A gravity dam forward design method and related products

Abstract

This invention relates to the field of water conservancy and hydropower engineering design technology, specifically to a forward design method for gravity dams and related products. The method includes calculating the length of the maximum wind zone and determining the dam crest elevation; obtaining a standard cross-section; generating a segmented three-dimensional solid model of the gravity dam; calculating the anti-sliding stability safety factor of the target bank slope dam segment; verifying the stability of the target bank slope dam segment based on the anti-sliding stability safety factor; and obtaining the final design scheme of the gravity dam. This invention integrates meteorological and hydrological parameter calculation, two-dimensional cross-section design optimization, and three-dimensional solid model generation, realizing direct correlation and data linkage between the calculation model and the three-dimensional design model, improving the collaborative efficiency of the design, and avoiding errors that may be introduced by manual data transmission.

Description

Technical Field

[0001] This invention relates to the field of water conservancy and hydropower engineering design technology, specifically to a gravity dam forward design method and related products. Background Technology

[0002] Gravity dams are a typical type of dam in hydraulic engineering projects that relies on the dam's own weight to maintain stability. Their main cross-section is often triangular. Their working principle involves using the anti-sliding force generated by the dam's own weight to resist water pressure, while simultaneously using the compressive stress of the dam's own weight to offset the tensile stress caused by the water pressure. The design of gravity dams requires comprehensive consideration of topographic and geological conditions, hydrological and meteorological parameters (such as wind speed, wind zone length, and wave elements), load combinations, and complex structural forms (such as galleries and orifices).

[0003] Currently, in the engineering design practice of gravity dams, designers mostly use CAD-aided design tools such as ZDM (an auxiliary design software developed by hydraulic and hydropower designers on a CAD platform) for drawing and modeling, and cooperate with two-dimensional calculations of gravity dams (such as software like the Lizheng Geotechnical Engineering series). After completing the two-dimensional design and calculation and passing the verification, three-dimensional modeling is then performed based on the two-dimensional drawings for collision checks, quantity statistics, or visualization.

[0004] In recent years, BIM technology has been increasingly widely applied in the field of engineering design. The highway industry has implemented a forward design process for roads based on BIM software such as Civil 3D, proposing solutions for road BIM 3D design and engineering drawings. The construction industry, based on BIM software such as Revit, has completed a transformation in production methods and management models, including parametric-driven design, 3D collaborative design, digital twins, and asset delivery.

[0005] As water conservancy engineering design transforms towards 3D and intelligent models, forward design—that is, conducting the entire design process directly based on 3D models—is gradually replacing the traditional "2D design + 3D model conversion" workflow, becoming a key direction for industry upgrading. However, mainstream BIM platforms (such as Revit and CATIA) generally lack water conservancy professional modules, and complex hydraulic calculations and structural calculations require secondary development. In China, research and application of parametric design of gravity dams based on platforms such as CATIA+OKBIM, Bentley, and Revit have been carried out.

[0006] The existing technology has at least the following problems:

[0007] The determination of dam crest elevation, the drawing of cross sections, and subsequent design calculations are often scattered across different software or platforms, and data transfer relies on manual transmission, which is inefficient.

[0008] Completing only parametric or non-parametric 3D modeling requires fewer computational functions for the forward design of gravity dams, and these functions cannot be integrated across the entire design process.

[0009] For the bank slope sections of gravity dams, located on both sides of the valley, the foundation surface is often inclined or zigzag-shaped. Under load, the bank slope section not only bears the water thrust pointing upstream, but is also affected by the tangential component of gravity on the inclined foundation surface, exhibiting a two-way spatial force characteristic of sliding both downstream and towards the riverbed. In the design process, the lateral forces on the inclined foundation surface are often ignored, or calculations are simplified. Summary of the Invention

[0010] To address the aforementioned technical problems, this invention provides a gravity dam forward design method and related products, which integrates data processing, design modeling, and analysis calculation, and can accurately solve the spatial anti-sliding stability of the bank slope dam section based on a three-dimensional solid model.

[0011] This invention is achieved through the following technical solution:

[0012] A forward design method for gravity dams includes the following steps:

[0013] Obtain elevation and hydrological / meteorological data for the gravity dam reservoir area, calculate the length of the maximum wind zone, and determine the dam crest elevation;

[0014] Based on the dam crest elevation, a two-dimensional cross-section of the gravity dam is constructed, two-dimensional anti-sliding stability calculation is performed, and the cross-section parameters are optimized according to the calculation results to obtain a standard cross-section.

[0015] The standard cross-section is swept along the preset dam axis path and closed in combination with the foundation surface data to generate a segmented three-dimensional solid model of the gravity dam.

[0016] Using the segmented three-dimensional solid model of the gravity dam, a target bank slope dam segment is selected. Based on the three-dimensional solid model, the geometric parameters of the sliding surface and the load information are obtained. The anti-sliding stability safety factor of the target bank slope dam segment is calculated according to the spatial force mode.

[0017] The stability of the target bank slope dam section is verified based on the anti-sliding stability safety factor to obtain the final design scheme of the gravity dam.

[0018] Alternatively, methods for determining the dam crest elevation include:

[0019] The Delaunay triangular mesh surface of the reservoir area terrain was constructed using the elevation data;

[0020] Based on the specified dam axis, generate a sequence of calculation points along the dam axis at preset intervals;

[0021] For each calculation point in the calculation point sequence, a ray is constructed along the prevailing wind direction, and the straight-line distance from the calculation point to the opposite shore water surface is calculated;

[0022] The straight-line distance calculation results of all calculation points are compared to determine the global maximum wind zone length calculation value, and the dam crest elevation is calculated based on the global maximum wind zone length calculation value.

