Abstract

The present application aims to provide a measurement apparatus and measurement method for measuring the pile diameter of a gravel pile. The method in the present application comprises: determining the distances between transducers mounted on two sides of a pile pipe and the center of the pile pipe; during construction of a gravel pile, activating the transducers, and starting vibratory feeding once the pile pipe has sunk to a target elevation, so as to form a pile body of the gravel pile; and receiving, on an analysis system, wave signals fed back by the transducers, and on the basis of the wave signals and the distances between the two transducers and the center of the pile pipe, calculating the diameter of the pile body of the gravel pile. Thus, the pile diameter can be measured in real time as a pile pipe is lifted, and a construction worker can promptly visually grasp pile diameter information, thereby improving the construction quality.

IPC Classes  ?

• E02D 33/00 - Testing foundations or foundation structures
• E02D 3/08 - Improving by compacting by inserting stones or lost bodies, e.g. compaction piles

Abstract

Disclosed in the present invention is a rock-socketed construction platform for an inclined pile group, the platform comprising two small platforms and a joining device. Each small platform comprises an anti-sinking plate, a second platform, a third platform and a top platform from bottom to top, and further comprises four corner auxiliary pile sleeves, two middle auxiliary pile sleeves, four reverse lifting mechanisms, and four lifting bases, wherein the four corner auxiliary pile sleeves are inserted into four corners of the small platform in a one-to-one correspondence; the two middle auxiliary pile sleeves are inserted into two sides of the middle portion of the small platform in a one-to-one correspondence; the four reverse lifting mechanisms are mounted between the top surfaces of sleeve mounting rings located at four corners of the top platform and the top outer surfaces of the four corner auxiliary piles in a one-to-one correspondence; the four lifting bases are mounted at the four corners of the top platform in a one-to-one correspondence; and the joining device is arranged between assembling surfaces of the two small platforms and comprises a guide mechanism, a limiting mechanism and assembling rods. The present invention can reduce the manufacturing difficulty, and can also save on transportation costs, and reduce the lifting capacity of a crane vessel during installation.

IPC Classes  ?

• E02B 17/00 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor
• E02B 17/02 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto

Abstract

Embodiments of the present application relate to the technical field of auxiliary devices for welding and maintenance of pile-driving barges, and provide a lifting/lowering platform for welding and maintenance of a pile-driving barge. The lifting/lowering platform for welding and maintenance of a pile-driving barge comprises a frame; rails are fixedly connected to two sides of the frame; guide pulleys are slidably connected to inner cavities of the rails; sliding frames are fixedly connected to the outer sides of the guide pulleys; protective outer covers are fixedly connected to the outer sides of the sliding frames; a main platform is provided on the side of each sliding frame close to the corresponding protective outer cover; an adjusting assembly is provided at the bottom of the sliding frame; an extension assembly is provided on two sides of the main platform; a balance assembly is provided in the protective outer cover; a protective side cover is provided on the side of the extension assembly away from the main platform; a traction assembly is provided on the protective side cover; and a positioning assembly used in cooperation with the main platform is provided on one side of the traction assembly. Efficient welding and maintenance operations on pile-driving barges are achieved by means of a combination of area extension and horizontal leveling.

IPC Classes  ?

• B66B 11/04 - Driving gear
• E02D 7/16 - Scaffolds for drivers

Abstract

The present invention relates to the technical field of pile sinking construction. Disclosed are a lug-free pile driving follower for an offshore wind power jacket foundation, and an installation method. A self-locking pile gripper capable of self-locking by means of friction is combined with a hydraulic pile driver, and cooperates with an upper pile driving follower sleeve and a pile foundation positioning seat which is fixed on a working platform, such that the pile driving follower sleeve can only move downwards and not upwards. At the moment of hammering by the hydraulic pile driver, the self-locking pile gripper and the pile driving follower sleeve are locked, such that the hydraulic pile driver and the offshore working platform are locked for a short time, thereby strongly suppressing rebound of the hydraulic pile driver, ensuring that all the force is applied to a pile foundation, and thus improving the pile driving efficiency.

IPC Classes  ?

• E02D 15/08 - Sinking workpieces into water or soil

Abstract

Disclosed is a precise control method and system for centrifuge parameters of a centrifugal process for tubular piles, relating to the technical field of tubular pile production processes. The method comprises the following steps: generating a training sample set using historical centrifuge parameters and strength data of produced tubular piles, the centrifuge parameters comprising centrifuge rotational speed, centrifuging time, and vibration frequency parameters; establishing a tubular pile strength prediction model, using data in the training sample set as an input and tubular pile strength as a tag to train the prediction model; inputting real-time centrifuge parameters into the model, maintaining current centrifuge parameters if predicted production strength data is greater than or equal to a required strength, and if the predicted production strength data is less than the required strength, correcting the centrifuge parameters based on the degree of compaction and resonance frequency of the tubular piles, to obtain corrected centrifuge parameters, then outputting the corrected centrifuge parameters, to perform precise control of a centrifuge.

IPC Classes  ?

• B28B 21/30 - Centrifugal moulding
• G06F 18/10 - Pre-processingData cleansing
• G06F 18/214 - Generating training patternsBootstrap methods, e.g. bagging or boosting
• G06N 3/0442 - Recurrent networks, e.g. Hopfield networks characterised by memory or gating, e.g. long short-term memory [LSTM] or gated recurrent units [GRU]
• G06N 3/08 - Learning methods

Abstract

Disclosed in the present invention is a synchronous grouting device for a shield tunnel construction. The device comprises a mortar storage box; a mortar storage tank is formed in the inner wall of the mortar storage box; a separation structure is provided in the mortar storage tank, and is used for dividing the mortar storage tank into a plurality of partitions; each partition is provided with a stirring mechanism, a grouting mechanism, and a liquid level monitoring mechanism; the stirring mechanism comprises a U-shaped frame; the U-shaped frame is arranged in the corresponding partition, and the bottom of the U-shaped frame is in contact with the bottom of the mortar storage tank; the inner wall of the U-shaped frame is provided with a scale label; the liquid level monitoring mechanism comprises a camera; the camera is mounted on the corresponding U-shaped frame, and is located above the highest liquid level; the scale label is within the collection range of the camera; and the grouting speed is determined on the basis of the partition liquid level collected by the camera in real time and the pre-calibrated mortar volumes corresponding to different liquid levels. The present invention provides a liquid level monitoring type flow metering method, the reliability is high, and the grouting speed can be monitored.

IPC Classes  ?

• E21D 11/10 - Lining with building materials with concrete cast in situShuttering or other equipment adapted therefor
• B28C 5/16 - Mixing in containers not actuated to effect the mixing with stirrers sweeping through the materials the stirrers having motion about a vertical or steeply inclined axis

Abstract

An automatic demolding system for a pipe mold, comprising a demolding base, a pull rod removal system, a hydraulic pump station system and a guide rail support system, wherein the demolding base is used for supporting and fixing a formed pipe mold; the pull rod removal system comprises an end cover chuck structure and a hydraulic ejection system, and is used for, under the action of the hydraulic ejection system, completing pipe mold end cover clamping and dragging operations by means of an end cover chuck; the hydraulic ejection system comprises a demolding oil cylinder, the demolding oil cylinder is reversed by means of an electromagnetic reversing valve, and buffer devices are designed at two ends of the demolding oil cylinder; and the hydraulic pump station system comprises three subsystems: a pump station subsystem, an oil cooling subsystem, and an electric control subsystem, the pump station subsystem adopts a vertical layout structure of an oil tank and a motor pump set, and the oil cooling subsystem uses an oil cooler to achieve independent circulated cooling of the hydraulic oil in the oil tank. By means of optimized processes and automating design, the present invention can save labor costs and significantly improve the degree of automation of pipe mold demolding while ensuring normal demolding functions.

IPC Classes  ?

