669 results about "Pile cap" patented technology

The invention relates to a friction energy consumption type node connection device for a self-centering pier column structure, which is a device used for connecting a bridge pier or a frame column with a pile cap (a foundation), so as to improve the energy consumption of the pier column structure under the action of earthquake and eliminate or reduce the residual deformation and the injuries of the structure. The device comprises a pier column strengthening steel plate, a foundation pre-embedded steel plate, an angle steel, a friction bolt, a friction plate, unbonded prestressed tendons, an anchor bolt and the like. The device can connect a concrete pier column and the foundation into a whole through the unbonded prestressed tendons which are vertically arranged. When the earthquake strength achieves a certain degree, the pier column-foundation contact surface is open, and the pier column can produce a certain rotation relative to the foundation. A friction device can dissipate earthquake energy through friction at this time, and the prestress provided by the prestressed tendons can recover the structure to the initial position after the earthquake. A pre-embedded part at the end part of the pier column is used for improving the local bearing pressure of the concrete when the pier column rotates relatively.

A construction method for a precast energy pile is characterized in that a heat transfer tube is embedded into a hollow steel tube, the hollow steel tube replaces a traditional solid reinforcement and serves as a main reinforce ement of the precast pile, and for being connected with the heat transfer pipe in the precast pile, a heat transfer elbow and a heat transfer tube joint are embedded into a precast pile shoe and a precast pile cap. As the heat transfer tube is embedded into the hollow steel tube, the technical problems of mutual interference, poor concrete compactness, reinforcement corrosion, effect on the overall bearing capacity of a pile foundation and the like caused by binding and embedding of the heat transfer tube and the main reinforcement are effectively solved. Moreover, the embedded tube is higher in survival rate, a large number of piles are conveniently stacked and safely transported, construction period is short, and underground space and construction cost are saved.

The invention discloses a method for processing a soft roadbed through artificial composite crusts, including the following steps: first, constructing micro-piles; second, constructing a construction waste cushion layer; third, constructing pile caps and paving steel-plastic geotechnical grilles; fourth, filling and building a soillime layer; fifth, filling and building a compact clay-doped construction waste layer; and sixth, filling and building a road embankment. The micro-piles is connected with a plastic or hard plastic claypan and a soft plastic claypan; pile caps are arranged on the piles and the steel-plastic geotechnical grilles are connected on the pile caps; the undersides of the steel-plastic geotechnical grilles are connected with the construction waste cushion layer, and the upsides are connected with the soillime layer; and the soillime layer is connected with the compact clay-doped construction waste layer which is finally connected with the road embankment. The method reduces construction cost and environment pollution, realizes utilization of a large amount of construction waste, and remarkably improves the bearing strength and uneven settlement resistance of soft roadbeds. The method is also applicable for soft roadbed treatment in large area in other municipal projects.

The invention discloses a grouting pile of a plastic sleeve for strengthening a soft soil foundation and a pile-forming strengthening construction method thereof. The pile consists of a pile cap, a thread sleeve, an earthwork cloth, a joint, a pile body and a pile tip; the top of the sleeve is connected with the pile cap and the bottom of the sleeve is connected with the pile tip, the side wall of the sleeve is provided with an opening hole, the outside of the sleeve is packed by the earthwork cloth, each section of the sleeve is connected by the joint, and the sleeve is filled with granules and grouted with slurry inside so as to form the pile body and a pile periphery as a slurry spreading zone. The pile-forming strengthening method comprises: connecting the sleeve to the depth of the pile length by the joint and then to the pile tip, placing the sleeve and the pile tip into an immersed tube together, beating the sleeve into a foundation by a beating machine, leaving the sleeve and the pile tip in the foundation, feeding the granules into the sleeve and grouting the sleeve to form a slurry scattered material column, spreading a slurry liquid on the pile periphery to form a spreading zone under the grouting pressure or expanding the earthwork cloth outwards to form a gourd pile body, pouring the pile cap on the pile top, and paving a reinforced material and a gravel cushion after the pile body and the pile cap are dried so as to form a composite foundation. The pile type can strengthen the contact action between the pile and the soil, can improve the bearing capacity of the pile body greatly, and is an ideal pile type for strengthening the soft soil foundation.

