CN111680342A - Channel maximum development scale calculation method based on river facies relationship - Google Patents
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Abstract
The invention provides a channel maximum development scale calculation method based on river facies relation. The method comprises the steps of determining an excellent river reach of a natural river channel, establishing a course river phase relation of the cross section of the excellent river reach under characteristic flow, establishing a relation between river channel section elements and channel scale elements, determining the maximum development scale of a research river reach and the like. The method simplifies the complicated river relation coefficient calibration process. The physical concept is clear, the method is convenient to implement, and the conclusion is credible.
Description
Technical Field
The invention relates to the technical field of channel engineering planning, in particular to a channel maximum development scale calculation method based on river facies relation.
Background
In the planning and design of channel engineering, a stable depth estimation algorithm is usually adopted to estimate the maximum dimension of river channel development. The method comprises the steps of firstly extracting river-related parameters under a given flow, then measuring the channel water depth under a specified navigation width, calculating a water depth correction coefficient, and finally calculating a theoretical stable navigation depth value. However, the stable navigation method has the following problems in estimating the maximum development scale of the navigation channel:
(1) extracting river relation
The coefficient α and the index β in the method need to measure the average water depth and the river width of the cross section under a certain characteristic flow rate, and when the characteristic flow rate changes (such as reservoir dispatching and the like cause design flow rate changes), river-related parameters α and β need to be extracted again, which means that the average water depth and the river width of the cross section after the flow rate changes need to be measured again, and the process is tedious and tedious.
(2) The method comprises the steps of calibrating a water depth correction coefficient eta, namely the ratio of the average water depth H of a section to the water depth H at the edge of a channel, firstly setting the width b of the channel, then measuring the corresponding channel water depth H, and finally calibrating the relation between the channel water depths H of a plurality of sections and the average water depth H of the sections to obtain the water depth correction coefficient. When the channel width b changes due to the planning requirement, the channel water depth under the channel width needs to be measured again, and then the corresponding water depth correction coefficient η is calibrated, which is tedious.
Disclosure of Invention
The invention aims to provide a channel maximum development scale calculation method based on river relations, and aims to solve the problems in the prior art.
The technical scheme adopted for achieving the aim of the invention is that the method for calculating the maximum development scale of the channel based on the river relation comprises the following steps:
1) and determining the excellent river reach of the natural river channel. Wherein the excellent river reach is a river reach which has no obstacle to navigation in a natural river.
2) Establishing the relationship of the excellent river reach cross section along the course at the characteristic flow as shown in the formula (1).
Wherein B is the water surface river width. H is the average water depth of the river cross section. Alpha is a river relation coefficient. Beta is the river relation index.
3) And establishing a relation between river channel section elements and channel scale elements based on the geometric form relation of the river bed section.
And 3.1) specifying the ratio of the maximum water depth of the section to the average water depth of the section as a river section shape coefficient k.
Hm＝kH (2)
In the formula, Hm is the maximum water depth of the river cross section, m. And k is a river channel section shape coefficient.
3.2) establishing a functional relation between the water depth correction coefficient eta and the channel width b.
In the formula, h is the stable water depth of the channel, and m. And b is the design flight width m. Eta is the water depth correction coefficient.
4) Assuming that the flow Q passing through the cross section of the river channel is equal before and after the regulation of a certain longer river reach channel, the river bed roughness n and the average water surface gradient J are kept unchanged. According to the water flow continuity equation and the Manning formula:
Q＝BHv (5)
the joint solution is to obtain:
derived from equation (1):
B＝α2H2β+2(8)
substituting formula 8 for formula 7:
namely:
formula (11) is obtained by substituting formulae (2), (3) and (4) for formula (10). And (4) calculating to obtain the maximum stable water depth of the theoretical channel through the formula (11), and determining the maximum development scale of the river reach to be researched.
