Wave physical model test method for water intake head project

Abstract

The present invention discloses a wave physical model test method for a water intake head project, comprising the following steps: S1: Equipment preparation, S2: Model construction, S3: Wave and water flow simulation, S4: Wave force test for the water intake head and the culvert, S5: Flow velocity test for the intake window, S6: Wave force test for the intake window grille, S7: Wave height distribution test for the modified section of the breakwater and the outer side of the original breakwater around it. In the step S1, a wave-making board, a servo driver, a servo motor, an encoder, a server and a computer need to be prepared. By starting to install a model and wave-making equipment in a pool, and then partitioning the pool through a grid and conducting tests on the water flow directions of the longitude and latitude lines, the wave height and wave force distribution at the water intake head and the culvert, the flow velocity distribution of each intake window of the water intake head, and the wave height distribution of the modified section of the breakwater and the original breakwater around it can be obtained, so as to provide a basis for the design of the breakwater.

Description

Technical Field

[0001] The present invention relates to the technical field of intake head engineering, and particularly relates to a wave physical model test method for intake head engineering. Background Art

[0002] A breakwater is a hydraulic structure required to defend against wave intrusion and form a sheltered water area. It is located on the periphery of the port water area, and also prevents the intrusion of drifting sand and ice floes, so as to ensure that there is sufficient water depth and a stable water surface in the port to meet the requirements of ships for berthing, loading and unloading operations, and entering and leaving the port. Some inner sides of breakwaters also serve as docks or are equipped with certain mooring facilities for ships to berth. According to its planar layout shape, it is divided into a spur dike and an island dike; according to the cross-sectional form, it is divided into three types: a slope type, a vertical wall type, and a hybrid type.

[0003] A breakwater is a water structure built to block the impact force of waves, enclose the port basin, maintain a stable water surface to protect the port from bad weather, and enable ships to berth and operate safely.

[0004] The wave physical model of the intake head project in the prior art has simple steps and cannot conduct detailed tests on the wave height distribution of the reconstructed section of the breakwater and the surrounding original breakwater, the velocity distribution of each intake window of the intake head, and the wave height and wave force distribution of the intake head and the culvert. Therefore, the present invention proposes a wave physical model test method for the intake head project to solve the above problems. Summary of the Invention

[0005] Based on the technical problem that the wave physical model of the intake head project in the background art has simple steps and cannot conduct detailed tests on the wave height distribution of the reconstructed section of the breakwater and the surrounding original breakwater, the velocity distribution of each intake window of the intake head, and the wave height and wave force distribution of the intake head and the culvert, the present invention proposes a wave physical model test method for the intake head project.

[0006] The wave physical model test method for the intake head project proposed by the present invention includes the following steps:

[0007] S1: Equipment preparation;

[0008] S2: Model construction;

[0009] S3: Wave and water flow simulation;

[0010] S4: Wave force test of the intake head and the culvert;

[0011] S5: Velocity test of the intake window;

[0012] S6: Wave force test of the intake window grille;

[0013] S7: Wave height distribution test on the reconstructed section of the breakwater and the outside of the original breakwater around it.

[0014] Preferably, in the S1 step, a wave-making board, a servo driver, a servo motor, an encoder, a server and a computer need to be prepared. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo driver controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion, and the desired waves are generated through the wave-making board.

[0015] Preferably, in the S2 step, three groups of models are prepared. Each group of models includes a duct, a water intake head and a grille. The water intake head is fixed on the duct, and then the grille is fixed on the water intake head. Then the model is placed in the water, and the area of the test pool is divided. Multiple groups of meridians and latitudes are used, and the distance between the latitudes and meridians is 1 - 3 meters, and then the intersections of the meridians and latitudes are marked.

[0016] Preferably, in the S3 step, wave simulation;

[0017] Make the test boundary conditions consistent with the wave mathematical model calculation conditions, and then calibrate the wave elements to meet the requirement that the test wave elements meet the target values; the spectrum of irregular waves adopts the modified JONSWAP spectrum by Sato, that is:

[0018]

[0019] In the above formula,

[0020] H 1 / 3 is the one-third significant wave;

[0021] T p is the spectral peak period;

[0022] is the mean period;

[0023] f is the frequency;

[0024] γ is the spectral peak elevation factor, taking an average value of 3.3;

[0025] f p is the spectral peak frequency;

[0026] When simulating irregular waves, the significant wave height and period are sent into the computer for wave spectrum simulation. After correction, the spectral density near the peak frequency, the peak frequency, the spectral energy and the significant wave height meet the requirements of the test regulations; the wave train of each group of wave elements keeps the number of waves above 1000;

[0027] To avoid the influence of multiple reflections of waves in the harbor basin, stop the machine after each wave generation and sampling, and wait until the water surface is calm before repeating wave generation. The allowable deviations for the simulation of unidirectional irregular waves shall meet the following requirements:

[0028] The allowable deviation of the total energy of the wave energy spectrum is ±10%;

[0029] The allowable deviation of the simulated peak frequency value is ±5%;

[0030] In the range where the spectral density is greater than or equal to 0.5 times the peak value of the spectral density, the allowable deviation of the spectral density distribution is ±15%;

[0031] The allowable deviation of the significant wave height, significant period or spectral peak period is ±5%;

[0032] The allowable deviation of the wave height at the 1% cumulative frequency in the simulated wave train and the ratio of the significant wave to the mean wave height is +15%;

[0033] The calibration of the test wave height is carried out after the placement of the breakwater model. The position of the wave element verification point is 2.5 m outside the root of the east breakwater at the water intake head. Take the average value of the H wave height at the verification point as the calibration result for comparison with the target value, and check the H wave height value. When the simulation results are the same or similar, the wave-making machine parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, place the water intake head and the culvert model for testing. 4％ The average value of the wave height is used as the calibration result for comparison with the target value, and check the H wave height value. When the simulation results are the same or similar, the wave-making machine parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, place the water intake head and the culvert model for testing. 1％ During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, in the reconstructed section of the breakwater and outside the original breakwater around it to measure the wave height distribution in the project area;

[0034] During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, in the reconstructed section of the breakwater and outside the original breakwater around it to measure the wave height distribution in the project area;

[0035] Flow simulation;

[0036] Use a frequency converter to control the water pump to pump water, monitor the water intake flow of 120 m 3 / s and 60 m 3 / s through an electromagnetic flowmeter, monitor the flow velocity in the culvert with a propeller flowmeter, make the water intake flow reach the target value of 2 m / s and the flow velocity in the culvert reach the target value of 1 m / s and remain stable. When waves and water flow act together, generate waves first, and then generate the required flow velocity. The flow velocity verification point is arranged by inserting a flowmeter in the culvert. During the formal test, flowmeters are arranged near each intake window of the water intake head, inside the culvert and in the open channel to measure the flow velocity distribution at each intake window of the water intake head.

[0037] Preferably, in the step S4, under the action of N-direction waves, the wave dynamic pressure on the water intake head and the culvert structure is greater than the action result of W-direction waves;

[0038] When the waves act in the N direction, the wave dynamic pressures on the west and middle water intakes are relatively large, while the wave dynamic pressure on the east water intake is relatively small;

[0039] When the waves act in the N direction, under the condition of the extreme low water level, the wave dynamic pressures on the water intake and the culvert are greater than those under the design low water level, design high water level, and extreme high water level;

[0040] When the waves act in the N direction, generally speaking, the wave dynamic pressure on the water intake is greater than that on the Type A culvert, and the wave dynamic pressure on the Type A culvert is greater than that on the Type B culvert;

[0041] When the waves act in the N direction, for the water intake, the maximum wave dynamic pressures on the west, middle, and east water intakes reach 35.9 KPa, 40.3 KPa, and 28.6 KPa respectively;

[0042] When the waves act in the N direction, the wave suction force on the water intake head and the culvert is less than the wave pressure. Among them, the maximum wave suction pressures on the west, middle, and east water intake structures reach 22.9 KPa, 25.6 KPa, and 22.0 KPa respectively.

