CN111582644A - Silt coast beach site selection method - Google Patents
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Abstract
The invention relates to a silt coast beach site selection method, which comprises the following steps: firstly, selecting an inwards concave arc coast with cape at two ends or capable of being constructed to enable the cape at two ends to be provided with cape as a target undetermined site on a target muddy coast; secondly, aiming at the target to-be-located site selection, analyzing whether the coast section form of the target meets preset topographic conditions or not; thirdly, aiming at a target to-be-located site, calculating the water body flow velocity V after the waves are broken, and calculating the starting critical flow velocity U of the viscous sediment under the condition of the limit water depthcJudging V and UcThe relationship of (1); and finally, determining whether the target site to be selected is used as a high-quality beach site of the muddy coast. Based on the research results of the inventor, the invention realizes quantitative assessment of specific site selection from three aspects of landform characteristics, terrain profile shapes and wave conditions, and provides more sufficient technical basis for planning and designing the artificial sand beach of the muddy coast.
Description
Technical Field
The invention relates to a silt coast beach site selection method, belonging to the technical field of beach site selection engineering.
Background
China has various coast forms, and a plurality of muddy coasts are distributed from south to north. From the view point of tourist sight, the sight of the muddy coast is much inferior to that of the sandy coast. However, in the muddy coast, some natural sandy beach is sporadically existed, such as part of coast of the area of continuous cloud of hong Kong, the sandy beach is in the surrounding of the outer sea muddy environment, the sandy beach is intact, and the sandy beach is not muddy. This is very worth studying.
Through search, most of the current research documents think that silt coast sandbeach exists in unique terrain such as headland bay and has certain wave conditions, but the current research does not carry out more intensive research aiming at the condition and cannot form a complete and strong-operation technical scheme for the addressing method of the silt coast sandbeach.
In addition, chinese patent No. CN201611198880.3 and publication No. CN106522154B disclose a mud pumping pipe gallery system for slowing down the argillization of a manual beach on a muddy coast, which includes a plurality of mud permeable pipes buried under the manual beach, the mud permeable pipes are arranged along the slope of the beach, the upper ends of the mud permeable pipes are located at a high tide level line, the lower ends of the mud permeable pipes are located at a low tide level line, the lower ends of all the mud permeable pipes are connected with a mud collecting pipe, one end of the mud collecting pipe is closed, the other end is an outlet for extending out the manual beach sand blocking embankment, and a mud pumping pump is arranged in the mud collecting pipe; inflow holes are densely distributed on the mud penetrating pipeline, and geotextile for penetrating mud and protecting sand is covered above the mud penetrating pipeline. The technical scheme is a subsequent maintenance project of the artificial sand beach of the muddy coast, and is used for slowing down the argillization rate of the sand beach. However, the prior patent documents represented by the technical proposal do not have the content related to the selection of the muddy coast beach sites.
Disclosure of Invention
The main purposes of the invention are: the method overcomes the problems in the prior art, and provides a method for site selection of the muddy coast beach, which carries out scientific site selection based on the research result of the inventor, thereby providing a sufficient technical basis for the planning and design of the muddy coast artificial beach.
The main technical concept of the invention is as follows: the inventors found that in the prior art, although most of research documents suggest that muddy coast beaches exist in unique terrains such as headland bay and have certain wave conditions, the mechanism of the muddy coast existing in the beaches is not further studied, and the wave conditions of the muddy coast existing in the beaches are not studied. Based on the above, after the inventor has conducted intensive practical studies, the inventor finally finds the inherent mechanism of the existence of the sandy beach on the muddy coast, and based on the mechanism, the inventor finds a technical scheme capable of effectively achieving the above purpose.
