32results about How to "Large pile diameter" patented technology

The invention relates to a joint grouting method from bottom and side of a prestressed pipe pile. The pipe pile in the soil is subjected to pressure joint grouting on the bottom and side (hole wall) of the pile through a ground grouting device by pre-burying pipelines at the bottom and side of the prestressed pipe pile. Post-grouting quality control adopts a dual-control method of grouting amount and grouting pressure; and cement injection quantity control is used as a primary part, and pumping end pressure is used as an auxiliary part. On one hand, a convex slurry pack stone body formed by grouting plays a protection role on a joint of the pipe pile and the use durability of the pipe pile is improved. In addition, the mechanical performance of a soil body and a boundary condition between the pile soils are changed by grouting, and the strength and the stability of rock-soil around the pile are further improved, so as to improve the bearing capacity of a pile foundation and reduce the settling volume. Therefore, the pile arrangement quantity and the size of a cushion cap can be reduced, the construction period can be shortened, and the construction costs can be reduced.

The invention relates to a porous pipe method large-diameter high-pressure jet grouting pile construction method. A high-pressure water conveying pipe, a high-pressure water compressed air conveying pipe and the like are arranged in a drill rod, the lower part of a drill bit is respectively provided with a high-pressure solidifying liquid and compressed air jet opening, a high-pressure water pipe jet opening and a compressed air water spraying opening, the positions of the high-pressure water pipe jet opening and the compressed air water spraying opening are positioned above the high-pressure solidifying liquid and compressed air jet opening, the bottom of the drill bit is provided with a high-pressure water jet opening, and the high-pressure water conveying pipe downwards jets water flow through the high-pressure water jet opening for cutting, so that the lower side of the drill pipe reaches the design pile bottom elevation, then, high-pressure water jet flow and compressed air jet flow are jetted from the high-pressure water pipe jet opening and the compressed air jet opening, high-pressure solidifying liquid and compressed air jet flow is jetted out from the high-pressure solidifying liquid and compressed air jet opening and is rotationally lifted along with the drill rod, and the peripheral soil bodies are subjected to secondary cutting, so that cement slurry and soil are stirred to be mixed into a pipe. Compared with an ordinary high-pressure jet grouting pile, the porous pipe method large-diameter high-pressure jet grouting pile has the advantage that the integral pile forming efficiency is improved by about 30 percent.

The invention discloses a novel steel pipe pile foundation for preventing pile circumferential soil from being liquefied under an action of waves. The novel steel pipe pile foundation is characterizedin that a vacuum cavity is formed in a steel pipe pile below a seabed mud surface, the vacuum cavity is connected to a vacuum pump through a suction pipe, the vacuum pump is provided with a water outlet, drainage holes are distributed in the wall of the steel pipe pile corresponding to the vacuum cavity, water is permeated to the pile circumferential soil and enters the vacuum cavity through thedrainage holes, and then under the action of the vacuum pump, the pile circumferential soil is discharged to the vacuum pump through the suction pipe and then is discharged from the water outlet; andpreference is given, the device can further comprise a wave energy conversion section, a permeation layer expansion section and the like. According to the novel steel pipe pile foundation, the pore water pressure caused by the waves is reduced on the premise that the property of the pile circumferential soil is not changed, so that the liquefaction is prevented and the environment influence is small; the vacuum suction force is manufactured by utilizing the wave energy, and extra energy consumption is not needed; and the effect area of the pile soil is expanded by the permeation layer expansion section, so that the soil resistance is fully obtained so as to reduce the displacement response of the pile foundation under the action of the waves.

The invention discloses a micro-disturbance inclined rotary grouting group pile occlusal reinforcement method for a shield tunneling under a house, which includes: determining the setting position of the rotary grouting pile, pile forming angle, driving depth, Reserve empty pile positions; determine drilling parameters, and drill inclined holes; detect the initial height of the ground within the preset range; place the bottom of the drill pipe into the inclined hole for jet grouting pile construction, and the drill pipe includes at least one section of suction multiple The ground height is detected in real time during the construction process. If the ground height rise at any position within the preset range is higher than the first threshold, the multiple suction pipes are used to pump the slurry until the ground height no longer rises. If If the lowering amount of the ground height at any position within the preset range is lower than the second threshold value, then the multiple suction pipes are used to inject water or air until the ground height is no longer lowered. The invention can minimize the impact on stratum disturbance, has simple technological process, and can effectively reduce the ground subsidence caused by the shield tunnel passing through the house.