• B28B 21/90 - Methods or apparatus for discharging after shaping
• B28B 17/00 - Details of, or accessories for, apparatus for shaping the materialAuxiliary measures taken in connection with such shaping
• F15B 21/0423 - Cooling

Abstract

A method for joining and launching a long and large-diameter pipeline, the joining and launching method comprising: step 1, sequentially arranging, in a spaced apart manner and from back to front on a pipeline joining platform, an assembly and welding station, an anti-corrosion station and a launching station; step 2, using a crawler crane to hoist and place a plurality of pipe joints on the assembly and welding station of the pipeline joining platform; step 3, pulling a pipeline segment (10) forwards to the anti-corrosion station by means of steel wire ropes (30) on a plurality of winches (3); step 4, respectively passing the ends of the steel wire ropes on the plurality of winches downwards in sequence around corresponding rear fixed pulleys (31) and front fixed pulleys (32), and then pulling the pipeline segment forwards to the launching station by means of the steel wire ropes on the plurality of winches; and step 5, upon high tide, pulling the pipeline segment forwards to a gentle slope by means of the steel wire ropes on the plurality of winches, and then slowly paying out the steel wire ropes on the plurality of winches so as to allow the pipeline segment to freely roll to the water along a launching slideway by means of the center of gravity. The method for joining and launching a long and large-diameter pipeline not only facilitates the joining and launching of pipelines, but can also protect the quality of pipeline finished products.

IPC Classes  ?

• F16L 1/12 - Laying or reclaiming pipes on or under water
• F16L 1/20 - Accessories therefor, e.g. floats or weights

Abstract

The present application relates to the technical field of tunnel invert construction, and in particular to a waterstop positioning and straightening fixture, comprising a waterstop body, two clamping plates, an invert formwork, and a plurality of straightening mechanisms. A column base is provided on the invert formwork. A column body is longitudinally provided on the column base. A threaded rod is transversely provided on the column body. The end of the threaded rod away from the column body is provided with two locknuts. Each straightening mechanism comprises a plurality of bolts and a straightening plate. One end of the straightening plate is provided with a sliding groove. Two sides of each clamping plate are each provided with an insertion slot. The insertion slot is provided with two sliding blocks. A linear direction of the waterstop body is positioned by means of the straightening plates, thereby ensuring the linearity and stability of the waterstop body during construction, and avoiding positional bending and deformation.

IPC Classes  ?

• E21D 11/38 - WaterproofingHeat insulatingSoundproofingElectric insulating

Abstract

Disclosed is a low-cost and safe method for repairing and reinforcing underwater piers of bridges in tidal zones, including: installing a steel boxed cofferdam and reinforcing concrete of a pier column, where during the step of installing the steel boxed cofferdam, a lower internal bracing is first fixed onto a top surface of a pile cap, then side plates of the steel boxed cofferdam are connected to the lower internal bracing, and subsequently, hydraulic jacks are used to push a waterstop work platform; and during the step of reinforcing the concrete of the pier column, spacers are arranged between an inner surface of glass fiber reinforced plastic formwork and an outer surface of the pier column, a bottom outer edge of the glass fiber reinforced plastic formwork is sealed with mortar, and once the mortar reaches a certain strength, reactive powder concrete is placed.

IPC Classes  ?

• E01D 22/00 - Methods or apparatus for repairing or strengthening existing bridges

Abstract

Disclosed is a mounting method for a sea outfall pipeline in a shallow section, including a preparation process and a construction process. The preparation process includes a pipeline pre-submergence preparation step and a pontoon apparatus positioning step. At the pipeline pre-submergence preparation step, a female flange and a male flange are welded in one-to-one correspondence at two ends of a pipeline section, blind flanges are fixed to outer ends of the female flange and the male flange respectively. At the pontoon apparatus positioning step, from front to back, a first pontoon apparatus to a fourth pontoon apparatus are sequentially anchored and positioned at a certain spacing, the first pontoon apparatus and the fourth pontoon apparatus are used in one-to-one correspondence for dismounting the blind flanges at the two ends of the pipeline section, the second pontoon apparatus and the third pontoon apparatus are used for mounting the pipeline section.

IPC Classes  ?

• F16L 1/235 - Apparatus for controlling the pipe during laying
• F16L 1/26 - Repairing or joining pipes on or under water

Abstract

Disclosed in the present invention are an underwater steel pipe pile sinking and connecting device and a construction method therefor. The device comprises a steel pipe pile driven into underwater ground, and further comprises an auxiliary pile arranged above the steel pipe pile and detachably connected to the steel pipe pile, a first flange fixedly welded to the top opening of the steel pipe pile, a second flange fixedly welded to the bottom opening of the auxiliary pile, screws passing through first through holes formed in the first and second flanges, connecting blocks fitted to the bottom end of the first flange and matched with the screws, and driving motors connected to the tops of the screws and used for rotating the screws to be threadedly connected to or separated from the connecting blocks. An input end of each driving motor is connected to an external hydraulic station. In the present invention, the steel pipe pile and the auxiliary pile are detachably connected, and the steel pipe pile and the auxiliary pile can be automatically separated underwater, thereby realizing an unmanned underwater cutting process, thereby avoiding the safety risks of deep-water operations by personnel, and also preventing the problems such as poor cutting accuracy and uneven positioning caused by manual underwater cutting of steel pipe piles.

IPC Classes  ?

• E02D 5/28 - Prefabricated piles made of steel

Abstract

The present invention relates to a contaminated-soil sampling drilling depth precise measurement device for environmental investigation, the device comprising a support base and a mounting seat, wherein a force distribution assembly is arranged between the support base and the mounting seat; the top of the mounting seat is connected to a support frame by means of several hydraulic lifting devices; a driving electric motor is mounted at the bottom of the support frame, and an output shaft of the driving electric motor extends to the top of the support frame and is fixedly sleeved with a second driving gear; a driving ring is movably connected to the support frame, and a first driving gear is sleeved on the outer wall of the driving ring; a driving sleeve is movably arranged in the driving ring, and the driving sleeve is connected to a drilling measurement assembly by means of a connecting support; and stabilization assemblies are mounted on the drilling measurement assembly. The objective of the present invention lies in providing a contaminated-soil sampling drilling depth precise measurement device for environmental investigation to overcome existing defects. The contaminated-soil sampling drilling depth precise measurement device has high drilling precision and measurement precision.

IPC Classes  ?

• G01B 5/18 - Measuring arrangements characterised by the use of mechanical techniques for measuring depth

Abstract

Disclosed in the present invention is an automatic flood-prevention device for a pipe-jacking working shaft, the automatic flood-prevention device comprising a flood-prevention door and a water pumping system. The flood-prevention door comprises a door body, a door body opening and closing mechanism and a door body opening and closing control system. The door body comprises a steel plate door and a door body water-stop device fixed on an outer side surface of the steel plate door; the door body opening and closing mechanism comprises two opening and closing hydraulic cylinders symmetrically mounted on two sides above a cast-in-situ portal ring, two electric motors mounted on ends of piston rods of the two opening and closing hydraulic cylinders, and two large telescopic rods mounted on the rotating shafts of the two electric motors and in the middle of an inner side surface of the steel plate door; and the door body opening and closing control system comprises a water level monitor mounted at the bottom of an inner cavity of a jacking pipe and a door body controller mounted on the ground surface outside the pipe-jacking working shaft. The water pumping system comprises a water collection pit arranged at a bottom edge in the pipe-jacking working shaft, a water pump mounted in the water collection pit, and a water pump controller mounted on the ground surface outside the pipe-jacking working shaft. The present invention can effectively block a jacking portal quickly, safely and reliably.

IPC Classes  ?

• E21F 17/12 - Dam doors

Abstract

Disclosed in the present invention is an uplift resistance test method for a rock-socketed pile, comprising a test model preparation process and a test process. The test model preparation process comprises: step 1, manufacturing a test model preparation apparatus comprising a rock mass preparation mold and a hoisting frame; step 2, hoisting the rock mass preparation mold to a pouring site by means of the hoisting frame, removing the hoisting frame, mounting a rock-socketed hole mold, and pouring a rock mass model; step 3, removing the rock-socketed hole mold, forming a rock-socketed hole, mounting a pile body mold, placing a reinforcement cage in the rock-socketed hole and the pile body mold, pouring a pile body model, and forming a test model; and step 4, first removing the pile body mold and side formworks of the rock mass preparation mold, and then remounting two groups of side formwork support steels and the hoisting frame. The test process sequentially comprises: assembling a test apparatus on a test model, carrying out a test, removing the test apparatus, and transporting the test model to a storage site for subsequent crushing. The present invention can satisfy the preparation, transportation and test requirements of a test model.

IPC Classes  ?