[0023] Alternatively, methods for obtaining a standard cross-section include:

[0024] The two-dimensional cross-section of the gravity dam is constructed using either parametric design or non-parametric picking. The parametric design includes generating a standard triangular cross-section or a WES weir-type overflow surface based on input standard parameters, while the non-parametric picking includes entering user-defined closed contour lines as cross-section data into the database.

[0025] The anti-sliding stability safety factor of the constructed two-dimensional cross-section of the gravity dam is calculated. If the calculation result does not meet the preset requirements, the cross-section parameters are adjusted and recalculated until the requirements are met.

[0026] Based on the final two-dimensional cross-sectional data that meets the requirements, a two-dimensional cross-sectional anti-slip stability calculation report is generated.

[0027] Optionally, methods for generating segmented 3D solid models of gravity dams include:

[0028] Obtain the contour data of the standard cross section, perform a sweeping operation along the specified dam axis path, and generate the dam body surface;

[0029] By using the end elevation and foundation surface of the dam section, the curved surface of the dam body is closed to form an initial solid dam section;

[0030] Determine whether a gallery structure exists within the gravity dam; if so, obtain the gallery cross-sectional outline and centerline, and generate a three-dimensional model of the gallery based on the station range of the centerline.

[0031] The corridor 3D model is subtracted from the initial solid dam segment through Boolean operations to generate the final segmented 3D solid model of the gravity dam.

[0032] Optionally, the method for calculating the anti-sliding stability safety factor of the target bank slope dam section includes:

[0033] Select the target bank slope dam segment in the segmented three-dimensional solid model, and configure the unit weight parameters and foundation shear parameters of the dam segment;

[0034] On the segmented three-dimensional solid model, the water pressure action surface is interactively picked up, and the hydrostatic pressure, uplift pressure and silt pressure are automatically calculated according to the position of the action surface.

[0035] Based on the hydrostatic pressure and the dam's self-weight, a two-way force model is constructed, and the direction of anti-sliding stability analysis is determined according to the resultant force direction of the two-way force.

[0036] For a bank slope dam section with a zigzag excavation foundation, the sliding force, anti-sliding force, and uplift pressure on each bottom sliding surface are calculated separately. After vector combination of the forces on each sliding surface, the anti-sliding stability safety factor is calculated using the shear strength formula or the shear strength formula. Based on the calculation results and parameters, an anti-sliding stability calculation report for the bank slope dam section is generated.

[0037] Optionally, the specific calculation method for the dam crest elevation includes:

[0038] Determine the shape characteristics of the water area where the calculation point is located. If it meets the preset irregular or narrow conditions, use the equivalent wind zone length. The formula for calculation is: ,in, For the calculation point to the boundary of the water area, the first... The distance of the rays, For the first The angle between the ray and the prevailing wind direction;

[0039] The maximum equivalent wind zone length obtained from the traversal calculation is selected as the global maximum wind zone length calculation value;

[0040] Calculate the height from the wave centerline to the still water level. : ,in, The cumulative frequency is Calculate wave height, The water depth in front of the water-retaining structure. The average wavelength;

[0041] Calculate the dam crest elevation : ,in, This refers to the static water level under design conditions. Increase the value for safety.

[0042] Optionally, the specific method for calculating the anti-sliding stability safety factor of the constructed two-dimensional cross-section of the gravity dam includes:

[0043] Calculate all loads acting on the dam body, including at least the structural self-weight, hydrostatic pressure, and uplift pressure.

[0044] Based on the geological conditions of the dam foundation, the anti-sliding stability safety factor of the dam foundation surface is calculated using the rigid body limit equilibrium method according to the shear strength formula or the shear strength formula.

[0045] The formula for shear strength is: ,in, The sliding stability safety factor is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation. This refers to the shear cohesion at the interface between the dam concrete and the dam foundation. This refers to the cross-sectional area of ​​the dam foundation contact surface. It is the sum of the normal components of all loads acting on the dam body with respect to the sliding plane. It is the sum of the tangential components of all loads acting on the dam body with respect to the sliding plane;

[0046] The formula for shear strength is: ,in, The safety factor for anti-sliding stability is calculated based on shear strength. It is the shear friction coefficient of the interface between the dam concrete and the dam foundation.

[0047] Optionally, the anti-sliding stability safety factor of the bank slope dam section can be calculated using the shear strength formula or the shear strength formula.

[0048] The formula for shear strength is: ,in, The sliding stability safety factor is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation. This refers to the shear cohesion at the interface between the dam concrete and the dam foundation. This refers to the cross-sectional area of ​​the dam foundation contact surface;

[0049] The formula for shear strength is: ,in, The safety factor for anti-sliding stability is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation;

[0050] This represents the normal component of all loads acting on the dam body on the sliding plane. The lifting force acting on the sliding plane, This represents the tangential component acting on the dam body parallel to the sliding plane. This refers to the horizontal force acting on the dam body perpendicular to the dam axis; This represents the resultant force of the bidirectional forces acting on the dam body on the sliding surface.

[0051] A computer-readable storage medium storing a computer program that, when executed by a processor, implements a gravity dam forward design method as described above.

[0052] A computer program product includes a computer program / instructions that, when executed by a processor, implement a gravity dam forward design method as described above.

[0053] Compared with the prior art, the present invention has the following features and beneficial effects:

[0054] This invention calculates the length of the maximum wind zone based on reservoir elevation and hydrological and meteorological data to determine the dam crest elevation, then constructs and optimizes a two-dimensional cross-section, generates a three-dimensional solid model of the gravity dam segment, and calculates the anti-sliding stability safety factor based on the three-dimensional solid model.

