WO2023151235A1 - 一种悬浮隧道完全水弹性响应模型试验装置及方法 - Google Patents

一种悬浮隧道完全水弹性响应模型试验装置及方法 Download PDF

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Publication number
WO2023151235A1
WO2023151235A1 PCT/CN2022/107805 CN2022107805W WO2023151235A1 WO 2023151235 A1 WO2023151235 A1 WO 2023151235A1 CN 2022107805 W CN2022107805 W CN 2022107805W WO 2023151235 A1 WO2023151235 A1 WO 2023151235A1
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test
model
floating tunnel
pool
total force
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PCT/CN2022/107805
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English (en)
French (fr)
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阳志文
张华庆
崔永刚
袁春光
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交通运输部天津水运工程科学研究所
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Publication of WO2023151235A1 publication Critical patent/WO2023151235A1/zh

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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
    • G01M10/00—Hydrodynamic testing; Arrangements in or on ship-testing tanks or water tunnels
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
    • G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes

Definitions

  • the invention relates to the technical field of tunnel engineering, in particular to a complete hydroelastic response model test device and method for a floating tunnel.
  • the floating tunnel is a large-scale underwater tunnel that uses the buoyancy of water to build a floating tunnel in the water. It is another subversive sea-crossing channel technology for humans to cross the deep-sea fjords in the future after the sea-crossing bridge and the submarine tunnel.
  • the structural system of the floating tunnel is more complex, and the span can extend tens of kilometers or even hundreds of kilometers. It passes through a vast water area, and the spatial difference of environmental loads such as seabed conditions and wave currents along the line is huge .
  • the tunnel structural system will inevitably undergo overall and local stress-deformation responses—that is, the "hydroelastic problem" of the interaction between hydrodynamic forces and elastic structural systems. How to accurately grasp the complex structural hydroelastic response of the floating tunnel in the design, obtain technical parameters such as the overall and local deformation and stress of the structure, and control and overcome them are key technical problems to be solved.
  • Combining materials to simulate the tunnel body such as: using steel rods to simulate the overall elasticity of the tunnel, attempting to simulate similar elasticity; using foam to simulate the shape of the tunnel, attempting to simulate geometric similarity; using counterweights to simulate the gravity of the tunnel itself, attempting to simulate similar gravity.
  • the above-mentioned prior art has the technical problem that the model pipe body is not similar to the floating tunnel itself.
  • the actual floating tunnel pipe body is hollow, and there are detailed structures such as road surfaces and support beams inside the tunnel.
  • the tunnel is treated as a solid body, and a variety of composite material simulation methods are used, which can only simulate the axial tension, compression and overall bending of the tunnel.
  • the three-dimensional structural deformation cannot simulate the complete hydroelastic motion and deformation of tunnels such as tension, compression, bending, shearing, torsion, and various combinations, nor can it simulate the local deformation of detailed structures such as road surfaces and support beams inside the tunnel.
  • the present application proposes a complete hydroelastic response model test device and method for a floating tunnel to solve the above technical problems.
  • the invention provides a complete hydroelastic response model test device and method for a floating tunnel.
  • the invention completely reproduces the internal structure of the tunnel, and solves the problem that the model in the traditional floating tunnel model test is not similar to the prototype tunnel, thereby realizing tunnel tension and compression. , bending, shearing, torsion and combinations of various states and other structural complete hydroelastic motion and deformation simulation.
  • a complete hydroelastic response model test device for a floating tunnel including a floating tunnel model, a support device and a test pool
  • the test pool includes side walls and the bottom of the pool
  • the support device includes The end support and the temporary support frame are respectively connected to the two ends and the lower side of the floating tunnel model
  • a plurality of mooring devices are installed along the length direction of the floating tunnel model, and one end of the mooring device is connected to the floating tunnel model, and the mooring device The other end of the floating tunnel is anchored to the bottom of the pool.
  • the floating tunnel model includes a test section pipe joint and an installation section pipe joint.
  • each test section pipe joint Both ends of each test section pipe joint are respectively provided with grooves and convex grooves.
  • Each test section pipe joint The grooves of the grooves are connected with the convex grooves of the adjacent pipe joints to form a floating tunnel model.
  • the two pipe joints of the installation section are respectively connected to the two ends of the pipe joints of the test section.
  • the support device includes two end supports and multiple A temporary support frame, the two end supports are respectively fixedly connected to the bottom of the pool, a six-dimensional motion simulator is hoisted on the top of the two end supports, and an end is installed under the two six-dimensional motion simulators.
  • the external total force instrument the floating tunnel model is installed between two end total force instruments
  • the mooring device includes an anchor cable regulator, anchor cable and ⁇ clamp
  • the ⁇ clamp is set on the pipe joint of the test section.
  • multiple anchor cables are connected in the middle of the ⁇ clip, and the cable springs are connected to the anchor cables, and the anchor cable regulator is connected to the lower end of the anchor cables to adjust the tension of the anchor cables.
  • the anchor cable regulator includes a bottom plate, which is fixedly connected to the bottom of the pool, and a pressing mechanism is arranged on the upper end of the bottom plate.
  • the pressing mechanism includes a tensioning gear, a pedal buckle and an adjusting nut.
  • the anchor cable One end of the pedal is connected with the tensioning gear, the tensioning gear is connected to the upper end of the bottom plate through the rotating bearing, the pedal buckle is connected to the upper end of the bottom plate through the rotating bearing, one end of the pedal buckle is buckled on the tensioning gear, and the other end of the pedal buckle is connected to the tensioning gear.
  • One end is a flat structure for receiving external pedaling force.
  • the lower end of the pedal buckle is provided with a return spring, one end of the back spring is connected to the base plate, and the other end is connected to the pedal buckle, which is used to make the pedal buckle buckle into the tensioning gear for a long time and be in a compressed state.
  • An adjusting nut is connected to the rotating bearing for adjusting the length and tension of the anchor cable.
  • multiple distributed strain sensors are connected to the inner pipe wall and the outer pipe wall of the pipe section of the test section, and the distributed strain sensors connected to the inner pipe wall are used to measure the circumferential direction of the floating tunnel body and the internal subgrade of the tunnel model. equal local structural strain, the distributed strain sensor connected to the outer pipe wall is used to measure the strain along the length direction of the suspension tunnel pipe body.
  • the six-dimensional motion simulator includes an upper base plate and a workbench, the upper base plate is fixedly connected to the top of the end support, and the upper base plate and the workbench are connected to each other through a telescopic cylinder.
  • One side is connected to the system control terminal.
  • the two ends of the pipe joint of the installation section are respectively connected with a support ring, and the support ring is plugged into the interior of the pipe joint of the installation section to strengthen the strength of the end structure, and a sealing cover is connected to one end of the support ring to prevent Water enters the interior of the installed section joint.
  • the end total force instrument includes four total force sensors, a total force plate, a U-shaped slot and a U-shaped clamp, which are used to fix the two ends of the floating tunnel model and measure the six degrees of freedom of the end.
  • Force four total force sensors are installed under the workbench of the six-dimensional motion simulator, and the total force plate, U-shaped card slot and U-shaped clamp are installed sequentially from top to bottom under the four total force sensors
  • the U-shaped hoop is fixed on the total force plate by bolts, when the total force plate, the U-shaped slot and the U-shaped hoop are spliced together, a hollow columnar space is formed in the middle, which is used to lock the installation section of the floating tunnel model pipe section.
  • the temporary support frame includes a base, a bracket and a bracket, which are used to temporarily support the floating tunnel model during the model installation and after the test, so as to prevent the long-span suspension of the model from collapsing; wherein the base is fixed on the bottom of the test pool, and the bracket The frame is fixed on the base by bolts, and two notches are arranged symmetrically on both sides of the bracket for fixing the bracket.
  • the two ⁇ clips are fixed to each other by nuts to form a ring structure.
  • the inner diameter of the ring structure is the same as the outer diameter of the pipe joint of the test section, and the ring structure formed by the two ⁇ clips Tube joints for locking the test section of the floating tunnel model.
  • a tension gauge is arranged on the top of the anchor cable, and the tension gauge is connected to one end of the wire spring for measuring the tension value of the anchor cable.
