Soft soil area land settlement calculation method, device, equipment and medium

Abstract

The invention discloses a soft soil area land settlement calculation method and device, equipment and a medium. The method comprises the following steps: acquiring geological survey data and urban planning data; performing time-space fusion of multi-source data on the geological survey data and the urban planning data, and constructing a GIS database; estimating a building load and a road load according to the GIS database; according to the building load and the road load, different calculation models are adopted for building foundation forms of different single projects to calculate vertical bearing capacity, and therefore land settlement of the single projects is calculated. According to the scheme, the land settlement of the soft soil area can be accurately predicted.

Description

Technical Field

[0001] The present invention relates to the technical field of settlement calculation, and in particular to a method, device, equipment and medium for calculating land settlement in soft soil areas. Background Art

[0002] With the rapid urbanization of recent years, some cities in soft-soil areas are facing an increasingly significant risk of land subsidence due to intensive development. Land subsidence not only threatens the safety of surface buildings and roads but also has a knock-on effect on infrastructure such as underground pipelines. It exacerbates the impact of extreme water disasters caused by climate change on cities, posing a serious challenge to urban safety and stability.

[0003] However, the existing calculation methods for land subsidence in soft soil areas lack certain specificity. When making predictions in the time dimension, the impact of factors causing ground subsidence on the accuracy of the prediction results is not considered, and the prediction results are not accurate enough. Summary of the Invention

[0004] In response to the above-mentioned defects, the present invention provides a method, device, equipment and medium for calculating land subsidence in soft soil areas, which can accurately predict land subsidence in soft soil areas.

[0005] An embodiment of the present invention provides a method for calculating land subsidence in a soft soil area, the method comprising: Obtain geological survey data and urban planning data; Performing spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database; estimating building loads and road loads based on the GIS database; According to the building load and the road load, different calculation models are used to calculate the vertical bearing capacity for the building foundation forms of different single projects, thereby calculating the land settlement of the single project.

[0006] Preferably, the method further comprises: According to the land subsidence of different individual projects, spatial difference processing is used to generate a continuous land subsidence distribution; The spatial distribution of the underground infrastructure network settlement is determined based on the acquired underground infrastructure data and the ground settlement distribution.

[0007] Preferably, obtaining geological survey data and urban planning data includes: Acquire the stratigraphic parameters of each piling point in the engineering geological survey report of the target area as the geological survey data; The planning elements in the urban master plan, regulatory detailed plan and urban design drawings are obtained as the urban planning data; wherein the stratum parameters include stratum type, stratum thickness, soil mechanics indicators and rock stratum depth; the planning elements include land use nature, development intensity, building height, access traffic planning and underground infrastructure.

[0008] As a preferred solution, the geological survey data and the urban planning data are subjected to spatiotemporal fusion of multiple sources to construct a GIS database, including: Performing data preprocessing on the geological survey data and the urban planning data, eliminating invalid data, converting the data into a format readable by the GIS platform, and unifying the coordinate projection of the converted data; Performing difference processing on the layered data of discrete pile driving points in the converted geological survey data within a preset area to obtain the thickness distribution and compression modulus distribution within the area; The differenced geological survey data and the converted urban planning data are superimposed in the same coordinate system, and the attributes of different building elements are hierarchically managed to obtain the GIS database.

[0009] Preferably, estimating the building load and the road load separately according to the GIS database includes: Calculating a quasi-permanent combination of building loads based on the land use properties, building area, and building height provided by the urban planning data in the GIS database to obtain the building loads; Calculating the road load based on urban planning data and geological survey data in the GIS database; Wherein, the building load S1=S Gk +S Qk ; The road load S2 = S Vk +S Rk ;S Gk is the permanent load, S Qk is the variable load, S Vk is the vehicle load, S Rk is the lane load.