The technical scheme for solving the technical problems of the invention is as follows:
a silt coast beach site selection method is characterized by comprising the following steps:
firstly, selecting an inwards concave arc coast with cape at two ends or capable of being constructed to enable the cape at two ends to be provided with cape as a target undetermined site on a target muddy coast;
secondly, aiming at the target to-be-located site selection, analyzing whether the cross section form of the coast meets preset terrain conditions or not, wherein the preset terrain conditions are that a terrain cross section fitting curve below 85 elevation meets the conditions that y is A × ln (x) -B, x is offshore distance and is in the unit of meter, y is terrain 85 elevation and is in the unit of meter, the value range of A is 3.1894 +/-0.5, the value range of B is 13.741 +/-4, and R of the fitting curve meets the preset terrain conditions2Not less than 0.9; if the target address is not matched with the target address, the target address to be selected is eliminated;
thirdly, aiming at a target to-be-located site, calculating the water body flow velocity V after the waves are broken according to wave observation data; and calculating the starting critical flow rate U of the viscous silt under the condition of the limited water depthc(ii) a Then, judge V and UcIf V > UcTaking the target undetermined site as a high-quality beach site of the muddy coast; if V<UcIf so, judging whether the target undetermined addressing can be achieved to V & gt U by engineering measurescAnd if the target undetermined site selection can be used as the high-quality beach site selection of the muddy coast, otherwise, the target undetermined site selection is eliminated.
The method is based on research results of an inventor, starting from three aspects of geomorphic characteristics, topographic profile morphology and wave conditions, whether a target undetermined site selection meets the conditions or not is quantified and examined in sequence, and only the quantified indexes meeting the three aspects can be used as a high-quality sandy beach site selection of a muddy coast.
The technical scheme of the invention is further perfected as follows:
preferably, in the first step, said concave curved shore has a posture characteristic of 35 ° to 39 °, namely: the linear distance of both ends endpoint of this indent arc coast is A, and the footpath with this indent arc coast middle part is dark to be B, and the angle alpha of establishing indent arc coast is arctan (2B/A), then 35 is less than or equal to alpha and is less than or equal to 39.
More preferably, said concave curved shore presents a posture characteristic of 37 °, i.e. α ═ 37 °.
By adopting the preferred scheme, the landform characteristic assessment standard can be more definite.
Preferably, in the second step, the value range of A is 3.1894 + -0.2, and the value range of B is 13.741 + -2.
By adopting the optimal scheme, the evaluation standard of the topographic profile form can be more accurate.
Preferably, in the third step, the specific steps of calculating the water body flow velocity V after the wave breaking are as follows:
s1, calculating a wave propagation change trend from the open sea to the near shore under the sea area average tide level condition by using wave calculation software according to wave observation data, and determining the average wave height H before the waves are broken;
s2, calculating the flow velocity of the water body after the wave is broken
Wherein g is the acceleration of gravity.
By adopting the preferable scheme, the calculation method of the water body flow velocity V is more definite.
Preferably, in the third step, the critical flow rate U of the viscous sediment starting under the condition of the limit water depth is calculatedcThen, one of the following formulas is adopted for calculation or the following formulas are adopted for calculation respectively, and then the average value is taken:
first, the sinus kernel formula:
wherein k issThe rough height of the bed surface; when D is present<0.5mm, take ks0.5 mm; coefficient 0.213 x 10-4cm；∈k＝2.56cm3/s2；
Second, the Tang deposit formula:
wherein Uc is the starting flow velocity cm/s of silt; c＝2.9×10-4g/cm；ρ＝0.00102g.s2/cm4；γSIs the volume weight (g/cm) of silt3) And the volume weight of the silt of the natural sand is 2.65g/cm3The volume weight of the sediment of the model sand is 1.15g/cm3；ρs' is the bed surface silt dry density; rhoS0' is the stable dry density of bed surface silt, and the specific value is 1600kg/m3；
Thirdly, a zuelan formula:
fourthly, a formula of Shayuqing:
wherein the thickness of the molecular water film is 0.0001 mm; porosity is adopted, and the porosity of the natural sand is 0.4;
in the above formulas, the median diameter D of the silt is 0.03mm, and the ultimate depth H is H/0.78.
