CN110565781A - Gutter inlet transformation method - Google Patents
Gutter inlet transformation method Download PDFInfo
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- CN110565781A CN110565781A CN201910702352.4A CN201910702352A CN110565781A CN 110565781 A CN110565781 A CN 110565781A CN 201910702352 A CN201910702352 A CN 201910702352A CN 110565781 A CN110565781 A CN 110565781A
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
- E03F5/04—Gullies inlets, road sinks, floor drains with or without odour seals or sediment traps
- E03F5/0401—Gullies for use in roads or pavements
- E03F5/0404—Gullies for use in roads or pavements with a permanent or temporary filtering device; Filtering devices specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
- E03F5/04—Gullies inlets, road sinks, floor drains with or without odour seals or sediment traps
- E03F5/042—Arrangements of means against overflow of water, backing-up from the drain
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- Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
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Abstract
The invention discloses a method for modifying a gutter inlet, which comprises the following steps: manufacturing an overflow ring; the overflow ring comprises a retaining wall, the lower part of the retaining wall is a closed ring circumference, the upper part of the retaining wall is provided with a plurality of intercepting holes, and the intercepting holes are uniformly distributed along the circumferential direction of the retaining wall; and fixing the overflow ring on the rainwater port. The invention adds the overflow ring to the rain gap, slows down the flow velocity of the runoff in the green land, enhances the infiltration and purification effect of the plants on the rain, and particularly strengthens the initial storm runoff with serious pollution.
Description
Technical Field
the invention relates to the technical field of gutter inlet reconstruction, in particular to a gutter inlet reconstruction method.
Background
With the effective control of industrial point source pollution in China and the gradual improvement of urban sewage collection-treatment systems, urban non-point source pollution caused by rainfall erosion still poses serious threats to the surface water environment in China. The characteristics of randomness, concentrated discharge, large impact load, difficult source monitoring, difficult control and treatment compared with point source pollution and the like of surface runoff have attracted high attention of the international society.
In order to effectively solve the problems of urban waterlogging and urban non-point source pollution, sponge urban construction becomes an important measure in the process of urbanization in China. The low-impact development technology maintains and reproduces the hydrological process before urban development through a large number of distributed microscopic landscape scale measures, and performs source control on rainwater through measures such as interception, permeation, filtration and the like.
at present, the construction of domestic sponge cities is basically based on sponge facility reconstruction of built urban areas, in the construction process of the sponge cities, the original road surface rainwater openings are abandoned, and the new rainwater openings are additionally arranged on green lands around the road surfaces. However, according to field observation, the rainwater port reconstructed in the green land generally has the problem of rainwater port overflow caused by the elevation problem. The inlet for stom water sets up in greenery patches relief minimum, and the road surface runoff collects and gets into the greenery patches, because the inlet for stom water relief is low excessively, runoff rainwater is followed the situation and is flowed into the inlet for stom water, and the runoff rainwater not only brings certain scouring action to the meadow, also makes the meadow fail full play to the purification action of runoff rainwater, leads to the runoff rainwater directly to be discharged into municipal rainwater pipe network through the inlet for stom water.
Disclosure of Invention
In view of the above, the present invention provides a method for modifying a gutter inlet to solve the technical problems in the prior art.
the embodiment of the invention provides a method for modifying a rainwater inlet, which comprises the following steps: the method comprises the following steps:
Manufacturing an overflow ring; the overflow ring comprises a retaining wall, the lower part of the retaining wall is a closed ring circumference, the upper part of the retaining wall is provided with a plurality of intercepting holes, and the intercepting holes are uniformly distributed along the circumferential direction of the retaining wall;
And fixing the overflow ring on the rainwater port.
Optionally, fabricating an overflow ring, comprising:
calculating the height of the periphery of the closed ring according to the water storage capacity of the low-potential green land;
calculating the cross-sectional area of the cutoff hole according to the total runoff quantity of rainwater, the seepage quantity of the rainwater and the water storage quantity of the low-potential green land;
And manufacturing an overflow ring based on the height of the periphery of the closed ring and the cross section of the cutoff hole.