[0010] Preferably, according to the building load and the road load, different calculation models are used for the building foundation forms of different single projects to calculate the vertical bearing capacity, thereby calculating the land settlement of the single project, including: Calculate the average pressure value at the bottom surface of the foundation of the single-unit project of the raft foundation and the box foundation and the revised foundation bearing capacity characteristic value according to the building load and the road load; When the average pressure value is less than the revised foundation bearing capacity characteristic value, the settlement of the single project of the raft foundation and the box foundation is calculated using the preset first settlement calculation model; Calculate the vertical force at the top of a single pile and the characteristic value of the vertical bearing capacity of a single pile foundation project according to the building load and the road load; When the vertical force at the top of the single pile is less than the characteristic value of the vertical bearing capacity, the settlement of the single pile foundation project is calculated using a preset second settlement calculation model; Among them, the average pressure value at the bottom of the foundation of a single project is F k1 is the vertical force on the top surface of the load base determined according to the building load and the road load, G k1 is the weight of the foundation and the weight of the soil on the foundation, A is the bottom area of ​​the foundation; the revised characteristic value of the foundation bearing capacity f a =f ak +η b γ(b-3)+η d γ m (d-0.5), f ak is the characteristic value of foundation bearing capacity, η b ,η d are the foundation bearing capacity correction coefficients for foundation width and burial depth, γ is the weight of the soil below the foundation bottom, b is the width of the foundation bottom, and γ m is the weighted average density of the soil above the foundation bottom, d is the foundation burial depth; the first settlement calculation model is s = s1 + s c , s is the final settlement of the single project of raft foundation and box foundation, s1 is the settlement caused by the additional pressure of the base, s c is the settlement caused by the rebound and recompression of the foundation soil below the bottom of the foundation pit. is the empirical coefficient for settlement calculation, n is the number of soil layers divided within the depth range of foundation deformation calculation, p0 is the additional pressure at the bottom surface of the foundation corresponding to the quasi-permanent combination of load effects determined based on the building load and the road load, E si is the compression modulus of the i-th layer of soil below the foundation bottom, z i 、z i-1 is the distance from the bottom of the foundation to the bottom of the i-th soil layer and to the bottom of the i-1-th soil layer; is the average additional stress coefficient from the bottom of the foundation to the bottom of the i-th soil layer and to the bottom of the i-1-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom of the foundation pit is the empirical coefficient for settlement calculation considering the effect of rebound, p c is the deadweight pressure of the soil above the bottom of the foundation pit, E ciis the modulus of resilience of the i-th soil layer; Vertical force at the top of a single pile in a single pile foundation project F k2 is the vertical force applied by the building load determined based on the building load and the road load; G k2 is the standard value of the deadweight of the pile foundation and the soil on the foundation, m is the number of piles in the pile foundation, and the characteristic value of the vertical bearing capacity R = Q uk / K+η c f ak A c , η c is the pile cap effect coefficient, f bk It is the thickness-weighted average value of the foundation bearing capacity characteristic values ​​of each layer of soil within the range of 1 / 2 the width of the foundation and not exceeding 5m in depth; A c is the net area of ​​the bottom of the pedestal corresponding to the calculated foundation pile, K is the safety factor, Q uk is the standard value of the vertical ultimate bearing capacity of a single pile. Q sk is the standard value of the ultimate lateral resistance of a single pile; Q pk is the standard value of the ultimate end resistance of a single pile; q sik is the standard value of the ultimate lateral resistance of the i-th layer of soil on the pile side, q pk is the standard value of the ultimate end resistance, u is the circumference of the pile, l i is the thickness of the i-th layer of soil around the pile, A p is the pile tip area, k is the number of soil layers; the second settlement calculation model is s z is the settlement of the pile foundation single project, s′ is the pile foundation settlement calculated by the Boussinesq solution according to the solid deep foundation layer summation method, s is the empirical coefficient for pile foundation settlement calculation, and ψ e is the equivalent settlement coefficient of the pile foundation, p1 is the average additional pressure at the bottom of the cap under the quasi-permanent combination of load effects determined based on the building load and the road load, n c is the number of short side piles in a rectangular arrangement, C0, C1, and C2 are the pile group spacing-diameter ratio, length-diameter ratio, and foundation length-width ratio; L c 、B c and z are the length, width and total number of piles of the rectangular pile cap respectively.

[0011] Preferably, determining the spatial distribution of underground infrastructure network settlement based on the acquired underground infrastructure data and the ground settlement distribution comprises: Extracting the plane coordinates and original elevation of each pipeline or network node from the GIS database; Traversing the plane coordinates of each pipeline network node or pipeline endpoint in the GIS platform, and retrieving the corresponding settlement amount from the ground settlement distribution for each plane coordinate; The spatial distribution of the settlement of the underground infrastructure network is determined by subtracting the retrieved settlement amount from the original elevation to obtain a new elevation.

[0012] An embodiment of the present invention further provides a device for calculating land subsidence in a soft soil area, the device comprising: Data acquisition module, used to obtain geological survey data and urban planning data; A database construction module is used to perform spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database; A load calculation module, used to estimate building load and road load based on the GIS database; The settlement calculation module is used to calculate the vertical bearing capacity of the building foundation forms of different single projects using different calculation models according to the building load and the road load, thereby calculating the land settlement of the single project.

[0013] An embodiment of the present invention also provides a terminal device, including a processor, a memory, and a computer program stored in the memory and configured to be executed by the processor. When the processor executes the computer program, it implements the land subsidence calculation method in the soft soil area as described in any one of the above embodiments.

[0014] An embodiment of the present invention also provides a computer-readable storage medium, which includes a stored computer program. When the computer program is running, the device where the computer-readable storage medium is located is controlled to execute the land subsidence calculation method in the soft soil area as described in any one of the above embodiments.

[0015] The method, device, equipment, and medium for calculating land subsidence in soft soil areas provided by the present invention obtain geological survey data and urban planning data; perform spatiotemporal fusion of multi-source data on the geological survey data and urban planning data to construct a GIS database; estimate building loads and road loads based on the GIS database; and, based on the building loads and road loads, use different calculation models to calculate the vertical bearing capacity of the building foundation forms of different individual projects, thereby calculating the land subsidence of the individual projects. This application solution can accurately predict land subsidence in soft soil areas. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 The present invention provides a flow chart of a method for calculating land subsidence in soft soil areas; Figure 2Schematic diagram of the structure of a land subsidence calculation device for soft soil areas provided by an embodiment of the present invention; Figure 3 It is a structural diagram of a terminal device provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0017] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0018] See also Figure 1 , is a flow chart of a method for calculating land subsidence in soft soil areas provided by an embodiment of the present invention, the method comprising steps S1 to S4: Step S1, obtaining geological survey data and urban planning data; Step S2, performing spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database; Step S3, estimating building load and road load according to the GIS database; Step S4: According to the building load and the road load, different calculation models are used to calculate the vertical bearing capacity for the building foundation forms of different individual projects, thereby calculating the land settlement of the individual projects.

[0019] During the specific implementation of this embodiment, a detailed geological survey scope is defined based on the development area proposed in the urban planning and in combination with the surrounding associated areas that may be affected, to ensure that all potential engineering construction sites are covered.

