Airport drainage channels and their installation methods

Abstract

This invention relates to airport drainage systems, specifically a steep-slope drainage ditch and its installation method. The steep-slope drainage ditch is installed on a steep slope between an upstream and downstream drainage ditch. It includes a ditch body, counter-current energy-dissipating crossbars, a ditch bottom plate, and a ditch cushion layer. The upper end of the ditch body connects to the upstream drainage ditch, and the lower end connects to the downstream drainage ditch. The ditch bottom plate is located at the bottom of the ditch body, and a ditch cushion layer is installed between the bottom plate and the slope surface of the steep slope. The counter-current energy-dissipating crossbars are V-shaped and fixed at equal intervals to the ditch bottom plate. Both ends of the crossbars are connected to the inner wall of the ditch body, and the distance between the ends of two adjacent crossbars is [specified value]. This invention utilizes structural and air resistance to achieve lateral and longitudinal collisions of water flow within the drainage ditch, resulting in a better energy dissipation effect. It is suitable for drainage ditches installed on steep slopes in airports. By modifying the internal structure of the drainage ditch, the drainage performance of the ditch is improved while preventing erosion damage.

Description

Technical Field

[0001] This invention relates to airport drainage systems, and in particular to an airport drainage chute and its installation method that can effectively dissipate water flow and facilitate a smooth transition between upstream and downstream drainage ditches. Background Technology

[0002] For airports in mountainous areas of my country, in order to meet the requirements of airport construction while saving earthwork excavation and backfilling, there are often areas with excessively large terrain slopes in the airport end safety zone, slope area, etc. Therefore, steep channels or drop structures must be set in the airport drainage design. A reasonable drainage steep channel design can not only improve drainage performance, but also effectively prevent the drainage ditch from being eroded and damaged. Summary of the Invention

[0003] The present invention aims to solve the problem that in areas with large slopes at airports, steep troughs or drop structures are needed to prevent drainage ditches from being eroded and damaged by water flow. It provides an airport drainage steep trough and its installation method that can effectively dissipate water flow and facilitate a smooth transition between upstream and downstream drainage ditches.

[0004] The present invention relates to an airport drainage chute and its installation method, characterized in that the drainage chute is installed on a steep slope section between an upstream drainage ditch and a downstream drainage ditch, comprising a chute body, counter-current energy dissipation crossbars, a chute bottom plate, and a chute cushion layer. The upper end of the chute body is connected to the upstream drainage ditch, and the lower end is connected to the downstream drainage ditch. The chute bottom plate is installed at the bottom of the chute body, and a chute cushion layer is provided between the chute bottom plate and the slope surface of the steep slope section. The counter-current energy dissipation crossbars are V-shaped and fixed at equal intervals on the chute bottom plate. The ends of both ends of the counter-current energy dissipation crossbars are connected to the inner wall of the chute body, and the distance between the ends of two adjacent counter-current energy dissipation crossbars is [missing information]. .

[0005] The aforementioned counter-damping energy dissipation crossbars include energy dissipation crossbar I and energy dissipation crossbar II. Energy dissipation crossbar I has a structure that is high at both ends and low in the middle, while energy dissipation crossbar II has a structure that is low at both ends and high in the middle. The highest height on energy dissipation crossbar I and energy dissipation crossbar II is Z1, and the lowest height is Z2. Energy dissipation crossbar I and energy dissipation crossbar II are arranged alternately on the bottom plate of the steep groove, and the V-shaped openings are in opposite directions.

[0006] The spacing between the ends of the two adjacent counterweight energy dissipation crossbars The calculation method is as follows:

[0007] 1) Based on the actual terrain and the elevation difference between the upstream and downstream drainage ditches, determine the slope length L of the drainage ditch and the bottom slope. The net width of the ditch bottom is b, the slope coefficient is m, and the design flow rate of the drainage ditch is Q;

[0008] 2) Calculate the critical water depth using the trial-and-error method based on the following formula. :

[0009] ……………………(1)

[0010] ……………………(2)

[0011] …………………………(3)

[0012] Where a is the kinetic energy correction coefficient, taken as a=1.05; Q is the design flow rate of the drainage ditch, in m³ / s. 3 / s; g is the acceleration due to gravity, in m / s². 2 A k The cross-sectional area of ​​the critical water depth is expressed in m². 2 B k denoted as , where is the width of the water surface at the critical water depth section, in meters; b is the net width of the bottom of the drainage channel, in meters; m is the slope coefficient of the drainage channel, which is 0 for a rectangular section. The critical water depth is expressed in meters (m).