By adopting the optimal scheme, the critical flow rate U of the viscous silt under the condition of extreme water depth is startedcThe calculation method of (2) is more definite.
Preferably, the third step is replaced by:
thirdly, for the target to-be-located site selection, calculating the average wave height H before wave breaking at the average sea level according to wave observation data, wherein the unit is meter; calculating the starting wave height Hc of the sludge under the condition of the limit water depth at the average sea level and taking the unit as meter; if H is more than or equal to Hc-0.04, the target undetermined site is used as a high-quality beach site of the muddy coast, otherwise, the target undetermined site is eliminated.
More preferably, in the third step, the specific steps of calculating the average wave height H before the wave breaks at the average tide level are as follows:
according to wave observation data, wave propagation change trend from the open sea to the near shore under the sea area average tide level condition is calculated by utilizing wave calculation software, and the average wave height H before the waves are broken is determined.
More preferably, in the third step, when the silt starting wave height Hc under the condition of the limit water depth at the average sea level is calculated, one of the following formulas is adopted for calculation:
a,
Wherein,
each physical quantity with footnotes represents a corresponding value when silt starts;
due to constantk＝2.56cm3/s2Therefore, the length unit of each physical quantity in the above formula is 'cm', and the time unit is's'; the physical quantity comprises water depth D, wave height H, wavelength L, period T, particle size D and gravity acceleration g;
II,
When general movement is common, a is 0.079, b is 0.03, natural sand ∈0＝1.75cm3/s2，＝2.31×10-5cm；Δ＝1.0mm。
After the preferred scheme is adopted, a replacement scheme can be further provided so as to meet different requirements under actual conditions.
Compared with the prior art, the silt coast beach site selection method is based on the research results of the inventor, realizes quantitative assessment of specific site selection from three aspects of landform characteristics, terrain profile shapes and wave conditions, and provides more sufficient technical basis for planning and designing silt coast artificial beaches.
Drawings
Fig. 1 is a schematic diagram of a cross-sectional terrain of a beach to which the present invention relates.
FIG. 2 is a schematic diagram of a fitted curve of the coastal profile morphology to which the present invention relates.
Fig. 3 is a schematic diagram of beach flow rates involved in the study of the present invention.
Figure 4 is a schematic representation of an exemplary shore according to embodiment 1 of the present invention.
Fig. 5 is a schematic view of situation characteristics of embodiment 1 of the present invention.
Fig. 6 is a schematic view of a fitting curve relating to the case of example 1 of the present invention.
Fig. 7 is a schematic diagram of the wave propagation variation trend of the case according to example 1 of the present invention.
Detailed Description
The invention is described in further detail below with reference to embodiments and with reference to the drawings. The invention is not limited to the examples given.
In order to discuss the existing form and power conditions of muddy coast sandbeach, the invention provides a deep research on natural sandbeach in Lianyunhong cloud area. The invention takes four natural sand beaches existing in the coast of the area of continuous cloud and hong Kong and continuous cloud for a long time as the research basis: great sand bay beach, suma bay beach, yellow nest beach, villa beach.
First, morphological characteristics
The four natural sand beaches have basically the same plane shape and are all positioned in the inward concave arc-shaped bay, and the two ends of the bay extend forwards to form the headlands. At the promontory corner, wave energy is concentrated to generate strong scouring; in the gulf, the wave energy is dispersed, resulting in the deposition of quicksand, creating beach conditions. Therefore, the inward concave arc landform shape with cape at two ends is beneficial to the deposition of the flowing sand, thus forming the condition of sand source.
As shown in fig. 1, in four natural beach cross-sectional terrains, the difference of water depth is about 0.5m in the front 300m of the great sand bay and the suma bay, the water depth in the front of the yellow sand beach is about 1m shallower than that of the great sand bay and the suma bay, and the water depth in the front of the villa beach is the shallowest.