Wherein H is stable water depth of the channel, m, H is average water depth of the river channel section, η is water depth correction coefficient, k is shape coefficient of the river channel section, B is water surface river width, B is designed navigation width, m, α is river phase relation coefficient, β is river phase relation index, Q is flow, m is flow rate3S; j is the dry average water surface drop; and n is the roughness of the riverbed.
Further, in the step 2), the average water depth H and the river width B of the river reach to be researched are measured under the three-level flow of flood, medium and dry.
Further, in the step 2), a function of the river correlation parameters alpha and beta is established by measuring the average water depth H and the river width B under the obtained three-level flow.
Further, in the step 2), the characteristic flow is selected to design the minimum navigation guaranteed flow.
The technical effects of the invention are undoubted: based on average water depth H and river width B of a researched river reach obtained by measuring flood, medium and dry three-level flow, a function of flow Q and river phase relation parameters alpha and beta is established, a more complicated river phase relation coefficient calibration process is simplified, and under the condition of known flow, the river phase relation coefficients alpha and beta can be directly calibrated through the function. Based on the geometric form relationship of the river bed section, the relationship between the river channel section elements and the channel scale elements is established, and the complicated river depth correction coefficient eta calibration process is simplified. And a new maximum development scale formula for determining the river reach is established based on the river facies relationship, and the maximum development scale formula can be directly calculated from river channel section factors and river facies relationship parameters. The physical concept is clear, the method is convenient to implement, and the conclusion is credible.
Drawings
FIG. 1 is a technical scheme of a channel maximum development scale calculation method based on river facies relationship;
FIG. 2 is a schematic diagram of the location of the Chong segment;
FIG. 3 is a river facies relationship fitting result of a good river reach along the Yibin Jiangjin section;
FIG. 4 shows the variation trend of river correlation coefficient α at different flow rates;
FIG. 5 shows the variation trend of river correlation coefficient β at different flow rates;
FIG. 6 shows the natural river width B distribution of the lowest navigation water level designed in the Yibin to Jiangjin section;
FIG. 7 is a diagram showing the coefficient k distribution of the lowest navigation water level section designed in the Yibin to Jiangjin section;
fig. 8 is a cross-sectional profile of a natural river.
Detailed Description
The present invention is further illustrated by the following examples, but it should not be construed that the scope of the above-described subject matter is limited to the following examples. Various substitutions and alterations can be made without departing from the technical idea of the invention and the scope of the invention is covered by the present invention according to the common technical knowledge and the conventional means in the field.
Example 1:
referring to fig. 1, the embodiment discloses a channel maximum development scale calculation method based on a river relation, which includes the following steps:
1) and determining the excellent river reach of the natural river channel. The excellent river reach is a sample plate for navigation channel improvement engineering reference and is a river reach in a natural river, which has no obstacle to navigation. The river relation of a good river reach is intended to describe the most suitable river bed section shape achieved after the river flow is regulated in a natural state.
2) The cross section of the river channel after finishing the renovation is assumed to be similar to the cross section of the excellent river reach. The on-way river-facies relationship of the cross section of the excellent river reach under the characteristic flow (the minimum navigation guaranteed flow is selected in the embodiment) is established as shown in the formula (1).
Wherein B is the water surface river width. H is the average water depth of the river cross section. Alpha is a river relation coefficient. Beta is the river relation index.
And measuring the average water depth H and the river width B of the river reach under the three-level flow of flood, medium and dry river. The river-phase relation parameters alpha and beta are extracted through the formula (1), and the functional relation between the flow Q and the coefficient alpha or the exponential beta is fitted, so that the river-phase relation parameters alpha and beta can be conveniently extracted directly according to the functional relation under the condition of different required flows, and early measurement work is not needed.
3) Referring to fig. 8, based on the geometric relationship of the river bed section, the relationship between the river section elements and the channel scale elements is established.