[0020] Obtain geological survey data. Specifically, a combination of various survey methods is used, such as drilling, which arranges boreholes at a certain grid spacing to obtain rock and soil samples at different depths; geophysical exploration, which uses seismic waves, electrical methods, and other technologies to detect underground geological structure, fault distribution, and other information; geological mapping, which conducts field mapping and recording of surface geological phenomena, including outcrop lithology and geological structural features. Record the physical and mechanical properties of rock and soil layers, such as the density, water content, porosity, and shear strength of various soil types; the compressive strength and elastic modulus of rock; stratigraphic structure information, including the layered thickness, burial depth, and stratigraphic relationship of each soil and rock layer; and groundwater conditions, including water level burial depth, aquifer characteristics, water quality composition, and corrosiveness to building materials.

[0021] Obtain urban planning data. Specifically, obtaining urban planning data requires obtaining urban planning documents, including master plans, detailed plans, and various special plans. This requires organizing the distribution of land use types within the plan, clarifying the scope and layout of different functional areas such as commercial areas, residential areas, industrial areas, and public green spaces; for road planning, obtaining detailed parameters such as road grade, direction, width, and design load standards; and for underground pipeline network planning, understanding the location, diameter, and burial depth of various pipelines for water supply and drainage, gas, electricity, and communications.

[0022] The geological survey data is standardized to unify the units and coordinate systems, and correct data deviations caused by measurement errors, etc.; urban planning data is also format converted and coordinate matched to make it compatible with geological data in the same spatial reference system.

[0023] Using time as a clue, the geological data survey time and urban planning data update time are sorted out to ensure that the data used reflects the status of similar periods. Spatially, using geographic information system (GIS) software, geological layers (such as stratigraphic distribution layers and groundwater level layers) are accurately overlaid with urban planning layers (such as land use layers and road planning layers) to establish a relationship between multi-source data. Selecting an appropriate GIS database management system, such as ArcGIS Geodatabase or the open-source PostGIS, the integrated data is imported according to a specific classification system and indexed for rapid query and access, thus building a GIS database covering comprehensive geological and planning information.

[0024] Building load estimation and road load estimation are performed based on the GIS database.

[0025] Based on the land use types and planned building functions in the GIS database, combined with building design specifications, the deadweight loads of different building types are estimated, and the vertical load size is determined by considering the number of floors and building structure. At the same time, live loads are estimated based on factors such as population density and equipment configuration, such as the additional loads generated by human activities, furniture placement, and elevator machine rooms.

[0026] Based on the road planning level, referring to the corresponding road design specifications, considering the distribution probability of vehicle types, and combining with traffic flow data, the vehicle wheel pressure load and impact load per unit area of ​​different road sections are calculated, and the average load and peak load within the design service life of the road are comprehensively obtained.

[0027] For different single projects, identify their building foundation forms, such as shallow foundations (independent foundations, strip foundations), deep foundations (pile foundations, caisson foundations), etc., and determine the bearing characteristics of the foundation soil based on geological survey data. For shallow foundations, under homogeneous soil conditions, the classic calculation formula for shallow foundation bearing capacity, such as the Terzaghi formula, can be used to calculate the vertical bearing capacity by considering factors such as foundation size, burial depth, and mechanical parameters of the soil; if complex multi-layer soil conditions are encountered, the layered summation method is used to correct the calculation. For deep foundations, pile foundations can use the corresponding single pile vertical bearing capacity calculation formula based on the type of pile (cast-in-place piles, precast piles), taking into account the pile side friction and pile end resistance, and making corrections based on on-site static load test data; for caisson foundations, a special caisson design calculation model is used based on factors such as its sinking depth and the friction between the well wall and the soil.

[0028] Based on the calculated vertical bearing capacity and combined with the compression characteristics of the soil, the layered summation method or other settlement calculation theories are used to calculate the land settlement of a single project, taking into account the long-term effects of building loads and road loads.

[0029] This application proposal collects and integrates multi-source geological survey reports and urban planning data, constructing a unified database covering multiple surface and subsurface elements through spatial interpolation. This database then conducts secondary consolidation settlement predictions for individual projects, such as buildings, roads, and urban infrastructure. This approach accurately predicts land subsidence in soft soil areas. It can accurately quantify and identify potential subsidence risks in soft soil areas at a macro-urban scale, providing efficient quantitative analysis and decision-making support for urban planning, disaster prevention and mitigation, and infrastructure maintenance, ultimately enhancing urban resilience in extreme climate conditions.

[0030] In another embodiment provided by the present invention, after calculating the land subsidence of a single project, the spatial distribution of the underground infrastructure network subsidence is further analyzed based on the previously obtained land subsidence data of the single project and the underground infrastructure data, as follows: Spatial difference processing of land subsidence: For the land subsidence data of different individual projects, appropriate spatial difference methods (such as Kriging interpolation, inverse distance weighted interpolation, etc.) are used to process these discrete settlement data and expand them to the entire study area, thereby generating a continuous ground subsidence distribution to reflect a more comprehensive ground subsidence situation in the region.

[0031] Determine the spatial distribution of underground infrastructure network settlement: Obtain underground infrastructure data (such as the location, depth, and material of water supply and drainage pipes, gas pipelines, and cables) and overlay it with the generated continuous ground settlement distribution for analysis. Based on the impact of ground settlement on underground infrastructure and the characteristics of underground infrastructure, determine the spatial distribution of underground infrastructure network settlement and identify underground infrastructure locations and areas that may be significantly affected by settlement.

[0032] The settlement calculation results are output in the form of a visual urban ground settlement distribution map and a pipeline network settlement diagram, which can intuitively support urban planning and engineering decision-making departments in making more scientific arrangements in terms of land use, road alignment, and underground pipeline corridor layout. Early identification of problems such as leaks, fractures, or loss of slope caused by settlement differences in underground pipelines can assist relevant departments in optimizing pipeline renovation or maintenance plans. For the construction of resilient cities facing extreme climate events (such as storm surges and flooding), the settlement prediction model can provide key technical support for sponge city construction, flood control dam site selection, and drainage network upgrades.

