An urban underground pipeline optimization design method

Abstract

The application provides a kind of urban underground pipeline optimization design method to solve the problem of difficult coordination, low design efficiency and pipeline error, collision in the process of new underground pipeline design, belongs to the technical field of pipeline design.A kind of urban underground pipeline optimization design method, comprising: using ground penetrating radar to nondestructively explore the preset pipeline construction route to obtain the three-dimensional coordinates and pipe diameter data of existing underground pipeline;establish the three-dimensional model of existing underground pipeline of the preset pipeline construction route;the established three-dimensional model of existing underground pipeline is imported into pipeline auxiliary design software, and according to the determined pipe diameter, slope and burial depth of new rainwater drainage pipeline, the pipe diameter, slope and burial depth of new sewage drainage pipeline, and the type, quantity and scale of new other new pipeline, pipeline arrangement, spatial analysis, optimization adjustment are carried out by using the pipeline auxiliary design software until the pipeline is error-free and collision-free, and the scheme is output.The application improves the design efficiency.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of pipeline design, and particularly relates to a method for optimizing design of urban underground pipelines. BACKGROUND

[0002] Fast urbanization has greatly increased underground municipal pipelines, and various pipelines compete for urban underground space. The complexity of underground pipelines, the involvement of multiple pipeline property departments, and different design and construction sequences make it difficult to understand existing pipelines and coordinate, resulting in low design efficiency of new pipelines. In addition, conventional design methods cannot accurately display the comprehensive arrangement of pipelines, leading to the occurrence of pipeline errors and collisions during the design process. SUMMARY

[0003] The technical problem to be solved by the application is to provide a method for optimizing design of urban underground pipelines to solve the problems of great coordination difficulty, low design efficiency, and easy occurrence of pipeline errors and collisions in the design process of newly installed underground pipelines.

[0004] The technical solution adopted by the application to solve the technical problem is: a method for optimizing design of urban underground pipelines, comprising the following steps:

[0005] Non-destructive exploration of a preset pipeline construction route is performed using a ground penetrating radar to obtain three-dimensional coordinates and pipe diameter data of existing underground pipelines on the preset pipeline construction route. For areas that cannot be detected by the ground penetrating radar, the three-dimensional coordinates and pipe diameter data of underground pipelines in the areas are obtained from the current pipeline data of pipeline property units and management units;

[0006] A three-dimensional model of existing underground pipelines of the preset pipeline construction route is established in pipeline auxiliary design software using the obtained three-dimensional coordinates and pipe diameter data of underground pipelines;

[0007] Drainage partitioning, determination of drainage pipe routes, and completion of drainage system division are performed on the established three-dimensional model of existing underground pipelines to determine rainwater drainage systems and sewage drainage systems of the preset pipeline construction route;

[0008] Rainwater catchment area division and statistics are performed according to the determined rainwater drainage systems, and sewage catchment area division and statistics are performed according to the determined sewage drainage systems;

[0009] The relevant design parameters for the newly constructed rainwater drainage pipeline and sewage drainage pipeline along the preset pipeline construction route are determined. The relevant design parameters for the newly constructed rainwater drainage pipeline include the rainstorm return period, surface water accumulation time, pipeline roughness coefficient, and comprehensive runoff coefficient. The relevant design parameters for the newly constructed sewage drainage pipeline include the pipeline roughness coefficient of the sewage system, groundwater infiltration flow rate, sewage quota, and variation coefficient.

[0010] The diameter of the newly installed rainwater drainage pipe is calculated and determined based on the statistically determined rainwater catchment area and the relevant parameters of the newly installed rainwater drainage pipe. The diameter of the newly installed sewage drainage pipe is calculated and determined based on the statistically determined sewage catchment area and the relevant parameters of the newly installed sewage drainage pipe.

[0011] The types, quantities, and scale of other newly installed pipelines will be determined based on construction requirements.

[0012] The burial depth and slope of newly installed rainwater drainage pipes, newly installed sewage drainage pipes, and other newly installed pipelines shall be determined separately.

