CN111289219B - Water tank test method for foundation local scouring under supercritical condition - Google Patents
Water tank test method for foundation local scouring under supercritical condition Download PDFInfo
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Abstract
The invention discloses a water tank test method for local scouring of a foundation under supercritical conditions, which combines a laboratory regeneration control method of surface shock waves and high-speed water flow, regenerates shock waves generated by crushing waves on a gentle slope and high Froude number fluid generated by narrow water flow in a storm water flowing trough, locally starts dynamic conditions by model sand to control local scouring of a structural foundation of an engineering, constructs a structural foundation scouring test measurement section under supercritical conditions, and generates a high-precision data source for prediction of a foundation scouring pit and corresponding protection engineering design in offshore wind power and water conservancy projects.
Description
Technical Field
The invention belongs to the technical field of foundation scouring in offshore wind power and hydraulic engineering, and particularly relates to a water tank test method for foundation local scouring under a supercritical fluid condition.
Background
In an inland-frame sea area with the water depth of less than 20m, the tidal waves are limited by the water depth and the terrain, and the deformation is large, so that the problem of local scouring of the foundation cannot be well solved through numerical simulation. The existing local scouring water tank test method usually directly simulates the prototype foundation scouring under the action of wave flow to obtain the form of a scouring pit, and the main defects are as follows: (1) often, it is not possible to distinguish between sub-critical and supercritical states near the base, such supercritical states including: 1. shock currents caused by the breaking of surface waves; 2. volumetric supercritical fluids, such as shallow water currents and shore currents combined with breakwater currents; (2) the moving form of the bed load of the sliding, rolling and jumping and layer movement of the sediment forming the scouring pit can not be ensured without causing the lifting, because the supercritical fluid often causes the lifting of the sediment near the foundation (the sediment is washed away with water flow after being washed away by the scouring), and the measurement result of the prior art often comprises the general scouring caused by the lifting. Meanwhile, similar defects exist in foundation local scouring tests such as river pier scouring and the like in the prior art.
Disclosure of Invention
The invention provides a water tank test method for local scouring of a foundation under supercritical conditions, which regenerates shock waves generated by crushing waves on a gentle slope and high Froude number fluid generated by narrow water flow in a storm water flowing groove, controls the local scouring of the foundation of an engineering structure by using a model sand local starting power condition, enables the storm water flowing groove to only move on the bottom sand surface layer without completely moving, and constructs a measurement section according to the local starting so as to generate a high-precision data source for prediction of a foundation scouring pit and corresponding protection engineering design in offshore wind power and water conservancy projects.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
a water tank test method for basic local scouring under supercritical conditions comprises the following steps:
arranging an organic glass front slope of the storm water channel to enable incident waves to be broken in the process of climbing a gentle slope to generate shock wave flow, and arranging the water body flow state in the storm water channel to obtain a supercritical fluid state of the water body volume of the measuring section;
controlling the local scouring of the foundation of the engineering structure by using the local starting power condition of the model sand to ensure that the storm water channel only moves on the surface layer of the bottom sand but not completely moves, and constructing a measuring section according to the local starting;
wave making is carried out on the storm water channel, and after bottom sand of the scoured pit is balanced, the maximum scour depth of the local scoured part of the engineering structure foundation, the scoured pit shape and the scoured pit range are measured;
and repeating the measurement after the wave is stably reproduced by the storm water flowing groove.
Further, set up the organic glass front slope of stormy wave tye, make the incident wave broken and produce the shock wave stream at the in-process wave of gentle slope climbing, include:
setting the slope of the front slope to be m-1/5-1/20, and setting the slope of the seabed as the slope of a prototype seabed according to the actual measurement of the engineering area in the test;
setting the depth d of the top of the front slope1Is the effective wave height H of incident waves0.5 to 2 times.