[0055] This invention integrates meteorological and hydrological parameter calculation, two-dimensional cross-section design optimization, and three-dimensional solid model generation, achieving direct correlation and data linkage between the calculation model and the three-dimensional design model. This improves the collaborative efficiency of the design and avoids errors that may be introduced by manual data transmission. By directly and interactively picking the load application surface on the three-dimensional solid model and constructing a two-way force model based on the vector sum of the tangential components of hydrostatic pressure and gravity, the anti-sliding stability safety factor of the bank slope dam section can be accurately calculated according to the spatial force pattern. This solves the problem that traditional two-dimensional single-width calculations cannot accurately reflect the two-way sliding trend of the bank slope dam section. Attached Figure Description

[0056] The accompanying drawings illustrate exemplary embodiments of the present invention and, together with the description thereof, serve to explain the principles of the invention. These drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, but do not constitute a limitation on the embodiments of the present invention.

[0057] Figure 1 This is a flowchart illustrating a forward design method for gravity dams according to the present invention.

[0058] Figure 2 This is a flowchart illustrating Embodiment 3 of the present invention. Detailed Implementation

[0059] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for illustrative purposes only and are not intended to limit the scope of the invention.

[0060] It should also be noted that, for ease of description, only the parts relevant to the present invention are shown in the accompanying drawings.

[0061] Where there is no conflict, the embodiments and features described in this invention can be combined with each other. The invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0062] Example 1

[0063] like Figure 1 As shown, this embodiment provides a forward design method for gravity dams. First, the external boundary conditions of the dam (dam crest elevation) are determined. Second, the basic outline of the dam (two-dimensional cross-section) is designed. Then, the solid structure of the dam (three-dimensional model) is automatically generated. Finally, the stress analysis problem of complex parts (bank slope dam section) is solved based on the solid model. Specifically, it includes the following steps:

[0064] The first step is to obtain elevation and hydrological / meteorological data for the gravity dam reservoir area, calculate the length of the maximum wind zone, and determine the dam crest elevation.

[0065] The design is based on obtaining the reservoir area's topography (elevation data) and environmental parameters (hydrological and meteorological data), and then calculating the maximum wind zone length. Wind zone length refers to the straight-line distance that wind continuously travels across a large body of water. The longer the wind zone length, the longer the time and distance the wind travels on the water surface, and the greater the wave energy and height generated.

[0066] By calculating the maximum wind zone length and combining it with the design wind speed to calculate wave elements, the wave run-up can be determined, and finally the minimum elevation required for the dam crest can be scientifically derived, providing vertical constraints for subsequent design.

[0067] The second step is to construct a two-dimensional cross-section of the gravity dam based on the dam crest elevation, perform two-dimensional anti-sliding stability calculations, and optimize the cross-section parameters based on the calculation results to obtain a standard cross-section.

[0068] After determining the dam crest elevation, a preliminary two-dimensional geometric profile of the gravity dam is constructed, and its mechanical stability is checked. Anti-sliding stability refers to the dam's ability to resist sliding failure along the dam foundation or deep weak surfaces under horizontal loads such as water pressure.

[0069] If the anti-slip stability calculation results of the initial cross section do not meet the specifications, the bottom width, slope and other parameters of the cross section are adjusted for optimization until the calculation results are qualified, thereby obtaining a standard cross section.

[0070] The third step is to sweep the standard cross-section along the preset dam axis path and then close it in conjunction with the foundation surface data to generate a segmented three-dimensional solid model of the gravity dam.

[0071] Computer graphics technology is used to transform two-dimensional design results into three-dimensional spatial entities. Sweep is a three-dimensional modeling operation that refers to the process of moving and stretching a two-dimensional cross section (the standard cross section in this example) along a specified path (the dam axis in this example) to generate a three-dimensional surface or solid.

[0072] The foundation surface refers to the bedrock surface that sits on the dam body after excavation and treatment. By performing Boolean operations or closing operations on the dam body curved surface generated by sweeping and the actual terrain foundation surface, a three-dimensional solid model of the gravity dam segment with actual volume properties is generated.

[0073] The fourth step involves using the segmented three-dimensional solid model of the gravity dam to select the target bank slope dam segment, obtaining the sliding surface geometric parameters and load information based on the three-dimensional solid model, and calculating the anti-sliding stability safety factor of the target bank slope dam segment according to the spatial force mode.

[0074] For the bank slope dam section located on both sides of the river valley and subjected to complex forces, the three-dimensional solid model generated in the third step is used directly for analysis.

[0075] The spatial stress model takes into account that the dam foundation surface beneath the bank slope section is usually inclined towards the riverbed. Under this condition, the dam body is subjected not only to downward sliding force but also to lateral forces from the dam foundation, and its stability needs to be analyzed according to the resultant force direction of the two-way forces in three-dimensional space.

[0076] By using a three-dimensional solid model, the spatial geometric parameters (such as area and inclination angle) of the sliding surface and the load information acting on the three-dimensional surface can be obtained directly and accurately, thereby calculating the anti-slip stability safety factor that conforms to the actual stress state.

[0077] The fifth step is to verify the stability of the target bank slope dam section based on the anti-sliding stability safety factor, and obtain the final design scheme of the gravity dam.

[0078] The anti-sliding stability safety factor calculated in step four is compared and verified with the allowable safety factor specified in water conservancy industry standards (such as the "Design Code for Concrete Gravity Dams").

[0079] Verification passed: If the calculated coefficient is greater than or equal to the allowable safety factor, the stability of the bank slope dam section is determined to meet the requirements, the current three-dimensional solid model and related parameters are confirmed as an effective design, and it is determined as the final design scheme of the gravity dam.

[0080] Verification Failure: If the calculated coefficient is less than the allowable safety factor, return to step two or three, adjust the cross-sectional dimensions (e.g., increase the bottom width) or engineering measures (e.g., adjust the excavation slope), regenerate the model and calculate, until verification passes. Finally, based on the verified design scheme, the system outputs a complete 3D BIM model, 2D construction drawings, and corresponding design calculation sheets, completing the forward design of the gravity dam.

[0081] Example 2

[0082] This embodiment provides a detailed description of each step in Embodiment 1.