[0013] The established three-dimensional model of the existing underground pipelines is imported into the pipeline-aided design software. Based on the determined diameter, slope and burial depth of the newly installed rainwater drainage pipelines, the diameter, slope and burial depth of the newly installed sewage drainage pipelines, as well as the types, quantities and scale of other newly installed pipelines, the pipeline-aided design software is used to perform pipeline layout, spatial analysis, optimization and adjustment until the pipelines are error-free and collision-free, and then the solution is output.

[0014] Furthermore, the slope of newly installed rainwater drainage pipes, newly installed sewage drainage pipes, and other newly installed pipelines shall be consistent with the slope of the ground.

[0015] Furthermore, the theoretical diameter of the newly installed rainwater drainage pipe is D1. q = 167A(1 + ClgP) / (T + b) n , where R a For the roughness of the newly installed rainwater drainage pipe, I is the slope of the newly installed rainwater drainage pipe; φ is the comprehensive runoff coefficient, S is the rainwater catchment area, T is the rainfall duration, P is the rainstorm return period, A is the rainfall force parameter, C is the rainfall force variation parameter, b is the rainfall duration correction parameter, and n is the rainstorm attenuation index.

[0016] The theoretical pipe diameter D1 is rounded up to the nearest hundred to obtain the required pipe diameter for newly installed rainwater drainage pipes.

[0017] Furthermore, the theoretical diameter of the newly installed sewage drainage pipe is D2. Wherein, when D2 = 350-450mm, x = 0.5404, y = 0.2881; when D2 = 500-900mm, x = 0.5872, y = 0.2962; when D2 ≥ 1000mm, x = 0.6319, y = 0.3017), K / S is the sediment deposition coefficient, with a value ranging from 1 to 1.04. / For sewage catchment area, G represents the roughness of the newly installed sewage drainage pipe, and K represents the slope of the newly installed sewage drainage pipe. / / J is the variation coefficient, Q2 is the groundwater infiltration flow rate, and Q3 is the initial rainwater inflow rate.

[0018] The theoretical pipe diameter D2 is rounded up to the nearest hundred to obtain the required pipe diameter for the newly installed sewage drainage pipe.

[0019] Furthermore, it also includes using the pipeline-aided design software to calculate the earthwork excavation volume V for the newly constructed drainage pipeline:

[0020] When the centerline distance Z between two adjacent newly installed drainage pipes

[0021] Z≤0.5[(2a1+2t1+0.001D / )+(2a2+2t2+0.001D / / )+2K(H1+C1-

[0022] When F1)+2K(H2+C2-F2)], the two newly installed drainage pipes share a common trench during construction. The earthwork excavation calculation model for these two newly installed drainage pipes is as follows:

[0023] Let M be the distance between the top widths of the two trenches.

[0024] M = 0.5[(2a1 + 2t1 + 0.001D] / )+(2a2+2t2+0.001D / / )+

[0025] When 2K(H1+C1-F1)+2K(H2+C2-F2)]-Z, then:

[0026]

[0027]

[0028] Assume that the two newly installed drainage pipes are B1 and B2, respectively. In the formula, a1 is the working width of the pipe trench of B1, t1 is the wall thickness of B1, and D... / Let B1 be the inner diameter, H1 be the average burial depth of the pipe between two adjacent working nodes or manholes of B1, C1 be the over-excavation depth of the foundation of B1, F1 be the thickness of the road surface structure layer of B1, a2 be the width of the working face of the pipe trench of B2, t2 be the wall thickness of B2, and D be the inner diameter of the pipe trench of B2. / / H2 is the inner diameter of B2, H2 is the average burial depth of the pipeline between two adjacent working nodes or manholes of B2, C2 is the over-excavation depth of the foundation of B2, F2 is the thickness of the road structure layer of B2, K is the slope coefficient, and L is the distance between two adjacent working nodes or manholes.

[0029] When two adjacent newly installed drainage pipes do not share a common trench during construction, the excavation earthwork v for each newly installed drainage pipe is calculated as follows:

[0030]

[0031] In the formula, a is the width of the working face of the drainage pipe trench currently calculated, t is the wall thickness of the drainage pipe currently calculated, D is the inner diameter of the drainage pipe currently calculated (mm), H is the average burial depth of the pipe between two adjacent working nodes or manholes of the drainage pipe currently calculated, C is the over-excavation depth of the foundation of the drainage pipe currently calculated, F is the thickness of the road surface structure layer of the drainage pipe currently calculated, and L is the distance between two adjacent working nodes or manholes of the drainage pipe currently calculated.

