Method and system for intelligently evaluating engineering quantity of disc buckle type bracket

Abstract

The invention belongs to the technical field of engineering evaluation, and particularly relates to a method and a system for intelligently evaluating the engineering quantity of a ring-lock bracket, which are characterized in that the length of a vertical rod and a layout scheme are accurately calculated and optimized by acquiring three-dimensional topographic data of a construction site and intelligently analyzing the change trend of foundation elevation; according to the method, material waste caused by unmatched lengths of the vertical rods is effectively reduced, and meanwhile, the workload of manual adjustment is reduced, so that the project cost is remarkably reduced; in addition, the construction efficiency and the engineering quality are improved, and the safety and the economical efficiency of the structure are ensured; in conclusion, the method not only saves resources, but also improves the overall economic benefit and technical feasibility of the project. The problems that at present, fine adjustment of the length of the vertical rod is difficult to accurately control, material waste is easily caused, and extra manual adjustment workload is increased are effectively solved.

Description

Technical Field

[0001] The present invention belongs to the technical field of engineering evaluation, and particularly relates to a method and system for intelligent evaluation of the engineering quantity of disc buckle supports. Background Art

[0002] In the project of disc buckle supports, traditional construction methods rely on manual measurement and empirical judgment to determine the length of vertical poles and the layout plan. First, construction workers need to conduct a detailed topographic survey on site and manually record data to establish a topographic model of the construction site. Based on this preliminary topographic model, the construction team will try to estimate the changing trend of the foundation elevation and divide the construction area accordingly. Next, the starting point is selected and the length of the required vertical poles is calculated, and then measurement points are gradually set along the predetermined path, repeating the above process until the entire construction area is covered. During this process, in order to ensure that the vertical poles can adapt to the changes in the terrain, the length of the vertical poles must be continuously adjusted. However, due to the lack of accurate data support, this method often results in a large difference in the length of vertical poles between two consecutive points, which not only increases the risk of material waste, but also may affect the safety and stability of the overall structure.

[0003] Traditional manual measurement and estimation methods are difficult to precisely control the fine-tuning of the length of vertical poles, easily cause material waste, and increase the additional workload of manual adjustment, thereby increasing the project cost. Summary of the Invention

[0004] The purpose of the present invention is to provide a method and system for intelligent evaluation of the engineering quantity of disc buckle supports, which can significantly reduce the phenomenon of material waste caused by the mismatch of the length of vertical poles, while reducing the workload of manual adjustment, and ultimately achieve the goal of cost reduction, so as to solve the problems raised in the above background art.

[0005] To achieve the above purpose, on the one hand, the present invention proposes a method for intelligent evaluation of the engineering quantity of disc buckle supports, including the following steps:

[0006] Obtain the topographic data of the construction site, establish a three-dimensional topographic map, determine the changing trend of the foundation elevation according to the three-dimensional topographic map, and divide the construction area; select a starting point within the construction area, calculate the length of the vertical poles required at the starting point to adapt to the foundation elevation, and based on the length of the vertical poles at the starting point, set the next measurement point along the terrain trend, and repeat the calculation of the required length of the vertical poles; compare the difference in the length of the vertical poles between two consecutive points, if the difference exceeds the preset threshold, then adjust the position of the latter point until the requirement is met, summarize the length information of the vertical poles at all measurement points, design a vertical pole segmentation combination plan in combination with the terrain trend; calculate the material consumption and the workload of manual adjustment under the segmentation combination plan, optimize the plan to minimize the cost, and output the final vertical pole layout diagram and material list.

[0007] Preferably, the obtaining of the terrain data of the construction site and the establishment of the three-dimensional topographic map include:

[0008] Select multiple reference points at the construction site, and use measuring tools to record the geographical coordinates (Xp, Yp) and elevation value Zp of each reference point to form an initial data set;

[0009] Based on the initial data set, construct a triangular network by connecting adjacent reference points, where the length L of any side satisfies the formula L = sqrt((X2 - X1)^2 + (Y2 - Y1)^2 + (Z2 - Z1)^2), where (X1, Y1, Z1) and (X2, Y2, Z2) are the geographical coordinates and elevation values of two reference points respectively;

[0010] Calculate the inclination D of each triangular plane in the triangular network using the side lengths and elevation differences in the triangular network. The inclination D satisfies the formula:

[0011] D = (Zmax - Zmin) / sqrt((Xmax - Xmin)^2 + (Ymax - Ymin)^2), where (Zmax, Xmax, Ymax) and (Zmin, Xmin, Ymin) are the maximum and minimum coordinate values of the triangular vertices respectively;

[0012] Stitch all the triangles according to the inclination and positional relationship of the triangular planes to form a complete three-dimensional topographic map Tg.

[0013] Preferably, determining the change trend of the foundation elevation according to the three-dimensional topographic map and dividing the construction area includes:

[0014] Select any triangular plane in the three-dimensional topographic map Tg as a reference plane, and determine the starting point position based on the average foundation elevation Hm of the reference plane;

[0015] According to the coordinates of the starting point position and the average foundation elevation Hm of the reference plane, calculate the actual ground height Hs, which satisfies the formula Hs = Zg + Dv, where Zg is the elevation value of the topographic map corresponding to the geographical coordinates of the starting point, and Dv is the thickness of the surface cover. If there is no cover, then Dv = 0;

[0016] Determine the change trend direction of the foundation elevation according to the difference between the actual ground height Hs of the starting point and the design elevation Hd;

[0017] Divide the entire construction site into multiple construction areas Ra with similar elevation change characteristics according to the change trend direction of the foundation elevation and the terrain features within the area.

[0018] Preferably, select a starting point within the construction area and calculate the required pole length of the starting point to adapt to the foundation elevation, including:

[0019] In the selected construction area Ra, select a measurement point as the starting point P0, and define the influence radius Ri of this point, which satisfies the formula Ri = min(Dmax, sqrt(Area / Pi)), where Dmax is the maximum allowable distance and Area is the area of the construction area;

[0020] For all measurement points within the influence radius Ri of the starting point P0, collect the geographical coordinates (Xi, Yi) and the corresponding elevation values Zi, and calculate the base elevation Hfi of each point based on the three-dimensional topographic map Tg;

[0021] Use the formulas Havg = sum(Hfi) / N and σ = sqrt(sum((Hfi - Havg)^2) / N) to calculate the average base elevation Havg and the standard deviation σ of all measurement points within the influence range, where N is the number of measurement points within the influence range;

[0022] Combined with the designed elevation Hd of the starting point, as well as the calculated average base elevation Havg and standard deviation σ, use the formula Lp = |Hd - Havg| + K * σ + Sf to determine the required pole length Lp of the starting point, where K is the safety factor and Sf is the safety margin.