Optionally, calculating the height of the closed circumference according to the water storage capacity of the low-potential green land comprises:
Calculating the water storage capacity of the low green land by adopting the following formula: u = Q1-S1；
Wherein U is the water storage capacity of the low-potential green land, Q1Runoff of rainwater, S, for low-lying greenbelts1The underwater seepage of the rain in low-potential green land;
and taking the quotient obtained by dividing the water storage capacity of the low-potential green land by the permeation area of the low-potential green land as the height of the closed periphery.
Optionally, the rainwater runoff of the low greenbelt is calculated by adopting the following formula:
Wherein H is the initial discard flow rate,the comprehensive rainfall runoff coefficient is shown, and F is the catchment area.
Optionally, the rainwater infiltration amount of the low-potential green land is calculated by adopting the following formula:
S1＝aKJASts
Wherein, a is the comprehensive safety coefficient, K is the soil permeability coefficient, J is the hydraulic gradient, ASPenetration area of low potential greenbelt, tsis the first permeation time.
optionally, calculating the cross-sectional area of the cutoff hole according to the total runoff rainwater amount, the seepage amount under rainwater and the water storage amount of the low green land comprises:
Calculating the flow rate of the cutoff orifice according to the following formula:
V＝Q2×T-S2-U
Wherein V is the flow rate of the cutoff hole, Q2Is the total amount of runoff of rainwater, T is the duration of rainfall, S2The water seepage under the rain is adopted, and U is the water storage capacity of the low-potential green land;
dividing the flow of the intercepting hole by the expected flow speed of the intercepting hole to obtain a quotient as the total cross-sectional area of the intercepting hole;
The height and width of the individual cutoff holes are determined based on the total cross-sectional area of the cutoff holes.
optionally, the total rainwater runoff amount is calculated by the following formula:
Q2＝ψqF
Wherein psi is the comprehensive flow runoff coefficient, q is the local rainstorm intensity, and F is the catchment area.
optionally, the rainwater infiltration amount of the green land is calculated by adopting the following formula:
S2＝aKJAt
Wherein a is the comprehensive safety factor, K is the soil permeability coefficient, J is the hydraulic slope, A is the penetration area, and t is the second penetration time.
Optionally, the plurality of cutoff holes comprises a plurality of first cutoff holes and a plurality of second cutoff holes, and the cutoff holes are rectangular in shape;
the plurality of first intercepting holes are positioned on the same horizontal line to form a first intercepting hole row, the plurality of second intercepting holes are positioned on the same horizontal line to form a second intercepting hole row, and the first intercepting hole row and the second intercepting hole row are parallel to each other.
Optionally, the first shut-off hole is staggered from the second shut-off hole.
Aiming at the problem of rainwater port overflow caused by poor topographic elevation control, the embodiment of the invention achieves the purposes of reducing the runoff flow rate and increasing the rainwater infiltration capacity and purification capacity by arranging the closed ring circumference with a certain height at the bottom of the overflow ring, particularly the purpose of intercepting the seriously polluted initial storm runoff, and the upper part of the overflow ring is provided with the intercepting hole for intercepting dead leaves and large granular substances in water. Through the energy dissipation, filtration and the purification effect of overflow ring to the runoff rainwater, the rainwater of final overflow passes through the inlet for stom water and gets into municipal rainwater pipeline, reaches the effect that reduces urban non-point source pollution. The invention adds the overflow ring to the rain gap, slows down the flow velocity of the runoff in the green land, enhances the infiltration and purification effect of the plants on the rain, and particularly strengthens the initial storm runoff with serious pollution. The invention has important significance for controlling urban non-point source pollution by adjusting the rainwater inlet to increase the energy dissipation and purification effects on radial rainwater, is suitable for the condition that the rainwater inlet is directly connected with the municipal rainwater pipe, can effectively reduce the water quality pressure of the municipal rainwater pipe and improve the water quality.
drawings
in order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a perspective view of an overflow ring of an embodiment of the present invention;
FIG. 2 is a schematic view of a low-potential green space according to an embodiment of the present invention;
FIG. 3 is a front view of an overflow ring of an embodiment of the present invention;
FIG. 4 is a schematic view of a gully according to an embodiment of the present invention before modification;
fig. 5 is a schematic view of a modified gully according to an embodiment of the present invention.