The invention relates to a cast-in-place pile side slurry sealing and pile end extrusion grouting system and a construction method thereof.The cast-in-place pile side slurry sealing and pile end extrusion grouting system comprises a pile side slurry sealing device and a pile end extrusion grouting device, and the pile side slurry sealing device is arranged on the outer side face of a reinforcement cage of a cast-in-place pile; the upper end face of the pile end extrusion grouting device is fixedly connected with the bottom end of the reinforcement cage, the lower end face of the pile end extrusion grouting device abuts against pile bottom sediment in the sinking process of the reinforcement cage, and the pile bottom sediment is axially and downwards pushed, compacted and compacted through the pile end extrusion grouting device; the pile side slurry sealing device forms a pile side slurry sealing section on the outer side of the reinforcement cage after slurry jacking, high-pressure grouting is conducted on the pile end of the cast-in-place pile and the pile side range below the pile side slurry sealing section through the pile end extrusion grouting device, and grouting reinforcing layers are formed on the pile bottom face and the pile side face. The method has the advantages that the construction process is simple, the flowing direction and the diffusion range of grout injected into the pile end and the pile side can be quantitatively and controllably controlled, then the single-pile bearing capacity of the cast-in-place pile can be greatly improved, and the settlement amount of a foundation pile is reduced.

The invention discloses a method for post-grouting in the bottom of a pile, which comprises the following steps: in the process of constructing the pile by drilling holes, a grouting pipeline is prearranged in the bottom of the pile and grout is injected. The method has good grouting effect and high success rate of grouting.

The invention discloses a grouting type gravity anchor pile foundation suitable for medium water depth, which comprises a gravity chamber and steel pipe piles. The gravity chamber is located on the mud surface of the seabed, and a pile plate is arranged on the bottom surface of the gravity chamber. The steel pipe piles described above run through the entire gravity chamber and the pile plate, and are inserted deep into the seabed. Among them, the steel pipe piles located inside the gravity chamber are provided with several rows of shear keys distributed along the circumference of the steel pipe piles. The bottom is provided with a number of skirts, the skirts are inserted into the seabed, and the gravity chamber is provided with a grouting inner pipe, and the grouting inner pipe is connected with a grouting machine. The gravity chamber of the present invention can form an obvious additional self-weight section. By combining the grouting technology, the self-weight of the anchor pile foundation after the completion of the laying can be further increased, thereby effectively increasing the vertical pull-out bearing capacity and forming a full-angle anti-mooring The capacity of the cable load is improved, and the setting of the bottom apron further improves the horizontal bearing performance, and the device of the present invention can be prefabricated as a whole, which is convenient for construction.

The invention discloses a double-tube dry-shotcrete cement soil pile-forming method which comprises a first step of conducting ventilation premixing sinking, a second step of conveying and lifting dry powder curing agent, and a third step of conducting repeated mixing and forming a pile. A high-pressure draft is jetted into the soil through air tubes, and the high-pressure draft has the functions of soil cutting and cement soil stirring. Therefore, construction of a power-spraying pile with a large diameter and a large depth can be achieved, and the efficiency of construction and the quality of the formed piles can be improved.

The invention provides a method for drilling and filling a concrete hollow pile. The method comprises the following steps: drilling by using a long spiral drilling machine; arranging a steel bar cage in a drilled hole; keeping a protection layer between the steel bar cage and a hole wall; filling concrete into the drilled hole; sinking an inner core pipe into the drilled hole and keeping for the first pre-set time; and pulling out the hollow core pipe after second pre-set time to form the concrete hollow pile. The method provided by the invention has the beneficial effects that the inner core pipe is sunk into a concrete pile so that a pile body of the concrete pile and a soil body beside the pile are compacted; meanwhile, the pile diameter of the concrete pile is increased so that the aim of improving the pile bearing force is achieved.

The invention discloses a construction method for underground excavation station bottom part water-stopping. The construction method for underground excavation station bottom part water-stopping comprises the steps that construction preparation is conducted, pilot holes are constructed, chambering is conducted, mixing is conducted, a rotary jet grouting mixing pile is formed, a next rotary jet grouting mixing pile is constructed to be mutually occlusive to a pile body side part of the previous rotary jet grouting mixing pile, and a water-stop curtain is formed. An immersed tube method or a slurry wall protection method can be adopted in the construction of the pilot holes. The rotary jet grouting mixing pile at the previous pile position and the pilot hole at the next pile position can beconstructed simultaneously. According to the construction method for the underground excavation station bottom part water-stopping, the precipitation technology of a precipitation well is completely abandoned, groundwater resources are effectively protected, the problem of the station bottom part water-stopping in water-rich stratum is solved, at the same time, the construction method is simple and flexible, the construction period is short, the stratum is widely applicable, maneuverability is high, bearing capacity and anti-floating ability are extremely high, the construction impact is small, the underground environment is not harmed, and the construction method for underground excavation station bottom part water-stopping is of great engineering practical value for large-area and low-clearance underground excavation station construction with high underground water level.