[0023] Preferably, according to the pole length of the starting point, set the next measurement point along the terrain trend, and repeat the calculation of the required pole length, including:

[0024] Within the construction area Ra, determine an optimal measurement path Ppath starting from the starting point P0 based on the three-dimensional topographic map Tg;

[0025] Along the measurement path Ppath, select a measurement point Pi every fixed distance Dstep, and record the geographical coordinates (Xi, Yi) and the corresponding elevation values Zi of each measurement point;

[0026] For each measurement point Pi, calculate its base elevation Hfi based on the three-dimensional topographic map Tg, and determine the designed height Hdi in combination with the engineering design requirements, and use the formula ΔHi = |Hdi - Hfi| to calculate the difference between the designed height and the base elevation of each measurement point;

[0027] For each measurement point Pi, if ΔHi exceeds the preset threshold Th, then dynamically adjust the pole length Lpi according to the terrain change trend, and the adjustment rule is Lpi = ΔHi + Sf + α * Ti, where Sf is the safety margin, α is the terrain change coefficient, and Ti is the terrain inclination.

[0028] Preferably, compare the difference in pole lengths between two consecutive points. If the difference exceeds the preset threshold, then adjust the position of the latter point until the requirements are met, including:

[0029] For all measurement points Pi along the measurement path Ppath, calculate the cumulative deviation ΔLsum of the pole length between it and the starting point P0 through the formula ΔLsum = sum(|Lpi - Lp0|), where Lpi is the pole length of the measurement point Pi and Lp0 is the pole length of the starting point P0;

[0030] If the cumulative deviation ΔLsum exceeds the preset threshold Tl, re-evaluate the measurement path Ppath and adjust the positions of some measurement points;

[0031] According to the adjusted measurement path Ppath, recalculate the pole length Lpi of each measurement point and ensure that the difference in pole length ΔLpij = |Lpi - Lpj| between adjacent measurement points is within the allowable range;

[0032] Integrate all optimized measurement points and their corresponding pole lengths Lpi into a set Popt = {P1, P2,..., Pn}.

[0033] Preferably, summarize all the pole length information of the measurement points, and design a pole segment combination scheme in combination with the terrain trend, including:

[0034] Based on the data in the measurement point set Popt, divide the construction area Ra into multiple section sets Sg = {S1, S2,..., Sm} with similar pole length change characteristics. The pole length change within each section satisfies |Lpi - Lpj| < σmax, where σmax is the maximum allowable change;

[0035] Within each section, select the corresponding pole length according to the pole length data in the measurement point set Popt to minimize the number of connectors Nc, using the formula Nc = sum(|Lpi - Lpj| / Lunit), where Lpi and Lpj are the pole lengths of adjacent measurement points and Lunit is the standard pole length unit;

[0036] Count the number of standard poles Ns and the number of connectors Nc required in each section to form a preliminary material list Mlist = {Ns, Nc} of the pole segment combination scheme.

[0037] Preferably, calculate the material usage and manual adjustment workload under the segment combination scheme, and optimize the scheme to minimize the cost, including:

[0038] Based on the pole segment combination scheme, count the number of standard poles Ns and the number of connectors Nc required in all sections, and combine the material unit price Cu to calculate the total material cost Cm through the formula Cm = (Ns + Nc) * Cu;

[0039] According to the number of connectors Nc in the section, calculate the manual adjustment workload Wa through the formula Wa = (Ns + Nc) * K, where K is the manual operation coefficient;

[0040] Combine the total material cost Cm and the manual adjustment cost Ca, and calculate the total cost Ct of the entire construction area through the formula Ct = Cm + Ca, where Ca = Wa * Cc, and Cc is the cost per unit of labor;

[0041] Compare the total costs Ct under different vertical rod segment combination schemes, and select the scheme with the lowest cost as the optimal scheme.

[0042] Preferably, the output of the final vertical rod layout diagram and the material list includes:

[0043] Based on the selected optimal vertical rod segment combination scheme, mark all the measurement points Pi and their corresponding vertical rod lengths Lpi in the section on the three-dimensional topographic map Tg to form the vertical rod layout diagram Lmap;

[0044] According to the vertical rod segment combination scheme, count the number of standard vertical rods Ns, the number of connectors Nc and the corresponding cost unit price Cu in each section, and generate a complete material list Mlist = {Ns, Nc, Cu};

[0045] After reviewing the output vertical rod layout diagram Lmap and the material list Mlist, output the final vertical rod layout diagram and the material list.

[0046] On the other hand, the present invention proposes a system for intelligent evaluation of the engineering quantity of a disk buckle support, including:

[0047] A topographic data acquisition and analysis module for obtaining the topographic data of the construction site, establishing a three-dimensional topographic map, determining the change trend of the foundation elevation according to the three-dimensional topographic map, and dividing the construction area;

[0048] A vertical rod length calculation module for selecting a starting point in the construction area, calculating the length of the vertical rod required at the starting point to adapt to the foundation elevation, setting the next measurement point along the topographic trend based on the length of the vertical rod at the starting point, and repeating the calculation of the required vertical rod length;

[0049] A segment combination design module for comparing the difference in the length of the vertical rod between two consecutive points. If the difference exceeds the preset threshold, adjust the position of the latter point until the requirement is met, summarize the vertical rod length information of all measurement points, and design a vertical rod segment combination scheme in combination with the topographic trend;

[0050] A material document output module for calculating the material usage and manual adjustment workload under the segment combination scheme, optimizing the scheme to minimize the cost, and outputting the final vertical rod layout diagram and the material list.

[0051] Technical effects and advantages of the present invention: A method and system for intelligent evaluation of the engineering quantity of a socket - and - button - type support proposed by the present invention have the following advantages compared with the prior art:

[0052] By obtaining the three - dimensional terrain data of the construction site and intelligently analyzing the changing trend of the foundation elevation, the present invention realizes the accurate calculation and optimization of the length and layout scheme of the vertical poles; this method effectively reduces the material waste caused by the mismatch of the vertical pole lengths, and at the same time reduces the workload of manual adjustment, thus significantly reducing the project cost; in addition, it also improves the construction efficiency and engineering quality, ensuring the safety and economy of the structure; in summary, this method not only saves resources, but also improves the overall economic benefit and technical feasibility of the project. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 It is a flowchart of a method for intelligent evaluation of the engineering quantity of a socket - and - button - type support according to the present invention;

[0054] Figure 2 It is a block diagram of a system for intelligent evaluation of the engineering quantity of a socket - and - button - type support according to the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0055] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. The specific embodiments described herein are only used to explain the present invention, and are not used to limit the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts fall within the scope of protection of the present invention.

