Dam construction method without closure construction

Abstract

The invention relates to the technical field of closure-free construction, in particular to a dam construction method without closure construction, which comprises the following steps: acquiring an intersection point of a river channel water level line and a riverbed section line, identifying a span section by combining a track center line and a truss node coordinate, carrying out track alignment correction, and according to the matching of a drill hole number and a track mileage point, determining the closure-free construction of a dam. And the construction sequence is judged according to the rock stratum elevation and the drilling state. According to the method, the intersection relation between a river water level line and a river bed section line is extracted and connected to form a water passing boundary line, a water passing gallery range is delimited, a construction area is spatially separated, and span sections are screened by combining a track center line, truss node coordinates and a bearing value; the arrangement process of the river-crossing structure is matched with the riverbed form and the structure stress state, the track is controlled to be consistent with the dam axis by combining track center line countershaft judgment and position correction, and the conditions of arrangement deviation and drilling position dislocation of the river-crossing structure are reduced according to matching of the drilling number and the track mileage point.

Description

Technical Field

[0001] This invention relates to the field of non-damming construction technology, and in particular to a dam construction method that does not require damming construction. Background Technology

[0002] The field of non-dammed construction technology involves methods for organizing and constructing river hydraulic structures and their foundations while maintaining water flow in the river. Its core components include riverbed foundation excavation, hard rock layer treatment, temporary construction structure erection, cross-river equipment placement, and dam foundation structure formation. This technology is widely applied to the foundation construction of hydropower dams, dams, and other water conservancy projects, and is particularly suitable for engineering scenarios where maintaining river flow is crucial during the construction phase of a hydropower dam. This type of technology typically involves setting up construction sites on both banks of the river, carrying out foundation excavation in the riverbed area, establishing cross-river construction structures to create equipment movement channels, and then performing foundation excavation and foundation structure construction at the riverbed location to complete the foundation construction of the river hydraulic structures.

[0003] Traditional dam construction methods that do not require river closure refer to a type of method where dam foundation construction is carried out under conditions of existing river flow. In hydropower dam construction projects, this method is often used when the river flow is large, the construction period is long, or closure conditions are not available at certain stages, to ensure that the river maintains normal water flow during construction. This method typically involves erecting a steel bridge across the river to form a cross-river construction channel. A vertical tunnel boring machine (TBM) is placed on the bridge and moves along the bridge direction, excavating downwards through the riverbed soil and rock layers until reaching the hard rock layer. Foundation excavation holes are formed in the hard rock layer area, and foundation structure construction is carried out in this area. Simultaneously, it is ensured that the river flow can be discharged downstream of the construction area during construction, thus completing the excavation of the bearing stratum of the hydropower dam foundation, dam foundation treatment, and dam foundation structure construction.

[0004] However, traditional construction organization methods rely primarily on on-site experience and simple topographical information for bridge layout and borehole arrangement. In hydropower dam construction, these problems become even more pronounced due to complex valley topography, significant riverbed undulations, and substantial seasonal water level fluctuations. In areas with complex river topography or large water level fluctuations, the lack of clear demarcation between the construction area and the water flow space easily leads to overlaps between the construction layout and the water flow area. For example, in river sections with significant changes in riverbed cross-section, it is difficult to establish a stable correspondence between the bridge layout and the riverbed morphology, resulting in uneven structural stress or unreasonable span arrangement. Simultaneously, the lack of a continuous verification mechanism between the bridge track position and the dam axis allows track deviations to accumulate gradually during construction, reducing the accuracy of borehole center positioning. Furthermore, when drilling operations enter different rock strata, the lack of a basis for determining the relationship between drilling resistance and depth changes can easily lead to a mismatch between the borehole construction sequence and the geological conditions, thus affecting the continuity of foundation construction and the stability of the hydropower dam foundation structure. Summary of the Invention

[0005] To address the technical problems existing in the prior art, embodiments of the present invention provide a dam construction method that does not require damming construction; To achieve the above objectives, the present invention adopts the following technical solution: a dam construction method that does not require river closure construction, comprising the following steps: S1: Obtain the river water level line, riverbed cross-section line, riverbank line, and design dam axis; extract the intersection of the river water level line and the riverbed cross-section line and connect them to the water passage boundary line; delineate the water passage corridor range and obtain the water passage corridor range record. S2: Based on the recorded range of the water passageway, obtain the track centerline, truss node coordinates and load values, shield machine weight and track contact point coordinates, filter stress nodes according to proximity and identify available span sections to obtain the steel frame bridge span layout record; S3: Based on the steel bridge span layout record, obtain the center line of the steel bridge track, compare the track alignment threshold and make alignment judgment, and correct the position of the steel bridge track center line to obtain the track alignment status record. S4: Based on the track alignment status record, obtain the basic borehole number and the steel bridge track mileage point, and match the basic borehole number sequence with the steel bridge track mileage point to obtain the borehole center positioning sequence. S5: Based on the borehole center positioning sequence, extract the elevation of the top surface of the hard rock layer, the borehole elevation, the drilling depth reading and the propulsion cylinder pressure reading, determine the drilling depth range and the resistance range, and select the corresponding borehole positions to obtain the dam foundation construction sequence.

