Sponge city initial rainwater unpowered discarding device

Abstract

The utility model discloses an unpowered initial rainwater discarding device for a sponge city. The unpowered initial rainwater discarding device comprises a volumetric discarding cabin and an overflow cabin, a basket type grating net is installed in the flow discarding cabin, a mud settling hopper is arranged at the bottom, and a plurality of water seepage holes are formed in the bottom of the inner side wall of the cabin. A water inlet is formed in the bottom of the cabin side; a steel cover plate is arranged at the cabin top; a steel partition plate is arranged in the overflow cabin, a steel flashboard is arranged above the steel partition plate, a rainwater discharging opening is formed in the bottom of the side face of the overflow cabin, and a steel cover plate is arranged at the top of the overflow cabin. The initial rainwater discarding amount can be accurately controlled through the volume type discarding device, meanwhile, unpowered discarding of initial rainwater is achieved by combining the sponge thought that rainwater infiltrates into underground water, electrical equipment does not need to be matched, the basket type grating net only needs to be lifted up irregularly in the later period for impurity cleaning and silt hopper cleaning, and the rainwater discarding efficiency is greatly improved. Operation and maintenance are simple, equipment is not prone to damage, water and soil conservation of a project area is facilitated, and the working efficiency of sponge city facilities can be effectively improved.

Description

Technical Field

[0001] This utility model belongs to the field of sponge city equipment technology, and specifically relates to a non-powered rainwater diversion device for the initial stage of sponge city construction. Background Technology

[0002] Urban stormwater runoff pollution is one of the major sources of water pollution. Controlling runoff pollution is essential in the design and construction of integrated stormwater utilization projects. Initial runoff pollution typically accounts for over 60% of total runoff pollution, making it a key focus of urban stormwater runoff pollution control. Source control, as a crucial measure for stormwater runoff pollution control, is widely used in practical engineering. Currently, the most common method for initial stormwater diversion is pump-controlled initial stormwater diversion devices. However, this device suffers from drawbacks. The uncertainty of rainfall timing and intensity during operation leads to prolonged pump idleness and intermittent high-intensity operation, easily causing damage to the pump system. This not only affects operational efficiency but also increases subsequent operating costs. Utility Model Content

[0003] The technical problem to be solved by this utility model is to provide a non-powered initial rainwater diversion device. The device ensures the accuracy of the initial rainwater diversion flow through a volumetric cavity, filters the initial rainwater through a basket-type grid, and combines the holes at the bottom of the device with external gravel filling to naturally divert the initial rainwater controlled by the device's internal volume. It utilizes the porosity and infiltration of the soil to divert the initial rainwater through infiltration. No power control is required, avoiding subsequent equipment maintenance and replacement, and effectively improving work efficiency.

[0004] To solve the above-mentioned technical problems, this utility model is achieved through the following technical solution: a non-powered initial rainwater diversion device, comprising a volumetric diversion chamber A and an overflow chamber B; a basket-type grid is installed inside the diversion chamber A, a sedimentation hopper is provided at the bottom of the diversion chamber A, and several seepage holes are provided on the inner side wall and bottom of the diversion chamber A, and a rainwater inlet is provided at the bottom side of the diversion chamber A; a steel cover plate is provided on the top of the diversion chamber A; a steel partition is provided inside the overflow chamber B, a steel gate is provided above the steel partition, a rainwater outlet is provided at the bottom side of the overflow chamber B, and a steel cover plate is provided on the top of the overflow chamber B.