[0083] The methods for determining the dam crest elevation in the first step include:

[0084] Elevation data within the gravity dam reservoir area was acquired, and the Delaunay triangular mesh surface of the reservoir area topography was constructed using the elevation data. The Delaunay triangular mesh is a method that connects discrete points into a series of non-overlapping triangles, which can minimize the occurrence of narrow and elongated triangles, thereby realistically simulating the continuously undulating terrain surface.

[0085] Based on the prevailing wind direction, a sequence of calculation points is generated along the designated dam axis at preset intervals (e.g., every 10 meters).

[0086] For each calculation point in the calculation point sequence, a ray is constructed along the prevailing wind direction, and the straight-line distance from the calculation point to the opposite shore water surface is calculated; that is, the straight-line distance of the point is obtained by calculating the intersection of the ray with the Delaunay topographic surface (i.e., the boundary of the opposite shore water surface).

[0087] The equivalent wind zone length calculation results of all calculation points are traversed and compared to determine the global maximum wind zone length calculation value. The dam crest elevation is then calculated based on the global maximum wind zone length calculation value, i.e., the dam crest elevation is calculated based on the maximum wind zone length calculation value and in accordance with the water conservancy industry standards.

[0088] The methods for obtaining the standard cross-section in the second step include:

[0089] Two-dimensional cross-sections of gravity dams are constructed using either parametric design or non-parametric picking methods. Parametric design includes generating standard triangular cross-sections or WES weir-type overflow surfaces based on input standard parameters, while non-parametric picking includes inputting user-defined closed contour lines as cross-section data into the database.

[0090] For conventional dam sections, users only need to input parameters such as bottom width, slope ratio, and design head, and the system can automatically generate a standard triangular cross-section or a complex WES weir overflow surface.

[0091] For special terrains or unconventional designs, the system supports "what you see is what you get," directly inputting any closed outline drawn by the user into the database as cross-sectional data.

[0092] The anti-sliding stability safety factor of the constructed two-dimensional section of the gravity dam is calculated. If the calculation result does not meet the preset requirements, the section parameters are adjusted and recalculated until the requirements are met.

[0093] Based on the final two-dimensional cross-sectional data that meets the requirements, a two-dimensional cross-sectional anti-slip stability calculation report is generated.

[0094] The third step involves generating a segmented 3D solid model of the gravity dam, including:

[0095] Obtain the contour data of the standard cross section, perform a sweep operation along the specified dam axis path to generate the dam body surface; use the sweep technique in computer graphics to stretch the standard cross section along the dam axis path to generate the main surface of the dam, and use the end elevation and foundation surface to close it into an initial solid.

[0096] By utilizing the end elevation and foundation surface of the dam section, the curved surface of the dam body is sealed to form the initial solid dam section;

[0097] Determine whether there is a gallery structure inside the gravity dam; if there is a gallery for inspection and drainage designed inside the dam, obtain the gallery cross-sectional outline and the gallery centerline, and generate a three-dimensional model of the gallery based on the station range of the gallery centerline; that is, the system will generate a "tubular" gallery model based on the gallery centerline and cross-section.

[0098] In the initial solid dam section, Boolean operations are used to subtract the 3D model of the corridor, generating the final segmented 3D solid model of the gravity dam. In 3D modeling, Boolean operations refer to logical operations such as union (addition), difference (subtraction), and intersection (taking the common part) between two entities.

[0099] In the fourth step, the method for calculating the anti-sliding stability safety factor of the target bank slope dam section includes:

[0100] Select the target bank slope dam segment in the segmented 3D solid model, and configure the unit weight parameters and foundation shear parameters of the dam segment;

[0101] The system allows users to interactively select water pressure surfaces on a segmented 3D solid model. Based on the location of the surface, the system automatically calculates the hydrostatic pressure, uplift pressure, and silt pressure. Users can directly click (pick) the surface bearing water pressure on the 3D model, and the system will automatically integrate and calculate the hydrostatic pressure, uplift pressure, and silt pressure based on the spatial location and depth of the surface, eliminating the need for manual calculation.

[0102] Based on hydrostatic pressure and the dam's self-weight, a two-way force model is constructed, and the direction of anti-sliding stability analysis is determined according to the resultant force direction of the two-way forces. The bank slope dam section is subjected not only to downward gravity but also to lateral forces from the foundation surface. The system synthesizes the sliding force (thrust) and the anti-sliding force (resistance) in a spatial vector and evaluates the overall stability according to the "resultant force direction of the two-way forces".

[0103] For a bank slope dam section with a zigzag excavation foundation, the sliding force, anti-sliding force, and uplift pressure on each bottom sliding surface are calculated separately. After vector combination of the forces on each sliding surface, the anti-sliding stability safety factor is calculated using the shear strength formula or the shear strength formula. Based on the calculation results and parameters, an anti-sliding stability calculation report for the bank slope dam section is generated.

[0104] In the fifth step, the system automatically compares the calculated anti-sliding stability safety factor of the bank slope dam section with the allowable value specified in the code. If the calculated factor is less than the allowable value, the system automatically highlights the risky dam section and prompts the designer to return to the second step to adjust the cross-sectional parameters (such as increasing the bottom width) or return to the third step to adjust the foundation excavation line.

[0105] When the safety factor of all dam sections (including conventional dam sections and bank slope dam sections) meets the specification requirements, the system locks the current three-dimensional solid model, marks it as the "final design scheme", and allows users to export the BIM model file and the complete set of design drawings for construction.