Detailed Description
In order to make the technical solutions of the present invention better understood, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Aiming at the problems of serious runoff rainwater erosion phenomenon and poor purification effect caused by over-low topography of the rainwater inlet in the prior art, the embodiment of the invention provides a rainwater inlet transformation method, which can relieve the rainwater erosion and purification problems without large-range adjustment of the elevation of a road surface. According to the method, the overflow ring is additionally arranged at the rainwater port, so that impurities in the runoff rainwater can be filtered, and the effects of energy dissipation, interception and purification of the runoff rainwater can be enhanced, so that the water quality pressure of the municipal rainwater pipe is effectively reduced, and the effect of controlling urban non-point source pollution is achieved.
as an embodiment of the present invention, the rainwater modification method includes the steps of:
step 101, manufacturing an overflow ring; the overflow ring comprises a retaining wall, the lower part of the retaining wall is a closed ring circumference, the upper part of the retaining wall is provided with a plurality of intercepting holes, and the intercepting holes are uniformly distributed along the circumferential direction of the retaining wall.
and 102, fixing the overflow ring on the rainwater port.
according to the method provided by the embodiment of the invention, the overflow rings with different specifications are designed, and the rainwater openings are built in the overflow rings, so that the interception and infiltration effects on the surface initial runoff rainwater are increased, and the surface runoff discharge function is borne while the runoff water power is reduced. As shown in fig. 1, the overflow ring 1 is divided into an upper part and a lower part, the lower part of the overflow ring 1 is a closed ring 11 with a certain height, and the upper part of the overflow ring 1 is provided with a cutoff hole 12.
as known from the technical guidance of sponge city construction, the top elevation of the overflow ring is generally 5-10cm higher than that of the low-potential green land. However, the difference between the elevation of the rainwater inlet and the elevation of the pavement is too large, so the overall height of the overflow ring is properly adjusted according to the specific situation of the site, and the overall height of the overflow ring is set to ensure that the runoff rainwater of the green land does not overflow and flows back to the pavement.
Optionally, in step 101, an overflow ring is fabricated, including: calculating the height of the periphery of the closed ring according to the water storage capacity of the low-potential green land; calculating the cross-sectional area of the intercepting hole according to the rainwater runoff of the green land, the rainwater seepage amount of the green land and the water storage amount of the low-potential green land; and manufacturing an overflow ring based on the height of the periphery of the closed ring and the cross section of the cutoff hole. In the embodiment of the invention, the height of the circumference of the closed ring and the cross section of the intercepting hole are respectively calculated and obtained, and then the overflow ring is manufactured based on the height of the circumference of the closed ring and the cross section of the intercepting hole, so that the overflow ring not only can filter impurities in runoff rainwater, but also can enhance the energy dissipation, interception and purification effects on the runoff rainwater, thereby effectively reducing the water quality pressure of the municipal rainwater pipe and achieving the effect of controlling urban non-point source pollution.
the lower part of the overflow ring is provided with a closed ring circumference with a certain height for reducing the flow velocity of the runoff rainwater, increasing the underwater seepage amount and the purification amount of the rainwater, in particular to the initial stage storm runoff with serious pollution. Researches find that the problem of urban non-point source pollution can be effectively solved by reasonably controlling the initial rainwater runoff. Determining the initial abandon flow according to the urban non-point source pollution conditions in different areas, as shown in fig. 2, calculating the maximum water accumulation depth of the initial abandon flow according to the water storage capacity, namely the runoff capacity-the penetration capacity, and then the maximum water accumulation depth formed by the initial abandon flow is the height of the closed ring periphery at the lower part of the overflow ring.