[0056] The present invention provides a method for intelligent evaluation of the engineering quantity of a socket - and - button - type support as Figure 1 shown, which can significantly reduce the material waste phenomenon caused by the mismatch of the vertical pole lengths, and at the same time reduce the workload of manual adjustment, and finally achieve the goal of cost reduction, specifically as follows:

[0057] In the method for intelligent evaluation of the engineering quantity of a socket - and - button - type support in this embodiment, the following steps are included:

[0058] Step 1: Obtain the terrain data of the construction site and establish a three - dimensional topographic map; specifically including:

[0059] Select multiple reference points at the construction site, use measuring tools to record the geographical coordinates (Xp, Yp) and elevation values Zp of each reference point to form an initial data set; by accurately measuring the key positions (i.e., reference points) at the construction site, enough data can be collected to describe the topographic features of the entire area.

[0060] Based on the initial data set, a triangular network is constructed by connecting adjacent reference points, where the length L of any side satisfies the formula L = sqrt((X2 - X1)^2+(Y2 - Y1)^2+(Z2 - Z1)^2), where (X1, Y1, Z1) and (X2, Y2, Z2) are the geographical coordinates and elevation values of two reference points respectively; using the Triangulated Irregular Network (TIN) method, a triangular grid is formed by connecting adjacent reference points, which can effectively represent the complex terrain surface.

[0061] Calculate the inclination D of each triangular plane in the triangular network using the side lengths and elevation differences in the triangular network. The inclination D satisfies the formula:

[0062] D = (Zmax - Zmin) / sqrt((Xmax - Xmin)^2+(Ymax - Ymin)^2), where (Zmax, Xmax, Ymax) and (Zmin, Xmin, Ymin) are the maximum and minimum coordinate values of the triangular vertices respectively; the inclination reflects the change trend of the terrain, which helps to identify steep slopes and flat areas, so as to optimize the pole layout design.

[0063] Stitch all the triangles according to the inclination and positional relationship of the triangular planes to form a complete three-dimensional topographic map Tg. Stitch all the triangles according to their positional relationships to form a seamless overall terrain model, which can comprehensively reflect the terrain characteristics of the construction site and provide accurate basic data for subsequent project quantity assessment.

[0064] Embodiment 1

[0065] Suppose at a construction site, the following four reference points are selected: P1(0, 0, 0), P2(5, 0, 2), P3(0, 5, 1), P4(5, 5, 3);

[0066] Form the initial data set: Record the geographical coordinates and elevation values of these points to form the initial data set. ...

[0067] Construct the triangular network: Calculate the distance between P1 and P2:

[0068] L = sqrt((5 - 0)^2+(0 - 0)^2+(2 - 0)^2)=sqrt(25 + 0 + 4)=sqrt(29)=5.39; Similarly, calculate other side lengths, such as P1 - P3, P1 - P4.

[0069] Calculate the inclination: For the triangle composed of P1, P2, and P3, calculate the inclination D=(3 - 0) / sqrt((5 - 0)^2+(5 - 0)^2)=3 / sqrt(50)=0.424. Similarly, calculate the inclinations of other triangles.

[0070] Join the triangles to form a three-dimensional topographic map Tg: Join all the triangles according to their positional relationships to form a complete three-dimensional topographic map Tg, which can detailedly display the topographic changes at the construction site.

[0071] Step 2: Determine the changing trend of the foundation elevation based on the three-dimensional topographic map and divide the construction area; specifically including:

[0072] Select any triangular plane in the three-dimensional topographic map Tg as a reference plane, and determine the starting point position based on the average foundation elevation Hm of the reference plane; through the selected reference plane and its average foundation elevation Hm, it provides a reliable starting point for subsequent calculations of the actual ground height and other elevation-related operations.

[0073] Calculate the actual ground height Hs based on the coordinates of the starting point position and the average foundation elevation Hm of the reference plane, satisfying the formula Hs = Zg + Dv, where Zg is the topographic map elevation value corresponding to the geographical coordinates of the starting point, and Dv is the thickness of the surface cover. If there is no cover, then Dv = 0;

[0074] Determine the changing trend direction of the foundation elevation according to the difference between the actual ground height Hs of the starting point and the designed elevation Hd; comparing the actual ground height Hs with the designed elevation Hd can clarify which areas need to fill earthwork and which areas need to be excavated, thus guiding the construction activities.

[0075] Divide the entire construction site into multiple construction areas Ra with similar elevation change characteristics according to the changing trend direction of the foundation elevation and the topographic features within the area. Considering the topographic changes and the changing trend of the elevation, reasonable division of the construction area can optimize resource allocation and improve work efficiency.

[0076] Example 2

[0077] Suppose at a construction site, the following parameters are selected:

[0078] The average foundation elevation Hm of the reference plane = 5;

[0079] The topographic map elevation value Zg of the starting point P(2, 3) = 4, and there is no surface cover at this position, so Dv = 0

[0080] The designed elevation Hd = 6;

[0081] Determine the starting point position: Based on the selected reference plane, use its average foundation elevation Hm as the reference elevation of the starting point.

[0082] Calculate the actual ground height Hs: Using the formula Hs = Zg + Dv, we get Hs = 4 + 0 = 4.

[0083] Determine the trend direction of the foundation elevation: Compare the actual ground height Hs and the designed elevation Hd, and the difference is Hd - Hs = 6 - 4 = 2. This indicates that at the starting point position, 2 units of height need to be increased to reach the designed elevation.

[0084] Divide the construction area Ra: According to the above analysis results and the topographic features within the area, such as terrain slope, soil type, etc., divide the entire construction site into several construction areas Ra. Each area has a similar elevation change trend and construction requirements. For example, in one area, mainly filling is required, while in another area, excavation may be needed.

[0085] Step three: Select a starting point within the construction area and calculate the required pole length at the starting point to adapt to the foundation elevation; specifically including:

[0086] Within the selected construction area Ra, select a measurement point as the starting point P0, and define the influence radius Ri of this point, which satisfies the formula Ri = min(Dmax, sqrt(Area / Pi)), where Dmax is the maximum allowable distance and Area is the construction area; the influence radius Ri defines an action range around the starting point P0 to ensure detailed analysis and calculation within this range. By restricting the influence radius, unnecessary calculation amounts can be reduced while ensuring accuracy.

[0087] For all measurement points within the influence radius Ri of the starting point P0, collect the geographical coordinates (Xi, Yi) and the corresponding elevation values Zi, and calculate the foundation elevation Hfi of each point based on the three-dimensional topographic map Tg; collect the data of all relevant points within the influence radius Ri to comprehensively understand the terrain changes, so as to calculate the foundation elevation more accurately.

[0088] Use the formulas Havg = sum(Hfi) / N and σ = sqrt(sum((Hfi - Havg)^2) / N) to calculate the average foundation elevation Havg and the standard deviation σ of all measurement points within the influence range, where N is the number of measurement points within the influence range; by calculating the average value and standard deviation of the foundation elevation through statistical methods, the volatility and consistency of the terrain can be quantified, which helps to determine the appropriate pole length.