[0043] Preferably, in the step S5, under the water intake side two-grille water intake scheme, for each water intake head, the maximum flow velocity of each water inlet window is at the grille near the Type A culvert among the side grilles. The grille behind the Type A culvert is uniformly called the side 2 grille, and the grille with the second-largest flow velocity is the middle two of the four front grilles of the water intake head, which is uniformly called the front 1 grille. The flow velocities of the remaining grilles are relatively small;

[0044] Under the water intake side two-grille water intake scheme, when the flow velocity in the culvert is 2 m / s, the maximum flow velocity at the side 2 grille can reach 0.96 m / s, the maximum flow velocity at the front 1 grille can reach 0.57 m / s, the flow velocities of the remaining grilles are relatively small, and the flow velocity magnitudes are basically the same, varying within the range of 0.35 m / s - 0.43 m / s;

[0045] Under the water intake side two-grille water intake scheme, when the flow velocity in the culvert is 1 m / s, the distribution law of the flow velocities of the water intake head grilles is basically the same as the test results when the flow velocity in the culvert is 2 m / s; the flow velocity at the side 2 grille is the largest, the flow velocity at the front 1 grille is the second largest, and the flow velocities of the remaining grilles are relatively small;

[0046] Under the water intake side two-grille water intake scheme, when the flow velocity in the culvert is 1 m / s, the maximum flow velocity at the side 2 grille can reach 0.49 m / s, the maximum flow velocity at the front 1 grille can reach 0.30 m / s, the flow velocities of the remaining grilles are relatively small, and the flow velocity magnitudes are basically the same, varying within the range of 0.18 m / s - 0.23 m / s;

[0047] Under the intake scheme with one grille on each side of the intake head, the velocity distribution of the intake window is more uniform than that of the scheme with two grilles on the side;

[0048] Under the intake scheme with one grille on each side of the intake head, when the flow velocity in the culvert is 2 m / s, the velocity distribution at all intake windows varies within the range of 0.54 m / s - 0.72 m / s;

[0049] Under the intake scheme with one grille on each side of the intake head, when the flow velocity in the culvert is 1 m / s, the velocity distribution at all intake windows varies within the range of 0.28 m / s - 0.37 m / s.

[0050] Preferably, in the step S6, the wave load on the intake head grille under the action of N - direction waves is significantly greater than the result under the action of W - direction waves.

[0051] Under the extreme low water level, the wave force on the intake head grille is the largest, and as the water level rises, the wave force on the grille gradually decreases.

[0052] When under the action of N - direction waves, under the condition of extreme low water level, the wave forces on the front grille, side grille and top grille of the intake head can reach up to 34.5 KN, 18.7 KN and 22.1 KN respectively.

[0053] When under the action of W - direction waves, under the condition of extreme low water level, the wave forces on the front grille, side grille and top grille of the intake head can reach up to 20.4 KN, 20.7 KN and 12.8 KN respectively.

[0054] When the flow velocity in the culvert is 2 m / s and 1 m / s, the wave forces on the intake head grille are basically the same, that is, the intake flow velocity in the culvert has basically no influence on the wave force on the grille.

[0055] Preferably, in the step S7, when under the action of N - direction waves, under the condition of extreme high water level, the H5%, H13% and the average wave height Hm near the intake head, at the renovated section of the breakwater and outside the original breakwater around can reach up to 5.59 m, 4.78 m and 3.15 m respectively;

[0056] When under the action of W - direction waves, under the condition of extreme high water level, the H5%, H13% and the average wave height Hm near the intake head, at the renovated section of the breakwater and outside the original breakwater around can reach up to 3.26 m, 2.92 m and 1.70 m respectively.

[0057] The beneficial effects of the present invention:

[0058] 1. Through the overall wave model test, aiming at the engineering layout scheme, measure the wave height and wave force distribution at the intake head and culvert under different water levels, different - direction waves and different flow velocities in the culvert;

[0059] 2. Through the overall wave model test, for the engineering layout plan, measure the flow velocity distribution of each intake window of the water intake head under different water levels, different wave directions, and different flow velocities in the culvert.

[0060] 3. The water intake head and the culvert are located in the variable slope section of the breakwater. After renovation, this section of the breakwater protrudes compared with the original structure. Measure the wave height distribution of the renovated section of the breakwater and the surrounding original breakwater under different water levels and different wave directions.

[0061] 4. On the premise of ensuring safety and stability, put forward necessary modification or optimization suggestions for the type and cross-sectional dimensions of the water intake head and the culvert, and whether backfilling is required around the culvert, so as to provide a basis for the design.

[0062] 5. The water intake flow velocity can be controlled by using a frequency converter, an electromagnetic flowmeter, and a propeller flow velocity meter.

[0063] In the present invention, by starting to install a model and wave-making equipment in the pool, and then partitioning the pool through a grid to conduct experiments on the water flow directions of the longitude and latitude lines, the wave height and wave force distribution at the water intake head and the culvert, the flow velocity distribution of each intake window of the water intake head, and the wave height distribution of the renovated section of the breakwater and the surrounding original breakwater can be obtained, so as to provide a basis for the design of the breakwater. BRIEF DESCRIPTION OF THE DRAWINGS

[0064] Figure 1 It is the layout diagram of the characteristic points of the water intake pump house proposed by the present invention.

[0065] Figure 2 It is the experimental terrain range diagram proposed by the present invention.

[0066] Figure 3 It is the structural distribution diagram of the water intake pump house proposed by the present invention.

[0067] Figure 4 It is the point pressure layout diagram of the water intake head proposed by the present invention.

[0068] Figure 5 It is the work flow diagram proposed by the present invention. DETAILED DESCRIPTION OF THE INVENTION

[0069] The present invention will be further explained below with reference to specific embodiments.

[0070] Refer to Figures 1-5 , Embodiment 1

[0071] In this embodiment, a wave physical model test method for the water intake head project is proposed, including the following steps:

[0072] S1: Equipment preparation. It is necessary to prepare a wave-making board, a servo driver, a servo motor, an encoder, a server, and a computer. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo driver controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion, generating the desired waves through the wave-making board.

[0073] S2: Model construction. Prepare three groups of models. Each group of models includes a duct, a water intake head, and a grille. Fix the water intake head on the duct, then fix the grille on the water intake head, place the model in the water, and then divide the area of the test pool. Use multiple sets of meridians and latitudes, with a 1-meter interval between the latitudes and meridians, and then mark the intersections of the meridians and latitudes.

[0074] S3: Wave and water flow simulation, wave simulation.

[0075] Make the test boundary conditions consistent with the wave mathematical model calculation conditions, and then calibrate the wave elements to meet the requirement that the test wave elements satisfy the target values. The spectrum of irregular waves adopts the modified JONSWAP spectrum by Hata, that is:

[0076]

[0077] In the above formula,

[0078] H 1 / 3 is the one-third significant wave;

[0079] T P is the spectral peak period;

[0080] is the average period;

[0081] f is the frequency;

[0082] γ is the spectral peak elevation factor, taking an average value of 3.3;

[0083] f p is the spectral peak frequency;

[0084] When simulating irregular waves, input the significant wave height and period into the computer for wave spectrum simulation. After correction, make the spectral density near the peak frequency, the peak frequency, the spectral energy, and the significant wave height meet the requirements of the test regulations. The wave train of each group of wave elements should maintain more than 1000 waves.

[0085] To avoid the influence of multiple reflections of waves in the harbor pool, stop the machine after each wave-making and sampling, and wait for the water surface to calm down before repeating the wave-making. The allowable deviation of the one-way irregular wave simulation should meet the following requirements:

[0086] The allowable deviation of the total energy of the wave energy spectrum is ±10%;

[0087] The allowable deviation of the simulated peak frequency value is ±5%;

[0088] In the range where the spectral density is greater than or equal to 0.5 times the spectral density peak value, the allowable deviation of the spectral density distribution is ±15%;

[0089] The allowable deviation of the significant wave height, significant period or spectral peak period is ±5%;

[0090] The allowable deviation of the wave height at the 1% cumulative frequency in the simulated wave train and the ratio of the significant wave to the mean wave height is +15%;

[0091] The calibration of the test wave height was carried out after the placement of the breakwater model. The position of the wave element verification point is 2.5 m outside the root of the east breakwater at the water intake head. Take the average value of the H 4％ wave height at the verification point as the calibration result for comparison with the target value, and check the H 1％ wave height value. When the simulation results are the same or similar, the wave maker parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, the water intake head and the culvert model are placed for testing.