[0033] In another embodiment of the present invention, when obtaining geological survey data and urban planning data, specifically, collecting geological survey data includes: Collection of survey reports means obtaining engineering geological survey reports of the study area or adjacent areas with similar conditions (such as similar geological age and stratigraphic environment).

[0034] Acquisition of stratum parameters, i.e. extracting the stratum information of each piling point from the report, including: Stratigraphic types: such as plain fill, alluvial-diluvian layer, marine-continental alternating facies, Lower Paleozoic granite, etc.; Formation thickness: average thickness h (m); Soil mechanical index: compression modulus E s (MPa), pile tip resistance characteristic value q pa (kPa), characteristic value of pile side friction q sa (kPa), negative friction coefficient, etc. Depth of rock layer: Generally, intact bedrock such as granite is detected.

[0035] Data accuracy verification: Check the rationality and accuracy of the data in the geological survey report. If any abnormal values ​​are found, further investigation or supplementary survey is required.

[0036] Conduct urban planning data collection, including: Data source: Collect urban master plans, regulatory detailed plans, urban design drawings, or other relevant planning documents.

[0037] Acquisition of planning elements, including: Land use nature: residential, commercial, industrial, green space, etc.; Development intensity: often expressed in terms of volume ratio, building density, etc. Building height: determined according to planning conditions or design plans; Road traffic planning: main and secondary roads, branch road sections, traffic flow forecast, etc.; Underground infrastructure: including water supply and drainage, sewage, electricity, communications, gas and other pipeline networks, as well as the planned location and cross-sectional dimensions of integrated pipeline corridors.

[0038] Data integration and quality control: Check the collected planning drawings or geographic information data to eliminate duplicate or erroneous information, laying the foundation for subsequent spatial integration.

[0039] In another embodiment provided by the present invention, the process of constructing a GIS database based on the spatiotemporal fusion of acquired multi-source data specifically includes the following steps: After obtaining multi-source data related to geological surveys and urban planning, it is necessary to uniformly process and integrate them in order to construct a comprehensive spatial dataset that can reflect various surface and underground elements. This mainly includes the following sub-steps: Data preprocessing and standardization, including: Invalid data elimination, that is, eliminating geological exploration points and planning drawings with too many missing values, obvious errors or uncorrectable elements that do not conform to reality according to data specifications and accuracy requirements; Data format conversion: If the data source format is not uniform (such as CAD, Shapefile, GeoJSON, etc.), it needs to be converted to a unified GIS platform readable format; Projection and coordinate system 1: Unify the coordinate projection system of all data based on the surveying and mapping benchmark or national standard coordinate system (such as CGCS2000 or local coordinate system) of the province or city where the study area is located.

[0040] Spatial interpolation of geological data, specifically: Interpolation method selection: Use inverse distance weighted interpolation (IDW) or Kriging interpolation to interpolate discrete pile point data within the region; During the interpolation process, the thickness, compression modulus and other layer data of each stratum (such as soft soil layer and alluvial layer) at the piling point are input; the thickness distribution, compression modulus and other distribution maps of the corresponding stratum in the study area are output; Verify the interpolation results, that is, make a visual comparison of the interpolation results. If unreasonable and drastic changes occur in local areas, check the original data or adjust the interpolation parameters (such as search radius, power, etc.).

[0041] Conduct multi-source data integration, including urban planning data overlay: overlay geological data interpolation results with urban planning layers (including roads, underground pipeline systems, land use properties, building layout, etc.) in the same coordinate system to construct a two-dimensional GIS database; Build a database and manage elements such as roads, pipelines, building plots, and underground soil layers in a hierarchical manner to ensure that various attributes (such as building loads, road loads, soil mechanical indicators, etc.) can be quickly accessed and called.

[0042] Quality inspection and visualization: Use visual analysis methods (such as profiles and three-dimensional geological models) on the fused data to check the degree of match between the fusion results and the actual topographic and geological conditions.

[0043] In another embodiment provided by the present invention, the calculation of building loads and road loads specifically includes the following steps: calculating a quasi-permanent combination of building loads based on the land use nature, building area, and building height provided by urban planning data, specifically: S1=S Gk +S Qk ; Where S is the quasi-permanent combination of building loads, (kN / m2); S Gk is the permanent load in kN / m 2 ;S Qk is the variable load in kN / m 2 ;S Gjk The jth permanent load standard value G jk Calculated load effect value; S Qik The standard value Q of the i-th variable load ik Calculated load effect value, where S Q1k It plays a controlling role among the variable load effects; qi is the i-th variable load Q i m is the number of permanent loads involved in the combination; n is the number of variable loads involved in the combination.

[0044] The road load is calculated based on the urban planning data and geological survey data in the GIS database.

[0045] The road load S2=S Vk +S Rk , that is, the frequently encountered combination of road loads (permanent action and variable action combination), S Vk is the vehicle load, S Rk is the lane load, in kN / m 2 .

[0046] The vehicle load currently used in my country's urban road and highway standards is a 100kN single-axle load for a two-wheeled vehicle, with a tire pressure of 0.7MPa. Lane loads are the subgrade loads calculated based on the road's design section.

[0047] In another embodiment provided by the present invention, when performing land settlement calculation for a single project, the following steps are specifically included: performing ground settlement calculation based on the selected foundation form. During the entire life cycle of a project, land settlement mainly includes three types: instantaneous settlement, primary and consolidation settlement, and secondary consolidation settlement. The first two types mainly occur during the construction phase and can be solved by backfilling, while the latter mainly occurs during the operation phase. The land settlement referred to in the present invention mainly refers to secondary consolidation settlement. That is, the foundation settlement value of a building during its use after construction is completed. According to engineering experience in soft soil areas, 2% to 5% of the final settlement is generally taken.

