CN114781235A - Method for calculating underwater drift stable distance of riprap - Google Patents

Method for calculating underwater drift stable distance of riprap Download PDF

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CN114781235A
CN114781235A CN202210345090.2A CN202210345090A CN114781235A CN 114781235 A CN114781235 A CN 114781235A CN 202210345090 A CN202210345090 A CN 202210345090A CN 114781235 A CN114781235 A CN 114781235A
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王茂枚
赵钢
朱昊
徐毅
陆美凝
张颖
周玲霞
朱大栋
朱慧
任杰
朱鹏宇
蔡军
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JIANGSU WATER CONSERVANCY SCIENTIFIC RESEARCH INSTITUTE
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Abstract

The invention discloses a method for calculating underwater drift stable distance of riprap, which is characterized in that a mass-spring-damping system is used for describing the riprap drop distance, and the motion behavior of riprap is divided into a non-collision stage from water entering to a river bed and a stage from collision of riprap and the river bed to stabilization; analyzing the stress state of particles in the system, acquiring underwater drift distance and stable moving distance data of the blockstones with different particle sizes under the conditions of different water depths and different flow rates through a single stone field throwing test, so as to rate parameters of a particle stress state equation of each system, and further acquiring a calculation model of the horizontal drift distance and the stable moving distance of the blockstones; and acquiring the underwater drift stable distance of the riprap according to the calculation model of the horizontal drift distance and the stable moving distance of the rubbles and by combining the water flow condition of the site to be constructed. The initial falling distance calculation method provided by the invention is more in line with the actual falling water movement condition of the rock block, the obtained result is more accurate, and further scientific guidance can be provided for engineering.

Description

Method for calculating underwater drift stable distance of riprap
Technical Field
The invention relates to the field of river regulation engineering, in particular to the field of river regulation underwater stone throwing engineering.
Background
The river courses in the middle and lower reaches of the Yangtze river tend to be stable overall, but river sections in local areas still are in a state of rapid turbulence, bank collapse often occurs, and embankment and channel safety of both banks are seriously damaged. The bank protection engineering is a basic engineering in river regulation, and plays an important role in flood control, river regulation and the like. The underwater riprap revetment type has a long history, and the underwater riprap revetment has a good revetment effect under various river conditions, so that the underwater riprap revetment type is generally applied to the revetment projects of various great rivers in the world. As the shoreline for stone throwing construction is generally longer, positioning and metering on water are difficult, and throwing materials are difficult to sink to a design area accurately. In addition, the tidal river reach of the lower reaches of the Yangtze river is influenced by the dual effects of upstream runoff and tide, the water flow conditions are very complex, and in addition, the water depth is rapid, so that the construction quality of underwater riprap is low.
At present, certain research results exist for riprap drift distance, numerous scholars provide theoretical formulas for calculating riprap underwater drift distance, however, most empirical parameters in the formulas are obtained based on numerical solutions or indoor physical model tests, and the riprap drift distance has a large error with the riprap drift distance under the condition of natural water flow. Meanwhile, the existing throw distance formula mainly aims at single stones, the riprap in actual construction is mixed group riprap, although the drift distance of the mixed group riprap is represented by the drift distance of the single stone, the group riprap collision mechanism is not clear, and the actual construction error is very large. In addition, the riprap still has a large horizontal velocity in the water flow direction when approaching the river bed, and the riprap is easy to slide or roll to deviate from the designed area after the riprap touches the bottom, so that the current research is rarely reported.
The prior stone throwing construction quality is low and a large amount of stone resources are lost due to various reasons, particularly in river reach with violent river channel silt changing, the washing action of water flow on river beds is quick, the stone throwing is influenced by water flow and waves after the stone throwing is finished, and the river situation changing condition is not clear after the stone throwing bank protection is implemented, so that the aim of keeping the river situation stable is difficult to achieve.
Disclosure of Invention
The invention provides a method for calculating an underwater drift stable distance of riprap.