[0092] During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, in the renovated section of the breakwater and outside the original breakwater around it to measure the wave height distribution in the project area;

[0093] Flow simulation;

[0094] Use a frequency converter to control the water pump to pump water, monitor the water intake flow rate through an electromagnetic flowmeter (120 m 3 / s and 60 m 3 / s), monitor the flow velocity in the culvert through a propeller flowmeter, make the water intake flow rate and the flow velocity in the culvert reach the target values (2 m / s and 1 m / s), and keep stable. When waves and currents act together, first generate waves, and then generate the required flow velocity. The flow velocity verification point is arranged in the culvert (insert a flowmeter). During the formal test, flowmeters are arranged near each intake window of the water intake head, inside the culvert and in the open channel to measure the flow velocity distribution at each intake window of the water intake head.

[0095] S4: Wave force test on the water intake head and culvert. Under the action of N-direction waves, the wave dynamic pressure on the water intake head and culvert structure is greater than the result of the action of W-direction waves;

[0096] When N-direction waves act, the wave dynamic pressure on the west and middle water intake heads is relatively large, and the wave dynamic pressure on the east water intake head is relatively small;

[0097] When N-direction waves act, under the condition of the extreme low water level, the wave dynamic pressure on the water intake head and the box culvert is greater than the wave dynamic pressure under the design low water level, design high water level and extreme high water level;

[0098] When the wave acts in the N direction, generally speaking, the wave dynamic pressure received by the water intake head is greater than that of the A-type box culvert, and the wave dynamic pressure received by the A-type box culvert is greater than that of the B-type box culvert;

[0099] When the wave acts in the N direction, for the water intake head, the maximum wave dynamic pressures received by the west, middle and east water intake heads reach 35.9 KPa, 40.3 KPa and 28.6 KPa respectively;

[0100] When the wave acts in the N direction, the wave suction force received by the water intake head and the box culvert is less than the wave pressure. Among them, the maximum wave suction pressures received by the west, middle and east water intake structures reach 22.9 KPa, 25.6 KPa and 22.0 KPa respectively;

[0101] S5: Inlet window flow velocity test. Under the water intake head side two-grille water intake scheme, for each water intake head, the maximum flow velocity of each inlet window is at the grille (hereinafter uniformly referred to as side 2 grille) close to the A-type box culvert among the side grilles. The second-largest flow velocity grille is the middle two of the four front grilles of the water intake head (hereinafter uniformly referred to as positive 1 grille), and the flow velocities of the remaining grilles are relatively small;

[0102] Under the water intake head side two-grille water intake scheme, when the flow velocity in the culvert is 2 m / s, the maximum flow velocity at the side 2 grille can reach 0.96 m / s, the maximum flow velocity at the positive 1 grille can reach 0.57 m / s, the flow velocities of the remaining grilles are relatively small, and the flow velocity magnitudes are basically the same (varying within the range of 0.35 m / s - 0.43 m / s);

[0103] Under the water intake head side two-grille water intake scheme, when the flow velocity in the culvert is 1 m / s, the flow velocity distribution law of the water intake head grilles is basically the same as the test result when the flow velocity in the culvert is 2 m / s; the flow velocity at the side 2 grille is the largest, the flow velocity at the positive 1 grille is the second largest, and the flow velocities of the remaining grilles are relatively small;

[0104] Under the water intake head side two-grille water intake scheme, when the flow velocity in the culvert is 1 m / s, the maximum flow velocity at the side 2 grille can reach 0.49 m / s, the maximum flow velocity at the positive 1 grille can reach 0.30 m / s, the flow velocities of the remaining grilles are relatively small, and the flow velocity magnitudes are basically the same (varying within the range of 0.18 m / s - 0.23 m / s);

[0105] Under the water intake head side one-grille water intake scheme, the flow velocity distribution of the inlet windows is more uniform than that of the side two-grille scheme;

[0106] Under the water intake head side one-grille water intake scheme, when the flow velocity in the culvert is 2 m / s, the flow velocities at all inlet windows vary within the range of 0.54 m / s - 0.72 m / s;

[0107] Under the intake scheme with one grille on each side of the intake head, when the flow velocity in the culvert is 1 m / s, the flow velocity distribution at all intake windows varies within the range of 0.28 m / s - 0.37 m / s;

[0108] S6: Wave force test on the intake window grille. Under the action of N-direction waves, the wave load on the intake head grille is significantly greater than that under the action of W-direction waves.

[0109] Under the extremely low water level, the wave force on the intake head grille is the largest. As the water level rises, the wave force on the grille gradually decreases.

[0110] When under the action of N-direction waves, under the condition of extremely low water level, the maximum wave forces on the front grille, side grille and top grille of the intake head can reach 34.5 KN, 18.7 KN and 22.1 KN respectively.

[0111] When under the action of W-direction waves, under the condition of extremely low water level, the maximum wave forces on the front grille, side grille and top grille of the intake head can reach 20.4 KN, 20.7 KN and 12.8 KN respectively.

[0112] When the culvert flow velocity is 2 m / s and 1 m / s, the wave forces on the intake head grille are basically the same, that is, the intake flow velocity in the culvert has basically no influence on the wave force on the grille;

[0113] S7: Wave height distribution test on the modified section of the breakwater and the outside of the original breakwater around. When under the action of N-direction waves, under the condition of extremely high water level, the maximum values of H5%, H13% and the average wave height Hm near the intake head, on the modified section of the breakwater and the outside of the original breakwater around can reach 5.59 m, 4.78 m and 3.15 m respectively;

[0114] When under the action of W-direction waves, under the condition of extremely high water level, the maximum values of H5%, H13% and the average wave height Hm near the intake head, on the modified section of the breakwater and the outside of the original breakwater around can reach 3.26 m, 2.92 m and 1.70 m respectively.

[0115] Refer to Figures 1-5 , Example 2

[0116] In this embodiment, a wave physical model test method for the intake head project is proposed, including the following steps:

[0117] S1: Equipment preparation. It is necessary to prepare a wave-making board, a servo driver, a servo motor, an encoder, a server and a computer. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo drive controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion to generate the desired waves through the wave-making board;

[0118] S2: Model construction. Prepare three groups of models, each group of models including a duct, a water intake head, and a grille. Fix the water intake head on the duct, then fix the grille on the water intake head. Place the model in water, and then divide the area of the test pool. Use multiple groups of meridians and latitudes, with a 1.5-meter interval between the latitudes and meridians, and then mark the intersections of the meridians and latitudes.

[0119] S3: Wave and water flow simulation, wave simulation.

[0120] Make the test boundary conditions consistent with the calculation conditions of the wave mathematical model, and then calibrate the wave elements to meet the requirement that the test wave elements satisfy the target values. The spectrum of irregular waves adopts the modified JONSWAP spectrum by Sato, that is:

[0121]

[0122] In the above formula,

[0123] H 1 / 3 is the one-third significant wave;

[0124] T P is the spectral peak period;

[0125] is the mean period;

[0126] f is the frequency;

[0127] γ is the spectral peak elevation factor, taking an average value of 3.3;

[0128] f p is the spectral peak frequency;

[0129] When simulating irregular waves, send the significant wave height and period into the computer for wave spectrum simulation. After correction, make the spectral density near the peak frequency, the peak frequency, the spectral energy, and the significant wave height meet the requirements of the test regulations. The wave train of each group of wave elements keeps the number of waves above 1000.

[0130] To avoid the influence of multiple reflections of waves in the harbor pool, stop the machine after each wave generation and sampling, and wait until the water surface is calm before repeating the wave generation. The allowable deviation of the simulation of unidirectional irregular waves should meet the following requirements:

[0131] The allowable deviation of the total energy of the wave energy spectrum is ±10%;

[0132] The allowable deviation of the simulated value of the peak frequency is ±5%;

[0133] In the range where the spectral density is greater than or equal to 0.5 times the spectral density peak value, the allowable deviation of the spectral density distribution is ±15%;

[0134] The allowable deviation of the significant wave height, the significant period, or the spectral peak period is ±5%;

[0135] The allowable deviation of the 1% cumulative frequency wave height and the ratio of the significant wave height to the mean wave height in the simulated wave train is +15%;

[0136] The calibration of the test wave height was carried out after the placement of the breakwater model. The wave element verification point is located 2.5 m outside the root of the east breakwater at the water intake head. Take the H at the verification point 4％ The mean value of the wave height is used as the calibration result for comparison with the target value, and the H 1％ wave height value. When the simulation results are the same or similar, the wave maker parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, the water intake head and the culvert model are placed for the test.