[0106] Example 3

[0107] like Figure 2 As shown, this embodiment provides a forward design method for gravity dams based on a software platform, completing the entire process from data processing to 3D analysis through a human-computer interaction interface. The specific steps are as follows:

[0108] S1. Obtain elevation data within the gravity dam reservoir area and construct a high-precision Delaunay triangular mesh surface based on the reservoir area data. In this embodiment, a Delaunay triangular mesh surface of the reservoir area terrain can be constructed using elevation points; the more elevation points available, the higher the accuracy of the constructed triangular mesh. Alternatively, points can be taken at intervals from contour lines as elevation data to construct the triangular mesh, providing a terrain basis for subsequent calculations.

[0109] S2. Specify the dam axis, calculate the maximum wind zone length, and determine the dam crest elevation. Generate a sequence of calculation points along the dam axis at preset intervals based on the prevailing wind direction. Calculate the maximum straight-line distance from each point to the opposite bank water surface along the prevailing wind ray. Automatically iterate and compare all calculation results, outputting the global maximum wind zone length calculation value. Calculate the dam crest elevation using this maximum wind zone length calculation value. The specific interactive operation is as follows:

[0110] Select the calculation start point on the left side of the dam axis and the calculation end point on the right side of the dam axis;

[0111] Enter the water surface elevation, dam axis calculation interval (10m by default in this example), estimated maximum wind zone length, and the angle between the prevailing wind direction and the dam axis in sequence, and select the terrain grid;

[0112] After the operation is completed, the system will automatically calculate the length of the wind zone at regular intervals along the dam axis and finally select the length of the maximum wind zone.

[0113] Then, input the dam type, dam level, characteristic water level, calculated wind speed, wind zone length, region type, wave elements, etc., and the system will automatically calculate and output the dam crest elevation.

[0114] S3. Input the gravity dam crest elevation and standard two-dimensional cross-sectional parameters, calculate the anti-sliding stability safety factor, optimize the two-dimensional cross-section based on the calculation results, and generate a standard calculation report for the two-dimensional cross-section anti-sliding stability. The specific interactive operation is as follows:

[0115] After inputting the relevant parameters, the system can display the dam cross-section in the cross-sectional diagram on the interface;

[0116] Click the "Calculate" button, and the system will list the calculation results in a blank area;

[0117] Users can adjust the relevant parameters as needed and perform multiple calculations. After the calculation, the relevant calculation results, such as load calculation result tables and stress graphs, will be generated in the current directory.

[0118] After the calculation is complete, select the "Generate Calculation Sheet" option under the File tab in the menu bar, and the system will automatically generate the standard engineering calculation sheet.

[0119] S4. Parametric design of cross-sections includes standard triangular cross-sections and WES weir-type overflow surfaces. The generated cross-sections are entered into the database by inputting standard parameters.

[0120] Non-parametric cross-section design involves importing user-defined closed contour lines into a database. Adding cross-sections is a fundamental requirement for segmented 3D modeling of gravity dams.

[0121] The specific interactive operations are as follows:

[0122] Parametric loading: Users can click "Load Configuration File" in the "File" menu of the main menu bar, select the *.json file saved in the 2D anti-slip design, and obtain the cross-sectional parameters of the standard section and initialize them on the interface; alternatively, users can manually input the corresponding cross-sectional design parameters. After confirming the input parameters, click the "Parameterization - Standard Section" or "Parameterization - Overflow Section" radio button in the "Add Section" sub-panel, and then click the "Preview Cross-Section" checkbox to preview the cross-sectional outline.

[0123] Non-parametric picking: Select the "Non-parametric - Interface picking" radio button mode, which allows the user to pick any closed section outline as the basic data of the section.

[0124] Saving and Drawing: After confirming the cross-sectional shape is correct, add a cross-sectional number to the cross-section and click the "Add Cross-Section" button to save the cross-sectional information. Clicking the "Draw Cross-Section" button allows the user to draw the saved cross-section in a Rhino document. Additionally, clicking the "Cross-Section Number" dropdown menu to select a saved cross-sectional number and clicking "Delete Cross-Section" to delete the software-saved cross-sectional information.

[0125] S5. Sweep the standard two-dimensional cross-section along the dam axis to generate a curved surface, then enclose this curved surface together with the dam section end elevation and foundation surface to form a solid dam section; after the cross-sectional information is entered, if there are galleries within the dam body, pick the gallery cross-sectional outline and gallery centerline respectively, and finally generate 3D dam models of different dam sections according to the station range. The specific interactive operation is as follows:

[0126] First, select the basic cross-section, pick the dam axis and the left base point of the dam, and input the dam crest elevation;

[0127] Pick or enter the starting station number, ending station number, and excavation baseline in sequence;

[0128] If a corridor exists, pick the corridor outline and corridor centerline; if there is no corridor in the dam section, the corridor outline and corridor centerline do not need to be picked, and a 3D model of the dam section can still be generated.

[0129] Enter the dam segment number, click the "Dam Segment Preview" checkbox to preview the 3D model, and click the "Add" button to add the generated dam segment 3D model.

[0130] In this embodiment, a function is also provided to transform the excavation line in the xy plane to the elevation corresponding to the dam axis. Simply click the "Transform xy plane excavation line" button.

[0131] S6. Select the bank slope dam section, input the unit weight and shear strength parameters, check the load type, pick the water pressure action surface, and select the calculation formula. Under the bidirectional forces of upstream water pressure and the dam's own weight, the bank slope dam section's anti-sliding stability is calculated based on the resultant force direction of the bidirectional forces. For bank slope dam sections with a broken excavation surface, the forces are calculated separately on each bottom sliding surface, and then the forces on the sliding surfaces are combined to calculate the anti-sliding safety factor. Finally, a standard calculation report for the bidirectional anti-sliding stability of the bank slope dam section is generated. The specific interactive operation is as follows:

[0132] With the 3D model of the dam body already generated, click the "Select Calculation Dam Section" drop-down box to select the dam section to be used for calculation;

[0133] Enter the unit weight parameter of the dam body, and select the corresponding parameters for hydrostatic pressure, silt pressure and uplift pressure check boxes as needed;

[0134] Collect the upstream and downstream surfaces under water pressure and record the shear parameters of the dam foundation excavation base surface;

[0135] Among them, the calculation of uplift pressure is divided into two cases: curtain reduction and curtain non-reduction. Users can select the appropriate option.