The following water balance relationship exists among hydrological elements of the region:
Q1＝S1+Z+U+Q3
wherein Q is1The runoff of rainwater of low-potential green land, m3；
S1The underwater seepage of rain in low-potential green land, m3；
Z is the rain evaporation capacity of the low-potential green land, m3；
u is the water storage capacity of the low green land, m3；
Q3For the overflow of rainwater, m3；
therefore, the water storage capacity of the low green land: q ═ U1-S1-Q3-Z
In the embodiment of the invention, the design of the circumferential height of the closed ring at the lower part of the overflow ring is based on the principle of fully intercepting the initial rainwater discarding flow, i.e. ensuring that the initial rainwater discarding flow does not overflow, Q30; because the evaporation amount is small, Z can be ignored, and Z is 0.
therefore, calculating the height of the closed circumference according to the water storage capacity of the low-potential green land comprises the following steps:
calculating the water storage capacity of the low green land by adopting the following formula: q ═ U1-S1；
And taking the quotient obtained by dividing the water storage capacity of the low-potential green land by the permeation area of the low-potential green land as the height of the closed periphery.
Alternatively, the rainwater runoff of the low-potential green land can be calculated by the initial abandon flow, the comprehensive rainfall runoff coefficient and the catchment area. Specifically, the rainwater runoff amount of the low-potential green land can be calculated by adopting the following formula:
wherein Q is1the runoff of rainwater of low-potential green land, m3；
h is the initial waste flow rate, mm;
The comprehensive rainfall runoff coefficient;
F is the catchment area, hm2。
It should be noted that the initial rainwater discard flow (mm) can be used for calculating the comprehensive rainfall runoff coefficient of the catchment area of the gutter inlet service by weighted average according to the area non-point source pollution condition and the type of the catchment surface in the sponge city construction technical guideline and the corresponding rainfall runoff coefficient. Optionally, the integrated rainfall runoff coefficientThe following formula can be used to calculate:
Wherein the content of the first and second substances,rainfall for a certain catchment surface type (such as asphalt pavement, lawn, etc.)Runoff coefficient;
Snm is a certain catchment surface area2。
alternatively, the rainwater infiltration amount of the low-potential green land can be calculated by adopting the following formula:
S1＝aKJASts
Wherein S is1The underwater seepage of rain in low-potential green land, m3；
a is a comprehensive safety coefficient;
K is the soil permeability coefficient, m/s;
J is hydraulic slope;
ASthe penetration area of the low potential green land, m2；
tsfirst penetration time, s.
In the embodiment of the invention, the value of the comprehensive safety coefficient can be 0.5-1, the water conservancy gradient J is 1, and the permeation time refers to the permeation duration of the facility in the rainfall process and can be generally 2 hours. A. theSThe infiltration area of the lowest part of the low-potential green space is generally defined as A, and as shown in FIG. 2, the sum of the infiltration area of the lowest part of the low-potential green space and the infiltration area of the slope may be defined as ASThe embodiment of the present invention is not limited thereto.
According to the embodiment of the invention, the water storage depth (water accumulation depth) is calculated according to the condition that the water storage capacity of the low-potential green land is equal to the volume of the low-potential green land, namely the height of the closed periphery of the overflow ring. Therefore, the height of the closed circumference of the overflow ring can fully intercept the initial rainwater, and the retention time and the purification effect of the initial rainwater on low-potential green land are increased.
The upper part of the overflow ring: the upper part of the overflow ring is provided with a rectangular hole for intercepting impurities in runoff and ensuring that the impurities in water overflowing into the gutter inlet are less. Meanwhile, the part without the opening with a certain height is reserved on the upper part of each rectangular hole, and is used for blocking suspended matters and colloidal substances floating on the upper part of the water surface under the condition that the flow rate of water in the low-potential green land is relatively slow, so that a better purification effect is achieved.
