46results about How to "Reduce pore water pressure" patented technology

The invention discloses a vacuum preloading foundation treatment construction method. The method includes the first step of conducting survey staking out, the second step of laying geotechnical cloth, the third step of laying vitex fences, the fourth steps of laying a soil cushion layer, the fifth step of laying a sand cushion layer, the sixth step of arranging a plastic drain plate in a striking mode, the seventh step of excavating a pressed film ditch, the eighth step of cleaning and embedding a plate head, the ninth step of embedding filter tubes and a film outlet device, the tenth step of cleaning and leveling the surface of the sand cushion layer, the eleventh step of laying a plastic film, the twelfth step of constructing a dam, the thirteenth step of vacuum air exhaust, the fourteenth step of vacuum unloading, and the fifteenth step of conducting cleaning and disassembly. According to the method, the strength and the rigidity of a foundation are improved, the reinforcing speed is high, the densification effect is good, the strength increase rate is high, the density of the foundation is improved, the foundation is made to be more stable, and the settling volume of the foundation is reduced. Vacuum is generated through air exhaust, the pore water pressure is effectively reduced, negative excess pore water pressure is generated to increase the effective stress of a soil body, reinforcing is conducted through the pore water pressure so that sphere effective stress increment can be generated, and the construction speed is effectively increased.

The invention discloses an anti-liquefaction three-dimensional drainage rigid pile and a construction method thereof. Multiple grooves are vertically formed in the side surface of the rigid pile; vertical drainage bodies are arranged in the grooves; multiple grooves are transversely formed in the side surface of the rigid pile; transverse drainage bodies are arranged in the grooves; the depths of the vertical grooves and the vertical drainage bodies can reach the bottom of a liquefied soil layer; and the transverse grooves and the transverse drainage bodies are arranged on a pile body in a range of the liquefied soil layer. The vertical drainage bodies and the transverse drainage bodies are fixed in the grooves; and layers of steel wire meshes cover the surfaces of the drainage bodies.

The invention discloses an inner ring type seabed suction anchor for deep sea and an installation method thereof. The suction anchor comprises a suction main barrel, the suction main barrel is of a barrel type structure of which the bottom is opened and the top end is closed, the inner wall of the suction main barrel is provided with a plurality of hollow annular bulges at equal intervals along anaxial direction, the inner wall of the suction main barrel and the side walls of the hollow annular bulges form a barb-shaped structure, and the center and the edges of the top of the suction main barrel are provided with drainage holes. The suction anchor can more smoothly sink and penetrate into the soil, can sink to the preset design depth, reduces the disturbance to the soil outside the barrel to the maximum extent under the effect of increasing side friction resistance, and reduces the erosion of sea waves on existing foundations; the vertical bearing capacity and the ultimate pull-out resistance bearing capacity of the suction anchor can be greatly improved under various working conditions; and under the condition of realizing the functions, the convenience of recycling the suctionanchor can also be ensured.

The invention relates to a pool with a multi-layer structure and a building method of the pool. The bottom of the pool is arranged under the ground, a part which extends from the highest place of an excavation side of a side wall of the pool to the ground at one non-excavation side is provided with a top press region; an underground water discharge layer is arranged under the bottom surface of the pool, and a base cushion layer, a seepage-proof layer and a protecting layer, which are connected with one another into a whole, are sequentially arranged on the underground water discharge layer, the excavation side of the side wall of the pool and the top press region; and a ring-shaped underground water discharge blind drain is arranged under the underground water discharge layer along the lowest place of the excavation side of the side wall of the pool, at least one linear underground water discharge blind drain is arranged under the excavation side at the bottom of the pool, two ends of the linear underground water discharge blind drains are communicated with the ring-shaped underground water discharge blind drain, and a water outlet of the ring-shaped underground water discharge blind drain is connected with an underground water discharge pipe. The pool is ingenious in conception, is resalable in design, and has the advantages of being high in foundation deformation resistance, high in stability, good in water-storing and seepage-proof effect, low in project cost, long in the facility service life, wide in application range, simple in construction and the like.

The invention discloses a foundation pit support method of soft soil foundation. Vacuum preloading is carried on soft soil road sections as the foundation pit support is carried on undercrossing construction of the soft soil highway. The construction steps are as follow: firstly, cement-soil mixing piles are erected at the corresponding positions on ground at two sides of the undercrossing road section and the soft soil road section is divided into a plurality of closed areas by the cement-soil mixing piles; plastic drainage plates are erected in a certain space in each closed area; sand cushion is paved on the ground in each closed area and a filter strainer is embedded in the sand cushion; the sand cushion is covered by a sealing film so as to be separated from air; a vacuum pump is communicated with the filter strainer in the sand cushion and exhausts to discharge air in the sealing film; finally, vacuum value in the sealing film is kept to be more than 80 KPa. As the preloading of undercrossing road section is stopped, the foundation degree of consolidation is required to be more than 80% and then foundation pits in the undercrossing road section are excavated and parapets in the undercrossing road section are set.

