CN113312690B - Estuary leaf vein-like river network tide boundary determination method - Google Patents

Abstract

The invention discloses a method for determining a tidal range of a leaf-vein-shaped river network at a river mouth. The estuary leaf vein-shaped river network tide boundary determining method is divided into four parts, firstly, the plane distribution of the river network and the geometric characteristics of rivers are investigated and collected, and the weighted slope drop, the weighted river width, the branch weighted slope drop and the weighted river width of the river network main stream are determined; secondly, determining a main stream river width influence factor, a slope fall influence factor, a maximum tidal range of the portal, a main stream tidal range boundary and a tidal zone boundary; thirdly, determining a main flow and branch flow intersection section and branch flow port section tidal range conversion; fourthly, determining and determining the river width influence factor, the slope fall influence factor, the tidal current boundary and the tidal zone boundary of each branch. The determination of the tidal range of the leaf vein-shaped river network at the estuary can define the maximum influence range of the tidal current in the main current and the branch current, and provides technical support for later-period scientific treatment.

Description

Estuary leaf vein-like river network tide boundary determination method

Technical Field

The invention relates to the fields of hydraulics and river dynamics, in particular to a method for determining a tidal range of a leaf-vein-shaped river network at a river mouth.

Background

The estuary generally refers to the section of a river into which the river is poured. The estuary is the interaction product of the ocean process and the river process, and is the result of the complex action of ocean power and river hydrologic power. China has a plurality of rivers, wherein the area of the river basin is 100km²The above rivers are 5 ten thousand, and due to differences of hydrology, geology and formation process, a plurality of estuaries 1800 with different sizes and different shapes are formed. The tidal range of river mouths in different regions is greatly changed, the Qiantangjiang river in China is a typical strong tide river mouth, the tidal range is as high as 8.93m, the average tidal range of the river mouths of Minjiang river is 4.21m, the average tidal range of the river mouths of Zhujiang river is 2.78-3.06 m, the average tidal range of the river mouths of Changjiang river is 2.6m, the average tidal range of the river mouths of Laiwei river, which is injected into the North sea near the Hetian deer Dan in the Netherlands, the Milesian river mouth in the United states is a weak tide river mouth, the tidal range is less than 1m, the average tidal range of the river mouths of Bohai and yellow river mouths of Laizian Bay is only 0.61-1.31 m, and the variation of inflow river into the sea is very large, such as Fujiangjiang river and ecological flow rate 308m³And the maximum flood peak flow of 613 flood in Minjiang in 1998 is up to 33800m³And/s, which are 109.74 times different from each other. River networks of estuary cities are criss-cross, reach the sea, boundary conditions are quite complex, and the river networks are intersected and superposed with sensitive and variable estuary water flow conditions, so that the determination of a tidal boundary as a runoff and tide intersection boundary becomes a technical problem, a solution can be obtained by a complex numerical simulation method, the numerical simulation is only unit number, few is tens of thousands, many is hundreds of thousands, even millions, time and labor are wasted. The tide boundary is an important index for judging the strength of a flood and tide game, can determine the influence range of the tide, and has important influence on the safety of a series of wading projects such as shipping, power generation, flood control and drainage, urban water taking, pollutant diffusion, salt tide up-tracking, river-crossing subways, river-crossing bridges and the like.

The estuary region is an engine for the development of socioeconomic, is the center of political economic culture, and is located in estuary of China and many important cities in the world, such as London, New York, Tokyo and Shanghai. 50% of the population of the United states resides in the seaside city of estuary delta, 75% of the export products at sea and 80-90% of the fishery products originate from the seaside city of estuary delta. GDP of 7 cities at the river mouth of Zhujiang river in China accounts for 77.7 percent of Guangdong province, the total amount of import and export accounts for 84 percent of Guangdong province and 48 percent of China, the economic status is very important, and the whole body can be moved by pulling one city. The river mouth is the sink of river basin material flux and the source of ocean material flux, and the river basin change can be sensitively reflected in the water flow movement law of the river mouth region like pulse for natural change and increasingly enhanced human activities. The economic, entertainment and aesthetic values of the estuary and the complex and changeable flow characteristics thereof enable the determination of the estuary river network tide bound to become the focus of much attention of academic circles, and the research and development of a tide bound determination technology which is suitable for the characteristics of the estuary river network, convenient and applicable is urgently needed to meet the requirements of ecological civilization, engineering construction and social progress in China.