A segment-assembled type pier column member with a steel-concrete composite structure includes a reinforcement tube embedded in a pile cap, wherein the reinforcement tube is connected with a bottom of a lower segment of a hollow steel tube pier and is poured with concrete, and pier columns in upper and lower segments are reinforced by means of segment connecting and being embedded with local reinforcing meshes. A steel cross beam is connected with an upper segment of the hollow steel tube pier in an assembled way. A pre-stressed tensioning duct is reserved between the steel cross beam and the pier column in the upper segment.

The present invention provides one kind of active pile foundation underpin structure, which includes a new underpin pile with pile cap and an underpin beam slab, and has a lifting jack on the pile cap for pre-lifting and unloading the underpin beam slab so as to transfer the load from the pile to be underpinned to the newly constructed underpin structure and realize force conversion. The present invention also provides the construction process of the active pile foundation underpin structure. The present invention makes it possible to control actively the deformation of the upper building to be underpinned, and is suitable for pile foundation underpin with great axial force.

The invention relates to a steel hanging box system for underwater high-rise pile cap construction and a construction technology thereof. The steel hanging box system is composed of a load-bearing beam component, a steel hanging box, a suspension system and brackets. The first brackets are welded on the positions above a normal water level of four bored pile steel pile casings, and the first brackets are used for supporting to splice the steel hanging box. The steel hanging box is hung through the suspension system which is supported on the inner pile tops of the bored pile steel pile castings, the supporting first brackets are cut off, the steel hanging box is sunk to a designed elevation, a bottom seal concrete layer is poured in the steel hanging box, water in the steel hanging box is pumped completely, in the state of being free of water, the second brackets are welded to the four bored pile steel pile castings again, the load-bearing beam component, a bottom plate of the steel hanging box and the bottom seal concrete layer are fixedly combined with the second brackets through bolts and bear loads, and at last the concrete layer, a bearing platform and a bridge pier are leveled through construction. According to the steel hanging box system for the underwater high-rise pile cap construction and the construction technology thereof, loads of splicing, lifting and bearing of the steel hanging box are all transmitted to engineering bored piles, the number of auxiliary equipment is reduced, operating is convenient and simple, and cost is saved.

The invention discloses a deep collapsible loess subgrade structure, which can strictly control the post-construction settlement and differential settlement of the collapsible loess and the deep collapsible loess foundation. It includes reinforced concrete pile foundations (10), which are arranged in groups at intervals along the longitudinal direction of the foundation, and the pile bodies are consolidated with the bearing layer after penetrating the soil vertically; The top of the foundation (10) is rigidly connected thereto; the reinforced concrete cap slab (30), extending longitudinally along the foundation, is supported on and connected to the reinforced concrete joist (20). The invention uses the pile-slab system as a reinforcement structure, which has the characteristics of strong adaptability, good overall performance, high rigidity, small deformation, large depth of untreated soil, and convenient construction, and successfully solves the problems of uneven settlement caused by collapsing The technical problem of excessive settlement can well meet the design requirements of passenger-dedicated railways with a design speed of 300-350 kilometers per hour.

The invention provides an embedded elastic rubber bearing device. The embedded elastic rubber bearing device comprises an elastic rubber bearing, an upper reinforcement steel plate and a lower reinforcement steel plate; a post-tensioning pre-stressing penetration steel tube hole is formed in the center of the elastic rubber bearing, and energy-consumption reinforced bar holes for allowing penetration of energy-consumption reinforced bars are formed in the circumference of the elastic rubber bearing; steel tube penetration holes and energy-consumption reinforced bar holes, positions and forms of which are in one-to-one correspondence with steel tube penetration holes and energy-consumption reinforced bar holes in the elastic rubber bearing, are respectively formed in the upper reinforcement steel plate and the lower reinforcement steel plate; in use, a post-tensioning pre-stressing penetration steel tube and energy-consumption steel tubes respectively and sequentially penetrate through the steel tube penetration holes and the energy-consumption reinforced bar holes formed in the upper reinforcement steel plate, the elastic rubber bearing and the lower reinforcement steel plate; the upper reinforcement steel plate and the lower reinforcement steel plate are respectively closely adhered to the upper surface and the lower surface of the elastic rubber bearing; shear studs are annularly welded between the penetration steel tubes and the energy-consumption reinforced bars of the upper reinforcement steel plate and the lower reinforce steel plate, and stirrups are annularly arranged on the outer sides of the energy-consumption reinforced bars. The construction method, which is provided by the invention, provides an anti-seismic energy-consumption connection method for cast-in-place reinforced concrete pile caps and piers.