Further, the setting of the water body flow state in the storm water channel to obtain the supercritical fluid state of the water body volume at the measurement section includes:
the front slope section and the engineering area measuring section are arranged according to a supercritical flow Fr >1, and the back slope is arranged according to a subcritical flow Fr less than or equal to 1;
the supercritical fluid control equation of the water volume of the measurement section is as follows:
Fr1＝U1/(gd1)1/2＞1；
the Froude number of the pre-slope subcritical flow and the Froude number of the slope top supercritical flow meet the following conditions:
when d is0/d1When the number n is equal to the number n,
wherein d is0Is the depth of water U in the engineering area in front of the slope0Is the flow velocity of water flow before the slope, Fr0Is pre-slope subcritical flowFroude number of U1Is the flow velocity of the top water flow of the slope, d1For measuring the water depth at the top of the slope, Fr1The Froude number of the slope top supercritical fluid, n is a multiple, and g is the acceleration of gravity.
Further, the method for controlling the local scouring of the foundation of the engineering structure by using the local starting power condition of the model sand to ensure that the storm water channel only moves on the bottom sand surface layer but not completely moves, and a measuring section is constructed according to the local starting, and comprises the following steps:
the measuring section adopts model sand, and the engineering structure pile foundations are symmetrically arranged on the central line of the measuring section;
water depth d of foundation local scouring measurement section1The control equation is:
dc1＜d1≤dc2
wherein d isc1And dc2Respectively representing the complete moving critical water depth and the surface moving critical water depth of the sediment at the sea bottom.
Further, the complete moving critical water depth and the surface layer moving critical water depth of the seabed sediment are calculated as follows:
wherein H0，L0Respectively representing the incident wave height and wavelength, phi50Is the median diameter of silt, L is the depth d1At a wavelength H of water depth d1The wave height of (c).
Further, the starting similarity criterion of the model sand is as follows:
wherein λ isdIs a water depth scale, and is characterized in that,
for starting the flow rate scale, lambdavIs a flow rate scale.
Further, the particle size of the molding sand is larger than 0.10 mm.
Further, the wave generation is performed on the wind wave launder, and the wave generation method comprises the following steps:
mounting an irregular wave generator at one end of the storm water flowing groove;
the irregular wave adopts a standard spectrum, and the continuous wave generation is carried out for 600-7200 seconds each time.
Further, the storm water flowing grooves are provided with a normal scale with similar Buddha's number, lambda Fr1, simultaneously in the storm flume experiment, the geometric similarity criterion is satisfied, and the prototype is compared with the water depth lambda of the modeldThe setting is 20-50.
Further, the test was conducted in a storm water channel having a length of 30m or more.
The invention achieves the following beneficial effects:
the invention can simulate a test method of high Buddha number, namely, a test method for carrying out quantitative analysis on silt starting and foundation scouring of an inland sea area under the supercritical fluid condition: 1. shock currents for wave breaking; 2. the test method can accurately measure the depth and the form of the local scoured pit of the foundation of the pile foundation engineering; meanwhile, the method is also suitable for local scouring tests of the foundations of hydraulic engineering such as piers and the like under the condition of supercritical sand-carrying runoff (large surface deformation and high Froude number).
Drawings
FIG. 1 is a schematic diagram of a basic local washout test under supercritical conditions according to the present invention;
FIG. 2 is a schematic diagram of the front slope setting of the foundation local scour storm water trough test of the present invention;
FIG. 3 shows the states before and after the test of the storm water channel in the embodiment of the present invention; fig. 3(a) shows the state of the storm water channel satisfying the control condition before the test, and fig. 3(b) shows the erosion pit obtained after the test.
Detailed Description
The invention is further described below. The following examples are only for illustrating the technical solutions of the present invention more clearly, and the protection scope of the present invention is not limited thereby.
The invention provides a test method for foundation local scouring under supercritical conditions, which provides the most key experimental data source for the determination of the depth and the form of foundation scouring pits of hydraulic engineering such as offshore wind farms, cross-river bridges and the like. The invention combines a laboratory regeneration control method of surface shock waves and high-speed water flow, and regenerates shock waves generated by crushing waves on a gentle slope and high Froude number (Froude number) fluid generated by narrow water flow in a storm water flowing groove.