[0136] Select the calculation formula and click the "Anti-sliding stability calculation" button to calculate the anti-sliding stability safety factor of the bank slope dam section;

[0137] Click the "Generate Calculation Sheet" button to generate the calculation sheet for the anti-sliding stability of the bank slope dam section.

[0138] S7. Users view the anti-slip stability calculation results on the interface. If the software interface displays "Meets specification requirements," the user clicks the "Design Publish" or "Results Export" button in the toolbar. Specific interaction:

[0139] The system will display a "Design Scheme Confirmation" dialog box. After the user confirms that everything is correct, the software will automatically package the current parametric data, 3D model files (e.g., .3dm format), generated calculation sheets (Word / PDF format), and 2D engineering drawings into a final gravity dam design deliverable package, completing this forward design task. If "Not Satisfied" is displayed, the user needs to click "Model Editing" to go back and modify until it passes verification.

[0140] Example 4

[0141] This embodiment provides the specific calculation logic and mathematical model for the dam crest elevation.

[0142] First, we provide a specific calculation method for the dam crest elevation. The method follows the standards of the water conservancy industry. Considering the special characteristics of reservoirs with complex terrain, we use the equivalent wind zone length method for high-precision calculation.

[0143] According to Section 12.1.3 of the "Code for Design of Hydraulic Structures (SL744-2016)", the design wind speed for wave elements should comply with the following provisions:

[0144] When wave pressure is involved in the basic combination, the annual maximum wind speed with a return period of 50 years should be adopted for hydraulic structures with a reasonable service life of no more than 50 years; for hydraulic structures with a reasonable service life of more than 50 years, the value can be determined based on the structure's level, structural type and geographical location.

[0145] When wave pressure is involved in a special combination, the multi-year average annual maximum wind speed should be used.

[0146] The determination of the length of the wind zone should conform to the following provisions:

[0147] When the waters on both sides along the wind direction are relatively wide, the straight-line distance from the calculation point to the opposite bank can be used.

[0148] When there is a local narrowing along the wind direction and the width of the narrowing is less than 12 times the calculated wavelength, 5 times the width can be used as the length of the wind zone, while not less than the straight-line distance from the calculation point to the narrowing.

[0149] When the water area on both sides of the wind direction is narrow, or the water area is irregularly shaped, or there are obstacles such as islands, the equivalent wind zone length can be used.

[0150] This satisfies the preset irregular or narrow conditions, utilizing the equivalent wind zone length. The formula for calculation is: ,in, For the calculation point to the boundary of the water area, the first... The distance of the rays, For the first The angle between the ray and the prevailing wind direction; the maximum equivalent wind zone length obtained from the traversal calculation is selected as the global maximum wind zone length calculation value.

[0151] According to section 12.2.1 of the "Code for Design of Hydraulic Structures (SL744-2016)", the height from the wave centerline to the calculated water level is... : ,in, The cumulative frequency is Calculate wave height, The water depth in front of the water-retaining structure. The average wavelength;

[0152] average wavelength With average wave period It can be converted using the following formula: .

[0153] The crest elevation of a gravity dam should be higher than the highest static water level of the reservoir. The elevation of the top of the upstream wave wall should be higher than the wave crest elevation. The difference between these elevations and the normal storage level or check flood level should be the higher of the two wave wall crest elevations, which should be taken as the minimum elevation. The difference between the wave wall crest and the normal storage level or check flood level should be considered as the minimum elevation. , Increase the value for safety.

[0154] Calculate the dam crest elevation : ,in, This refers to the static water level under design conditions (such as the design flood level or the check flood level).

[0155] Example 5

[0156] This embodiment details the specific calculation logic and mathematical model for the system to conduct anti-sliding stability safety assessment of the constructed two-dimensional cross-section of a gravity dam.

[0157] Before performing stability analysis, the system first automatically calculates all loads acting on the current two-dimensional cross-section, including:

[0158] Structural self-weight The main force maintaining the stability of the dam.

[0159] hydrostatic pressure The driving force that propels the dam to slide downstream. Based on the type of working condition, the upstream and downstream water levels for each working condition, and the arrangement of the water-stopping joints in the dam body, the water pressure is applied to the working surface as an equivalent surface force, mainly including upstream hydrostatic pressure, downstream hydrostatic pressure, lateral hydrostatic pressure, and water weight.

[0160] Increase pressure The upward force generated by seepage flow at the bottom of the dam reduces the effective normal pressure on the dam foundation surface, thereby decreasing the anti-sliding capacity. Based on the upstream and downstream water levels under various operating conditions, the uplift pressure is applied to the bottom surface of the calculated section as an equivalent surface force.

[0161] Based on the geological conditions of the dam foundation, the anti-sliding stability safety factor is calculated using the rigid body limit equilibrium method according to the shear strength formula or the shear strength formula.

[0162] The formula for shear strength is: ,in, The sliding stability safety factor is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation. This refers to the shear cohesion at the interface between the dam concrete and the dam foundation. This refers to the cross-sectional area of ​​the dam foundation contact surface. It is the sum of the normal components of all loads acting on the dam body with respect to the sliding plane. It is the sum of the tangential components of all loads acting on the dam body with respect to the sliding plane.

[0163] The formula for shear strength is: ,in, The safety factor for anti-sliding stability is calculated based on shear strength. It is the shear friction coefficient of the interface between the dam concrete and the dam foundation.