[0013] 3) Calculate the normal water depth in the drainage channel. Based on the Chezy formula, and considering the flow rate, cross-sectional shape, and roughness coefficient, the normal water depth within the drainage chute can be calculated. ;

[0014] 4) Based on the critical water depth With normal water depth The type of gradually changing flow surface curve within the drainage chute was determined. The drainage chute is a steep-slope channel, and the water depth within the chute is greater than the normal water depth. Less than the critical water depth That is, when water flows from the upstream drainage ditch into the steep channel, the water depth at the beginning of the steep channel is equal to the critical water depth. The precipitation gradually decreases along the steep trough, forming a type b3 precipitation curve. The flow cross-section is smallest and the velocity is highest at the end of the precipitation curve. Placing the counter-current energy dissipation bars at the end of the precipitation curve achieves the best energy dissipation effect. At this point, the distance between the ends of two adjacent counter-current energy dissipation bars is... That is, the length of the precipitation curve;

[0015] 5) Calculate the length of the precipitation curve, i.e., the spacing of the counterweight energy dissipation crossbars. Set the water depth at the beginning of the drainage trough. The water depth at the end is the normal water depth. The length of the b3 type precipitation curve is calculated using the following formula:

[0016] ……………………(4)

[0017] …………………………………(5)

[0018] ……………………………………(6)

[0019] ……………………………………(7)

[0020] ……………………………(8)

[0021] ……………………………(9)

[0022] ……………………………(10)

[0023] in, The average flow velocity within the precipitation curve is expressed in meters (m). 2 / s; The average hydraulic radius within the precipitation curve; The Chezy coefficient is the average value of the sections within the precipitation curve.

[0024] —The average flow velocity at the beginning of the precipitation curve, in meters. 2 / s;

[0025] --The average flow velocity at the end of the precipitation curve, in meters. 2 / s;

[0026] —The hydraulic radius at the beginning of the precipitation curve is determined by the net width b of the bottom of the drainage ditch at the beginning, in meters, and the water depth at the beginning. Sure; ,in The cross-sectional area at the starting point is expressed in meters (m²). 2 , , The wetted perimeter of the initial section is in meters (m). ;

[0027] --The hydraulic radius at the end of the precipitation curve is determined by the net width b of the bottom of the terminal drainage ditch, in meters, and the water depth at the end. Sure; ,in The unit is the cross-sectional area at the end, in meters. 2 , , The wetted perimeter of the end section is in meters (m). ;

[0028] —Cheze coefficient at the beginning of the precipitation curve ,n, Same as before;

[0029] --Chezzi coefficient at the end of the precipitation curve ,n, Same as before;

[0030] —Average water surface slope, dimensionless.

[0031] The highest height Z1 of the counter-damping energy dissipation crossbar is 1 / 10 to 1 / 4 of the height of the steep groove, and Z2 is 1 / 3 to 1 / 2 of Z1.

[0032] The angle θ between the hypotenuses at both ends of the counter-damping energy dissipation crossbar and the vertical line of the steep groove body is 10° to 30°.

[0033] The present invention relates to an airport drainage chute and its installation method. The chute's structure is rationally designed, effectively utilizing structural and air resistance to achieve lateral and longitudinal collisions of water flow within the chute, resulting in better energy dissipation. It also expands the types of airport drainage chutes, making it particularly suitable for drainage ditches installed on steep slopes of airport ground with gradients of 5%-25%, showing promising application prospects. Furthermore, by modifying the internal structure of the drainage chute, the drainage performance is improved while preventing erosion damage. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the drainage trough structure of the present invention.

[0035] Figure 2 This is a schematic diagram of the cross-section of the drainage trough of the present invention.

[0036] Figure 3 This is a schematic diagram of the energy dissipation bar I structure.

[0037] Figure 4 This is a schematic diagram of the energy dissipation bar II structure.

[0038] Among them, the upstream drainage ditch 1, the downstream drainage ditch 2, the steep trough body 3, the counter-flow energy dissipation crossbar 4, the steep trough bottom plate 5, and the steep trough cushion layer 6. Detailed Implementation

[0039] Example 1: An airport drainage chute and its installation method. The drainage chute is installed on a steep slope section between an upstream drainage ditch and a downstream drainage ditch. It includes a chute body, counter-current energy dissipation crossbars, a chute bottom plate, and a chute cushion layer. The upper end of the chute body is connected to the upstream drainage ditch, and the lower end is connected to the downstream drainage ditch. The chute bottom plate is located at the bottom of the chute body, and a chute cushion layer is installed between the chute bottom plate and the slope surface of the steep slope section. The counter-current energy dissipation crossbars are V-shaped and fixed at equal intervals to the chute bottom plate. Both ends of the counter-current energy dissipation crossbars are connected to the inner wall of the chute body. The distance between the ends of two adjacent counter-current energy dissipation crossbars is [missing information]. .