  • a test method for a complete hydroelastic response model test device of a floating tunnel comprising the following steps:
  • Step 1 Firstly, according to the purpose of the model test, the test content, the capability of the test device and the range of the instrument, determine the geometric reduction size of the model test, the parameters of the buoyant weight ratio and calculate the model size, material and other parameters, and select according to the determined parameters Corresponding model materials are used to make floating tunnel models and wire springs;
  • Step 2 Carry out fixed-point lofting on the bottom of the pool, respectively locate the specific installation positions of the end supports, temporary support frames and the fixing positions of the bolts, and ensure that the two end supports and temporary support frames are connected on a straight line. And perpendicular to the length direction of the test pool;
  • Step 3 First install and fix the two end supports and multiple sets of temporary support frames on the bottom of the pool according to the stakeout points, then hoist the two six-dimensional motion simulators on the top of the two end supports respectively, and A set of end total force instruments are installed under the six-dimensional motion simulator, and then the end support and temporary support frame are accurately positioned and leveled;
  • Step 4 Start the six-dimensional motion simulator, change the control parameters of the system control terminal to adjust the height of the two end total force meters so that the heights of the two end total force meters are consistent, and then initialize the total force sensor;
  • Step 5 Splice all the pipe joints of the test section and the pipe joints of the installation section in sequence, install distributed strain sensors on the inner wall and outer wall of the pipe joints of the test section, and insert supports at the ends of the two installation section pipe joints rings and sealing caps, and apply glue to all connections;
  • Step 6 Install the mooring system, fix the anchor cable adjuster to the bottom of the pool, and set the initial value of the tension gauge to 0 to debug the initial state of the model;
  • Step 7 Start the six-dimensional motion simulator, input the control parameters of the system control terminal to adjust the displacement, attitude and initial state of the two ends of the floating tunnel model;
  • Step 8 Inject clean water into the test pool, and when the water level submerges the floating tunnel model, remove the brackets on the temporary support frame and keep all the bases, so that the floating tunnel model is in a suspended state; then connect the total force sensor and tension gauge With distributed strain sensors, set all sensor initial values to zero;
  • Step 9 Turn on the power switch, start the wave maker to generate waves, and when the stable wave process acts on the floating tunnel model, collect the test data of the total force sensor, distributed strain sensor and tension gauge synchronously according to the sampling frequency and sampling time. and record keeping.
  • Step 10 After the test, turn off the power supply switches of all equipment, and drain the test pool. When the water level drops to just submerge the floating tunnel model, install the brackets on all temporary support frames on the corresponding bases until they are in the pool. of water drained.
  • the present invention provides a complete hydroelastic response model test device and method for a floating tunnel, which has the following advantages:
  • the complete hydroelastic response model test device of a floating tunnel proposed by the present invention solves the problem that the model in the traditional floating tunnel model test is not similar to the prototype tunnel.
  • the test device completely reproduces the inner structure of the tunnel, and uses a complete hydroelastic material
  • the construction of the model can realize the simulation of the complete hydroelastic motion and deformation of the tunnel such as tension, compression, bending, shearing, torsion and various combinations, which solves the problem that the model pipe body is not similar to the floating tunnel itself in the prior art question.
  • the present invention solves the problem of incomplete dynamic response measurement in the traditional floating tunnel model test.
  • the present invention arranges a variety of sensors for force measurement inside, outside, at the end and on the anchor cables of the floating tunnel. Not only can it fully measure the radial and circumferential stress of the tunnel body, the local structural stress of the internal road surface, support beams, etc., but it can also measure the force deformation at the end of the tunnel and the force of the anchor cable.
  • the present invention has a six-dimensional motion simulation device hoisted on the top of the two end supports, which can realize the simulation of the initial restraint state at the end of a variety of typical tunnels; the present invention is connected with an anchor cable adjuster at the lower end of the anchor cable, which can The rapid adjustment of the tension of the anchor cable under water greatly improves the efficiency of the test; the invention provides a set of temporary support frames, which can realize the precise installation of the floating tunnel pipe body model in an anhydrous state, and ensure that each pipe section has High docking accuracy, overall verticality and levelness greatly reduce the influence of model installation errors on test results.
  • the test device proposed by the present invention has the advantages of simple and easy-to-obtain materials, strong operability and reproducibility, and can be extended to other similar suspended and floating marine tubular structure experiments.
  • Fig. 1 is the arrangement structure schematic diagram of floating tunnel model in the test pool in the present invention
  • Fig. 2 is the structure schematic diagram of floating tunnel model and its connecting supporting device in the present invention
  • Fig. 3 is the structural representation of the end of the floating tunnel model in the present invention.
  • Fig. 4 is a schematic diagram of the composition structure of the suspension tunnel model pipe joints in the present invention.
  • Fig. 5 is the schematic diagram of the pipe joint structure of the floating tunnel model test section and the installation section in the present invention.
  • Fig. 6 is a schematic diagram of the arrangement structure of the distributed strain sensor stage on the pipe joint of the floating tunnel model test section in the present invention
  • Fig. 7 is the structural schematic diagram of mooring device in the present invention.
  • Fig. 8 is a schematic structural view of the anchor cable adjuster in the present invention.
  • Fig. 9 is a schematic diagram of a six-dimensional motion simulator and its installation structure in the present invention.
  • Fig. 10 is an exploded schematic diagram of the composition structure of the end total force instrument and the installation section pipe structure of the suspension tunnel model in the present invention
  • Fig. 11 is a schematic structural view of a temporary support frame in the present invention.
  • Fig. 12 is a schematic diagram of the installation structure of the temporary support frame and the pipe joint of the floating tunnel model test section in the present invention.
  • bracket 5021, support rod; 5022, third bottom plate;
  • first”, “second”, and “third” are used for descriptive purposes only, and should not be understood as indicating or implying relative importance
  • installation”, “connection”, and “connection” should be interpreted in a broad sense , for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediary; connectivity.
  • the specific meanings of the above terms in the present invention can be understood in specific situations.
  • Fig. 1 is a schematic diagram of the arrangement structure of the floating tunnel model 1 in the test pool 10 in the present invention
  • Fig. 2 is a structural schematic diagram of the floating tunnel model 1 and its connecting support device in the present invention
  • Fig. 3 is an end of the floating tunnel model 1 in the present invention
  • the structural schematic diagram of the part, as shown in Figure 1, a kind of complete hydroelastic response model test device of a floating tunnel shown in Figure 2 and Figure 3, includes a floating tunnel model 1, a six-dimensional motion simulator 3, an end support 4, a temporary support Frame 5, terminal control system, end total force instrument 7, distributed strain sensor 9 and test pool 10, wherein:
  • the test pool 10 is a water container capable of generating wave power, including a pool side wall 1001 and a pool bottom 1002 .
  • a wave maker 1003 is installed at one end of the pool, and the wave maker 1003 can generate desired waves in the pool after receiving an input signal;
  • a wave elimination device 1004 is installed at the other end of the pool to absorb the remaining wave energy to avoid wave reflection;
  • the two end supports 4 are fixed on the pool bottom 1002 near the two sides of the test pool 10, the six-dimensional motion simulator 3 is hoisted on the top of the two end supports 4, and the end total force instrument 7 is installed on the two sides.
  • the floating tunnel model 1 is installed between two end total force instruments 7, and the floating tunnel model 1 is equipped with a plurality of mooring devices 2 along its length direction, and one end of each mooring device 2 is connected to the suspension The tunnel model 1 is connected, and the other end is anchored at the bottom of the pool 1002;
  • a tension gauge 8 is arranged on the mooring device 2 for measuring the tension of the mooring system, and a distributed strain sensor 9 is arranged on the floating tunnel model 1 for measuring the local strain of each part of the model.
  • the system control terminal 6 can control the movement of the six-dimensional motion simulator 3 to change the end displacement and stress state of the floating tunnel model 1. As shown in Figure 1, the system control terminal 6 is arranged outside the test pool 10, and the cable It is connected with two six-dimensional motion simulators 3, and can control the motion of the six-dimensional motion simulator 3 by inputting given motion, force and torque signals. Each six-dimensional motion simulator 3 can generate motion with six degrees of freedom, that is, sway, surge, yaw, roll, pitch, and heave.
  • the Thirty-nine typical initial constraint states are generated at the end of the floating tunnel model 1, as shown in the following table (typical initial constraint states at the end of the floating tunnel under the combined motion of the six-dimensional motion simulator 3 at the left and right ends):
  • the test device is installed in the wave flow pool as a whole. After the pool is filled with water, the floating tunnel model 1 is suspended in the water due to its own gravity, buoyancy, end support 4 force and the tension of the anchor cable 202 device, and is subjected to the test wave. and the impact of water flow. During the test, the radial stress of the suspended tunnel body, the local stress of the internal subgrade and the detailed structure of the support beam, and the force at the end of the tunnel can be monitored through the end total force meter 7, the tension meter 8 and the distributed strain sensor 9. Deformation and overall support of the tunnel structural system.
  • Fig. 4 is a schematic diagram of the composition structure of the floating tunnel model 1 pipe joints in the present invention
  • Fig. 5 is a structural schematic diagram of the test section and the installation section pipe joint 102 of the floating tunnel model 1 in the present invention, as shown in Fig. 4 and Fig. 5, the floating tunnel model 1
  • the pipe joints are divided into test section pipe joints 101 and installation section pipe joints 102.
  • the cross-sectional shape is geometrically similar, and can be designed into circular, oval, square and rhombus structures according to needs; grooves and convex grooves are respectively set at both ends of each test section pipe joint 101, and the concave grooves of each test section pipe joint 101 The grooves are engaged with the convex grooves of the adjacent pipe sections, and bonded with glue to form the floating tunnel model 1 as a whole.