[0005] Compared with the prior art, the present invention has the following advantages:

[0006] Initial rainwater enters the volumetric rainwater diversion chamber through the inlet. It first passes through a basket-type bar screen, which filters out larger impurities. The rainwater then seeps out through infiltration holes on the sides and bottom of the diversion chamber into the gravel layer, where it infiltrates through the pores to replenish groundwater, thus achieving non-powered initial rainwater diversion. Rainwater exceeding the diversion chamber's volume overflows through the overflow space of the overflow chamber's steel partition into the overflow chamber, and is discharged into the next-level rainwater pipe network through the rainwater outlet at the bottom of the overflow chamber, thus ensuring the normal transport of non-initial rainwater. A steel gate at the overflow baffle prevents backflow into the diversion chamber or even the upstream rainwater pipe network in case of excessive overflow. A sedimentation hopper at the bottom of the diversion chamber stores silt and sand that cannot be filtered by the bar screen; this can be removed by lifting the bar screen, ensuring the effectiveness of the diversion chamber's side walls and bottom openings. This invention enables precise control of the initial rainwater diversion volume through a volumetric diversion device. It also incorporates the sponge city concept of rainwater infiltration to replenish groundwater, achieving non-powered diversion of initial rainwater. No electrical equipment is required. In the later stages, only periodic cleaning of impurities and sedimentation buckets is needed by lifting the basket-type grid. The operation and maintenance are simple, the equipment is not easily damaged, and it is beneficial to soil and water conservation in the project area, effectively improving the efficiency of sponge city facilities. Attached Figure Description

[0007] Figure 1 This is a schematic diagram of the overall structure of this utility model;

[0008] Figure 2 for Figure 1 sectional view;

[0009] In the diagram: 1-Rainwater inlet, 2-Infiltration hole, 3-Bucket body, 4-Gravel layer, 5-Steel partition, 6-Basket-type grating, 7-Handle, 8-Sedimentation hopper, 9-Rainwater outlet, 10-Overflow chamber steel cover, 11-Steel gate, 12-Diversion chamber steel cover. Detailed Implementation

[0010] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0011] A non-powered initial rainwater diversion device includes a volumetric diversion chamber A and an overflow chamber B; a basket-type grid 6 is installed inside the diversion chamber A, a sedimentation hopper 8 is provided at the bottom of the diversion chamber A, several seepage holes 2 are provided on the inner side wall and bottom of the diversion chamber A, and a rainwater inlet 1 is provided at the bottom side of the diversion chamber A; a steel cover plate 12 is provided on the top of the diversion chamber A.

[0012] The overflow chamber B is equipped with a steel partition 5, a steel gate 11 is installed above the steel partition 5, a rainwater outlet 9 is installed at the bottom side of the overflow chamber B, and an overflow chamber steel cover 10 is installed on the top of the overflow chamber B.

[0013] The basket-type grating 6 is equipped with a flattenable steel handle 7 on its upper part.

[0014] The spacing between the seepage holes 2 is 100mm.

[0015] The height of the volumetric stormwater diversion chamber A is determined by the elevation and burial depth of the inlet rainwater pipe (total height H1 of diversion chamber A = burial depth of inlet pipe h1 + pipe diameter D1 + 300mm). The bottom elevation of the inlet rainwater pipe must be 300mm higher than the bottom of diversion chamber A. The length and width of diversion chamber A need to be determined based on the initial rainwater calculation and the chamber height. Its length and width not only need to meet the volume requirements but also need to be adaptable to the land use conditions, and its shape can be adjusted, such as square, circular, elliptical, etc.

[0016] The height of the overflow chamber B needs to be determined based on the elevation and burial depth of the outlet rainwater pipe (total height H2 of overflow chamber B = burial depth of inlet pipe h2 + inlet pipe diameter D2 + 200mm), and the bottom elevation of the outlet rainwater pipe needs to be at least 200mm higher than the bottom of overflow chamber B. The length of overflow chamber B needs to be determined based on the local storm intensity, average rainfall thickness, and land use conditions; the width of overflow chamber B needs to be consistent with that of diversion chamber A; the shape of overflow chamber B needs to be consistent with that of diversion chamber A.

[0017] Both the volumetric wastegate A and the overflow chamber B are covered with a layer of crushed stone 4, which is at least 150 mm thick.

[0018] The bottom of the volumetric wastewater chamber A is equipped with a sedimentation hopper 8, the length and width of which are the same as those of the wastewater chamber A, and the height of the sedimentation hopper is not less than 300mm.