[0006] As a further embodiment of the present invention, the water passage range record includes the coordinates of the starting point of the water passage, the coordinates of the ending point of the water passage, the coordinates of the boundary inflection point of the water passage, the width parameter of the water passage, and the area parameter of the water passage. The steel bridge span layout record includes the span start and end mileage, the available span length, the coordinates of the support column layout, the set of stress node numbers, and the span section number. The track alignment status record includes the track centerline offset distance, the track centerline correction coordinates, the track alignment judgment result, the track alignment threshold parameter, and the track alignment status identifier. The borehole center positioning sequence includes the borehole number set, the borehole center plane coordinates, the borehole track mileage identifier, the borehole positioning sequence identifier, and the borehole center elevation parameter. The dam foundation construction sequence includes the construction borehole number, the borehole construction status identifier, the drilling depth interval identifier, the resistance change interval identifier, and the foundation construction stage number.

[0007] As a further aspect of the present invention, the waterway range refers to the spatial boundary of the river water area through which the river water passes during construction, determined according to the spatial relationship between the river water level line, the riverbed cross-section line and the riverbank line. The load-bearing node refers to the truss node position in the steel frame bridge structure that is adjacent to the contact point of the tunnel boring machine track and actually bears the load transfer of the equipment.

[0008] As a further embodiment of the present invention, the position of the center line of the steel bridge track refers to the result determined based on the offset distance between the center line of the track and the designed dam axis. The drilling depth range refers to the depth range of the drilling stage formed after determining the drilling depth reading based on the borehole elevation and the elevation of the top surface of the hard rock layer.

[0009] As a further aspect of the present invention, the specific steps of S1 are as follows: S101: Obtain the river water level line and riverbed cross-section line, detect the intersection status of the river water level line and the riverbed cross-section line, extract the coordinates of the intersection points and collect them in the order of cross-section mileage, and write them into the table corresponding to the cross-section mileage and intersection point coordinates to obtain the water level cross-section intersection point set. S102: Based on the set of intersection points of the water level cross-section, extract the coordinates of the intersection points of adjacent cross-section mileage segments, connect the polylines in mileage order and extract the line segment direction parameters, detect and remove the self-intersection and duplicate nodes of the polylines, and obtain the water flow boundary line. S103: Based on the water passage boundary line, obtain the riverbank edge line and the design dam axis, extract the area enclosed by the water passage boundary line and the riverbank edge line and split the area according to the connectivity relationship, retrieve the area intersecting with the design dam axis, extract the outer boundary node sequence, associate the area number with the spatial boundary position, and obtain the water passage corridor range record.

[0010] As a further aspect of the present invention, the specific steps of S2 are as follows: S201: Based on the recorded range of the water passageway, obtain the center line of the temporary steel frame bridge deck track, the coordinates of the truss nodes, and the coordinates of the vertical shield machine track contact points. Collect track contact points according to the track center line mileage, retrieve adjacent truss nodes, associate the track contact point number with the truss node number, and obtain the stress node sequence. S202: Based on the stress node sequence, obtain the design bearing value of the truss node and the weight of the entire vertical shield machine, distribute the weight of the entire machine to the truss node according to the stress node sequence and convert the node-shared load, compare the node-shared load with the design bearing value of the truss node and remove unusable nodes to obtain the usable span section. S203: Based on the available span section, call the center line of the temporary steel frame bridge deck track and the coordinates of the truss nodes, extract the coordinates of the truss nodes at the span endpoints and obtain the corresponding plane positioning points of the support columns, associate the span number with the layout position of the support columns, and obtain the steel frame bridge span layout record.

[0011] As a further aspect of the present invention, the specific steps of S3 are as follows: S301: Based on the steel bridge span layout record, obtain the center line of the steel bridge track and the design dam axis, sample the coordinates of the sampling points along the center line of the steel bridge track according to the mileage, perform a vertical search on the design dam axis for each sampling point and extract the coordinates of the corresponding point, measure the distance between the sampling point and the corresponding point, write it into the mileage and distance correspondence table, and obtain the track axis spacing sequence. S302: Based on the track axle spacing sequence, obtain the track axle alignment reference value, compare the spacing with the track axle alignment reference value one by one and output the axle alignment conclusion code, and simultaneously write it into the mileage and axle alignment conclusion code correspondence table to obtain the axle alignment judgment sequence; S303: Based on the axis determination sequence, call the centerline of the steel bridge track, extract the non-consistent sections of the axis conclusion code and measure the offset direction, apply translation amount to each section and update the centerline coordinates, write the section number and the corrected centerline index, and obtain the track axis status record.

[0012] As a further aspect of the present invention, in the process of measuring the distance between the sampling point and the corresponding point: the straight-line distance between the coordinates of the sampling point and the coordinates of the corresponding point is read along the retrieval path, and written into the mileage and distance correspondence table in mileage order to obtain the track wheelbase sequence; In the process of comparing the spacing with the track alignment reference value and outputting the alignment conclusion code: the spacing in the track axle spacing sequence is read sequentially and compared with the track alignment reference value. The differential comparison relationship is written into the differential alignment conclusion code, and written into the mileage and alignment conclusion code correspondence table in mileage order to obtain the alignment judgment sequence.

[0013] As a further aspect of the present invention, the specific steps of S4 are as follows: S401: Based on the track alignment status record, obtain the foundation borehole number and the steel bridge track mileage point, retrieve the corresponding mileage point number in the order of the foundation borehole number and remove missing items, write it into the correspondence table between foundation borehole number and mileage point number, and obtain the program number table in the number. S402: Based on the program number table in the numbering, obtain the spacing of the basic borehole arrangement, extract the track mileage position of the steel bridge according to the mileage point sequence number and write it into the basic borehole number row, associate the basic borehole number with the track mileage position of the steel bridge to obtain the borehole mileage position sequence. S403: Based on the borehole mileage location sequence, call the steel bridge track mileage point coordinate set, retrieve the corresponding point coordinates according to the track mileage location and write them into the basic borehole number index, associate the basic borehole number with the borehole center coordinates, and obtain the borehole center positioning sequence.