The retrieval of relevant data including Chinese patents shows that no report about the tidal range of the estuary leaf vein-like river network exists at home and abroad at present.

Disclosure of Invention

(1) Technical problem to be solved

Under the intersection action of the runoff and the tide, the estuary and the urban river network form various complicated and variable water flow phenomena, and the tide bound is the result of the tide and runoff game. The invention mainly solves the technical problems that: and determining the tidal range of the river entering the sea and the tidal range of each branch flow of the river network in the estuary city, including the tidal range and the tidal zone, so as to define the influence range of the tidal current.

(2) Technical scheme

The technical scheme adopted by the invention for solving the technical problems is as follows: the method for determining the estuary leaf vein-shaped river network tide boundary is characterized by comprising the following steps of: the method for determining the estuary leaf vein-shaped river network tide boundary comprises four parts, namely surveying and collecting river network plane distribution and river geometric characteristics, and determining river network main flow weighted slope drop, weighted river width, branch flow weighted slope drop and weighted river width; secondly, determining a main stream river width influence factor, a slope fall influence factor, a maximum tidal range of the portal, a main stream tidal range boundary and a tidal zone boundary; thirdly, determining a main flow and branch flow intersection section and branch flow port section tidal range conversion; fourthly, determining and determining the river width influence factor, the slope fall influence factor, the tidal current boundary and the tidal zone boundary of each branch.

The weighted slope drop, the weighted river width, the branch weighted slope drop and the weighted river width of the main stream of the river network are determined by the following formulas:

main flow weighted slope

Main flow weighted river width

Tributary weighted descent

Tributary weighted river width

Wherein L is_msCalculating the river length for the total main flow,/_ms(i) Is the i-th section of the main stream, the river length (m), rs_ms(i) Is the i-th section slope (unit: one percent) of the main flow, rb_ms(i) Is the i-th section of the main stream, n_msIs the total number of segments of the dry stream. L is a radical of an alcohol_b(j) Calculating the total river length, l for the jth tributary_b(j, i) is the ith stream length (m), rs of the jth substream_b(j, i) is the slope (unit: one percent) of the ith section of the jth branch flow, rb_b(j, i) ith stream width, n_b(j) The total number of the j-th tributary sections. The dry stream river width impact factor is determined by the following formula:

C_ms1＝-0.06617×RB_ms ²+1.6858×RB_ms+9.2509 (5)

the main flow slope impact factor is determined by the following formula:

C_ms2＝93.041×RS_ms ²-55.103×RS_ms+2.6615 (6)

maximum tidal range TRMAX of main sluice gate_msIs determined by the following formula:

TRMAX_ms0＝SL_max-SL_min (7)

wherein SL_maxMaximum tidal level (m) of the portal, SL_minMinimum tide level for entrance (m)

The dry flow tidal zone boundary is determined by:

wherein LTTMAX_msThe distance (km) between the boundary of the main current tide zone and the main current port door.

The dry flow tidal flow boundary may be determined by:

LTCSMAX_ms＝0.778×LTRMAX_ms (9)

wherein LTCSMAX_msThe distance (km) between the main current tidal current boundary and the main current port door. Wherein LTCSMAX_msThe distance (km) between the main current tidal current boundary and the main current port door.