The large sand bay, the suma bay and the littermate have larger water depth and steeper gradient of the intertidal zone, so that the intertidal zone is easy to exist in the sandy beach. The depth of water before the villa beach is shallow, the gradient of the intertidal zone is slow, most of the intertidal zone is muddy silt, and the high water level part of the intertidal zone is sandy beach.
Based on the above situation, the applicant summarized that the terrain conditions, namely, the fitted curve of the terrain profile below 85 elevation for the coast profile shape should meet the conditions that y is A × ln (x)-B, wherein x is offshore distance and is in meters, y is terrain 85 elevation and is in meters, a ranges from 3.1894 ± 0.5 (preferably 3.1894 ± 0.2), B ranges from 13.741 ± 4 (preferably 13.741 ± 2), and R of the fitted curve is2≧ 0.9. for example, as shown in FIG. 2, the coast profile morphology has a terrain profile fitting curve below 85 elevation of y ═ 3.1894 × ln (x) -13.741, and R2＝0.9901。
Tidal current power
The tide returns to the deep water area when the tide falls, and the tide reciprocating flow characteristic is obvious. The flow rate was calculated from the numerical model and the results are shown in figure 3. The outflow velocity of 500m is generally stronger in the big sand bay than in the Suma bay, stronger in the Suma bay than in the yellow nest, larger than in the villa, and within 2000m in front of the beach of the villa, the flow velocities are all within 0.30 m/s. The average flow velocities in the front 2000m of the four beaches are all within 0.30 m/s.
The silt start flow rates for different water depths were calculated using the sinomin, tang bankbook, zuelan and sapela formulas (see table 1 for results). The silt on the sand beach needs the strength of the water flow velocity of more than 0.64m/s at least for starting, the maximum flow velocity in the range of 2000m near the front of the sand beach is within 0.55m/s, the maximum flow velocity in the range of 500m on the sand beach is within 0.30m/s, the starting flow velocity is far lower than 0.64m/s, and the tidal power is not enough to start the silt in the range.
TABLE 1 starting flow Rate
Therefore, tidal power is not the main power factor for starting the sludge on the muddy coast and the sandy beach and can be disregarded.
Wave power
The wave is relatively complex to start sand and mud on the sand beach of the near shore intertidal zone, and the wave height condition before the four sand beach waves are broken is 0.33-0.60 m and the corresponding limit water depth condition is about 0.42-0.77 m by calculation, according to the sediment starting formula under the action of the wave, the median grain size of the silt and the silt is uniformly 0.03mm, and the silt starting wave height under the limit water depth condition at the average sea level is calculated (the result is shown in a table 2).
The calculation result shows that at least 0.41m of wave height is needed for the sludge starting under the condition of the ultimate water depth of the villa beach, the wave height before the wave of the villa beach is broken is 0.33m, the wave height of the sludge starting cannot be reached, and the intertidal zone of the beach presents partial sludge deposition; under the condition of the limited depth of water of the yellow sand beach, the height of a silt starting wave is about 0.47m, the height of the silt starting wave before the sand beach wave is broken is 0.43m at present, the difference is 0.04m, the height of the silt starting wave is reached, and the silt deposition is not found on the sand beach on site; the height of a silt starting wave is about 0.54m under the condition of the limited depth of the Sumawan sand beach, and the height of the silt starting wave before the wave of the Sumawan sand beach is 0.56m and slightly exceeds the height of the silt starting wave; the wave height before the large sand bay beach wave breaks is also slightly larger than the silt starting wave height.
The comparison of the average wave height H before the wave is broken at the average sea level with the sludge starting wave height Hc under the corresponding limit water depth condition shows that: before the waves are broken, the average wave height H is larger than or equal to the starting wave height Hc of the silt minus 0.04m under the condition of corresponding limit water depth, and the silt on the sand beach can not be deposited, which is the wave power condition for maintaining good sand beach on the muddy coast.