[0032] Furthermore, the pipeline auxiliary design software is Revit.

[0033] The beneficial effects of this invention are as follows: The urban underground pipeline optimization design method of this invention obtains the three-dimensional coordinates and pipe diameter data of existing underground pipelines along the pipeline construction route in the explorable areas using ground-penetrating radar non-destructive exploration. In the unexplorable areas, the three-dimensional coordinates and pipe diameter data of existing underground pipelines along the pipeline construction route are obtained by consulting the existing pipeline data of the pipeline owner and management units. This reduces the amount of coordination and communication required during new pipeline design and allows for a more accurate understanding of the existing pipeline situation, which is beneficial for the subsequent design and construction of new pipelines. Then, pipeline auxiliary design software is used to arrange the pipelines, accurately generating and displaying the comprehensive three-dimensional model of the pipeline layout. The design results are less prone to pipeline errors, omissions, or collisions, thus improving design efficiency and accuracy. Detailed Implementation

[0034] The present invention will be further described below with reference to embodiments.

[0035] The present invention provides a method for optimizing the design of urban underground pipelines, comprising the following steps:

[0036] S1. Use ground-penetrating radar to conduct non-destructive exploration of the preset pipeline construction route to obtain the three-dimensional coordinates and pipe diameter data of the existing underground pipelines on the preset pipeline construction route. For areas that cannot be detected by ground-penetrating radar, the three-dimensional coordinates and pipe diameter data of the underground pipelines in the area are obtained through the current pipeline data of the pipeline owner and management unit.

[0037] S2. Using the obtained underground three-dimensional coordinates and pipe diameter data, establish an existing three-dimensional model of the preset pipeline construction route in the pipeline auxiliary design software;

[0038] S3. Divide the drainage pipes in the established three-dimensional model of the existing underground pipelines into drainage zones, determine the direction of the drainage pipes, and complete the division of the drainage system to determine the rainwater drainage system and sewage drainage system of the preset pipeline construction route.

[0039] S4. Based on the determined rainwater drainage system, divide and count the rainwater catchment area; based on the determined sewage drainage system, divide and count the sewage catchment area.

[0040] S5. Determine the relevant design parameters of the newly constructed rainwater drainage pipeline and sewage drainage pipeline for the preset pipeline construction route. The relevant design parameters of the newly constructed rainwater drainage pipeline include the rainstorm return period, groundwater accumulation time, pipeline roughness coefficient and comprehensive runoff coefficient. The relevant design parameters of the newly constructed sewage drainage pipeline include the pipeline roughness coefficient of the sewage system, groundwater infiltration flow rate, sewage quota and variation coefficient.

[0041] S6. Calculate and determine the diameter of the newly installed rainwater drainage pipe based on the statistically determined rainwater catchment area and the relevant parameters of the newly installed rainwater drainage pipe. Calculate and determine the diameter of the newly installed sewage drainage pipe based on the statistically determined sewage catchment area and the relevant parameters of the newly installed sewage drainage pipe.

[0042] S7. Determine the types, quantities, and scale of other newly installed pipelines based on construction requirements;

[0043] S8. Set the burial depth and slope for newly installed rainwater drainage pipes, newly installed sewage drainage pipes, and other newly installed pipelines respectively;

[0044] S9. Import the established three-dimensional model of the existing underground pipelines into the pipeline-aided design software. Based on the determined diameter, slope, and burial depth of the newly installed rainwater drainage pipelines, the diameter, slope, and burial depth of the newly installed sewage drainage pipelines, as well as the types, quantities, and scale of other newly installed pipelines, use the pipeline-aided design software to arrange the pipelines and perform spatial analysis and detection on the arranged pipelines to detect possible misalignment points. Then, based on the spatial analysis results, optimize and adjust the pipelines, adjusting their positions, heights, connection methods, etc., until the pipelines are free of misalignment and collision and meet the design and construction requirements before outputting the solution.

[0045] In this invention, the pipeline auxiliary design software includes, but is not limited to, Pipeline Design, JetMap, Revit, and other auxiliary design software. In this embodiment of the invention, Revit is used as the pipeline auxiliary design software.