[0089] Combined with the designed elevation Hd of the starting point, as well as the calculated average foundation elevation Havg and standard deviation σ, use the formula Lp = |Hd - Havg| + K * σ + Sf to determine the required pole length Lp at the starting point, where K is the safety factor and Sf is the safety margin. Considering the designed elevation, terrain volatility, and safety factors comprehensively, calculate the most suitable pole length to ensure that it can adapt to terrain changes and ensure structural safety.

[0090] Example three

[0091] Suppose at a construction site, the following parameters are selected: the area of the construction area Area = 1000 square meters, the maximum allowable distance Dmax = 50 meters, the influence radius Ri = min(50, sqrt(1000 / π)) = 17.84 meters, the design elevation Hd = 6 meters, the safety factor K = 1.5, and the safety margin Sf = 0.5 meters.

[0092] Determine the influence radius Ri: Calculate Ri = min(50, sqrt(1000 / π)) = 17.84 meters.

[0093] Collect data of measurement points: Suppose there are 5 measurement points within the influence radius Ri, and their geographical coordinates and elevation values are as follows: P1(2, 3, 4), P2(5, 6, 5), P3(8, 9, 4.5), P4(10, 11, 5.5), P5(12, 13, 4.8);

[0094] Calculate the average value Havg and the standard deviation σ of the foundation elevation: The elevation values are 4, 5, 4.5, 5.5, 4.8 respectively. Calculate the average value: Havg = (4 + 5 + 4.5 + 5.5 + 4.8) / 5 = 4.76;

[0095] Calculate the standard deviation:

[0096] σ = sqrt(((4 - 4.76)^2 + (5 - 4.76)^2 + (4.5 - 4.76)^2 + (5.5 - 4.76)^2 + (4.8 - 4.76)^2) / 5) = 0.37;

[0097] Determine the length Lp of the vertical pole: Use the formula Lp = |Hd - Havg| + K * σ + Sf:

[0098] Lp = |6 - 4.76| + 1.5 * 0.37 + 0.5 = 1.24 + 0.555 + 0.5 = 2.295 meters.

[0099] Through these steps, the length of the vertical pole required at the starting point can be effectively calculated, ensuring that the vertical pole can adapt to the changes in the terrain and guaranteeing the safety and economy of the structure.

[0100] Step 4: Based on the length of the vertical pole at the starting point, set the next measurement point along the terrain trend and repeat the calculation of the required length of the vertical pole; specifically including:

[0101] Within the construction area Ra, determine an optimal measurement path Ppath starting from the starting point P0 based on the three-dimensional topographic map Tg; by determining the optimal measurement path Ppath, the unnecessary workload of terrain analysis can be reduced, and the efficiency and accuracy of data collection can be improved.

[0102] Along the measurement path Ppath, a measurement point Pi is selected every fixed distance Dstep, and the geographical coordinates (Xi, Yi) and the corresponding elevation value Zi of each measurement point are recorded. Selecting measurement points regularly can ensure sufficient sampling of terrain changes while maintaining a certain data density for subsequent analysis.

[0103] For each measurement point Pi, its base elevation Hfi is calculated based on the three-dimensional topographic map Tg, and the design height Hdi is determined in combination with the engineering design requirements. The difference between the design height and the base elevation of each measurement point is calculated using the formula ΔHi = |Hdi - Hfi|. By comparing the difference between the design height Hdi and the base elevation Hfi, the height difference that needs to be adjusted can be determined, thus reasonably designing the length of the vertical pole.

[0104] For each measurement point Pi, if ΔHi exceeds the preset threshold Th, the length of the vertical pole Lpi is dynamically adjusted according to the trend of terrain changes. The adjustment rule is Lpi = ΔHi + Sf + α * Ti, where Sf is the safety margin, α is the terrain change coefficient, and Ti is the terrain inclination. Dynamically adjusting the length of the vertical pole by comprehensively considering terrain changes, the difference between the design height and the base elevation, and safety factors to adapt to complex terrain conditions.

[0105] Example 4

[0106] Suppose in a construction site, the following parameters are selected: the area of the construction area Area = 1000 square meters, the fixed distance Dstep = 10 meters, the design elevation Hd = 6 meters, the safety margin Sf = 0.5 meters, the terrain change coefficient α = 1.2, and the preset threshold Th = 1.5 meters.

[0107] Determine the optimal measurement path Ppath: Based on the three-dimensional topographic map Tg, select a path that can represent the main trend of terrain changes as Ppath.

[0108] Select measurement points and record data. A measurement point is selected every 10 meters along Ppath. Suppose the following measurement points are selected: P1(2, 3, 4), P2(12, 13, 5), P3(22, 23, 4.5), P4(32, 33, 5.5), P5(42, 43, 4.8).

[0109] Calculate the base elevation Hfi and the design height difference ΔHi. For each measurement point, assume the base elevations are as follows: Hf1 = 4, Hf2 = 5, Hf3 = 4.5, Hf4 = 5.5, Hf5 = 4.8;

[0110] Calculate the design height difference ΔHi: ΔH1 = |6 - 4| = 2, ΔH2 = |6 - 5| = 1, ΔH3 = |6 - 4.5| = 1.5, ΔH4 = |6 - 5.5| = 0.5, ΔH5 = |6 - 4.8| = 1.2.

[0111] Dynamically adjust the length Lpi of the vertical pole. Assume the terrain inclination degrees Ti are respectively: T1 = 0.2, T2 = 0.3, T3 = 0.1, T4 = 0.4, T5 = 0.2;

[0112] Calculate the length of the vertical pole according to the formula Lpi = ΔHi + Sf + α * Ti:

[0113] Lp1 = 2 + 0.5 + 1.2 * 0.2 = 2.74 meters;

[0114] Lp2 = 1 + 0.5 + 1.2 * 0.3 = 1.86 meters;

[0115] Lp3 = 1.5 + 0.5 + 1.2 * 0.1 = 2.12 meters;

[0116] Lp4 = 0.5 + 0.5 + 1.2 * 0.4 = 1.48 meters;

[0117] Lp5 = 1.2 + 0.5 + 1.2 * 0.2 = 1.94 meters.

[0118] Through these steps, the length of the vertical pole required for each measurement point can be effectively calculated to ensure that the vertical pole can adapt to the changes in the terrain.

[0119] Step Five: Compare the differences in the lengths of the vertical poles between two consecutive points. If the difference exceeds the preset threshold, then adjust the position of the latter point until the requirements are met; specifically including:

[0120] For all measurement points Pi along the measurement path Ppath, calculate the cumulative deviation ΔLsum of the length of the vertical pole between it and the starting point P0 through the formula ΔLsum = sum(|Lpi - Lp0|), where Lpi is the length of the vertical pole at the measurement point Pi, and Lp0 is the length of the vertical pole at the starting point P0; calculate the cumulative deviation of the length of the vertical pole of each measurement point relative to the starting point to evaluate the consistency and rationality of the overall vertical pole layout.