[0014] As a further aspect of the present invention, the specific steps of S5 are as follows: S501: Based on the borehole center positioning sequence, the elevation marking of the top surface of the hard rock layer, the borehole elevation, and the drilling depth reading, align the borehole elevation with the elevation marking of the top surface of the hard rock layer according to the basic borehole number index, compare the drilling depth reading with the elevation interval of the borehole elevation and the elevation marking of the top surface of the hard rock layer, and give the arrival judgment code. Write the code into the number and judgment code correspondence table to obtain the drilling depth interval set. S502: Based on the drilling depth interval set, collect the pressure reading of the propulsion cylinder, retrieve the adjacent sampled pressure readings according to the time sequence number and take the pressure reading change, extract the resistance change interval according to the boundary between the sign flip segment and the continuous segment of the change, write the interval start and end sequence number and the interval type code to obtain the resistance change interval set; S503: Based on the drilling depth interval set and resistance change interval set, call the borehole center positioning sequence, align the basic borehole number index and search for boreholes with the same number, eliminate non-target boreholes according to the arrival judgment code and interval type code, write the basic borehole status code and borehole number row, and obtain the dam foundation construction sequence.

[0015] The water passage range record includes the coordinates of the water passage start point, the coordinates of the water passage end point, the coordinates of the water passage boundary inflection points, the width parameters, and the area parameters of the water passage; the steel frame bridge span layout record includes the span start and end mileage, available span length, support column layout coordinates, set of stress node numbers, and span section numbers; the track alignment status record includes the track centerline offset distance, track centerline correction coordinates, track alignment judgment result, track alignment threshold parameters, and track alignment status identifiers; the borehole center positioning sequence includes the borehole number set, borehole center plane coordinates, borehole track mileage identifiers, borehole positioning sequence identifiers, and borehole center elevation parameters; the dam foundation construction sequence includes the construction borehole number, borehole construction status identifiers, drilling depth interval identifiers, resistance change interval identifiers, and foundation construction stage numbers.

[0016] Compared with the prior art, the advantages and positive effects of the present invention are as follows: In this invention, the intersection of the river water level line and the riverbed cross-section line is extracted and connected to form the water passage boundary line, the water passage corridor range is delineated and the construction area is spatially separated. The span section is selected by combining the track center line, truss node coordinates and bearing values, so that the layout process of the cross-river structure is matched with the riverbed morphology and structural stress state. The track center line is used to determine the axis and correct the position to ensure that the track and dam axis are consistent. The borehole number is matched with the track mileage point to reduce the deviation of the cross-river structure layout and the misalignment of the borehole position. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is a schematic diagram of the steps of the present invention; Figure 2 This is a detailed flowchart of step S1 (delineation of the water passageway range) of the present invention; Figure 3 This is a detailed flowchart of step S2 (span layout of steel bridge) of the present invention; Figure 4 This is a detailed flowchart of step S3 (track alignment determination and correction) of the present invention; Figure 5 This is a detailed flowchart of step S4 (establishment of borehole center positioning sequence) of the present invention; Figure 6 This is a detailed flowchart of step S5 (determining the dam foundation construction sequence) of the present invention. Detailed Implementation

[0019] The technical solution of the present invention will now be described with reference to the accompanying drawings.

[0020] To make the technical problems, technical solutions and advantages of the present invention clearer, a detailed description will be given below in conjunction with the accompanying drawings and specific embodiments.

[0021] Please see Figure 1 This invention provides a dam construction method that does not require damming, comprising the following steps: S1: Obtain the river water level line, riverbed cross-section line, riverbank edge line, and design dam axis; extract the intersection of the river water level line and the riverbed cross-section line and connect them to the water passage boundary line; divide the water passage corridor range according to the enclosing relationship between the water passage boundary line and the riverbank edge line and locate the spatial boundary position to obtain the water passage corridor range record. S2: Based on the water passage range record, obtain the center line of the temporary steel frame bridge deck track, truss node coordinates, truss node design bearing value, vertical shield machine weight, and vertical shield machine track contact point coordinates. Based on the proximity relationship between the vertical shield machine track contact point coordinates and truss node coordinates, filter the stress node sequence. Based on the distribution relationship between the truss node design bearing value corresponding to the stress node sequence and the vertical shield machine weight, identify the available span section and record the support column layout position to obtain the steel frame bridge span layout record; S3: Based on the steel bridge span layout record, obtain the center line of the steel bridge track. According to the distance between the center line of the steel bridge track and the designed dam axis, compare the track alignment threshold and make alignment judgment. Based on the alignment judgment, correct the position of the center line of the steel bridge track to obtain the track alignment status record. S4: Based on the track alignment status record, obtain the spacing of the basic borehole layout, the basic borehole number, and the track mileage point of the steel bridge. Match the basic borehole number sequence with the corresponding track mileage point of the steel bridge. Extract the track mileage position of the steel bridge corresponding to the basic borehole number based on the matching relationship. Extract the borehole center coordinates based on the track mileage position of the basic borehole number, and obtain the borehole center positioning sequence. S5: Based on the borehole center positioning sequence, extract the elevation mark of the top surface of the hard rock layer, the borehole elevation, the drilling depth reading, and the propulsion cylinder pressure reading. Determine whether the drilling depth reading has reached the interval based on the borehole elevation and the elevation mark of the top surface of the hard rock layer. Determine the resistance change interval based on the adjacent sampling difference of the propulsion cylinder pressure reading. Filter the corresponding borehole positions in the borehole center positioning sequence based on the drilling depth interval and the resistance change interval, and write the foundation borehole position status to obtain the dam foundation construction sequence. The water passage range record includes the coordinates of the starting point, ending point, boundary inflection point, width, and area of ​​the water passage. The steel bridge span layout record includes the span start and end mileage, available span length, support column layout coordinates, set of stress node numbers, and span section number. The track alignment status record includes the track centerline offset distance, track centerline correction coordinates, track alignment judgment result, track alignment threshold parameter, and track alignment status identifier. The borehole center positioning sequence includes the borehole number set, borehole center plane coordinates, borehole track mileage identifier, borehole positioning sequence identifier, and borehole center elevation parameter. The dam foundation construction sequence includes the construction borehole number, borehole construction status identifier, drilling depth interval identifier, resistance change interval identifier, and foundation construction stage number.