The experimental arrangement of the invention is different from the traditional wind wave flume experimental arrangement, and the subcritical and supercritical states near the foundation cannot be distinguished, the invention sets that both the surface wave and the volume flow are supercritical under the condition of water flow, namely, 1, the shock wave flow caused by the surface wave breaking; 2. volumetric supercritical shallow water flow. Referring to fig. 1, the wave and current conditions setting scheme in the wind and wave flume provided by the invention is as follows: according to the combination of the supercritical fluid generated by wave breaking and the high Froude number tide which is the supercritical fluid, the local scouring of the foundation of an engineering structure is controlled by the local starting power condition of the model sand, the model sand is controlled to start by the depth of water of the measurement section, only the surface layer of the bottom sand moves (slides, rolls, jumps, moves and the like and returns to the bed surface) but not completely moves (lifts and does not return to the bed surface), and the measurement section is constructed according to the local starting. The intent is to limit the extent to which scouring occurs from infrastructure patterns to ensure that the measured data is the underlying local scouring caused by the engineering structure patterns, rather than the generalized scouring, which is not related to the structure patterns, due to high velocity water flow.
The technical scheme of the invention comprises the following specific implementation steps:
(1) the parameters of the grain size and the crystal phase of the seabed prototype sand in the engineering area are investigated, sampled and analyzed on site, and the prototype sand is preferably adopted in a storm flume experiment under the condition of meeting starting similarity criteria, wherein firstly, the seabed in a natural state is in a balanced state, and the starting condition of the prototype sand is consistent with the natural world under the similar wave flow condition, so that the bed sand can be started in a laboratory; firstly, the foundation local scouring process that pile foundation structure arouses behind the engineering mainly is the slip, jump and the layer of bed sand and moves the motion mode, adopts prototype sand to do benefit to control bed sand motion mode and avoid the twitch of bed sand in the experiment (bed sand starts the back and no longer falls back to the bed surface along with rivers entrainment, and this mode is twitch, and bed sand converts hanging sand into this moment).
The model sand comprises prototype sand and artificial model sand. The principle of experimental sand is as follows: the median particle size of the prototype sand is less than 0.10mm, and the model sand is the prototype sand; the particle size of the prototype sand is larger than 0.10mm, and the model sand can adopt plastic sand, sawdust, coal powder and the like according to the starting similarity criterion. The sand start similarity criterion of the artificial model is as follows:
in the formula, λdIs a water depth scale, and is characterized in that,
for starting the flow rate scale, lambdavIs a flow rate scale.
(2) The method comprises the following steps that an organic glass front slope of a wind wave flume is arranged, and incident waves are broken in the process of climbing a gentle slope to generate shock wave flow; in the ideal solitary wave, the maximum value of the ratio of the height of the breaking wave to the depth of the breaking water is 0.78, and the breaking index H is based on the solitary wave theorybThe shock wave flow is generated by satisfying the following formula:
Hs/d1≥0.78 (2)
Hb＝Hs/d1
wherein d is1Is the depth of water at the top of the front slope HsIs the incident wave effective wave height.
Usually taken as H for regular waves in natureb0.60-0.70 percent; for irregular waves, take Hb＝0.50～0.65。
Then for irregular wave in nature, the wave breaking index HbSatisfies the following conditions:
Hs/d1＞0.5 (3)
in the invention, the front slope top water depth d is set1Is the effective wave height H of incident waves0.5 to 2 times.
Referring to fig. 2, the slope of the front slope is set to be m-1/5-1/20, and the slope of the seabed can be set as the slope of the prototype seabed according to the measured slope of the engineering area in the experiment.