[0121] If the cumulative deviation ΔLsum exceeds the preset threshold Tl, then re - evaluate the measurement path Ppath and adjust the positions of some measurement points; when the cumulative deviation of the length of the vertical pole exceeds the allowable range, it indicates that the current measurement path or the positions of the measurement points may be inappropriate and need to be adjusted to optimize the layout.

[0122] According to the adjusted measurement path Ppath, recalculate the length Lpi of the vertical pole for each measurement point, and ensure that the difference ΔLpij = |Lpi - Lpj| in the length of the vertical pole between adjacent measurement points is within the allowable range; recalculate the length of the vertical pole for each measurement point, and check the difference in the length of the vertical pole between adjacent measurement points to ensure that it is within a reasonable range and avoid excessive fluctuations.

[0123] Integrate all optimized measurement points and their corresponding vertical pole lengths Lpi into a set Popt = {P1, P2,..., Pn}, and integrate the optimized measurement points and their vertical pole length data into a set for subsequent analysis and use.

[0124] Example Five

[0125] Suppose at a construction site, the following parameters are selected: the length Lp0 of the vertical pole at the starting point P0 is 2.74 meters, and the preset threshold Tl is 5 meters.

[0126] The measurement points and their vertical pole lengths are as follows: P1(2, 3, Lp1 = 2.74 meters), P2(12, 13, Lp2 = 1.86 meters), P3(22, 23, Lp3 = 2.12 meters), P4(32, 33, Lp4 = 1.48 meters), P5(42, 43, Lp5 = 1.94 meters).

[0127] Calculate the cumulative deviation ΔLsum of the vertical pole length: Calculate using the formula ΔLsum = sum(|Lpi - Lp0|):

[0128] ΔLsum = |2.74 - 2.74| + |1.86 - 2.74| + |2.12 - 2.74| + |1.48 - 2.74| + |1.94 - 2.74| = 3.56 meters;

[0129] Judge whether the measurement path needs to be adjusted, compare ΔLsum with the preset threshold Tl: ΔLsum = 3.56 meters < Tl = 5 meters;

[0130] In this example, ΔLsum does not exceed the preset threshold Tl, so the measurement path does not need to be adjusted.

[0131] Ensure that the difference in the length of the vertical pole between adjacent measurement points is within the allowable range, and calculate the difference in the length of the vertical pole between adjacent measurement points:

[0132] ΔLp12 = |2.74 - 1.86| = 0.88 meters;

[0133] ΔLp23 = |1.86 - 2.12| = 0.26 meters;

[0134] ΔLp34 = |2.12 - 1.48| = 0.64 meters;

[0135] ΔLp45 = |1.48 - 1.94| = 0.46 m;

[0136] Assume that the maximum allowable difference in the length of the vertical poles is 0.8 m, then the differences in the lengths of the vertical poles between all adjacent measurement points are within the allowable range.

[0137] Integrate and optimize the measurement point dataset Popt: Integrate all optimized measurement points and their corresponding vertical pole lengths into a set Popt:

[0138] Popt = {P1(2, 3, 2.74), P2(12, 13, 1.86), P3(22, 23, 2.12), P4(32, 33, 1.48), P5(42, 43, 1.94)};

[0139] Through these steps, the positions of the measurement points and their corresponding vertical pole lengths can be effectively optimized to ensure that the change in the length of the vertical poles conforms to the trend of the terrain change.

[0140] Step Six: Summarize the information on the lengths of the vertical poles at all measurement points and design a vertical pole segmentation and combination plan in combination with the terrain trend; specifically including:

[0141] Based on the data in the measurement point set Popt, divide the construction area Ra into multiple section sets Sg = {S1, S2,..., Sm} with similar vertical pole length change characteristics. The change in the length of the vertical poles within each section satisfies |Lpi - Lpj| < σmax, where σmax is the maximum allowable change; by dividing the sections with similar vertical pole length change characteristics, it can be ensured that the change in the length of the vertical poles within each section is small, which is convenient for unified management and optimization.

[0142] Within each section, select the corresponding vertical pole length according to the vertical pole length data in the measurement point set Popt to minimize the number of connectors Nc, using the formula Nc = sum(|Lpi - Lpj| / Lunit), where Lpi and Lpj are the lengths of the vertical poles at adjacent measurement points, and Lunit is the standard vertical pole length unit; by selecting the appropriate vertical pole length to reduce the number of connectors, the material cost can be reduced and the construction efficiency can be improved.

[0143] Count the number of standard vertical poles Ns and the number of connectors Nc required within each section to form a preliminary material list Mlist = {Ns, Nc} for the vertical pole segmentation and combination plan. By counting the number of standard vertical poles and the number of connectors within each section, a detailed material list is formed, which is convenient for subsequent procurement and construction management.

[0144] Example Six

[0145] Assume that at a construction site, the following parameters are selected: the maximum allowable change amount σmax = 0.5 m, and the standard vertical rod length unit Lunit = 1 m.

[0146] The measurement points and their vertical rod lengths are as follows (from Popt): P1(2,3, Lp1 = 2.74 m), P2(12,13, Lp2 = 1.86 m), P3(22,23, Lp3 = 2.12 m), P4(32,33, Lp4 = 1.48 m), P5(42,43, Lp5 = 1.94 m).

[0147] Divide the section set Sg and calculate the difference in vertical rod lengths between adjacent measurement points:

[0148] ΔLp12 = |2.74 - 1.86| = 0.88 m > σmax;

[0149] ΔLp23 = |1.86 - 2.12| = 0.26 m < σmax;

[0150] ΔLp34 = |2.12 - 1.48| = 0.64 m > σmax;

[0151] ΔLp45 = |1.48 - 1.94| = 0.46 m < σmax.

[0152] According to the above calculation results, divide the construction area into three sections: S1 = {P1}, S2 = {P2, P3}, S3 = {P4, P5}.

[0153] Select the vertical rod length to minimize the number of connectors Nc. In section S2, calculate the number of connectors:

[0154] Nc_S2 = sum(|Lpi - Lpj| / Lunit) = (|1.86 - 2.12| / 1) = 0.26;

[0155] In section S3, calculate the number of connectors:

[0156] Nc_S3 = sum(|Lpi - Lpj| / Lunit) = (|1.48 - 1.94| / 1) = 0.46;

[0157] Section S1 has only one measurement point and does not require a connector.