• E02D 33/00 - Testing foundations or foundation structures
• G01N 3/08 - Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces

Abstract

Disclosed in the present invention are a performance test device and method for a submersible pump used for bucket foundation penetration construction. The test device comprises a sealed box, a submersible pump, a test pit, a pressurized airbag, an air storage tank, ballast blocks and a monitoring platform. An opening at the bottom of a side plate of the sealed box is connected to an opening valve; an internal pressure sensor is mounted on an opening on a top plate of the sealed box, and an external pressure sensor is mounted on the top surface of the top plate; the submersible pump is mounted in a water pump frame placed on the top plate of the sealed box, so that a water inlet of the submersible pump is connected to a water outlet pipe of the sealed box; a flow sensor is mounted at a water outlet of the submersible pump; a cover plate covers the top of the test pit; the pressurized airbag is mounted on the bottom surface of the cover plate; an air outlet of the air storage tank is connected to an inflation port of the pressurized airbag; the ballast blocks are stacked on the cover plate; and the monitoring platform is arranged on the ground near the test pit. The sealed box is placed on the bottom plate of the test pit, and the water level in the test pit is close to the top. The present invention can provide quantitative support for the selection of submersible pumps for bucket foundation penetration construction.

IPC Classes  ?

• F04B 51/00 - Testing machines, pumps, or pumping installations
• E02D 33/00 - Testing foundations or foundation structures

Abstract

A multifunctional stainless steel composite template, comprising a stainless steel composite support plate (1), wherein several I-shaped plates (3) are provided in front of the stainless steel composite support plate (1), the I-shaped plates (3) and the stainless steel composite support plate (1) are connected as one piece by means of several cross bars (2), and a carbon steel plate (4) is movably attached to a back surface of the stainless steel composite support plate (1); a triangular support frame (5) is mounted on a front end face of each I-shaped plate (3), a groove is provided at a top end of each I-shaped plate (3), and a threaded rod (6) is provided in each groove; two nuts (7) are sleeved on each threaded rod (6); and four through holes are provided in the stainless steel composite support plate (1), and a locking mechanism (10) is movably mounted in each of the four through holes. Each locking mechanism (10) comprises a sleeve (13), and a transverse plate (14) is fixedly mounted in the sleeve (13); threaded through holes are provided in front and rear ends of the transverse plate (14), an adjusting screw rod (15) is provided in each threaded through hole in the transverse plate (14), and a toggle block (16) is connected to a back surface of the adjusting screw rod (15); two openings are provided in an outer wall of the sleeve (13), and a rotating rod (17) is rotatably mounted on an inner wall of each of the two openings; a toggle plate (18) is provided on each of the sides of the two rotating rods (17) close to each other; and an engagement plate (19) is provided on each of the sides of the two rotating rods (17) away from each other. The device can realize the removal and replacement of the carbon steel plate by means of the rotation of the sleeve, thereby avoiding the replacement of the entire template.

IPC Classes  ?

• E02B 3/04 - Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
• E04G 9/06 - Forming boards or similar elements the form surface being of metal

Abstract

Disclosed in the present invention is a method for calculating offshore construction operability of an engineering vessel, comprising: step I, collecting three-hourly multi-peak spectral wave data of offshore construction areas, including wave heights and wave periods; step II, calculating three-hourly equivalent single-peak spectral wave heights and three-hourly equivalent single-peak spectral wave periods; step III, calculating three-hourly irregular wave spectra; step IV, using hydrodynamic analysis software to calculate a motion response amplitude operator of the engineering vessel; step V, using a frequency domain calculation method to calculate a motion response energy density spectrum of the engineering vessel; step VI, using the frequency domain calculation method to calculate a motion response value of each degree of freedom of the engineering vessel; and step VII, calculating the operability of the engineering vessel. The present invention solves the problems of low calculation efficiency and poor calculation accuracy of existing methods for calculating the offshore construction operability of engineering vessels.

IPC Classes  ?

• G06F 30/20 - Design optimisation, verification or simulation

Abstract

Disclosed in the present application is a prestressed anchor bolt grouting construction method, comprising the following steps: S100, performing measurement and positioning to determine a roughening area and a formwork mounting position; S200, performing roughening, and removing a floating slurry and a soft layer from a concrete surface of a bearing platform; S300, cleaning an operation surface; S400, performing wetting, and ensuring that the concrete surface of the bearing platform is wet; S500, performing leveling, spreading bedding mortar on the concrete surface of the bearing platform and leveling same, arranging a plurality of leveling shims between adjacent anchor bolts of an anchor bolt cage, and adjusting the levelness of the plurality of leveling shims; S600, mounting a bottom wind-turbine tower section; S700, mounting a formwork, and adjusting the position of the formwork on the basis of measurement and positioning marks, such that the formwork is equidistant from a flange of the bottom wind-turbine tower section; S800, performing grouting; and S900, removing the formwork. In the present application, by means of providing standard construction steps, the problems of non-standard prestressed anchor bolt grouting construction and the insufficient strength of hardened mortar are effectively solved; and the construction risk is effectively reduced, and the construction quality is ensured.

IPC Classes  ?

• E02D 27/42 - Foundations for poles, masts, or chimneys

Abstract

A high-speed centrifugal molding machine for producing a large-diameter pipe pile having long pipe sections. The high-speed centrifugal molding machine comprises a machine base and a pipe die (6), wherein a mobile feeding mechanism for feeding materials into the pipe die (6) is provided at one end of the pipe die (6); a roller-pressing pressing roller mechanism used for pressing cement materials is provided in the pipe die (6); and excitation mechanisms cooperating with the roller-pressing pressing roller mechanism to tamp down the cement materials are mounted on the machine base. The roller-pressing pressing roller mechanism comprises a pressing roller (8), a driving-end upright mechanism arranged at one end of the pressing roller (8), and a driven-end upright mechanism arranged at the other end of the pressing roller (8). Each excitation mechanism comprises an excitation base (20) and an excitation beam (21), wherein two ends of the excitation beam (21) are mounted on the excitation base (20) by means of elastic mechanisms, and a roller set (7) for supporting the pipe die (6) is mounted on the excitation beam (21).

IPC Classes  ?

• B28B 21/28 - Methods or machines specially adapted for the production of tubular articles by casting into moulds using compacting means using rotatable mould or core parts using compacting heads, rollers, or the like combined with vibration means
• B28B 21/32 - Feeding the material into the moulds
• B28B 21/34 - Centrifugal moulding combined with vibrating or other additional compacting means

Abstract

Disclosed in the present invention is an overall construction process for a floating bridge. The process comprises: procedure I, in which a plurality of floating bridge sections are assembled on a water surface, with each floating bridge section being assembled by welding; procedure II, in which the plurality of floating bridge sections are assembled into a floating bridge body; procedure III, in which a shore connection cable-stayed bridge, a bridge abutment, and a suction anchor of a mooring system are constructed; procedure IV, in which a shore-side end of a floating bridge transition section is connected to a water-side end of the bridge abutment; procedure V, in which one end of the floating bridge body is connected to a water-side end of the floating bridge transition section; procedure VI, in which the other end of the floating bridge body is connected to a water-side end of the shore connection cable-stayed bridge; and procedure VII, in which the floating bridge body is connected to the mooring system. In the procedures IV and V, the cooperation of four winches and four cable piles and the guide of a guide mechanism are used; and in the procedure VI, the cooperation of the four winches and the four cable piles is used. The present invention can effectively ensure smooth and safe transition between two ends of a floating bridge column body and a shore connection structure.

IPC Classes  ?

• E01D 15/14 - Floating bridges, e.g. pontoon bridges
• E01D 21/00 - Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

A floating incremental launching and assembling method for a floating bridge, comprising the following steps: erecting an assembly jig (2) on land near the water; assembling a front-half main girder section (10) on the assembly jig (2); incrementally launching the front-half main girder section (10) forward until the front portion of the front-half main girder section (10) is suspended in the air; supporting the front end of the front-half main girder section (10) by using a temporary floating pier (3); continuing to incrementally launch the front-half main girder section (10) forward until a first pier column head (120) is exposed out of a lower step (20) of the assembly jig (2); completing mounting of a first permanent floating pier (1A); assembling a rear-half main girder section (10') on the assembly jig (2); incrementally launching the rear-half main girder section (10') forward until the position of a second pier column head (120) is exposed out of the lower step (20); completing mounting of a second permanent floating pier (1A'); continuing to incrementally launch the rear-half main girder section (10') forward until the tail portion of the rear-half main girder section (10') reaches the lower step (20); and lowering a step jack (29), such that the tail portion of the rear-half main girder section (10') is completely separated from the step jack (29).