The tidal range of the intersection section of the main flow and the branch flow and the section of the branch port gate is determined by the following formula:

tidal range of intersection section of main flow and jth branch flow

TRMAX_ms(j)＝C_ms1×L_ms(j)²+C_ms2×L_ms(j)+TRMAX_ms (10)

Wherein L is_ms(j) Distance (km) from the intersection section of the main stream and the jth strip to the main stream gate

Tidal range of jth branch portal cross section

TRMAX_b0(j)＝-1.4762×TRMAX_ms(j)²+8.7066×TRMAX_ms(j)-10.042 (11)

Determining a jth tributary river width influence factor by the following formula according to the branch tidal range along-path change rule, the tidal zone boundary and the tidal flow boundary by the following formula:

C_b1(j)＝-0.2664×RB_b(j)²+5.1711×RB_b(j)-21.672 (12)

the impact factor of the slope drop of the jth tributary is determined by the following formula:

C_b2(j)＝3.128×RS_b(j)²-0.3184×RS_b(j)-4.0924 (13)

the jth tributary tide zone boundary is determined by:

the jth tributary tidal flow boundary is determined by:

LTCSMAX_b(j)＝0.9497×LTRMAX_b(j)-0.0747 (15)

the above formula applies conditions and ranges: the natural slope of the river is 0-35.98 per mill, the river width is 6-52.9 m, and the tidal range is 2.3-3.0 m.

(3) The invention has the advantages of

By the method, the tidal current influence range of the sea-entering river and the urban river network can be determined very conveniently. The method has important significance for scientific point selection layout of water intake ports in rivers and urban drinking water, and the influence of upward backtracking of the salt tide on the urban drinking water is avoided. Moreover, the determination of the tidal current boundary and the tidal area boundary has important significance for channel construction, planning and selecting points of ports and wharfs, urban flood control and drainage design, selecting points of through-river subways, hydrodynamic risk prevention and control, coupling research of bridges passing through rivers, bridge safety guarantee, pollutant migration control and the like, and has obvious social, economic and environmental benefits.

Drawings

The present invention will be described in further detail with reference to the following drawings and examples.

FIG. 1 is a view of the river course layout of the present invention

In the figure, a flood drainage channel 1 of a main stream south pond, a branch post-mountain stream 2, a branch ancient stream 3 and a branch post-hillside stream 4

Detailed Description

Example 1:

the first step is as follows: surveying and collecting river network plane distribution and river geometric characteristics, and determining river network main flow weighted slope drop, weighted river width, branch flow weighted slope drop and weighted river width

According to the geometrical characteristics of 25 actual measurement section rivers of the waterlogging draining channel of the main flow south big pond, and the geometrical characteristics of 10 actual measurement sections of the mountain stream behind the branch 1, 8 actual measurement sections of the ancient stream 2 and 8 actual measurement sections of the hillstream behind the branch 3, see tables 1-4. Calculating the weighted slope drop RS of the drainage channel of the main flow south large pond according to the formula (1)_ms0.046818, calculating the main flow weighted river width RB according to the formula (2)_ms17.701m, calculating the weighted slope drop RS of the mountain stream behind the tributary 1 according to the formula (3)_b(1) 0.17162, tributary Guxi xi 2 weighted slope RS_b(2) 0.43768, rear Baoxi weighted slope RS_b(3)＝1.27354Calculating the weighted river width RB of the mountain stream after the tributary 3 according to the formula (4)_b(1) 12.405m, tributary Guxi weighted river width RB_b(2) 5m, the weighted river width R of post-tributary gang xi_b(3)＝2.5m。

TABLE 1 actual measurement of river geometry characteristics of flood drainage channel of main flow south pond