TABLE 2 starting wave height
| Serial number | Ultimate water depth/m | Particle size/mm | Starting wave height/ |
| 1 | 0.40 | 0.03 | 0.40 |
| 2 | 0.45 | 0.03 | 0.42 |
| 3 | 0.45 | 0.03 | 0.45 |
| 4 | 0.55 | 0.03 | 0.47 |
| 5 | 0.60 | 0.03 | 0.49 |
| 6 | 0.65 | 0.03 | 0.52 |
| 7 | 0.70 | 0.03 | 0.54 |
| 8 | 0.75 | 0.03 | 0.56 |
In addition, the applicant also starts the critical flow rate U of the viscous sediment under the conditions of the water body flow velocity V and the limit water depth after the waves are brokencThe relationship of (A) is studied and concurrentNow, of the three beaches except the villa beach, all three beaches are V > UcThe judgment standard is simpler and more convenient, has stronger applicability and also can be used as one of the examination conditions.
Example 1
The specific verification cases are as follows:
firstly, on a target muddy coast, selecting an inward concave arc coast with promontory naturally existing at two ends or capable of being constructed to enable two ends to have promontory as a target undetermined site (for example, a coast similar to the landform shown in FIG. 4); the concave arc coast has the posture characteristics of 35-39 degrees, namely: the straight-line distance of the end points of the two ends of the concave arc-shaped coast is taken as A, the radial depth of the middle part of the concave arc-shaped coast is taken as B, the angle alpha of the concave arc-shaped coast is set to arctan (2B/A), and then alpha is more than or equal to 35 degrees and less than or equal to 39 degrees (as shown in figure 5).
In this case, the target to-be-located is an inward concave arc coast with promontory naturally existing at two ends, the linear distance a between end points at two ends is 850m, the middle radial depth B is 310m, the angle α of the inward concave arc coast is calculated as arctan (2B/a), the result is about 36 degrees, and the requirement of situation characteristics is met.
Secondly, aiming at the target undetermined site selection, analyzing whether the cross section shape of the coast meets preset terrain conditions or not, wherein the preset terrain conditions are that a terrain cross section fitting curve below 85 elevation meets the conditions that y is A × ln (x) -B, x is offshore distance and is in meters, y is terrain 85 elevation and is in meters, the value range of A is 3.1894 +/-0.5 (preferably 3.1894 +/-0.2), the value range of B is 13.741 +/-4 (preferably 13.741 +/-2), and R of the fitting curve meets the preset terrain conditions2Not less than 0.9; if the target address is not matched with the target address, the target address to be selected is eliminated;
in this case, the coastal profile form of the target to be located is: the curve fitted to the terrain profile below 85 elevation is y-3.0058 ln (x) -11.793, and the R of the curve is20.982 (as shown in fig. 6). Wherein, A is 3.0058, which falls within 3.1894 + -0.5, B is 11.793, which falls within 13.741 + -4, and R is2＝0.982>0.9. Therefore, the shape of the coastal section of the target to-be-located site meets the preset topographic condition.
Thirdly, calculating the water body flow velocity V after the waves are broken according to wave observation data; and calculating the starting critical flow rate U of the viscous siltc(ii) a Then, judge V and UcIf V > UcTaking the target undetermined site as a high-quality beach site of the muddy coast; if V<UcIf so, judging whether the target undetermined addressing can be achieved to V & gt U by engineering measurescAnd if the target undetermined site selection can be used as the high-quality beach site selection of the muddy coast, otherwise, the target undetermined site selection is eliminated.
The specific steps of calculating the water body flow velocity V after the waves are broken are as follows:
s1, calculating a wave propagation change trend from the open sea to the near shore under the sea area average tide level condition by utilizing wave calculation software (such as Mike21) according to wave observation data, and determining an average wave height H before the waves are broken;
s2, calculating the flow velocity of the water body after the wave is broken
Wherein g is the acceleration of gravity.
