CN115949099B - Offshore wind turbine foundation scouring disaster grouting protection model test device and test method - Google Patents
Offshore wind turbine foundation scouring disaster grouting protection model test device and test method Download PDFInfo
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Abstract
The application discloses a device and a method for testing a grouting protection model of a basic scouring disaster of an offshore wind turbine, wherein the device comprises the following steps: the system comprises a fan foundation simulation system, a load simulation system, a grouting system and an intelligent monitoring system; the foundation simulation system is a circular spliced steel consolidation barrel, simulated stratum and barrel-shaped foundations are arranged in the barrel, a drain hole is arranged in the middle of the barrel, and a slide block guide rail is welded at the upper part of the barrel; the load simulation system is connected with the consolidation barrel guide rail through a guide slide block and consists of a servo motor, a thrust screw rod, a transverse bracket, a vertical bracket, a bearing plate, a loading rod and a guide slide block; the grouting system comprises a grouting power device, a grouting device, a pressure-resistant pipeline and a grouting parameter recording system; the intelligent monitoring system consists of a laser range finder, a displacement meter, an optical fiber stress sensor, a soil pressure and osmotic pressure sensor and an intelligent recorder, and can feed back stratum parameters such as osmotic pressure, soil pressure, stress, deformation and the like. The application can effectively realize the grouting protection simulation of the offshore wind turbine foundation and has positive and beneficial reference effects on engineering application.
Description
Technical Field
The application relates to the field of ocean engineering disaster prevention and control, in particular to a device and a method for a marine fan foundation scouring disaster grouting protection model test.
Background
To deal with the climate change and energy problems, the China offshore wind turbine cumulative installation machine 2693 ten thousand kW is in the first place in the world. Meanwhile, 26 offshore wind projects are being built worldwide, the total capacity is approximately 1000 kilowatts, and about 44% of the projects come from China. In the face of the huge conservation amount and construction amount, the research on disaster management related to the basic scouring of offshore wind power should be paid attention to.
The foundation is an important ring of the whole wind turbine, the manufacturing cost is 15% -25% of the whole wind farm, the functions of supporting the upper machine body structure and bearing horizontal load are achieved, and the foundation is a key for preventing the machine body from overturning, so that the foundation is an important point for the research of the offshore wind power related disaster management.
The wind power bucket foundation is an offshore wind power foundation which is convenient to install and capable of being repeatedly utilized, and is gradually applied to domestic wind power projects in recent years. Disaster management during barrel-shaped foundation operation is a realistic important problem to be solved urgently, and the existing wind power foundation disaster management method has the following defects:
1. in order to solve the problems of local scouring and foundation inclination during the operation of the offshore wind turbine, the method is widely applied to the protection and treatment of the riprap, but the protection effect is deteriorated due to factors such as shearing entrainment, edge scouring, seabed damage and the like, the riprap needs to be maintained for a long time, and other wind turbine foundation scouring coping strategies need to be explored;
2. most of the existing researches improve the bearing capacity and resist disasters by changing the size or form of the barrel body, which undoubtedly increases the material consumption and the overall cost;
3. the existing barrel-shaped foundation is made of steel, so that the consumption of the steel of the barrel body is increased to solve the problem of bearing capacity loss in the operation process, and the additional production consumption of the steel increases the discharge amount of carbon dioxide, so that the carbon emission and environmental protection requirements are not reduced;
4. the existing treatment mode is difficult to realize targeted localized control, namely, the deviation correction and the reinforcement of the designated area at the designated position are difficult to be carried out, and the problem exists in a controllable form of the reinforcement effect.
In summary, grouting reinforcement and protection methods are required to be introduced to achieve the effects of improving the bearing capacity, correcting deviation and the like of the offshore wind power foundation, and reliable theoretical data, test and mathematical model basis are provided for disaster management such as overturning, collapsing and the like of the offshore wind power foundation.
Disclosure of Invention
The application aims to overcome the defects of the prior art, and provides a grouting protection model test device and a test method for a foundation scouring disaster of an offshore wind turbine, which are used for exploring the control effect of a grouting reinforcement method on the foundation scouring disaster of the offshore wind turbine, wherein the grouting method does not change the conditions of foundation materials and external waves, but starts from the seabed of the foundation, fills the pores of the seabed and compacts the sand body of the seabed so as to change the mechanical properties of the soil body of a foundation neighborhood, improve the interaction between the foundation and the soil body, and further realize the anti-overturning and anti-collapse of wind power equipment through foundation reinforcement. The device can realize grouting reinforcement simulation of different positions in the circumferential direction and the radial direction of a foundation and simulation of marine wave load, can be repeatedly used for carrying out a plurality of comparison tests, simulates test parameters under different working conditions, obtains comprehensive system simulation data, can provide original data for building related theory, and provides advanced reference for practical engineering application.
In order to achieve the above purpose, the application adopts the following technical scheme:
the utility model provides an offshore wind turbine foundation erodees calamity slip casting protection model test device which characterized in that includes: fan foundation analog system, load analog system, slip casting system, intelligent monitoring system.