Serial number	Name of cross section	Section pile number	Average river width	Average bottom elevation of riverbed
					1	ndt1	0-303	16	-1.07
2	Dry 4 source	0-219.38	46.4	-1.04
					3	ndt2	0-137	68.1	-1.17
4	ndt3	0+000	27.7	-1.04
					5	ndt4	0+368	27.9	-0.86
6	ndt5	0+639	18.2	-0.76
					7	Dry 3 source	0+660.67	18	-0.77
8	ndt6	0+849	18	-0.68
					9	ndt7	1+284	16	-0.55
10	ndt8	1+574	16	-0.51
					11	Dry 2 source	1+664.69	16	-0.51
12	ndt9	1+819	16	-0.49
					13	ndt10	2+155	16	-0.46
14	ndt11	2+346	14	-0.43
					15	Dry 1 source	2+608.24	14	-0.19
16	ndt12	2+686	14	-0.1
					17	ndt13	3+018	14	0.21
18	ndt14	3+058	6	0.26
					19	ndt15	3+190	6	0.32
20	ndt16	3+305	6	0.45
					21	ndt17	3+436.5	6	0.55
22	ndt18	3+565	6	0.66
					23	Branch 1 source	3+673.37	6	0.74
24	ndt19	3+690	6	0.75
					25	ndt20	3+798	6	0.85

TABLE 2 measured river geometry characteristics of mountain stream after tributary

TABLE 3 actually measured geometrical characteristics of the river of the tributary Guxi xi

Serial number	Name of cross section	Section pile number	Average river width	Average bottom elevation of riverbed
					1	gxx1	0+000	5	-0.46
2	gxx2	0+158	5	0.5
					3	gxx3	0+339	5	1.25
4	gxx4	0+501	5	2.25
					5	gxx5	0+724	5	3
6	Branch 3 source	0+731	5	3
					7	gxx6	0+888.5	5	3.75
8	gxx7	1+019	5	4

TABLE 4 post-stream Baozhi actually measured river geometry characteristics

Serial number	Name of cross section	Section pile number	Average river width	Average bottom elevation of riverbed
					1	hgx1	0+000	2.5	0.22
2	hgx2	0+134	2.5	0.4
					3	hgx3	0+234	2.5	0.6
4	hgx4	0+317	2.5	1.1
					5	hgx5	0+429	2.5	2.87
6	hgx6	0+531	2.5	6.54
					7	Branch 2 source	0+565.32	2.5	7.2
8	hgx7	0+626.6	2.5	8.2

The second step is that: determining main flow river width influence factor, slope fall influence factor, maximum tidal range of portal, main flow tidal current boundary and tidal zone boundary position

Determining the influence factor of the main stream river width according to the formula (5)

C_ms1＝-0.06617×RB_ms ²+1.6858×RB_ms-9.2509

＝-0.06617×17.701²+1.6858×17.701-9.2509＝-0.1433

Determining a slope impact factor according to equation (6)

C_ms2＝93.041×RS_ms ²-55.103×RS_ms+2.6615

＝93.041×0.046818²-55.103×0.046818+2.6615＝0.2856

Determining a main gate maximum tidal range according to equation (7):

TRMAX_ms0＝SL_max-SL_min＝2.877-(-0.118)＝2.995(m)

determining the boundary of the main current tidal zone as 5.691(km) according to formula (8)

Determining the dry flow and tidal flow boundary to 4.428(km) according to equation (9)

LTCSMAX_ms＝0.778×LTRMAX_ms＝0.778×5.691＝4.428(km)

The third step: the intersection section of the main flow and each branch flow and the section tidal range conversion of each branch flow port:

according to the figure 1, the distance L from the intersection section of the mountain stream behind the tributary 1 and the drainage canal of the main flow south pond to the gate of the main flow port_ms(1) 1.587km, 2 ancient brook of tribute and south of trunk flow pond drainageDistance L between cross section of canal junction and main runner gate_ms(2) 2.458km, the distance L between the intersection section of the post-brook 3 tributary and the drainage channel of the main flow south pond and the gate of the main flow port_ms(3) 3.321km, respectively replacing the flood drainage channels with the entry type (10), and determining the tidal range of the intersection section of the mountain stream behind the tributary 1 and the flood drainage channel of the main flow south pond

TRMAX_ms(1)＝C_ms1×L_ms(1)²+C_ms2×L_ms(1)+TRMAX_ms

＝-0.1433×1.587²+0.2856×1.587+2.995＝3.087(m)