[0137] During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, in the renovated section of the breakwater and outside the original breakwater around it to measure the wave height distribution in the project area;

[0138] Flow simulation;

[0139] The frequency converter is used to control the water pump to pump water. The water intake flow rate (120 m3 / s and 60 m3 / s) is monitored by an electromagnetic flowmeter, and the flow rate in the culvert is monitored by a propeller flowmeter to make the water intake flow rate and the flow rate in the culvert reach the target values (2 m / s and 1 m / s) and remain stable. When the waves and the flow act together, the waves are generated first, and then the required flow rate is generated. The flow rate verification point is arranged in the culvert (insert a flowmeter). During the formal test, flowmeters are arranged near each intake window of the water intake head, inside the culvert and in the open channel to measure the flow rate distribution at each intake window of the water intake head.

[0140] S4: Wave force test of the water intake head and the culvert. Under the action of N-direction waves, the wave dynamic pressure on the water intake head and the culvert structure is greater than the result of the action of W-direction waves;

[0141] When the N-direction waves act, the wave dynamic pressure on the west and middle water intake heads is relatively large, and the wave dynamic pressure on the east water intake head is relatively small;

[0142] When the N-direction waves act, under the condition of the extreme low water level, the wave dynamic pressure on the water intake head and the box culvert is greater than that under the design low water level, design high water level and extreme high water level;

[0143] When the N-direction waves act, generally speaking, the wave dynamic pressure on the water intake head is greater than that on the Type A box culvert, and the wave dynamic pressure on the Type A box culvert is greater than that on the Type B box culvert;

[0144] When the N-direction waves act, for the water intake head, the maximum wave dynamic pressures on the west, middle and east water intake heads reach 35.9 KPa, 40.3 KPa and 28.6 KPa respectively;

[0145] When the wave acts in the N direction, the wave suction force on the water intake head and the culvert is less than the wave pressure. Among them, the maximum wave suction pressure on the west, middle and east water intake structures reaches 22.9 KPa, 25.6 KPa and 22.0 KPa respectively;

[0146] S5: Water inlet window flow velocity test. Under the water intake scheme with two grilles on each side of the water intake head, the maximum flow velocity of each water inlet window of the water intake head is at the grille near the A-type culvert in the side grilles (hereinafter uniformly referred to as side 2 grille), and the second largest flow velocity grille is the middle two of the four front grilles of the water intake head (hereinafter uniformly referred to as positive 1 grille), and the flow velocities of the remaining grilles are relatively small;

[0147] Under the water intake scheme with two grilles on each side of the water intake head, when the flow velocity in the culvert is 2 m / s, the maximum flow velocity at the side 2 grille can reach 0.96 m / s, the maximum flow velocity at the positive 1 grille can reach 0.57 m / s, and the flow velocities of the remaining grilles are relatively small and basically the same (varying in the range of 0.35 m / s - 0.43 m / s);

[0148] Under the water intake scheme with two grilles on each side of the water intake head, when the flow velocity in the culvert is 1 m / s, the distribution law of the grille flow velocity of the water intake head is basically the same as the test result when the flow velocity in the culvert is 2 m / s; the flow velocity at the side 2 grille is the largest, the flow velocity at the positive 1 grille is the second, and the flow velocities of the remaining grilles are relatively small;

[0149] Under the water intake scheme with two grilles on each side of the water intake head, when the flow velocity in the culvert is 1 m / s, the maximum flow velocity at the side 2 grille can reach 0.49 m / s, the maximum flow velocity at the positive 1 grille can reach 0.30 m / s, and the flow velocities of the remaining grilles are relatively small and basically the same (varying in the range of 0.18 m / s - 0.23 m / s);

[0150] Under the water intake scheme with one grille on each side of the water intake head, the flow velocity distribution of the water inlet window is more uniform than that of the scheme with two grilles on each side;

[0151] Under the water intake scheme with one grille on each side of the water intake head, when the flow velocity in the culvert is 2 m / s, the flow velocity distribution at all water inlet windows varies in the range of 0.54 m / s - 0.72 m / s;

[0152] Under the water intake scheme with one grille on each side of the water intake head, when the flow velocity in the culvert is 1 m / s, the flow velocity distribution at all water inlet windows varies in the range of 0.28 m / s - 0.37 m / s;

[0153] S6: Water inlet window grille wave force test. Under the action of N-direction waves, the wave load on the water intake head grille is significantly greater than the result of the action of W-direction waves.

[0154] Under the extreme low water level, the wave force on the intake head grille is the greatest, and as the water level rises, the wave force on the grille gradually decreases.

[0155] When the N-direction wave acts, under the extreme low water level condition, the maximum wave forces on the front grille, side grille, and top grille of the intake head can reach 34.5 KN, 18.7 KN, and 22.1 KN respectively.

[0156] When the W-direction wave acts, under the extreme low water level condition, the maximum wave forces on the front grille, side grille, and top grille of the intake head can reach 20.4 KN, 20.7 KN, and 12.8 KN respectively.

[0157] When the culvert flow velocity is 2 m / s and 1 m / s, the wave forces on the intake head grille are basically the same, that is, the intake flow velocity in the culvert has basically no influence on the wave force on the grille.

[0158] S7: Wave height distribution test on the modified section of the breakwater and the outside of the original breakwater around it. When the N-direction wave acts, under the extreme high water level condition, the maximum values of H5%, H13%, and the average wave height Hm near the intake head, on the modified section of the breakwater, and on the outside of the original breakwater around it can reach 5.59 m, 4.78 m, and 3.15 m respectively.

[0159] When the W-direction wave acts, under the extreme high water level condition, the maximum values of H5%, H13%, and the average wave height Hm near the intake head, on the modified section of the breakwater, and on the outside of the original breakwater around it can reach 3.26 m, 2.92 m, and 1.70 m respectively.

[0160] Refer to Figures 1-5 , Example 3

[0161] In this embodiment, a wave physical model test method for the intake head project is proposed, including the following steps:

[0162] S1: Equipment preparation. It is necessary to prepare a wave-making board, a servo driver, a servo motor, an encoder, a server, and a computer. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo driver controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion to generate the desired waves through the wave-making board.

[0163] S2: Model construction. Prepare three groups of models. Each group of models includes a culvert, an intake head, and a grille. Fix the intake head on the culvert, then fix the grille on the intake head, place the model in the water, and then divide the area of the test pool. Use multiple groups of meridians and latitudes, with a 2-meter interval between the latitudes and longitudes, and then mark the intersections of the meridians and latitudes.

[0164] S3: Wave and flow simulation, wave simulation;

[0165] Make the test boundary conditions consistent with the calculation conditions of the wave mathematical model, and then calibrate the wave elements to meet the requirement that the test wave elements satisfy the target values; the spectrum of irregular waves adopts the modified JONSWAP spectrum by Satoh, that is:

[0166]

[0167] In the above formula,

[0168] H 1 / 3 is the significant wave height;

[0169] T P is the peak period of the spectrum;

[0170] is the mean period;

[0171] f is the frequency;

[0172] γ is the peak elevation factor, taking an average value of 3.3;

[0173] f p is the peak frequency of the spectrum;

[0174] When simulating irregular waves, the significant wave height and period are sent into the computer for wave spectrum simulation. After correction, the spectral density near the peak frequency, the peak frequency, the spectral energy, and the significant wave height meet the requirements of the test regulations; the wave train of each group of wave elements keeps the number of waves above 1000;

[0175] To avoid the influence of multiple reflections of waves in the harbor basin, stop the machine after each wave generation and sampling, and wait until the water surface is calm before repeating wave generation; the allowable deviations for the simulation of unidirectional irregular waves shall meet the following requirements:

[0176] The allowable deviation of the total energy of the wave energy spectrum is ±10%;

[0177] The allowable deviation of the simulated value of the peak frequency is ±5%;

[0178] In the range where the spectral density is greater than or equal to 0.5 times the peak value of the spectral density, the allowable deviation of the spectral density distribution is ±15%;

[0179] The allowable deviation of the significant wave height, the significant period or the peak period of the spectrum is ±5%;

[0180] The allowable deviation of the wave height at the 1% cumulative frequency in the simulated wave train and the ratio of the significant wave to the mean wave height is +15%;

[0181] The calibration of the test wave height is carried out after the placement of the breakwater model. The position of the wave element verification point is 2.5 m outside the root of the east breakwater at the water intake head; take the average value of the H 4％ wave height at the verification point as the calibration result for comparison with the target value, and check the H1％ The wave height value. When the simulation results are the same or similar, the wavemaker parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, the water intake head and the culvert model are placed for the test.