The fan foundation simulation system consists of a consolidation barrel, a guide rail, a drain hole and a model barrel-shaped foundation, wherein the consolidation barrel is formed by splicing steel pipe bodies with the same height through bolts, the lower part of the pipe body at the bottom section is closed, and a closed circular guide rail is welded at the top along the circumference of the barrel; the drain holes are uniformly distributed along the middle part of each section of pipe body; the aspect ratio of the model barrel-shaped foundation is 1:1, the internal diameter is 12mm, and thickness is 5mm, and the lower part opening welds 5mm steel apron at the top, and steel apron center has connect the circular steel pipe of height 30mm, and the inside screw thread that is equipped with of steel pipe.
The load simulation system consists of a servo motor, a thrust screw, a transverse bracket, a vertical bracket, a bearing plate, a loading rod and a guide sliding block; the main parameters of the servo motor are 3kW, 3000r/min and 2 in total, and the first bearing plate and the second bearing plate are respectively welded on the transverse support above the guide rail of the consolidation barrel; the thrust screw rods are controlled by the servo motor and are totally arranged at the right side of the horizontal servo motor and the upper part of the vertical servo motor through couplers; the transverse support is connected with the guide sliding blocks on the guide rails to form a movement mechanism together, and a bearing plate I is welded on one side of the support; the vertical support is 4 threaded pipes welded on the transverse support, the total length of the threaded pipes is 900mm, and the second bearing plate is fixed through the upper hexagonal bolt and the lower hexagonal bolt; the thickness of the second bearing plate is 10mm, a circular hole with the diameter of 5cm is formed in the middle of the second bearing plate, and rectangular hole grooves with the length of 400mm are formed in the two sides of the second bearing plate; the guide sliding block is connected to the guide rail of the consolidation barrel through a hole groove; the loading rod is an inner and outer wire extension tube and is respectively connected with a model barrel-shaped foundation and a thrust screw rod of which the upper part is used for applying load through threads.
The grouting system comprises two sets, wherein each set consists of a high-pressure grouting pipe, an air compressor, a stirring barrel, a grouting floral tube, a grouting pump, a grouting valve and a grouting parameter recording system, and is respectively connected with different grouting floral tubes; the high-pressure slurry conveying pipe is a pressure-resistant hose, and is sequentially connected with an air compressor, a slurry injection pump and a slurry injection flower pipe in series; the air compressors are combined into one, so that air pressure of 0-2.0 MPa can be output, and air pressure output can be kept stable; the stirring barrel is used for containing grouting slurry, and has good tightness; the inner wall of the top of the grouting pipe is provided with threads, the upper part of the grouting pipe is welded with an annular flange, the bottom of the pipe is welded and sealed, and quincuncial distribution grouting holes are formed; the grouting pump is placed on the stirring barrel in a binding way; the grouting parameter recording system comprises a paperless recorder, a pressure gauge and a flowmeter; the paperless recorder is connected in parallel with the pressure gauge and the flowmeter in series and then is connected behind the stirring barrel through the high-pressure slurry conveying pipeline.
The intelligent monitoring system consists of a laser range finder, a displacement meter, an optical fiber stress sensor and a soil pressure osmotic pressure sensor; the laser range finders are adhered to the back surfaces of the bearing plates; the displacement meters are respectively bound and connected to the middle part of the loading rod and the position of the lower third of the middle part of the loading rod; the optical fiber stress sensor is connected with two thrust lead screws in the horizontal direction and the vertical direction respectively; the soil pressure osmotic pressure sensor is adhered to the inner wall and the outer wall of the model barrel-shaped foundation barrel skirt.
Further, the drain hole has a round hole with the diameter of 20mm, is internally threaded, and is connected with the quarter internal and external thread joint and the spherical valve.
Furthermore, the barrel body section of the consolidation barrel needs to have a certain thickness, and is recommended to be 5mm thick, and meanwhile, in order to avoid boundary effects, the structural height and the diameter of the barrel body after the consolidation barrel is assembled are more than 6 times of the height and the diameter of the barrel-shaped foundation of the model.
Furthermore, the guide rail and the flange of the grouting pipe are subjected to rust prevention, and lubricating oil and the like are smeared periodically for protection, so that the grouting pipe can normally move, and the slurry can be injected into simulated stratum according to different positions and different distances.
Furthermore, the thrust lead screw can be connected with an inner thread connector and an outer thread connector, and is connected with an optical fiber stress sensor and a threaded rod through the inner thread connector and the outer thread connector so as to increase the length of the thrust lead screw and record the load.
Further, the loading rod pipe body is provided with a pipe clamp, and a hexagonal bolt is arranged in the middle of the pipe clamp and can be connected with a horizontal threaded rod so as to apply horizontal load to the model barrel-shaped foundation.
Furthermore, the load simulation system can drive the thrust screw rod to apply a static load of 50kN or a cyclic load of 2kN through the output of the servo motor.