[0158] Count the number of standard vertical rods Ns and the number of connectors Nc required in each section:

[0159] Section S1:

[0160] Ns_S1 = 1 (because there is only one measurement point);

[0161] Nc_S1 = 0 (no adjacent measurement points);

[0162] Section S2:

[0163] Ns_S2 = 2 (two measurement points);

[0164] Nc_S2 = 0.26;

[0165] Section S3:

[0166] Ns_S3 = 2 (two measurement points);

[0167] Nc_S3 = 0.46.

[0168] Form the preliminary material list Mlist for the vertical pole segment combination plan:

[0169] Mlist = {

[0170] S1: {Ns: 1, Nc: 0},

[0171] S2: {Ns: 2, Nc: 0.26},

[0172] S3: {Ns: 2, Nc: 0.46}}.

[0173] Through these steps, the construction area can be effectively divided, and the optimal vertical pole length can be selected for each section to reduce the number of connecting pieces and form a detailed material list.

[0174] Step 7: Calculate the material usage and manual adjustment workload under the segment combination plan, and optimize the plan to minimize the cost; specifically including:

[0175] Based on the vertical pole segment combination plan, count the required number of standard vertical poles Ns and the number of connecting pieces Nc in all sections. Combine the material unit price Cu, and calculate the total material cost Cm through the formula Cm = (Ns + Nc) * Cu; count the number of standard vertical poles and the number of connecting pieces in each section, and calculate the total material cost by combining the material unit price.

[0176] According to the number of connecting pieces Nc in the section, calculate the manual adjustment workload Wa through the formula Wa = (Ns + Nc) * K, where K is the manual operation coefficient; estimate the manual adjustment workload based on the number of standard vertical poles and the number of connecting pieces to reasonably arrange the manpower and time.

[0177] Combine the total material cost Cm and the manual adjustment cost Ca, and calculate the total cost Ct of the entire construction area through the formula Ct = Cm + Ca, where Ca = Wa * Cc, and Cc is the cost per unit of labor; comprehensively consider the material cost and the labor cost, calculate the total cost of the entire construction area, so as to conduct overall cost control.

[0178] Compare the total cost Ct under different vertical pole segment combination schemes, and select the scheme with the lowest cost as the optimal scheme.

[0179] Example Seven

[0180] Suppose at a construction site, the following parameters are selected: unit price of materials Cu = 10 yuan / piece, labor cost per unit Cc = 50 yuan / unit, and labor operation coefficient K = 0.1.

[0181] The vertical pole segment combination schemes are as follows (from Popt): section S1: {Ns: 1, Nc: 0}, section S2: {Ns: 2, Nc: 0.26}, section S3: {Ns: 2, Nc: 0.46}.

[0182] Calculate the total material cost Cm:

[0183] For section S1: Cm_S1 = (1 + 0) * 10 = 10 yuan;

[0184] For section S2: Cm_S2 = (2 + 0.26) * 10 = 22.6 yuan;

[0185] For section S3: Cm_S3 = (2 + 0.46) * 10 = 24.6 yuan;

[0186] Total material cost Cm: Cm = Cm_S1 + Cm_S2 + Cm_S3 = 10 + 22.6 + 24.6 = 57.2 yuan.

[0187] Calculate the manual adjustment workload Wa:

[0188] For section S1: Wa_S1 = (1 + 0) * 0.1 = 0.1 unit;

[0189] For section S2: Wa_S2 = (2 + 0.26) * 0.1 = 0.226 unit;

[0190] For section S3: Wa_S3 = (2 + 0.46) * 0.1 = 0.246 unit;

[0191] Total manual adjustment workload Wa: Wa = Wa_S1 + Wa_S2 + Wa_S3 = 0.1 + 0.226 + 0.246 = 0.572 unit.

[0192] Calculate the manual adjustment cost Ca: Ca = Wa * Cc = 0.572 * 50 = 28.6 yuan;

[0193] Calculate the total cost Ct: Ct = Cm + Ca = 57.2 + 28.6 = 85.8 yuan;

[0194] Select the optimal scheme:

[0195] Suppose there are other pole segment combination schemes A, B, C, etc., and calculate their total costs Ct_A, Ct_B, Ct_C, etc. respectively.

[0196] For example, if the total cost of Scheme A is 90 yuan, the total cost of Scheme B is 80 yuan, and the total cost of Scheme C is 85 yuan, then Scheme B is selected as the optimal scheme because its total cost is the lowest.

[0197] Through these steps, the total cost of each pole segment combination scheme can be effectively calculated, and the scheme with the lowest cost is selected as the final implementation scheme.

[0198] Step Eight: Output the final pole layout diagram and material list; specifically including:

[0199] Based on the selected optimal pole segment combination scheme, mark all the measurement points Pi and their corresponding pole lengths Lpi in the three-dimensional topographic map Tg within all sections to form the pole layout diagram Lmap, forming a visual layout diagram for easy understanding and operation by construction personnel.

[0200] According to the pole segment combination scheme, count the number of standard poles Ns, the number of connectors Nc and their corresponding cost unit prices Cu in each section, and generate a complete material list Mlist = {Ns, Nc, Cu}; detailed statistics of the number of standard poles and connectors required in each section, and combined with the cost unit price to generate a material list to ensure sufficient material supply and controllable costs during the construction process.

[0201] After reviewing the output pole layout diagram Lmap and material list Mlist, output the final pole layout diagram and material list. Through the review, ensure the accuracy and integrity of the pole layout diagram and material list, and avoid errors and delays during the construction process.

[0202] Example Eight

[0203] Suppose in a construction site, the following parameters are selected:

[0204] Optimal pole segment combination scheme (from the previous step): Section S1: {Ns: 1, Nc: 0, Cu: 10 yuan / piece}, Section S2: {Ns: 2, Nc: 0.26, Cu: 10 yuan / piece}, Section S3: {Ns: 2, Nc: 0.46, Cu: 10 yuan / piece}.

[0205] The measurement points and their pole lengths are as follows (from Popt): P1(2, 3, Lp1 = 2.74 meters), P2(12, 13, Lp2 = 1.86 meters), P3(22, 23, Lp3 = 2.12 meters), P4(32, 33, Lp4 = 1.48 meters), P5(42, 43, Lp5 = 1.94 meters).

[0206] Implementation steps

[0207] Form the vertical pole layout diagram Lmap: Mark all the measurement points and their corresponding vertical pole lengths on the three-dimensional topographic map Tg: Mark P1(2,3) and its vertical pole length of 2.74 meters; Mark P2(12,13) and its vertical pole length of 1.86 meters; Mark P3(22,23) and its vertical pole length of 2.12 meters; Mark P4(32,33) and its vertical pole length of 1.48 meters; Mark P5(42,43) and its vertical pole length of 1.94 meters. The formed vertical pole layout diagram Lmap should clearly show the position of each measurement point and its corresponding vertical pole length.

