39 is communicated with the inner cavity of the convex body.

The method comprises the following steps: a method for processing a composite foundation structure of a prefabricated module bearing pile body comprises the steps of adopting a modular soil body pressure-applying forming device to apply pressure, compact, drain and solidify a soil body to form a pit; and then filling filler in the pits.

Referring to fig. 41-59, several embodiments of the method for treating the composite foundation structure of the prefabricated modular bearing pile body according to the present invention will be described. It will be appreciated that the method of the invention may also be applied to modular soil compacting apparatus of other configurations. According to the design or construction requirements, corresponding functional parts can be flexibly increased or decreased, or corresponding operation steps can be increased or decreased or adjusted.

Example one

The bridge approach section foundation treatment method comprises the following steps of:

1) referring to figure 42, the modular soil compacting and forming apparatus 19 is hoisted to the current construction site by the hoist 18.

3) Referring to fig. 43 and 44, the modular soil press forming apparatus 19 is hoisted. The processed soil is compacted, drained and consolidated to form a pit 22, and a molded soil structure 21 corresponding to the shape of the pressing molding module is formed at the bottom of the pit 22. The depth of the dimples 22 may be the same as or greater than the height of the asperities. The actual driving depth can also be adjusted according to design requirements.

4) Referring to fig. 45, a concrete preform 51 having a shape corresponding to the shape of the pit is placed in the molding pit to form a pile foundation. The concrete prefabricated member 51 is filled with a connecting member 52 for connecting the upper device. Referring to fig. 46, in the present embodiment, the concrete preform 51 is a one-piece member, and the connection member 52 is pre-filled on the top of the concrete preform 51.

5) And (4) hoisting the modular soil body pressure forming device 19 to the next construction area, and repeating the steps 2) to 4) until all the construction areas are processed, and forming two rows and multiple columns of pile foundation arrays.

6) Referring to fig. 47, a bridge 54 is erected on the pile foundation array. The part of the bridge 54 located above the water is fixed by the bridge pier 53.

Example two

The oil and gas pipeline foundation treating process includes the following steps:

1) the modular soil body pressure forming device 19 is hoisted to the current construction area by the crane 18.

2) The modular soil body pressure forming device 19 performs vibration pressure compaction drainage consolidation on the soil body to form a forming pit.

3) Concrete precast members 51 configured in the shape of the pits are placed in the molding pits to form pile foundations. Referring to fig. 51 to 53, in the present embodiment, the concrete precast member 51 has a fabricated structure including two pairs of short modules 51-1 and one pair of long modules 51-2. Each pair of short modules 51-1 is bonded side by side and a pair of long modules 51-2 is bonded side by side. The front and the back of the pair of long modules 51-2 are respectively bonded with the two pairs of short modules 51-1 to form a sandwich structure. The top of the short module is filled with the connecting member 52-1, and the top of the long module is filled with the connecting member 52-2. After the modules are assembled, the connecting members on the modules are also assembled into a complete member 52.

4) And (3) hoisting the modular soil body pressure-applying forming device 19 to the next construction area, and repeating the steps 2) -3) until all the construction areas are processed, and forming two rows and multiple columns of pile foundation arrays.

5) Referring to fig. 48, a clamp 56 is fixed to the connecting member 52 of each pile foundation, and the oil and gas pipeline 55 is fixed to the clamp 56.

EXAMPLE III

The light rail foundation treatment method comprises the following steps of:

3) Referring to fig. 58, a layer of concrete sandwich 48 is sprayed with a spray gun over the surface of the molding pit. The concrete interlayer is made of cement concrete, 2-3% of an accelerating agent is added, and the thickness of the spraying layer is 50-300 mm.

4) Concrete precast members 51 configured in the shape of the pits are placed in the molding pits to form pile foundations. Referring to fig. 54 to 57, in the present embodiment, the concrete precast member 51 is a fabricated structure including a square module 51-3, two pairs of wedge-shaped short modules 51-4, and a pair of wedge-shaped long modules 51-5. Each pair of short modules 51-4 are arranged side by side, and the tops of the short modules are connected with the square modules 51-3; a pair of long modules 51-5 are arranged side by side with the top connected to the square modules 51-3. The front and the back of the pair of long modules 51-5 are respectively connected with the two pairs of short modules 51-3 to form a sandwich structure. The modules are connected by fasteners. The top of the square module 51-3 is filled with a connecting member 52.

6) Referring to fig. 48, a clamp 56 is fixed to the connecting member 52 of each pile foundation, and the oil and gas pipeline 55 is fixed to the clamp 56.

Example four

The foundation treatment method of the wind energy device comprises the following steps of:

3) Concrete precast members 51 configured in the shape of the pits are placed in the molding pits to form pile foundations. Referring to fig. 59, in the present embodiment, the concrete precast member 51 is a monolithic structure, and a reinforcement member is provided inside, wherein: the upper part is a box type reinforcement member 59 and the lower part is a frame type reinforcement member 60.

4) And (3) hoisting the modular soil body pressure-applying forming device 19 to the next construction area, and repeating the steps 2) -3) until all the construction areas are processed, and forming a pile foundation array with multiple rows and multiple columns.

5) Referring to fig. 50, the wind energy installation 58 is fixed to the connecting element 52 of the pile foundation by means of an adapter 61.

EXAMPLE five

The method for processing the composite foundation structure of the prefabricated module bearing pile body comprises the following steps of:

2) and placing a concrete prefabricated part configured with the shape of the pit in the forming pit to form a pile foundation.

3) And forming a pile foundation array after all the construction areas are processed.

4) The upper device is secured to the connecting member.

The modification treatment method of the foundation comprises the following steps:

A) paving discrete materials on engineering undisturbed soil of a construction area until all the construction areas are paved; the bulk material adopts a bulk sand aggregate.

B) And rolling by using a vibratory roller to enable the laid bulk materials and the soil body to be mutually interwoven, extruded and mixed, so that the effects of soil body mixing modification and reinforcement are achieved.

EXAMPLE six

The sixth embodiment is an improvement on the fifth embodiment. The difference from the fifth embodiment is that: the modification treatment method of the foundation comprises the following steps:

A) paving discrete materials on engineering undisturbed soil of a construction area until all the construction areas are paved; the discrete material is mixed and crushed building garbage.

B) The modular soil body pressure forming device is used for carrying out vibration pressure compaction drainage consolidation, so that the laid discrete materials and the soil body are mutually interwoven, extruded and mixed, and the effects of soil body mixing modification and reinforcement are achieved.

EXAMPLE seven

The seventh embodiment is an improvement on the fifth embodiment. The difference from the fifth embodiment is that: the modification treatment method of the foundation comprises the following steps:

A) and sequentially paving a layer of hard stone cubic dispersion material, a layer of sandstone aggregate, a layer of geotechnical reinforcement material and a layer of modified soil on the engineering undisturbed soil of the construction area. The modified soil is paved according to the following method: the undisturbed soil and the cement are stirred and mixed in a stirrer according to a proportion to form modified soil, and then the fluid modified soil mixture is poured into a construction area and paved flatly.

B) The modular soil body pressure forming device is used for pressure compaction drainage consolidation, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, and the effects of soil body mixing modification and reinforcement are achieved.