The application also provides a method for testing the grouting protection model of the basic scouring disaster of the offshore wind turbine, which comprises the following steps:
step (1): before the test is carried out, grouting reinforcement design and simulated stratum design in a consolidation barrel are carried out, specifically, the foundation distance of a grouting pipe is designed according to the size proportion of a model barrel foundation and the property of a sand stratum, the grouting quantity and the grouting pressure are designed, and the quality of soil materials selected by the model stratum and filled soil and water is determined;
step (2): after the grouting design is finished, a pre-test is carried out on the grouting system, so that the grouting system can be ensured to normally run, and leakage of a shutdown connection node of the grouting system is prevented;
step (3): after the grouting system is debugged, closing a spherical valve of the grouting system, filling a model stratum in a consolidation barrel, and filling and consolidating according to a pipe body section in a segmented mode, wherein before filling, 10cm broken stone bodies and a layer of geotechnical cloth are paved in the bottommost section, then, a simulated soil body is filled on the geotechnical cloth layer, the water required by design is added, a thrust screw of a load loading mechanism is connected with a weight corresponding to the inner diameter of the consolidation barrel during consolidation, and the weight is pushed by a screw force lever to consolidate the soil body, wherein the soil body compression change per hour is 0.01 mm;
step (4): after consolidation of the stratum soil body is completed, an earth pressure osmotic pressure sensor is stuck in the simulated barrel-shaped foundation, one side of the threaded rod is connected with a vertical loading thrust screw rod, the other side of the threaded rod is connected with the loading rod and the barrel-shaped foundation, the servo motor is used for controlling the loading of the vertical loading thrust screw rod, the foundation is penetrated into the soil body, and real-time output of the pressure sensor is recorded during the process;
step (5): after the simulation foundation is in place, connecting the upper loading rod pipe clamp with a threaded rod of a horizontal loading system, horizontally loading the foundation to test the horizontal ultimate bearing capacity of the foundation, pulling up the simulation foundation after the test is finished, sampling soil in a model barrel to facilitate subsequent measurement, and repeating the step (3) and the step (4) again after the soil in the model barrel is emptied;
step (6): after the simulation foundation is in place again, placing a grouting flower pipe, adjusting the horizontal position of the grouting flower pipe along a two-hole groove of a bearing plate, adjusting the two positions of the bearing plate to enable the grouting flower pipe to be inserted into soil, starting an air compressor, and opening a spherical valve on the grouting flower pipe to perform grouting, wherein if the soil layer is hard, a hole can be drilled in advance so as to facilitate the insertion of the grouting pipe; the slurry injection amount is determined by the step (1) so as to prevent the injected slurry from disturbing the foundation, after the slurry is injected, the two positions of the bearing plate are adjusted after the slurry is completely diffused for a certain time, so that the grouting pipe is higher than the surface of the soil body, a load simulation system on the rotary consolidation barrel is rotated for a certain angle, the grouting process is repeated, the air compressor is closed after the grouting is completely completed along the circumferential direction of the model barrel type foundation, the grouting valve is closed, the two positions of the bearing plate are adjusted, the grouting pipe is taken out, and the standing device enables the slurry to be fully diffused and solidified;
step (7): if the foundation is deviated and positioned incorrectly, grouting correction is needed to be carried out on the foundation, the grouting range is taken as the sinking side of the foundation, which is inclined and deviated, and the lifting side is not processed, and the grouting method is as in step (6), but attention should be paid to the data record of the displacement meter in the grouting process, so as to prevent excessive correction of the foundation;
step (8): after standing, carrying out horizontal cyclic loading on the foundation so as to simulate the condition of grouting reinforcement on the bearing performance improvement of the wind power foundation under the action of wave load, wherein the horizontal cyclic load adopts a sine waveform, the amplitude value is taken to obtain a correction value of the horizontal ultimate bearing capacity in the step (5), and the cycle number is controlled according to the test requirement;
step (9): after circulation is completed, closing the output of the horizontal loading system, photographing and recording the foundation, simultaneously splitting the barrel body to sample soil in the reinforced area, performing post-measurement and comparing the soil with the sample in the step (5), wherein the sampled products are divided into two types, one type is subjected to scanning electron microscope test according to the scanning electron microscope requirement, the other type is subjected to direct shear test according to the geotechnical test requirement, the test is finished after the process is finished, cleaning the device, performing anti-corrosion measures, and finishing the data to form quantitative expression.
The application has the beneficial effects that:
1. according to the application, in the experimental device and the experimental method for the grouting protection model of the flushing disaster of the offshore wind turbine foundation, the influence of the grouting method on the barrel-shaped foundation disaster treatment is introduced, the grouting reinforcement and the change of the foundation size can be compared, the foundation form is changed, the contrast experimental effect of the supporting and other modes is set, so that an optimized protection system is determined, a data basis is provided for design optimization, and references of different thought forms are provided for the protection of actual engineering.
2. According to the device and the method for testing the grouting protection model of the flushing disaster of the offshore wind turbine foundation, grouting tubes can freely move along the circumferential direction and the radial direction of the foundation, testing of different reinforcement depths and different reinforcement areas of multiple points and multiple positions can be achieved, influences of grouting reinforcement on the bearing capacity, stability and foundation angle deflection of the foundation under a three-dimensional space system are tidied, optimal applicable intervals of a grouting treatment method on the wind power foundation are deduced, parameters such as the grouting area are optimally applicable, and practical engineering application is guided.