[0046] This invention discloses an optimized design method for urban underground pipelines. For the explorable areas of the pre-defined pipeline construction route, ground-penetrating radar is used for non-destructive exploration to obtain the three-dimensional coordinates and pipe diameter data of existing underground pipelines along the construction route. For unexplorable areas, the existing pipeline data is obtained by consulting the current pipeline information of the pipeline owner and management units. This reduces the amount of coordination and communication required during new pipeline design and allows for a more accurate understanding of the existing pipeline situation, which is beneficial for the subsequent design and construction of new pipelines. Subsequently, this invention utilizes the obtained three-dimensional coordinates and pipe diameter data to establish a three-dimensional model of the existing underground pipelines for the preset pipeline construction route. Then, it uses the three-dimensional model to understand the existing underground rainwater drainage and sewage drainage systems, designing the pipe diameters for newly installed rainwater drainage pipes and sewage drainage pipes. Finally, using pipeline-aided design software based on the established three-dimensional model of the existing underground pipelines, it determines the pipe diameter, slope, and burial depth of the newly installed rainwater drainage pipes, the pipe diameter, slope, and burial depth of the newly installed sewage drainage pipes, and the types, quantities, and scales of other newly installed pipelines for layout. By using pipeline-aided design software for pipeline layout, detecting conflict locations, optimizing and adjusting, and finally generating avoidance schemes, pipeline errors and collisions can be avoided. In this way, the comprehensive pipeline layout three-dimensional model can be accurately generated and displayed, and the design results are less prone to pipeline discrepancies, errors, omissions, and collisions, thus improving design efficiency.

[0047] Specifically, step S3 involves dividing a continuous area where rainwater is discharged through the same outlet into a rainwater drainage zone, and similarly completing the division of all rainwater drainage zones within the design area. The direction of the rainwater pipes within each rainwater drainage zone is determined according to the road slope or the orientation of the main rainwater pipe, thus completing the division of the rainwater drainage system. Similarly, a continuous area where rainwater is discharged to different sewage treatment plants or main sewage pipes is divided into a sewage drainage zone, and similarly completing the division of all sewage drainage zones within the design area. After the sewage drainage zones are divided, the direction of the sewage pipes within each sewage drainage zone is determined according to the road slope or the orientation of the main sewage pipe, thus completing the division of the sewage drainage system.

[0048] The pipe roughness coefficient of the present invention is determined by the type of pipe material selected during construction. The rainstorm recurrence period, surface water accumulation time, comprehensive runoff coefficient, groundwater infiltration flow, sewage quota, and variation coefficient can be determined by on-site measurement or relevant historical statistical data according to the conditions of the pipeline construction area.

[0049] In this invention, specifically, the theoretical diameter of the newly installed rainwater drainage pipe is D1. q = 167A(1 + ClgP) / (T + b) n , where R a For newly installed stormwater drainage pipes, the roughness is defined as follows: I is the slope of the newly installed stormwater drainage pipes; φ is the comprehensive runoff coefficient; S is the storm catchment area; T is the rainfall duration (min); P is the storm recurrence interval (years); A is the rainfall force parameter; C is the rainfall force variation parameter; b is the rainfall duration correction parameter; and n is the storm attenuation index. The theoretical pipe diameter D1, rounded up to the nearest hundred, is the required pipe diameter for newly installed stormwater drainage pipes. The theoretical pipe diameter for newly installed sewage drainage pipes is D2. Wherein, when D2 = 350-450mm, x = 0.5404, y = 0.2881; when D2 = 500-900mm, x = 0.5872, y = 0.2962; when D2 ≥ 1000mm, x = 0.6319, y = 0.3017), K / S is the sediment deposition coefficient, with a value ranging from 1 to 1.04. / For sewage catchment area, G represents the roughness of the newly installed sewage drainage pipe, and K represents the slope of the newly installed sewage drainage pipe. / / J is the variation coefficient, Q2 is the groundwater infiltration flow rate, and Q3 is the initial rainwater inflow rate. The theoretical pipe diameter D2, rounded up to the nearest hundred, is the required pipe diameter for the newly installed sewage drainage pipeline. K / The siltation coefficient (K) indicates the greater the likelihood of siltation during subsequent use of the pipeline. / The larger the value of , the greater the value. T is the rainfall duration (min), P is the rainstorm recurrence period (year), A is the rainfall intensity parameter, C is the rainfall intensity variation parameter, b is the rainfall duration correction parameter, and n is the rainstorm attenuation index. Specific values ​​can be obtained from tables. K / / The variation coefficient is J, the wastewater quota is Q2, the groundwater infiltration flow rate is Q3, and the initial rainwater inflow rate can be determined through on-site measurement or historical statistical data.