Calculating the starting critical flow rate U of the viscous siltcThen, one of the following formulas is adopted for calculation or the following formulas are adopted for calculation respectively, and then the average value is taken:
first, the sinus kernel formula:
wherein k isSThe rough height of the bed surface; when D is present<0.5mm, take kS0.5 mm; coefficient 0.213 x 10-4cm；∈k＝2.56cm3/s2；
Second, the Tang deposit formula:
wherein Uc is the silt starting flow rate cm/s, and C is 2.9 × 10-4g/cm；ρ＝0.00102g.s2/cm4；γSIs the volume weight (g/cm) of silt3) And the volume weight of the silt of the natural sand is 2.65g/cm3The volume weight of the sediment of the model sand is 1.15g/cm3；ρs' is the bed surface silt dry density; rhoS0' is the stable dry density of bed surface silt, and the specific value is 1600kg/m3；
Thirdly, a zuelan formula:
fourthly, a formula of Shayuqing:
wherein the thickness of the molecular water film is 0.0001 mm; porosity is adopted, and the porosity of the natural sand is 0.4;
in the above formulas, the median diameter D of the silt is 0.03mm, and the ultimate depth H is H/0.78.
In this case, according to wave observation data of a target to-be-located, the wave propagation change trend from the open sea to the near shore under the sea area average tide level condition is calculated by using wave calculation software Mike21 (as shown in fig. 7), and the average wave height H before the wave is broken is determined to be 0.60 m; and then calculating the water body flow velocity V after the waves are broken to be 0.86 m/s. The critical flow velocity U of the starting of the viscous silt is calculated by adopting the four formulascThe results are: (1)0.60m/s, (2)0.85m/s, (3)0.70m/s, and (4)0.79m/s, the average value of which is 0.74m/s, which is taken as the starting critical flow rate U of the viscous siltc。
Then, judge V and UcThe relationship, as a result, V > UcTherefore, the target undetermined site is used as a high-quality beach site of the muddy coast.
In conclusion, in three aspects of landform characteristics, terrain profile morphology and wave conditions, the target undetermined site selection of the case meets corresponding conditions, so that the target undetermined site selection can be used as a high-quality beach site selection of a muddy coast.
Then, through the construction of construction units, the high-quality artificial sand beach is successfully built on the silt coast sand beach site selection of the embodiment, and the high-quality artificial sand beach becomes a beautiful sand beach tourism area.
In the above case, the third step may also adopt an alternative, namely:
thirdly, for the target to-be-located site selection, calculating the average wave height H before wave breaking at the average sea level according to wave observation data, wherein the unit is meter; calculating the starting wave height Hc of the sludge under the condition of the limit water depth at the average sea level and taking the unit as meter; if H is more than or equal to Hc-0.04, the target undetermined site is used as a high-quality beach site of the muddy coast, otherwise, the target undetermined site is eliminated.
The specific steps of calculating the average wave height H before the wave breaks at the average tide level are as follows:
according to wave observation data, wave propagation change trend from the open sea to the near shore under the sea area average tide level condition is calculated by utilizing wave calculation software, and the average wave height H before the waves are broken is determined.
When the sludge starting wave height Hc under the condition of the limit water depth at the average sea level is calculated, one of the following formulas is adopted for calculation:
a,
Wherein,
each physical quantity with footnotes represents a corresponding value when silt starts;
due to constantk＝2.56cm3/s2Therefore, the length unit of each physical quantity in the above formula is 'cm', and the time unit is's'; the physical quantity comprises water depth D, wave height H, wavelength L, period T, particle size D and gravity acceleration g;
II,
When general movement is common, a is 0.079, b is 0.03, natural sand ∈0＝1.75cm3/s2，＝2.31×10-5cm；Δ＝1.0mm。
The calculation proves that the target undetermined addressing of the cases also meets the requirement that H is more than or equal to Hc-0.04.
Further, it should be noted that: the derivation process of the formula for calculating the flow velocity of the water body after the wave is broken is as follows:
assuming unit total wave energy E before wave breakingwShould and the kinetic energy E of the broken unit water bodykEqual, i.e.:
Ew＝Ek
wherein rho is the density of water, kg/m3(ii) a g is the acceleration of gravity; h is the average wave height of the waves, m; v is the speed of the fluctuating water body in m/s.