In order to achieve the technical purpose, the invention adopts the following technical scheme:
a method for calculating a rubble underwater drift stable distance comprises the following steps:
dividing the motion behavior of the riprap into a non-collision stage from water entering to a river bed of the lump stone and a stage from collision of the riprap and the river bed to stabilization; wherein the non-crash phase is described by a mass-damping system and the crash phase is described by a mass-spring-damping system; the horizontal movement distance meter of the rock block in the two stages is the underwater drift distance and the stable movement distance after implantation, and the sum of the horizontal movement distance meter of the rock block and the stable movement distance after implantation is the underwater drift stable distance;
analyzing the stress state of particles in a mass-damping system and a mass-spring-damping system, acquiring underwater drift distance and stable moving distance data of the rock blocks with different particle diameters under the conditions of different water depths and different flow rates through a single-rock field throwing test, so as to rate parameters of particle stress state equations of each system, and further acquiring a calculation model of the horizontal drift distance and the stable moving distance of the rock blocks;
and acquiring the underwater drift stable distance of the riprap according to the calculation model of the horizontal drift distance and the stable moving distance of the rubbles and by combining the water flow condition of the site to be constructed.
As a preferred embodiment, for a group block stone throwing scene, describing a group block stone collision process by adopting a noise collision theory, establishing a block stone collision model, and calibrating block stone collision model parameters through a group block stone field throwing test to obtain a block stone offset distance caused by collision;
and acquiring the underwater drift stable distance of the group riprap according to the calculation model of the horizontal drift distance and the stable moving distance of the rubbles and the rubble collision model and by combining the water flow condition of the site to be constructed.
In a preferred embodiment, the throwing test is performed every half hour in the tidal river reach.
As a preferred embodiment, the throwing test is carried out on a construction positioning ship, and the central line of the positioning ship is parallel to the water flow direction.
As a preferred embodiment, the method for acquiring the underwater drift distance and stable movement distance data of the rock block through the throwing test comprises the following steps:
a water pressure sensor and a six-axis sensor are fixed on the block stone and used for measuring the acceleration value, the angular velocity value and the received pressure of the block stone, and a flow velocity meter is adopted to continuously measure the flow velocity and the flow direction in the throwing process; and acquiring the horizontal and vertical displacements of the block stone by combining the acceleration value, the angular velocity value, the horizontal flow velocity, the vertical flow velocity and the water depth data of the block stone, thereby acquiring the underwater drift distance and the stable movement distance of the block stone.
As a preferred embodiment, the method for describing the group block stone collision process by using the noise collision theory includes:
analyzing the attenuation form of group riprap collision through a group riprap on-site throwing test, and establishing a collision model conforming to the corresponding attenuation form.
As a preferred embodiment, the underwater drift stabilizing distance of the group riprap is determined by the following steps:
determining the offset distance of each block stone according to the block stone collision model, and taking the maximum value of the offset distances of each block stone to represent the maximum offset distance of the group riprap;
the particle size of each batch of thrown rock blocks is equal under the throwing scene of the group rock blocks, so that the basic drift stable distance of the group rock blocks is equal to the drift stable distance of the single rock block; and (5) representing the final drift stable distance of the group of the stones by adopting the drift stable distance +/-the maximum offset distance of the single stone.
As a preferred embodiment, the calculation model of the horizontal drift distance of the lump stone is as follows:
Figure RE-GDA0003648955890000031
in the formula: u is the velocity distribution of vertical line, H is the depth of water, omega1The stable sinking speed after the falling of the rock block into water is shown, and m is a flow velocity distribution index.
As a preferred embodiment, the calculation model of the stable movement distance of the block stone is as follows:
Figure RE-GDA0003648955890000032
in the formula: ρ is a unit of a gradientsThe density of the rock, rho is the density of water, d is the particle size of the rock, c ═ epsilon rho d2ε is the damping coefficient, g is the gravitational acceleration, and k is the spring coefficient.
As a preferred embodiment, the stone collision model is as follows:
|xi|1+α＝αcαd-0.2Di 0.5sin(πα/2)Γ(α)/π
in the formula: alpha is the decay rate, c is the scale factor, xiFor the offset distance of the stone block i due to collision, DiIs a block stonei drift stable distance, d is the particle size of the rock.
Compared with the existing method for calculating the falling distance of the riprap, the method has the following advantages and beneficial effects:
1. in the prior art, the computation of the rock throwing drift distance only aims at the drift distance of the rock blocks under water, and the moving tracks of the rock blocks from water entering to bed embedding and from bed embedding to stable embedding are simulated and computed by adopting a mass-spring-damping theory, so that the underwater drift distance and the stable bed embedding moving distance of the rock blocks are obtained.