The invention provides a process method for rectifying the deviation of an open caisson by the jacking balance of jack, which comprises the following steps: knocking pre-stressed tubular piles into the four corners of a concrete box at the short-direction side as stress points; preventing the lower end of the concrete box from sinking in digging by an unloading device which comprises a pile cap, a steel truss, hydraulic jacks and a replaceable component; digging the subsoil at the high end of the concrete box to cause the lower foundation of the concrete box to have new inverse and non-uniform sinking; slowly sinking the concrete box to a designed elevation by adjusting the jack stroke and the replaceable component of the unloading device step by step; and replacing all the jacks by the replaceable component. The method can effectively solve the problem of non-uniform sinking of an open caisson in rectifying the deviation of the open caisson, and dynamically control the sinking of open caissons. The method is especially suitable for rectifying the deviation of open caissons in flow plastic muddy soil.

The invention discloses a construction method for pouring and forming an urban viaduct curve type pier stud in a one-off mode. The construction method includes the following steps of 1 positioning pier stud pre-buried main reinforcement, 2 chiseling the combined portion of a pier body and a pile cap, 3 staking out in survey, 4 putting up a scaffold, 5 machining and installing reinforcement, 6 machining and installing a formwork, 7 pouring concrete, 8 disassembling the formwork and curing, and 9 removing the scaffold. According to the construction method for pouring and forming the urban viaduct curve type pier stud in the one-off mode, the pier stud has the advantages of being fast to construct, reasonable in structure, economical, practical and the like and is widely applicable to an urban high-pier bridge, particularly an urban high-pier landscape bridge.

A light frame-subgrade pile-board structure in karst areas aims to solve the problems of subsidence and poor stability of high-speed railway subgrades in the karst areas and overcome the defects of difficulty in treating and detecting karst groundwork. The light frame-subgrade pile-board structure comprises foundation piles (1), joists (2), a pile cap (3), transverse tie beams (4) and longitudinal tie beams (5), wherein the foundation piles (1) are arranged in rows at intervals transversely and in columns at intervals longitudinally; the joists (2) are transversely arranged at the tops of the foundation piles (1) and in rigid connection with the same; the pile cap (3) is arranged at the tops of the foundation piles (1) or the joists (2) and in rigid connection with the foundation piles (1) or the joists (2); the transverse tie beams (4) are arranged among the foundation piles (1) in the same rows and in rigid connection with the same; and the longitudinal tie beams (5) are arranged among the foundation piles (1) in the same columns and in rigid connection with the same.

The invention provides a method for strengthening and repairing a tubular pile head. The method comprises the following steps: cleaning broken and loose concrete, exposing main reinforcement for 3 to 4cm, regulating the main reinforcement to ensure that the main reinforcement is vertical to the ground; sawing off the broken pile head, and flat sawing the pile head; washing float ash and dust on the surface of the concrete, drying the concrete, and covering a pile cap with the same specification on the pile head; connecting the exposed main reinforcement with the pile cap, and placing a pallet matched with the pile cap in an inner cavity of the tubular pile; connecting the pallet with the pile cap; and finally, filling epoxy resin concrete in a cavity formed by the pallet, an annular end plate and the inner wall of the tubular pile, and continuously connecting the epoxy resin concrete with a sunk pile after curing in 4 hours. The pile cap comprises the annular end plate, wherein a cylindrical steel hoop is sleeved on the annular end plate; the surface of the annular end plate and the end surface of the cylindrical steel hoop are coplanar, and the annular end plate and the cylindrical steel hoop are connected; the annular end plate is provided with end plate screw holes; and the connection of the exposed main reinforcement and the pile cap is to weld the exposed main reinforcement onto the end plate screw holes one by one.