The derivation of the above formula is already a prior art disclosure.
In addition to the above embodiments, the present invention may have other embodiments. All technical solutions formed by adopting equivalent substitutions or equivalent transformations fall within the protection scope of the claims of the present invention.
Claims (9)
1. A silt coast beach site selection method is characterized by comprising the following steps:
firstly, selecting an inwards concave arc coast with cape at two ends or capable of being constructed to enable the cape at two ends to be provided with cape as a target undetermined site on a target muddy coast;
secondly, aiming at the target to-be-located site, analyzing whether the coast section morphology of the target meets a preset topographic condition, wherein the preset topographic condition is that a topographic section fitting curve below 85 altitudes meets y-A × ln (x) -B,wherein x is offshore distance and is measured in meters, y is terrain 85 elevation and is measured in meters, A is 3.1894 +/-0.5, B is 13.741 +/-4, and R of the fitting curve2Not less than 0.9; if the target address is not matched with the target address, the target address to be selected is eliminated;
thirdly, aiming at a target to-be-located site, calculating the water body flow velocity V after the waves are broken according to wave observation data; and calculating the starting critical flow rate U of the viscous silt under the condition of the limited water depthc(ii) a Then, judge V and UcIf V is>UcTaking the target undetermined site as a high-quality beach site of the muddy coast; if V<UcIf so, judging whether the target undetermined addressing can be achieved to V & gt U by engineering measurescAnd if the target undetermined site selection can be used as the high-quality beach site selection of the muddy coast, otherwise, the target undetermined site selection is eliminated.
2. The muddy coast beach siting method of claim 1 wherein in a first step, said concave curved coast has a situational character of 35 ° -39 °, namely: the linear distance of both ends endpoint of this indent arc coast is A, and the footpath with this indent arc coast middle part is dark to be B, and the angle alpha of establishing indent arc coast is arctan (2B/A), then 35 is less than or equal to alpha and is less than or equal to 39.
3. The method of claim 2, wherein the concave curved coast exhibits a 37 ° attitude characteristic, i.e., α ═ 37 °.
4. The method of claim 1, wherein in the second step, a is selected in the range of 3.1894 ± 0.2 and B is selected in the range of 13.741 ± 2.
5. The silt coast beach siting method according to claim 1 wherein, in the third step, the specific steps of calculating the water flow velocity V after the breaking of the waves are as follows:
s1, calculating a wave propagation change trend from the open sea to the near shore under the sea area average tide level condition by using wave calculation software according to wave observation data, and determining the average wave height H before the waves are broken;
s2, calculating the flow velocity of the water body after the wave is broken
Wherein g is the acceleration of gravity.
6. The silt coast beach site selection method according to claim 5 wherein in the third step, the starting critical flow rate U of the silt under the condition of the extreme water depth is calculatedcThen, one of the following formulas is adopted for calculation or the following formulas are adopted for calculation respectively, and then the average value is taken:
first, the sinus kernel formula:
wherein k isSThe rough height of the bed surface; when D is present<0.5mm, take kS0.5 mm; coefficient 0.213 x 10-4cm；∈k＝2.56cm3/s2；
Second, the Tang deposit formula:
wherein Uc is the silt starting flow rate cm/s, and C is 2.9 × 10-4g/cm；ρ＝0.00102g.s2/cm4；γSIs the volume weight (g/cm) of silt3) And the volume weight of the silt of the natural sand is 2.65g/cm3The volume weight of the sediment of the model sand is 1.15g/cm3；ρs’The bed surface silt dry density; rhoS0’The dry density of the bed surface silt is stabilized, and the specific value is 1600kg/m3；
Thirdly, a zuelan formula:
fourthly, a formula of Shayuqing:
wherein the thickness of the molecular water film is 0.0001 mm; porosity is adopted, and the porosity of the natural sand is 0.4;
in the above formulas, the median diameter D of the silt is 0.03mm, and the ultimate depth H is H/0.78.