  • the pipe joint 102 of the installation section is an internal hollow pipe joint, and its external shape is exactly the same as that of the pipe joint 101 of the test section, and its length is 1.0 to 1.2 times the length of the test pipe joint;
  • the support ring 104 and the sealing cover 105 wherein the support ring 104 needs to have a certain hardness, and is inserted into the inside of the pipe joint 102 of the installation section to strengthen the strength of the end structure;
  • the sealing cover 105 covers the outermost part of the pipe joint 102 of the installation section , used to prevent water from entering the inside of the pipe joint,
  • the pipe joint 101 in the test section needs to meet the basic similarity criteria of the hydroelastic response test: geometric similarity, gravity similarity and elastic similarity. That is to say, the Froude number Fr of the model is equal to the Froude number of the prototype, the Cauchy number Ca of the model is equal to the Cauchy number of the prototype, and the geometric shape, elastic modulus and stiffness of the floating tunnel model 1 are similar to that of the prototype.
  • v is the velocity of water flow
  • g is the acceleration of gravity
  • l model is the characteristic length
  • ⁇ is the material density of the pipe joint material of the floating tunnel
  • E is the elastic modulus of the pipe joint material
  • D is the geometrical dimension of the pipe joint (including outer diameter, wall Thick pipe internal structure height and other geometric dimensions)
  • ⁇ is the buoyant weight ratio of the pipe joint (the buoyant weight ratio is the ratio of buoyancy to gravity)
  • I is the moment of inertia of the pipe joint
  • ⁇ is the Poisson’s ratio of the material
  • ⁇ is the preset Model geometric scale ratio
  • p and m represent prototype value and model value respectively.
  • Fig. 6 is a schematic diagram of the arrangement structure of distributed strain sensor 9 in the present invention on the pipe joint 101 of the test section of the floating tunnel model 1.
  • the present invention installs more a distributed strain sensor 9 to measure the stress and strain value of the floating tunnel model 1.
  • the sensor installed on the outer wall is used to measure the strain in the length direction of the floating tunnel body
  • the sensor installed on the inner wall is used to measure the ring direction of the floating tunnel body and the local structural strain of the subgrade inside the tunnel model.
  • the model material of the pipe joint 101 of the test section can be determined according to the prototype material of the suspension tunnel pipe joint.
  • the model material can be selected from heavy rubber; for the prototype material of pure steel structure, the model material can be selected Aluminum profiles.
  • the floating tunnel model 1 has a total length of 26m and an outer diameter of 0.252m, in which the test section is 25m long, and the pipe joints 102 of the two installation sections are each 0.5m long.
  • the test section is connected by 50 test section pipe joints 101 with a length of 500 mm and a wall thickness of 12 mm.
  • the material of the pipe joints is made of heavy rubber with a density of 3110 m 3 /kg, an elastic modulus of 0.72 Gpa, and a Poisson’s ratio of 0.2
  • the cross-sectional shape of the pipe joint 101 in the test section is a circular tube type, and the interior simulates the road surface 103 and the supporting bottom beam 106 of the actual floating tunnel.
  • the pipe joint 102 of the installation section is a hollow circular pipe with a length of 500 mm and a wall thickness of 20 mm, and its material density, elastic modulus, and Poisson's ratio parameters are the same as those of the pipe joint 101 of the test section.
  • Fig. 7 is a structural schematic diagram of the mooring device 2 in the present invention.
  • the anchor cable 202 device includes two ⁇ clips 201, and the edges of the two ⁇ clips 201 are fixed by nuts to form a ring structure, and the inner diameter of the ring structure is It is exactly equal to the outer diameter of the pipe joint 101 of the test section, and the inner annular space formed is used for locking the pipe joint of the test section of the floating tunnel model 1 .
  • the annular structure is put on the pipe joint 101 of the test section to fix the floating tunnel model 1, and several anchor cables 202 are connected in the middle of the ⁇ clamp 201, and the anchor cables 202 are connected to the anchor cable regulator 203 at the lower end.
  • the number of anchor cables 202 is determined by the design, generally an even number, and arranged symmetrically along the mid-perpendicular of the floating tunnel model 1, and the anchor cables 202 can be selected from steel wire ropes with higher rigidity, that is, under conventional test environments, their The amount of deformation itself is negligible.
  • a wire spring 204 is arranged in the middle of each anchor cable 202, and the elastic deformation of the wire spring 204 must be similar to that of the actual floating tunnel anchor cable 202, that is, the stiffness coefficient k of the wire spring 204 satisfies the following formula:
  • k is the stiffness coefficient of the wire spring 204
  • p and m represent the prototype value and the model value respectively
  • ⁇ is the preset geometric scale ratio of the model.
  • Fig. 8 is a schematic structural view of the anchor cable regulator 203 in the present invention.
  • the anchor cable regulator 203 includes a bottom plate 2031, and the bottom plate 2031 is fixed on the bottom of the test pool 10 by bolts, and a tensioning gear is arranged on the bottom plate 2031 2032, pedal buckle 2033, back-moving spring 2034 and adjustment nut 2035; wherein the end of the anchor cable 202 near the bottom is connected on the tensioning gear 2032, and the tensioning gear 2032 is fixed by a bearing and can rotate around the bearing; the pedal buckle 2033 uses The bearing is fixed on the bottom plate 2031 and can rotate around the bearing.
  • One end of the pedal buckle 2033 is buckled on the tensioning gear 2032, and the other end is a flat plate, which can accept external pedaling force; one end of the return spring 2034 is connected to the bottom plate 2031, and the other end is connected to the The pedal buckle 2033 can ensure that the pedal buckle 2033 is buckled into the tensioning gear 2032 for a long time and is in a compressed state.
  • the length of the anchor cable 202 can be adjusted, and then the tension of the anchor cable 202 can be adjusted.
  • the tensioning gear 2032 can only rotate in one direction, thereby ensuring that the anchor cable 202 will not turn back during the adjustment process.
  • a tension gauge 8 is arranged on the top of each anchor cable 202 , and the tension gauge 8 is connected to one end of the wire spring 204 for measuring the tension value of the anchor cable 202 .
  • seven sets of mooring devices 2 are arranged along the length direction of the floating tunnel model 1, and the distance between two adjacent sets of mooring devices 2 is 3 meters.
  • Fig. 9 is a schematic diagram of a six-dimensional motion simulator 3 and its installation structure in the present invention.
  • the six-dimensional motion simulator 3 is hoisted on the top of the end support 4, and the six-dimensional motion simulator 3 upper base plate 301 and The workbench 302, the upper base plate 301 is fixedly connected to the top of the end support 4, a telescopic cylinder is set between the upper base plate 301 and the workbench, the test model or measuring instrument can be hoisted under the workbench, and the telescopic cylinder is driven by motor or hydraulic pressure , the telescopic cylinder is hinged with the upper base plate 301 and the workbench 302, and the number of the telescopic cylinders is six or three.
  • connection points of the telescopic cylinders on the upper base plate 301 and the workbench 302 are surrounded by a Side triangle structure; the telescopic cylinder can perform telescopic movement according to the input signal.
  • the workbench 302 can generate six degrees of freedom movement, thereby driving the end of the floating tunnel model 1 to generate six degrees of freedom. dimension movement.
  • the end support 4 is a truss structure with certain strength and durability, the bottom of which is fixed on the bottom of the test pool 10, and the upper part is connected to the six-dimensional motion simulator 3, and its main function is to bear the end of the floating tunnel model 1 and the six-dimensional motion
  • the reaction force of the simulator 3 is transmitted to the bottom of the water to ensure the stability of the end of the model.
  • the end support 4 needs to have a certain rigidity, and ensure that the maximum deformation of itself is controlled within 3 mm when the entire test model is subjected to the maximum possible test hydrodynamic load.
  • Fig. 10 is a composition structure schematic diagram of the end total force instrument 7 and the installation section pipe joint 102 structure of the floating tunnel model 1 in the present invention.
  • the end total force instrument 7 mainly includes four total force sensors 701, The total force plate 702, the U-shaped clamping groove 703 and the U-shaped clamp 704 are mainly used to fix the floating tunnel model 1 and measure the force of the six degrees of freedom at the two ends; the four total force sensors 701 are installed on the six The bottom of the workbench of the three-dimensional motion simulator 3, and install the total force plate 702, the U-shaped card groove 703 and the U-shaped clamp 704 sequentially from top to bottom under the four total force sensors 701;
  • the four total force sensors 701 are all fixedly connected under the workbench 302 of the six-dimensional motion simulator 3, and the total force plate 702 is fixedly connected under the four total force sensors 701; the U-shaped hoop 704 is fixed on the total force On the plate 702, when the total force plate 702, the U-shaped clamping groove 703 and the U-shaped clamp 704 are spliced together, a hollow columnar space is formed in the middle, which is used to lock the installation section pipe joint 102 of the floating tunnel model 1.