The invention discloses a novel connecting structure of a prestressed concrete pile and cushion cap. The novel connecting structure is mainly characterized in that a pile cap is arranged around a pile body; a base cushion cap is connected with the pile body by the pile cap; an end plate is arranged at the top of the pile body and provided with a reinforcing steel bar; a thread is arranged on one end of the outer wall of the pile body; the pile body consists of a reinforcement cage and core concrete; the reinforcement cage is arranged in a cavity of the pile body; a round steel support plate is arranged at the bottom end of a longitudinal bar, and core concrete is poured in the cavity of the concrete pile above the round steel support plate; and a concrete cushion layer is positioned below the base cushion cap. The novel connecting structure of the prestressed concrete pile and the cushion cap changes the traditional mode of inward core extraction resistance, a pile top is connected with the base cushion cap by the pile cap, and the connecting structure ensures the connection of the prestressed concrete pile and the cushion cap to be safer and more reliable, thus greatly improving the connection strength of the cushion cap and the pile top, being simple in processing technique, saving manufacturing cost of the engineering, and being high in efficiency and wide in application range.

Disclosed is a combined-type composite foundation with controllable rigidity piles, drainage materials and a reinforced cushion. The reinforced cushion is laid on the surface of a soft soil foundation. The vertical drainage materials and the rigidity piles with caps are arranged in the foundation. Grouting tubes are installed between pile tops and the pile caps to form a controllable supporting system. When grouting is not conducted on the grouting tubes, drainage consolidation is conducted through the soft soil foundation under the effect of an upper load so as to improve the bearing capacity. The bearing effect of the rigidity piles is difficult to play due to the fact that the rigidity piles are stabbed into the grouting tubes. When the grouting tubes are grouted and after slurry is hardened, the pile caps, the slurry and the rigidity piles form a rigidity support, and the goal that the load is undertaken by the piles and soil together to reduce settlement is realized. Meanwhile, the reinforced cushion has the effects of restraining the horizontal displacement of the piles and the soil, limiting the local deformation of a dyke and a dam and the like. According to the composite foundation, the bearing force of the foundation soil can be given full play; the using amount of the rigidity piles is reduced; the stability of the foundation is improved; the post-construction settlement and differential settlement are reduced; the construction period is shortened; and the composite foundation can be applied to projects such as highways, railways and earth-rock dams.

The invention discloses a steel hoop truss type elevated pile cap tower crane foundation construction method. The method comprises (1) constructing four cast-in-place concrete piles in a foundation pit before foundation pit earthwork excavation, the pile bottom elevation being below the foundation pit bottom elevation and the ratio of the length of the cast-in-place concrete pile below the foundation pit bottom face to the length of the cast-in-place concrete pile in the foundation pit being larger than or equal to 1.5; (2) pouring a reinforced concrete pile cap at the pile top and installing a tower crane on the pile cap; and (3) carrying out the foundation pit earthwork excavation, while forming a steel truss type hoop structure on the exposed sections of the four cast-in-place concrete piles in the foundation pit to connect them together. The invention also discloses a steel hoop truss type elevated pile cap tower crane foundation structure constructed by the method. The tower foundation adopting the invention has stable and firm structure, high safety, convenient construction, and low cost, and the steel components of the steel truss type hoop structure can be recycled.