[0164] The system can quickly and accurately determine whether the cross-sectional shape meets the safety factor required by the specifications during the two-dimensional design stage. If the calculated coefficient is less than the allowable value, the system will provide feedback to guide the user to optimize the cross-section (such as increasing the bottom width), thereby ensuring the mechanical reliability of the basic cross-section before generating the three-dimensional model.

[0165] Example 6

[0166] This embodiment details the core algorithm for three-dimensional anti-sliding stability analysis of dam sections on riverbank slopes. The dam foundation surface of dam sections near both banks is typically an inclined or folded surface towards the riverbed. Under the influence of upstream water pressure and the dam's own weight, this section tends to slide downstream and into the riverbed. Under triaxial loads, its anti-sliding stability is poor. According to the "Design Code for Concrete Gravity Dams" (SL319-2018), for steeper dam sections, the anti-sliding stability should be calculated based on the resultant force direction of the triaxial loads on the entire dam section.

[0167] The anti-sliding stability calculation mainly verifies the sliding conditions of the dam foundation surface. The rigid body limit equilibrium method is used to calculate the anti-sliding stability safety factor of the dam foundation surface according to the shear strength formula or the shear strength formula.

[0168] Unlike conventional dam sections which are only subjected to water thrust along the river direction, bank slope dam sections are simultaneously subjected to sliding forces in two dominant directions:

[0169] Horizontal thrust The pressure is mainly generated by upstream water pressure, which attempts to push the dam downstream.

[0170] Sliding force in the tangential direction The force is mainly generated by the component of the dam's own weight on the inclined foundation surface, attempting to push the dam towards the center of the riverbed. The core of this embodiment is that the system does not calculate these two forces separately, but rather calculates their vector resultant force. This allows for stability evaluation based on the dam's most unfavorable sliding direction in space.

[0171] For working conditions considering rock mass cohesion, the shear strength formula is used: ,in, The sliding stability safety factor is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation. This refers to the shear cohesion at the interface between the dam concrete and the dam foundation. This is the cross-sectional area of ​​the dam foundation contact surface (obtained directly through a 3D model).

[0172] For conservative calculations with a preference for safety or specific geological conditions, the shear strength formula is used: ,in, The safety factor for anti-sliding stability is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation;

[0173] The system automatically extracts the dam's self-weight and calculates it by combining the normal component of all loads acting on the dam body on the sliding plane.

[0174] The system automatically integrates and calculates the uplift pressure acting on the sliding plane based on the seepage field distribution.

[0175] This represents the tangential component acting on the dam body parallel to the sliding plane.

[0176] This refers to the horizontal force acting on the dam body perpendicular to the dam axis.

[0177] This represents the resultant force of the bidirectional forces acting on the dam body on the sliding surface.

[0178] Only when calculated based on vector resultant force or Only when the value meets the standard can it be considered that the structural design of the gravity dam has passed the most stringent test.

[0179] Example 7

[0180] A computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described forward design method for a gravity dam.

[0181] Without loss of generality, computer-readable media can include computer storage media and communication media. Computer storage media include volatile and non-volatile, removable and non-removable media implemented using any method or technology for storing information such as computer-readable instruction data structures, program modules, or other data. Computer storage media include RAM, ROM, EPROM, EEPROM, flash memory or other solid-state storage technologies, CD-ROM, DVD or other optical storage, magnetic tape cassettes, magnetic tape, disk storage, or other magnetic storage devices. Of course, those skilled in the art will recognize that computer storage media are not limited to the above-mentioned types. The aforementioned system memories and mass storage devices can be collectively referred to as memory.

[0182] A computer program product includes a computer program / instructions that, when executed by a processor, implement the above-described forward design method for a gravity dam.

[0183] Computer program products include computer programs or instruction sets used to perform specific tasks or achieve specific functions. These programs or instructions are designed to be executed by a processor to implement a series of predefined steps or operations. The program product may be stored in various forms of computer storage media, such as memory, hard disks, solid-state drives, optical discs, or other forms of digital storage devices. It may exist in the form of compiled binary code or in the form of scripts or bytecode that can be executed by an interpreter. Through carefully designed algorithms and logical instructions, the program product enables the processor to process data in a specific order and manner, performing various functions such as data analysis, user interaction, and device control.

[0184] In the description of this specification, the references to terms such as "one embodiment / mode," "some embodiments / modes," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment / mode or example is included in at least one embodiment / mode or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment / mode or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments / modes or examples. Furthermore, without contradiction, those skilled in the art can combine and integrate the different embodiments / modes or examples described in this specification, as well as the features of different embodiments / modes or examples.

[0185] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this application, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0186] Those skilled in the art should understand that the above embodiments are merely for illustrating the present invention and are not intended to limit the scope of the invention. Those skilled in the art can make other changes or modifications based on the above invention, and these changes or modifications still fall within the scope of the present invention.