Hm＝kH (2)
In the formula, Hm is the maximum water depth of the river cross section, m. And k is a river channel section shape coefficient. h is the stable water depth of the channel, m. And b is the design flight width m. Eta is the water depth correction coefficient. It is worth explaining that when the channel width b changes due to planning requirements, the corresponding water depth correction coefficient eta can be determined through a formula without measuring the channel water depth h under the channel width b again.
4) Assuming that the flow Q passing through the cross section of the river channel is equal before and after the regulation of a certain longer river reach channel, the river bed roughness n and the average water surface gradient J are kept unchanged. According to the water flow continuity equation and the Manning formula:
Q＝BHv (5)
the joint solution is to obtain:
derived from equation (1):
B＝α2H2β+2(8)
substituting formula (8) for formula (7):
namely:
formula (11) is obtained by substituting formulae (2), (3) and (4) for formula (10). And (4) calculating to obtain the maximum stable water depth of the theoretical channel through the formula (11), and determining the maximum development scale of the river reach to be researched.
Wherein v is the average flow velocity of the river cross section m/H, H is the stable water depth of the channel, m, H is the average water depth of the river cross section, η is the water depth correction coefficient, k is the shape coefficient of the river cross section, B is the water surface river width, B is the design navigation width, m, α is the river phase relation coefficient, β is the river phase relation index, Q is the flow, m is the flow3S; j is the dry average water surface drop; and n is the roughness of the riverbed.
Example 2:
in the embodiment, the largest development scale of the channel segment is explored by taking the Chongjiang upstream Chongqing segment as an example. Referring to fig. 2, the river section from yibin Hejiang gate (upstream channel mileage 1044km) to Chongqing Jiulongpo (upstream channel mileage 681km) in the upper reaches of the Yangtze river is called the Xuyu section for short, and the total length is 363 km. The Chongqing segment spans four Sichuan and Chongqing areas, water flow passes through the southeast edge of the basin of the Sichuan from the west to the east, and the interval river bed is mostly composed of bedrocks, pebbles or pebble-sandwiched sand, and the water flow condition and the river bed are approximately stable.
1) According to an actually measured navigation chart of a navigation channel in a dry season of Yangtze river navigation bureau, 739 actually measured excellent sections are selected from a river section in a Chong section, the natural river width at a three-level water level of 'dry in flood' is directly measured on the chart, and then the section area A and the average water depth H below the water level are calculated.
2) The river channel section width and depth data are used for carrying out curve fitting on the formula (1), the correlation is good, α and β in the formula are undetermined constants, the fitting result is shown in figure 3, and R in the figure2Is a correlation coefficient representing the degree of correlation between the estimated value of the fitted curve and the actual data, the closer the value is equal to 1, the higher the degree of correlation, the higher the reliability of the fitted curve. In figure 3a, the P is 98 percent, and the flow rate of the Zhutuo station is 2230m3And s. In fig. 3b, P is 98%, and the flow rate of the Zhutuo station is 12100m3/s。
In fig. 3c, P is 98%, and the flow rate of the Zhutuo station is 20291m3/s。
Wherein B is the water surface river width. H is the average water depth of the river cross section. Alpha is a river relation coefficient. Beta is the river relation index.
Based on the complete flow water level relation curve of the Zhutuo station, selecting a typical excellent section of the river course of the Zhutuo section, and rating the section to be 3200-21800 m3The river relation coefficients α and β under the flow/s and the coefficient change trend are shown in figures 4 and 5, the comprehensive river relation change shows that the river relation coefficients of the Chongqing segment and the Zhutuo segment are consistent with the flow change trend, the river relation coefficient α is increased along with the increase of the flow, and the coefficient β is increased along with the increase of the flowThe coefficient α is close to the index β under the same flow magnitude, which shows that the river phase relation coefficient of the Chongqing segment has certain representativeness and can represent the change trend of the river phase relation coefficient of the mountain area at the upstream of the Yangtze river to a certain extent.