IPC Classes  ?

• E01D 15/14 - Floating bridges, e.g. pontoon bridges
• E01D 21/00 - Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The present invention provides a construction process for densely-arranged piles, the construction process comprising the following steps: constructing a protective barrier along the periphery of a backwater in a design drawing, wherein the backwater is specifically formed by several densely-arranged piles; the several densely-arranged piles being provided with lifting lugs at the tops and being bundled at the lower portions, and the several densely-arranged piles being hoisted sequentially in the manner of firstly bundling the piles and then hoisting same; performing pile sinking by means of sequentially driving the piles until the sinking of all the densely-arranged piles is completed, wherein the clear distance between adjacent densely-arranged piles is 80-200 mm; and using rib plates to form flexible pouring cavities between the adjacent densely-arranged piles, and in the flexible pouring cavities, using fine aggregate concrete to complete cavity pouring between the adjacent densely-arranged piles, so that the several densely arranged piles form an integral breakwater wave-blocking structure. The present invention is mainly used for the construction of densely-arranged piles having a relatively small pile spacing, and thus the method of combining flexible pouring cavities with the pouring of fine aggregate concrete is used to achieve the blockage between adjacent densely-arranged piles.

IPC Classes  ?

• E02D 7/06 - Power-driven drivers
• E02B 3/06 - MolesPiersQuaysQuay wallsGroynesBreakwaters

Abstract

The present invention provides a method for reinforcing a high-piled wharf and a reinforcing apparatus. The reinforcing method comprises the following steps: 1) separately reinforcing each steel pipe pile by using a method of grouting matching reinforcing pieces; 2) at the same horizontal height, connecting the steel pipe piles at the same height by using the reinforcing pieces, and forming a plurality of horizontal reinforcement layers and/or connecting the reinforcing pieces at different heights of adjacent steel pipe piles by using height differences, such that an integral structure connected in at least two directions is formed between the plurality of steel pipe piles. According to the present invention, by means of performing construction such as reinforcing the steel pipe piles multiple times and enabling the plurality of steel pipe piles to form the integral structure, the firmness of reinforcement is ensured, and a low-cost reinforcement method is also implemented.

IPC Classes  ?

• E02B 3/28 - Fender piles

Abstract

The present invention provides a floating bridge structure and a construction process thereof. The floating bridge structure comprises a main bridge section located above a channel, an approach bridge section connected between an end portion of the main bridge section and the land, and a ship lock located at the center of the channel and below the main bridge section. The main bridge section comprises a plurality of first supporting structures spaced apart in the width direction of the channel and floating box bearing platforms provided with first box girders and arranged on top of the plurality of first supporting structures. The approach bridge section comprises a second supporting structure arranged in the width direction of the channel and a second box girder arranged on top of the second supporting structure. The ship lock is positioned between the first supporting structures located on two sides of the center of symmetry of the main bridge section. A first anchoring assembly and a second anchoring assembly are distributed below the main bridge section, and are used for anchoring the main bridge section and the ship lock, respectively. The floating bridge structure of the present invention is suitable for deep-water and soft-foundation water areas, and the span of the bridge is greater than that of conventional floating bridges, thereby achieving channel navigation without water depth limitations.

IPC Classes  ?

• E01D 15/14 - Floating bridges, e.g. pontoon bridges
• E01D 19/00 - Details of bridges
• E01D 2/04 - Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
• E02C 1/00 - LocksShaft locks, i.e. locks of which one front side is formed by a solid wall with an opening in the lower part through which the ships pass
• E01D 101/30 - Metal
• E01D 21/00 - Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

A method for mounting sea outfall pipeline in a shallow section, said method comprising a preparation process and a construction process. The preparation process comprises a pipeline pre-submergence preparation step and a pontoon apparatus positioning step. At the pipeline pre-submergence preparation step, a female flange and a male flange are welded in one-to-one correspondence at two ends of a pipeline section, and a blind flange is fixed to an outer end of each of the female flange and male flange. During the pontoon apparatus positioning step, from front to back, a first pontoon apparatus to a fourth pontoon apparatus are sequentially anchored and positioned at a certain spacing, the first pontoon apparatus device and the fourth pontoon apparatus device are used in one-to-one correspondence for dismounting the blind flanges at the two ends of the pipeline section, and the second pontoon apparatus and the third pontoon apparatus are used for mounting the pipeline section. The construction process comprises step one to step ten. By using four pontoon apparatuses for mounting the pipeline section within a pre-excavated foundation trench in the shallows without the need for a companion ship, the difficulty in mounting long-distance sea outfall pipeline in a shallow section can be effectively solved, and the impact on the nearby sea areas is reduced.

IPC Classes  ?

• F16L 1/16 - Laying or reclaiming pipes on or under water on the bottom

Abstract

The present invention relates to the technical field of water-related engineering. Disclosed is an anti-fouling curtain. The anti-fouling curtain provided in embodiments of the present invention comprises: a silt curtain, a float, and prefabricated falling bodies; the top edge of the silt curtain is bent and fixed to form a cylindrical cavity, and the float is inserted into the cylindrical cavity; a plurality of metal locking holes are formed at intervals on both the front and back sides of the silt curtain along a side edge of the silt curtain; the metal locking holes located at the top of the silt curtain are all connected to the prefabricated falling bodies by means of ropes; the metal locking holes located at the bottom of the silt curtain are all connected to weighted iron chains; the float floats above the water level, the prefabricated falling bodies sink to the water bottom, and the weighted iron chains pull the silt curtain to unfold vertically; at least one reinforcing strip is arranged on the silt curtain in both horizontal and vertical directions; a plurality of metal holes are also formed in the silt curtain along the side edge of the silt curtain. According to the embodiments provided in the present invention, floating objects on the water surface can be intercepted, and the diffusion of silt water can also be prevented, thus effectively improving the interception efficiency of the anti-fouling curtain.

IPC Classes  ?

• E02B 15/08 - Devices for reducing the polluted area without removing the material

Abstract

The present invention relates to the technical field of wall construction, and in particular to a prefabricated concrete retaining wall and a mounting method. The prefabricated concrete retaining wall comprises retaining wall bodies and blocking devices; a positioning device is fixedly mounted at the bottom end of each retaining wall body; the positioning device comprises abutment grooves, steel bars, a hexagonal prefabricated plate, tie bar anchoring boxes, tie bars, tail end steel base plates and tail end concrete blocks; the abutment grooves are formed in the top end and bottom end of the hexagonal prefabricated plate; the steel bars are fixedly mounted inside the hexagonal prefabricated plate; the tie bar anchoring boxes are equidistantly fixedly mounted inside the hexagonal prefabricated plate at two sides thereof; the tie bars are fixedly connected to the tail end steel base plates; the tail end steel base plates are fixedly mounted inside the tail end concrete blocks, the ends of the tie bars away from the tail end steel base plates are slidably sleeved inside the tie bar anchoring boxes; each tie bar anchoring box comprises a positioning steel plate, a tie bar end head and an alignment groove. By means of the provision of positioning devices, the purposes of increasing the grounding area of the retaining wall and improving the stability of the retaining wall are achieved.

IPC Classes  ?

• E02D 29/02 - Retaining or protecting walls
• E04H 17/16 - Fences constructed of rigid elements, e.g. with additional wire fillings or with posts using prefabricated panel-like elements, e.g. wired frames

Abstract

Disclosed in the present invention is a construction process of an offshore bridge high-rise pile platform. A cofferdam of a steel-concrete structure is used for construction. The cofferdam consists of a cofferdam bottom plate prefabricated by means of reinforced concrete and a steel side formwork. The construction process comprises the following stages: a preparation stage, a cofferdam mounting stage, a cofferdam lowering stage, a cofferdam bottom plate blocking and water pumping stage, and a platform concrete pouring stage. The preparation stage comprises the following steps: pile foundation casing sinking, cast-in-place pile construction, pile foundation casing pile head trimming, cofferdam bottom plate and skirt plate prefabrication, and steel side formwork manufacturing. The cofferdam mounting stage comprises: first, mounting the cofferdam bottom plate, and then mounting the steel side formwork, wherein the cofferdam bottom plate is mounted by means of suspension hangers, and each suspension hanger comprises a pile cap, an inverted hanging beam, and two first finish-rolled twisted steel bars. The cofferdam lowering stage comprises mounting a jack lowering system on the cofferdam bottom plate, wherein the cofferdam lowering system comprises I-shaped hangers, carrying pole beams, center hole jacks, and steel strands. The construction process of the present invention can greatly reduce the construction difficulty and can improve the construction efficiency.