[0182] During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, in the renovated section of the breakwater and the outer side of the original breakwater around the project area to measure the wave height distribution near the project area.

[0183] Flow simulation

[0184] Use a frequency converter to control the water pump to pump water. Monitor the water intake flow rate (120 m3 / s and 60 m3 / s) through an electromagnetic flowmeter, and monitor the flow velocity in the culvert through a propeller flowmeter to make the water intake flow rate and the flow velocity in the culvert reach the target values (2 m / s and 1 m / s) and remain stable. When waves and water flow act together, first generate waves, and then generate the required flow velocity. The flow velocity verification points are arranged in the culvert (insert flowmeters). During the formal test, flowmeters are arranged near each intake window of the water intake head, inside the culvert, and in the open channel to measure the flow velocity distribution of each intake window of the water intake head.

[0185] S4: Wave force test of the water intake head and the culvert. Under the action of N-direction waves, the wave dynamic pressure received by the structures of the water intake head and the culvert is greater than the result of the action of W-direction waves.

[0186] When N-direction waves act, the wave dynamic pressures received by the west and middle water intake heads are relatively large, and the wave dynamic pressure received by the east water intake head is relatively small.

[0187] When N-direction waves act, under the condition of extremely low water level, the wave dynamic pressure received by the water intake head and the box culvert is greater than that under the design low water level, design high water level, and extremely high water level.

[0188] When N-direction waves act, generally speaking, the wave dynamic pressure received by the water intake head is greater than that of the A-type box culvert, and the wave dynamic pressure received by the A-type box culvert is greater than that of the B-type box culvert.

[0189] When N-direction waves act, for the water intake head, the maximum wave dynamic pressures received by the west, middle, and east water intake heads reach 35.9 KPa, 40.3 KPa, and 28.6 KPa respectively.

[0190] When N-direction waves act, the wave suction force received by the water intake head and the box culvert is less than the wave pressure. Among them, the maximum wave suction pressures received by the west, middle, and east water intake structures reach 22.9 KPa, 25.6 KPa, and 22.0 KPa respectively.

[0191] S5: Inlet window flow velocity test. Under the water intake scheme with two grilles on each side of the water intake head, the maximum flow velocity at each inlet window of the water intake head is the flow velocity at the grille close to the A-type culvert among the side grilles (hereinafter uniformly referred to as side grille 2), and the second largest flow velocity grille is the middle two of the four front grilles of the water intake head (hereinafter uniformly referred to as front grille 1), and the flow velocities of the remaining grilles are relatively small.

[0192] Under the water intake scheme with two grilles on each side of the water intake head, under the condition of a flow velocity of 2 m / s in the culvert, the maximum flow velocity at side grille 2 can reach 0.96 m / s, the maximum flow velocity at front grille 1 can reach 0.57 m / s, the flow velocities of the remaining grilles are relatively small, and the flow velocity magnitudes are basically the same (varying within the range of 0.35 m / s - 0.43 m / s).

[0193] Under the water intake scheme with two grilles on each side of the water intake head, under the condition of a flow velocity of 1 m / s in the culvert, the distribution law of the grille flow velocity of the water intake head is basically the same as the test result of a flow velocity of 2 m / s in the culvert; the flow velocity at side grille 2 is the largest, the flow velocity at front grille 1 is the second largest, and the flow velocities of the remaining grilles are relatively small.

[0194] Under the water intake scheme with two grilles on each side of the water intake head, under the condition of a flow velocity of 1 m / s in the culvert, the maximum flow velocity at side grille 2 can reach 0.49 m / s, the maximum flow velocity at front grille 1 can reach 0.30 m / s, the flow velocities of the remaining grilles are relatively small, and the flow velocity magnitudes are basically the same (varying within the range of 0.18 m / s - 0.23 m / s).

[0195] Under the water intake scheme with one grille on each side of the water intake head, the flow velocity distribution of the inlet window is more uniform than that of the scheme with two grilles on each side.

[0196] Under the water intake scheme with one grille on each side of the water intake head, under the condition of a flow velocity of 2 m / s in the culvert, the flow velocity distribution at all inlet windows varies within the range of 0.54 m / s - 0.72 m / s.

[0197] Under the water intake scheme with one grille on each side of the water intake head, under the condition of a flow velocity of 1 m / s in the culvert, the flow velocity distribution at all inlet windows varies within the range of 0.28 m / s - 0.37 m / s.

[0198] S6: Inlet window grille wave force test. Under the action of waves in the N direction, the wave load on the water intake head grille is significantly greater than the result under the action of waves in the W direction.

[0199] Under the extremely low water level, the wave force on the water intake head grille is the largest, and as the water level rises, the wave force on the grille gradually decreases.

[0200] When the waves act in the N direction, under the condition of the extreme low water level, the maximum wave forces on the front grille, side grille, and top grille of the water intake head can reach 34.5 KN, 18.7 KN, and 22.1 KN respectively.

[0201] When the waves act in the W direction, under the condition of the extreme low water level, the maximum wave forces on the front grille, side grille, and top grille of the water intake head can reach 20.4 KN, 20.7 KN, and 12.8 KN respectively.

[0202] When the flow velocity in the culvert is 2 m / s and 1 m / s, the wave forces on the grille of the water intake head are basically the same, that is, the flow velocity in the culvert has basically no influence on the wave force on the grille.

[0203] S7: Wave height distribution test on the renovated section of the breakwater and the outside of the original breakwater around it. When the waves act in the N direction, under the condition of the extreme high water level, the maximum values of H5%, H13%, and the average wave height Hm near the water intake head, on the renovated section of the breakwater, and on the outside of the original breakwater around it can reach 5.59 m, 4.78 m, and 3.15 m respectively.

[0204] When the waves act in the W direction, under the condition of the extreme high water level, the maximum values of H5%, H13%, and the average wave height Hm near the water intake head, on the renovated section of the breakwater, and on the outside of the original breakwater around it can reach 3.26 m, 2.92 m, and 1.70 m respectively.

[0205] Refer to Figures 1-5 , Example 4

[0206] In this embodiment, a wave physical model test method for the water intake head project is proposed, including the following steps:

[0207] S1: Equipment preparation. It is necessary to prepare a wave-making board, a servo driver, a servo motor, an encoder, a server, and a computer. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo driver controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion to generate the desired waves through the wave-making board.

[0208] S2: Model construction. Prepare three groups of models. Each group of models includes a culvert, a water intake head, and a grille. Fix the water intake head on the culvert, and then fix the grille on the water intake head. Place the model in the water, and then divide the area of the test pool. Use multiple groups of meridians and latitudes, with a spacing of 2.5 meters between the latitudes and meridians, and then mark the intersections of the meridians and latitudes.

[0209] S3: Wave and flow simulation, wave simulation;

[0210] Make the test boundary conditions consistent with the calculation conditions of the wave mathematical model, and then calibrate the wave elements to meet the requirement that the test wave elements satisfy the target values; the spectrum of irregular waves adopts the modified JONSWAP spectrum by Sato, that is:

[0211]

[0212] In the above formula,

[0213] H 1 / 3 is the one-third significant wave height;

[0214] T P is the peak period of the spectrum;

[0215] is the mean period;

[0216] f is the frequency;

[0217] γ is the peak elevation factor, and the average value is taken as 3.3;

[0218] f p is the peak frequency of the spectrum;

[0219] When simulating irregular waves, the significant wave height and period are sent into the computer for wave spectrum simulation. After correction, the spectral density near the peak frequency, the peak frequency, the spectral energy and the significant wave height meet the requirements of the test regulations; the wave train of each group of wave elements keeps the number of waves above 1000;

[0220] To avoid the influence of multiple reflections of waves in the harbor basin, stop the machine after each wave generation and sampling, and wait until the water surface is calm before repeating the wave generation; the allowable deviation of the simulation of unidirectional irregular waves shall meet the following requirements:

[0221] The allowable deviation of the total energy of the wave energy spectrum is ±10%;

[0222] The allowable deviation of the simulated value of the peak frequency is ±5%;

[0223] In the range where the spectral density is greater than or equal to 0.5 times the peak value of the spectral density, the allowable deviation of the spectral density distribution is ±15%;

[0224] The allowable deviation of the significant wave height, the significant period or the peak period of the spectrum is ±5%;

[0225] The allowable deviation of the wave height at the 1% cumulative frequency in the simulated wave train and the ratio of the significant wave to the mean wave height is +15%;

[0226] The calibration of the test wave height is carried out after the placement of the breakwater model. The position of the wave element verification point is 2.5 m outside the root of the east breakwater at the water intake head; take the average value of the H 4％ wave height at the verification point as the calibration result for comparison with the target value, and check the H 1％For the wave height value, when the simulation results are the same or similar, the wave maker parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, the water intake head and the culvert model are placed for the test.