[0048] This embodiment provides two calculation methods for foundation types commonly found in soft soil areas, including the calculation of vertical bearing capacity and final settlement of raft and box foundation projects, and the calculation of vertical bearing capacity and final settlement of pile foundation projects.

[0049] When calculating the vertical bearing capacity of raft and box foundations, the average pressure value at the bottom surface of the foundation of a single project is F k1 is the vertical force on the top surface of the load base determined according to the building load and the road load, G k1 is the weight of the foundation and the weight of the soil on the foundation, and A is the area of ​​the bottom surface of the foundation; f a =f ak +η b γ(b-3)+η d γ m (d-0.5); f ak is the characteristic value of foundation bearing capacity, η b ,η d are the foundation bearing capacity correction coefficients for foundation width and burial depth, γ is the weight of the soil below the foundation bottom, b is the width of the foundation bottom, and γ m is the weighted average density of the soil above the bottom of the foundation, and d is the foundation embedment depth; In traditional calculations, it is necessary to ensure that the vertical bearing capacity of the foundation is greater than the average pressure value at the bottom of the foundation to ensure that the foundation will not suffer destructive damage (settlement), so that the settlement value can be calculated according to the formula.

[0050] The first settlement calculation model can be used to calculate the settlement only when the average pressure value is less than the revised foundation bearing capacity characteristic value.

[0051] Specifically, the settlement of the single project of raft foundation and box foundation is calculated by using the preset first settlement calculation model; the first settlement calculation model is s=s1+s c , s is the final settlement of the single project of raft foundation and box foundation, s1 is the settlement caused by the additional pressure of the base, s cis the settlement caused by the rebound and recompression of the foundation soil below the bottom of the foundation pit. is the empirical coefficient for settlement calculation, n is the number of soil layers divided within the depth range of foundation deformation calculation, p0 is the additional pressure at the bottom surface of the foundation corresponding to the quasi-permanent combination of load effects determined based on the building load and the road load, E si is the compression modulus of the i-th layer of soil below the foundation bottom, z i 、z i-1 is the distance from the bottom of the foundation to the bottom of the i-th soil layer and to the bottom of the i-1-th soil layer; is the average additional stress coefficient from the bottom of the foundation to the bottom of the i-th soil layer and to the bottom of the i-1-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom of the foundation pit is the empirical coefficient for settlement calculation considering the effect of rebound, p c is the deadweight pressure of the soil above the bottom of the foundation pit, E ci is the modulus of resilience of the i-th soil layer; When calculating the final settlement of raft and box foundations using the soil compression modulus, similarly: Calculate the vertical force at the top of a single pile and the characteristic value of the vertical bearing capacity of a single pile foundation project according to the building load and the road load; Vertical force at the top of a single pile in a single pile foundation project F k2 is the vertical force applied by the building load determined based on the building load and the road load; G k2 is the standard value of the deadweight of the pile cap and the soil on the cap, and m is the number of piles in the pile foundation; R=Q uk / K+η c f ak A c ; N k is the vertical force at the top of a single pile; R is the characteristic value of the vertical bearing capacity of the foundation pile or composite foundation pile; F k is the vertical force exerted by the building load; G k is the standard value of the deadweight of the pile foundation cap and the soil on the cap; k is the number of piles in the pile foundation.

[0052] η c is the pile cap effect coefficient; f ak It is the thickness-weighted average value of the foundation bearing capacity characteristic values ​​of each layer of soil within the range of 1 / 2 the width of the foundation and not exceeding 5m in depth; A c Q is the net area of ​​the bottom of the pedestal corresponding to the calculated foundation pile; ukIt is the standard value of the ultimate vertical bearing capacity of a single pile; K is the safety factor, generally K=2.

[0053] q sik is the standard value of the ultimate lateral resistance of the i-th layer of soil on the pile side, q pk is the standard value of the ultimate end resistance, u is the circumference of the pile; l i is the thickness of the i-th layer of soil around the pile; A p is the pile tip area; Q sk is the standard value of the ultimate lateral resistance of a single pile; Q pk is the standard value of the ultimate end resistance of a single pile; When the vertical force at the top of the single pile is less than the characteristic value of the vertical bearing capacity, the settlement of the single pile foundation project is calculated using a preset second settlement calculation model; The final settlement of the pile foundation is calculated using the equivalent action layered summation method, assuming that the pile foundation is evenly distributed, and the midpoint settlement of the rectangular pile foundation is calculated.

[0054] s z is the settlement of the pile foundation single project, s′ is the pile foundation settlement calculated by Boussinesq solution according to the solid deep foundation layer summation method, ψ is the empirical coefficient for pile foundation settlement calculation, and e is the equivalent settlement coefficient of the pile foundation, p1 is the average additional pressure at the bottom of the cap under the quasi-permanent combination of load effects determined based on the building load and the road load; n b is the number of short side piles in a rectangular arrangement, C0, C1, and C2 are the pile group spacing-diameter ratio, length-diameter ratio, and foundation length-width ratio; L c 、B c and z are the length, width and total number of piles of the rectangular pile cap respectively.

[0055] In another embodiment provided by the present invention, determining the spatial distribution of underground infrastructure network settlement based on the acquired underground infrastructure data and the ground settlement distribution specifically includes: After completing the ground settlement calculation for a single project, the secondary consolidation settlement of each unit is obtained, and then spatial interpolation begins: Attribute the settlement values ​​of individual projects. This involves assigning the final settlement values ​​(sss) of individual projects (such as buildings, roads, dams, and pipeline corridors) obtained previously to the corresponding GIS graphic elements. Add a "Secondary Consolidation Settlement" field to the layer attribute table and record the predicted value.