The flow intercepting holes are formed in the overflow ring, so that the flow velocity of water entering the rainwater grate through the low greenbelts can be reduced, when heavy rain and rainstorm rain occur, rainwater is stored for a short time and then seeps down or flows into the rainwater well through the dual application of the low greenbelts and the overflow ring, the speed of the rainwater converging into the municipal pipe network can be reduced to a certain extent, and therefore the drainage pressure of the municipal pipe network during heavy rainfall is reduced. On the other hand, the overflow ring can ensure that the flow is uniformly distributed on the water inlet section of the upper half part of the overflow ring, so that the phenomenon that the sludge and the rotten substances accumulated in the filter layer in the rainwater grate are overturned and broken due to the overlarge impact of the water quantity and the water speed entering the rainwater grate is avoided. Optionally, calculating the cross-sectional area of the cutoff hole according to the total runoff rainwater amount, the rainwater infiltration amount of the low-potential green land and the water storage amount of the low-potential green land comprises:
calculating the flow rate of the cutoff orifice according to the following formula:
V=Q2T-S2-U
wherein, the flow rate of the cutoff hole, Q2 is the rainwater runoff rate, T is the duration of rainfall, S2The water seepage under the rain is adopted, and U is the water storage capacity of the low-potential green land;
Dividing the flow of the intercepting hole by the expected flow speed of the intercepting hole to obtain a quotient as the total cross-sectional area of the intercepting hole;
the height and width of the individual cutoff holes are determined based on the total cross-sectional area of the cutoff holes.
Alternatively, the rainwater infiltration capacity of the green land can be calculated by the following formula:
Q2=ψqF
wherein psi is the comprehensive flow runoff coefficient;
q is the local rainstorm intensity;
F is the catchment area.
Wherein, the comprehensive flow runoff coefficient is obtained according to the type of the catchment surface in sponge city construction technical guide and the corresponding flow runoff coefficient weighted average.
Optionally, the comprehensive flow runoff coefficient ψ may be calculated by using the following formula:
Wherein psinthe flow runoff coefficient of a certain catchment surface type (such as asphalt pavement, lawn and the like);
SnM is a certain catchment surface area2。
It should be noted that the local rainstorm intensity can be obtained by looking up the local rainfall data according to a formula, for example: when the reproduction period T is 5, the rainstorm intensity q of Shenzhen is 14.914/(T +12.388)0.602, T is the rainfall duration.
Optionally, the underwater rainfall is calculated by the following formula:
S2＝aKJAt
wherein a is a comprehensive safety factor;
K is the soil permeability coefficient, m/s;
J is hydraulic slope;
a is the penetration area, m2；
t is the second permeation time, s.
In the embodiment of the invention, the value of the comprehensive safety coefficient can be 0.5-1, the water conservancy gradient J is 1, and the permeation time refers to the permeation duration of the facility in the rainfall process and can be generally 2 hours. Wherein, a may be a sum of a lowest permeation area of the low-potential green land and the slope permeation area, or may be only the lowest permeation area of the low-potential green land, which is not limited in this embodiment of the present invention.
When the total runoff quantity exceeds the water storage quantity intercepted by the periphery of the closed ring at the lower part of the overflow ring, the rainwater overflow phenomenon occurs immediately. The total area of the holes at the upper part of the overflow ring can be calculated according to the total runoff amount, the permeation quantity, the water storage quantity and the flow speed at the holes, wherein the water storage quantity is the water storage quantity formed by the periphery of the closed ring at the lower part of the overflow ring; the flow velocity at the holes gives a design value according to the pipe network conditions (can be adjusted according to the actual conditions and the design on site).
A=(Q2T-S2-U)/v
Wherein A is the total cross-sectional area of the cutoff holes, m2；
t is the duration of the rainfall,
u is the water storage capacity of the low green land, m3；
v is the desired flow velocity of the cutoff hole, m2/s。
The cross-sectional area A of the individual cutoff openingsHole(s)＝A/N
in the formula, N is the number of the closure holes.
the number, the shape and the arrangement mode of the intercepting holes are customized according to the specific overflow ring condition, and the rectangular shape is recommended. In hydraulics, for incompressible fluid, when the fluid flows in a micro-circular channel and a rectangular channel with the same cross section area, the wet circumference of the circular tube is smaller than that of the rectangular tube, so that the surface tension of the fluid flowing in the rectangular tube is larger, and the driving force for overcoming the surface tension is larger. Therefore, the upper part of the overflow ring is provided with the rectangular hole instead of the round hole, so that rainwater which flows into the low-potential green land can permeate or can be effectively purified and then flows into the municipal pipe network, and the effect of the rainwater on slow flow is slightly obvious.