[0050] For example, when calculating the pipe diameter for sewage drainage, first give a predetermined pipe diameter value for D2, such as 400mm. If the pipe diameter falls within the range of 350-450mm, then x = 0.5404 and y = 0.2881. Substitute these values ​​into the formula. If the calculated result D2 = 350-450mm, round up the result D2 to the nearest hundred to get the required pipe diameter for the newly installed sewage drainage pipe. If the calculated result D2 is outside the 350-450mm range, such as D2 = 500-900mm, then reset the pipe diameter value to D2, and then take the x and y values ​​within the corresponding range and re-enter them into the formula. Calculate in this way until the set value of D2 and the final calculated value are within the same range, then round up the final calculated value of D2 to a whole number of 100.

[0051] This invention uses the above-mentioned method to calculate the pipe diameter for sewage drainage and rainwater drainage, which solves the problems of low efficiency, high error rate, and lack of theoretical basis in conventional pipe diameter calculation methods that rely on table lookup and trial calculation. This saves investment costs and improves efficiency.

[0052] In this invention, the burial depth and slope of newly installed rainwater drainage pipes, sewage drainage pipes, and other pipelines can be set as needed. In this embodiment, the slope of the newly installed rainwater drainage pipes, sewage drainage pipes, and other pipelines is consistent with the ground slope to facilitate construction. Regarding the burial depth, in this embodiment, the burial depth for other pipelines is set to 0.7m of soil cover, the burial depth for rainwater drainage pipes is set to 2m of soil cover, and the burial depth for sewage drainage pipes is: Burial depth of rainwater drainage pipe = 2m + diameter of main rainwater drainage pipe + 2 * wall thickness of main rainwater drainage pipe + foundation depth of rainwater drainage pipe (generally 0.1m or 0.15m) + 0.15m - (wall thickness of main sewage drainage pipe - wall thickness of reserved branch pipe in the sewage drainage pipe site). Using this method to install sewage drainage pipes can reduce earthwork excavation and save costs.

[0053] To verify the accuracy of the three-dimensional coordinates and pipe diameter data of underground pipelines obtained through ground-penetrating radar and data, a location can be selected on the pre-set pipeline construction route to assist in the manual excavation of trenches or boreholes for verification.

[0054] This invention also includes using the pipeline-aided design software to calculate the earthwork excavation volume V for newly constructed drainage pipelines (sewage drainage pipelines and rainwater drainage pipelines). The specific calculation model is as follows:

[0055] When the centerline distance Z between two adjacent newly installed drainage pipes

[0056] Z≤0.5[(2a1+2t1+0.001D / )+(2a2+2t2+0.001D / / )+2K(H1+C1-

[0057] When F1)+2K(H2+C2-F2)], the two adjacent newly installed drainage pipes share a common trench during construction. The earthwork excavation calculation model for these two newly installed drainage pipes is as follows:

[0058] Let M be the distance between the top widths of the two trenches.

[0059] M = 0.5[(2a1 + 2t1 + 0.001D] / )+(2a2+2t2+0.001D / / )+

[0060] When 2K(H1+C1-F1)+2K(H2+C2-F2)]-Z, then:

[0061]

[0062] Assume that the two newly installed drainage pipes are B1 and B2, respectively. In the formula, a1 is the working width of the pipe trench of B1, t1 is the wall thickness of B1, and D... / Let B1 be the inner diameter, H1 be the average burial depth of the pipe between two adjacent working nodes or manholes of B1, C1 be the over-excavation depth of the foundation of B1, F1 be the thickness of the road surface structure layer of B1, a2 be the width of the working face of the pipe trench of B2, t2 be the wall thickness of B2, and D be the inner diameter of the pipe trench of B2. / / H2 is the inner diameter of B2, H2 is the average burial depth of the pipeline between two adjacent working nodes or manholes of B2, C2 is the over-excavation depth of the foundation of B2, F2 is the thickness of the road structure layer of B2, K is the slope coefficient of the newly installed pipeline, and L is the distance between two adjacent working nodes or manholes.