IPC Classes  ?

• E02D 27/14 - Pile framings
• E02D 19/04 - Restraining of open water by coffer-dams

Abstract

An anti-corrosion material and anti-corrosion method for submerged floating tunnel pipe section concrete is provided. The anti-corrosion material includes: a base layer material, a middle layer material and a surface layer material. The base layer material is an organosilicon material. The middle layer material is high-strength and high-durability fiberglass reinforced plastic. The surface layer material is a hydrophobic material. The anti-corrosion method includes: preparing fiberglass reinforced plastic; cleaning a surface of a submerged floating tunnel pipe section concrete material, preparing an organosilicon material, and coating the organosilicon material onto the surface of the pipe section concrete material; and preparing a hydrophobic material, and spray-coating the hydrophobic material onto a surface of the fiberglass reinforced plastic. The organosilicon material is adopted to improve the durability of the pipe section concrete and the bonding performance between the fiberglass reinforced plastic and the pipe section concrete.

IPC Classes  ?

• E21D 11/00 - Lining tunnels, galleries or other underground cavities, e.g. large underground chambersLinings thereforMaking such linings in situ, e.g. by assembling
• B32B 5/02 - Layered products characterised by the non-homogeneity or physical structure of a layer characterised by structural features of a layer comprising fibres or filaments
• B32B 7/12 - Interconnection of layers using interposed adhesives or interposed materials with bonding properties
• B32B 13/14 - Layered products essentially comprising a water-setting substance, e.g. concrete, plaster, asbestos cement, or like builders' material next to a fibrous or filamentary layer
• B32B 33/00 - Layered products characterised by particular properties or particular surface features, e.g. particular surface coatingsLayered products designed for particular purposes not covered by another single class
• B32B 37/26 - Methods or apparatus for laminating, e.g. by curing or by ultrasonic bonding characterised by the properties of the layers with at least one layer which influences the bonding during the laminating process, e.g. release layers or pressure equalising layers
• B32B 38/16 - DryingSofteningCleaning

Abstract

A construction method for removing mud in a jacket steel pipe pile includes: erecting a piling auxiliary platform, and performing underwater steel pipe pile sinking; measuring an elevation of a mud surface in the underwater steel pipe pile, and calculating a height from the mud surface in the pile to a pile top and a needed mud removing depth according to the measurement result; installing mud removing equipment on the steel pipe pile; starting the mud removing equipment to carry out mud removing operation, and in a case that the mud removing depth is reached, pausing the mud removing equipment, and cleaning an inner wall of the steel pipe pile; and in a case that the mud removing operation is not reach the related elevation, repeating the mud removing operation till the mud removing operation reaches a standard.

IPC Classes  ?

• E02D 13/08 - Removing obstacles
• E02B 17/02 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto
• E02D 7/00 - Methods or apparatus for placing sheet pile bulkheads, piles, mould-pipes, or other moulds

Abstract

Disclosed in the present invention is an operability forecasting method for an offshore wind power construction ship, comprising the following steps: collecting, within a future time period, environmental data per three hours in a construction sea area where a wind field is located; determining two operability criteria of a construction ship; on the basis of collected wave conditions, calculating six-degree-of-freedom motion responses of the construction ship under different wave conditions per three hours, and on the basis of calculation results, determining whether the six-degree-of-freedom motion responses of the ship satisfy a first operability criterion; on the basis of collected different wind power data per three hours, determining whether the wind power satisfies a second operability criterion; forecasting the operability of the offshore wind power construction ship in the construction sea area; collecting an actual operation condition of the construction ship within an operability forecasting time period; and comparing the collected actual operation condition within the operability forecasting time period with the previous operability forecasting result. The present invention can more accurately forecast the operability of the offshore wind power construction ship.

IPC Classes  ?

• G01W 1/10 - Devices for predicting weather conditions
• G01W 1/02 - Instruments for indicating weather conditions by measuring two or more variables, e.g. humidity, pressure, temperature, cloud cover or wind speed
• G01C 13/00 - Surveying specially adapted to open water, e.g. sea, lake, river or canal

Abstract

The present invention relates to the technical field of pipe pile test technologies and devices. Disclosed are an acquisition apparatus for multiple crack features of a PHC pipe pile under a multi-stage loading condition, comprising a base, wherein a first rail and a second rail that are parallel are arranged on the base; a first supporting base is arranged on the ends of the first rail and the second rail at the same side, a second supporting base is arranged on the ends of the first rail and the second rail at the other side, and a loading assembly is arranged in the middles of the first rail and the second rail. Also disclosed is an acquisition method based on the acquisition apparatus for multiple crack features of a PHC pipe pile under a multi-stage loading condition, comprising: step S1: calculating the bending moment of the PHC pipe pile, caused by the self-weight thereof, on the loading assembly, so as to obtain a load change equation for counteracting the influence of gravity in a loading process; and step S2: determining gypsum slurry required for loading at each stage. According to the present invention, crack propagation trend, shape, depth and position features of a large-diameter, large-length and high-strength PHC pipe pile can be obtained.

IPC Classes  ?

• E02D 33/00 - Testing foundations or foundation structures
• G01N 3/20 - Investigating strength properties of solid materials by application of mechanical stress by applying steady bending forces

Abstract

A method for determining principal dimensions of an offshore wind power construction ship. The method comprises the following steps: step 1, determining several main sea areas in which a ship is about to perform offshore wind power construction in the future; step 2, collecting environmental conditions of the main sea areas, wherein the environmental conditions comprise water depths and sea wave conditions; step 3, preliminarily determining several groups of principal dimensions of the ship according to previous model selection experience for principal dimensions of ships and in comprehensive consideration of economic factors; step 4, determining an operable determination criterion of the ship; step 5, calculating operable window proportions of ships with different principal dimensions in different sea areas by means of floating body dynamics calculation software; and step 6, determining optimal principal dimensions of the ship by means of calculating continuous construction proportions of the ships with the different principal dimensions and estimating a manufacturing cost of the ship. By means of the determination method, a reliable basis can be provided for the construction of a ship in different sea areas, and the adaptability of the ship in performing offshore wind power construction in different sea areas is improved.

IPC Classes  ?

• B63B 71/00 - Designing vesselsPredicting their performance

Abstract

The present invention relates to the technical field of PHC pipe pile curing. Disclosed is a transparent curing tank, comprising a base, wherein a curing tank is integrally concreted above the base, a bottom platform is arranged in the curing tank, a water seal groove is formed in the top of the curing tank, a top cover plate is in lap joint with the curing tank by means of the water seal groove, a water reservoir is formed in the base, the top of the water reservoir penetrates through the base and is provided with a window, and an electromagnetic valve is mounted above the base. The transparent curing tank solves the problems of high construction costs as a result of existing PHC pipe pile steam curing processes requiring matched steam devices, further increase of production costs of PHC pipe piles due to energy being consumed to heat the PHC pipe piles during every curing, and environmental pollution resulting in steam generated after heating needing to be additionally discharged after curing is completed.

IPC Classes  ?

• B28B 11/24 - Apparatus or processes for treating or working the shaped articles for curing, setting or hardening

Abstract

Disclosed in the present invention are a shield tunneling digital twin stratum construction method and system fusing multi-source data, and the method comprises: first using investigation data of drilling, geotechnical tests, in-situ tests, etc. and considering the characteristics of "sparsity", "multi-dimensional correlation" and "spatial variability" of stratum distribution and geotechnical parameters to construct a multi-layer perceptron-based stratum three-dimensional distribution model, and establish a geotechnical parameter multivariate correlation three-dimensional conditional random field based on sparse Bayesian learning technology; using the stratum distribution and the multivariate geotechnical parameter random field to establish a shield tunnel tunneling random finite element digital twin model; and, on the basis of coupling double-unscented Kalman filtering, fusing shield tunneling mechanical parameters and stratum deformation monitoring data, and performing construction feedback-based dynamic inversion on stratum distribution uncertainty and geotechnical parameter space correlation to achieve fine characterization of stratum distribution and geotechnical parameters in front of a shield tunneling surface, so as to obtain a shield tunneling dynamic digital twin stratum model.

IPC Classes  ?