3. According to the offshore wind turbine foundation scouring disaster grouting protection model test device and method, accurate load control can be achieved through the wind turbine load simulation system, monotone load output and circulating load output can be selected, load circulating period and circulating times are set, loading in horizontal and vertical directions is achieved, different working conditions such as wave load and the like can be simulated, different conditions are simulated in a combined mode, a large number of different working conditions are simulated for actual conditions, an original database is accumulated, and advanced early warning of instability, overturning and soil body strength damage is achieved.
4. According to the device and the method for testing the grouting protection model for the foundation scouring disaster of the offshore wind turbine, disclosed by the application, the drainage consolidation of the soil body can be realized through the device, the monotone load application maximum limit value is 50kN, the grading control loading of a larger simulation load can be realized, the lateral compression of the soil body can be realized through the connection with the loading block by the horizontal load, the stress history of the soil body is simulated through opening the drainage valve, the stress situation of the soil body in actual conditions is more met, the consolidation of the whole barrel of the soil body can be realized at one time through separate control loading, the test operation flow is compressed, and the operation time is saved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the disclosure, illustrate and explain the disclosure and are not to be construed as limiting the disclosure.
Fig. 1 is a schematic structural diagram of a device for testing a barrel-shaped foundation flushing disaster grouting protection model of an offshore wind turbine, which is provided by the embodiment of the application.
Fig. 2 is a three-dimensional schematic diagram of a barrel body section of a consolidation barrel according to an embodiment of the present application.
Fig. 3 is a three-dimensional schematic diagram of a simulated barrel-shaped foundation according to an embodiment of the present application.
Fig. 4 is a front view of a structure of a simulation-carrying system according to an embodiment of the present application.
Fig. 5 is a three-dimensional schematic diagram of a grouting pipe according to an embodiment of the present application.
Fig. 6 is a three-dimensional schematic diagram of a basic simulation system after a simulated barrel-shaped foundation is installed according to an embodiment of the present application.
Fig. 7 is a schematic flow chart of a simulated barrel-shaped foundation grouting reinforcement process according to an embodiment of the present application.
Fig. 8 is a schematic flow chart of a correction process for simulating barrel-shaped foundation grouting according to an embodiment of the present application.
In the figure: 101. solidifying the barrel; 102. a guide rail; 103. a drain hole; 104. a model barrel foundation; 105. a barrel section; 106. four-way inner and outer wire joints; 107. a ball valve; 201. a horizontal thrust lead screw; 202. a vertical thrust lead screw; 203. a transverse bracket; 204. a vertical bracket; 205. a loading rod; 206. a guide slide block; 207. a bearing plate I; 208. a bearing plate II; 209. a horizontal servo motor; 210. a vertical servo motor; 211. an inner and outer thread joint; 212. a vertical threaded rod; 213. a pipe clamp; 214. a horizontal threaded rod; 301. a high-pressure slurry conveying pipe; 302. an air compressor; 303. a stirring barrel; 304. grouting a flower pipe; 305. a grouting pump; 306. a grouting valve; 401. a horizontal laser range finder; 402. a displacement meter; 403. an optical fiber stress sensor; 404. an earth pressure osmotic pressure sensor; 405. paperless recorder; 406. a pressure gauge; 407. a flow meter.
Detailed Description
The present application is further described below with reference to examples, but it should not be construed that the scope of the above subject matter of the present application is limited to the following examples. Various substitutions and alterations are made according to the ordinary skill and familiar means of the art without departing from the technical spirit of the application, and all such substitutions and alterations are intended to be included in the scope of the application.
In addition, in the description of the present application, it should be understood that the directions or positional relationships indicated by the terms "center", "inner", "upper", "lower", "front", "rear", "left", "right", etc., are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present application.
As shown in FIG. 1, the device and the method for testing the barrel-shaped foundation grouting protection model of the offshore wind turbine comprise the following four parts: fan foundation analog system, load analog system, slip casting system, intelligent monitoring system.
As shown in fig. 1-3, the fan foundation simulation system comprises a consolidation barrel 101, a guide rail 102, a drain hole 103 and a model barrel-shaped foundation 104, wherein a closed circular guide rail 102 is welded at the top of the circumference of the barrel so as to facilitate the upper load simulation system to freely rotate along the circumference; the consolidation barrel 101 is formed by splicing barrel body sections 105 through bolts, the lower part of the pipe body of the bottom section is closed, the barrel body section is recommended to be 5mm thick, and in order to avoid boundary effects, the height and the diameter of the barrel body structure after the consolidation barrel is spliced are 6 times greater than those of the barrel-shaped foundation of the model; the drain holes are uniformly distributed along the middle part of each section of pipe body, and the size of the drain holes is round holes with the diameter of 20mm so as to be connected with stainless steel quarter internal and external wire connectors 106; the aspect ratio of the model barrel foundation 104 is 1:1, the internal diameter is 12mm, and thickness is 5mm, and the lower part opening welds 5mm steel apron at the top, and the steel apron center has connect the circular steel pipe of height 30mm, and the inside screw thread that is equipped with of steel pipe is in order to be connected with loading rod 205 conveniently.