2. In the past, water tank tests are often adopted for drift distance parameter calibration in stone throwing underwater motion research, however, the turbulence condition of water flow in a water tank and the actual water flow in a river and the vertical distribution of flow velocity are often different greatly, and the obtained result generates great errors in the actual throwing construction application on site. The method adopts the field throwing test result to calibrate the riprap movement parameters, the field throwing result can well represent the water flow condition of the river reach, and the obtained result is more credible compared with the data in a laboratory.
3. Previous researches do not often relate to the influence of mutual collision of group riprap. The invention provides a Gaussian collision theory to better simulate the influence of the mutual collision of the group block stones after the group block stones are thrown, thereby calculating the group block stone falling distance and the scattering range, better knowing the block stone construction throwing and achieving the purpose of accurate throwing.
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FIG. 1 is a schematic flow chart of a method according to an embodiment of the present invention.
Fig. 2 is a schematic diagram of a block rock underwater drift path.
Fig. 3 is a block stone drift path modeled.
Fig. 4 is a schematic plan view of a group cast.
Detailed Description
The invention is described in further detail below with reference to the following figures and detailed description.
The embodiment relates to a method for calculating a riprap underwater drift stable distance, which comprises the following steps (figure 1):
s101: and obtaining the underwater drift distance S of different block stone particle sizes under the conditions of different water depths and different flow rates and the stable moving distance L after implantation by adopting an on-site throwing test.
The test is carried out on a construction positioning ship, and the center line of the positioning ship is parallel to the water flow direction. The block stone is obtained by mountain opening, the particle size range of the block stone is 0.1-0.5 m, and the block stone with the median particle size of 0.25m and 0.5m is selected in the experiment. The project river reach is a tidal river reach, the site water flow conditions change in real time, and in order to cover a large water flow condition range as far as possible, the throwing test is carried out every half an hour in the rising and falling tide. And an ACDP flow meter is adopted to continuously measure the flow speed and the flow direction in the casting process. The water pressure sensor and the six-axis sensor are placed on the block stone to record the drift path of the block stone, so that the drift distance is calculated, and when the test is started, the acquisition frequency of the sensor, the water pressure meter and the flow meter is set to be 10 Hz. The riprap block is moved to the surface of the water and allowed to fall into the water in a free fall motion. The working condition results of the riprap field test are shown in table 1.
TABLE 1 test runs
Figure RE-GDA0003648955890000041
Figure RE-GDA0003648955890000051
Specifically, the method for acquiring the initial position coordinate S of the riprap block by using the RTK mode0＝(X0,Y0,Z0)TAfter the riprap block falls into water, the six-axis sensor continuously acquires X, Y, Z three-axis acceleration values a'n＝(a′xn,a′yn,a′zn)TAnd angular velocity value ω'n＝(ω′xn,ω′yn,ω′zn)TAnd if the acquisition frequency is 10Hz, acquiring once every 0.1s, and adopting a direction cosine matrix:
Figure RE-GDA0003648955890000052
the three-axis acceleration of the six-axis sensor can be converted into acceleration in the WGS84 coordinate system:
Figure RE-GDA0003648955890000053
when the sensor just falls into water, the initial speed of the three shafts is 0, and the position coordinate S of the block stone is obtained after the sensor collects data for the first time1Comprises the following steps:
Figure RE-GDA0003648955890000054
wherein Δ S1The displacement variation of the block stone in the time t-0.1 s is shown.
The position coordinate S of the block stone after the nth data acquisition of the sensornComprises the following steps:
Figure RE-GDA0003648955890000055
the flow velocity v of the water flow can be measured according to ADCP, and the water depth value can be solved by the pressure value p measured by the pressure sensor and the Bernoulli principle (the mass and the volume of the six-axis sensor and the water pressure sensor are negligible compared with the mass and the volume of the rock):
Figure RE-GDA0003648955890000056
p is the pressure of the riprap block body in water, v is the flow velocity, rho is the density of water, g is the gravity acceleration, h is the water depth value of the riprap block body at the moment, and C is a constant.