Alternatively, as shown in fig. 1, the plurality of cutoff holes 12 includes a plurality of first cutoff holes 121 and a plurality of second cutoff holes 122, and the cutoff holes 12 have a rectangular shape; the plurality of first cutoff holes 121 are located on the same horizontal line to form a first cutoff hole row, and the plurality of second cutoff holes 122 are located on the same horizontal line to form a second cutoff hole row, and the first cutoff hole row and the second cutoff hole row are parallel to each other. Adopt this kind of design, can effectively cut off impurity, and guarantee that rivers are stable through intercepting the orifice. Optionally, first shutoff hole with the crisscross setting of second shutoff hole to effectively the impurity that dams, and guarantee that rivers are stable through the shutoff hole.
in an embodiment of the invention, the overflow ring is used for enhancing the green space to the effect of radial rainwater energy, infiltration, filtration and purification. The overflow ring is mainly divided into two parts, namely an overflow ring closed ring circumference and a cut-off hole. The runoff of the road surface is collected and enters the low-potential green land, and the overflow ring reduces the flow velocity of the runoff rainwater by retaining the runoff rainwater, so that the scouring phenomenon of the runoff rainwater on the green land is relieved; the overflow ring can prolong the retention time of the runoff rainwater in the green land and strengthen the infiltration and purification effect on the runoff rainwater. The height of the periphery of the closed ring at the lower part of the overflow ring is determined by the initial rainwater drainage. Heavily polluted rainwater in the initial stage of rainfall erosion is intercepted by the closed periphery of the lower part of the overflow ring, so that the retention time of the rainwater in the green land in the initial stage is prolonged, and the purification effect of the runoff rainwater in the initial stage is greatly improved; when a strong rainfall event occurs, the closure hole of the facility at the upper part of the overflow ring can filter impurities caused by runoff rainwater washing. The overflow ring can be directly clamped in a gap between the gully well cover and the gully body or bonded around the gully according to the field conditions, as shown in figures 4-5, the invention can increase the control effect on radial rainwater without greatly modifying the terrain elevation, and has the characteristics of simple and easy installation and operation, convenient disassembly, simple and convenient operation and maintenance, and the like.
And taking a rainwater inlet in a low-level greenbelt of a certain region of the Shenzhen as a case demonstration point, and designing a rainwater inlet overflow ring according to the field condition.
According to related data, compared with Shenzhen, the average load rate of pollutants in the initial runoff of about 8mm is high, and the increase of the load rate of pollutants after the load rate exceeds 8mm is little. Therefore, in order to effectively control runoff pollution, the runoff discard flow rate at the initial stage can be preliminarily determined to be 8 mm.
Through measurement calculation on site, the gutter inlet is 25cm lower than the lawn. And combining the technical guidance of sponge city construction, the height of the top of the overflow ring is generally 5-10cm higher than the bottom of the low-potential green land. However, the difference between the site rainwater port and the road surface elevation is too large, so the total height of the designed overflow ring is 18 cm. The low green land has no water storage when no rainfall event occurs, so the water storage capacity of the low green land under the condition that runoff is not discharged is as follows:
U＝Q1-S1
The type of the catchment surface of the gutter inlet comprises an asphalt pavement and a green land, and the comprehensive rainfall runoff coefficient in the catchment area range of the gutter inlet is calculated by measuring the catchment surface area of the gutter inlet and the type and the rainfall runoff coefficient related in the sponge city construction technical guide. The field rainwater port water collecting surface types comprise two types of asphalt pavements and lawns, and low green lands exist in the lawns. The length of the asphalt pavement is 18.25m, and the width of the asphalt pavement is 5.5 m; the total length of the lawn is 18.25m, and the total width is 5.35 m. Looking up the technical guidelines of sponge city construction, the rainfall runoff coefficient of the asphalt pavement is 0.8-0.9, and the rainfall runoff coefficient of the lawn is 0.15. The width of the lawn obtained by subtracting the width of the low green land from the total width of the lawn is 4.2 m.