(3) The flow state of the water body in the storm water flowing channel can be set according to the Froude number (Fr) in general: the front slope section and the engineering area measuring section are supercritical flow (Fr)>1, also known as the rush current); the slope of the fall can be set to a subcritical flow (Fr ≦ 1, also referred to as a slow flow). Depth d of water in engineering area before slope0Setting a normal scale with similar Buddha number (gravity) and lambda according to the actual water depth of the engineering area of the inland sea Fr1, simultaneously in the storm flume experiment, the geometric similarity criterion is satisfied, and the prototype is compared with the water depth lambda of the modeldSetting the depth to be 20-50, for example, if the water depth of the original landframe sea area is less than or equal to 20m, the water depth d of the engineering area in front of the slope0The setting is 40 cm-100 cm, so that the normal similarity of the flow state Buddha number is guaranteed. The front slope is arranged to ensure that the water depth is d from the engineering area in front of the slope0Becomes the water depth d of the measurement section at the top of the slope1And changing the flow state from Fr being less than or equal to 1 to Fr being more than or equal to 1 so as to obtain the supercritical fluid of the water volume of the measuring section. When d is0/d1When n is added, it is known that,
Fr1＝U1/(gd1)1/2＞1 (5)
in the formula (d)0Is the water depth (m) and U of the engineering area in front of the slope0Is the flow velocity (m/s) of water flow before the slope, Fr0Froude number, U, of pre-slope subcritical flow1Is top water of a slopeFlow velocity (m/s), d1Measuring the water depth (m) of the section for the top of the slope; fr1The Froude number of the supercritical fluid at the top of the slope, and g is the acceleration of gravity (m/s)2)。
The supercritical volume flow state can be ensured, meanwhile, the flow velocity vertical line distribution of the supercritical fluid is not the common logarithmic or exponential distribution, the difference between the vertical flow velocity surface layer and the vertical flow velocity bottom layer is not large, the flow velocity is rapidly attenuated to zero near the bottom layer, and accordingly, the position of a flow velocity meter sensor is arranged near the bottom in front of the pile foundation engineering structure of the measurement section.
(4) The measurement section setting needs to satisfy: 1. the method comprises the following steps of (1) maintaining supercritical surface breaking wave flow and a supercritical state of a water body, 2. starting the model sand, only moving a bottom sand surface layer (sliding, rolling, jumping layer moving and the like, returning to a bed surface) but not completely moving (lifting, and no returning to the bed surface), wherein an engineering area prototype sand or artificial model sand is adopted in a measurement section, and engineering structure pile foundations are symmetrically arranged on the central line of the measurement section, so that the influence of side walls is avoided as much as possible.
The local scouring of the foundation of the engineering structure is controlled by locally starting dynamic conditions of the model sand, and the surface layer of the bottom sand is moved by the control method through the control of the critical water depth without complete movement.
The critical water depth control can be analyzed according to the following formula:
complete shift critical formula:
critical formula of surface movement:
water depth d of foundation local scouring measurement section1The control equation of (a) is:
dc1＜d1≤dc2 (8)
in the formula: h0，L0Respectively representing the incident wave height and wavelength (m), phi50Is siltMedian particle diameter (m); l is depth of water d1Wavelength (m) of; h is depth of water d1Wave height (m) of (c).
Respectively representing the complete moving critical water depth and the surface moving critical water depth of the sediment at the sea bottom.
(5) And designing a normal model according to a gravity similarity criterion. The test is carried out in a wind wave flume with the length of more than 30m, and one end of the wind wave flume is provided with an irregular wave generator. In the test, when the original wave element is not provided with a building, under the condition of combination of water levels and waves at all levels, the water flow and wave element is the average value of three measured values, the water level and the water flow are measured and collected, and the water flow and surface wave breaking elements in the calibration measuring section respectively meet the formula (1) and the formula (5). The irregular waves adopt a standard spectrum, each time the waves are continuously generated for 600-7200 seconds, and the waves are stably generated again in the storm water flowing groove after the machine is stopped. And after the bottom sand of the scoured pit is balanced, measuring the maximum possible scour depth, the scour pit shape and the scour pit range of the local scour of the engineering structure foundation.