Judging the stone implantation time: can be based on Δ Sn＝(ΔXn,ΔYn,ΔZn)TWhen the displacement of the stone block along the water depth direction is Delta Zn>When 0, it indicates that the block stone is implanted, and at this time, the block stone is displaced in X direction by Xn-X0Displaced in the Y direction by Yn-Y0Finally, the underwater drift distance of the rock block can be obtained
Figure RE-GDA0003648955890000057
The coordinate of the position of the stone after implantation is marked as LmThen L is0＝Sn。L1＝L0+ΔL1，Lm＝Lm-1+ΔLmThe algorithm is the same as the formula (3) and the formula (4). When Δ ZmWhen equal to 0, the stone is stable, and the stable moving distance of the stone is equal to
Figure RE-GDA0003648955890000061
S102: method for establishing single rock block underwater displacement overall process calculation model by adopting mass-spring-damping system
In the mass-spring-damping system, the motion behavior of the riprap is divided into two different stages, namely a non-collision stage when the rock block enters water to a river bed and a stable stage after the riprap collides with the river bed. Wherein, the non-collision stage from entering water to the riverbed is a mass-damping system, and the collision stage from the collision of the riprap and the riverbed to the stabilization is a mass-spring-damping system.
Specifically, for the mass-damping system, the stress state of the stone in the system in the vertical direction is as follows:
Figure RE-GDA0003648955890000062
wherein c is ═ ε ρ d2Epsilon is a damping coefficient, g is a gravity acceleration, M is a riprap mass,
Figure RE-GDA0003648955890000063
and
Figure RE-GDA0003648955890000064
respectively represent blocksFirst and second derivatives of vertical height y from the bed before stone implantation to the bed, i.e. settling velocity
Figure RE-GDA0003648955890000065
And acceleration
Figure RE-GDA0003648955890000066
d is the particle size of the lump stone and can be prepared from
Figure RE-GDA0003648955890000067
Obtaining the buoyancy of the block stone
Figure RE-GDA0003648955890000068
Equation (1) can be changed to:
Figure RE-GDA0003648955890000069
order to
Figure RE-GDA00036489558900000610
The stable sinking speed omega of the rock blocks falling into water1Comprises the following steps:
Figure RE-GDA00036489558900000611
then its total duration
Figure RE-GDA00036489558900000612
Most of the existing research results show that the distribution rule of the vertical flow velocity of the open channel water flow is mainly in an exponential distribution form, and the flow velocity distribution formula along the vertical line direction is as follows:
u(y)＝(1+m)U(1-y/H)m (9)
in the formula, u is the flow velocity of water flow, m is the flow velocity distribution index, and the field flow measurement result shows that the river reach is researched
Figure RE-GDA00036489558900000613
Flow rate with U as vertical lineDistribution, H is water depth.
The horizontal drift distance of the stone is as follows:
Figure RE-GDA00036489558900000614
for a mass-spring-damping system, the stress state of the block stone in the system in the vertical direction is as follows:
Figure RE-GDA00036489558900000615
wherein k is a spring coefficient, g is a gravitational acceleration, M is a riprap mass,
Figure RE-GDA00036489558900000616
and
Figure RE-GDA00036489558900000617
respectively representing the first derivative and the second derivative of the movement distance x to the time after the block stone is implanted, namely the speed
Figure RE-GDA00036489558900000618
And acceleration
Figure RE-GDA00036489558900000619
udThe velocity of the water flow acting on the projectile ucThe velocity of the water flow relative to the projectile, uc＝ud-us，
Figure RE-GDA0003648955890000071
Inertial force
Figure RE-GDA0003648955890000072
Equation (11) may be changed to:
Figure RE-GDA0003648955890000073
the time from the contact of the block stone with the bed surface to the stabilization is TcWhen T is equal to TcWhen the temperature of the water is higher than the set temperature,
Figure RE-GDA0003648955890000074
the stability period obtained from formula (12) is:
Figure RE-GDA0003648955890000075
the critical stopping condition after the projectile is settled to the bed surface is considered as
Figure RE-GDA0003648955890000076
Then
Figure RE-GDA0003648955890000077
Namely that
Figure RE-GDA0003648955890000078
Then pair
Figure RE-GDA0003648955890000079
The integral can be obtained by x ═ ud-uc) t, i.e. L ═ ud-uc)TcDue to the fact that
Figure RE-GDA00036489558900000710
Figure RE-GDA00036489558900000711
Then:
Figure RE-GDA00036489558900000712
according to the riprap field test result, the spring coefficient and the damping coefficient in the mass-spring-damping system are calibrated to obtain a simulated time step TsThe spring coefficient k is 0.15 and the damping coefficient e is 0.35. The damping in water is the same, thereforeThe damping coefficient in the mass-damping system is the same as that of the mass-spring-damping system.