The invention discloses an anti-skid drill cast-in-place pile foundation in a high-sensitivity soft soil area and a construction method thereof. The anti-skid drill cast-in-place pile foundation comprises novel steel protecting cylinders, a steel protecting cylinder installing device and a drill cast-in-place pile main body. The drill cast-in-place pile main body comprises common steel protectingcylinders, a steel reinforcement cage and concrete. All the novel steel protecting cylinders and all the common steel protecting cylinders are sequentially connected in a sealed manner from bottom totop. The steel protecting cylinder installing device comprises a suction barrel and a magnetic installing ejection cap. According to the anti-skid drill cast-in-place pile foundation, the novel steelprotecting cylinders with automatic hole pressure adjusting systems are adopted, and thus during the operation stage of the anti-skid drill cast-in-place pile foundation in the high-sensitivity soft soil area, hole water pressure in a periphery soil body of the pile foundation can be adjusted automatically. The suction barrel technology is adopted for installing the steel protecting cylinders, itis ensured that in the construction process, the soil body on the periphery of an anti-skid drill cast-in-place pile is reduced as much as possible, and the liquefaction risk of the soil body on the periphery of the pile foundation during the construction period is effectively reduced. The construction method is safe, reliable, convenient and rapid, and has a wide project application prospect.

The invention relates to a stability and pore pressure control technology for a loess-substrate waste dump. A loess substrate of a waste dump is provided with a water insulating layer; a saturated aqueous loess substrate on the water insulating layer forms an evolution weak layer to constitute a potential slope sliding surface under the condition of rainfall or other replenishment; and the sliding surface is confirmed according to a geological exploration result. The stability and pore pressure control technology is characterized in that by aiming at a selected profile, the pore pressure u which is equal to CeDt is solved by fitting according to soil mechanics indoor test and field hydraulic gage monitoring in the waste dump, and pore pressure dissipating time t is equal to D01nu+C0; a dynamic stability coefficient Kd is confirmed for decisions on waste disposal or waste disposal control; a quantitative analysis method is provided for the stability control technology for the loess-substrate waste dump so as to realize waste disposal engineering advancing by areas, waste disposal strength control and pore water pressure and slope displacement monitoring; a pore water pressure control method is used to ensure that the waste dump is stable and the waste disposal capacity and the waste disposal strength of the waste dump is improved to the greatest extent at the same time; and the stability and pore pressure control technology is suitable for a design phase and a construction or use phase of a loess-substrate waste dump with the evolution weak layer.

The invention discloses a construction method for driving a pre-stressed hollow pile into thick-layer soft soil, and belongs to the technical field of civil engineering pile driving. The construction method comprises the following steps: drilling a dewatering well on the edge of a pile site area; while the dewatering well is drilled, drilling and arranging water draining boards at the periphery of the pile site and other vacant positions according to rectangular arrangement; and implementing the pile driving after the water draining boards are drilled and arranged for 20-30 days by adopting an intermittent driving method and a skid driving method. The construction method disclosed by the invention has the advantages that: due to the adoption of two technologies, namely the dewatering well and the water draining boards, the pore water pressure in the soft soil can be effectively reduced and the foundation is consolidated. According to the intermittent driving method and the skid driving method, two paths for diffusing the pore water pressure are opened up, and thus the stability of driving the pre-stressed hollow pile into the thick-layer soft soil is fully ensured and the requirements for the construction quality and a bearing force can be met.

The invention discloses a construction method of a water island reef blowing filling construction sand filling machine. A reef sand receiving hopper is installed at the top of a vibrating screen; thevibrating screen is installed at the top of a platform; a crushing stirring tank for crushing reef sand is arranged on the outer side wall of a water flow separation tank and fixed at the top of the platform; the bottom of a drying pipeline is connected with the stirring tank; a drying box is arranged at the top of the stirring tank; the four corners of the bottom of the platform are provided withrollers which are supported on a rail of a sea filling area; the bottom of the platform is provided with a vibration buffering device; and the bottom of the stirring tank is connected with a rotatable sand discharge port. The large-particle-size reef sand is crushed and stirred through rotating fan blades of the sand filling machine, so that the large-particle-size reef sand particles are crushedto become smaller, the later-stage crushing stress of the reef sand is increased, the possibility that the bottom reef sand is crushed due to the increase of the gravity at the upper part in the later-stage filling process is greatly reduced, and thus a series of engineering problems of land subsidence, ground cracks and the like in the later stage are avoided.