[0227] During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, at the reconstructed section of the breakwater and outside the original breakwater around it to measure the wave height distribution near the project area.

[0228] Flow simulation

[0229] Use a frequency converter to control the water pump to pump water. Monitor the water intake flow rate (120 m3 / s and 60 m3 / s) through an electromagnetic flowmeter, and monitor the flow velocity in the culvert through a propeller flowmeter to make the water intake flow rate and the flow velocity in the culvert reach the target values (2 m / s and 1 m / s) and remain stable. When waves and water flow act together, first generate waves, and then generate the required flow velocity. The flow velocity verification points are arranged in the culvert (insert flowmeters). During the formal test, flowmeters are arranged near each water intake window of the water intake head, inside the culvert, and in the open channel to measure the flow velocity distribution of each water intake window of the water intake head.

[0230] S4: Wave force test of the water intake head and the culvert. Under the action of N-direction waves, the wave dynamic pressure on the water intake head and the culvert structure is greater than the result of the action of W-direction waves.

[0231] When N-direction waves act, the wave dynamic pressure on the west and middle water intake heads is relatively large, and the wave dynamic pressure on the east water intake head is relatively small.

[0232] When N-direction waves act, under the condition of extremely low water level, the wave dynamic pressure on the water intake head and the box culvert is greater than that under the design low water level, design high water level, and extremely high water level.

[0233] When N-direction waves act, generally speaking, the wave dynamic pressure on the water intake head is greater than that on the A-type box culvert, and the wave dynamic pressure on the A-type box culvert is greater than that on the B-type box culvert.

[0234] When N-direction waves act, for the water intake head, the maximum wave dynamic pressures on the west, middle, and east water intake heads reach 35.9 KPa, 40.3 KPa, and 28.6 KPa respectively.

[0235] When N-direction waves act, the wave suction force on the water intake head and the box culvert is less than the wave pressure. Among them, the maximum wave suction pressures on the west, middle, and east water intake structures reach 22.9 KPa, 25.6 KPa, and 22.0 KPa respectively.

[0236] S5: Inlet window velocity test. Under the water intake scheme with two grilles on each side of the water intake head, the maximum velocity at each inlet window of the water intake head is the velocity at the grille closest to the A-type culvert among the side grilles (hereinafter uniformly referred to as side grille 2), and the second largest velocity grille is the middle two of the four front grilles of the water intake head (hereinafter uniformly referred to as front grille 1), and the velocities of the remaining grilles are relatively small;

[0237] Under the water intake scheme with two grilles on each side of the water intake head, when the velocity in the culvert is 2 m / s, the maximum velocity at side grille 2 can reach 0.96 m / s, the maximum velocity at front grille 1 can reach 0.57 m / s, the velocities of the remaining grilles are relatively small, and the velocity magnitudes are basically the same (varying within the range of 0.35 m / s - 0.43 m / s);

[0238] Under the water intake scheme with two grilles on each side of the water intake head, when the velocity in the culvert is 1 m / s, the velocity distribution law of the water intake head grilles is basically the same as the test result when the velocity in the culvert is 2 m / s; the velocity at side grille 2 is the largest, the velocity at front grille 1 is the second largest, and the velocities of the remaining grilles are relatively small;

[0239] Under the water intake scheme with two grilles on each side of the water intake head, when the velocity in the culvert is 1 m / s, the maximum velocity at side grille 2 can reach 0.49 m / s, the maximum velocity at front grille 1 can reach 0.30 m / s, the velocities of the remaining grilles are relatively small, and the velocity magnitudes are basically the same (varying within the range of 0.18 m / s - 0.23 m / s);

[0240] Under the water intake scheme with one grille on each side of the water intake head, the velocity distribution of the inlet windows is more uniform than that of the two-grille scheme on the side;

[0241] Under the water intake scheme with one grille on each side of the water intake head, when the velocity in the culvert is 2 m / s, the velocity distribution at all inlet windows varies within the range of 0.54 m / s - 0.72 m / s;

[0242] Under the water intake scheme with one grille on each side of the water intake head, when the velocity in the culvert is 1 m / s, the velocity distribution at all inlet windows varies within the range of 0.28 m / s - 0.37 m / s;

[0243] S6: Inlet window grille wave force test. Under the action of N-direction waves, the wave load on the water intake head grille is significantly greater than the result under the action of W-direction waves.

[0244] Under the extremely low water level, the wave force on the water intake head grille is the largest, and as the water level rises, the wave force on the grille gradually decreases.

[0245] When the wave acts in the N direction, under the condition of extreme low water level, the maximum wave forces on the front grille, side grille and top grille of the water intake head can reach 34.5 KN, 18.7 KN and 22.1 KN respectively.

[0246] When the wave acts in the W direction, under the condition of extreme low water level, the maximum wave forces on the front grille, side grille and top grille of the water intake head can reach 20.4 KN, 20.7 KN and 12.8 KN respectively.

[0247] When the velocity of the culvert is 2 m / s and 1 m / s, the wave forces on the grille of the water intake head are basically the same, that is, the velocity of the water intake in the culvert has basically no influence on the wave force on the grille.

[0248] S7: Wave height distribution test on the renovated section of the breakwater and the outside of the original breakwater around it. When the wave acts in the N direction, under the condition of extreme high water level, the maximum values of H5%, H13% and the average wave height Hm near the water intake head, on the renovated section of the breakwater and the outside of the original breakwater around it can reach 5.59 m, 4.78 m and 3.15 m respectively.

[0249] When the wave acts in the W direction, under the condition of extreme high water level, the maximum values of H5%, H13% and the average wave height Hm near the water intake head, on the renovated section of the breakwater and the outside of the original breakwater around it can reach 3.26 m, 2.92 m and 1.70 m respectively.

[0250] Refer to Figures 1-5 , Example 5

[0251] In this embodiment, a wave physical model test method for the water intake head project is proposed, including the following steps:

[0252] S1: Equipment preparation. It is necessary to prepare a wave-making board, a servo driver, a servo motor, an encoder, a server and a computer. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo driver controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion to generate the desired wave through the wave-making board.

[0253] S2: Model construction. Prepare three groups of models. Each group of models includes a culvert, a water intake head and a grille. Fix the water intake head on the culvert, then fix the grille on the water intake head, place the model in the water, and then divide the area of the test pool. Use multiple groups of meridians and latitudes, with a 3-meter interval between the latitudes and longitudes, and then mark the intersections of the meridians and latitudes.