The invention discloses a construction method of a gravel grouting pile. The construction method comprises the following steps: (1) preparing for construction, (2) conducting measurement, paying off and positioning of the pile, (3) embedding a protective canister, (4) placing a drilling machine in place, (5) forming a hole by drilling, (6) cleaning the hole at a time, (7) placing a grouting pipe, (8) placing an anchor bar, (9) putting gravels in the hole, (10) installing a pile cap connecting steel pipe, (11) cleaning the hole, (12) conducting pressure grouting, (13) pulling the grouting pipe out, (14) constructing a pile cap, and (15) conducting detection and acceptance inspection on the finished pile. According to the construction method of the gravel grouting pile, the construction speed is high, the construction period is shortened, and compared with soft foundation treatment such as a prestressed pipe pile and a Y-type pile, the engineering investment is saved; the labor intensity is low, the construction is safe, and the construction method can be widely popularized and used; the gravel pile formed by cement and gravels is high in integrality and stability. The engineering drilling machine is adopted in a soft foundation to drill the hole in a rotating and cycling mode to form the pile, the disturbance to the foundation and the surrounding buildings is small, ground depression is controlled, and the construction method is small in vibration and low in noise during the construction and has good social benefits.

The invention relates to a seismic retrofit method for existing pile foundation buildings. The seismic retrofit method solves the problem that potential safety hazards exist in the existing old buildings without the seismic performance when earthquakes occur and comprises the steps of cutting soil bodies downwards, constructing new supporting pile caps, arranging supporting devices, removing original pile foundations in a chiseling mode, installing seismic insulation supports and constructing a layer of beam plates. The seismic insulation supports are installed on the bottoms of upper structures of the existing buildings, and the seismic wave energy can be obviously prevented from being transmitted to the upper structures when the earthquakes occur; the layer of beam plates is poured on the top of a seismic insulation layer, the upper structures of the existing buildings keep integral, and therefore the overall coordination work ability of seismic insulation mechanisms is improved; the soil bodies are excavated one by one on original supporting pile caps, and therefore the supporting performance of the ambient soil bodies is guaranteed.

The invention relates to a soft soil foundation high fill embankment for effectively controlling post-construction settlement and a construction method. The soft soil foundation high fill embankment comprises a bearing layer, a soft soil foundation, a high fill light solidified silt embankment and an embankment settlement control structure embedded in the soft soil foundation. The upper surface and the two sides of the high fill light solidified silt embankment are paved with a pavement waterproof layer and slope protection waterproof layers correspondingly. The slope toe of each slope protection waterproof layer is provided with a concrete sealing ditch. The embankment settlement control structure comprises a rigid pile group, pile caps, a semi-rigid reinforced solidification cushion layer, a powdery fine sand inverse filtering layer and a waterproof geotextile. Rigid piles in the rigid pile group punch the soft soil foundation and are embedded in the bearing layer. The pile caps are arranged at the tops of the rigid piles. The waterproof geotextile, the powdery fine sand inverse filtering layer and the semi-rigid reinforced solidification cushion layer are sequentially paved at the tops of the pile caps from top to bottom. The high fill light solidified silt embankment is arranged on the upper surface of the waterproof geotextile. The waterproof geotextile is sealed at the bottoms of the concrete sealing ditches. According to the soft soil foundation high fill embankment for effectively controlling post-construction settlement and the construction method, the structure is reasonable, construction is convenient, and embankment settlement can be reduced.

The invention relates to a centrifugal model test device for influence of tunnel-foundation pit multiple excavation on an existing pile foundation. The centrifugal model test device comprises a modelbox, a model pile, a model tunnel, a model foundation pit, model soil, heavy liquid, a pile head restraining device, a transverse support, a loading system, a control system and a measuring system, wherein the model box is divided into a main body test box and an auxiliary test box through a partition plate and a transverse support; the model pile comprises a pile body and a pile cap arranged at the top of the pile body, and located in a main influence area of the model tunnel and the model foundation pit; and the model tunnel comprises a lining and annular rubber bags arranged on the periphery of the lining in a sectioned mode, and the model foundation pit comprises a supporting structure and an open rubber bag. The centrifugal model test device for the influence of tunnel-foundation pitmultiple excavation on the existing pile foundation has the beneficial effects that the pile head restraining device adopts a telescopic vertical rod and a pile head clamp, so that lateral deformationof the pile head is effectively restrained, the restraining position of the pile head can be flexibly adjusted, and meanwhile various pile foundation types such as a high-low bearing platform and a piled raft foundation are simulated, and therefore the device has a wide application range.