[0019] A non-powered rainwater diversion device for initial runoff in sponge cities, such as Figure 1-2 As shown, it includes a volumetric wastegate and an overflow chamber B; a basket-type grid 6 is installed inside the wastegate A, a sedimentation hopper 8 is provided at the bottom of the wastegate A, and several seepage holes 2 are provided on the inner side wall and bottom of the wastegate A; a rainwater inlet 1 is provided at the bottom side of the wastegate A; and a steel cover plate 12 is provided on the top of the wastegate A.

[0020] The overflow chamber B is equipped with a steel partition 5, a steel gate 11 is installed above the steel partition 5, a rainwater outlet 9 is installed at the bottom side of the overflow chamber B, and a steel cover plate 10 is installed on the top of the overflow chamber B.

[0021] The aforementioned sponge city initial rainwater diversion device operates by having initial rainwater enter the volumetric diversion chamber A through the rainwater inlet 1. It first passes through a basket-type grid 6, which filters out larger impurities. The rainwater then infiltrates and replenishes groundwater through the infiltration holes 2 on the sides and bottom of the diversion chamber A, thus achieving the diversion of initial rainwater without power. Rainwater exceeding the volume of the diversion chamber A overflows through the overflow space of the steel partition ⑤ in the overflow chamber B, and is then discharged into the next-level rainwater pipe network through the rainwater outlet 9 at the bottom of the overflow chamber, thus ensuring the normal transport of non-initial rainwater.

[0022] Specifically, in order to increase the infiltration effect of rainwater in the volumetric overflow chamber A, a layer of crushed stone with a thickness of not less than 150mm is laid on the outside of the chamber 3 to improve the infiltration effect of initial rainwater.

[0023] Specifically, in order to improve the rainwater infiltration effect of the volumetric spoilage chamber A, the seepage holes 2 on the side wall and bottom of spoilage chamber A are spaced 100mm apart, and the specific number is adjusted according to the size of the spoilage chamber; the size of seepage hole 2 is 30mm×20mm.

[0024] Specifically, in order to ensure the volumetric effectiveness of the volumetric wastegate A, the top of the basket-type grating 6 is equipped with a flip-up steel handle 7. Operators can periodically lift the basket-type grating 6 using the handle 7 to clean up rainwater and impurities.

[0025] Specifically, in order to further ensure the volumetric effectiveness of the volumetric spoilage chamber A, a sedimentation hopper 8 is installed at the bottom of the spoilage chamber A. The sedimentation hopper 8 is located below the basket-type bar screen 6. During the cleaning process, the basket-type bar screen 6 is lifted out through the steel handle 7, and the sedimentation hopper 8 below is cleaned to regularly remove mud, sand and other impurities in the initial rainwater that cannot be filtered by the basket-type bar screen 6.

[0026] Specifically, to improve the practicality of the volumetric rainwater diversion chamber A, its external dimensions can be customized according to the actual site conditions. The height of the rainwater diversion chamber A is determined based on the elevation and burial depth of the inlet rainwater pipe, and the bottom elevation of the inlet rainwater pipe must be 300mm higher than the bottom of the rainwater diversion chamber A. The length and width of the rainwater diversion chamber A need to be determined based on the initial rainwater calculation volume and the height of the chamber. Its length and width not only need to meet the volume requirements, but also need to be varied according to the land use conditions. The shape can be adjusted, such as square, round, elliptical, etc.

[0027] Specifically, to improve the practicality of overflow chamber B, its external dimensions can be customized according to the actual site conditions and the dimensions of volumetric diversion chamber A; the height of overflow chamber B needs to be determined based on the elevation and burial depth of the outlet rainwater pipe, and the bottom elevation of the outlet rainwater pipe needs to be at least 200mm higher than the bottom of overflow chamber B; the length of overflow chamber B needs to be determined based on the local storm intensity, average rainfall thickness, and land conditions; the width of overflow chamber B needs to be consistent with that of diversion chamber A; and the shape of overflow chamber B needs to be consistent with that of diversion chamber A.