The invention relates to reinforced long-screw rock-socketed construction equipment. The reinforced long-screw rock-socketed construction equipment consists of a reinforced rack, a special power system, a drilling system and a cooling system, wherein the reinforced rack comprises a control console and a pile frame, the special power system comprises a power head, an oil pressure delivery pipe and a power station, the drilling system comprises a reinforced drill rod, a special drill bit and a multifunctional flange plate, and the cooling system consists of a grouting pump, a grouting pipe, a welded connecting pipe and a spray nozzle. A construction process adopting the reinforced long-screw rock-socketed construction equipment comprises the steps of pile position setting-out, construction equipment adjustment, drilling machine movement in position, soil layer drilling, cutting of bedrock for hole formation to design depth, grouting for pile formation, etc. The reinforced long-screw rock-socketed construction equipment and the process thereof have the advantages that the drilling ability is strong, the application scope is wide, the problems that a long-screw drilling machine cannot realize drilling, is get stuck and the like in dense large-grain-size gravel soil layers and decayed rock layers are solved, and a foundation is laid for widely applying long-screw hole drilling for pile grouting.

The invention relates to a construction process of floral tube dry filling piles with obvious engineering effect, low economic cost, high technical content and high resource utilization by improving the inherent characteristics of cement, soil strata, materials and the like. The process comprises the following steps of: (1) pore-forming process: 1, using dry pore-forming process for pore-forming piles above underground water level; 2, positioning a pore opening machine and a drill for pore-forming piles below underground water level; drilling in at low stroke and high rotary speed with clean water; reaching a drilling-in depth; lifting to a pore opening at unified stroke and high rotary speed with clean water; drilling into a pore bottom at unified stroke and high rotary speed with clean water; rotating at high speed and filling with cement mortar; and lifting to the pore opening at high rotary speed and low stroke after cement mortar returns to the pore opening; moving the drill; (2)the process of installation and pile molding by filling: adopting the following steps for installing pile pores and filling dry cement above or below water level: installing floral tubes; correcting the pore position of the floral tubes; filling the dry cement; and filling the dry cement to an elevation required by the design.

A construction method for water stop at the bottom of underground excavation station, including construction preparation, construction pilot hole, hole expansion, stirring, rotary spraying, forming rotary spraying mixing pile, constructing the next rotary spraying mixing pile and the pile of previous rotary spraying mixing pile A step in which the sides of the body are occluded with each other to finally form a water-tight curtain. The construction of the pilot hole can adopt the immersed pipe method or the mud retaining wall method, etc. The rotary jet mixing pile at the previous pile position and the pilot hole at the next pile position can be carried out at the same time. The invention completely abandons the dewatering technology of the dewatering well, effectively protects the groundwater resources and solves the problem of water-stopping at the bottom of the station in the water-rich stratum. At the same time, the construction method is simple and flexible, the construction period is short, the stratum is widely applicable, and the controllability is strong. Strong bearing capacity and anti-floating capacity, small construction impact, harmless to the underground environment, and has strong engineering practical value for the construction of low-clearance submerged excavation stations with large areas and high groundwater levels.

The invention relates to equipment and a method for constructing a high-pressure rotary jet stiffening pile by using a ribbed drilling method. The technical scheme is that: the equipment comprises an end bearing plate which is adjacent to a bearing; the bearing is provided with a protective cover; and a tapered propelling body is arranged on the non-bearing side of the end bearing plate. The equipment also comprises a vibroflot on one side, which is not provided with a drive drill pipe, of a power head. Due to the adoption of the technical scheme, the equipment and the method have the beneficial effects that the bearing is effectively protected; the protective cover is arranged outside the bearing, so that sand cannot enter the bearing; the sectional protective cover has a splicing surface which is a folding surface, and can be split through the splicing surface; the bearing can be replaced, and the sand and the like can be effectively prevented from entering the bearing through the folding surface; the tapered propelling body is arranged on the non-bearing side of the end bearing plate, so that obstacles on a propelling path can be effectively eliminated, and the end bearing plate can be smoothly propelled to finish construction; in addition, the vibroflot is arranged, so that the stratum on the propelling path can be effectively loosened, and the construction can be smoothly finished; and manpower and material resources are saved, work hours are reduced, complex procedures are eliminated, and pore-forming, rib insertion and grouting can be finished at one time.