[0254] S3: Wave and flow simulation, wave simulation;

[0255] Make the test boundary conditions consistent with the calculation conditions of the wave mathematical model, and then calibrate the wave elements to meet the requirements that the test wave elements satisfy the target values; the spectrum of irregular waves adopts the improved JONSWAP spectrum by Sato, that is:

[0256]

[0257] In the above formula,

[0258] H 1 / 3 is the one-third significant wave height;

[0259] T P is the peak period of the spectrum;

[0260] is the mean period;

[0261] f is the frequency;

[0262] γ is the peak elevation factor, taking the average value of 3.3;

[0263] f p is the peak frequency of the spectrum;

[0264] When simulating irregular waves, input the significant wave height and period into the computer for wave spectrum simulation. After correction, make the spectral density, peak frequency, spectral energy, and significant wave height near the peak frequency meet the requirements of the test regulations; the number of waves in each wave train of wave elements is kept above 1000;

[0265] To avoid the influence of multiple reflections of waves in the harbor basin, stop the machine after each wave generation and sampling, and wait until the water surface is calm before repeating wave generation; the allowable deviations for simulating unidirectional irregular waves should meet the following requirements:

[0266] The allowable deviation of the total energy of the wave energy spectrum is ±10%;

[0267] The allowable deviation of the simulated value of the peak frequency is ±5%;

[0268] In the range where the spectral density is greater than or equal to 0.5 times the peak value of the spectral density, the allowable deviation of the spectral density distribution is ±15%;

[0269] The allowable deviation of the significant wave height, significant period, or peak period of the spectrum is ±5%;

[0270] The allowable deviation of the wave height at the 1% cumulative frequency in the simulated wave train and the ratio of the significant wave to the mean wave height is +15%;

[0271] The calibration of the test wave height is carried out after the placement of the breakwater model. The position of the wave element verification point is 2.5 m outside the root of the east breakwater at the water intake head; take the average value of the H 4％ wave height at the verification point as the calibration result for comparison with the target value, and check H 1％For the wave height value, when the simulation results are the same or similar, the wavemaker parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, the water intake head and the culvert model are placed for the test.

[0272] During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, at the reconstructed section of the breakwater and the outside of the original breakwater around it to measure the wave height distribution near the project area.

[0273] Flow simulation

[0274] Use a frequency converter to control the water pump to pump water. Monitor the water intake flow rate (120 m3 / s and 60 m3 / s) through an electromagnetic flowmeter, and monitor the flow rate in the culvert through a propeller flowmeter to make the water intake flow rate and the flow rate in the culvert reach the target values (2 m / s and 1 m / s) and remain stable. When the waves and the flow act together, first generate waves, and then generate the required flow rate. The flow rate verification points are arranged in the culvert (insert flowmeters). During the formal test, flowmeters are arranged near each intake window of the water intake head, inside the culvert and in the open channel to measure the flow rate distribution of each intake window of the water intake head.

[0275] S4: Wave force test of the water intake head and the culvert. Under the action of N-direction waves, the wave dynamic pressure on the water intake head and the culvert structure is greater than the result of the action of W-direction waves.

[0276] When the N-direction waves act, the wave dynamic pressure on the west and middle water intake heads is relatively large, and the wave dynamic pressure on the east water intake head is relatively small.

[0277] When the N-direction waves act, under the condition of the extreme low water level, the wave dynamic pressure on the water intake head and the box culvert is greater than that under the design low water level, design high water level and extreme high water level.

[0278] When the N-direction waves act, generally speaking, the wave dynamic pressure on the water intake head is greater than that on the A-type box culvert, and the wave dynamic pressure on the A-type box culvert is greater than that on the B-type box culvert.

[0279] When the N-direction waves act, for the water intake head, the maximum wave dynamic pressures on the west, middle and east water intake heads reach 35.9 KPa, 40.3 KPa and 28.6 KPa respectively.

[0280] When the N-direction waves act, the wave suction force on the water intake head and the box culvert is less than the wave pressure. Among them, the maximum wave suction pressures on the west, middle and east water intake structures reach 22.9 KPa, 25.6 KPa and 22.0 KPa respectively.

[0281] S5: Inlet window velocity test. Under the water intake scheme with two grids on each side of the water intake head, the maximum velocity at each inlet window of the water intake head is the velocity at the grid near the A-type culvert in the side grids (hereinafter uniformly referred to as side 2 grid), and the second largest velocity grid is the middle two of the four grids on the front of the water intake head (hereinafter uniformly referred to as front 1 grid), and the velocities of the remaining grids are relatively small;

[0282] Under the water intake scheme with two grids on each side of the water intake head, when the velocity in the culvert is 2 m / s, the maximum velocity at the side 2 grid can reach 0.96 m / s, the maximum velocity at the front 1 grid can reach 0.57 m / s, the velocities of the remaining grids are relatively small, and the velocity magnitudes are basically the same (varying within the range of 0.35 m / s - 0.43 m / s);

[0283] Under the water intake scheme with two grids on each side of the water intake head, when the velocity in the culvert is 1 m / s, the velocity distribution law of the water intake head grids is basically the same as the test result when the velocity in the culvert is 2 m / s; the velocity at the side 2 grid is the largest, the velocity at the front 1 grid is the second largest, and the velocities of the remaining grids are relatively small;

[0284] Under the water intake scheme with two grids on each side of the water intake head, when the velocity in the culvert is 1 m / s, the maximum velocity at the side 2 grid can reach 0.49 m / s, the maximum velocity at the front 1 grid can reach 0.30 m / s, the velocities of the remaining grids are relatively small, and the velocity magnitudes are basically the same (varying within the range of 0.18 m / s - 0.23 m / s);

[0285] Under the water intake scheme with one grid on each side of the water intake head, the velocity distribution at the inlet window is more uniform than that of the two-grid scheme on the side;

[0286] Under the water intake scheme with one grid on each side of the water intake head, when the velocity in the culvert is 2 m / s, the velocity distribution at all inlet windows varies within the range of 0.54 m / s - 0.72 m / s;

[0287] Under the water intake scheme with one grid on each side of the water intake head, when the velocity in the culvert is 1 m / s, the velocity distribution at all inlet windows varies within the range of 0.28 m / s - 0.37 m / s;

[0288] S6: Inlet window grid wave force test. Under the action of N-direction waves, the wave load on the water intake head grid is significantly greater than the result under the action of W-direction waves.

[0289] Under the extreme low water level, the wave force on the water intake head grid is the largest, and as the water level rises, the wave force on the grid gradually decreases.

[0290] When the waves act in the N direction and under the condition of the extreme low water level, the maximum wave forces on the front grille, side grille and top grille of the water intake head can reach 34.5 KN, 18.7 KN and 22.1 KN respectively.

[0291] When the waves act in the W direction and under the condition of the extreme low water level, the maximum wave forces on the front grille, side grille and top grille of the water intake head can reach 20.4 KN, 20.7 KN and 12.8 KN respectively.

[0292] When the velocity of the culvert is 2 m / s and 1 m / s, the wave forces on the grille of the water intake head are basically the same, that is, the velocity of the water intake in the culvert has basically no influence on the wave forces on the grille.

[0293] S7: Test on the wave height distribution outside the original breakwater around the reconstructed section of the breakwater. When the waves act in the N direction and under the condition of the extreme high water level, the maximum values of H5%, H13% and the average wave height Hm near the water intake head, around the reconstructed section of the breakwater and outside the original breakwater can reach 5.59 m, 4.78 m and 3.15 m respectively.

[0294] When the waves act in the W direction and under the condition of the extreme high water level, the maximum values of H5%, H13% and the average wave height Hm near the water intake head, around the reconstructed section of the breakwater and outside the original breakwater can reach 3.26 m, 2.92 m and 1.70 m respectively.

[0295] The test data of the wave physical model of the water intake head project are as follows in the table:

[0296] Force results of the middle water intake head grille under the action of N-direction waves (culvert velocity 2 m / s)

[0297]

[0298]

[0299] Force results of the middle water intake head grille under the action of W-direction waves (culvert velocity 2 m / s)

[0300]

[0301] Force results of the west water intake head grille under the action of W-direction waves (culvert velocity 2 m / s)

[0302]

[0303] It can be seen from the above table that the wave physical model test method for the water intake head project proposed by the present invention has significantly improved in terms of the design convenience of the breakwater, and Embodiment 1 is the best embodiment.

[0304] As described above, it is only the preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention, according to the technical solution and inventive concept of the present invention, making equivalent substitutions or changes should be covered within the protection scope of the present invention.