Example (b):
the proposed wind power plant is located in the offshore sea area of Laizhou city in Shandong province, the environment of the Laizhou bay sea where the fan and the offshore booster station are located is very complex, the wind and the sharp wave in the shallow water area (the depth of the sea map is 5-15 m) of the inland shelf are high, and the characteristic of remarkable coastal current and sharp current is achieved. According to the test method of the invention, the following steps are carried out:
1. the model sand of the wave-flow flume is prototype sand, and phi is obtained through experimental analysis of particle size crystalline phase and the like5050-70 μm.
2. And (4) designing a normal model according to a gravity similarity criterion according to a physical model similarity theory. Adopting model deep water scale ratio lambdad36. The test is carried out in a storm water flowing tank with the length of 60m, the width of 1m and the height of 1.4m, and one end of the water flowing tank is provided with an irregular wave generator.
Setting the height H of incident wave before slope015cm (period 1 s); wavelength L01.5 m; depth of water d before slope045 cm; velocity of flow U before slope00.35 m/s. The front slope gradient m is set to 1/15.
Setting the water depth d of the measurement section at the top of the slope1On demand ofThe method comprises the following steps: (1) hs/d1≥0.78，Fr1＝U1/(gd1)1/2>1, to obtain a synthesis of supercritical water flow and surface wave shatter flow, (2) control equation
So as to obtain the model sand near the foundation which only moves on the surface layer of the bottom sand (slides, rolls, jumps, moves and returns to the bed surface) but not moves completely (lifts and does not return to the bed surface).
(1) Setting the water depth d of a measuring section at the top of a slope1<30cm, the slope top meets the crushing index (irregular wave crushing index slope top H)b0.50), then
H0/d1＞15/30＝0.50 (9)
(2) The second condition is that the known Froude number is in the front slope section,
setting the water depth d of the measurement section at the top of the slope1<18 cm; then n is>2.3; the Froude number is at the top of the slope,
(3) thirdly, the foundation local scouring only generates the sliding, rolling layer moving and jumping of the bottom sand, but does not generate the lifting, the water depth d1Wavelength L ═ 1.2m, and the fully mobile and surface mobile were:
accordingly, the depth d of water at the measuring section in the experiment is set115 cm; referring to fig. 3, the maximum possible erosion depth, the erosion pit shape and the erosion pit range of the single pile of the wind turbine foundation are measured.
FIG. 3(a) shows that three control conditions are met, equation (2) surface wave breaking; the Froude number of the water body is more than 1 in the formula (5); the formula (8) only generates surface layer movement and does not generate integral movement (lifting movement), at the moment, the surface of the storm water channel has a waveform and meets the characteristics of supercritical fluid, and an experiment is started on the premise;
FIG. 3(b) shows: the scouring pit only moves on the surface layer and does not move completely, and finally the parameters of the depth, the shape and the like of the basic local scouring pit are obtained.
The noun explains:
supercritical fluid: also called the surge stream, the supercritical flow is defined as: the Froude number of Buddha,
subcritical flow: called the ramp flow, the subclinical flow is defined as:
molding sand: the sand used in the experiment is commonly referred to as foundry sand.
Prototype sand: on-site sand collected directly from nature.
Artificial model sand: also called light sand, artificial sand used in experiments to replace prototype sand, such as wood chips (subjected to antiseptic treatment), light coal powder, plastic sand, bakelite powder, organic glass chips and asphalt wood chips, are selected according to the principle of similar roughness.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, several modifications and variations can be made without departing from the technical principle of the present invention, and these modifications and variations should also be regarded as the protection scope of the present invention.
Claims (10)
1. A water tank test method for basic local scouring under supercritical conditions is characterized by comprising the following steps:
arranging an organic glass front slope of the storm water channel to enable incident waves to be broken in the process of climbing a gentle slope to generate shock wave flow, and arranging the water body flow state in the storm water channel to obtain a supercritical fluid state of the water body volume of the measuring section;
controlling the local scouring of the foundation of the engineering structure by using the local starting power condition of the model sand to ensure that the storm water channel only moves on the surface layer of the bottom sand but not completely moves, and constructing a measuring section according to the local starting;
wave making is carried out on the storm water channel, and after bottom sand of the scoured pit is balanced, the maximum scour depth of the local scoured part of the engineering structure foundation, the scoured pit shape and the scoured pit range are measured;
and repeating the measurement after the wave is stably reproduced by the storm water flowing groove.