  • Fig. 11 is a schematic structural view of the temporary support frame 5 in the present invention
  • Fig. 12 is a schematic view of the installation structure of the temporary support frame 5 and the test section pipe joint 101 of the floating tunnel model 1 in the present invention, as shown in Fig. 11 and Fig. 12,
  • the temporary support The frame 5 is used to temporarily support the floating tunnel model 1 during model installation and after the test is over, so as to prevent the long-span suspension of the model from collapsing.
  • It mainly includes a base 501, a bracket 502 and a support rod 503; Above, the bracket 502 is fixed on the base 501 by bolts, and two notches are symmetrically arranged on both sides of the bracket 502 for fixing the bracket 503 .
  • the base 501 includes a fixed support rod 5011 , a detachable support rod 5012 , a first connecting nut 5013 , a second connecting nut 5014 , a first bottom plate 5015 and a second bottom plate 5016 .
  • the first base plate 5015 is welded and fixed with the fixed support rod 5011, and one end of the detachable support rod 5012 is connected with the fixed support rod 5011 by the first connecting nut 5013, and the other end is connected with the second base plate 5016 by the second connecting nut 5014.
  • the bracket 502 includes a support rod 5021 , a third bottom plate 5022 , a fourth bottom plate 5023 and a bracket 5024 .
  • the third bottom plate 5022, the support rod 5021 and the fourth bottom plate 5023 are welded and fixed in sequence, and the bracket 5024 is fixed on the fourth bottom plate 5023.
  • the bracket 5024 can be designed as an arc or trapezoidal structure, which is used to support the floating tunnel model during installation. 1.
  • the width of the fourth bottom plate 5023 is larger than that of the bracket groove 5024, leaving two symmetrical spaces for installing the bracket bar 503, and the bracket bar 503 can be parallelly fixed on the fourth bottom plate 5023 by bolts.
  • the length of the supporting rods 503 is at least twice the length of the pipe joint 101 of the test section or the length of the pipe joint 102 of the installation section, and the direction is consistent with the length direction of the floating tunnel model 1. path.
  • first connecting nut 5013 and the second connecting nut 5014 are designed to have the same specifications, that is, the structure above the second bottom plate 5016 can be directly sleeved on the fixed support rod 5021 through the connecting nut, so that the overall structure of the temporary support frame 5 can be easily reduced. height, so that the floating tunnel model 1 has the technical feature of variable submersion depth.
  • the number of sets of temporary support frames 5 needs to be determined according to the needs of the test model.
  • a total of 14 sets are arranged along the length direction of the floating tunnel model 1, and the distance between two adjacent sets of temporary support frames 5 is 2m. .
  • the present invention also provides a test method for the complete hydroelastic response model of the floating tunnel, comprising the following steps:
  • Step 1 Model test design and preparation
  • the content of the test, the capabilities of various test devices, and the range of the instrument determine the geometric scale ratio of the model test, the water depth and submersion depth of the model, the buoyant weight ratio of the model, the spacing of the anchor cable 202 system, the temporary The distance between the support frame 5, the installation position of the sensor, the hydrodynamic elements of the test, the boundary conditions of the model, the test sampling frequency, the sampling time, etc.; the test conditions and group times are determined by the geometric scale ratio, and the wave generator 1003 and six-dimensional motion are calculated
  • the motion parameters of the simulator 3; multiple groups of given wave types and wave-making space-time curves are backed up in advance on the system control terminal 6, and the motion time history curve of the six-dimensional motion simulator 3 is backed up.
  • Step 2 Making the floating tunnel model
  • step 1 According to the geometric scale ratio, buoyancy ratio and other parameters determined in step 1, according to the size and material parameters of the previously calculated model, select the appropriate model material, and according to the model design drawings, carry out the construction of the floating tunnel model 1 and the wire spring 204 respectively. make.