[0040] The counterweight energy dissipation crossbars include energy dissipation crossbar I and energy dissipation crossbar II. Energy dissipation crossbar I has a structure that is high at both ends and low in the middle, while energy dissipation crossbar II has a structure that is low at both ends and high in the middle. The highest height on energy dissipation crossbar I and energy dissipation crossbar II is Z1, and the lowest height is Z2. Energy dissipation crossbar I and energy dissipation crossbar II are arranged alternately on the bottom plate of the steep groove, and the V-shaped openings are in opposite directions.

[0041] Spacing between the ends of two adjacent counterweight energy dissipation crossbars The calculation method is as follows:

[0042] 1) Based on the actual terrain and the elevation difference between the upstream and downstream drainage ditches, determine the slope length L of the drainage ditch and the bottom slope. The net width of the ditch bottom is b, the slope coefficient is m, and the design flow rate of the drainage ditch is Q;

[0043] 2) Calculate the critical water depth using the trial-and-error method based on the following formula. :

[0044] ……………………(1)

[0045] ……………………(2)

[0046] …………………………(3)

[0047] Where a is the kinetic energy correction coefficient, taken as a=1.05; Q is the design flow rate of the drainage ditch, in m³ / s. 3 / s; g is the acceleration due to gravity, in m / s². 2 A k The cross-sectional area of ​​the critical water depth is expressed in m². 2 B k denoted as , where is the width of the water surface at the critical water depth section, in meters; b is the net width of the bottom of the drainage channel, in meters; m is the slope coefficient of the drainage channel, which is 0 for a rectangular section. The critical water depth is expressed in meters (m).

[0048] 3) Calculate the normal water depth in the drainage channel. Based on the Chezy formula, and considering the flow rate, cross-sectional shape, and roughness coefficient, the normal water depth within the drainage chute can be calculated. ;

[0049] 4) Based on the critical water depth With normal water depth The type of gradually changing flow surface curve within the drainage chute was determined. The drainage chute is a steep-slope channel, and the water depth within the chute is greater than the normal water depth. Less than the critical water depth That is, when water flows from the upstream drainage ditch into the steep channel, the water depth at the beginning of the steep channel is equal to the critical water depth. The precipitation gradually decreases along the steep trough, forming a type b3 precipitation curve. The flow cross-section is smallest and the velocity is highest at the end of the precipitation curve. Placing the counter-current energy dissipation bars at the end of the precipitation curve achieves the best energy dissipation effect. At this point, the distance between the ends of two adjacent counter-current energy dissipation bars is... That is, the length of the precipitation curve;

[0050] 5) Calculate the length of the precipitation curve, i.e., the spacing of the counterweight energy dissipation crossbars. Set the water depth at the beginning of the drainage trough. The water depth at the end is the normal water depth. The length of the b3 type precipitation curve is calculated using the following formula:

[0051] ……………………(4)

[0052] …………………………………(5)

[0053] ……………………………………(6)

[0054] ……………………………………(7)

[0055] ……………………………(8)

[0056] ……………………………(9)

[0057] ……………………………(10)

[0058] in, The average flow velocity within the precipitation curve is expressed in meters (m). 2 / s; The average hydraulic radius within the precipitation curve; The Chezy coefficient is the average value of the sections within the precipitation curve.

[0059] —The average flow velocity at the beginning of the precipitation curve, in meters. 2 / s;

[0060] --The average flow velocity at the end of the precipitation curve, in meters. 2 / s;

[0061] —The hydraulic radius at the beginning of the precipitation curve is determined by the net width b of the bottom of the drainage ditch at the beginning, in meters, and the water depth at the beginning. Sure; ,in The cross-sectional area at the starting point is expressed in meters (m²). 2 , , The wetted perimeter of the initial section is in meters (m). ;

[0062] --The hydraulic radius at the end of the precipitation curve is determined by the net width b of the bottom of the terminal drainage ditch, in meters, and the water depth at the end. Sure; ,in The unit is the cross-sectional area at the end, in meters. 2 , , The wetted perimeter of the end section is in meters (m). ;

[0063] —Cheze coefficient at the beginning of the precipitation curve ,n, Same as before;

[0064] --Chezzi coefficient at the end of the precipitation curve ,n, Same as before;

[0065] —Average water surface slope, dimensionless.

[0066] The highest height Z1 of the counterweight energy dissipation crossbar is 1 / 10 to 1 / 4 of the height of the steep trough body, and Z2 is 1 / 3 to 1 / 2 of Z1. The angle θ between the hypotenuses at both ends of the counterweight energy dissipation crossbar and the perpendicular line of the steep trough body is 10° to 30°.