Further, the drain hole four inner and outer wire joints 106 are externally connected with a ball valve 107 to facilitate control of the internal drain.
As shown in fig. 4, the load simulation system is composed of a servo motor, a horizontal thrust screw 201, a vertical thrust screw 202, a transverse bracket 203, a vertical bracket 204, a bearing plate, a loading rod 205 and a guide slide block 206; the parameters of the servo motor are 3kW and 3000r/min, and the two parameters are respectively welded on a first bearing plate 207 on a transverse bracket 203 and a second bearing plate 208 supported by a vertical bracket 204 on the consolidation barrel guide rail 102 to respectively provide horizontal load and vertical load; the horizontal thrust screw 201 is controlled by a servo motor and is connected to the right side of the horizontal servo motor 209 through a coupler, so that the horizontal thrust screw can be pushed in the left-right direction; the vertical thrust screw 202 is controlled by a servo motor and is connected to the upper part of the vertical servo motor 210 through a coupler, so that the vertical thrust can be realized; the transverse support 203 is connected with the guide sliding blocks 206 on the guide rail 102 to form a movement mechanism together and bear the dead weight of the upper mechanism, and one side of the support is welded with a bearing plate 207 for placing a horizontal load applying device; the vertical support 204 is a 4-piece threaded pipe welded on the transverse support 203, the total length of the threaded pipe is 900mm, and the second bearing plate 208 is fixed through an upper hexagonal bolt and a lower hexagonal bolt; the thickness of the second bearing plate 208 is 10mm, so as to bear the weight of the upper motor, the middle part is provided with a hole with the diameter of 5cm so as to enable the vertical thrust lead screw 202 to pass through, and both sides are provided with rectangular hole grooves with the length of 400mm, so that the grouting flower pipe 304 can conveniently move horizontally; the loading rod 205 is an inner and outer wire extension tube and is respectively connected with the model barrel-shaped foundation 104 and the vertical thrust lead screw 202 of which the upper part is used for applying load through threads so as to realize the application of the load in the vertical direction; the guide slide 206 is connected to the consolidation barrel guide 102 through a groove to realize free rotation of the whole upper loading device along the circumferential direction.
Further, the thrust screw rod can be connected with an inner thread joint 211 and an outer thread joint 211, and is connected with an optical fiber stress sensor 403 and a vertical threaded rod 212 through the inner thread joint 211 so as to increase the length of the thrust screw rod and record the load.
Further, the loading rod 205 is provided with a pipe clamp 213, and a hexagonal bolt is arranged in the middle of the pipe clamp 213 and can be connected with a horizontal threaded rod 214 to realize the application of horizontal load.
Further, the load simulation system can apply a dead load of 50kN and a circulating load of 2kN through the thrust screw so as to simulate the load working condition of the barrel-shaped foundation.
In the embodiment, the grouting system has two sets, each set is composed of a high-pressure grouting pipe 301, an air compressor 302, a stirring barrel 303, a grouting pipe 304, a grouting pump 305, a grouting valve 306 and a grouting parameter recording system, and is respectively connected with different grouting pipe 304; the high-pressure grouting pipe 301 is a high-pressure hose, and is sequentially connected with the air compressor 302, the grouting pump 305 and the grouting pipe 304 in series to realize the connection of a grouting system; the air compressors 302 are combined into one, so that air pressure of 0-2.0 MPa can be output, the air pressure output can be kept stable, and power is provided for a grouting system; the stirring barrel 303 is used for containing grouting slurry, and has good tightness; as shown in fig. 5, the inner wall of the top of the grouting pipe 304 is provided with threads to connect the inner and outer thread joints with the grouting valve 306, the upper part is welded with annular flanges for placing on two sides of the 208 hole slots of the bearing plate, the bottom of the grouting pipe 304 is welded and sealed, and quincuncial distribution grouting holes are formed; the grouting pump 305 is connected to the stirring barrel 303 in a binding way and is used for pumping slurry; the grouting parameter recording system comprises a paperless recorder 405, a pressure gauge 406 and a flow meter 407; the paperless recorder 405 is connected in parallel with the pressure gauge 406 and the flow gauge 407 in series, and then is connected to the stirring barrel through the high-pressure slurry conveying pipeline 301, and is used for monitoring the slurry pumping pressure and the slurry injecting quantity of the slurry injecting pipeline.
Furthermore, the guide rail 102 and the flange of the grouting pipe 304 are subjected to rust prevention, and are regularly smeared with protection such as lubricating oil, so that the grouting pipe can normally move, and slurry can be injected into simulated stratum according to different positions and different distances.