[0208] Generate the material list Mlist: Count the number of standard vertical poles Ns, the number of connectors Nc and their corresponding cost unit prices Cu in each section:

[0209] Section S1: Ns_S1 = 1, Nc_S1 = 0, Cu_S1 = 10 yuan per pole;

[0210] Section S2: Ns_S2 = 2, Nc_S2 = 0.26, Cu_S2 = 10 yuan per pole;

[0211] Section S3: Ns_S3 = 2, Nc_S3 = 0.46, Cu_S3 = 10 yuan per pole.

[0212] Generate the complete material list Mlist:

[0213] Mlist = {

[0214] S1: {Ns: 1, Nc: 0, Cu: 10},

[0215] S2: {Ns: 2, Nc: 0.26, Cu: 10},

[0216] S3: {Ns: 2, Nc: 0.46, Cu: 10}}.

[0217] Review and output the final vertical pole layout diagram and material list: Review the vertical pole layout diagram Lmap and the material list Mlist to ensure that all data is accurate.

[0218] Output the final vertical pole layout diagram and material list: Vertical pole layout diagram Lmap: A three-dimensional topographic map containing all measurement points and their vertical pole lengths.

[0219] Material list Mlist:

[0220] Mlist = {

[0221] S1: {Ns: 1, Nc: 0, Cu: 10},

[0222] S2: {Ns: 2, Nc: 0.26, Cu: 10},

[0223] S3: {Ns: 2, Nc: 0.46, Cu: 10}

[0224] }}。

[0225] Through these steps, the final pole layout diagram and material list can be effectively generated and output, ensuring that the construction team can accurately arrange the poles according to the design requirements and ensuring sufficient material supply and controllable costs. This method not only improves the construction efficiency but also reduces the risk of rework caused by insufficient materials or errors.

[0226] On the other hand, the present invention proposes a system for intelligent evaluation of the engineering quantity of the disk-socket support, as Figure 2 shown, including:

[0227] A terrain data collection and analysis module, which is used to obtain the terrain data of the construction site, establish a three-dimensional topographic map, determine the change trend of the foundation elevation according to the three-dimensional topographic map, and divide the construction area;

[0228] A pole length calculation module, which is used to select a starting point in the construction area, calculate the length of the pole required at the starting point to adapt to the foundation elevation, and set the next measurement point along the terrain trend based on the pole length at the starting point, and repeat the calculation of the required pole length;

[0229] A segmented combination design module, which is used to compare the difference in pole lengths between two consecutive points. If the difference exceeds the preset threshold, adjust the position of the latter point until the requirements are met, summarize the pole length information of all measurement points, and design a pole segmented combination plan in combination with the terrain trend;

[0230] A material document output module, which is used to calculate the material consumption and manual adjustment workload under the segmented combination plan, optimize the plan to minimize the cost, and output the final pole layout diagram and material list.

[0231] In addition, each of the above modules is also used to implement other steps of the method for intelligent evaluation of the engineering quantity of the disk-socket support when executed, which will not be elaborated here one by one.

[0232] In summary, by obtaining the three-dimensional terrain data of the construction site and intelligently analyzing the change trend of the foundation elevation, the accurate calculation and optimization of the pole length and layout plan are realized; this method effectively reduces the material waste caused by the mismatch of pole lengths, and at the same time reduces the workload of manual adjustment, thus significantly reducing the project cost; in addition, it also improves the construction efficiency and engineering quality, ensuring the safety and economy of the structure; this method not only saves resources but also enhances the overall economic efficiency and technical feasibility of the project.

[0233] Finally, it should be noted that the above are only preferred embodiments of the present invention and are not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or perform equivalent replacements for some of the technical features. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included within the protection scope of the present invention.

Claims

1. A method for intelligent evaluation of the engineering quantity of button - loop type supports, characterized in that, Including the following steps: Obtain the terrain data of the construction site, establish a three-dimensional topographic map, determine the change trend of the foundation elevation according to the three-dimensional topographic map, and divide the construction area; Select a starting point within the construction area, calculate the required pole length at the starting point to adapt to the foundation elevation, and based on the pole length at the starting point, set the next measurement point along the terrain trend, and repeat the calculation of the required pole length; Compare the difference in pole lengths between two consecutive points. If the difference exceeds the preset threshold, adjust the position of the latter point until the requirement is met. Summarize the pole length information of all measurement points, and design a pole segmentation combination plan in combination with the terrain trend; Calculate the material usage and manual adjustment workload under the segmentation combination plan, optimize the plan to minimize the cost, and output the final pole layout diagram and material list.

2. The method for intelligent evaluation of the engineering quantity of a socket - button type support according to claim 1, characterized in that, The obtaining of the terrain data of the construction site and the establishment of the three-dimensional topographic map include: Select multiple reference points at the construction site, use measuring tools to record the geographical coordinates (Xp, Yp) and elevation values Zp of each reference point to form an initial data set; Based on the initial data set, construct a triangular network by connecting adjacent reference points. The length L of any side satisfies the formula L = sqrt((X2 - X1)^2 + (Y2 - Y1)^2 + (Z2 - Z1)^2), where (X1, Y1, Z1) and (X2, Y2, Z2) are the geographical coordinates and elevation values of two reference points respectively; Calculate the inclination D of each triangular plane using the side lengths and elevation differences in the triangular network. The inclination D satisfies the formula: D = (Zmax - Zmin) / sqrt((Xmax - Xmin)^2 + (Ymax - Ymin)^2), where (Zmax, Xmax, Ymax) and (Zmin, Xmin, Ymin) are the maximum and minimum coordinate values of the triangle vertices respectively; Stitch all the triangles according to the inclination and positional relationship of the triangular planes to form a complete three-dimensional topographic map Tg.

3. The method for intelligent evaluation of the engineering quantity of a socket - and - button - type support according to claim 2, characterized in that, Determine the change trend of the foundation elevation according to the three-dimensional topographic map and divide the construction area, including: Select any triangular plane in the three-dimensional topographic map Tg as a reference plane, and determine the starting point position based on the average foundation elevation Hm of the reference plane; Based on the coordinates of the starting point position and the average foundation elevation Hm of the reference plane, calculate the actual ground height Hs, which satisfies the formula Hs = Zg + Dv, where Zg is the elevation value of the topographic map corresponding to the geographical coordinates of the starting point, and Dv is the thickness of the surface cover. If there is no cover, then Dv = 0; Determine the change trend direction of the foundation elevation according to the difference between the actual ground height Hs of the starting point and the designed elevation Hd; Divide the entire construction site into multiple construction areas Ra with similar elevation change characteristics according to the change trend direction of the foundation elevation and the terrain features within the area.