Claims

1. A method for setting up an airport drainage chute, characterized in that... The installation method is applied to a steep drainage channel, which is set on a steep slope section between an upstream drainage ditch and a downstream drainage ditch. It includes a channel body, counter-current energy dissipation crossbars, a channel bottom plate, and a channel cushion layer. The upper end of the channel body is connected to the upstream drainage ditch, and the lower end is connected to the downstream drainage ditch. The channel bottom plate is set at the bottom of the channel body, and a channel cushion layer is set between the channel bottom plate and the slope surface of the steep slope section. The counter-current energy dissipation crossbars are V-shaped and fixed at equal intervals on the channel bottom plate. The ends of both ends of the counter-current energy dissipation crossbars are connected to the inner wall of the channel body. The counter-current energy dissipation crossbars include energy dissipation crossbar I and energy dissipation crossbar II. Energy dissipation crossbar I has a structure that is high at both ends and low in the middle, and energy dissipation crossbar II has a structure that is low at both ends and high in the middle. The highest height on energy dissipation crossbar I and energy dissipation crossbar II is Z1, and the lowest height is Z2. Energy dissipation crossbars I and II are arranged alternately on the channel bottom plate, and the V-shaped openings are opposite in direction. The distance between the ends of two adjacent counterweight energy dissipation crossbars is ; spacing The calculation method is as follows: 1) Based on the actual terrain and the elevation difference between the upstream and downstream drainage ditches, determine the slope length L of the drainage ditch and the bottom slope. The net width of the ditch bottom is b, the slope coefficient is m, and the design flow rate of the drainage ditch is Q; 2) Calculate the critical water depth using the trial-and-error method based on the following formula. : ……………………（1） ……………………（2） …………………………（3） Where a is the kinetic energy correction coefficient, taken as a=1.05; Q is the design flow rate of the drainage ditch, in m³ / s. 3 / s; g is the acceleration due to gravity, in m / s². 2 A k The cross-sectional area of ​​the critical water depth is expressed in m². 2 B k denoted as , where is the width of the water surface at the critical water depth section, in meters; b is the net width of the bottom of the drainage channel, in meters; m is the slope coefficient of the drainage channel, which is 0 for a rectangular section. The critical water depth is expressed in meters (m). 3) Calculate the normal water depth in the drainage channel. Based on the Chezy formula, and considering the flow rate, cross-sectional shape, and roughness coefficient, the normal water depth within the drainage chute can be calculated. ; 4) Based on the critical water depth With normal water depth The type of gradually changing flow surface curve within the drainage chute was determined. The drainage chute is a steep-slope channel, and the water depth within the chute is greater than the normal water depth. Less than the critical water depth That is, when water flows from the upstream drainage ditch into the steep channel, the water depth at the beginning of the steep channel is equal to the critical water depth. The precipitation gradually decreases along the steep trough, forming a type b3 precipitation curve. The flow cross-section is smallest and the velocity is highest at the end of the precipitation curve. Placing the counter-current energy dissipation bars at the end of the precipitation curve achieves the best energy dissipation effect. At this point, the distance between the ends of two adjacent counter-current energy dissipation bars is... That is, the length of the precipitation curve; 5) Calculate the length of the precipitation curve, i.e., the spacing of the counterweight energy dissipation crossbars. Set the water depth at the beginning of the drainage trough. The water depth at the end is the normal water depth. The length of the b3 type precipitation curve is calculated using the following formula: ……………………（4） …………………………………（5） ……………………………………（6） ……………………………………（7） ……………………………（8） ……………………………（9） ……………………………（10） in, The average flow velocity within the precipitation curve is expressed in meters (m). 2 / s; The average hydraulic radius within the precipitation curve; The Chezy coefficient is the average value of the sections within the precipitation curve. —The average flow velocity at the beginning of the precipitation curve, in meters. 2 / s; --The average flow velocity at the end of the precipitation curve, in meters. 2 / s; —The hydraulic radius at the beginning of the precipitation curve is determined by the net width b of the bottom of the drainage ditch at the beginning, in meters, and the water depth at the beginning. Sure; ,in The area of ​​the starting section is in meters (m²). 2 , , The wetted perimeter of the initial section is in meters (m). ; --The hydraulic radius at the end of the precipitation curve is determined by the net width b of the bottom of the terminal drainage ditch, in meters, and the water depth at the end. Sure; ,in The unit is the cross-sectional area at the end, in meters. 2 , , The wetted perimeter of the end section is in meters (m). ; —Cheze coefficient at the beginning of the precipitation curve ,n, Same as before; --Chezzi coefficient at the end of the precipitation curve ,n, Same as before; —Average water surface slope, dimensionless.

2. The method for setting up airport drainage chutes as described in claim 1, characterized in that... The highest height Z1 of the counter-damping energy dissipation crossbar is 1 / 10 to 1 / 4 of the height of the steep groove, and Z2 is 1 / 3 to 1 / 2 of Z1.

3. The method for setting up airport drainage chutes as described in claim 1, characterized in that... The angle θ between the hypotenuses at both ends of the counter-damping energy dissipation crossbar and the vertical line of the steep groove body is 10° to 30°.

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