The intelligent monitoring system consists of a laser range finder 401, a displacement meter 402, an optical fiber stress sensor 403 and a soil pressure osmotic pressure sensor 404; the two laser rangefinders 401 are used for monitoring the vertical displacement of water and are adhered to the back surface of the second bearing plate 208; the displacement meters 402 are respectively bound and connected to the middle part of the loading rod 205 and the position of the middle part, which is one third lower than the middle part; the optical fiber stress sensors 403 are respectively connected to the horizontal thrust screw 201 and the vertical thrust screw 202 in total; the soil pressure osmotic pressure sensor 404 is adhered to the inner wall and the outer wall of the model barrel-shaped foundation barrel skirt, and is used for recording the active soil pressure and the passive soil pressure of the foundation barrel skirt.
In addition, the application also provides a method for testing the grouting protection model of the basic scouring disaster of the offshore wind turbine, which comprises the following steps:
step (1): before the test is carried out, grouting reinforcement design and simulated stratum design in a consolidation barrel 101 barrel are carried out, specifically, the distance between grouting pipes and a foundation is designed according to the size proportion of a model barrel foundation and sand stratum properties, grouting amount and grouting pressure are designed, and the quality of soil mass, filled soil mass and water selected by the model stratum is determined;
step (2): after the grouting design is finished, a pre-test is carried out on the grouting system, so that the grouting system can be ensured to normally operate, the water stop adhesive tape is wound and bound on the connecting node of the high-pressure grouting pipe 301, and leakage of the shutdown connecting node of the grouting system is prevented;
step (3): after the grouting system is debugged, closing a grouting valve 306 in front of a grouting pipe 304 of the grouting system, filling and solidifying the model stratum in the consolidation barrel 101 according to the pipe body section, paving 10cm broken stone bodies and a layer of geotechnical cloth in the bottommost section before filling, filling a simulated soil body on the geotechnical cloth layer, adding the designed water required quantity, connecting a weight block corresponding to the inner diameter of the consolidation barrel by a vertical thrust screw 202 of a load loading mechanism during solidification, pushing the weight block by a screw force lever, and solidifying the soil body, wherein the change of the soil body compression per hour is 0.01 mm;
step (4): as shown in fig. 6, after the consolidation of the simulated stratum soil body is completed, the simulated barrel-shaped foundation 104 is installed in place, a soil pressure and seepage sensor 404 in the simulated barrel-shaped foundation is stuck, one side of a vertical loading thrust screw rod 202 is connected with a loading rod 205, one side of a vertical loading thrust screw rod 212 is connected with a loading rod 205, a vertical servo motor 209 is used for controlling the loading of the vertical thrust screw rod 202, the foundation penetrates into the soil body, and the real-time output of the pressure sensor is recorded during the process;
step (5): after the simulation foundation is in place, connecting an upper loading rod pipe clamp 213 with a horizontal threaded rod 214 of a horizontal loading system, horizontally loading the foundation to test the horizontal ultimate bearing capacity of the foundation, pulling up the simulation foundation after the test is finished, sampling soil in a model barrel to facilitate subsequent measurement, and repeating the steps (3) and (4) again after the soil in the model barrel is emptied;
step (6): as shown in fig. 7, after the simulation foundation is in place again, placing the grouting floral tube 304, adjusting the horizontal position of the grouting floral tube 304 along the 208 hole slot of the second bearing plate, adjusting the second bearing plate to insert the grouting floral tube 304 into the soil body, starting the air compression 302, and opening the grouting valve 306 on the grouting floral tube 304 to perform grouting, wherein the grouting floral tube 304 can be conveniently inserted by drilling holes in advance if the soil layer is hard; the slurry injection amount is determined by the step (1), so that the slurry injection radius is maintained in a theoretical range, after all the slurry is injected, a certain time is waited, so that the slurry diffusion radius is maintained unchanged, the position of a second bearing plate 208 is adjusted, a slurry injection flower pipe 304 is higher than the soil surface, a load simulation system on a rotary consolidation barrel 101 is rotated for a certain angle, the slurry injection process is repeated until the slurry injection is completed completely along the circumferential direction of a model barrel-shaped foundation 104, an air compressor 301 is closed, a slurry injection valve 306 is closed, the position of the second bearing plate 208 is adjusted, the slurry injection flower pipe 304 is taken out, and a standing device enables the slurry to be fully diffused and solidified;
step (7): as shown in fig. 8, if the foundation is deviated and positioned incorrectly, grouting correction is required to be performed on the foundation, the grouting range is taken as the sinking side of the foundation, which is inclined and deviated, and the lifting side is not processed, and the grouting method is as in step (6), but attention should be paid to the data record of the displacement meter 402 in the grouting process, so as to prevent excessive correction of the foundation;
step (8): after standing, carrying out horizontal cyclic loading on the foundation to simulate the condition of grouting reinforcement on the bearing performance improvement of the wind power foundation under the action of wave load, wherein the horizontal cyclic load adopts a sine waveform, the amplitude value is taken to obtain a correction value of the horizontal ultimate bearing capacity in the step (5), the cyclic frequency is controlled according to the test requirement, and the recommended frequency is at least thousands of cycles;
step (9): and (3) circularly closing the horizontal servo motor 209, photographing and recording the foundation, simultaneously splitting the barrel section 105 to sample soil in the reinforced area, performing post-measurement and comparing the soil with the sample in the step (5), classifying the sampled products into two types, performing scanning electron microscope test according to the scanning electron microscope requirement, performing direct shear test according to the geotechnical test requirement, finishing the test after finishing the flow, cleaning the device, performing anti-corrosion measures, and finishing the data to form quantitative expression.