Example eight

The eighth embodiment is an improvement on the fifth embodiment. The difference from the fifth embodiment is that: the modification treatment method of the foundation comprises the following steps:

A) firstly laying a layer of bulk material mixture consisting of soil, sand and bone stones and broken construction waste on engineering undisturbed soil of the current construction area, then laying a layer of composite geotechnical material, and alternately laying for three times in such a way, so that the bulk material and the geotechnical reinforcement material form a multilayer sandwich structure.

B) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk material, the geotechnical reinforcement material and the soil body are interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized. The processed soil body is compacted, drained and consolidated, and then a formed soil body structure corresponding to the shape of the pressure forming module is formed.

The method comprises the following steps: the invention relates to a mechanical pressing compaction drainage consolidation soil body combined reinforcement treatment method, which comprises the steps of firstly paving at least one layer of discrete material on engineering undisturbed soil; and then, a modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

Referring to fig. 60-69, several embodiments of the mechanical pressing compaction drainage consolidation soil body combined reinforcement strengthening treatment method of the invention are described. It will be appreciated that the method of the invention may also be applied to modular soil compacting apparatus of other configurations. According to the design or construction requirements, corresponding functional parts can be flexibly increased or decreased, or corresponding operation steps can be increased or decreased or adjusted.

Example one

A mechanical pressing compaction drainage consolidation soil body combined reinforcement enhancing treatment method comprises the following steps:

1) referring to fig. 60-63, a plurality of drainage materials 64 are vertically driven into the undisturbed engineered soil 44 in the construction area. The drainage material is a plastic drainage plate 64-1, the thickness is larger than 4mm, the width is 100mm, the plate interval is 1.0m, and the actual driving depth is not smaller than the designed depth. Then transversely laying a layer of geotechnical reinforcement material 45 until all construction areas are laid; the geotechnical reinforcement material 45 adopts a reinforcement belt 45-3.

5) The crane 18 lifts the modular soil body pressure forming device 19 to the next construction area, and the steps 3) and 4) are repeated until all the construction areas are processed.

Example two

1) referring to fig. 64, the composite geotextile material 45-1 is made into a shape matched with the convex body structure, and the side plates 45-5 are arranged on the periphery of the composite geotextile material to form a prefabricated frame component. Referring to fig. 65, a plurality of plastic drainage strips 64-2 are vertically arranged in the undisturbed engineering soil 44 of the current construction area at certain intervals and at certain depths, and then a layer of composite geotextile material prefabricated parts 45-1 are placed.

2) And the crane lifts the modular soil body pressure forming device to the current construction area.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body after the geotechnical reinforcement material is laid, so that the placed composite geotechnical material 45-1 and the soil body are interwoven, extruded and mixed, the effect of strengthening the composite reinforcement of the geotechnical reinforcement material and the soil body is achieved, and the reinforcement of the engineering weak soil body is realized.

4) Referring to fig. 66, the modular soil press-forming apparatus is hoisted and the treated soil is compacted and drained to form a formed soil structure corresponding to the shape of the press-forming module.

5) And (4) hoisting the modular soil body pressure-applying forming device to the next construction area by the crane, and repeating the steps 3) -4) until all the construction areas are processed.

6) Referring to fig. 67, a layer of bulk material 43 mainly composed of sand aggregate is laid on the formed soil structure and rolled by a road roller.

EXAMPLE III

1) referring to fig. 68, a plurality of plastic drainage filter pipes 64-3 are vertically arranged in the engineering undisturbed soil 43 of the construction area at certain intervals and at certain depth; then, a layer of geomembrane 45-2 is laid, and dry cement powder 62 is laid on the layer of geomembrane 45-2; then paving a layer of sandstone aggregate 43-2, and paving cement dry powder 62 on the layer of sandstone aggregate 43-2; finally, a layer of modified soil 47 is paved. The modified soil 47 is paved according to the following method: the undisturbed soil and the cement are stirred and mixed in a stirrer according to a proportion to form modified soil, and then the fluid modified soil mixture is poured into a construction area and paved flatly.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid geotechnical reinforcement material, the bulk material, the modified soil and the soil body are interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

4) And hoisting the modular soil body pressure-applying forming device, and compacting, draining and solidifying the treated soil body to form a formed soil body structure corresponding to the shape of the pressure-applying forming module.

5) And (4) hoisting the modular soil body pressure-applying forming device to the next construction area by the crane, and repeating the steps 1) to 4) until all the construction areas are processed.

Example four

1) referring to fig. 69, a plurality of sand bag pipe bags 64-4 are vertically arranged in engineering undisturbed soil of a current construction area at certain intervals and at certain depth; then a layer of geocell prefabricated part 45-4 and a layer of aggregate 43-2 which are matched with the shape of the convex body are laid, and part of the aggregate 43-2 penetrates through the grids of the geocell 45-4 to be laid on the soil body, so that the geocell is filled in the aggregate to form a mixed structure.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid geotechnical reinforcement material, the bulk material and the soil body are interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

The method eleven comprises the following steps: the method for processing the structure of the composite foundation with the interlayer solidified by combining the pressure-bearing pile body of the backfilling and placing reinforced module adopts a modular soil body pressure-applying forming device to apply pressure, compact, drain and solidify the soil body to form a pit; and then filling filler in the pits.

Referring to fig. 70-82, several embodiments of the method for processing the backfill placing reinforcement module pressure-bearing pile body combined curing sandwich composite foundation structure are described. It will be appreciated that the method of the invention may also be applied to modular soil compacting apparatus of other configurations. According to the design or construction requirements, corresponding functional parts can be flexibly increased or decreased, or corresponding operation steps can be increased or decreased or adjusted.

Example one

The processing method of the combined curing interlayer composite foundation structure of the pressure-bearing pile body of the backfilling and placing reinforcement module comprises the following steps:

5) referring to fig. D73, the concrete sandwich 48 is laid at the bottom of the pit and then the modified soil is backfilled. The modified soil is prepared and paved by the following method: mixing the undisturbed soil and cement at a certain proportion (the cement consumption is about 5% of dry soil weight, and the maximum dry density is 1.92g/cm³And the optimal water content is 12.9 percent), stirring and mixing the mixture in a stirrer to form modified soil, pouring the fluid modified soil mixture into a construction area, and paving and leveling the mixture.

6) And shaping and rolling the backfilled composite soil body.

Example two

1) referring to figure D75, the crane lifts the modular soil compression moulding apparatus to the current construction area.

2) The modular soil body pressure forming device is used for pressing, compacting, draining and solidifying the soil body to form a pit, and a formed soil body structure corresponding to the shape of the pressure forming module is formed at the bottom of the pit.

3) And (3) hoisting the modular soil body pressure applying and forming device to the next construction area by the crane, and repeating the step (2) until all the construction areas are processed.

4) A layer of concrete sandwich 48 is sprayed on the bottom and side walls of the forming pit using a spray gun. The concrete is cement concrete, 2-3% of an accelerating agent is added, and the thickness of the spray layer is 50-300 mm. Then backfilling a layer of sandstone aggregate 43-2, arranging a filtering device 65 with water filtering and circulating purification functions, and then paving the sandstone aggregate 43-2 until the pits are filled.