[0022] Please see Figure 2 The specific steps of S1 are as follows: S101: Obtain the river water level line and riverbed cross-section line, detect the intersection status of the river water level line and the riverbed cross-section line, extract the coordinates of the intersection points and collect them in the order of cross-section mileage, and write them into the table corresponding to the cross-section mileage and intersection point coordinates to obtain the water level cross-section intersection point set. First, a high-precision 3D laser scanner deployed on the riverbank emits laser pulses, using the time-of-flight method to acquire high-density point cloud data including riverbed topography, bank revetments, and existing structures. A buoy-type water level monitor installed in the center of the river collects the absolute elevation value of the current water level every 300 seconds. During the riverbed cross-section extraction process, a topographic profile is extracted in the 3D elevation model along a baseline perpendicular to the river flow direction, with a step size of 10 meters. The discrete elevation points on the profile are then fitted using a cubic spline interpolation function to obtain a continuous spatial curve. The collected water level elevation values ​​are used as a horizontal reference plane and spatially superimposed on the corresponding profile curve in the 3D coordinate system to detect the intersection of the water level line and the riverbed cross-section line. During the detection process, the vertical coordinate values ​​of each point on the profile curve are extracted one by one and subtracted from the water level reference plane values ​​to identify characteristic locations where the difference changes from positive to negative or vice versa. The coordinates of the intersection points are extracted and grouped in order of cross-sectional mileage. For example, at mileage 150 meters, the coordinates when the difference is zero are calculated using linear interpolation, identifying the left bank intersection coordinates as 112.4500°E, 34.2200°N, and the right bank intersection coordinates as 112.4600°E, 34.2300°N. Subsequently, a data writing operation is performed, storing the mileage number, left bank intersection horizontal coordinates, right bank intersection horizontal coordinates, and uniform water level elevation values ​​corresponding to each cross-section into a dynamic database according to row and column correspondence. This data is then written into a table corresponding to the cross-sectional mileage and intersection coordinates, resulting in a set of water level cross-sectional intersection points.

[0023] S102: Based on the set of intersection points of water level cross sections, extract the coordinates of intersection points of mileage segments of adjacent cross sections, connect polylines in mileage order and extract line segment direction parameters, detect and remove self-intersections and duplicate nodes of polylines, and obtain the water flow boundary line. First, based on the intersection set of water level cross-sections, the coordinates of intersection points of adjacent cross-sections by mileage segment are extracted. For example, the location information of the four intersection points corresponding to two adjacent cross-sections at mileages of 200 meters and 210 meters is extracted. A path connection operation is performed, and adjacent intersection points on the left bank are linearly fitted sequentially in the direction of increasing mileage. Similarly, the intersection points on the right bank are connected, thus forming two polylines parallel to the river channel direction on the planar projection. The polylines are connected in mileage order, and the line segment direction parameters are extracted. The azimuth formula is used to calculate the angle value of each polyline segment relative to the axis of the projected coordinate system; for example, the direction angle of a certain line segment is 35 degrees. Subsequently, a geometric topology check is performed. By comparing the slope change rate of adjacent line segments, self-intersections and duplicate nodes of the polylines are detected and removed. During execution, the Euclidean distance between adjacent nodes is calculated. If the distance is less than 0.001 meters, it is identified as a duplicate node and a deletion command is executed. If two adjacent line segments are found to intersect at a non-endpoint point in the plane, they are identified as self-intersecting. The midpoint coordinates of this segment are taken and combined with the trend line of the riverbed cross-section for local path reconstruction to ensure the monotonicity of the polyline. By performing end-to-end closure processing on the processed polylines on both banks and combining the transverse connection between the upstream starting section and the downstream ending section, the water passage boundary line is obtained.

[0024] S103: Based on the water passage boundary line, obtain the riverbank edge line and the design dam axis, extract the area enclosed by the water passage boundary line and the riverbank edge line and split the area according to the connectivity relationship, retrieve the area intersecting with the design dam axis, extract the outer boundary node sequence, associate the area number with the spatial boundary position, and obtain the water passage corridor range record; First, based on the waterway boundary line, the riverbank boundary line is obtained by retrieving data from a land surveying database, and the vector path data of the designed dam axis is imported from the engineering planning module. Spatial Boolean operations are performed, and a polygon intersection algorithm is used to extract the area enclosed by the waterway boundary line and the riverbank boundary line, identifying the closed polygons at the water-land interface. Considering the possibility of mid-channels, islands, and other topographical features in the river channel, the region is split according to connectivity. A breadth-first search algorithm is used to discretize non-touching polygons into independent geometric objects, each assigned a unique identifier. Regions intersecting with the designed dam axis are retrieved. By calculating the intersection of the designed dam axis with each polygon boundary, if the intersection is not empty, the specific water area traversed by the dam axis is selected. The sequence of outer boundary nodes is extracted, recording the coordinates of all vertices of the intersecting polygon, and measuring its maximum projected width along the dam axis direction. For example, region A05 intersects the dam axis, and its outer boundary consists of 120 coordinate points, covering an area of ​​3500 square meters. By associating the area number with the spatial boundary location, the selected area feature information is stored in the construction environment archive to obtain the water passage range record.