The above embodiments are not to be taken as limiting the scope of the application, and any alternatives or modifications to the embodiments of the application will be apparent to those skilled in the art and fall within the scope of the application.
The present application is not described in detail in the present application, and is well known to those skilled in the art.
Claims (8)
1. The utility model provides an offshore wind turbine foundation erodees calamity slip casting protection model test device which characterized in that includes: the system comprises a fan foundation simulation system, a load simulation system, a grouting system and an intelligent monitoring system;
the fan foundation simulation system consists of a consolidation barrel, a guide rail, a drain hole and a model barrel-shaped foundation, wherein the consolidation barrel is formed by splicing steel barrel body sections with the same height through bolts, the lower part of the barrel body section at the bottom is closed, and a closed circular guide rail is welded at the top along the circumference of the barrel; the drain holes are uniformly distributed along the middle part of each section of the barrel body; the aspect ratio of the model barrel-shaped foundation is 1:1, the inner diameter is 12mm, the thickness is 5mm, the lower part is opened, a 5mm steel cover plate is welded at the top, the center of the steel cover plate is connected with a round steel pipe with the height of 30mm, and threads are arranged in the steel pipe;
the load simulation system consists of a servo motor, a thrust screw, a transverse bracket, a vertical bracket, a bearing plate, a loading rod and a guide sliding block; the parameters of the servo motor are 3kW, 3000r/min and 2 in total, and the servo motor is respectively welded on a first bearing plate and a second bearing plate supported by a vertical bracket on a transverse bracket above a guide rail of a consolidation barrel; the thrust screw rods are controlled by the servo motor and are totally arranged at the right side of the horizontal servo motor and the upper part of the vertical servo motor through couplers; the transverse support is connected with the guide sliding blocks on the guide rails to form a movement mechanism together, and a bearing plate I is welded on one side of the transverse support; the vertical support is 4 threaded pipes welded on the transverse support, the total length of the threaded pipes is 900mm, and the second bearing plate is fixed through the upper hexagonal bolt and the lower hexagonal bolt; the thickness of the second bearing plate is 10mm, a circular hole with the diameter of 5cm is formed in the middle of the second bearing plate, and rectangular hole grooves with the length of 400mm are formed in the two sides of the second bearing plate; the guide sliding block is connected to the guide rail of the consolidation barrel through a hole groove; the loading rod is an inner and outer wire extension tube and is respectively connected with a model barrel-shaped foundation and a thrust screw rod of which the upper part is used for applying load through threads;
the grouting system comprises two sets, wherein each set consists of a high-pressure grouting pipe, an air compressor, a stirring barrel, a grouting floral tube, a grouting pump, a grouting valve and a grouting parameter recording system, and is respectively connected with different grouting floral tubes; the high-pressure slurry conveying pipe is a pressure-resistant hose, and is sequentially connected with an air compressor, a slurry injection pump and a slurry injection flower pipe in series; the air compressors are combined into one, so that air pressure of 0-2.0 MPa can be output, and the air pressure output can be kept stable; the stirring barrel is used for containing grouting slurry, and has good tightness; the inner wall of the top of the grouting pipe is provided with threads, the upper part of the grouting pipe is welded with an annular flange, the bottom of the grouting pipe is welded and sealed, and quincuncial distribution grouting holes are formed; the grouting pump is bound and placed on the stirring barrel; the grouting parameter recording system comprises a paperless recorder, a pressure gauge and a flowmeter; the paperless recorder is connected in parallel with the pressure gauge and the flowmeter in series and then is connected behind the stirring barrel through a high-pressure slurry conveying pipeline;
the intelligent monitoring system consists of a laser range finder, a displacement meter, an optical fiber stress sensor and a soil pressure osmotic pressure sensor; the laser range finders are two in number and are adhered and connected to the back surface of the bearing plate II; the displacement meters are two in total and are respectively bound and connected to the middle part of the loading rod and the position of the lower third of the middle part; the optical fiber stress sensors are totally two and are respectively connected with a thrust screw rod in the horizontal direction and the vertical direction; the soil pressure osmotic pressure sensor is adhered to the inner wall and the outer wall of the model barrel-shaped foundation barrel skirt.
2. The device of claim 1, wherein the drain hole is a circular hole with a diameter of 20mm, and is internally threaded to connect the internal and external thread joint with the ball valve.
3. The device according to claim 1, wherein the consolidation barrel is 5mm thick in barrel section, and the height and diameter of the consolidated barrel after splicing are more than 6 times of the height and diameter of the model barrel-shaped foundation to avoid boundary effect.