5) And shaping and rolling the backfilled composite soil body.

EXAMPLE III

1) referring to figure D76, the crane lifts the modular soil compression moulding apparatus to the current construction area.

3) A layer of concrete interlayer 48 is sprayed on the bottom and the side wall of the formed pit by a spray gun, then cement concrete 66 is backfilled in the pit, and the pit is vibrated by a vibrator to improve the compactness until the pit is filled. The connecting members 52 are embedded while the concrete is in a fluid state. The connecting member 52 is used to connect upper devices such as light rails, towers, wind or solar devices, etc.

4) And (3) hoisting the modular soil body pressure applying and forming device to the next construction area by the crane, and repeating the steps 2) and 3) until all the construction areas are processed.

5) And shaping and rolling the backfilled composite soil body.

Example four

1) referring to figure D77, the crane lifts the modular soil compression moulding apparatus to the current construction area.

3) Spraying a layer of concrete interlayer 48 at the bottom and the side wall of the forming pit by using a spray gun; then, a layer of sandstone aggregate 43-2 is backfilled in the pit, and dry cement powder 62 is spread on the sandstone aggregate; then placing a reinforced pipe bag 43-4 wrapped with discrete materials, and spreading dry cement powder 62 on the reinforced pipe bag; then the soil and the mixed and crushed construction waste 43-3 are poured on the reinforced pipe bag until the pit is filled up or slightly higher than the ground.

4) And shaping and rolling the backfilled composite soil body.

5) And (4) hoisting the modular soil body pressure-applying forming device to the next construction area by the crane, and repeating the steps 2) -4) until all the construction areas are processed.

EXAMPLE five

1) referring to fig. D78, a plurality of drainage materials 64 are vertically driven into the undisturbed engineering soil 44 in the construction area. The drainage material is a plastic drainage plate 64-1, the thickness is larger than 4mm, the width is 100mm, the plate interval is 1.0m, and the actual driving depth is not smaller than the designed depth. .

3) Spraying a layer of concrete interlayer on the bottom and the side wall of the forming pit by using a spray gun; then, 43-3 parts of sandstone aggregate, 45-6 parts of geogrid, 43-3 parts of sandstone aggregate, 45-2 parts of geomembrane and 43-3 parts of sandstone aggregate are sequentially laid in the pits in a layered mode until the pits are filled up and are 0.8-1.0 m higher than the ground. A layer of cement concrete 63 is laid between each layer of the discrete material and the geotechnical reinforcement material. The layer of cement concrete 63 is fluid when laid and after the matrix is cured, the adjacent fillers are well bonded.

4) And shaping and rolling the backfilled composite soil body.

EXAMPLE six

1) referring to figure D79, the crane lifts the modular soil compression moulding apparatus to the current construction area.

4) Spraying a layer of concrete interlayer 48 on the bottom and the side wall of the forming pit by using a spray gun, then placing a layer of geonet pad 45-7, and manufacturing the geonet pad 45-7 into a prefabricated member with the shape matched with the pit.

5) Laying modified soil

5.1) laying undisturbed soil: dumping undisturbed soil onto a formed soil body by adopting a crawler excavator, stirring twice by using a road mixer, smashing larger soil blocks, and removing oversize soil materials and sundries;

5.2) laying of HEC curing agent: firstly, a vibratory roller is adopted to apply static pressure to the soil body, square grids are defined according to the width of 3m and the length of 3m, HEC curing agent is sprinkled in each square grid, and the HEC curing agent is evenly spread by a scraper.

5.3) mixing modified soil: and (3) mixing the modified soil for 2 times by using a road mixer at a speed of less than 3.3km/h, wherein the modified soil is consistent in color and luster after being uniformly mixed and has no gray strips, gray lumps or flower surfaces.

5.4) shaping: and (4) carrying out static pressure 1 time by adopting a vibratory roller, and then shaping the modified soil by using a grader.

5.5) rolling: after the paving and shaping are finished, a vibratory roller is used for weak vibration rolling for 1 time, strong vibration for 1 time and weak vibration for 1 time. The principle of firstly light and then heavy, and firstly slow and then fast is followed during rolling, the rolling speed is controlled within the range of 1 km/h-1.5 km/h, the weak vibration force is controlled at about 200kPa, and the strong vibration force is controlled at about 350 kPa.

EXAMPLE seven

1) referring to figure D80, the crane lifts the modular soil compression moulding apparatus to the current construction area.

3) Spraying a layer of concrete interlayer 48 at the bottom and the side wall of the forming pit by using a spray gun; and then putting a frame type reinforcement prefabricated component 67-1 into the pit, and pouring asphalt concrete 66 into the pit until the pit is filled up and is 0.8-1.0 m higher than the ground.

4) And shaping and rolling the backfilled composite soil body.

Example eight

1) referring to figure D81, the crane lifts the modular soil compression moulding apparatus to the current construction area.

3) Spraying a layer of concrete interlayer 48 at the bottom and the side wall of the forming pit by using a spray gun; then, backfilling sandstone aggregate 43-2 in the concave pits until the parts of the bottoms of the concave pits, which are matched with the shape of the convex bodies, are full and are 0.5m higher; then, the box type reinforced prefabricated component 67-2 is placed, and then the asphalt concrete 66 is poured into the box type reinforced prefabricated component 67-2 until the pits are filled and 0.8-1.0 m higher than the ground. The placement height of the box type reinforced prefabricated component 67-2 can be flush with the ground or slightly higher than the ground. The top of the box type reinforced prefabricated part is completely opened, or the box type reinforced prefabricated part is closed to leave only one filling opening 6701 for pouring concrete, and the side wall or the bottom of the box body is provided with an opening or is not provided with an opening. When an opening is formed at the bottom, the asphalt concrete 66 flows to a gap between the box type reinforced prefabricated part 67-2, the bottom sandstone aggregate 43-2 and a side soil body from the opening in the pouring process; when the bottom of the box body is not provided with an opening, asphalt overflows from the upper filling opening after filling the box body, and flows into a gap between the box body and the soil body and the reinforced prefabricated component from the side surface.

4) And shaping and rolling the backfilled composite soil body.

Example nine

1) referring to figure D82, the crane lifts the modular soil compression moulding apparatus to the current construction area.

3) Spraying a layer of concrete interlayer 48 at the bottom and the side wall of the formed pit by using a spray gun, and then pouring asphalt concrete 66 into the pit until the pit is filled up and is 0.8-1.0 m higher than the ground; the asphalt concrete 66 is pressed into the frame-type reinforcement prefabricated component 67-1 when in a flowing state, and the frame-type reinforcement prefabricated component 67-1 is embedded into the asphalt concrete 66.

4) And shaping and rolling the backfilled composite soil body.

The method twelve: the invention relates to a mechanical pressing compaction drainage consolidation soil body combined soil body modification enhancement treatment method, which comprises the steps of firstly paving at least one layer of discrete material on engineering undisturbed soil; and then, a modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

Referring to fig. 83-90, several embodiments of the present invention are described in connection with a soil modification enhancement method for compacting drainage consolidated soil by mechanical pressure. It will be appreciated that the method of the invention may also be applied to modular soil compacting apparatus of other configurations. According to the design or construction requirements, corresponding functional parts can be flexibly increased or decreased, or corresponding operation steps can be increased or decreased or adjusted.