Claims

1. A forward design method for gravity dams, characterized in that, Includes the following steps: Obtain elevation and hydrological / meteorological data for the gravity dam reservoir area, calculate the length of the maximum wind zone, and determine the dam crest elevation; Based on the dam crest elevation, a two-dimensional cross-section of the gravity dam is constructed, two-dimensional anti-sliding stability calculation is performed, and the cross-section parameters are optimized according to the calculation results to obtain a standard cross-section. The standard cross-section is swept along the preset dam axis path and closed in combination with the foundation surface data to generate a segmented three-dimensional solid model of the gravity dam. Using the segmented three-dimensional solid model of the gravity dam, a target bank slope dam segment is selected. Based on the three-dimensional solid model, the geometric parameters of the sliding surface and the load information are obtained. The anti-sliding stability safety factor of the target bank slope dam segment is calculated according to the spatial force mode. The stability of the target bank slope dam section is verified based on the anti-sliding stability safety factor to obtain the final design scheme of the gravity dam; The method for calculating the anti-sliding stability safety factor of the target bank slope dam section includes: Select the target bank slope dam segment in the segmented three-dimensional solid model, and configure the unit weight parameters and foundation shear parameters of the dam segment; On the segmented three-dimensional solid model, the water pressure action surface is interactively picked up, and the hydrostatic pressure, uplift pressure and silt pressure are automatically calculated according to the position of the action surface. Based on the hydrostatic pressure and the dam's self-weight, a two-way force model is constructed, and the direction of anti-sliding stability analysis is determined according to the resultant force direction of the two-way force. For a bank slope dam section with a zigzag excavation foundation, the sliding force, anti-sliding force, and uplift pressure on each bottom sliding surface are calculated separately. After vector combination of the forces on each sliding surface, the anti-sliding stability safety factor is calculated using the shear strength formula or the shear strength formula. Based on the calculation results and parameters, an anti-sliding stability calculation report for the bank slope dam section is generated. The anti-sliding stability safety factor of the bank slope dam section is calculated using the shear strength formula or the shear strength formula. The formula for shear strength is: ,in, The sliding stability safety factor is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation. This refers to the shear cohesion at the interface between the dam concrete and the dam foundation. This refers to the cross-sectional area of ​​the dam foundation contact surface; The formula for shear strength is: ,in, The safety factor for anti-sliding stability is calculated based on shear strength. The shear friction coefficient is the coefficient of resistance between the concrete of the dam body and the dam foundation. This represents the normal component of all loads acting on the dam body on the sliding plane. The lifting force acting on the sliding plane, This represents the tangential component acting on the dam body parallel to the sliding plane. This refers to the horizontal force acting on the dam body perpendicular to the dam axis; This represents the resultant force of the bidirectional forces acting on the dam body on the sliding surface.

2. The gravity dam forward design method according to claim 1, characterized in that, Methods for determining the dam crest elevation include: The Delaunay triangular mesh surface of the reservoir area terrain was constructed using the elevation data; Based on the specified dam axis, generate a sequence of calculation points along the dam axis at preset intervals; For each calculation point in the calculation point sequence, a ray is constructed along the prevailing wind direction, and the straight-line distance from the calculation point to the opposite shore water surface is calculated; The straight-line distance calculation results of all calculation points are compared to determine the global maximum wind zone length calculation value, and the dam crest elevation is calculated based on the global maximum wind zone length calculation value.

3. The gravity dam forward design method according to claim 1, characterized in that, Methods for obtaining a standard cross-section include: The two-dimensional cross-section of the gravity dam is constructed using either parametric design or non-parametric picking. The parametric design includes generating a standard triangular cross-section or a WES weir-type overflow surface based on input standard parameters, while the non-parametric picking includes entering user-defined closed contour lines as cross-section data into the database. The anti-sliding stability safety factor of the constructed two-dimensional section of the gravity dam is calculated. If the calculation result does not meet the preset requirements, the section parameters are adjusted and recalculated until the requirements are met. Based on the final two-dimensional cross-sectional data that meets the requirements, a two-dimensional cross-sectional anti-slip stability calculation report is generated.

4. The gravity dam forward design method according to claim 1, characterized in that, Methods for generating segmented 3D solid models of gravity dams include: Obtain the contour data of the standard cross section, perform a sweeping operation along the specified dam axis path, and generate the dam body surface; By using the end elevation and foundation surface of the dam section, the curved surface of the dam body is closed to form an initial solid dam section; Determine whether a gallery structure exists within the gravity dam; if so, obtain the gallery cross-sectional outline and centerline, and generate a three-dimensional model of the gallery based on the station range of the centerline. The corridor 3D model is subtracted from the initial solid dam segment through Boolean operations to generate the final segmented 3D solid model of the gravity dam.

5. The gravity dam forward design method according to claim 2, characterized in that, The specific methods for calculating the dam crest elevation include: Determine the shape characteristics of the water area where the calculation point is located. If it meets the preset irregular or narrow conditions, use the equivalent wind zone length. The formula for calculation is: ,in, For the calculation point to the boundary of the water area, the first... The distance of the rays, For the first The angle between the ray and the prevailing wind direction; The maximum equivalent wind zone length obtained from the traversal calculation is selected as the global wind zone length calculation value; Calculate the height from the wave centerline to the still water level. : ,in, The cumulative frequency is Calculate wave height, The water depth in front of the water-retaining structure. The average wavelength; Calculate the dam crest elevation : ,in, This refers to the static water level under design conditions. Increase the value for safety.

6. The gravity dam forward design method according to claim 3, characterized in that, The specific method for calculating the anti-sliding stability safety factor of the constructed two-dimensional cross-section of the gravity dam includes: Calculate all loads acting on the dam body, including at least the structural self-weight, hydrostatic pressure, and uplift pressure; Based on the geological conditions of the dam foundation, the anti-sliding stability safety factor of the dam foundation surface is calculated using the rigid body limit equilibrium method according to the shear strength formula or the shear strength formula. The formula for shear strength is: ,in, The sliding stability safety factor is calculated based on shear strength. This is the shear friction coefficient of the interface between the dam concrete and the dam foundation. This refers to the shear cohesion at the interface between the dam concrete and the dam foundation. This refers to the cross-sectional area of ​​the dam foundation contact surface. It is the sum of the normal components of all loads acting on the dam body with respect to the sliding plane. It is the sum of the tangential components of all loads acting on the dam body with respect to the sliding plane; The formula for shear strength is: ,in, The safety factor for anti-sliding stability is calculated based on shear strength. It is the shear friction coefficient of the interface between the dam concrete and the dam foundation.

7. A computer-readable storage medium storing a computer program, characterized in that, When the computer program is executed by the processor, it implements a gravity dam forward design method as described in any one of claims 1-6.

8. A computer program product comprising a computer program / instructions, characterized in that, When the computer program / instruction is executed by the processor, it implements a gravity dam forward design method as described in any one of claims 1-6.

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