• G06F 30/23 - Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]

Abstract

The present application discloses a construction device implementing ex-situ solidification and anti-scouring of fluidized solidified soil in offshore wind power, comprising: a first stirring module, a feeding module, a second stirring module, an auxiliary material feeding module, and a transportation module. The feeding module is connected to the first stirring module and the second stirring module, the auxiliary material feeding module is connected to the second stirring module, and the transportation module is connected to the second stirring module. The present application can make the construction method continuous, standardized, efficient, etc., and effectively solves the problem that existing construction is rough; and by means of continuous stirring and continuous transportation, the field construction window period is shortened.

IPC Classes  ?

• E02D 15/00 - Handling building or like materials for hydraulic engineering or foundations
• E02D 31/06 - Protective arrangements for foundations or foundation structuresGround foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against corrosion by soil or water
• B28C 9/02 - General arrangement or layout of plant for producing mixtures of clay or cement with other materials

Abstract

A maintenance and reinforcement method for an underwater bridge pier in a tidal zone, comprising the following steps: renovating an underwater pile cap (301), mounting a steel boxed cofferdam (100), mounting waterstops to the steel boxed cofferdam (100), mounting a sacrificial anode protective system, concrete-reinforcing a pier column (302), and dismantling the steel boxed cofferdam (100). The step of mounting the steel boxed cofferdam (100) comprises: first implanting anchor bolts (10B) to fix a lower internal brace (101) to the top surface of the pile cap (301); then connecting a side plate (10) of the steel boxed cofferdam (100) to the lower internal brace (101); and then using a hydraulic jack (30) to push a waterstop working platform (200) until a GINA waterstop (20) is closely attached to the side surface of the pile cap (301). The step of mounting the sacrificial anode protective system comprises: providing as a sacrificial anode zinc blocks (42) having a preceding galvanic series on rusted steel bars of the pier column (302), so as to protect iron steel bars (40) having a following galvanic series. The step of concrete-reinforcing the pier column (302) comprises: providing pad blocks (51) between the inner side surface of a glass fiber reinforced plastic formwork (50) and the outer surface of the pier column (302); using mortar to seal the outer edge of a bottom opening of the glass fiber reinforced plastic formwork (50); and, after the mortar reaches a certain strength, pouring RPC concrete. The maintenance and reinforcement method has the characteristics of being low-cost and safe, and can effectively alleviate the rusting of steel bars on underwater piers, thereby prolonging service lives of bridge pier structures.

IPC Classes  ?

• E01D 22/00 - Methods or apparatus for repairing or strengthening existing bridges
• E01D 19/02 - PiersAbutments
• E02D 19/04 - Restraining of open water by coffer-dams
• E02D 31/02 - Protective arrangements for foundations or foundation structuresGround foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
• C23F 13/06 - Constructional parts, or assemblies of cathodic-protection apparatus
• C23F 13/14 - Material for sacrificial anodes

Abstract

Disclosed in the present invention is a lifting device for a steel pile shoe of a large-diameter pipe pile. The lifting device comprises two connection belts, the connection belts being sleeved to the outer side of one end of a pipe pile where a steel pile shoe needs to be welded. A first slide rail, a second slide rail, a third slide rail, a fourth slide rail, a fifth slide rail and a gear guide rail are fixed to outer sides of the connection belts; outer sides of the first slide rail, the second slide rail, the third slide rail, the fourth slide rail, the fifth slide rail and the gear guide rail are slidably connected to a steel ring and a roller bearing platform; a lifting arm is welded onto the steel ring; the end of the lifting arm away from the steel ring is provided with a pulley; the lower end of the inner side of the steel ring is provided with the roller bearing platform; and the roller bearing platform is provided with a first roller. Further disclosed in the present invention is a lifting method based on the lifting device for a steel pile shoe of a large-diameter pipe pile. The present invention uses pipe piles as support systems, enabling easy and rapid operation; and the lifting device can finely and stably adjust positions of steel pile shoes so as to accurately dock pipe piles with the steel pile shoes.

IPC Classes  ?

• B66C 13/08 - Auxiliary devices for controlling movements of suspended loads, or for preventing cable slack for depositing loads in desired attitudes or positions

Abstract

Disclosed in the present invention is an application of a suspended beam and false cantilever construction technology in viaduct construction, the application comprising the steps as follows: a complete bridge positioned between adjacent expansion joints comprises several spans, and in different spans, beam sections near the expansion joints are constructed by means of a false cantilever, and remaining beam sections No. 1 on two sides of a cap beam are constructed by means of a suspended beam; in false cantilever construction, specifically, an expansion joint is taken as a center, and a segmental box girder close to the expansion joint is constructed by means of a temporary support; the suspended beam construction is specifically to use a post-anchoring technology, the suspended beam is assembled in an anchoring manner, and construction of the segmental box beams on two sides of the cap beam is completed in a suspended hanging manner by means of the suspended beam; and construction of the segmental box girders on two sides of the cap beam comprises: taking a central line of a longitudinal bridge direction of the cap beam as a symmetrical point, lifting the segmental box girders symmetrically to the suspended beam by means of a lifting appliance, adjusting the segmental box girders to design positions, making temporary fine-rolled deformed steel bars to penetrate the segmental box girders, forming permanent tension in a cross tension mode, and removing the suspended beam after completion.

IPC Classes  ?

• E01D 21/00 - Methods or apparatus specially adapted for erecting or assembling bridges
• E01D 21/10 - Cantilevered erection

Abstract

Disclosed in the present invention is an evaluation method for feasibility of split installation of a wind turbine generator set via a floating crane, comprising: step I, determining whether a tower tube and a nacelle of a wind turbine generator can be installed in a split mode by using a floating crane; and step II, determining whether the blades of the wind turbine generator can be installed in the split mode by using the floating crane. When step I is carried out, a motion amplitude response operator of the floating crane is first calculated, next, the vertical motion speed, acceleration, and displacement of a hoisted object are calculated, then the inertial force of the hoisted object is calculated, the contact between each section of the tower tube and installed components at different inclination angles is analyzed, and checking computation is carried out on the dead weight stability of the tower tube. When step II is carried out, the boundary conditions of installing the blades of the wind turbine generator by using a jack-up installation vessel under the action of a wind load are calculated in an explicit dynamics module, then the motion amplitude response operator of the floating crane is calculated, and the radial displacement and radial displacement speeds of the roots of the blades are calculated and then compared with the boundary conditions. The present invention can predict whether the floating crane can work in a certain environment condition.

IPC Classes  ?

• G06F 30/20 - Design optimisation, verification or simulation
• G06F 30/28 - Design optimisation, verification or simulation using fluid dynamics, e.g. using Navier-Stokes equations or computational fluid dynamics [CFD]
• G06F 119/18 - Manufacturability analysis or optimisation for manufacturability
• G06F 119/14 - Force analysis or force optimisation, e.g. static or dynamic forces
• G06F 113/06 - Wind turbines or wind farms
• G06F 113/08 - Fluids

Abstract

An integrated bridge girder launcher monitoring system and monitoring method. An integrated bridge girder launcher structure comprises a main girder (1), a tail platform (2), a front main girder connection system (3), a rear main girder connection system (4), a first supporting leg (5), a second supporting leg (6), a third supporting leg (7), a fourth supporting leg (8), a fifth supporting leg (9), a front trolley (10) and a rear trolley (11). The integrated bridge girder launcher monitoring system comprises: a sensor group, which is mounted on an integrated bridge girder launcher and used for collecting stress data and inclination angle data of key sections during the construction of the integrated bridge girder launcher; a black box (22), which is mounted in the middle of the main girder (1) and used for receiving the stress data and the inclination angle data; and a remote server (24), which is used for implementing data cleaning of the stress data and the inclination angle data from the black box (22), and assigning data types, making a conditional judgment according to a threshold table, and determining a corresponding risk. The monitoring method allows for remote, long-term and real-time monitoring on the safety of the integrated bridge girder launcher structure, improves the efficiency of data analysis, and comprehensively evaluates the safety performance of the bridge girder launcher structure.

IPC Classes  ?