F＝(18.25)×(4.2+5.5)＝117.025m2
H＝8mm
S1＝0.75×2.16×10-5×0.3×14.55×2×3600＝0.509m3
U＝0.708-0.509＝0.198m3
therefore, the initial waste flow rate can be 0.198m in low green land3The water storage capacity is the water accumulation capacity of the low green land, and if the water accumulation depth h1 is an unknown number x, the water storage capacity is as follows:
h1＝4cm
therefore, the height of the periphery of the lower sealing ring of the overflow ring is 4 cm.
shenzhen rainstorm intensity:
The rainfall lasts for T and takes 25min, the recurrence period is 5 years,
rainstorm intensity q is 14.914/(t +12.388)0.602＝1.685mm/min＝2.81×10-5m/s
Comprehensive runoff coefficient psi:
Runoff of greenbelt rain: q2＝ψqF＝0.4969×2.81×10-5×14.55×(4.2+5.5)＝0.00197m3/s
rain water seepage: s2＝aKJAt＝1×2.16×10-5×14.55×(0.3+0.45+0.45)×2×3600＝2.715m3
and according to the condition of the on-site rainwater port and the condition of local rainfall, the designed flow speed at the hole is 0.5 m/s.
total area of holes (A ═ Q)2×T-S2-U2)/v＝(0.00197×25×60-2.715-0.198)/0.5＝0.08m2
In order to achieve better interception of runoff impurities, reduction of flow velocity and prolongation of slow delay time of overflow holes, two rows of overflow holes are designed and are arranged in a vertically staggered manner. The number N of holes in each semicircle of each row is 40, and the total number is 160. The area of the single hole is A hole, A/N, 0.08/160, 0.0005m2
Then, the length of a single hole is 1cm, the width of the single hole is 5cm, and the interval of single holes in the same row is 2 cm.
design and check:
it is known that the gully has a diameter of 80cm, i.e. a circumference of 2.51 m.
The sum of the length and the interval width of all the holes is L which is 80 multiplied by 0.01 multiplied by 79 multiplied by 0.02 which is 2.38m < perimeter of the rain inlet
Meets the design requirements.
therefore, aiming at the ubiquitous problem of overflow of the rainwater port caused by poor topographic elevation control, the embodiment of the invention achieves the purposes of reducing the flow velocity of runoff and increasing the seepage and purification amount of rainwater through the arrangement of the closed ring circumference with a certain height at the bottom of the overflow ring, particularly the purpose of intercepting the seriously polluted initial storm runoff, and the intercepting hole is arranged at the upper part of the overflow ring and is used for intercepting dead leaves and large granular substances in water. Through the energy dissipation, filtration and the purification effect of overflow ring to the runoff rainwater, the rainwater of final overflow passes through the inlet for stom water and gets into municipal rainwater pipeline, reaches the effect that reduces urban non-point source pollution. The invention adds the overflow ring to the rain gap, slows down the flow velocity of the runoff in the green land, enhances the infiltration and purification effect of the plants on the rain, and particularly strengthens the initial storm runoff with serious pollution. The invention has important significance for controlling urban non-point source pollution by adjusting the rainwater inlet to increase the energy dissipation and purification effects on radial rainwater, is suitable for the condition that the rainwater inlet is directly connected with the municipal rainwater pipe, can effectively reduce the water quality pressure of the municipal rainwater pipe and improve the water quality.