Claims

1. The wave physical model test method for the water intake head project is characterized in that It includes the following steps: S1: Equipment preparation; S2: Model construction; S3: Wave and current simulation; S4: Wave force test on the water intake head and the culvert; In the S4 step, under the action of N-direction waves, the wave dynamic pressure on the water intake head and the culvert structure is greater than the result of the action of W-direction waves; When N-direction waves act, the wave dynamic pressure on the west and middle water intake heads is relatively large, and the wave dynamic pressure on the east water intake head is relatively small; When N-direction waves act, under the condition of extremely low water level, the wave dynamic pressure on the water intake head and the box culvert is greater than that under the design low water level, design high water level and extremely high water level; When N-direction waves act, generally speaking, the wave dynamic pressure on the water intake head is greater than that on the A-type box culvert, and the wave dynamic pressure on the A-type box culvert is greater than that on the B-type box culvert; When N-direction waves act, for the water intake head, the maximum wave dynamic pressures on the west, middle and east water intake heads reach 35.9 KPa, 40.3 KPa and 28.6 KPa respectively; When N-direction waves act, the wave suction force on the water intake head and the box culvert is less than the wave pressure, and the maximum wave suction pressures on the west, middle and east water intake structures reach 22.9 KPa, 25.6 KPa and 22.0 KPa respectively; S5: Flow velocity test of the intake window; S6: Wave force test of the intake window grille; S7: Wave height distribution test on the modified section of the breakwater and the outside of the original breakwater around it.

2. The wave physical model test method for the water intake head project according to claim 1, characterized in that In the S1 step, it is necessary to prepare a wave-making board, a servo driver, a servo motor, an encoder, a server and a computer. According to the parameters corresponding to the required waves, the computer calculates the wave-making control signal, and transmits the signal to the servo driver through the interface circuit. The servo drive controls the rotation of the servo motor, and the ball screw converts the motor rotation into a linear motion to generate the desired waves through the wave-making board.

3. The wave physical model test method for the water intake head project according to claim 1, characterized in that, In the S2 step, prepare three groups of models. Each group of models includes a culvert, a water intake head and a grille. Fix the water intake head on the culvert, and then fix the grille on the water intake head. Place the model in the water, and then divide the area of the test pool. Use multiple groups of meridians and latitudes, with an interval of 1-3 meters between the latitudes and meridians, and then mark the intersections of the meridians and latitudes.

4. The wave physical model test method for the water intake head project according to claim 1, characterized in that In the S3 step, wave simulation; Make the test boundary conditions consistent with the wave mathematical model calculation conditions, and then calibrate the wave elements to meet the requirement that the test wave elements meet the target values; the spectrum of irregular waves adopts the modified JONSWAP spectrum by Hata, that is: In the above formula, H 1 / 3 is one-third of the large wave; T P is the spectral peak period; is the average period; f is the frequency; γ is the spectral peak elevation factor, taking an average value of 3.3; f p is the spectral peak frequency; When simulating irregular waves, send the significant wave height and period into the computer for wave spectrum simulation. After correction, make the spectral density near the peak frequency, peak frequency, spectral energy and significant wave height meet the requirements of the test regulations; the wave train of each group of wave elements keeps the number of waves above 1000; To avoid the influence of multiple reflections of waves in the harbor pool, stop the machine after each wave-making and sampling, and wait until the water surface is calm before repeating the wave-making; the allowable deviation of the one-way irregular wave simulation should meet the following requirements: The allowable deviation of the total energy of the wave energy spectrum is ±10%; The allowable deviation of the simulated value of the peak frequency is ±5%; In the range where the spectral density is greater than or equal to 0.5 times the spectral density peak value, the allowable deviation of the spectral density distribution is ±15%; The allowable deviation of the significant wave height, significant wave period or spectral peak period is ±5%; For the 1% cumulative frequency wave height and the ratio of the significant wave to the mean wave height in the simulated wave train, the allowable deviation is +15%; The calibration of the test wave height was carried out after the placement of the breakwater model. The position of the wave element verification point is located 2.5 m outside the root of the east breakwater at the water intake head; take the average value of H 4％ of the wave height at the verification point as the calibration result for comparison with the target value, and check the H 1％ wave height value. When the simulation results are the same or similar, the wave maker parameters corresponding to this result are used as the wave-making parameters for the formal test. Then, the water intake head and culvert model are placed for testing; During the formal test, wave gauges are arranged near the water intake head, on both sides of the culvert, in the renovated section of the breakwater and outside the original breakwater around the project area to measure the wave height distribution near the project area; Flow simulation; Using a frequency converter to control the water pump for pumping water, and monitoring the water intake flow rate of 120 m 3 / s and 60 m 3 / s through an electromagnetic flowmeter, and monitoring the flow velocity in the culvert through a propeller current meter, so that the water intake flow rate reaches the target value of 2 m / s and the culvert flow velocity reaches the target value of 1 m / s and remains stable. When waves and water flow act together, waves are generated first, and then the required flow velocity is generated. The flow velocity verification points are arranged by inserting current meters in the culvert. During the formal test, current meters are arranged near each intake window of the water intake head, in the culvert and in the open channel to test the flow velocity distribution of each intake window of the water intake head.

5. The wave physical model test method for the water intake head project according to claim 1, characterized in that In the S5 step, under the two-grille water intake schemes on each side of the water intake head, the maximum flow velocity at each intake window of the water intake head is the flow velocity at the grille near the A-type culvert in the side grille. The grille behind the grille of the A-type culvert is uniformly called the side 2 grille. The grille with the second-largest flow velocity is the middle two of the four grilles on the front of the water intake head, and the rest are uniformly called the positive 1 grille, and the flow velocities of the other grilles are relatively small; Under the two-grille water intake schemes on each side of the water intake head, when the flow velocity in the culvert is 2 m / s, the maximum flow velocity at the side 2 grille can reach 0.96 m / s, the maximum flow velocity at the positive 1 grille can reach 0.57 m / s, and the flow velocities of the other grilles are relatively small and basically the same, varying in the range of 0.35 m / s - 0.43 m / s; Under the two-grille water intake schemes on each side of the water intake head, when the flow velocity in the culvert is 1 m / s, the distribution law of the flow velocity of the water intake head grille is basically the same as the test result when the flow velocity in the culvert is 2 m / s; the flow velocity at the side 2 grille is the largest, the flow velocity at the positive 1 grille is the second largest, and the flow velocities of the other grilles are relatively small; Under the two-grille water intake schemes on each side of the water intake head, when the flow velocity in the culvert is 1 m / s, the maximum flow velocity at the side 2 grille can reach 0.49 m / s, the maximum flow velocity at the positive 1 grille can reach 0.30 m / s, and the flow velocities of the other grilles are relatively small and basically the same, varying in the range of 0.18 m / s - 0.23 m / s; Under the one-grille water intake scheme on each side of the water intake head, the flow velocity distribution at the intake window is more uniform than that of the two-grille scheme on the side; Under the one-grille water intake scheme on each side of the water intake head, when the flow velocity in the culvert is 2 m / s, the flow velocity distribution at all intake windows varies in the range of 0.54 m / s - 0.72 m / s; Under the one-grille water intake scheme on each side of the water intake head, when the flow velocity in the culvert is 1 m / s, the flow velocity distribution at all intake windows varies in the range of 0.28 m / s - 0.37 m / s.

6. The wave physical model test method for the water intake head project according to claim 1, characterized in that In the S6 step, the wave load on the water intake head grille under the action of the N-direction wave is significantly greater than the result under the action of the W-direction wave; Under the extreme low water level, the wave force on the water intake head grille is the largest, and as the water level rises, the wave force on the grille gradually decreases; When the N-direction wave acts, under the extreme low water level condition, the maximum wave forces on the front grille, side grille and top grille of the water intake head can reach 34.5 KN, 18.7 KN and 22.1 KN respectively; When the W-direction wave acts, under the extreme low water level condition, the maximum wave forces on the front grille, side grille and top grille of the water intake head can reach 20.4 KN, 20.7 KN and 12.8 KN respectively; When the flow velocity in the culvert is 2 m / s and 1 m / s, the wave forces on the intake head grille are basically the same, that is, the flow velocity of the water intake in the culvert has basically no influence on the wave forces on the grille.

7. The wave physical model test method for the water intake head project according to claim 1, characterized in that In the S7 step, when the N-direction wave acts, under the extreme high water level condition, the H5%, H13% and the average wave height Hm near the intake head, the renovated section of the breakwater and the outside of the original breakwater around can reach up to 5.59 m, 4.78 m and 3.15 m respectively; When the W-direction wave acts, under the extreme high water level condition, the H5%, H13% and the average wave height Hm near the intake head, the renovated section of the breakwater and the outside of the original breakwater around can reach up to 3.26 m, 2.92 m and 1.70 m respectively.

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