α＝0.0024Q+26.878 (2)
β＝-0.089ln(Q)-0.4743 (3)
The Chongqing segment of the Yangtze river trunk has a Tuojiang river and a red river branch inflow sink, the influence of the sink river on the design flow of the trunk is considered, and the minimum navigation flow designed by the Yangtze river trunk flow Yibin (Lizhuang) station is 2071m3(P is 98%), and the minimum navigation flow designed by the Luzhou station is 2150m3(P is 98%) and the lowest navigation flow designed for the Zhutuo station is 2230m3And/s (P ═ 98%), dividing the whole river section into three sections according to the designed flow rate, and referring to the following table for the relation between the river phase of each section and the theoretical river phase (formulas 2 and 3).
TABLE 1 comparison of river relations between different river segments
The comparison of the river phase relations shows that the river phase relation expression of each river section is consistent with the theoretical river phase relation under different design flow rates, and the river phase relation of the river channel of the Chong section at the upper part of the Yangtze river accords with a certain change rule, so that the river phase relation coefficients alpha and beta of each river section can be determined under different design flow rates. And the correlation between the flow and the river relation coefficient is drawn by points, so that a more complicated coefficient calibration process is simplified.
3) And determining the natural river width B and the river channel section shape coefficient k. 739 measured good sections were statistically analyzed. The natural river width B at zero water level (P ═ 98% design navigable low water level) is directly measured on the graph, and then the cross-sectional area and the average water depth H below zero water level are calculated. Statistical parameter statistical maps, see fig. 6 and 7.
The natural river width B and coefficient k distribution from fig. 6 and 7 are relatively discrete and do not have river reach representativeness. If the natural river width B and the river channel section shape coefficient k of each section are subjected to moving averaging, when the number of the sections reaches a certain degree, the natural river width B and the coefficient k tend to be stable. Statistical data show that after the research sections reach a certain number, the natural river width B of the Chong section and the water depth shape correction coefficient k of the sections tend to be stable under the lowest design navigation water level. Wherein the Yibin-Luzhou river reach natural river width B is about 552.7 meters, and k is about 2.20 meters. The natural river width B of the Luzhou-Hejiang river reach is about 596.9 meters, and k is about 2.49 meters. The natural river width B of the river section from Hejiang to Jiulong slope is about 589.2 meters, and the coefficient k is about 2.384.
4) The average ratio of the water shortage along the river reach is reduced to 0.252-0.259 per mill (calculated according to the designed lowest navigation water level of the Chongqing river reach), the average flow speed of the flood is 3.6m/s, the water shortage is 1.5-2.0 m/s generally, and the value range of the river bed roughness n is 0.030-0.045.
The large branches of Tuojiang river and red river are mainly converged in the sections from Yibin Hejiang gate to Chongqing Jiulong river, and the minimum navigation flow is 2071m according to years of data analysis of a Li Zhu station, a Luzhou station and a Zhutuo station, wherein the Li Zhu station guarantee rate P is 98 percent3And s. The minimum designed traffic flow of the Luzhou station guarantee rate P is 2150m with 98%3And s. The minimum designed navigation flow is 2230m when the guarantee rate P of the Zhutuo station is 98%3And s. The river phase relation analysis of the river reach shows that the river phase relation of the river reach from Yibin Hejiang river to Chongqing Jiulong slope river reach has no obvious change along the way, so that the calculation is convenient, and the flow of the plum station is used as the calculated flow in the whole Yibin Hezhou river reach. And the flow of the Luzhou station is used as the calculated flow in the Luzhou to Hejiang section. The design flow of the Zhutuo station is used as the calculated flow in the Hejiang to Jiulong slope section.