2. The water tank test method for local foundation scouring under supercritical fluid conditions, according to claim 1, wherein the organic glass front slope provided with the storm water tank is used for breaking waves to generate shock wave flow in the process that incident waves climb a gentle slope, and the method comprises the following steps:
setting the slope of the front slope to be m-1/5-1/20, and setting the slope of the seabed as the slope of a prototype seabed according to the actual measurement of the engineering area in the test;
setting the depth d of the top of the front slope1Is the effective wave height H of incident waves0.5 to 2 times.
3. The method for testing the water tank with the foundation partially washed under the supercritical fluid condition according to claim 1, wherein the setting of the fluid state of the water in the storm water tank to obtain the supercritical fluid state of the water volume in the measurement section comprises:
the front slope section and the engineering area measuring section are arranged according to a supercritical flow Fr >1, and the back slope is arranged according to a subcritical flow Fr less than or equal to 1;
the supercritical fluid control equation of the water volume of the measurement section is as follows:
Fr1＝U1/(gd1)1/2＞1；
the Froude number of the pre-slope subcritical flow and the Froude number of the slope top supercritical flow meet the following conditions:
when d is0/d1When the number n is equal to the number n,
wherein d is0Is the depth of water U in the engineering area in front of the slope0Is the flow velocity of water flow before the slope, Fr0Froude number, U, of pre-slope subcritical flow1Is the flow velocity of the top water flow of the slope, d1For measuring the water depth at the top of the slope, Fr1The Froude number of the slope top supercritical fluid, n is a multiple, and g is the acceleration of gravity.
4. The method for testing the water tank of the foundation local scouring under the supercritical fluid condition according to claim 1, wherein the method for controlling the engineering structure foundation local scouring by the model sand local starting power condition to enable the storm water flowing tank to only move the bottom sand surface layer but not to completely move, and the measuring section is constructed according to the local starting, and comprises the following steps:
the measuring section adopts model sand, and the engineering structure pile foundations are symmetrically arranged on the central line of the measuring section;
water depth d of foundation local scouring measurement section1The control equation is:
dc1 ＜ d1 ≤ dc2
wherein the content of the first and second substances,
and
respectively representing the complete moving critical water depth and the surface moving critical water depth of the sediment at the sea bottom.
5. The method of claim 4, wherein the depth of the seabed sediment complete movement critical water and the surface layer movement critical water are calculated as follows:
wherein H0，L0Respectively representing the incident wave height and wavelength, phi50Is the median diameter of silt, L is the depth d1At a wavelength H of water depth d1The wave height of (c).
6. The method of claim 4, wherein the pattern sand start similarity criterion is:
wherein λ isdIs a water depth scale, and is characterized in that,
for starting the flow rate scale, lambdavIs a flow rate scale.
7. The method of claim 4, wherein the grit size of the pattern sand is greater than 0.10 mm.
8. The method of claim 1, wherein the wave generation of the storm water channel comprises:
mounting an irregular wave generator at one end of the storm water flowing groove;
the irregular wave adopts a standard spectrum, and the continuous wave generation is carried out for 600-7200 seconds each time.
9. A supercritical fluid according to any one of claims 1 to 8The water tank test method for local basic scouring under the condition is characterized in that the storm water flowing tank is provided with a normal scale with similar Froude number and lambdaFr1, simultaneously in the storm flume experiment, the geometric similarity criterion is satisfied, and the prototype is compared with the water depth lambda of the modeldThe setting is 20-50.
10. A method for testing a water tank for basic local scouring under supercritical fluid conditions according to any one of claims 1 to 8, characterized in that the test is carried out in a storm water tank with a length of more than 30 m.
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