The invention discloses a method for determining the optimal plant density of a three-dimensional geonet pad ecological slope protection slope surface, and relates to stability of the side slope or the slope. The method comprises: calculating the runoff depth, the minimum slope soil particle starting speed and the slope average runoff speed according to the runoff coefficient, the slope typical soil particle diameter, the slope roughness, the slope angle, the plant tillering coefficient, the leaf shape, the actual dry volume weight of soil, the stable dry volume weight after compaction, the film water parameter and the comprehensive binding power parameter; obtaining the total transverse row number of plants on the ecological grass planting slope surface according to the relationship between the average runoff speed of the slope surface and the minimum starting speed of slope soil particles; finally, determining the optimal plant density of the slope surface of the three-dimensional geonet pad ecological slope protection according to the total transverse row number of the plants. The defect that in the prior art, the optimal plant density of the slope surface cannot be accurately calculated in the construction process of the three-dimensional geonet pad ecological slope protection is overcome, a large number of surplus purchased grass seeds are prevented, and the engineering cost is greatly reduced.

The invention discloses a roadbed treatment method based on combination of vacuum dewatering and dynamic compaction. The roadbed treatment method comprises the following steps: S1, construction preparation; s2, hole drilling and pipe burying: holes are drilled in the precipitation drilling area, a vacuum dewatering well is arranged, a drainage ditch is arranged near the vacuum dewatering well, water pumping equipment is installed for water pumping, a water pumping pipe pumps water in the vacuum dewatering well into the drainage ditch, and the underground water level is controlled to be below the roadbed treatment depth; S3, dynamic compaction filling: the soil layer of the dynamic compaction area is evenly tamped and filled with reinforcements, the filling height is the roadbed treatment depth, the reinforcements and the treated soil layer jointly form a dynamic compaction reinforcing layer, and the reinforcements are one or more of hard rock fragments, concrete fragments and construction waste fragments; S4, laying of a structural layer. According to the treatment method, the pore water pressure in the roadbed is reduced, the tamping effect during dynamic compaction is better achieved, post-construction settlement of the roadbed is reduced, and the bearing capacity of the roadbed is effectively improved.

The invention provides a slope protection structure applied to a hillside area and a method. The structure and the method have the advantages of being high in operability, low in manufacturing cost, capable of reducing damage to soil, good in slope protection effect and the like, a metal net, a vegetation layer and vegetation are adopted, the metal net is laid on the slope surface of a hillside through several anchor rods, the vegetation layer is laid on the metal net, the vegetation is planted on the vegetation layer to form a protective layer, the vegetation layer is arranged to reduce the pore water pressure of a slope body, the metal net has a certain slope protection effect, and the metal net, the anchor rods and the vegetation layer are effectively combined for use, so that rainfallcan be intercepted, water and soil loss can be controlled, the anti-scouring capacity of a hillside soil body can be improved, the vegetation can beautify a road, and various dust pollution in the field can be reduced through the vegetation, so that harmonious development of people and nature is achieved.

The invention discloses an expansive soil slope support structure and a construction method thereof. Through the expansive soil slope support structure and the construction method thereof, the problemthat a support of an expansive soil slope is prone to being damaged and thus loses efficacy is solved, and the problems that outside moisture enters a slope soil mass, and a protection structure is cracked can be effectively solved. According to the technical scheme, the expansive soil slope support structure comprises a water-permeable and water-drainage assembly and a vegetation protection assembly; the water-permeable and water-drainage assembly comprises a waterproof geotextile arranged on the expansive soil slope, and a water-permeable concrete layer is arranged on the waterproof geotextile; and the vegetation protection assembly comprises a backfill soil layer arranged on the water-permeable concrete layer, and a vegetation layer is arranged on the backfill soil layer.

The invention discloses a pretreatment method of a coastal soft foundation water gate pile foundation. Before the water gate pile foundation is constructed, a soft foundation shallow layer of a water gate is processed firstly, namely the whole water gate area is divided to an upstream connection area, a downstream connection area, a left bank connection area, a right bank connection area and a lock chamber foundation area, and vacuum preloading is conducted on all the areas, so that the consolidation degree and the horizontal resistance coefficient of a foundation soil layer are improved; then, according to the physical-mechanical indexes of the foundation soil layer which is improved after vacuum preloading, the design of the pile foundation is optimized, and the pile foundation is constructed. The pretreatment method solves the problem that a traditional soft foundation water gate pile foundation is too low in horizontal bearing capacity, the horizontal resistance coefficient of the soft foundation is effectively improved, the foundation bearing capacity is improved, and the differential settlement between connection sections between the water gate and the two banks is reduced.