4. The method for intelligent evaluation of the engineering quantity of a socket - and - button - type support according to claim 3, wherein, Select a starting point within the construction area and calculate the required pole length at the starting point to adapt to the foundation elevation, including: In the selected construction area Ra, select a measurement point as the starting point P0, and define the influence radius Ri of this point, which satisfies the formula Ri = min(Dmax, sqrt(Area / Pi)), where Dmax is the maximum allowable distance and Area is the area of the construction area; For all measurement points within the influence radius Ri of the starting point P0, collect the geographical coordinates (Xi, Yi) and the corresponding elevation values Zi, and calculate the base elevation Hfi of each point based on the three-dimensional topographic map Tg; Use the formulas Havg = sum(Hf i) / N and σ = sqrt(sum((Hf i - Havg)^2) / N) to calculate the average base elevation Havg and the standard deviation σ of all measurement points within the influence range, where N is the number of measurement points within the influence range; Combined with the designed elevation Hd of the starting point, as well as the calculated average base elevation Havg and standard deviation σ, use the formula Lp = |Hd - Havg| + K * σ + Sf to determine the required pole length Lp of the starting point, where K is the safety factor and Sf is the safety margin.

5. The method for intelligent evaluation of the engineering quantity of a socket - and - button type support according to claim 4, characterized in that, Based on the pole length of the starting point, set the next measurement point along the terrain trend, and repeat the calculation of the required pole length, including: Within the construction area Ra, determine an optimal measurement path Ppath starting from the starting point P0 based on the three-dimensional topographic map Tg; Along the measurement path Ppath, select a measurement point Pi every fixed distance Dstep, and record the geographical coordinates (Xi, Yi) and the corresponding elevation values Zi of each measurement point; For each measurement point Pi, calculate its base elevation Hfi based on the three-dimensional topographic map Tg, and determine the designed height Hdi in combination with the engineering design requirements, and use the formula ΔHi = |Hdi - Hfi| to calculate the difference between the designed height and the base elevation of each measurement point; For each measurement point Pi, if ΔHi exceeds the preset threshold Th, then dynamically adjust the pole length Lpi according to the terrain change trend, and the adjustment rule is Lpi = ΔHi + Sf + α * Ti, where Sf is the safety margin, α is the terrain change coefficient, and Ti is the terrain inclination; 6. A method for intelligent evaluation of the engineering quantity of a socket - and - button - type support, according to claim 5, characterized in that, Compare the difference in pole lengths between two consecutive points. If the difference exceeds the preset threshold, then adjust the position of the latter point until the requirements are met, including: For all measurement points Pi along the measurement path Ppath, calculate the cumulative deviation ΔLsum of the pole length between them and the starting point P0 through the formula ΔLsum = sum(|Lpi - Lp0|), where Lpi is the pole length of the measurement point Pi and Lp0 is the pole length of the starting point P0; If the cumulative deviation ΔLsum exceeds the preset threshold Tl, then re-evaluate the measurement path Ppath and adjust the positions of some measurement points; According to the adjusted measurement path Ppath, recalculate the pole length Lpi of each measurement point and ensure that the difference in pole lengths between adjacent measurement points ΔLpij = |Lpi - Lpj| is within the allowable range; Integrate all optimized measurement points and their corresponding pole lengths Lpi into a set Popt = {P1, P2,..., Pn}.

7. A method for intelligent evaluation of the engineering quantity of a button - type support, according to claim 6, characterized in that Summarize the pole lengths of all measurement points, and design a pole segmentation and combination plan in combination with the terrain trend, including: Based on the data in the measurement point set Popt, divide the construction area Ra into multiple section sets Sg = {S1, S2,..., Sm} with similar pole length change characteristics. The pole length change within each section satisfies |Lpi - Lpj| < σmax, where σmax is the maximum allowable change; Within each section, select the corresponding pole length according to the pole length data in the measurement point set Popt to minimize the number of connectors Nc. Use the formula Nc = sum(|Lpi - Lpj| / Lunit), where Lpi and Lpj are the pole lengths of adjacent measurement points, and Lunit is the standard pole length unit; Count the number of standard poles Ns and the number of connectors Nc required in each section to form a preliminary material list Mlist = {Ns, Nc} of the pole segmentation and combination plan.

8. A method for intelligent evaluation of the engineering quantity of a socket - and - button - type support, according to claim 7, characterized in that Calculate the material usage and manual adjustment workload under the segmentation and combination plan, and optimize the plan to minimize the cost, including: Based on the pole segmentation and combination plan, count the number of standard poles Ns and the number of connectors Nc required in all sections. Combine the material unit price Cu and calculate the total material cost Cm through the formula Cm = (Ns + Nc) * Cu; According to the number of connectors Nc in the section, calculate the manual adjustment workload Wa through the formula Wa = (Ns + Nc) * K, where K is the manual operation coefficient; Combine the total material cost Cm and the manual adjustment cost Ca, and calculate the total cost Ct of the entire construction area through the formula Ct = Cm + Ca, where Ca = Wa * Cc, and Cc is the cost per unit of labor; Compare the total costs Ct under different pole segmentation and combination plans, and select the plan with the lowest cost as the optimal plan.

9. The method for intelligent evaluation of the engineering quantity of a socket - button type support according to claim 8, characterized in that, Output the final pole layout diagram and material list, including: Based on the selected optimal pole segmentation and combination plan, mark all the measurement points Pi and their corresponding pole lengths Lpi in the three-dimensional topographic map Tg to form the pole layout diagram Lmap; According to the pole segmentation and combination plan, count the number of standard poles Ns, the number of connectors Nc and the corresponding cost unit price Cu in each section, and generate a complete material list Mlist = {Ns, Nc, Cu}; After reviewing the output pole layout diagram Lmap and material list Mlist, output the final pole layout diagram and material list.

10. A system for intelligent evaluation of the engineering quantity of a button - and - loop support for implementing the method described in any one of claims 1 - 9, characterized in that, Including: A terrain data collection and analysis module for obtaining the terrain data of the construction site, establishing a three-dimensional topographic map, determining the change trend of the foundation elevation according to the three-dimensional topographic map, and dividing the construction area; A pole length calculation module for selecting a starting point in the construction area, calculating the pole length required at the starting point to adapt to the foundation elevation, setting the next measurement point along the terrain trend based on the pole length of the starting point, and repeating the calculation of the required pole length; The segmented combination design module is used to compare the length differences of the vertical poles between two consecutive points. If the difference exceeds the preset threshold, the position of the latter point is adjusted until the requirements are met. The length information of all the measured vertical poles is summarized, and a segmented combination scheme of the vertical poles is designed in combination with the terrain trend. The material document output module is used to calculate the material consumption and the manual adjustment workload under the segmented combination scheme, optimize the scheme to minimize the cost, and output the final layout diagram of the vertical poles and the material list.

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