Example one

The mechanical pressing compaction drainage consolidation soil body combined soil body modification enhancement treatment method comprises the following steps:

1) referring to fig. 83, a plurality of drainage materials 64 are vertically driven into the undisturbed engineering soil 44 in the construction area. The drainage material is a plastic drainage plate 64-1, the thickness is larger than 4mm, the width is 100mm, the plate interval is 1.0m, and the actual driving depth is not smaller than the designed depth. Then transversely paving a layer of modified soil 47, and mixing by using a road mixer until all construction areas are paved; the layer modified soil 47 is formed by stirring soil, sand and a curing agent, the mass ratio of the soil to the sand to the curing agent is 6: 3: 1, and the curing agent is lime.

2) The crane 18 lifts the modular soil press forming device 19 to the current construction area.

Example two

1) a plurality of plastic drainage belts 64-2 are vertically driven into engineering undisturbed soil of a construction area according to a certain distance and a certain depth. Then a layer of modified soil 47-1 is transversely paved. The modified soil adopts a curing agent compounded by mixing HG inorganic/organic composite soil consolidation materials and cement, and is mixed by a road mixer until all construction areas are paved.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the modified soil and the undisturbed soil are interwoven, extruded and mixed, the effects of soil body modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

6) Paving a layer of loose modified soil 47-2 on the reinforced soil body, and repeating the steps 2) -5); wherein the modified soil is paved according to the following method: the undisturbed soil and the cement are stirred and mixed in a stirrer according to a proportion to form modified soil, and then the fluid modified soil mixture is poured into a construction area and paved flatly.

7) Compaction is achieved with a roller, as shown in fig. 87.

EXAMPLE III

1) referring to fig. 88, a plurality of plastic drain pipes 64-3 are vertically disposed in the undisturbed engineering soil of the construction area at a certain interval and a certain depth. And then laying a layer of modified soil 47, wherein the modified soil adopts asphalt as a curing agent, and then sequentially laying a layer of sandstone aggregate 43-2, a layer of cement dry powder 62 and a layer of geomembrane 45-2.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk material, the geotechnical reinforcement material and the curing agent are mutually interwoven, extruded and mixed with the soil body, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

Example four

1) referring to fig. 89, a plurality of sand bag piping bags 64-4 are vertically arranged in the engineering undisturbed soil of the current construction area at certain intervals and at certain depth. Then laying modified soil according to the following method:

1.1) laying undisturbed soil: dumping undisturbed soil onto a formed soil body by adopting a crawler excavator, stirring twice by using a road mixer, smashing larger soil blocks, and removing oversize soil materials and sundries;

1.2) laying of HEC curing agent: firstly, a vibratory roller is adopted to apply static pressure to the soil body, square grids are defined according to the width of 3m and the length of 3m, HEC curing agent is sprinkled in each square grid, and the HEC curing agent is evenly spread by a scraper.

1.3) mixing modified soil: and (3) mixing the modified soil for 2 times by using a road mixer at a speed of less than 3.3km/h, wherein the modified soil is consistent in color and luster after being uniformly mixed and has no gray strips, gray lumps or flower surfaces.

2) And laying a layer of composite geotextile material prefabricated component 45-1 matched with the convex body in shape.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid composite geotechnical material is pressed into the modified soil, and then the soil body and the soil body are interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

4) The modular soil body pressure forming device is hoisted, and the treated soil body is compacted, drained and consolidated to form a formed soil body structure corresponding to the shape of the pressure forming module, as shown in figure 90.

EXAMPLE five

1) a layer of cement is laid on the engineering undisturbed soil 44 in the construction area, and the cement and the undisturbed soil are mixed by a mixer.

2) And vibrating and pressing the soil body by using the modular soil body pressing and forming device, compacting, draining and solidifying the treated soil body to form a composite solidification and forming soil body structure corresponding to the shape of the pressing and forming module.

3) The crane 18 lifts the modular soil body pressure forming device 19 to the next construction area, and the step 2) is repeated until all the construction areas are processed.

The method thirteen comprises the following steps: the invention relates to a mechanical pressing compaction drainage consolidation soil body strengthening treatment method, which comprises the steps of firstly paving at least one layer of discrete material on engineering undisturbed soil; and then, a modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

Referring to fig. 91-99, several embodiments of the mechanically compacted drainage consolidated soil enhancement treatment method of the present invention will be described. It will be appreciated that the method of the invention may also be applied to modular soil compacting apparatus of other configurations. According to the design or construction requirements, corresponding functional parts can be flexibly increased or decreased, or corresponding operation steps can be increased or decreased or adjusted.

Example one

A mechanical pressing compaction drainage consolidation soil body strengthening treatment method comprises the following steps:

1) referring to fig. 91, a plurality of drainage materials 64 are vertically driven into the undisturbed engineering soil 44 in the construction area. The drainage material is a plastic drainage plate 64-1, the thickness is larger than 4mm, the width is 100mm, the plate interval is 1.0m, and the actual driving depth is not smaller than the designed depth. Then transversely paving a layer of discrete material 43 until all construction areas are paved; the discrete material 43 adopts discrete sand aggregate.

Example two

1) a plurality of plastic drainage belts 64-2 are vertically arranged in engineering undisturbed soil of a construction area at certain intervals and certain depth. Then transversely paving a layer of discrete material until all construction areas are paved; the discrete material is mixed and crushed building garbage.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

6) Referring to fig. 95, a layer of bulk material 43 is laid on the reinforced soil body, and steps 2) to 5) are repeated.

EXAMPLE III

1) referring to fig. 96, a plurality of plastic drainage filter pipes 64-3 are vertically arranged in engineering undisturbed soil of a construction area at certain intervals and certain depth, and then a layer of hard stone cubic bulk material 43-1, a layer of sandstone aggregate 43-2, a layer of geotechnical reinforcement material 45 and a layer of modified soil 47 are sequentially laid. The modified soil 47 is paved according to the following method: the undisturbed soil and the cement are stirred and mixed in a stirrer according to a proportion to form modified soil, and then the fluid modified soil mixture is poured into a construction area and paved flatly.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk material, the geotechnical reinforcement material, the modified soil and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

Example four

1) referring to fig. 97, a plurality of sand bag piping bags 64-4 are vertically arranged in the engineering undisturbed soil of the current construction area at certain intervals and at certain depth; then laying a layer of bulk material mixture consisting of the soil, sand and bone stone materials and the broken construction waste, laying a layer of composite geotechnical material, and alternately laying for three times in such a way, so that the bulk material and the geotechnical reinforcement material form a multilayer sandwich structure.

3) The modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk material, the geotechnical reinforcement material and the soil body are interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.