The comparison of the model calculation result and the riprap field test result is shown in table 2, so that the model can better simulate the actual displacement distance of the riprap under the real water flow condition.
TABLE 2 comparison of model calculation results of underwater drift distance and stable displacement distance with field test results
Figure RE-GDA00036489558900000713
Figure RE-GDA0003648955890000081
After a mass-spring-damping system is introduced and parameter calibration is carried out on riprap field test data, visualization expression of riprap movement can be realized by matlab software, and a schematic diagram of a movement track of riprap after water flow action and a river bed collision process are shown in fig. 3.
S103: and describing the collision process of the group of rock blocks by adopting a noise collision theory, and determining an attenuation coefficient in a collision model according to field measurement data. The attenuation form in the noise collision theory is divided into power law attenuation and Gaussian attenuation. According to data of field tests, the group riprap collision is found to be more in line with a power law attenuation form. Therefore, the noise adopted by the invention conforms to the power law attenuation form:
|xi|1+α＝αcαd-0.2Di 0.5sin(πα/2)Γ(α)/π (16)
where α is the decay rate of the power law, c is the scale factor, xiFor the offset distance of the stone block i due to collision, DiIs the drift stability distance of the block stone i, Di＝Si+Li. Because the theoretical falling distances of the lump stones with the same particle size (D) are the same, the lump stones D of the same batch in the group throwing testiTheoretically, the underwater drift stable distance D of the same batch of rock blocks in the group rock block throwing is equal to Di. After considering the deviation of the block stone due to the collision, the maximum value of the offset distance of the block stone i is combined with D to calculate the scattering range of the group block stone (the range of distribution of a plurality of block stones after stable implantation, as shown in fig. 4), i.e., D ± r, r ═ max | xiAnd l, then D +/-r can be used as a final group lump stone drift stable distance value.
When cast in situ, xiThe influence of the quantity of the stones thrown in the same batch can be influenced, but the quantity of the stones thrown in the same batch does not exceed 100 generally, and the quantity influence can be ignored in theoretical calculation.
And obtaining the scattering range data of the group rock blocks by adopting a multi-beam scanning bed surface according to the field group throwing test. Finally, the attenuation rate alpha is 0.9 and the scale factor c is 3 through a field population casting test. In field test, assuming that N blocks exist, the drift stability distance of the group of blocks
Figure RE-GDA0003648955890000091
Because the particle sizes of the stones cannot be completely the same during field throwing, certain randomness exists during throwing, and D in a theoretical state cannot be metiIdentical, so the average is taken as the drift stability distance of the group of the blockstones. Scattering range r ═ max | Di-D |. The ratio of the group block stone drift distance field test result to the model calculation result at this time is shown in table 3. The simulation result is matched with the field actual measurement result, so that the model can accurately calculate the drift distance and the scattering range of the group block stone throwing, and the method has important guiding significance for stone throwing construction.
TABLE 3 comparison of the group rock drift distance field test results with the model calculation results
Figure RE-GDA0003648955890000092
S104: the group block rock fall distance calculation method provided by the invention is combined with the on-site actual measurement water flow condition to predict the rock throwing fall distance and guide the construction unit to accurately throw.
Firstly, determining the position of a river bed required to be cast according to a casting scheme, then measuring the water depth H and the flow velocity v of the position of a ship at the moment by adopting ADCP and a hydraulic meter, calculating the particle size D of the block stone according to the weight of the block stone, finally calculating the falling distance D and the scattering range r of the block stone according to a verified model, and obtaining the coordinates of the ship according to the position required to be cast and the calculation result so as to determine the casting position.