  • fixed-point lofting is first carried out on the bottom of the pool 1002, and the specific installation positions and bolt fixing positions of the end support 4 and the temporary support frame 5 are respectively positioned to ensure that the two end supports 4 and all
  • the connecting line of the temporary support frame 5 is on a straight line, and is perpendicular to the length direction of the test pool 10, and ensures that the connecting line is in the middle of the pool.
  • Step 4 Installation of the test model
  • the overall force sensor 701 is then initialized, ie all its initial values are set to zero.
  • Step 5 Debugging of the initial state of the model
  • Start the six-dimensional motion simulator 3 input the control parameters of the system control terminal 6 to adjust the displacement, attitude and initial state of the two ends of the floating tunnel model 1, and simultaneously measure and monitor the readings of the total force sensor 701 to calculate the initial state. To measure the gap between the reading and the expected value, change the control parameters of the system control terminal 6 repeatedly until the initial displacement and force values at both ends of the floating tunnel model 1 meet the design requirements.
  • Step 6 Start the model test
  • test systems such as the total force sensor 701, the tension gauge 8, and the distributed strain sensor 9, and set the initial values of all sensors to zero.

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  • General Physics & Mathematics (AREA)
  • Fluid Mechanics (AREA)
  • Aerodynamic Tests, Hydrodynamic Tests, Wind Tunnels, And Water Tanks (AREA)

Abstract

一种悬浮隧道完全水弹性响应模型试验装置及方法，涉及隧道工程技术领域，试验装置包括悬浮隧道模型（1）、支撑装置与试验水池（10），支撑装置包括端部支座（4）和临时支撑架（5），分别连接在悬浮隧道模型（1）的两端和下侧；在悬浮隧道模型（1）沿其长度方向安装有多个锚泊装置（2），锚泊装置（2）的一端与悬浮隧道模型（1）相互连接，另一端锚固在试验水池（10）的水池底（1002）；悬浮隧道模型（1）包括有试验段管节（101）与安装段管节（102），每个试验段管节（101）的两端分别开设有凹槽和凸槽，每个试验段管节（101）的凹槽与其相邻管节的凸槽配合连接。该试验装置可完全重现隧道内部结构，解决了传统悬浮隧道模型试验中模型与原型隧道不相似的问题，可实现隧道拉、压、弯、剪、扭及各态组合等结构完整水弹性运动与变形的模拟。

Description

一种悬浮隧道完全水弹性响应模型试验装置及方法 技术领域
本发明涉及隧道工程技术领域，尤其涉及一种悬浮隧道完全水弹性响应模型试验装置及方法。
背景技术
目前，悬浮隧道是一种利用水的浮力建设悬浮于水中的大型水下隧道，是继跨海大桥、海底隧道后人类又一种未来实现深海峡湾跨越的颠覆性跨海通道技术。与传统的超大型浮式构筑物相比，悬浮隧道结构体系组成更复杂，跨度可延伸数十千米甚至数百千米，穿越广阔的水域，沿线海底条件及波浪水流等环境荷载的空间差异巨大。在复杂的海洋环境荷载下，隧道结构系统必然发生整体和局部的受力变形响应——即水动力与弹性结构系统之间相互作用的“水弹性问题”。在设计中如何准确掌握悬浮隧道复杂的结构水弹性响应，获取结构整体及局部的变形与受力等技术参数，并加以控制和克服，是要解决的关键技术难题。
开展悬浮隧道三维整体水动力物理模型试验是获取其水弹性响应的一种有效途径，然而现有的研究大都采用数值模拟或水槽断面试验的方法，目前世界范围内还鲜有开展相关的三维整体物理模型试验。对于悬浮隧道的整体水弹性模拟，一般需要满足以下三个相似准则：即几何相似、重力相似和弹性相似。如申请号为201911135758.5的中国发明专利中公布了“一种悬浮隧道三维弹性模型的设计方法及三维弹性模型”的专利，该专利技术方案是将悬浮隧道假设成一根实心的棒体，利用多种组合材料模拟隧道管体，如：利用钢棒模拟隧道整体的弹性，企图模拟弹性相似；利用泡沫模拟隧道的外形，企图模拟几何相似；利用配重块模拟隧道自身的重力，企图模拟重力相似。
然而，上述现有技术存在模型管体与悬浮隧道本身不相似的技术问题，目前实际的悬浮隧道管体是空心的，隧道内部还有路面、支撑梁等细部结构。 但现有技术悬浮隧道半水弹性(或称“变态水弹性”)模型试验中把隧道当成实心对待，并采用多种组合材料的模拟方式，只能模拟隧道的轴向拉、压和整体弯曲三向结构变形，而无法模拟隧道拉、压、弯、剪、扭及各态组合等结构完整水弹性运动与变形，也无法模拟隧道内部路面、支撑梁等细部结构的局部变形。
对此，本申请特提出一种悬浮隧道完全水弹性响应模型试验装置及方法以解决上述技术问题。
发明内容
本发明提供了一种悬浮隧道完全水弹性响应模型试验装置及方法，本发明完全重现隧道内部结构，解决了传统悬浮隧道模型试验中模型与原型隧道不相似的问题，从而实现隧道拉、压、弯、剪、扭及各态组合等结构完整水弹性运动与变形的模拟。
本发明为解决上述技术问题所采用的技术方案是：一种悬浮隧道完全水弹性响应模型试验装置，包括悬浮隧道模型、支撑装置与试验水池，试验水池包括水池边墙与水池底，支撑装置包括端部支座和临时支撑架，分别连接在悬浮隧道模型的两端和下侧，在悬浮隧道模型沿其长度方向安装有多个锚泊装置，锚泊装置的一端与悬浮隧道模型相互连接，锚泊装置的另一端与水池底相互锚固，所述悬浮隧道模型包括有试验段管节与安装段管节，每个试验段管节的两端分别开设有凹槽和凸槽，每个试验段管节的凹槽与其相邻管节的凸槽配合连接，形成悬浮隧道模型，两个安装段管节分别连接在试验段管节的两端，所述支撑装置包括有两个端部支座与多个临时支撑架，两个端部支座分别固定连接在水池底，在两个端部支座的顶部分别吊装有六维运动模拟器，在两个六维运动模拟器的下方各安装有端部总力仪，所述悬浮隧道模型安装在两台端部总力仪之间，所述锚泊装置包括有锚索调节器、锚索与Ω夹，Ω夹套设在试验段管节上，用于固定悬浮隧道模型，多根锚索连接在 Ω夹的中部，在锚索上连接有线弹簧，锚索调节器连接在锚索的下端，用于调节锚索的张力。
进一步，所述锚索调节器包括有底板，底板固定连接在水池底上，在底板的上端设置有压紧机构，压紧机构包括有张紧齿轮、脚踏扣与调节螺母，所述锚索的一端与张紧齿轮相互连接，张紧齿轮通过转动轴承连接在底板的上端，脚踏扣通过转动轴承连接在底板的上端，脚踏扣的一端扣在张紧齿轮上，脚踏扣的另一端为平板结构，用于接受外部的踩踏力。所述脚踏扣的下端设置有复位弹簧，复位弹簧的一端连接底板，另一端连接脚踏扣，用于使脚踏扣长时间扣入张紧齿轮并处于压紧状态，在张紧齿轮的转动轴承上连接有调节螺母，用于调节锚索的长度与张力。
进一步，所述试验段管节的内管壁和外管壁上连接有多个分布式应变传感器，内管壁上连接的分布式应变传感器用于测量悬浮隧道管体环向及隧道模型内部路基等局部结构应变，外管壁上连接的分布式应变传感器用于测量悬浮隧道管体长度方向的应变。
进一步，所述六维运动模拟器包括有上底板和工作台，上底板固定连接在所述端部支座的顶部，上底板和工作台之间通过伸缩缸相互连接，在六维运动模拟器的一侧连接有系统控制终端。
进一步，所述安装段管节的两端分别连接有支撑环，支撑环塞入安装段管节的内部，用于加强端部结构的强度，在支撑环的一端连接有密封盖，用于防止水进入安装段管节的内部。
进一步，所述端部总力仪包括四个总力传感器、总力板、U型卡槽与U型紧箍，用于固定悬浮隧道模型两个端部并测量端部六个自由度的受力；四个总力传感器安装在所述六维运动模拟器的工作台的下方，并在四个总力传感器的下方从上至下依次安装总力板、U型卡槽和U型紧箍；所述U型紧箍 通过螺栓固定在总力板上，当总力板、U型卡槽和U型紧箍拼接后，中间形成一个空心柱状空间，用于锁紧悬浮隧道模型的安装段管节。
进一步，所述临时支撑架包括底座、托架和托杆，用于在模型安装期间及试验结束后临时支撑悬浮隧道模型，以防止模型长跨悬空塌陷；其中底座固定于试验水池底上，托架通过螺栓固定在底座上，在托架的两侧对称设置两个缺口，用于固定托杆。