[0028] Specifically, in order to prevent backflow caused by excessively high water levels in overflow chamber B during heavy rain, a steel gate 11 is installed above the steel partition 5 inside overflow chamber B. The width of the steel gate 11 must be at least 150mm longer than the distance from the steel partition 5 to the top steel cover plate 10 of overflow chamber B.

[0029] The working principle of this utility model:

[0030] During operation, initial rainwater enters the volumetric rainwater diversion chamber A through the rainwater inlet 1. It first passes through a basket-type bar screen 6, which filters out larger impurities. The rainwater then infiltrates and replenishes groundwater through the seepage holes 2 on the sides and bottom of the diversion chamber A, thus achieving non-powered initial rainwater diversion. Rainwater exceeding the volume of the diversion chamber A overflows through the overflow space of the steel partition 5 in the overflow chamber B, and is discharged into the next-level rainwater pipe network through the rainwater outlet 9 at the bottom of the overflow chamber, thus ensuring the normal transport of non-initial rainwater. A steel gate 11 located at the steel partition 5 of the overflow chamber B prevents excessive overflow rainwater from flowing back into the diversion chamber A or even the upstream rainwater pipe network. The sedimentation hopper 8, located at the bottom of the diversion chamber A, stores sediment that cannot be filtered by the basket-type bar screen 6 from the initial rainwater runoff. The basket-type bar screen 6 is periodically lifted for cleaning, ensuring the effectiveness of the side walls and bottom openings of the diversion chamber A. This invention uses a volumetric diversion device to precisely control the initial rainwater runoff volume. Combined with the sponge city concept of rainwater infiltration and groundwater replenishment, it achieves non-powered diversion of initial rainwater, requiring no supporting electrical equipment. Later, only periodic cleaning of the basket-type bar screen 6 and sedimentation hopper 8 is needed. Operation and maintenance are simple, the equipment is not easily damaged, and it is beneficial to soil and water conservation in the project area, effectively improving the efficiency of sponge city facilities.

[0031] The embodiments of this utility model have been described in detail above with reference to the accompanying drawings, but this utility model is not limited to the described embodiments. For those skilled in the art, various changes, modifications, substitutions, and alterations to these embodiments without departing from the principles and spirit of this utility model will still fall within the protection scope of this utility model. The above descriptions are merely preferred embodiments of this utility model and are not intended to limit this utility model. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this utility model should be included within the protection scope of this utility model.

Claims

1. A device for unpowered initial rainwater runoff in a sponge city, characterized in that: It comprises volume type flow rejection tank A and overflow tank B; the basket type grid net (6) is installed in the flow rejection tank A, the sedimentation hopper (8) is arranged at the bottom of the flow rejection tank A, a plurality of water seepage holes (2) are arranged at the inner side wall and the bottom of the flow rejection tank A, the rainwater inlet (1) is arranged at the bottom of the side of the flow rejection tank A; the flow rejection tank steel cover plate (12) is arranged at the top of the flow rejection tank A; The overflow tank B is provided with the steel partition plate (5), the steel gate plate (11) is arranged above the steel partition plate (5), the rainwater outlet (9) is arranged at the bottom of the side of the overflow tank B, and the overflow tank steel cover plate (10) is arranged at the top of the overflow tank B. 2.The device according to claim 1, characterized in that: The upper part of the basket type grid net (6) is provided with the flat type steel handle (7).

3. The device according to claim 1, characterized in that: The hole spacing of the water seepage hole (2) is 100 mm.

4. The device according to claim 1, characterized in that: The water inlet rainwater pipe bottom elevation of the volume type flow rejection tank A needs to be higher than the bottom of the flow rejection tank A by 300 mm.

5. The device according to claim 1, characterized in that: The height of the overflow tank B needs to be determined according to the water outlet rainwater pipe elevation and the burying depth, and the water outlet rainwater pipe bottom elevation needs to be higher than the bottom of the overflow tank B by not less than 200 mm. 6.The device according to claim 1, characterized in that: The volume type flow rejection tank A and the overflow tank B are both coated by the gravel layer (4), and the thickness of the gravel layer (4) is not less than 150 mm.

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