Claims (10)

1. A method for calculating underwater drift stable distance of riprap is characterized by comprising the following steps:
dividing the movement behavior of riprap into a non-collision stage from water entering to a river bed of the lump stones and a stage from collision of the riprap stones and the river bed to stabilization; wherein the non-crash phase is described by a mass-damping system and the crash phase is described by a mass-spring-damping system; the horizontal moving distance of the rock block in the two stages is measured as the underwater drift distance and the stable moving distance after implantation, and the sum of the horizontal moving distance of the rock block and the stable moving distance is the underwater drift stable distance;
analyzing the stress state of particles in a mass-damping system and a mass-spring-damping system, acquiring underwater drift distance and stable moving distance data of the rock blocks with different particle diameters under the conditions of different water depths and different flow rates through a single-rock field throwing test, so as to rate parameters of particle stress state equations of each system, and further acquiring a calculation model of the horizontal drift distance and the stable moving distance of the rock blocks;
and acquiring the underwater drift stable distance of the riprap according to the calculation model of the horizontal drift distance and the stable moving distance of the riprap and the water flow condition of the site to be constructed.
2. The method according to claim 1, further comprising describing a group block stone collision process by adopting a noise collision theory for a group block stone throwing scene, establishing a block stone collision model, and calibrating block stone collision model parameters through a group block stone field throwing test to obtain a block stone offset distance caused by collision;
and acquiring the underwater drift stable distance of the group riprap according to the calculation model of the horizontal drift distance and the stable moving distance of the rubble and the rubble collision model and by combining the water flow condition of the site to be constructed.
3. The method according to claim 1 or 2, characterized in that for tidal river reach, the casting test is performed every half hour at the time of rising and falling tide.
4. A method according to claim 1 or 2, characterized in that the jettisoning test is carried out on a construction positioning vessel, the centre line of which is parallel to the water flow direction.
5. The method according to claim 1, wherein the underwater drift distance and stable movement distance data of the rock are obtained by a throwing test in the following way:
a water pressure sensor and a six-axis sensor are fixed on the block stone and used for measuring the acceleration value, the angular velocity value and the received pressure of the block stone, and a flow velocity meter is adopted to continuously measure the flow velocity and the flow direction in the throwing process; and combining the acceleration value, the angular velocity value, the horizontal flow velocity, the vertical flow velocity and the water depth data of the block stone to obtain the horizontal displacement and the vertical displacement of the block stone, thereby obtaining the underwater drift distance and the stable moving distance of the block stone.
6. The method according to claim 2, wherein the noise collision theory is adopted to describe the group block stone collision process, and the block stone collision model is established in a manner that:
analyzing the attenuation form of group riprap collision through a group riprap on-site throwing test, and establishing a collision model conforming to the corresponding attenuation form.
7. The method of claim 2, wherein the underwater drift stability distance of the group riprap is determined by:
determining the offset distance of each block stone according to the block stone collision model, and taking the maximum value of the offset distances of each block stone to represent the maximum offset distance of the group riprap;
the particle size of each batch of thrown rock blocks is equal under the group rock block throwing scene, so that the basic drift stable distance of the group rock blocks is equal to the drift stable distance of a single rock block; and (5) representing the final drift stable distance of the group of the blockstones by adopting the drift stable distance +/-maximum offset distance of the single blockstones.
8. The method of claim 1, wherein the computation model of the block stone horizontal drift distance is as follows:
Figure FDA0003576249200000021
in the formula: u is the velocity distribution of vertical line, H is the depth of water, omega1The stable sinking speed of the block stone falling into water is shown, and m is a flow velocity distribution index.
9. The method of claim 1, wherein the calculation model of the stable movement distance of the block stone is as follows:
Figure FDA0003576249200000022
in the formula: rhosIs the density of the stone, rho is the density of water, d is the particle size of the stone, c ═ epsilon rho d2ε is the damping coefficient, g is the gravitational acceleration, and k is the spring coefficient.
10. The method of claim 2, wherein the stone collision model is as follows:
|xi|1+α＝αcαd-0.2Di 0.5sin(πα/2)Γ(α)/π
in the formula: alpha is the decay rate, c is the scale factor, xiFor the offset distance of the stone block i due to collision, DiThe drift stability distance of the lump stone i and d the particle size of the lump stone.
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