[0056] Set the buffer zone and interpolation range, including the buffer zone assumption: the settlement effect caused by a single project is negligible outside the project boundary (s = 0, s = 0, s = 0). The impact attenuation model: a gradual attenuation function is formed from the settlement at the boundary of the single project to zero at the outer edge of the buffer zone. This attenuation can be linear or nonlinear based on soil characteristics.

[0057] When selecting a specific spatial interpolation method, common methods include IDW, radial basis function, and Kriging interpolation. During interpolation, the center values ​​(or boundary values) assigned to individual project polygons are interpolated to generate a continuous surface of land subsidence distribution. If the same area is affected by multiple individual projects simultaneously, superposition or multi-weighted interpolation can be used to reflect the cumulative effects of subsidence in resonant or adjacent areas.

[0058] Subsidence prediction for underground infrastructure networks. Underground infrastructure (water supply and drainage, sewage, electricity, communications, gas, and other pipelines) is susceptible to ground subsidence due to its shallow depth and widespread distribution. This module's primary task is to assess the impact of ground subsidence on the location and function of underground pipelines after determining the ground subsidence distribution.

[0059] Underground pipe network geometry and attribute data: Extract the plane coordinates and original elevation of each pipeline or pipe network node (manhole, valve well, pump station, etc.) from the data fusion link; Ground subsidence distribution data: the subsidence distribution raster or vector interpolation result obtained in the fourth step.

[0060] Calculate the settlement of pipeline nodes and read node coordinates: traverse the latitude and longitude / plane coordinates of each pipeline node (or pipe segment endpoint) in the GIS platform; match settlement values: retrieve the corresponding settlement amount sss on the ground settlement distribution map according to the node coordinates; update the elevation: subtract the settlement amount from the original node elevation to obtain the new elevation.

[0061] Consider the influence of pipeline slope and function and recalculate the slope: If there is a gravity flow section in the water supply, drainage or sewage pipeline, a certain slope must be maintained for normal operation. Therefore, when the node elevation changes, the slope of the pipe section should be recalculated.

[0062] Determine whether the function is impaired: If the new slope is too small or negative, it will affect drainage efficiency or cause backflow, requiring corresponding adjustments at the planning or operation and maintenance level; Conduct a structural safety assessment. If the pipeline or tunnel is located in an area with large settlement differences (such as differential foundation settlement), problems such as joint cracking or interface leakage may occur, and subsequent monitoring and reinforcement should be carried out.

[0063] Finally, the spatial distribution map of urban ground subsidence and underground infrastructure network subsidence is output.

[0064] This application proposal systematically quantifies the additional stresses on foundations caused by future urban development by integrating multi-source geological data with urban planning load information, providing higher accuracy for settlement prediction in soft soil areas. By incorporating multiple engineering facilities, such as buildings, roads, embankments, and integrated pipeline corridors, into a unified prediction model, this overcomes the limitations of traditional single-project or single-load assessments and enables more comprehensive identification of potential settlement risks within the city. Spatial interpolation and distribution analysis of potential settlements in urban surface and underground pipeline networks enables pre-emptive risk grading and early warning for key areas susceptible to settlement under extreme rainfall and flooding conditions. By incorporating quantitative analysis of full-lifecycle loads, including building loads, road loads, and pipeline loads, and comprehensively considering instantaneous settlement, primary consolidation settlement, and secondary consolidation settlement, the prediction results are more closely aligned with actual engineering practice. Dynamic assessment of foundation settlement in new and existing projects helps to promptly identify potential structural safety hazards and develop appropriate reinforcement plans or monitoring strategies, reducing subsequent maintenance or repair costs. Quantifying the changes in pipe slope and flow after underground pipe network settlement provides a basis for decision-making on the renovation of water supply, drainage, and sewage pipe networks, and ensures the functional stability of the city's pipe network in the long term. Coastal soft soil areas are particularly vulnerable to the combined impacts of climate change such as sea level rise, storm surges, and extreme rainfall. Foundation settlement will further reduce drainage capacity and flood control standards. Through the prediction results of this method, settlement risks can be incorporated into the urban disaster prevention system and combined with sponge city or comprehensive flood control planning to enhance the city's overall disaster prevention and mitigation capabilities. Quantifying settlement trends under different climate scenarios in the next few years will assist governments and planning departments in making long-term strategic assessments of infrastructure upgrades or overall relocation projects, and improve the city's overall resilience to extreme weather.

[0065] The present invention also provides a land subsidence calculation device for soft soil areas. Figure 2 , is a schematic diagram of the structure of a land subsidence calculation device in a soft soil area provided by an embodiment of the present invention, the device comprising: Data acquisition module, used to obtain geological survey data and urban planning data; A database construction module is used to perform spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database; A load calculation module, used to estimate building load and road load based on the GIS database; The settlement calculation module is used to calculate the vertical bearing capacity of the building foundation forms of different single projects using different calculation models according to the building load and the road load, thereby calculating the land settlement of the single project.

[0066] It should be noted that the land subsidence calculation device for soft soil areas provided in the embodiment of the present invention can execute the land subsidence calculation method for soft soil areas described in any of the above embodiments, and the specific functions of the land subsidence calculation device for soft soil areas are not described here.