• G01D 21/02 - Measuring two or more variables by means not covered by a single other subclass
• G06F 18/2433 - Single-class perspective, e.g. one-against-all classificationNovelty detectionOutlier detection
• G06F 18/15 - Statistical pre-processing, e.g. techniques for normalisation or restoring missing data
• G06F 30/23 - Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
• G06T 7/00 - Image analysis
• G16Y 10/30 - Construction
• G16Y 20/20 - Information sensed or collected by the things relating to the thing itself
• G16Y 40/10 - DetectionMonitoring
• G16Y 40/20 - AnalyticsDiagnosis
• G16Y 40/50 - SafetySecurity of things, users, data or systems
• G06F 111/10 - Numerical modelling
• G06F 119/14 - Force analysis or force optimisation, e.g. static or dynamic forces

Abstract

Disclosed in the present invention is a method for accurately calculating the volumetric strain of a flexible membrane for simulating a triaxial test by means of a discrete element method. The method comprises the following steps: generating a membrane boundary; in the membrane boundary, generating spherical particles or irregularly-shaped particles, which do not come into contact with each other, until the overall particles in a space reach a preset porosity of a sample; according to the attributes of a rock-soil body discrete material, setting a contact model for each contact position between the particles in the sample and between the particles and a cubic inner wall; during the consolidation and shear stages of the sample, calculating from the product of a confining pressure and a membrane surface a force of the confining pressure acting on the membrane boundary; dividing the volume of the sample into three parts, i.e. two cones formed by connecting the upper surface or the lower surface of the sample to a central point, and the rest of a cylinder; and repeating the above two steps during each time step, such that irregular volumetric deformation of the membrane boundary can be recorded in real time. By means of the present invention, any irregular volumetric deformation of a sample during a triaxial shear process can be finely calculated.

IPC Classes  ?

• G06F 30/20 - Design optimisation, verification or simulation
• G06T 17/00 - 3D modelling for computer graphics
• G06F 119/14 - Force analysis or force optimisation, e.g. static or dynamic forces

Abstract

A super-long prefabricated large-diameter pipe pile, a manufacturing method therefor and a use thereof, relating to the technical field of concrete steel pipe piles. The super-long prefabricated large-diameter pipe pile comprises the following raw materials: a pipe segment raw material, comprising C70 concrete of stiff consistency and a steel reinforcement cage, wherein the C70 concrete of stiff consistency comprises water, cement, sand, aggregate, and an admixture; and a grouting material for pipe segment assembly, comprising cement, an admixture, an expanding agent, and water, wherein the grouting material is an M50 grouting material. C60-grade concrete and an M40 grouting material which are originally used are respectively upgraded to the C70-grade concrete and the M50 grouting material, thereby improving the comprehensive performance such as the hammering resistance of the prefabricated large-diameter pipe pile and the bending resistance of the large-diameter pipe pile.

IPC Classes  ?

• E02D 5/24 - Prefabricated piles
• B28B 21/30 - Centrifugal moulding
• C04B 14/06 - QuartzSand

Abstract

The present invention provides a steel-concrete composite pile, and a manufacturing method for and an application of the steel-concrete composite pile. The steel-concrete composite pile comprises a steel pipe pile located above water and a large-diameter prestressed concrete pipe pile located underwater; the steel pipe pile and the large-diameter prestressed concrete pipe pile are connected by means of a connecting section; a steel pile shoe is provided on the side of the large-diameter prestressed concrete pipe pile away from the steel pipe pile; flanges used for connecting to the steel pipe pile and the large-diameter prestressed concrete pipe pile are respectively provided on the two sides of the connecting section; moreover, the flange close to the large-diameter prestressed concrete pipe pile also acts on the large-diameter prestressed concrete pipe pile to generate prestress; the large-diameter prestressed concrete pipe pile comprises a plurality of pipe sections cast by using C60 or C70 dry hard concrete by means of a centrifugal vibration-rolling composite process, together with rebar cage spirals and longitudinal rebars. The steel-concrete composite pile in the present invention integrates the advantages of low manufacturing cost of concrete pipe piles and good bending resistance of steel pipe piles, and achieves the purpose of reducing cost while meeting engineering quality requirements.

IPC Classes  ?

• E02D 5/52 - Piles composed of separable parts, e.g. telescopic tubes
• E02D 5/58 - Prestressed concrete piles
• E02D 5/28 - Prefabricated piles made of steel

Abstract

Disclosed in the present invention are a control system and method for an intelligent grouting machine for a tubular pile. The control system comprises: a pair of screw grouting machines, which are used for grouting a post-tensioning large tubular pile; and an automatic control apparatus, which collects a grouting pressure of a grouting channel of each screw grouting machine in real time, and continuously and steplessly adjusts the rotation speed of an electric motor of the screw grouting machine according to the grouting pressure, so as to control the feeding speed and flow rate of the grout. By means of the present invention, the speed of grout is automatically adjusted and controlled, thereby improving the grouting effect.

IPC Classes  ?

• G05B 19/05 - Programmable logic controllers, e.g. simulating logic interconnections of signals according to ladder diagrams or function charts
• E02D 15/04 - Placing concrete in mould-pipes, pile tubes, boreholes, or narrow shafts

Abstract

Disclosed in the present invention is an underwater driven pile positioning system for foundation steel pipe piles of a deepwater four-pile jacket, comprising a main base, four sets of leveling devices, four sets of pile holding devices, a hydraulic system, a monitoring system and a control system. The main base comprises four vertical pile frames and four connecting beams; a cage opening is formed in the top of each vertical pile frame; and the upper and lower parts of four corners of each vertical pile frame are provided with four upper pile holding supports and four lower pile holding supports. The four connecting beams are connected among the upper parts of the four vertical pile frames; the four sets of leveling devices are mounted at the bottoms of the four vertical pile frames; each set of leveling device comprises an anti-sinking plate and four leveling lifting/lowering mechanisms connected between the lower parts of four upright posts of the vertical pile frame and the top surface of the anti-sinking plate; and the four sets of pile holding devices are mounted in inner cavities of the four vertical pile frames. Each set of pile holding device comprises four upper-layer pile grippers and four lower-layer pile grippers which are arranged on four upper pile holding supports and four lower pile holding supports. The present invention has the remarkable characteristics of automation, visualization, high precision, high efficiency and high integration.

IPC Classes  ?

• E02D 13/04 - Guide devicesGuide frames
• E02B 17/00 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor
• E02D 27/52 - Submerged foundations

Abstract

A safe continuous wall attachment device for high-rise buildings, the device comprising a wall attachment device and a tower crane support foundation. The wall attachment device comprises a triangular main support (1), a continuous wall attachment support (2), an anti-falling swing block (3), and a bidirectional adjusting jacking device (4), wherein the triangular main support (1) is mounted on a concrete member (5) of a high-rise or super high-rise building by means of the continuous wall attachment support (2); the anti-falling swing block (3) is connected to the triangular main support (1) by means of a support seat block (7), and the anti-falling swing block (3) is located below the triangular main support (1); the bidirectional adjusting jacking device (4) is connected to the triangular main support (1) by means of the support seat block (7), and the bidirectional adjusting jacking device (4) is located above the triangular main support (1); and the anti-falling swing block (3) and the bidirectional adjusting jacking support (4) are both connected to an external climbing scaffold (10). In the continuous wall attachment device, by means of double-tie action of high-strength screw rods, a combined system can reduce a use frequency and assembly and disassembly times of the screw rods compared with two different support systems, such that the safety risk of installation personnel is reduced.

IPC Classes  ?

• E04G 5/04 - Means for fastening, supporting, or bracing scaffolds on or against building constructions
• E04G 5/00 - Component parts or accessories for scaffolds
• E04G 3/32 - Hoisting devicesSafety devices
• E04G 3/28 - Mobile scaffoldsScaffolds with mobile platforms

Abstract

A space truss support platform, system and method for a super-deep slurry wall. The platform (10) comprises: a first truss section (11) and standard truss sections (12), the first truss section (11) being detachably connected to the standard truss sections (12), and the adjacent standard truss sections (12) being detachably connected to each other. The system comprises: the space truss support platform (10) and a reinforcement cage (20), the reinforcement cage (20) being connected to the space truss support platform (10). The method comprises: welding an end I-beam (30) and a bottom reinforcement mesh (21); mounting the bottom reinforcement mesh (21) in place; temporarily fixing the space truss support platform (10) to the bottom reinforcement mesh (21); mounting diagonal bars (22) on both sides of the space truss support platform (10), and mounting a longitudinal support truss (23); mounting a top reinforcement mesh (24); temporarily fixing the space truss support platform (10) to the top reinforcement mesh (24); lifting the space truss support platform (10) and lowering same to a construction station; and lifting and pulling out the space truss support platform (10). According to the method, a standardized working platform can be provided for machining and manufacturing of a slurry wall reinforcement cage, and a reliable guarantee can also be provided for the reliability in the process of manufacturing and lifting of a huge reinforcement cage.