And developing the maximum stable navigation depth which can be reached by each channel grade under a certain navigation flow in a dry water period after the channel regulation is calculated. The Chongqing segment is based on the design standards of II-level single lines (3.5 mx 60 mx 800m), II-level single-ship double lines (3.5 mx 80 mx 800m), II-level single-ship + fleet double lines (3.5 mx 100 mx 800m), I-level single lines (4.0 mx 80 mx 800m), I-level channel single-ship double lines (4.0 mx 90 mx 800m) and I-level single-ship + fleet double lines (4.0 mx 110 mx 900m), and the stable channel depth calculation result is as follows:
table 2 stable estimation of navigation depth after channel regulation of Chongqing river course (level ii, b is 60)
Table 3 stable estimation of navigation depth after channel regulation of Chongqing river course (level ii, B ═ 80)
Table 4 stable estimation of navigation depth after navigation channel regulation of Chongqing river course (level ii, B ═ 100)
Table 5 stable estimation of navigation depth after channel regulation of Chongqing river course (level i, B ═ 90)
Table 6 stable estimation of navigation depth after channel regulation of Chongqing river course (level i, B ═ 110)
When the design standard of I-level single ship plus fleet double line (4.0m multiplied by 110m multiplied by 900m) is drawn up, the developing channel potential of the Yibin-Luzhou river reach is the minimum, and the estimated navigation depth is 7.32 m. When the I-level flight width is planned to be 100m, the exploitable navigation channel potential of the Yibin-Luzhou river reach is the minimum, and the estimated stable navigation depth is 7.65 m.
From the theoretical calculation of navigation channel potential, the Yu river reach the level II navigation channel single ship double line (3.5m multiplied by 80m multiplied by 800m) through navigation channel regulation, and the level I navigation channel single ship double line (4.0m multiplied by 100m multiplied by 800m) and single ship plus fleet double line (4.5m multiplied by 180m multiplied by 800m) standards can be reached through navigation channel regulation towards the Fuga river reach.
Claims (4)
1. A channel maximum development scale calculation method based on river facies relationship is characterized by comprising the following steps:
1) determining an excellent river reach of the natural river; wherein the excellent river reach is a river reach which has no obstacle to navigation in a natural river;
2) establishing an on-way river phase relation of the cross section of the excellent river reach under the characteristic flow as shown in a formula (1);
in the formula, B is the water surface river width; h is the average water depth of the river cross section; alpha is a river relation coefficient; beta is a river relation index;
3) establishing a relation between river channel section elements and channel scale elements based on the geometric form relation of the river bed section;
3.1) setting the ratio of the maximum water depth of the section to the average water depth of the section as a river channel section shape coefficient k;
Hm＝kH (2)
in the formula, Hm is the maximum water depth of the river cross section, m; k is the river cross section shape coefficient;
3.2) establishing a functional relation between the water depth correction coefficient eta and the channel width b;
in the formula, h is the stable water depth of the channel, m; b is the design flight width, m; eta is a water depth correction coefficient;
4) obtaining the formula (5) and the formula (6) according to the water flow continuity equation and the Manning formula; the formula (7) is obtained by jointly decomposing the formula (1), the formula (5) and the formula (6); substituting formula (2), formula (3) and formula (4) for formula (7) to obtain formula (8); calculating to obtain the maximum stable water depth of the theoretical channel through a formula (8), and determining the maximum development scale of the river reach to be researched;
Q＝BHv (5)
wherein Q is the flow rate, m3The method comprises the following steps of A, B, water surface river width, H, river section average water depth, v, river section average flow speed, m/H, n, river bed roughness, J, dry water average water surface gradient, α, β, H, channel stable water depth, m, η, water depth correction coefficient, k, river section shape coefficient and B, wherein the water surface river width is defined as the design river width, and the design river width is defined as the m.
2. The method according to claim 1, wherein the method comprises the following steps: and 2) measuring the average water depth H and the river width B of the river reach under the three-level flow of flood, medium and dry river.
3. The method according to claim 1, wherein the method comprises the following steps: in the step 2), the average water depth H and the river width B of the researched river reach are measured under the three-level flow of flood, medium and dry, and functions of flow and river-related parameters alpha and beta are established.
4. The method according to claim 1, wherein the method comprises the following steps: in the step 2), the characteristic flow is selected to design the minimum navigation guaranteed flow.
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