[0067] See also Figure 3 , is a schematic diagram of the structure of a terminal device provided by an embodiment of the present invention. The terminal device of this embodiment includes: a processor, a memory, and a computer program stored in the memory and executable on the processor, such as a soft soil area land subsidence calculation program. When the processor executes the computer program, the steps of the above-mentioned soft soil area land subsidence calculation method embodiments are implemented, such as Figure 1 Steps S1 to S4 are shown. Or the processor implements the functions of the modules in the above-mentioned device embodiments when executing the computer program.

[0068] Exemplarily, the computer program may be divided into one or more modules / units, which are stored in the memory and executed by the processor to implement the present invention. The one or more modules / units may be a series of computer program instruction segments capable of performing functions, which describe the execution process of the computer program in the terminal device. For example, the computer program may be divided into various modules, and the specific functions of each module are not described in detail here.

[0069] The terminal device may be a computing device such as a desktop computer, laptop, PDA, or cloud server. The terminal device may include, but is not limited to, a processor and memory. Those skilled in the art will appreciate that the schematic diagram is merely an example of a terminal device and does not limit the terminal device. The terminal device may include more or fewer components than shown, or a combination of certain components, or different components. For example, the terminal device may also include input / output devices, network access devices, buses, etc.

[0070] The processor may be a central processing unit (CPU), other general-purpose processors, digital signal processors (DSP), application-specific integrated circuits (ASIC), field-programmable gate arrays (FPGA), other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. A general-purpose processor may be a microprocessor or any conventional processor, etc. The processor is the control center of the terminal device, connecting various parts of the entire terminal device using various interfaces and lines.

[0071] The memory can be used to store the computer programs and / or modules. The processor implements various functions of the terminal device by running or executing the computer programs and / or modules stored in the memory and calling the data stored in the memory. The memory can mainly include a program storage area and a data storage area, wherein the program storage area can store an operating system, at least one application required for a function (such as a sound playback function, an image playback function, etc.); the data storage area can store data created based on the use of the mobile phone (such as audio data, a phone book, etc.). In addition, the memory can include a high-speed random access memory and can also include a non-volatile memory, such as a hard disk, a memory, a plug-in hard disk, a smart media card (SMC), a secure digital (SD) card, a flash card, at least one disk storage device, a flash memory device, or other volatile solid-state storage device.

[0072] Wherein, if the module / unit integrated in the terminal device is implemented in the form of a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the present invention implements all or part of the process in the above-mentioned embodiment method, and can also be completed by instructing the relevant hardware through a computer program. The computer program can be stored in a computer-readable storage medium. When the computer program is executed by the processor, it can implement the steps of the above-mentioned various method embodiments. Wherein, the computer program includes computer program code, and the computer program code can be in code form, object code form, executable file or some intermediate form. The computer-readable medium may include: any entity or device capable of carrying the computer program code, recording medium, USB flash drive, mobile hard disk, magnetic disk, optical disk, computer memory, read-only memory (ROM), random access memory (RAM), electric carrier signal, telecommunication signal and software distribution medium, etc.

[0073] The above is a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications are also considered to be within the scope of protection of the present invention.

Claims

1. A method for calculating land subsidence in soft soil areas, characterized in that: The method comprises: Obtain geological survey data and urban planning data; Performing spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database; estimating building loads and road loads based on the GIS database; According to the building load and the road load, different calculation models are used to calculate the vertical bearing capacity for the building foundation forms of different single projects, thereby calculating the land settlement of the single project.

2. The method for calculating land subsidence in soft soil areas according to claim 1, wherein: The method further comprises: According to the land subsidence of different individual projects, spatial difference processing is used to generate a continuous land subsidence distribution; The spatial distribution of the underground infrastructure network settlement is determined based on the acquired underground infrastructure data and the ground settlement distribution.

3. The method for calculating land subsidence in soft soil areas according to claim 1, wherein: Access to geological survey data and urban planning data, including: Acquire the stratigraphic parameters of each piling point in the engineering geological survey report of the target area as the geological survey data; The planning elements in the urban master plan, regulatory detailed plan and urban design drawings are obtained as the urban planning data; wherein the stratum parameters include stratum type, stratum thickness, soil mechanics indicators and rock stratum depth; the planning elements include land use nature, development intensity, building height, access traffic planning and underground infrastructure.

4. The method for calculating land subsidence in soft soil areas according to claim 1, wherein: Performing spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database, including: Performing data preprocessing on the geological survey data and the urban planning data, eliminating invalid data, converting the data into a format readable by the GIS platform, and unifying the coordinate projection of the converted data; Performing difference processing on the layered data of discrete pile driving points in the converted geological survey data within a preset area to obtain the thickness distribution and compression modulus distribution within the area; The differenced geological survey data and the converted urban planning data are superimposed in the same coordinate system, and the attributes of different building elements are hierarchically managed to obtain the GIS database.

5. The method for calculating land subsidence in soft soil areas according to claim 1, wherein: Estimate building loads and road loads based on the GIS database, including: Calculating a quasi-permanent combination of building loads based on the land use properties, building area, and building height provided by the urban planning data in the GIS database to obtain the building loads; Calculating the road load based on urban planning data and geological survey data in the GIS database; Wherein, the building load S1=S Gk +S Qk ; The road load S2 = S Vk +S Rk ;S Gk is the permanent load, S Qk is the variable load, S Vk is the vehicle load, S Rk is the lane load.