Section tidal range of intersection of tributary 2 ancient brook and main brook south pond drainage canal

TRMAX_ms(2)＝C_ms1×L_ms(2)²+C_ms2×L_ms(2)+TRMAX_ms

＝-0.1433×2.458²+0.2856×2.458+2.995＝2.831(m)

Tidal range of cross section of intersection of branch 3 post-sentry creek and main south pond drainage channel

TRMAX_ms(3)＝C_ms1×L_ms(3)²+C_ms2×L_ms(3)+TRMAX_ms

＝-0.1433×3.321²+0.2856×3.321+2.995＝2.363(m)

Determining 1 oroportal tidal range of the rear mountain stream branch according to the formula (11)

TRMAX_b0(1)＝-1.4762×TRMAX_ms(1)²+8.7066×TRMAX_ms(1)-10.042

＝-1.4762×3.087²+8.7066×3.087-10.042＝2.768(m)

Tidal range of 2 tributaries of ancient Xixi

TRMAX_b0(2)＝-1.4762×TRMAX_ms(2)²+8.7066×TRMAX_ms(2)-10.042

＝-1.4762×2.831²+8.7066×2.831-10.042＝2.775(m)

Gate tide difference of post gang xi 3 tributary

TRMAX_b0(3)＝-1.4762×TRMAX_ms(3)²+8.7066×TRMAX_ms(3)-10.042

＝-1.4762×2.363²+8.7066×2.363-10.042＝2.289(m)

The fourth step: determining river width influence factor and slope fall influence factor of each branch, and tidal current boundary and tidal zone boundary position of each branch

Determining the mountain stream river width influence factor behind the tributary 1 according to the formula (12)

C_b1(1)＝-0.2664×RB_b(1)²+5.1711×RB_b(1)-21.672

＝-0.2664×12.405²+5.1711×12.405-21.672＝1.4808

Tributary 2 Guxi river width influencing factor

C_b1(2)＝-0.2664×RB_b(2)²+5.1711×RB_b(2)-21.672

＝-0.2664×5²+5.1711×5-21.672＝-2.4765

Factor affecting river width of Bianxi after 3 tributes

C_b1(3)＝-0.2664×RB_b(3)²+5.1711×RB_b(3)-21.672

＝-0.2664×2.5²+5.1711×2.5-21.672＝-10.409

Determining mountain stream slope descending influence factor behind tributary 1 according to formula (13)

C_b2(1)＝3.128×RS_b(1)²-0.3184×RS_b(1)-4.0924

＝3.128×0.17162²-0.3184×0.17162-4.0924＝-4.0549

Tributary 2 Guxi slope descending influence factor

C_b2(2)＝3.128×RS_b(2)²-0.3184×RS_b(2)-4.0924

＝3.128×0.43768²-0.3184×0.43768-4.0924＝-3.6325

Branch 3 post-Baozxi slope descending influence factor

C_b2(3)＝3.128×RS_b(3)²-0.3184×RS_b(3)-4.0924

＝3.128×1.27354²-0.3184×1.27354-4.0924＝0.5754

Determining the mountain stream tide zone boundary behind the tributary 1 according to the formula (14)

Tributary 2 ancient brook district boundary

Zone boundary of Binhe river after 3 tributaries

Determining mountain stream tidal flow boundary behind tributary 1 according to formula (15)

LTCSMAX_b(1)＝0.9497×LTRMAX_b(1)-0.0747

＝0.9497×1.442-0.0747＝1.295(km)

Tributary 2 ancient Linxi tidal stream boundary

LTCSMAX_b(2)＝0.9497×LTRMAX_b(2)-0.0747

＝0.9497×0.554-0.0747＝0.451(km)

Branch 3 rear Baozxi tidal stream boundary

LTCSMAX_b(3)＝0.9497×LTRMAX_b(3)-0.0747

＝0.9497×0.497-0.0747＝0.397(km)

It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.