IPC Classes  ?

• E02D 5/18 - Bulkheads or similar walls made solely of concrete in situ
• E02D 15/08 - Sinking workpieces into water or soil
• E04G 1/15 - Scaffolds primarily resting on the ground essentially comprising special means for supporting or forming platformsPlatforms
• E04G 1/36 - Scaffolds for particular parts of buildings or buildings of particular shape, e.g. for stairs, cupolas, domes
• B21F 27/12 - Making special types or portions of network by methods or means specially adapted therefor

Abstract

The present invention provides a processing and mounting method for a twisted aluminum sheet having a gradient color, comprising the following steps: twisting of aluminum sheet units: respectively twisting a plurality of hollow aluminum sheet units, specifically, clamping one end of each aluminum sheet unit by means of a telescopic sheet rolling machine, and twisting the other end by means of a twisting machine to twist the aluminum sheet unit towards the sheet rolling machine along the direction of the twisting machine until the aluminum sheet unit is twisted to a designed angle; filling the hollow aluminum sheet units with flexible fillers; painting of the aluminum sheet units: respectively painting the aluminum sheet units according to a design requirement of a gradient color; building of framework structures: providing grille-shaped framework structures along the outside of a building according to design requirements, the framework structures being fastened on the building; and assembly of aluminum sheet structures: providing at least one aluminum sheet structure on each grille-shaped framework structure from top to bottom, the aluminum sheet structure being formed by splicing at least two painted aluminum sheet units.

IPC Classes  ?

• E04B 2/96 - Curtain walls comprising panels attached to the structure through mullions or transoms

Abstract

An anti-corrosion material and anti-corrosion method for submerged floating tunnel pipe section concrete. The anti-corrosion material comprises: a base-layer material, a middle-layer material and a surface-layer material, the base-layer material being an organosilicon material, the middle-layer material being high-strength high-durability glass fiber reinforced plastic, and the surface-layer material being a hydrophobic material. The anti-corrosion method comprises: preparing glass fiber reinforced plastic; cleaning the surface of a submerged floating tunnel pipe section concrete material, preparing an organosilicon material, and coating the surface of the concrete pipe section material with the organosilicon material; and preparing a hydrophobic material, and spraying the hydrophobic material onto the surface of the glass fiber reinforced plastic. In the present solution, the organosilicon material is used to improve the durability of the pipe section concrete and the bonding performance between the glass fiber reinforced plastic and the pipe section concrete; the high-strength high-durability glass fiber reinforced plastic is used to protect a pipe section from seawater scouring and corrosion; the hydrophobic material is used on the surface of the glass fiber reinforced plastic to slow down water flow scouring and enrichment of aquatic organisms, and therefore the corrosion resistance of the submerged floating tunnel pipe section concrete is improved.

IPC Classes  ?

• E21D 11/00 - Lining tunnels, galleries or other underground cavities, e.g. large underground chambersLinings thereforMaking such linings in situ, e.g. by assembling
• B05D 5/00 - Processes for applying liquids or other fluent materials to surfaces to obtain special surface effects, finishes or structures

Abstract

Provided is a leveling control system in the offshore mounting of a three-bucket jacket foundation, comprising: a position and posture monitoring system mounted on the top of the three-bucket jacket foundation and used for monitoring GPS coordinates and inclination information of the top of the three-bucket jacket foundation in real time; a master station control system for performing analysis processing on the GPS coordinates and the inclination information and outputting a corresponding control signal; and an underwater action system for controlling corresponding actions of action components of the three-bucket jacket foundation according to the control signal, so as to separately control pressure differences between the interiors and exteriors of three buckets of the three-bucket jacket foundation. Further provided is a leveling control method based on the leveling control system. It can be ensured that the degree of inclination of the top surface of a jacket does not exceeds a design value during the whole process of sinking, such that the safety and success rate of construction are ensured.

IPC Classes  ?

• G05B 19/05 - Programmable logic controllers, e.g. simulating logic interconnections of signals according to ladder diagrams or function charts

Abstract

Disclosed is a method for building a platform for construction of cast-in-place piles of a high-piled wharf, comprising the following steps: building a cantilever platform, constructing and erecting steel casings located on a non-revetment riprap foundation bed, building a construction platform of a bank connecting section of a platform area, building a construction platform of a first section of a public road area, building a construction platform of a second section of the public road area, and building a construction platform of a standard section. The cantilever platform is used for implanting construction of steel casings of a first column of pile foundations in the platform area and in the public road area; the construction platform of the bank connecting section of the platform area corresponds to the first to third columns of pile foundations of the platform area, the construction platform of the first section of the public road area corresponds to the first to ninth cast-in-place piles of the three columns of pile foundations of the public road area, and the construction platform of the second section of the public road area corresponds to the tenth to twentieth cast-in-place piles of the three columns of pile foundations of the public road area; and the construction platform of the standard section corresponds to the fourth column of pile foundations in the platform area to the nineteenth column of pile foundations in a wharf area. According to the present invention, the safety and stability of existing wharfs and revetments can be protected.

IPC Classes  ?

• E02B 1/00 - Equipment or apparatus for, or methods of, general hydraulic engineering
• E02B 3/06 - MolesPiersQuaysQuay wallsGroynesBreakwaters
• E02B 17/00 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor
• E02B 17/02 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto
• E02D 27/12 - Pile foundations
• E02D 27/14 - Pile framings
• E02D 27/32 - Foundations for special purposes
• E02D 27/52 - Submerged foundations

Abstract

Disclosed is a fabricated platform for an offshore wind power monopile rock-socketed foundation construction. The fabricated platform comprises an anti-sinking sub-platform and a top-level sub-platform connected above the anti-sinking sub-platform by means of several supporting modules, wherein the anti-sinking sub-platform comprises several first column connecting modules and several anti-sinking plate modules that are spliced together horizontally, and each of the first column connecting modules comprises a first anti-sinking plate, a first column and a first main beam; each of the anti-sinking plate modules comprises a second anti-sinking plate and a second main beam; the top-level sub-platform comprises several second column connecting modules and several structural modules that are spliced together horizontally, and each of the second column connecting modules comprises a cubic connecting frame, a connecting panel and a second column; and each of the structural modules comprises a cubic structural frame and a structural panel. The present invention effectively solves the problems of low repeated utilization of a monopile foundation construction platform and large reinforcement and reconstruction workloads.

IPC Classes  ?

• E02B 17/00 - Artificial islands mounted on piles or like supports, e.g. platforms on raisable legsConstruction methods therefor
• E02D 27/42 - Foundations for poles, masts, or chimneys
• E02D 27/52 - Submerged foundations
• F03D 13/10 - Assembly of wind motorsArrangements for erecting wind motors

Abstract

A construction method for pulling out a concrete pipe pile on water and a pile pulling-out tool, wherein the construction method comprises the following steps: step one: a pile-driving barge lifts the pile pulling-out tool to the position of a PHC pipe pile such that the position of the pile pulling-out tool matches that of the PHC pipe pile; step two: the pile pulling-out tool is sunk to the bottom elevation of the PHC pipe pile, and lifts an inner sleeve (2) and the PHC pipe pile altogether by means of friction between the inner sleeve (2) and the PHC pipe pile; step three: the pipe pulling-out tool and the PHC pipe pile are lifted ashore by means of a hook of the pile-driving barge; step four: the PHC pipe pile is taken out; and step five: an outer sleeve (1) is pulled out and lifted ashore by means of a vibration hammer, and the inner sleeve and the outer sleeve (2,1) are assembled to pull out the next pile. The pile pulling-out tool lifts the inner sleeve (2) and a single PHC pipe pile by means of friction between the inner sleeve (2) and the PHC pipe pile, and the pile pulling-out tool and the single PHC pipe pile are lifted ashore by means of the hook of the pile-driving barge. The pile pulling-out process is simpler and the pile pulling-out efficiency is high.

IPC Classes  ?

• E02D 9/02 - Removing sheet pile bulkheads, piles, mould-pipes, or other moulds by withdrawing
• E02D 13/08 - Removing obstacles
• E02D 9/04 - Removing sheet pile bulkheads, piles, mould-pipes, or other moulds by cutting-off under water