[0063] When two adjacent newly installed drainage pipes do not share a common trench during construction, that is,

[0064] Z>0.5[(2a1+2t1+0.001D / )+(2a2+2t2+0.001D / / )+2K(H1+C1-

[0065] When F1)+2K(H2+C2-F2)], the trench for each newly installed drainage pipe is excavated separately, and the specific excavation earthwork v for each newly installed drainage pipe is calculated as follows:

[0066]

[0067] In the formula, a is the width of the working face of the drainage pipe trench calculated at present, t is the wall thickness of the drainage pipe calculated at present, D is the inner diameter of the drainage pipe calculated at present (mm), K is the slope coefficient of the drainage pipe calculated at present, H is the average burial depth of the pipe between two adjacent working nodes or manholes of the drainage pipe calculated at present, C is the over-excavation depth of the foundation of the drainage pipe calculated at present, F is the thickness of the road surface structure layer of the drainage pipe calculated at present, and L is the distance between two adjacent working nodes or manholes of the drainage pipe calculated at present.

[0068] The above calculation formula can more accurately calculate the amount of earthwork required for construction, thereby improving pipeline design efficiency.

Claims

1. A method for optimizing the design of urban underground pipelines, characterized in that, Includes the following steps: Ground-penetrating radar is used to conduct non-destructive exploration of the preset pipeline construction route to obtain the three-dimensional coordinates and pipe diameter data of the existing underground pipelines along the preset pipeline construction route. For areas that cannot be detected by ground-penetrating radar, the three-dimensional coordinates and pipe diameter data of the underground pipelines in that area are obtained through the existing pipeline data of the pipeline owner and management unit. Using the obtained underground three-dimensional coordinates and pipe diameter data, a three-dimensional model of the existing underground pipeline with the preset pipeline construction route is established in pipeline auxiliary design software; The drainage pipes in the established three-dimensional model of the existing underground pipelines are divided into drainage zones, the drainage pipe routes are determined, and the drainage system is divided to determine the rainwater drainage system and sewage drainage system of the preset pipeline construction route. Based on the determined rainwater drainage system, the rainwater catchment area is divided and statistically analyzed; based on the determined sewage drainage system, the sewage catchment area is divided and statistically analyzed. The relevant design parameters for the newly constructed rainwater drainage pipeline and sewage drainage pipeline along the preset pipeline construction route are determined. The relevant design parameters for the newly constructed rainwater drainage pipeline include the rainstorm return period, surface water accumulation time, pipeline roughness coefficient, and comprehensive runoff coefficient. The relevant design parameters for the newly constructed sewage drainage pipeline include the pipeline roughness coefficient of the sewage system, groundwater infiltration flow rate, sewage quota, and variation coefficient. The diameter of the newly installed rainwater drainage pipe is calculated and determined based on the statistically determined rainwater catchment area and the relevant design parameters of the newly installed rainwater drainage pipe. The diameter of the newly installed sewage drainage pipe is calculated and determined based on the statistically determined sewage catchment area and the relevant design parameters of the newly installed sewage drainage pipe. The types, quantities, and scale of other newly installed pipelines will be determined based on construction requirements. The burial depth and slope of newly installed rainwater drainage pipes, newly installed sewage drainage pipes, and other newly installed pipelines shall be determined separately. The established three-dimensional model of the existing underground pipelines is imported into the pipeline-aided design software. Based on the determined diameter, slope and burial depth of the newly installed rainwater drainage pipelines, the diameter, slope and burial depth of the newly installed sewage drainage pipelines, as well as the types, quantities and scale of other newly installed pipelines, the pipeline-aided design software is used to perform pipeline layout, spatial analysis, optimization and adjustment until the pipelines are error-free and collision-free, and then the solution is output.