Claims (1)

1. A method for determining a tidal range of a leaf-vein-shaped river network at a estuary is characterized by comprising the following steps: the method for determining the estuary leaf vein-shaped river network tide boundary comprises four parts, namely surveying and collecting river network plane distribution and river geometric characteristics, and determining river network main flow weighted slope drop, main flow weighted river width, branch flow weighted slope drop and branch flow weighted river width; secondly, determining a main stream river width influence factor, a slope fall influence factor, a maximum tidal range of the portal, a main stream tidal range boundary and a tidal zone boundary; thirdly, determining a main flow and branch flow intersection section and branch flow port section tidal range conversion; fourthly, determining river width influence factors, slope fall influence factors, tidal current boundaries and tidal zone boundaries of all the branches;

the main flow weighted slope drop, the main flow weighted river width, the tributary weighted slope drop and the tributary weighted river width of the river network are determined by the following formulas:

main flow weighted slope

Main flow weighted river width

Tributary weighted descent

Tributary weighted river width

Wherein L is_msCalculating the river length for the total main flow,/_ms(i) Is the i-th section of the main stream, the river length (m), rs_ms(i) Is the i-th section slope (unit: one percent) of the main flow, rb_ms(i) Is the i-th section of the main stream, n_msThe total number of the segments of the main flow; l is a radical of an alcohol_b(j) Calculating the total river length, l for the jth tributary_b(j, i) is the ith stream length (m), rs of the jth substream_b(j, i) is the i-th section slope (unit) of the j-th tributary: one hundredth), rb_b(j, i) ith stream width, n_b(j) The total number of the j branch flow sections;

the dry stream river width impact factor is determined by the following formula:

C_ms1＝-0.06617×RB_ms ²+1.6858×RB_ms+9.2509 (5)

the main flow slope impact factor is determined by the following formula:

C_ms2＝93.041×RS_ms ²-55.103×RS_ms+2.6615 (6)

maximum tidal range TRMAX of main sluice gate_msIs determined by the following formula:

TRMAX_ms0＝SL_max-SL_min (7)

wherein SL_maxMaximum tidal level (m) of the portal, SL_minMinimum tide level for entrance (m)

The dry flow tidal zone boundary is determined by:

wherein LTTMAX_msThe distance (km) between a main flow tidal area boundary and a main flow port door;

the dry flow tidal flow boundary may be determined by:

LTCSMAX_ms＝0.778×LTRMAX_ms (9)

wherein LTCSMAX_msThe distance (km) between a main flow tidal current boundary and a main flow port door;

the tidal range of the intersection section of the main flow and the branch flow and the section of the branch flow port is determined by the following formula:

the tidal range of the intersection section of the main flow and the jth branch flow is as follows:

TRMAX_ms(j)＝C_ms1×L_ms(j)²+C_ms2×L_ms(j)+TRMAX_ms (10)

wherein L is_ms(j) The distance (km) between the intersection section of the main flow and the jth main flow port door,

tidal range of jth branch portal cross section

TRMAX_b0(j)＝-1.4762×TRMAX_ms(j)²+8.7066×TRMAX_ms(j)-10.042 (11)；

The change rule of the branch tidal range along the way, the tidal zone boundary and the tidal flow boundary are determined by the following formula:

the jth tributary river width influencing factor is determined by the following formula:

C_b1(j)＝-0.2664×RB_b(j)²+5.1711×RB_b(j)-21.672 (12)

the impact factor of the slope drop of the jth tributary is determined by the following formula:

C_b2(j)＝3.128×RS_b(j)²-0.3184×RS_b(j)-4.0924 (13)

the jth tributary tide zone boundary is determined by:

the jth tributary tidal flow boundary is determined by:

LTCSMAX_b(j)＝0.9497×LTRMAX_b(j)-0.0747 (15)

the above formula applies conditions and ranges: the natural slope of the river is 0-35.98 per mill, the river width is 6-52.9 m, and the tidal range is 2.3-3.0 m.

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