6) Laying modified soil

6.1) laying undisturbed soil: dumping undisturbed soil onto a formed soil body by adopting a crawler excavator, stirring twice by using a road mixer, smashing larger soil blocks, and removing oversize soil materials and sundries;

6.2) laying of HEC curing agent: firstly, a vibratory roller is adopted to apply static pressure to the soil body, square grids are defined according to the width of 3m and the length of 3m, HEC curing agent is sprinkled in each square grid, and the HEC curing agent is evenly spread by a scraper.

6.3) mixing modified soil: and (3) mixing the modified soil for 2 times by using a road mixer at a speed of less than 3.3km/h, wherein the modified soil is consistent in color and luster after being uniformly mixed and has no gray strips, gray lumps or flower surfaces.

6.4) shaping: and (4) carrying out static pressure 1 time by adopting a vibratory roller, and then shaping the modified soil by using a grader.

6.5) rolling: after the paving and shaping are finished, a vibratory roller is used for weak vibration rolling for 1 time, strong vibration for 1 time and weak vibration for 1 time. The principle of firstly light and then heavy, and firstly slow and then fast is followed during rolling, the rolling speed is controlled within the range of 1 km/h-1.5 km/h, the weak vibration force is controlled at about 200kPa, and the strong vibration force is controlled at about 350 kPa.

EXAMPLE five

1) referring to fig. 98, a plurality of plastic drainage plates are vertically arranged in engineering undisturbed soil of a construction area at a certain interval and a certain depth; then laying a layer of discrete material 43, and spreading dry cement powder 62 on the layer of discrete material 43; then laying a second layer of discrete material 43, and spreading dry cement powder 62 on the layer of discrete material 43; and finally a third layer of discrete material 43. And laying all the construction areas.

EXAMPLE six

1) referring to fig. 99, a plurality of plastic drainage plates 45-1 are vertically arranged in engineering undisturbed soil of a construction area at certain intervals and at certain depth; then laying a layer of discrete material 43, and laying a layer of wet fluid cement concrete 63 on the layer of discrete material 43; then, a layer of geotechnical reinforcement material 45 is paved, and a layer of wet fluid cement concrete 63 is paved on the geotechnical reinforcement material 45; finally, a first layer of discrete material 43 is laid down. And laying all the construction areas.

C) Method for laying modified soil

C.1) laying undisturbed soil: dumping undisturbed soil onto a formed soil body by adopting a crawler excavator, stirring twice by using a road mixer, smashing larger soil blocks, and removing oversize soil materials and sundries;

c.2) laying of HEC curing agent: firstly, a vibratory roller is adopted to apply static pressure to the soil body, square grids are defined according to the width of 3m and the length of 3m, HEC curing agent is sprinkled in each square grid, and the HEC curing agent is evenly spread by a scraper.

C.3) mixing modified soil: and (3) mixing the modified soil for 2 times by using a road mixer at a speed of less than 3.3km/h, wherein the modified soil is consistent in color and luster after being uniformly mixed and has no gray strips, gray lumps or flower surfaces.

C.4) shaping: and (4) carrying out static pressure 1 time by adopting a vibratory roller, and then shaping the modified soil by using a grader.

C.5) rolling: after the paving and shaping are finished, a vibratory roller is used for weak vibration rolling for 1 time, strong vibration for 1 time and weak vibration for 1 time. The principle of firstly light and then heavy, and firstly slow and then fast is followed during rolling, the rolling speed is controlled within the range of 1 km/h-1.5 km/h, the weak vibration force is controlled at about 200kPa, and the strong vibration force is controlled at about 350 kPa.

Through deep understanding of the advantages and the disadvantages of the traditional foundation treatment method and research and development for years, the soil body pressure forming device is developed. The method is based on the traditional foundation stabilization principle, and achieves modularized customized high-strength synthetic composite foundation by pressing a soil body pressure forming device into a soil body to expel water vapor, release pore water pressure, synchronously carrying out mechanical power compaction compression modulus, improving compaction strength, forming an open type standardized model pit, placing various reinforced pressure-resistant discrete materials or chemical bonding materials or prefabricated components and the like; the innovative construction method combines multiple superposition technologies into a whole, can synchronously complete single-station and multi-station connection to form a frame type integral foundation, greatly improves the bearing capacity and stability of the treated foundation, and reduces post-construction settlement. The foundation is characterized in that the traditional columnar and pier column type reinforcing body is changed, a V-shaped innovative structure which best meets the bearing deformation characteristics of the foundation is formed by an efficient mechanical extrusion method, and the comprehensive use requirements of foundations of different engineering foundations are met. The invention has wide application range, can be applied to foundations with various complex soil qualities from soft mucky soil to loose sandy soil, and has stronger applicability than the common composite foundation treatment method or the heavy hammer dynamic compaction method. The invention expands the field of foundation reinforcement, and can be applied to the fields of novel and special building engineering such as high-speed rails, oil and gas pipelines, communication electric power facilities, wind power and solar energy facilities and the like from civil engineering such as traditional house buildings, highways, railways, airports, dams and the like.

It should be understood that: the above-mentioned embodiments are merely illustrative of the present invention, not restrictive, and any invention which does not depart from the spirit and scope of the present invention will fall within the protection scope of the present invention.