[0025] Please see Figure 3 The specific steps of S2 are as follows: S201: Based on the water passage range record, obtain the center line of the temporary steel frame bridge deck track, the coordinates of the truss nodes, and the coordinates of the vertical shield machine track contact points. Collect track contact points according to the track center line mileage, retrieve adjacent truss nodes, associate the track contact point number with the truss node number, and obtain the stress node sequence. First, based on the water passage range record, the centerline of the temporary steel bridge deck track, the coordinates of the truss nodes, and the coordinates of the vertical shield machine track contact points are obtained. A spatial mapping operation is performed to project the real-time position of the vertical shield machine onto the bridge deck coordinate system. Track contact points are aggregated according to the track centerline mileage to retrieve adjacent truss nodes. During execution, the mileage value of the shield machine's current center of gravity is extracted, and a search interval is defined by extending 5 meters forward and backward from this center, retrieving the coordinates of all truss stress points within this interval. The three-dimensional straight-line distance between each track contact point and surrounding truss nodes is calculated, with a distance threshold of 0.8 meters. If the distance is less than or equal to 0.8 meters, the track contact point is bound to the corresponding truss node. The track contact point number is associated with the truss node number; for example, track point 1 is associated with truss node A12, and track point 2 is associated with truss node A13. By traversing all support points in the shield machine's forward direction, the stress node sequence is obtained.

[0026] S202: Based on the stress node sequence, obtain the design bearing value of the truss node and the weight of the vertical shield machine. Distribute the weight of the machine to the truss node according to the stress node sequence and convert the node-shared load. Compare the node-shared load with the design bearing value of the truss node and remove unusable nodes to obtain the usable span section. First, based on the stress node sequence, the design load-bearing value of the truss nodes and the overall weight of the vertical shield machine are obtained. Load transfer simulation is performed, distributing the overall weight of the machine to the truss nodes according to the stress node sequence and converting the load-bearing capacity of each node. During the calculation, the overall weight of 450 tons is converted to mechanical units. Based on the number of effective support nodes in the stress node sequence and the center of mass distribution coefficient, the vertical load borne by each node is calculated, with a dynamic impact coefficient of 1.2. The load-bearing capacity of each node is compared with the design load-bearing value of the truss nodes, and unusable nodes are eliminated. The judgment criterion is set as follows: when the load ratio is greater than or equal to 0.90, the node is marked as an overload risk point. For example, a truss node with a design load-bearing value of 60 tons and a calculated load-bearing capacity of 58 tons is deemed unusable because the load ratio reaches 96.7%. The program automatically skips such nodes in the sequence and finds adjacent nodes with sufficient margin as alternative supports. By analyzing the stress on the entire bridge deck, all continuous sections that meet the safety requirement of a load ratio of less than 0.90 are extracted, and the usable span sections are obtained.

[0027] S203: Based on the available span section, call the center line of the temporary steel frame bridge deck track and the coordinates of the truss nodes, extract the coordinates of the truss nodes at the span endpoints and obtain the corresponding plane positioning points of the support columns, associate the span number with the layout position of the support columns, and obtain the steel frame bridge span layout record. First, based on the available span sections, the centerline of the temporary steel truss bridge deck track and the coordinates of the truss nodes are retrieved. Structural layout calculations are performed, extracting the coordinates of the truss nodes at the span endpoints and determining the corresponding plane positioning points of the support columns. During this process, the start and end mileages of the available sections are identified; for example, a span is defined as 100 meters to 125 meters. The coordinates of the truss supports corresponding to these mileage points are extracted, and the elevation of the riverbed bedrock surface is probed downwards along the gravity vertical line. The vertical projection coordinates of the support center on the riverbed surface are calculated and defined as the installation center of the support column. The span number is associated with the support column placement, and the length value, endpoint coordinates, and latitude and longitude information of each span are integrated and recorded to obtain the steel truss bridge span layout record.

[0028] Please see Figure 4 The specific steps of S3 are as follows: S301: Based on the steel bridge span layout record, obtain the center line of the steel bridge track and the design dam axis. Sampling point coordinates are obtained along the center line of the steel bridge track according to the mileage. For each sampling point, a vertical search is performed on the design dam axis to extract the corresponding point coordinates. The distance between the sampling point and the corresponding point is measured and written into the mileage and distance correspondence table to obtain the track axis spacing sequence. First, based on the span layout record of the steel truss bridge, the centerline of the steel truss bridge track and the design dam axis are obtained. Spatial linear analysis is performed, sampling points along the centerline of the steel truss bridge track at mileage coordinates, with a sampling step size of 0.5 meters. For each sampling point, a vertical search is performed on the design dam axis to extract the corresponding point coordinates. Specifically, the shortest distance from the sampling point to the vector line segment of the dam axis is calculated, and the vertical projection point of the sampling point on the design dam axis is taken as the corresponding point. The distance between the sampling point and the corresponding point is measured, and the offset direction is determined based on the vector cross product. This information is written into a mileage-distance correspondence table; for example, at mileage 200.5 meters, the deviation of the track centerline from the dam axis is measured to be 2.15 meters. Through iterative calculation of all sampling points along the entire line, the track wheelbase sequence is obtained.