进一步，所述Ω夹设置有两个，两个Ω夹之间通过螺母相互固定，形成环形结构，环形结构的内径与所述试验段管节的外径相同，两个Ω夹形成的环形结构用于锁紧悬浮隧道模型的试验段管节。
进一步，所述锚索的顶部设置有拉力计，拉力计与线弹簧的一端相互连接，用于测量锚索所受的拉力值。
一种悬浮隧道完全水弹性响应模型试验装置的试验方法，包括以下步骤：
步骤1：首先根据模型试验的目的、试验内容、试验装置的能力以及仪器的量程，确定模型试验的几何缩尺寸、浮重比参数并进行计算模型的尺寸、材料等参数，根据确定的参数选择相应的模型材料，进行悬浮隧道模型及线弹簧的制作；
步骤2：在水池底上进行定点放样，分别定位出端部支座、临时支撑架的具体安装位置以及螺栓的固定位置，保证两个端部支座以及临时支撑架在一条直线上连线，并与试验水池的长度方向垂直；
步骤3：按照放样点先将两个端部支座以及多套临时支撑架安装固定在水池底上，再将两个六维运动模拟器分别吊装在两个端部支座的顶部，并在六维运动模拟器的下方各安装一套端部总力仪，然后对端部支座与临时支撑架进行精准定位和调平；
步骤4：启动六维运动模拟器，改变系统控制终端的控制参数以调整两个端部总力仪的高度，使得两个端部总力仪的高度一致，然后将总力传感器进行初始化；
步骤5：依次将所有的试验段管节和安装段管节进行拼接，在试验段管节的内侧壁与外侧壁安装分布式应变传感器，在两个安装段管节的端部各塞入支撑环和密封盖，并在所有连接处涂抹胶水；
步骤6：安装锚泊系统，将锚索调节器固定于水池底，并将拉力计的初始值设为0后对模型初始状态进行调试；
步骤7：启动六维运动模拟器，输入系统控制终端的控制参数以调节悬浮隧道模型两个端部的位移、姿态和受力初始状态；
步骤8：在试验水池中注入清水，待水位淹没悬浮隧道模型时，拆除临时支撑架上的托架，并保留所有的底座，让悬浮隧道模型处于悬浮状态；然后接通总力传感器、拉力计与分布式应变传感器，将所有传感器初始值设为零；
步骤9：打开电源开关，启动造波机生成波浪，待稳定的波动过程作用于悬浮隧道模型时，按照采样频率和采样时长，同步采集总力传感器、分布式应变传感器与拉力计的试验数据，并记录保存。
步骤10：试验结束后，关闭所有设备供电开关，并对试验水池进行排水，待水位下降至刚好淹没悬浮隧道模型时，将所有临时支撑架上的托架安装在对应的底座上，直至水池中的水排空。
本发明的优点在于：本发明提供了一种悬浮隧道完全水弹性响应模型试验装置及方法，具有以下优点：
1.本发明提出的一种悬浮隧道完全水弹性响应模型试验装置解决了传统悬浮隧道模型试验中模型与原型隧道不相似的问题，试验装置完全重现了隧道内部结构，且采用完全水弹性材料进行模型的构建，可实现隧道拉、压、 弯、剪、扭及各态组合等结构完整水弹性运动与变形的模拟，解决了现有技术中存在模型管体与悬浮隧道本身不相似的技术问题。
2.本发明解决了传统悬浮隧道模型试验中动力学响应测量不完整的问题，本发明在悬浮隧道管体内部、外部、端部及锚索上布置多种多个用于测力的传感器，不仅可完整测量隧道管体的径向及环向应力、内部路面、支撑梁等局部结构应力，还可以测量隧道端部的受力变形以及锚索的受力。
3.本发明在两个端部支座的顶部吊装有六维运动模拟装置，可实现多种典型隧道端部初始约束状态的模拟；本发明在锚索的下端连接有锚索调节器，可实现锚索张力在水下的快速调节，大大提供了试验的效率；本发明提供了一套临时支撑架，可实现悬浮隧道管体模型在无水状态下的精准安装，并保证各个管节具有较高的对接精度、整体垂直度和水平度，极大降低模型安装误差对试验结果的影响。
4.本发明所提出的试验装置具有材料简单易得，可操作性、可复制性较强的优点，可以推广到其它类似悬浮式、浮式海洋管状结构实验中。
附图说明
为了更清楚地说明本发明具体实施方式或现有技术中的技术方案，下面将对具体实施方式或现有技术描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图是本发明的一些实施方式，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1为本发明中悬浮隧道模型在试验水池中的布置结构示意图；
图2为本发明中悬浮隧道模型及其连接支撑装置的结构示意图；
图3为本发明中悬浮隧道模型端部的结构示意图；
图4为本发明中悬浮隧道模型管节组成结构示意图；
图5为本发明中悬浮隧道模型试验段及安装段管节结构示意图；
图6为本发明中分布式应变传感器期在悬浮隧道模型试验段管节上的布置结构示意图；
图7为本发明中锚泊装置的结构示意图；
图8为本发明中锚索调节器的结构示意图；
图9为本发明中六维运动模拟器及其安装结构示意图；
图10为本发明中端部总力仪及其悬浮隧道模型安装段管节结构的组成结构爆炸示意图；
图11为本发明中临时支撑架的结构示意图；
图12为本发明中临时支撑架与悬浮隧道模型试验段管节的安装结构示意图；
其中：
1、悬浮隧道模型；      101、试验段管节；        102、安装段管节；
103、路面；            104、支撑环；            105、密封盖；
106、支撑底梁；        2、锚泊装置；            201、Ω夹；
202、锚索；            203、锚索调节器；        2031、底板；
2032、张紧齿轮；       2033、脚踏扣；           2034、复位弹簧；
2035、调节螺母；       204、线弹簧；            3、六维运动模拟器；
301、上底板；          302、工作台              303、伸缩缸；
4、端部支座；          5、临时支撑架；          501、底座；
5011、固定支撑杆；     5012、可卸支撑杆；       5013、第一连接螺母；
5014、第二连接螺母；   5015、第一底板；         5016、第二底板；
502、托架；            5021、支撑杆；           5022、第三底板；
5023、第四底板；       5024、托槽；             503、托杆；
6、系统控制终端；      7、端部总力仪；          701、总力传感器；
702、总力板；          703、U型卡槽；           704、U型紧箍；
8、拉力计；            9、分布式应变传感器；    10、试验水池；
1001、水池边墙；       1002、水池底；           1003、造波机；
1004、消波装置。
具体实施方式
下面将结合附图对本发明的技术方案进行清楚、完整地描述，显然，所描述的实施例是本发明一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
在本发明的描述中，需要说明的是，除非另有明确的规定和限定，术语“中心”、“上”、“下”、“左”、“右”、“竖直”、“水平”、“内”、“外”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。此外，术语“第一”、“第二”、“第三”仅用于描述目的，而不能理解为指示或暗示相对重要性，术语“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以具体情 况理解上述术语在本发明中的具体含义。
实施例1：
图1为本发明中悬浮隧道模型1在试验水池10中的布置结构示意图，图2为本发明中悬浮隧道模型1及其连接支撑装置的结构示意图，图3为本发明中悬浮隧道模型1端部的结构示意图，如图1，图2与图3所示的一种悬浮隧道完全水弹性响应模型试验装置，包括悬浮隧道模型1、六维运动模拟器3、端部支座4、临时支撑架5、终端控制系统、端部总力仪7、分布式应变传感器9与试验水池10，其中：
试验水池10为一个可产生波浪动力的盛水容器，包括水池边墙1001和水池底1002。在水池的一端安装造波机1003，造波机1003接受输入信号后可在水池中产生期望的波浪；水池的另一端安装消波装置1004，用于吸收剩余的波浪能量，以避免波浪反射；
两个端部支座4固定在靠近试验水池10的两个侧面的水池底1002上，六维运动模拟器3吊装在两个端部支座4的顶部，端部总力仪7安装在两个六维运动模拟器3的下方，悬浮隧道模型1安装在两台端部总力仪7之间，悬浮隧道模型1沿其长度方向安装多个锚泊装置2，每一个锚泊装置2的一端与悬浮隧道模型1相连，另一端锚固在水池底1002；
布置在锚泊装置2上设置有拉力计8，用于测量锚泊系统的拉力，分布式应变传感器9布置在悬浮隧道模型1上，用于测量模型各部位的局部应变。系统控制终端6可控制六维运动模拟器3的运动以改变悬浮隧道模型1的端部位移和受力状态，如图1所示，系统控制终端6布置在试验水池10之外，通过线缆与两个六维运动模拟器3相连，通过输入给定的运动、力和力矩信号，可控制六维运动模拟器3的运动。每个六维运动模拟器3可产生六个自由度的运动，即横荡，纵荡，艏摇，横摇，纵摇，垂荡，两个六维运动模拟器3联合运行时，可让悬浮隧道模型1的端部产生三十九个典型初始约束状 态，如下表(左、右端六维运动模拟器3联合运动下悬浮隧道端部典型初始约束状态)所示：
Figure PCTCN2022107805-appb-000001
该试验装置整体安装在波流水池中，待水池加水后，悬浮隧道模型1由于自身重力、浮力、端部支座4力及锚索202装置的拉力作用下而悬浮于水中，并接受试验波浪和水流的冲击作用。试验过程中，通过端部总力仪7、拉力计8与分布式应变传感器9可监测悬浮隧道管体的径向应力、内部路基与支撑梁细部结构的局部应力，以及隧道端部的受力变形和隧道结构体系的整体支撑力。
图4为本发明中悬浮隧道模型1管节组成结构示意图，图5为本发明中悬浮隧道模型1试验段及安装段管节102结构示意图，如图4与图5所示，悬浮隧道模型1为模拟实际悬浮隧道的主体部分，由多个管节拼接而成，管节分为试验段管节101和安装段管节102，试验段管节101横截面形状与实际悬浮隧道管节的横截面形状几何相似，即可根据需要设计成圆形、椭圆形、方形与菱形结构；在每个试验段管节101的两端分别设置凹槽和凸槽，每个 试验段管节101的凹槽与其相邻管节的凸槽进行咬合，并利用胶水进行粘接，形成悬浮隧道模型1整体。