2. The urban underground pipeline optimization design method as described in claim 1, characterized in that, The slope of newly installed rainwater drainage pipes, newly installed sewage drainage pipes, and other newly installed pipelines should be consistent with the slope of the ground.

3. A method for optimizing the design of urban underground pipelines as described in claim 1 or 2, characterized in that, The theoretical diameter of the newly installed rainwater drainage pipe is D1. q = 167A(1 + ClgP) / (T + b) n , where R a For the roughness of the newly installed rainwater drainage pipe, I is the slope of the newly installed rainwater drainage pipe; φ is the comprehensive runoff coefficient, S is the rainwater catchment area, T is the rainfall duration, P is the rainstorm return period, A is the rainfall force parameter, C is the rainfall force variation parameter, b is the rainfall duration correction parameter, and n is the rainstorm attenuation index. The theoretical pipe diameter D1 is rounded up to the nearest hundred to obtain the required pipe diameter for the newly installed rainwater drainage pipe.

4. A method for optimizing the design of urban underground pipelines as described in claim 1 or 2, characterized in that, The theoretical diameter of the newly installed sewage drainage pipe is D2. Specifically, when D2 = 350-450mm, x = 0.5404, y = 0.2881; when D2 = 500-900mm, x = 0.5872, y = 0.2962; when D2 ≥ 1000mm, x = 0.6319, y = 0.3017, K / S is the sediment deposition coefficient, with a value ranging from 1 to 1.

04. / For sewage catchment area, G represents the roughness of the newly installed sewage drainage pipe, and K represents the slope of the newly installed sewage drainage pipe. / / J is the variation coefficient, Q2 is the groundwater infiltration flow rate, and Q3 is the initial rainwater inflow rate. The required pipe diameter for the newly installed sewage drainage pipeline is obtained by rounding up the theoretical pipe diameter D2 to the nearest hundred.

5. The urban underground pipeline optimization design method as described in claim 1, characterized in that, It also includes using the pipeline auxiliary design software to calculate the earthwork excavation volume V for newly installed drainage pipelines: When the centerline distance Z between two adjacent newly installed drainage pipes Z≤0.5[(2a1+2t1+0.001D / )+(2a2+2t2+0.001D / / When [H1+C1-F1)+2K(H2+C2-F2)] is used, the two newly installed drainage pipes share a common trench during construction. The earthwork excavation calculation model for these two newly installed drainage pipes is as follows: Let M be the distance between the top widths of the two trenches. M = 0.5[(2a1 + 2t1 + 0.001D] / )+(2a2+2t2+0.001D / / When )+2K(H1+C1-F1)+2K(H2+C2-F2)]-Z, then: Assume that the two newly installed drainage pipes are B1 and B2, respectively. In the formula, a1 is the working width of the pipe trench of B1, t1 is the wall thickness of B1, and D... / Let B1 be the inner diameter, H1 be the average burial depth of the pipe between two adjacent working nodes or manholes of B1, C1 be the over-excavation depth of the foundation of B1, F1 be the thickness of the road surface structure layer of B1, a2 be the width of the working face of the pipe trench of B2, t2 be the wall thickness of B2, and D be the inner diameter of the pipe trench of B2. / / H2 is the inner diameter of B2, H2 is the average burial depth of the pipeline between two adjacent working nodes or manholes of B2, C2 is the over-excavation depth of the foundation of B2, F2 is the thickness of the road structure layer of B2, K is the slope coefficient, and L is the distance between two adjacent working nodes or manholes. When two adjacent newly installed drainage pipes do not share a common trench during construction, the excavation earthwork v for each newly installed drainage pipe is calculated as follows: In the formula, a is the width of the working face of the drainage pipe trench currently calculated, t is the wall thickness of the drainage pipe currently calculated, D is the inner diameter of the drainage pipe currently calculated (mm), H is the average burial depth of the pipe between two adjacent working nodes or manholes of the drainage pipe currently calculated, C is the over-excavation depth of the foundation of the drainage pipe currently calculated, F is the thickness of the road surface structure layer of the drainage pipe currently calculated, and L is the distance between two adjacent working nodes or manholes of the drainage pipe currently calculated.

6. The urban underground pipeline optimization design method as described in claim 1, characterized in that, The pipeline design software is Revit.

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