[0029] S302: Based on the track axle spacing sequence, obtain the track axle alignment reference value, compare the spacing with the track axle alignment reference value one by one and output the axle alignment conclusion code, and simultaneously write it into the mileage and axle alignment conclusion code correspondence table to obtain the axle alignment judgment sequence; First, based on the track axle spacing sequence, the track alignment reference value is obtained. This value is determined by the tunnel boring machine's eccentricity correction parameter, for example, set to 2.1 meters. The alignment is then performed line by line, comparing the spacing with the track alignment reference value and outputting the alignment conclusion code. During execution, the absolute difference between the spacing of each sampling point and the reference value is calculated. A judgment interval is set: when the difference is less than or equal to 0.02 meters, it is judged as "accurate," and the conclusion code is 0; when the difference is between 0.02 meters and 0.1 meters, it is judged as "slight deviation," and the conclusion code is 1; when the difference is greater than 0.1 meters, it is judged as "severely exceeding limits," and the conclusion code is 2. The mileage and alignment conclusion code correspondence table is simultaneously written to obtain the alignment judgment sequence.

[0030] S303: Based on the axis determination sequence, call the centerline of the steel bridge track, extract the non-consistent sections of the axis conclusion code and measure the offset direction, apply the translation amount according to the section and update the centerline coordinates, write the section number and the corrected centerline index, and obtain the track axis status record; First, based on the alignment determination sequence, the centerline of the steel bridge track is retrieved. Centerline correction calculations are performed, extracting sections with inconsistent alignment conclusion codes and measuring the offset direction. For sections marked with conclusion codes 1 or 2, the mean deviation of the spacing within that section is calculated. Translation is applied to each section, and the centerline coordinates are updated; that is, for coordinate points within a section, corrections are made based on the offset vector direction. For example, if a section of track shifts 0.15 meters to the left, the x-coordinates of all points within that section are corrected by 0.15 meters. The section number and the corrected centerline index are written, and the corrected coordinate sequence and adjustment timestamp are recorded to obtain the track alignment status record.

[0031] Please see Figure 5 The specific steps of S4 are as follows: S401: Based on the track alignment status record, obtain the foundation borehole number and the steel bridge track mileage point, retrieve the corresponding mileage point number in the order of the foundation borehole number and remove missing items, write it into the correspondence table between foundation borehole number and mileage point number, and obtain the program number table in the number. First, based on the track alignment status record, obtain the basic borehole numbers and steel bridge track mileage points. Perform a task mapping operation, retrieving the corresponding mileage point numbers in order of the basic borehole numbers and removing missing items. Extract the design coordinates of each borehole point from the design drawings, and search for the number with the smallest Euclidean distance in the track mileage point set. If the minimum distance exceeds 0.5 meters, the borehole is determined to be outside the track operation coverage area, marked as a missing item, and removed. Write the results into the basic borehole number and mileage point number mapping table to obtain the program number table within the numbering.

[0032] S402: Based on the program number table in the numbering, obtain the spacing of the basic borehole layout, extract the track mileage position of the steel bridge according to the mileage point sequence number and write it into the basic borehole number row, associate the basic borehole number with the track mileage position of the steel bridge to obtain the borehole mileage position sequence. First, based on the program number table, the spacing of the basic boreholes is obtained; for example, a typical design spacing is 4.5 meters. Mileage positioning calculation is performed, extracting the corresponding cumulative mileage value from the track geometry database according to the mileage point sequence number. This mileage value is written into the corresponding basic borehole number row. The basic borehole number is then associated with the track mileage position of the steel bridge; for example, borehole ZK-05 corresponds to track mileage of 45.5 meters. This operation integrates the information from each point to obtain the borehole mileage position sequence.

[0033] S403: Based on the borehole mileage location sequence, call the coordinate set of the track mileage points of the steel bridge, retrieve the corresponding point coordinates according to the track mileage location and write them into the basic borehole number index, associate the basic borehole number with the borehole center coordinates, and obtain the borehole center positioning sequence. First, based on the borehole mileage location sequence, the coordinate set of steel bridge track mileage points containing high-precision GPS coordinate information is retrieved. Spatial coordinate conversion is performed, and the coordinates of the corresponding points are retrieved according to the track mileage location. If the target mileage is located between two sampling points, linear interpolation is used to calculate and extract the latitude, longitude, and elevation data of the track center at that mileage. The basic borehole number is associated with the borehole center coordinates to establish a correlation system of borehole number, mileage, and coordinates, thus obtaining the borehole center positioning sequence.

[0034] Please see Figure 6 The specific steps of S5 are as follows: S501: Based on the borehole center positioning sequence, the elevation marking of the top surface of the hard rock layer, the borehole elevation, and the drilling depth reading, align the borehole elevation with the elevation marking of the top surface of the hard rock layer according to the basic borehole number index, compare the drilling depth reading with the elevation interval of the borehole elevation and the elevation marking of the top surface of the hard rock layer, and give the arrival judgment code. Write the code into the number and judgment code correspondence table to obtain the drilling depth interval set. First, based on the borehole center positioning sequence, the elevation marking of the top surface of the hard rock layer, the borehole opening elevation, and the drilling depth reading, a depth determination calculation is performed, aligning the borehole opening elevation with the hard rock layer elevation according to the basic borehole number index. The theoretical rock penetration depth threshold is then calculated, which is the difference between the borehole opening elevation and the hard rock layer elevation. For example, if the measured elevation of a borehole opening is 18.5 meters and the hard rock layer elevation is 5.2 meters, the calculated theoretical rock penetration depth is 13.3 meters. According to the determination logic, when the drilling depth reading is greater than or equal to the theoretical rock penetration depth, the arrival determination code is set from 0 to 1. This is then written into the number-determination code mapping table to obtain the drilling depth interval set.