安装段管节102为内部空心的管节，其外部形状与试验段管节101完全一致，长度为试验管节长度的1.0～1.2倍；在安装段管节102的两个端部各安装一个支撑环104和密封盖105，其中支撑环104需具备一定的硬度，塞入安装段管节102的内部，用于加强端部结构的强度；密封盖105盖在安装段管节102的最外部，用于防止水进入管节内部，
进一步，试验段管节101需满足水弹性响应试验的基本相似准则：几何相似、重力相似和弹性相似。即同时满足模型的弗劳德数Fr与原型的弗劳德数相等、模型的柯西数Ca与原型的柯西数相等，并满足悬浮隧道模型1与原型几何形状、弹性模量和刚度相似，浮重比、密度和泊松比相等，即：
Figure PCTCN2022107805-appb-000002
β m＝β p；ρ m＝ρ p；μ m＝μ p；
Figure PCTCN2022107805-appb-000003
上述式中，v为水流流速，g为重力加速度，l模型为特征长度，ρ为悬浮隧道管节材料密度，E为管节材料弹性模量，D为管节几何尺寸(包括外径、壁厚管内结构高度等几何尺寸)，β为管节的浮重比(浮重比为浮力与重力的比值)，I为管节的转动惯量，μ为材料泊松比，λ为预先设定的模型几何缩尺比，p与m分别表示原型值与模型值。
图6为本发明中分布式应变传感器9期在悬浮隧道模型1试验段管节101上的布置结构示意图，如图6所示，本发明在试验段管节101的内侧壁和外侧壁安装多个分布式应变传感器9，以测量悬浮隧道模型1的应力应变值。其中，外侧壁安装的传感器用于测量悬浮隧道管体长度方向的应变，内侧壁安装的传感器用于测量悬浮隧道管体环向及隧道模型内部路基局部结构应变。
优选地，试验段管节101的模型材料可根据悬浮隧道管节的原型材料而定，对于为钢筋混凝土的原型材料，模型材料可选择加重橡胶；对于纯钢结构的原型材料，模型材料可选择铝型材。
本实施例中，悬浮隧道模型1总长为26m，外径为0.252m，其中试验段长25m，两个安装段管节102长各为0.5m。试验段由50个长度为500mm、壁厚为12mm的试验段管节101连接而成，管节材料选用加重橡胶，其密度为3110m 3/kg，弹性模量为0.72Gpa，泊松比为0.2，试验段管节101截面形状为圆管型，内部模拟实际悬浮隧道的路面103和支撑底梁106等。安装段管节102为长度500mm，壁厚20mm的空心圆管，其材料密度、弹性模量、泊松比参数与试验段管节101相同。
图7为本发明中锚泊装置2的结构示意图，如图7所示，锚索202装置包括两个Ω夹201，两个Ω夹201的边沿利用螺母固定，形成一个环形结构，环形结构的内径正好与试验段管节101的外径相等，形成的内部环状空间用于锁紧悬浮隧道模型1的试验段管节。试验时，环形结构套在试验段管节101上，用于固定悬浮隧道模型1，在Ω夹201的中部连接若干根锚索202，锚索202的下端连接锚索调节器203。
优选地，锚索202的根数由设计确定，一般为偶数根，且沿悬浮隧道模型1的中垂线呈对称布置，锚索202可选用刚度较大的钢丝绳，即在常规试验环境下其自身的变形量可忽略不计。在每一根锚索202的中间各设置一根线弹簧204，线弹簧204的弹性形变需与实际悬浮隧道锚索202相似，即线弹簧204的劲度系数k满足下式：
Figure PCTCN2022107805-appb-000004
上述式中，k为线弹簧204的劲度系数，p与m分别表示原型值与模型值，λ为预先设定的模型几何缩尺比。
图8为本发明中锚索调节器203的结构示意图，如图8所示，锚索调节器203包括一块底板2031，底板2031利用螺栓固定在试验水池10底上，底板2031上设置张紧齿轮2032、脚踏扣2033、复位弹簧2034和调节螺母2035；其中锚索202靠近底部的一端连接在张紧齿轮2032上，张紧齿轮2032利用轴承固定，并可绕轴承转动；脚踏扣2033利用轴承固定在底板2031上，并可绕轴承转动，脚踏扣2033一端扣在张紧齿轮2032上，另一端为一块平板，可接受外部的踩踏力；复位弹簧2034一端连接底板2031，另一端连接脚踏扣2033，可保证脚踏扣2033长时间扣入张紧齿轮2032，并处于压紧状态。通过踩踏脚踏扣2033并转动调节螺母2035，即可调节锚索202的长度，进而调节锚索202的张力。同时，由于复位弹簧2034的压紧作用，张紧齿轮2032只能单向转动，从而可保证锚索202在调节过程中不会出现回轮现象。
进一步，在每根锚索202的顶部设置一个拉力计8，拉力计8与线弹簧204的一端相互连接，用于测量锚索202所受的拉力值。
在本实施例中，根据试验需要，沿悬浮隧道模型1长度方向共布置有七套锚泊装置2，相邻两套锚泊装置2之间的间距为3米。
图9为本发明中六维运动模拟器3及其安装结构示意图，如图9所示，六维运动模拟器3吊装在端部支座4的顶部，六维运动模拟器3上底板301和工作台302，上底板301固定连接在端部支座4的顶部，在上底板301和工作台之间设置伸缩缸，工作台下方可吊装试验模型或测量仪器，伸缩缸为电机驱动或液压驱动，伸缩缸与上底板301和工作台302之间相互铰接，伸缩缸的数量为六只或三只，如图9所示，伸缩缸在上底板301和工作台302上的连接点围成等边三角形结构；伸缩缸可根据输入信号发生伸缩运动，当多个伸缩缸型进行异步运动时，即可使工作台302产生六个自由度的运动，从而带动悬浮隧道模型1的端部发生六维运动。
端部支座4为具有一定强度和耐久性的桁架结构，其底部固定在试验水池10底上，上部连接六维运动模拟器3，主要作用是承载悬浮隧道模型1的端部和六维运动模拟器3的反作用力，并将受力传至水底，保证模型端部的稳定性。端部支座4需具备一定的刚度，并保证在整个试验模型受到最大可能试验水动力荷载作用下，其自身的最大变形量控制在3mm之内。
图10为本发明中端部总力仪7及其悬浮隧道模型1安装段管节102结构的组成结构示意图，如图10所示，端部总力仪7主要包括四个总力传感器701、总力板702、U型卡槽703与U型紧箍704，其主要作用是固定悬浮隧道模型1并测量两个端部的六个自由度的受力；四个总力传感器701安装在六维运动模拟器3的工作台的下方，并在四个总力传感器701的下方从上至下依次安装总力板702、U型卡槽703和U型紧箍704；
四个总力传感器701均固定连结在六维运动模拟器3的工作台302的下方，总力板702固定连结在四个总力传感器701的下方；U型紧箍704通过螺栓固定在总力板702上，当总力板702、U型卡槽703和U型紧箍704拼接后，中间形成一个空心柱状空间，用于锁紧悬浮隧道模型1的安装段管节102。
图11为本发明中临时支撑架5的结构示意图，图12为本发明中临时支撑架5与悬浮隧道模型1试验段管节101的安装结构示意图，如图11与图12所示，临时支撑架5用于在模型安装期间以及试验结束后临时支撑悬浮隧道模型1，以防止模型长跨悬空塌陷，其主要包括底座501、托架502和托杆503；其中底座501固定于试验水池10底上，托架502通过螺栓固定在底座501上，在托架502的两侧对称设置两个缺口，用于固定托杆503。
进一步，底座501包括固定支撑杆5011、可卸支撑杆5012、第一连接螺母5013、第二连接螺母5014、第一底板5015与第二底板5016。其中第一底板5015与固定支撑杆5011焊接固定，可卸支撑杆5012的一端通过第一连接 螺母5013固定支撑杆5011连接，另一端通过第二连接螺母5014与第二底板5016连接。
进一步，托架502包括支撑杆5021、第三底板5022、第四底板5023与托槽5024。其中，第三底板5022、支撑杆5021及第四底板5023依次焊接固定，托槽5024固定在第四底板5023上，托槽5024可设计成弧形或梯形结构，用于安装期间支撑悬浮隧道模型1。
进一步，第四底板5023的宽度大于托槽5024，留出的两个对称空间，用于安装托杆503，托杆503可通过螺栓平行固定在第四底板5023上。托杆503长度至少大于1倍的试验段管节101或安装段管节102的长度，方向与悬浮隧道模型1的长度方向一致，两平行布置的托杆503的间距小于悬浮隧道模型1的外径。
进一步，第一连接螺母5013、第二连接螺母5014设计成相同的规格，即第二底板5016以上的结构可通过连接螺母直接套在固定支撑杆5021上，从而可以轻易降低临时支撑架5的整体高度，使得悬浮隧道模型1具有可变淹没深度的技术特征。
进一步，临时支撑架5的套数需根据试验模型的需要来定，本实施例中，沿悬浮隧道模型1长度方向共设置十四套，相邻两套临时支撑架5之间的间隔距离为2m。
本发明还提供了一种悬浮隧道完全水弹性响应模型的试验方法，包括以下步骤：
步骤一：模型试验设计与准备
根据模型试验的目的、试验内容、各种试验装置的能力、仪器的量程，确定模型试验的几何缩尺比、模型的水深和淹没水深、模型的浮重比、锚索202系统的间距、临时支撑架5间距、传感器的安装位置、试验水动力要素、模型边界条件、试验采样频率、采样时长等；由几何缩尺比确定试验工况和 组次，并计算造波机1003和六维运动模拟器3的运动参数；在系统控制终端6上事先备份多组给定的波浪类型及造波时空曲线，并备份六维运动模拟器3的运动时程曲线。
步骤二：悬浮隧道模型的制作
由步骤一确定的几何缩尺比、浮重比等参数，按照前文计算模型的尺寸、材料等参数，选择合适的模型材料，并根据模型设计图纸，分别进行悬浮隧道模型1及线弹簧204的制作。
步骤三：定点放样
按照波浪作用方向的要求，先在水池底1002上进行定点放样，分别定位出端部支座4、临时支撑架5的具体安装位置、螺栓固定位置等，保证两个端部支座4以及所有临时支撑架5的连线在一条直线上，并与试验水池10的长度方向垂直，并保证所述连线处于水池的中部位置。
步骤四：试验模型的安装
1.按照放样点，先将两个端部支座4以及多套临时支撑架5安装固定在水池底1002上，再将两个六维运动模拟器3分别吊装在两个端部支座4的顶部，并在六维运动模拟器3的下方各安装一套端部总力仪7。最后利用水准仪、经纬仪、全站仪对端部支座4、临时支撑架5进行精准定位和调平，使得所有参数符合设计要求。
2.启动六维运动模拟器3，改变系统控制终端6的控制参数以调整两个端部总力仪7的高度，使得两个端部总力仪7的高度一致，并保证后续悬浮隧道模型1的实际安装位置满足水下淹没深度的要求。然后将总力传感器701进行初始化，即将其所有初始值设为零。
3.依次将所有的悬浮隧道模型1试验段管节101和安装段管节102进行拼接，然后，在试验段管节101的内部和外部预定位置安装分布式应变传感 器9，在两个安装段管节102的端部各塞入支撑环104和密封盖105，并在所有连接处涂抹胶水，以保证良好的粘接强度和防水性能。