Claims

A modular soil body pressure-applying forming device comprises a top frame, a pressure-applying forming module and a soil body strength detection device, and is characterized in that the pressure-applying forming module comprises one or more convex bodies, and the top of the module is connected with the top frame.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the projections are arranged in series or spaced apart and the top is connected to the top frame directly or through a connecting plate.
A modular soil pressure building apparatus as claimed in claim 1 wherein the projections are provided with one or more "V" shaped members.
A modular soil body pressure-applying forming device as claimed in claim 3 wherein the solid portion of the V-shaped member is a wedge structure with a wide top and a narrow bottom, and the hollow portion is a receiving groove with a small top and a large bottom.
A modular soil pressure building apparatus as claimed in claim 1 wherein the projections are arranged in an array of one or more rows and columns or one or more rows and columns, with adjacent rows/columns of projections being arranged side by side or staggered; each convex body penetrates through the pressing forming module along one direction.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the soil contacting portion of the compacting and forming module is provided with filtering means.
A modular soil compression moulding apparatus as claimed in claim 6 wherein the filter means comprises one or more layers of screen.
A modular soil compression moulding apparatus as claimed in claim 7 wherein the screen is a metal screen and/or a geotextile screen.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the outermost bottom layer of the compacting and forming module is further provided with a reinforcing bar.
A modular soil pressure application forming apparatus as claimed in claim 9, wherein the reinforcing body comprises any one or more of geogrid, geotextile, geomembrane, geocell, geonet mat and composite geotextile material.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the compacting and forming module is formed by welding steel plates or profiles, and has a collection chamber formed at the upper part thereof.
The modular soil compacting and forming apparatus of claim 11, wherein the compacting and forming module defines a water channel communicating the bottom surface of the module with the water collection chamber.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the top frame is further provided with an auxiliary compacting means.
A modular soil compacting and forming apparatus as claimed in claim 13, wherein the auxiliary compacting means includes vibration means, impact means and/or ramming means.
A modular soil compacting and forming apparatus as claimed in claim 13, wherein auxiliary pressure means are provided on the top frame and/or the compacting and forming module.
A modular soil compacting and shaping apparatus as claimed in claim 15, wherein two or more auxiliary compacting devices are provided on the top frame and/or compacting and shaping module in layers.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the top frame is further provided with baffles around its periphery.
A modular soil compression moulding apparatus as claimed in claim 17 wherein the closure is closed around the periphery of the head frame.
A modular soil compacting and forming apparatus as claimed in claim 17, wherein the plurality of baffles are evenly spaced around the periphery of the top frame.
A modular soil compacting and forming apparatus as claimed in claim 1 wherein the top frame is of a frame construction.
A modular soil press forming apparatus as claimed in claim 1 wherein the top frame is of closed configuration and forms a closed vacuum collection chamber with the upper region of the press forming module.
A modular soil compacting and forming apparatus as claimed in claim 21, wherein a vacuum suction regulator with a control valve is provided within the vacuum collection chamber.
A modular soil compacting and forming apparatus as claimed in claim 22, wherein the vacuum pressure regulator is located above, in the middle or at the bottom of the vacuum collection chamber.
A modular soil press forming apparatus as claimed in claim 1 wherein the press forming module is further provided with vertical pilings at the base thereof.
A modular soil compacting and forming apparatus as claimed in claim 24, wherein the vertical pilings are of a generally conical configuration.
A modular soil compacting and forming apparatus as claimed in claim 24, wherein the soil strength sensing means is provided on the vertical pilings.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the soil strength sensing means is provided on the compacting and forming module.
A modular soil compacting and forming apparatus as claimed in claim 1, wherein the soil strength sensing means includes soil density sensing means and/or soil shear strength sensing means.
A modular soil compacting and shaping apparatus as claimed in any one of claims 1 to 28 wherein a top frame and a compacting and shaping module connected thereto form a unit and two or more units are spliced together to form a complete modular soil compacting and shaping apparatus.
A modular soil compacting and forming apparatus as claimed in any one of claims 1 to 28, wherein a plurality of lugs are assembled in a ganged configuration, the height of the central lug being greater than the height of the other lugs; each convex body is formed by superposing two or more V-shaped components with basically the same structure, two ends of the convex bodies in the row and the end parts of the middle convex bodies exposed out of the adjacent convex bodies are sealed by end plates, T-shaped guide bars are arranged between the adjacent V-shaped components, and gaps are reserved between the T-shaped guide bars and the V-shaped components to form a sliding chute for plugging the filtering device.
A modular soil compacting and forming apparatus as claimed in claim 30, wherein baffles or channels are provided on the face and/or back of the filter means.
A method of treating a soft foundation, characterised by extruding, draining and forming the soil using a modular soil compacting apparatus as claimed in any one or more of claims 1 to 31.
A method of treating a soft soil foundation characterised by driving vertical drainage plates into the soil and then extruding, draining and forming the soil using a modular soil compression forming apparatus as claimed in any one or more of claims 1 to 31.
A method of treating soft foundations, characterised by laying transverse reinforcement on the soil and then extruding, draining and forming the soil using a modular soil press-forming apparatus as claimed in any one or more of claims 1 to 31.
A soft soil foundation treatment method is characterized by comprising the following steps: 1) a vertical drainage plate is driven into a soil body; 2) laying a transverse reinforcement body on a soil body; 3) a modular soil compacting and forming apparatus as claimed in any one or more of claims 1 to 31 for compacting, draining and forming soil.
A method of treating a soft soil foundation as claimed in any one of claims 32 to 35 wherein the bottom of the soil body pressure forming means is provided with reinforcing bars which remain on the soil body after the soil body pressure forming means has completed its operation.
A method of treating a soft foundation as claimed in any one of claims 32 to 35 wherein after the soil body pressure forming means has been operated, a reinforcement material is placed on the surface of the formed soil body to conform to the shape of the soil body.
A method of treating a soft soil foundation as claimed in any one of claims 32 to 35 wherein finished pile pipes or filled geotube sacks or filled fillers or poured concrete are placed in the extruded pit.
A treatment method of a rolling type soft soil foundation is characterized by comprising the following steps: 1) extruding, draining and forming a soil mass using a modular soil mass compacting and forming apparatus as claimed in any one or more of claims 1 to 31; 2) digging out an extrusion forming soil layer; 3) and (3) repeating the steps 1) and 2) until the set excavation depth is reached.
A method of handling soft rolling foundations as claimed in claim 39, further comprising the step of 4) placing finished pile pipes or filled geotube bags, or filled fillers, or poured concrete in the extruded pits.
A mixed reinforcement compaction method is characterized by comprising the following steps: 1) adding a reinforcement body on the surface of a soil body; 2) extruding, draining and forming a soil mass using a modular soil mass compacting and forming apparatus as claimed in any one or more of claims 1 to 31; 3) and placing finished pile pipes or filled geotube bags, or filling fillers or pouring concrete in the extrusion-molded pits.
The hybrid reinforcement compaction method of claim 41, wherein the reinforcement comprises a discrete reinforcement material or a reinforcement bag enclosing the discrete reinforcement material.
The hybrid reinforcement compaction method of claim 41, wherein the reinforcement comprises a discrete reinforcement material and a reinforcement bag enclosing the discrete reinforcement material.
The hybrid reinforcement compaction process of claim 43, wherein the discrete reinforcement material and the reinforcement bag surrounding the discrete reinforcement material are added simultaneously in a mixed manner or alternately in layers.
A hybrid ribbing process according to any one of claims 42 to 44 in which the tubular body of the ribbed bag is of water permeable or water impermeable material.
A baffle type river channel dredging construction method is characterized by comprising the following steps: 1) placing the modular soil compacting apparatus of claim 17 into a construction area in a waterway, the height of the barrier plate extending upwardly from the roof frame being greater than the depth of the waterway; 2) pumping water in the construction area; 3) the modular soil body pressure forming device extrudes, drains and forms the soil body at the bottom of the riverbed.
The dam-type river dredging construction method according to claim 46, further comprising the step 4): filling a granular material with a filtering function in the extrusion-molded pit, or pouring a layer of concrete, or stacking a geotextile tube bag filled with granular filler.
A method of dredging a baffled river as claimed in claim 46 or 47 wherein a plastic grid into which the aquatic plants are planted is placed at the bottom of the bed after treatment.
The method of claim 48, wherein the plastic grid is fixed to the bottom of the river bed by means of weights or spikes.
A baffle type river channel dredging construction method is characterized by comprising the following steps: 1) striking a baffle plate in a construction area in a river channel to cut off river water; 2) pumping water in the construction area; 3) lifting a modular soil compacting and forming apparatus as claimed in any one or more of claims 1 to 31 into the construction area to squeeze, drain and form the soil at the bottom of the river bed; 4) filling a granular material with a filtering function in the extrusion-molded pit, or pouring a layer of concrete, or stacking geotextile tube bags filled with granular fillers; 5) and (3) hoisting the modular soil body pressure forming device to the next construction area, and repeating the steps 1) -5) until all the construction areas are processed.
The method as claimed in claim 50, wherein a plastic grid for planting aquatic plants is placed at the bottom of the riverbed after the treatment.
The dam-type river channel dredging construction method according to claim 50, characterized in that the step 4) is replaced by: and placing a plastic grid for planting aquatic plants at the bottom of the river bed after the treatment is finished.
The method for dredging a dam-type river channel according to claim 50, wherein the step 4) and the step 5) are interchanged.
A construction method of a river pond dam is characterized by comprising the following steps: 1) striking a baffle plate in a construction area in a river channel to cut off river water; 2) pumping water in the construction area; 3) constructing a dam; 4) lifting a modular soil compacting and forming apparatus as claimed in any one or more of claims 1 to 31 into the construction area to squeeze, drain and form the soil at the bottom of the river bed; 5) filling a granular material with a filtering function in the extrusion-molded pit, or pouring a layer of concrete, or stacking geotextile tube bags filled with granular fillers; 6) and repeating the steps 1) -5) in the next construction area until all the construction areas are processed.
The method for constructing a dyke of a pond as claimed in claim 54, wherein the steps 3) and 4) are performed simultaneously.
The method as claimed in claim 55, wherein in step 4), after the soil body is extruded, drained and formed, the soil layer is excavated and extruded, and then the modular soil body pressure forming device is used to extrude, drain and form the soil body; and circulating the steps until the set excavation depth is reached.
A method as claimed in claim 56, wherein the excavated earth is used to construct a dyke.
The method of claim 54, wherein a plastic mesh for planting aquatic plants is placed on the bottom of the river bed after the treatment.
The method of claim 54, wherein the embankment is constructed with a bank road for motor vehicles, a green road for non-motor vehicles, and a hydrophilic pedestrian road for pedestrians.
A method for constructing a dyke of a river pond according to any one of claims 54 to 59, wherein the step 3) is performed by filling earth.
The method for constructing a dyke of a pond as claimed in claim 60, wherein said step 3) comprises:

3.1) spreading and rolling the soil;

3.2) squeezing, draining and forming the soil body by using the modular soil body pressure forming device of any one or more of claims 1-31;

3.3) pouring concrete or backfilling filler in the extrusion-molded pits;

and 3.4) spreading and rolling the soil material.
The method for constructing a dyke of a pond as claimed in claim 61, wherein steps 3.2) and 3.3) are repeated after step 3.4).
The method for constructing a dyke of a river pond according to claim 54, wherein in the step 5), discrete materials having a filtering function are filled in the extrusion-molded pits, and a circulating water pipe is further provided in each pit, and the circulating water pipe is connected with an external pipe filter to form a loop.
A method of treating a soft soil foundation characterised by driving vertical drainage plates into the soil and then extruding, draining and forming the soil using a modular soil compression forming apparatus as claimed in any one or more of claims 1 to 31.
A method for processing a prefabricated module bearing pile body composite foundation structure, which is characterized in that a modular soil body pressure forming device according to any one or more of claims 1 to 31 is adopted to extrude, drain and form a soil body; the method comprises the following steps of:

1) adopting a modular soil body pressure forming device to perform pressure compaction drainage consolidation on the foundation to form a forming pit;

2) and placing a concrete prefabricated part configured with the shape of the pit in the forming pit, wherein a connecting member for connecting an upper device is filled in the concrete prefabricated part.
The method of treating a composite foundation structure of precast modular pressure-bearing pile body of claim 65, wherein the concrete precast member is a monolithic structure.
The method of treating a composite foundation structure of precast modular pressure-bearing pile body of claim 65, wherein the concrete precast member is a fabricated structure.
The method for processing the composite foundation structure of the precast modular pressure-bearing pile body according to claim 67, wherein the fabricated concrete precast members are put into the pits after being spliced into a whole, or the splicing modules are put into the pits before being connected into a whole.
The method for processing a composite foundation structure of a precast modular pressure-bearing pile body according to claim 65, wherein a reinforcement member is further provided in the concrete precast member.
A method of treating a composite foundation structure of precast modular pressure bearing piles as claimed in claim 69, wherein the reinforcement members are of box, frame or cage construction.
A method for treating a composite foundation structure of precast modular pressure-bearing pile bodies according to claim 65, wherein the modified foundation is obtained by: laying at least one layer of discrete material and/or geotechnical reinforcement material and/or modified soil on engineering undisturbed soil; and then compacted or shaped and then compacted.
The method for processing a composite foundation structure of a precast modular pressure bearing pile body according to claim 71, wherein the modified soil is soil added with a curing agent; the curing agent comprises but is not limited to lime cement inorganic curing agent, slag dry powder soil curing agent, high clustering ion soil curing agent, organic enzyme protein soil curing agent and organic and inorganic combined curing agent.
A method of handling a composite foundation structure of precast modular bearing piles according to claim 71, wherein said discrete materials include any one of earth, gravel aggregate, mixed crushed building waste or hard stone, or a combination of two or more of them.
The method for treating a composite foundation structure of a prefabricated modular pressure-bearing pile body according to claim 71, wherein the geotechnical reinforcement material is any one of or a combination of two or more of plastic drainage plates, reinforcement strips, geogrids, geotextiles, geomembranes, geocells, geonet mats and composite geotechnical materials.
A method for processing a composite foundation structure of a precast modular pressure-bearing pile body as claimed in claim 71, wherein a vibratory roller, a dynamic rolling, a dynamic push rod tamping, a heavy object impacting and compacting, a vibratory hammer impacting and compacting, or a modular soil body pressure-applying forming device of the invention is used to shape or compact the soil body.
A method of treating a composite foundation structure of precast modular pressure bearing piles according to claim 65, wherein a concrete interlayer is further provided between the concrete precast member and the pit.
The method of treating a composite foundation structure of precast modular pressure bearing piles according to claim 76, wherein the concrete sandwich is laid on the bottom of the pit by pouring concrete.
The method for treating a composite foundation structure of a precast modular pressure-bearing pile body according to claim 76, wherein the concrete sandwich is laid on the bottom and/or the sidewall of the pit by spraying with a spray gun.
The method for processing the composite foundation structure of the precast modular pressure-bearing pile body according to claim 78, wherein the concrete interlayer is made of cement concrete, 2-3% of an accelerator is added, and the thickness of the sprayed layer is 50-300 mm.
A concrete preform comprising a preform body, wherein the preform body has a profile adapted to fit the molding cavity of claim 94.
The concrete preform of claim 80, wherein the preform body is of unitary or fabricated construction.
The concrete preform of claim 80, wherein a reinforcement member is provided in the preform body.
A concrete pre-form according to claim 82 wherein the reinforcing member is of box, frame or cage construction.
The concrete preform of claim 82, wherein the stiffening member is further provided with a filter material on the inside and/or outside.
The concrete preform of claim 84, wherein the filter material comprises geotextile, geomembrane, and/or a composite geotextile material.
The concrete preform of claim 80, wherein the preform body is a solid body or a hollow body.
The reinforced combined reinforcement treatment method for soil body by mechanical pressing compaction drainage consolidation is characterized in that the modular soil body pressing forming device according to any one or more of claims 1 to 31 is adopted to extrude, drain and form the soil body; which comprises the following steps: 1) vertically arranging a plurality of drainage materials in undisturbed soil of a project at certain intervals and at certain depth; 2) laying at least one layer of geotechnical reinforcement material; 3) the modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid geotechnical reinforcement material and the soil body are interwoven, extruded and mixed, the effect of strengthening the composite reinforcement of the soil body and the geotechnical reinforcement material is achieved, and the reinforcement of the engineering weak soil body is realized.
The method of claim 87 wherein a bonding layer is disposed between adjacent layers.
The method of claim 88 wherein the bonding layer is made of a bonding material selected from the group consisting of cement, modified soil, and cement concrete.
The method of claim 89 wherein the binder is in the form of any one of a dry powder, a dry granular dispersion, a wet semi-solidified or a wet fluid.
The mechanically-compacted drainage consolidated soil body reinforcement combined reinforcement treatment method of claim 90, wherein the modified soil is soil added with a curing agent.
The mechanical pressing compaction drainage consolidation soil body reinforcing combined reinforcement treatment method of claim 91, wherein the modified soil is laid according to the following method: the undisturbed soil and the curing agent are stirred and mixed in a stirrer according to a proportion, and then the fluid mixture is poured into a construction area and paved flatly.
The mechanical pressing compaction drainage consolidation soil body reinforcing combined reinforcement treatment method of claim 92, wherein the modified soil is laid according to the following method: spreading the undisturbed soil, spreading the curing agent on the undisturbed soil, and finally mixing by using a road mixer.
The method for processing the structure of the composite foundation with the joint curing interlayer of the pressure-bearing pile body of the backfilling and placing reinforced module is characterized in that the modular soil body pressure forming device according to any one or more of claims 1 to 31 is adopted to extrude, drain and form the soil body; the method comprises the following steps of:

1) adopting a modular soil body pressure forming device to carry out pressure compaction drainage consolidation on the soil body to form a pit;

2) laying a concrete interlayer at least at the bottom of the forming pit;

3) backfilling at least one of the following fillers in the pits for laying the concrete interlayer:

A. the modified soil is prepared by mixing the following raw materials,

B. the material of the discrete bodies is selected from the group consisting of,

C. the concrete is mixed with the main component of the concrete,

D. and a reinforced pipe bag wrapped with the dispersion material.
The method for treating the combined curing sandwich composite foundation structure of the backfilling placed reinforced module pressure-bearing pile body according to claim 94, wherein the modified soil is soil added with a curing agent; the curing agent comprises but is not limited to lime cement inorganic curing agent, slag dry powder soil curing agent, high clustering ion soil curing agent, organic enzyme protein soil curing agent and organic and inorganic combined curing agent.
The method for treating the backfill placing reinforcement module pressure-bearing pile body combined curing interlayer composite foundation structure according to claim 94, wherein the discrete materials comprise any one of soil, gravel aggregate, mixed broken construction waste or hard stone, or a combination of two or more of the materials.
The method for treating the combined curing sandwich composite foundation structure of the backfilling placed reinforced module pressure-bearing pile body according to claim 96, wherein a filtering device with water body filtering and circulating purification functions is embedded in the discrete material layer.
The method for processing the backfill placing reinforcement module pressure-bearing pile body combined curing sandwich composite foundation structure according to claim 94, wherein a single filler is backfilled at one time or paved layer by layer.
The method for treating the combined curing sandwich composite foundation structure of the backfilling placed reinforced module pressure-bearing pile body according to claim 94, wherein two or more fillers are added in layers or mixed.
The method for processing a backfill placing reinforcement module pressure-bearing pile body combined curing sandwich composite foundation structure according to claim 94, wherein geotechnical reinforcement materials and/or reinforcement prefabricated members are also placed in the forming pits.
The method for processing the combined curing sandwich composite foundation structure of the backfilling placed reinforced module pressure-bearing pile body according to claim 100, wherein the reinforced prefabricated members are frame or box structures, and are integral structures or spliced parts made of steel, wood, bamboo-wood composite materials, stone or plastic plates.
The method for processing the backfill placed reinforcement module pressure-bearing pile body combined curing interlayer composite foundation structure according to claim 94, wherein after the step 3) is finished, the soil body after backfill is shaped and compacted.
The method for processing the combined curing sandwich composite foundation structure of the backfilling placed reinforced module pressure-bearing pile body according to claim 94, wherein the concrete sandwich is laid by adopting a dumping mode.
A mechanical pressing compaction drainage consolidation soil body combined soil body modification enhancement treatment method is characterized in that the modular soil body pressing forming device according to any one or more of claims 1-31 is adopted to extrude, drain and form a soil body; which comprises the following steps: 1) vertically arranging a plurality of drainage materials in undisturbed soil of a project at certain intervals and at certain depth; 2) laying at least one layer of modified soil; 3) the modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the modified soil and the undisturbed soil are interwoven, extruded and mixed, the soil body achieves the effects of modification solidification and reinforcement, and the reinforcement of the engineering weak soil body is realized.
The method of claim 104, wherein in step 1), the undisturbed soil and the curing agent are mixed together by a road mixer.
The method of claim 104, wherein in step 1), one or more layers, discrete materials, geotechnical reinforcements and/or modified soils are laid on the modified soil.
The method for modifying and enhancing a soil mass with a combination of a mechanically compacted drainage consolidated soil mass as claimed in claim 104 further comprising the step of 3): and paving one or more layers of discrete materials, geotechnical reinforcement materials and/or modified soil on the reinforced soil body.
The mechanical pressing compaction drainage consolidated soil body combination soil body modification enhancement treatment method of claim 107, further comprising step 4): and further pressing, compacting, draining and solidifying by adopting a modular soil body pressing and forming device.
The method of claim 108, wherein steps 3) and 4) are repeated until the soil strength meets design requirements.
The method as claimed in any one of claims 106 and 107, wherein an adhesive layer is disposed between adjacent layers.
The method as claimed in any one of claims 104-109, wherein the modified soil is soil with added curing agent.
The mechanical pressing compaction drainage consolidation soil body combined soil body modification and enhancement treatment method as claimed in claim 111, wherein the modified soil is laid according to the following method: stirring and mixing undisturbed soil and curing agent in a stirrer according to a proportion, pouring the fluid mixture into a construction area, and spreading and flattening.
The method for modifying and enhancing a soil body as claimed in claim 112, wherein the modified soil is laid as follows: spreading the undisturbed soil, spreading the curing agent on the undisturbed soil, and finally mixing by using a road mixer.
A mechanical pressing compaction drainage consolidation soil body reinforcing treatment method, which is characterized in that the modular soil body pressing forming device according to any one or more of claims 1-31 is adopted to extrude, drain and form the soil body; which comprises the following steps: 1) vertically arranging a plurality of drainage materials in undisturbed soil of a project at certain intervals and at certain depth; 2) laying at least one layer of discrete material; 3) the modular soil body pressure forming device is adopted to carry out pressure compaction drainage consolidation on the soil body, so that the laid bulk materials and the soil body are mutually interwoven, extruded and mixed, the effects of soil body mixing modification and reinforcement are achieved, and the reinforcement of the engineering weak soil body is realized.
The method of claim 114 wherein the bonding layer is formed of a bonding material selected from the group consisting of cement, modified soil, and cement concrete.