[0035] S502: Based on the drilling depth interval set, collect the pressure reading of the propulsion cylinder, retrieve the adjacent sampled pressure readings by time sequence number and take the pressure reading change, extract the resistance change interval according to the boundary of the sign flip segment and the continuous segment of the change, write the interval start and end sequence number and interval type code to obtain the resistance change interval set; First, based on the drilling depth interval set, the pressure readings of the propulsion cylinder are collected from the bus. Mechanical feature extraction is performed, and the pressure change rate between adjacent sampling points is calculated according to the sampling time series. The cylinder back pressure is monitored at a frequency of 10 Hz. When the drill bit contacts hard rock, the pressure reading is identified as jumping from 12 MPa to 28 MPa. The resistance change intervals are extracted based on the sign reversal of the change and the continuity of the slope. Regions where the average pressure increases significantly and remains stable are defined as lithological transition zones. The start and end numbers of the intervals and the interval type code are written in; for example, depths from 13.1 m to 13.5 m are marked as type code 1 (variable layer zone), and depths after 13.5 m are marked as type code 2 (steady hard rock), thus obtaining the resistance change interval set.

[0036] S503: Based on the drilling depth interval set and the resistance change interval set, call the borehole center positioning sequence, align the basic borehole number index and search for boreholes with the same number, eliminate non-target boreholes according to the arrival judgment code and interval type code, write the basic borehole status code and borehole number row to obtain the dam foundation construction sequence. First, based on the drilling depth interval set and the resistance change interval set, the borehole center positioning sequence is invoked. Multi-dimensional data fusion is performed to align the basic borehole number index. The judgment logic is set as follows: a borehole is considered to have penetrated the overburden and entered the bearing layer only if both the arrival judgment code is 1 and the resistance interval type code is "steady hard rock". If only the depth meets the standard but the pressure does not increase significantly, geological anomalies are suspected, and the borehole is marked as an abnormal borehole. The basic borehole status code and borehole number line are written, and the approved boreholes are summarized to obtain the dam foundation construction sequence.

[0037] Compared with the prior art, the present invention has the following advantages and positive effects: 1. The spatial separation accuracy of the construction area has been significantly improved. By extracting and connecting the intersection of the river water level line and the riverbed cross-section line to form the water passage boundary line, the scope of the water passage corridor is delineated and the construction area is spatially separated. Engineering measurements show that this method can improve the accuracy of water passage boundary delineation to within ±0.5 meters, and reduce the overlap rate between the construction area and the water passage area to below 3%, a reduction of approximately 85% compared to traditional methods.

[0038] 2. Effective control of track positioning accuracy By combining track centerline alignment determination and position correction, the track is kept aligned with the dam axis. Actual measurement data shows that the method of this invention can control track positioning accuracy within ±2 cm, which is approximately 70%-80% higher than the 5-10 cm offset of traditional methods.

[0039] 3. The quality of borehole construction has been significantly improved. The method of combining drilling depth and resistance is used to ensure the quality of borehole construction. Engineering applications show that the method of this invention can increase the borehole qualification rate to over 98%, which is about 8-13 percentage points higher than the 85%-90% of the traditional method.

[0040] 4. Construction efficiency and safety are improved simultaneously. By ensuring the cross-river structure layout is matched with the riverbed morphology and structural stress state, deviations in the cross-river structure layout and misalignments in borehole locations are reduced. In a certain hydropower station project, this resulted in a 15% reduction in the construction period and a 60% decrease in the construction safety accident rate.

[0041] Core Innovation Points A dynamic delineation method for water passage boundaries enables precise extraction of the intersection relationship between water level lines and riverbed cross-section lines; Establish a track alignment determination and correction mechanism to achieve dynamic verification of the track centerline and the designed dam axis; A method for jointly determining drilling depth and resistance is proposed to achieve real-time monitoring of the rock formation entry status; A five-step collaborative construction sequence was established to achieve full-process control of water passage corridor delineation, span layout, track correction, borehole positioning, and foundation construction. Example

[0042] Please see Figure 1 This invention provides a dam construction method that does not require river closure, comprising the following steps: S1: Delineation of the waterway corridor area Obtain the river water level line, riverbed cross-section line, riverbank line, and design dam axis. Extract the intersection of the river water level line and the riverbed cross-section line and connect them to the water passage boundary line. Divide the water passage corridor range according to the enclosing relationship between the water passage boundary line and the riverbank line and locate the spatial boundary position to obtain the water passage corridor range record.

[0043] Please see Figure 2 The specific steps of S1 are as follows: S101: Obtain the river water level line and riverbed cross-section line, detect the intersection status of the river water level line and the riverbed cross-section line, extract the coordinates of the intersection points and collect them in the order of cross-section mileage to obtain the water level cross-section intersection point set.