4.拆除所有临时支撑架5上的托杆503，并保留所有的底座501和托架502，然后安装锚泊装置2，将锚索调节器203固定于水池底1002，并将拉力计8的初始值设为0。
步骤五：模型初始状态的调试
1.调节所有锚索调节器203上的调节螺母2035，并同步实时监测拉力计8的初张力，计算初张力与期望值之间的差距，反复调节锚索调节器203，直至所有锚索202的初张力均满足设计要求。
2.启动六维运动模拟器3，输入系统控制终端6的控制参数以调节悬浮隧道模型1两个端部的位移、姿态和受力初始状态，同步实测监测总力传感器701的读数，计算初张读数与期望值之间的差距，反复改变系统控制终端6的控制参数，直至悬浮隧道模型1两个端部的位移和受力初始值均满足设计要求。
步骤六：启动模型试验
1.在试验水池10中注入清水，待水位刚好淹没悬浮隧道模型1时，拆除所有临时支撑架5上的托架502，并保留所有的底座501，让悬浮隧道模型1处于悬浮状态。
2.接通总力传感器701、拉力计8、分布式应变传感器9等测试系统，将所有传感器初始值设为零。
3.打开电源开关，启动造波机1003生成期望的波浪，待稳定的波动过程作用于悬浮隧道模型1时，按照采样频率和采样时长，同步采集总力传感器701、分布式应变传感器9、拉力计8的试验数据，并记录保存。
步骤七：试验结束
试验结束后，关闭所有设备供电开关，并对试验水池10进行排水，待水位下降至刚好淹没悬浮隧道模型1时，将所有临时支撑架5上的托架502安装在对应的底座501上，直至水池中的水排空。
步骤八：再次试验
待试验水池10中的水排空后，重复步骤五至步骤七，以进行下一轮试验。
最后应说明的是：以上各实施例仅用以说明本发明的技术方案，而非对其限制；尽管参照前述各实施例对本发明进行了详细的说明，本领域的通技术人员应当理解：其依然可以对前述各实施例所记载的技术方案进行修改，或者对其中部分或者全部技术特征进行等同替换；而这些修改或者替换，并不使相应技术方案的本质脱离本发明各实施例技术方案的范围。

Claims (9)

  1. 一种悬浮隧道完全水弹性响应模型试验装置，包括悬浮隧道模型(1)、支撑装置与试验水池(10)，试验水池(10)包括水池边墙(1001)与水池底(1002)，支撑装置包括端部支座(4)和临时支撑架(5)，分别连接在悬浮隧道模型(1)的两端和下侧，在悬浮隧道模型(1)沿其长度方向安装有多个锚泊装置(2)，锚泊装置(2)的一端与悬浮隧道模型(1)相互连接，锚泊装置(2)的另一端与水池底(1002)相互锚固，其特征在于，所述悬浮隧道模型(1)包括有试验段管节(101)与安装段管节(102)，每个试验段管节(101)的两端分别开设有凹槽和凸槽，每个试验段管节(101)的凹槽与其相邻管节的凸槽配合连接，形成悬浮隧道模型(1)，两个安装段管节(102)分别连接在试验段管节(101)的两端，所述支撑装置包括有两个端部支座(4)与多个临时支撑架(5)，两个端部支座(4)分别固定连接在水池底(1002)，在两个端部支座(4)的顶部分别吊装有六维运动模拟器(3)，在两个六维运动模拟器(3)的下方各安装有端部总力仪(7)，所述悬浮隧道模型(1)安装在两台端部总力仪(7)之间，所述锚泊装置(2)包括有锚索调节器(203)、锚索(202)与Ω夹(201)，Ω夹(201)套设在试验段管节(101)上，用于固定悬浮隧道模型(1)，多根锚索(202)连接在Ω夹(201)的中部，在锚索(202)上连接有线弹簧(204)，锚索调节器(203)连接在锚索(202)的下端，用于调节锚索(202)的张力；所述锚索调节器(203)包括有底板(2031)，底板(2031)固定连接在水池底(1002)上，在底板(2031)的上端设置有压紧机构，压紧机构包括有张紧齿轮(2032)、脚踏扣(2033)与调节螺母(2035)，所述锚索(202)的一端与张紧齿轮(2032)相互连接，张紧齿轮(2032)通过转动轴承连接在底板(2031)的上端，脚踏扣(2033)通过转动轴承连接在底板(2031)的上端，脚踏扣(2033)的一端扣在张紧齿轮(2032)上，脚踏扣(2033)的另一端为平板结构，用于接受外部的踩踏力，所述脚踏扣(2033)的下端设置有复位弹簧(2034)， 复位弹簧(2034)的一端连接底板(2031)，另一端连接脚踏扣(2033)，用于使脚踏扣(2033)长时间扣入张紧齿轮(2032)并处于压紧状态，在张紧齿轮(2032)的转动轴承上连接有调节螺母(2035)，用于调节锚索(202)的长度与张力。
  2. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述试验段管节(101)的内管壁和外管壁上连接有多个分布式应变传感器(9)，内管壁上连接的分布式应变传感器(9)用于测量悬浮隧道管体环向及隧道模型内部路基等局部结构应变，外管壁上连接的分布式应变传感器(9)用于测量悬浮隧道管体长度方向的应变。
  3. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述六维运动模拟器(3)包括有上底板(301)和工作台(302)，上底板(301)固定连接在所述端部支座(4)的顶部，上底板(301)和工作台(302)之间通过伸缩缸相互连接，在六维运动模拟器(3)的一侧连接有系统控制终端(6)。
  4. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述安装段管节(102)的两端分别连接有支撑环(104)，支撑环(104)塞入安装段管节(102)的内部，用于加强端部结构的强度，在支撑环(104)的一端连接有密封盖(105)，用于防止水进入安装段管节(102)的内部。
  5. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述端部总力仪(7)包括四个总力传感器(701)、总力板(702)、U型卡槽(703)与U型紧箍(704)，用于固定悬浮隧道模型(1)两个端部并测量端部六个自由度的受力；四个总力传感器(701)安装在所述六维运动模拟器(3)的工作台(302)的下方，并在四个总力传感器(701)的下方从上至下依次安装总力板(702)、U型卡槽(703)和U型紧箍(704)，所述 U型紧箍(704)通过螺栓固定在总力板(702)上，当总力板(702)、U型卡槽(703)和U型紧箍(704)拼接后，中间形成一个空心柱状空间，用于锁紧悬浮隧道模型(1)的安装段管节(102)。
  6. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述临时支撑架(5)包括底座(501)、托架(502)和托杆(503)，用于在模型安装期间及试验结束后临时支撑悬浮隧道模型(1)，以防止模型长跨悬空塌陷；其中底座(501)固定于试验水池(10)底上，托架(502)通过螺栓固定在底座(501)上，在托架(502)的两侧对称设置两个缺口，用于固定托杆(503)。
  7. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述Ω夹(201)设置有两个，两个Ω夹(201)之间通过螺母相互固定，形成环形结构，环形结构的内径与所述试验段管节(101)的外径相同，两个Ω夹(201)形成的环形结构用于锁紧悬浮隧道模型(1)的试验段管节(102)。
  8. 根据权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置，其特征在于：所述锚索(202)的顶部设置有拉力计(8)，拉力计(8)与线弹簧(204)的一端相互连接，用于测量锚索(202)所受的拉力值。
  9. 基于权利要求1所述的一种悬浮隧道完全水弹性响应模型试验装置的试验方法，其特征在于，包括以下步骤：步骤1：首先根据模型试验的目的、试验内容、试验装置的能力以及仪器的量程，确定模型试验的几何缩尺比、浮重比参数并进行计算模型尺寸、材料等参数，根据确定的参数选择相应的模型材料，并进行悬浮隧道模型(1)及线弹簧(204)的制作；步骤2：在水池底(1002)上进行定点放样，分别定位出端部支座(4)、临时支撑架(5)的具体安装位置以及螺栓的固定位置，保证两个端部支座(4)以及临时支撑架(5)在一条直线上连线，并与试验水池(10)的长度方向垂直；步骤3： 按照放样点先将两个端部支座(4)以及多套临时支撑架(5)安装固定在水池底(1002)上，再将两个六维运动模拟器(3)分别吊装在两个端部支座(4)的顶部，并在六维运动模拟器(3)的下方各安装一套端部总力仪(7)，然后对端部支座(4)与临时支撑架(5)进行精准定位和调平；步骤4：启动六维运动模拟器(3)，改变系统控制终端(6)的控制参数以调整两个端部总力仪(7)的高度，使得两个端部总力仪(7)的高度一致，然后将总力传感器(701)进行初始化；步骤5：依次将所有的试验段管节(101)和安装段管节(102)进行拼接，在试验段管节(101)的内侧壁与外侧壁安装分布式应变传感器(9)，在两个安装段管节(102)的端部各塞入支撑环(104)和密封盖(105)，并在所有连接处涂抹胶水；步骤6：安装锚泊系统，将锚索调节器(203)固定于水池底(1002)，并将拉力计(8)的初始值设为0后对锚索(202)的初张力进行调试；步骤7：启动六维运动模拟器(3)，输入系统控制终端(6)的控制参数以调节悬浮隧道模型(1)两个端部的位移、姿态和受力初始状态；步骤8：在试验水池(10)中注入清水，待水位淹没悬浮隧道模型(1)时，拆除临时支撑架(5)上的托架(502)，并保留所有的底座(501)，让悬浮隧道模型(1)处于悬浮状态；接通总力传感器(701)、拉力计(8)与分布式应变传感器(9)，将所有传感器初始值设为零；步骤9：打开电源开关，启动造波机(1003)生成波浪，待稳定的波动过程作用于悬浮隧道模型(1)时，按照采样频率和采样时长，同步采集总力传感器(701)、分布式应变传感器(9)与拉力计(8)的试验数据，并记录保存；步骤10：试验结束后，关闭所有设备供电开关，并对试验水池(10)进行排水，待水位下降至刚好淹没悬浮隧道模型(1)时，将所有临时支撑架(5)上的托架(502)安装在对应的底座(501)上，直至水池中的水排空。
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