Those of ordinary skill in the art will understand that: the discussion of any embodiment above is meant to be exemplary only, and is not intended to intimate that the scope of the disclosure, including the claims, is limited to these examples; within the idea of the invention, also technical features in the above embodiments or in different embodiments may be combined and there are many other variations of the different aspects of the invention as described above, which are not provided in detail for the sake of brevity. Therefore, any omissions, modifications, substitutions, improvements and the like that may be made without departing from the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (10)
1. A gutter inlet reforming method is characterized by comprising the following steps:
manufacturing an overflow ring; the overflow ring comprises a retaining wall, the lower part of the retaining wall is a closed ring circumference, the upper part of the retaining wall is provided with a plurality of intercepting holes, and the intercepting holes are uniformly distributed along the circumferential direction of the retaining wall;
And fixing the overflow ring on the rainwater port.
2. a gutter inlet reforming method according to claim 1, wherein the step of forming the overflow ring comprises:
Calculating the height of the periphery of the closed ring according to the water storage capacity of the low-potential green land;
Calculating the cross-sectional area of the cutoff hole according to the total runoff quantity of rainwater, the seepage quantity of the rainwater and the water storage quantity of the low-potential green land;
And manufacturing an overflow ring based on the height of the periphery of the closed ring and the cross section of the cutoff hole.
3. The method for modifying a gutter inlet according to claim 2, wherein calculating the height of the circumference of the closed circle based on the water storage capacity of the low green space comprises:
Calculating the water storage capacity of the low green land by adopting the following formula: q ═ U1-S1；
Wherein U is the water storage capacity of the low-potential green land, Q1runoff of rainwater, S, for low-lying greenbelts1The underwater seepage of the rain in low-potential green land;
And taking the quotient obtained by dividing the water storage capacity of the low-potential green land by the permeation area of the low-potential green land as the height of the closed periphery.
4. A gutter inlet reforming method according to claim 3, characterized in that the runoff of rainwater of the low green space is calculated by using the following formula:
Wherein H is the initial discard flow rate,the comprehensive rainfall runoff coefficient is shown, and F is the catchment area.
5. A gutter inlet reforming method according to claim 3, characterized in that the rainwater infiltration capacity of the low-potential green land is calculated by the following formula:
S1＝aKJASts
Wherein, a is the comprehensive safety coefficient, K is the soil permeability coefficient, J is the hydraulic gradient, ASPenetration area of low potential greenbelt, tsIs the first permeation time.
6. the gutter inlet modification method according to claim 3, wherein calculating the cross-sectional area of the cutoff hole according to the total runoff rainwater amount, the seepage amount under the rainwater and the water storage amount of the low green land comprises:
calculating the flow rate of the cutoff orifice according to the following formula:
V＝Q2×T-S2-U
Wherein V is the flow rate of the cutoff hole, Q2runoff of rainwater, duration of rainfall, S2the water seepage under the rain is adopted, and U is the water storage capacity of the low-potential green land;
Dividing the flow of the intercepting hole by the expected flow speed of the intercepting hole to obtain a quotient as the total cross-sectional area of the intercepting hole;
The height and width of the individual cutoff holes are determined based on the total cross-sectional area of the cutoff holes.
7. A gutter inlet modification method according to claim 6, characterized in that the total rainwater runoff amount is calculated by using the following formula:
Q2＝ψqF
wherein psi is the comprehensive flow runoff coefficient, q is the local rainstorm intensity, and F is the catchment area.
8. the gutter inlet reforming method according to claim 6, wherein the rainwater infiltration amount of the green land is calculated by using the following formula:
S2＝aKJAt
Wherein a is the comprehensive safety factor, K is the soil permeability coefficient, J is the hydraulic slope, A is the penetration area, and t is the second penetration time.
9. The method of modifying a gutter inlet according to claim 1, wherein the plurality of cutoff holes comprise a plurality of first cutoff holes and a plurality of second cutoff holes, and the cutoff holes are rectangular in shape;
The plurality of first intercepting holes are positioned on the same horizontal line to form a first intercepting hole row, the plurality of second intercepting holes are positioned on the same horizontal line to form a second intercepting hole row, and the first intercepting hole row and the second intercepting hole row are parallel to each other.
10. The method of modifying a gutter inlet according to claim 9, wherein the first shut-off hole is staggered from the second shut-off hole.
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Application publication date: 20191213 |