7. The muddy coast beach siting method of claim 1 wherein the third step is replaced by:
thirdly, for the target to-be-located site selection, calculating the average wave height H before wave breaking at the average sea level according to wave observation data, wherein the unit is meter; calculating the starting wave height Hc of the sludge under the condition of the limit water depth at the average sea level and taking the unit as meter; if H is more than or equal to Hc-0.04, the target undetermined site is used as a high-quality beach site of the muddy coast, otherwise, the target undetermined site is eliminated.
8. The silt coast beach siting method according to claim 7 wherein in the third step the specific steps of calculating the average wave height H before the waves break at the average tide level are as follows:
according to wave observation data, wave propagation change trend from the open sea to the near shore under the sea area average tide level condition is calculated by utilizing wave calculation software, and the average wave height H before the waves are broken is determined.
9. The silt coast beach site selection method according to claim 8 wherein, in the third step, when calculating the silt start wave height Hc under the condition of the limit water depth at the average sea level, it is calculated by using one of the following equations:
a,
Wherein，
Each physical quantity with footnotes represents a corresponding value when silt starts;
due to constantk＝2.56cm3/s2Therefore, the length unit of each physical quantity in the above formula is 'cm', and the time unit is's'; the physical quantity comprises water depth D, wave height H, wavelength L, period T, particle size D and gravity acceleration g;
II,
When general movement is common, a is 0.079, b is 0.03, natural sand ∈0＝1.75cm3/s2，＝2.31×10-5cm；Δ＝1.0mm。
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116882206A (en) * | 2023-09-06 | 2023-10-13 | 浙江省水利河口研究院(浙江省海洋规划设计研究院) | Method and device for calculating muddy division elevation of muddy seabed adjacent promontory sand beach |
| CN116883438A (en) * | 2023-06-19 | 2023-10-13 | 河海大学 | Efficient calculation method for sand-mud composite beach balance section morphology |
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| JP2003158946A (en) * | 2001-09-11 | 2003-06-03 | Nkk Corp | Method for improving underwater or waterside environment |
| US20030147696A1 (en) * | 2000-12-15 | 2003-08-07 | Jobst Hulsemann | Wave ramp |
| CN105824993A (en) * | 2016-03-10 | 2016-08-03 | 中国海洋大学 | Method for artificial sand beach, sand filling and maintenance engineering construction |
| CN108256137A (en) * | 2017-09-18 | 2018-07-06 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of Macro-tidal estuary gulf man-made island operation area basin sedimentation in channel analogy method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| US20030147696A1 (en) * | 2000-12-15 | 2003-08-07 | Jobst Hulsemann | Wave ramp |
| JP2003158946A (en) * | 2001-09-11 | 2003-06-03 | Nkk Corp | Method for improving underwater or waterside environment |
| CN105824993A (en) * | 2016-03-10 | 2016-08-03 | 中国海洋大学 | Method for artificial sand beach, sand filling and maintenance engineering construction |
| CN108256137A (en) * | 2017-09-18 | 2018-07-06 | 水利部交通运输部国家能源局南京水利科学研究院 | A kind of Macro-tidal estuary gulf man-made island operation area basin sedimentation in channel analogy method |
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| CN116883438A (en) * | 2023-06-19 | 2023-10-13 | 河海大学 | Efficient calculation method for sand-mud composite beach balance section morphology |
| CN116882206A (en) * | 2023-09-06 | 2023-10-13 | 浙江省水利河口研究院(浙江省海洋规划设计研究院) | Method and device for calculating muddy division elevation of muddy seabed adjacent promontory sand beach |
| CN116882206B (en) * | 2023-09-06 | 2023-11-14 | 浙江省水利河口研究院(浙江省海洋规划设计研究院) | Method and device for calculating muddy division elevation of muddy seabed adjacent promontory sand beach |
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