The invention provides an anti-liquefaction treatment method for a liquefiable foundation. The anti-liquefaction treatment method comprises the following steps that a broken stone hardcore is laid, and specifically the broken stone hardcore with the preset thickness is laid on the surface of the liquefiable foundation; drainage plate construction is conducted, wherein the construction positions ofgravel piles are determined, the gravel piles are arranged in a regular triangle or square shape, and drainage plates are inserted into the geometric centers of the gravel piles arranged in the regular triangle or square shape; gravel pile construction is carried out; the broken stone hardcore is continuously laid, and the broken stone hardcore is laid to the designed thickness according to the designed thickness of the broken stone hardcore; and a non-liquefied soil layer is laid. The anti-liquefaction treatment method aims to overcome the defects of an existing anti-liquefaction treatment method for the liquefiable foundation.

The invention belongs to the technical field of weather-resistant hydrogel roadbeds, particularly relates to a weather-resistant hydrogel roadbed operation period water content and dense state regulation and control method, and provides the following scheme aiming at the problem that an existing roadbed is inconvenient to automatically regulate and control when the water content is too much or too little: the method comprises the following steps: S1, cleaning and compacting the surface of a foundation; S2, preparing a hydrogel roadbed filler; S3, laying the prepared hydrogel roadbed raw material on the surface of the foundation to form a first layer of improved roadbed; and S4, laying a plurality of layers of plain soil roadbed on the surface of the improved roadbed. The water absorption and release functions of the modified resin and the characteristics of the gel state are combined for mixed use, the roadbed is laid and improved in a layered mode, when the water content in the roadbed is increased to a certain threshold value, the modified resin can absorb water and is slightly swelled, a strength and compactness protection layer can be formed on the connection section of the foundation and the roadbed and the connection section of the roadbed and the pavement, and the pot cover effect is prevented.

The invention discloses a construction method for underwater well point dewatering reinforcement pile forming. The construction method comprises the following steps that S1, the initial water level and the mud surface depth are determined, and well point measuring and positioning are completed; S2, pressing a dewatering well pipe into the bottom mud; S3, a pore water pressure gauge and a submersible pump are placed in a dewatering well casing, and water pumping is tested; S4, after test water pumping is completed, the submersible pump and a drainage pipe are connected; S5, a water pumping system is started, and water pumping is stopped when the water level meets the design requirement; and S6, the dewatering well pipe is taken out, and gravel is backfilled. According to the construction method, the operation process is simple, the construction period is short, the construction sequence of dewatering firstly and then backfilling and pile forming in a well pipe hole is adopted, tube well point dewatering and backfilling and pile forming in the well pipe hole are combined, the underwater soft foundation is reinforced, the bearing capacity of the soft foundation is effectively improved, and good engineering application prospects are achieved.

The invention relates to a liquefaction prevention method of an offshore wind power jacket liquefaction prevention suction cylinder device. The suction cylinder device comprises a plurality of suction cylinder bodies arranged on the periphery of the lower end of a jacket, wherein a plurality of vertically distributed first pressure sensors are arranged on the outer side end faces of the suction cylinder bodies, a plurality of second pressure sensors are arranged at the lower end positions of the suction cylinder bodies, drainage holes communicating with a cavity are formed in the upper ends of the suction cylinder bodies, an extrusion assembly is arranged at the upper end position of the inner side of the cavity, a plurality of conduction pipes are arranged in the suction cylinder bodies, one ends of the conduction pipes are located at the upper end position of the inner side of the cavity, the other ends of the conduction pipes are located at the lower end positions of the suction cylinder bodies, and vacuum pumps are connected to the conduction pipes. The liquefaction prevention method has the following beneficial effects that efficient and rapid liquefaction prevention under the limit environment is achieved, and therefore the building stability of the jacket is guaranteed.

The invention discloses a restoration slope protection type interlocking ecological brick. The restoration slope protection type interlocking ecological brick comprises a brick body, a first ecological brick, a second ecological brick, a third ecological brick and a fourth ecological brick, the overall shape of the brick body is square, a first interlocking buckle body is arranged at the left endof the exterior of the brick body, a second interlocking buckle body is arranged at the rear end of the exterior of the brick body, the front end of the interior of the brick body is provided with a first interlocking buckle groove, and the right end of the interior of the brick body is provided with a second interlocking buckle groove. Formed planting grooves are used for filling and paving planting soil and sowing grass seeds, through the absorption and transpiration effects, planted plants reduce moisture in a slope body, the pore water pressure of a soil body is reduced, suction of the soil body is improved, slope body stabilization is facilitated, meanwhile, plant roots are intertwined in the soil to play a role in reinforcement, designed brick body single bodies are small, construction is more flexible and convenient, and a good laying effect can also be achieved for corners and uneven terrains.