6. The method for calculating land subsidence in soft soil areas according to claim 1, wherein: According to the building load and the road load, different calculation models are used for the building foundation forms of different single projects to calculate the vertical bearing capacity, thereby calculating the land settlement of the single project, including: Calculate the average pressure value at the bottom surface of the foundation of the single-unit project of the raft foundation and the box foundation and the revised foundation bearing capacity characteristic value according to the building load and the road load; When the average pressure value is less than the revised foundation bearing capacity characteristic value, the settlement of the single project of the raft foundation and the box foundation is calculated using the preset first settlement calculation model; Calculate the vertical force at the top of a single pile and the characteristic value of the vertical bearing capacity of a single pile foundation project according to the building load and the road load; When the vertical force at the top of the single pile is less than the characteristic value of the vertical bearing capacity, the settlement of the single pile foundation project is calculated using a preset second settlement calculation model; Among them, the average pressure value at the bottom of the foundation of a single project is F k1 is the vertical force on the top surface of the load base determined according to the building load and the road load, G k1 is the weight of the foundation and the weight of the soil on the foundation, A is the area of ​​the foundation bottom surface; the revised characteristic value of the foundation bearing capacity f a =f ak +η b γ(b-3)+η d γ m (d-0.5), f ak is the characteristic value of foundation bearing capacity, η b ,η d are the foundation bearing capacity correction coefficients for foundation width and burial depth, γ is the weight of the soil below the foundation bottom, b is the width of the foundation bottom, and γ m is the weighted average density of the soil above the foundation bottom, d is the foundation burial depth; the first settlement calculation model is s = s1 + s c , s is the final settlement of the single project of raft foundation and box foundation, s1 is the settlement caused by the additional pressure of the base, s c is the settlement caused by the rebound and recompression of the foundation soil below the bottom of the foundation pit. is the empirical coefficient for settlement calculation, n is the number of soil layers divided within the depth range of foundation deformation calculation, p0 is the additional pressure at the bottom surface of the foundation corresponding to the quasi-permanent combination of load effects determined based on the building load and the road load, E si is the compression modulus of the i-th layer of soil below the foundation bottom, z i 、z i-1 is the distance from the bottom of the foundation to the bottom of the i-th soil layer and to the bottom of the i-1-th soil layer; is the average additional stress coefficient from the bottom of the foundation to the bottom of the i-th soil layer and to the bottom of the i-1-th soil layer; the settlement caused by the rebound and recompression of the foundation soil below the bottom of the foundation pit is the empirical coefficient for settlement calculation considering the effect of rebound, p c is the deadweight pressure of the soil above the bottom of the foundation pit, E ci is the modulus of resilience of the i-th soil layer; Vertical force at the top of a single pile in a single pile foundation project F k2 is the vertical force applied by the building load determined based on the building load and the road load; G k2 is the standard value of the deadweight of the pile foundation cap and the soil on the cap, m is the number of piles in the pile foundation; the characteristic value of the vertical bearing capacity R = Q uk / K+η c f bk A c , η c is the pile cap effect coefficient, f bk It is the thickness-weighted average value of the foundation bearing capacity characteristic values ​​of each layer of soil within the range of 1 / 2 the width of the foundation and not exceeding 5m in depth; A c is the net area of ​​the bottom of the pedestal corresponding to the calculated foundation pile, K is the safety factor, Q uk is the standard value of the vertical ultimate bearing capacity of a single pile. Q sk is the standard value of the ultimate lateral resistance of a single pile; Q pk is the standard value of the ultimate end resistance of a single pile; q sik is the standard value of the ultimate lateral resistance of the i-th layer of soil on the pile side, q pk is the standard value of the ultimate end resistance, u is the circumference of the pile, l i is the thickness of the i-th layer of soil around the pile, A p is the pile tip area, k is the number of soil layers; the second settlement calculation model is s z is the settlement of the pile foundation single project, s′ is the pile foundation settlement calculated by Boussinesq solution according to the solid deep foundation layer summation method, ψ is the empirical coefficient for pile foundation settlement calculation, and e is the equivalent settlement coefficient of the pile foundation, p1 is the average additional pressure at the bottom of the cap under the quasi-permanent combination of load effects determined based on the building load and the road load, n c is the number of short side piles in a rectangular arrangement, C0, C1, and C2 are the pile group spacing-diameter ratio, length-diameter ratio, and foundation length-width ratio; L c 、B c and z are the length, width and total number of piles of the rectangular pile cap respectively.

7. The method for calculating land subsidence in soft soil areas according to claim 2, wherein: Determining the spatial distribution of underground infrastructure network settlement based on the acquired underground infrastructure data and the ground settlement distribution, including: Extracting the plane coordinates and original elevation of each pipeline or network node from the GIS database; Traversing the plane coordinates of each pipeline network node or pipeline endpoint in the GIS platform, and retrieving the corresponding settlement amount from the ground settlement distribution for each plane coordinate; The spatial distribution of the settlement of the underground infrastructure network is determined by subtracting the retrieved settlement amount from the original elevation to obtain a new elevation.

8. A land subsidence calculation device for soft soil areas, characterized in that: The device comprises: Data acquisition module, used to obtain geological survey data and urban planning data; A database construction module is used to perform spatiotemporal fusion of multi-source data on the geological survey data and the urban planning data to construct a GIS database; A load calculation module, used to estimate building load and road load based on the GIS database; The settlement calculation module is used to calculate the vertical bearing capacity of the building foundation forms of different single projects using different calculation models according to the building load and the road load, thereby calculating the land settlement of the single project.

9. A terminal device, characterized in that: The method comprises a processor, a memory, and a computer program stored in the memory and configured to be executed by the processor, wherein when the processor executes the computer program, the method for calculating land subsidence in a soft soil area according to any one of claims 1 to 7 is implemented.

10. A computer-readable storage medium, characterized in that The computer-readable storage medium includes a stored computer program, wherein when the computer program is executed, the device where the computer-readable storage medium is located is controlled to execute the land subsidence calculation method in a soft soil area according to any one of claims 1 to 7.

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