4. The device of claim 1, wherein the guide rail and the grouting pipe flange are subjected to rust prevention treatment, and lubricating oil is periodically smeared for protection.
5. The device of claim 1, wherein the thrust screw is connected to an inner and outer wire joint, and is connected to an optical fiber stress sensor and a threaded rod through the inner and outer wire joint.
6. The device of claim 1, wherein the loading rod is provided with a tube clamp having a hexagonal bolt in the middle thereof that is bolted to a horizontally oriented threaded rod.
7. The device of claim 1, wherein the load simulation system outputs and drives the thrust screw to apply a dead load of 50kN or a cyclic load of 2kN via a servo motor.
8. A model test method for the influence of cyclic wave load on bearing capacity of a fan foundation under the condition of grouting reinforcement and deviation correction by using the offshore wind turbine foundation scouring disaster grouting protection model test device according to any one of claims 1-7, which is characterized by comprising the following steps:
(1) Before the test is carried out, grouting reinforcement design and simulated stratum design in a consolidation barrel are carried out, specifically, the distance between grouting pipes and a foundation is designed according to the size proportion of a model barrel foundation and sand stratum properties, the grouting quantity and grouting pressure are designed, the model stratum is determined to be selected from soil, and the soil is filled;
(2) After the grouting design is finished, a pre-test is carried out on the grouting system, so that the normal operation of the grouting system is ensured, and the shutdown of the grouting system and the leakage of a connecting node are prevented;
(3) After the grouting system is debugged, closing a spherical valve of the grouting system, filling a model stratum in a consolidation barrel, and filling and consolidating according to barrel body sections in a segmented manner, wherein before filling, 10cm broken stone bodies and a layer of geotechnical cloth are paved in the bottommost section, then, simulated soil bodies are filled on the geotechnical cloth layers, the designed water required by the design is added, and a load loading mechanism is a vertical thrust screw and is connected with a weight with the equivalent inner diameter of the consolidation barrel, and the weight is pushed by the vertical thrust screw to consolidate the soil bodies, wherein the soil body compression change per hour is 0.01 mm;
(4) After consolidation of the simulated stratum soil body is completed, a soil pressure osmotic pressure sensor in a simulated barrel-shaped foundation is posted, one side of a vertical threaded rod is connected with a loading rod and the barrel-shaped foundation, a servo motor is used for controlling loading of the vertical thrust screw, the foundation penetrates into the soil body, and real-time output of the pressure sensor is recorded during the process;
(5) After the simulation foundation is in place, connecting the upper loading rod pipe clamp with a threaded rod of a horizontal loading system, horizontally loading the foundation to test the horizontal limit bearing capacity of the foundation, pulling up the simulation foundation after the test is finished, sampling soil in a model barrel to facilitate subsequent measurement, and repeating the processes (3) and (4) again after the soil in the model barrel is emptied;
(6) After the simulation foundation is in place again, placing a grouting flower pipe, adjusting the horizontal position of the grouting flower pipe along a two-hole groove of a bearing plate, adjusting the two positions of the bearing plate to enable the grouting flower pipe to be inserted into soil, starting an air compressor, and opening a spherical valve on the grouting flower pipe to perform grouting, wherein if the soil layer is hard, a hole can be drilled in advance so as to facilitate the insertion of the grouting pipe; the slurry injection amount is determined by the process (1) so as to prevent the injected slurry from disturbing the foundation, after the slurry is injected, the two positions of the bearing plate are adjusted after the slurry is completely diffused for a certain time, so that the grouting pipe is higher than the surface of the soil body, a load simulation system on the consolidation barrel is rotated, the grouting process is repeated until the grouting is completely completed along the circumferential direction of the model barrel-shaped foundation, an air compressor is closed, a grouting valve is closed, the two positions of the bearing plate are adjusted, the grouting pipe is taken out, and the slurry is fully diffused and solidified by a standing device;
(7) If the foundation is deviated and positioned incorrectly, grouting correction is needed to be carried out on the foundation, the grouting range is taken as the sinking side of the foundation, which is inclined and deviated, and the lifting side is not processed, and the grouting method is as in the process (6), but attention should be paid to the data record of the displacement meter in the grouting process, so that excessive correction of the foundation is prevented;
(8) After standing, carrying out horizontal cyclic loading on the foundation to simulate the condition of grouting reinforcement on the wind power foundation bearing performance improvement under the action of wave load, wherein the horizontal cyclic load adopts a sine waveform, the amplitude value is taken out to test a correction value of the horizontal ultimate bearing capacity in the process (5), and the cycle number is controlled according to test requirements;
(9) And (3) circularly closing the output of the horizontal loading system, photographing and recording the foundation, simultaneously splitting and consolidating the barrel body, sampling the soil body of the consolidation area, carrying out subsequent measurement and comparing with the sample in the process (5), wherein the sampled products are divided into two types, one type is subjected to scanning electron microscope test according to the scanning electron microscope requirement, the other type is subjected to direct shear test according to the geotechnical test requirement, the test is finished after the process, cleaning the device, carrying out anti-corrosion measures, and finishing the data to form quantitative expression.
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