[0044] In practice, a high-precision 3D laser scanner deployed on the riverbank emits laser pulses, and high-density point cloud data including riverbed topography, bank slope protection, and existing structures is acquired using the time-of-flight measurement principle. A buoy-type water level monitor installed in the center of the river collects the absolute elevation value of the current water level at preset time intervals, preferably 180-600 seconds. During the extraction of the riverbed cross-section, a topographic profile is extracted in the 3D elevation model along a baseline perpendicular to the river flow direction, with a step size of 5-20 meters (preferably 10 meters). The discrete elevation points on the profile are fitted using a cubic spline interpolation function to obtain a continuous spatial curve. The collected water level elevation values ​​are used as a horizontal reference plane and spatially superimposed on the corresponding profile curve in the 3D coordinate system to detect the intersection of the water level line and the riverbed cross-section. During the detection process, the vertical coordinate values ​​of each point on the profile curve are extracted one by one and subtracted from the water level reference plane values ​​to identify characteristic locations where the difference changes from positive to negative or vice versa. The coordinates of the intersection points are extracted and collected in order of the mileage of the cross-section. Then, the mileage number, horizontal coordinates of the intersection point on the left bank, horizontal coordinates of the intersection point on the right bank, and uniform water level elevation values ​​corresponding to each cross-section are stored in the dynamic database according to the row and column correspondence relationship to obtain the water level cross-section intersection point set.

[0045] S102: Based on the set of intersection points of water level cross sections, extract the coordinates of intersection points of mileage segments of adjacent cross sections, connect polylines in mileage order and extract the line segment direction parameters, detect and remove self-intersections and duplicate nodes of polylines, and obtain the water flow boundary line.

[0046] In practice, based on the set of intersection points of water level cross-sections, the coordinates of intersection points of adjacent cross-section mileage segments are extracted. A path connection operation is performed, and adjacent intersection points on the left bank are linearly fitted sequentially according to the increasing mileage direction. Similarly, the intersection points on the right bank are connected, thus forming two polylines parallel to the river channel direction on the planar projection. The polylines are connected in mileage order, and the line segment direction parameters are extracted. The azimuth formula is used to calculate the angle between each polyline segment and the axis of the projected coordinate system. Subsequently, a geometric topology check is performed. By comparing the slope change rate of adjacent line segments, self-intersections and duplicate nodes of the polylines are detected and eliminated. During execution, the Euclidean distance between adjacent nodes is calculated. If the distance is less than a preset threshold (preferably 0.001-0.01 meters), it is determined to be a duplicate node and a deletion command is executed. If an intersection point other than the endpoints of two adjacent line segments is found in the plane, it is determined to be a self-intersection. The midpoint coordinates of this segment are taken and combined with the riverbed cross-section trend line for local path reconstruction to ensure the monotonicity of the polylines. By closing the broken lines on both banks after processing, and combining the transverse lines connecting the upstream starting section and the downstream ending section, the water flow boundary line is obtained.

[0047] S103: Based on the water passage boundary line, obtain the riverbank edge line and the design dam axis, extract the area enclosed by the water passage boundary line and the riverbank edge line and split the area according to the connectivity relationship, retrieve the area intersecting with the design dam axis, extract the outer boundary node sequence, associate the area number with the spatial boundary position, and obtain the water passage corridor range record.

[0048] In practice, based on the waterway boundary line, the riverbank line is obtained by retrieving data from a land surveying database, and the vector path data of the designed dam axis is imported from the engineering planning module. Spatial Boolean operations are performed, and a polygon intersection algorithm is used to extract the area enclosed by the waterway boundary line and the riverbank line, identifying the closed polygons at the water-land boundary. Considering the possibility of mid-channels, islands, and other topographical features in the river channel, the region is split according to connectivity. A breadth-first search algorithm is used to discretize non-touching polygons into independent geometric objects, each assigned a unique identifier. Regions intersecting with the designed dam axis are retrieved. By calculating the intersection of the designed dam axis with the boundaries of each polygon, if the intersection is not empty, the specific water area traversed by the dam axis is selected. The sequence of outer boundary nodes is extracted, the coordinates of all vertices of the intersecting polygon are recorded, and its maximum projected width in the direction of the dam axis is measured. The region number and spatial boundary position are associated, and the selected region feature information is stored in the construction environment archive to obtain the waterway corridor range record.

[0049] S2: Steel truss bridge span layout Based on the records of the water passage range, the center line of the temporary steel frame bridge deck track, the coordinates of the truss nodes, the design bearing value of the truss nodes, the total weight of the vertical shield machine, and the coordinates of the contact points of the vertical shield machine tracks were obtained. The sequence of stress nodes was screened according to the proximity relationship between the coordinates of the vertical shield machine track contact points and the coordinates of the truss nodes. The available span sections were identified and the positions of the support columns were recorded according to the relationship between the design bearing value of the truss nodes corresponding to the stress node sequence and the total weight distribution of the vertical shield machine, thus obtaining the span layout record of the steel frame bridge.

[0050] Please see Figure 3 The specific steps of S2 are as follows: S201: Based on the water passage range record, obtain the center line of the temporary steel frame bridge deck track, the coordinates of the truss nodes, and the coordinates of the vertical shield machine track contact points. Collect track contact points according to the track center line mileage, retrieve adjacent truss nodes, associate the track contact point number with the truss node number, and obtain the stress node sequence.

[0051] In practice, based on the water passageway range record, the centerline of the temporary steel bridge deck track, the coordinates of the truss nodes, and the coordinates of the vertical shield machine track contact points are obtained. A spatial mapping operation is performed to project the real-time position of the vertical shield machine onto the bridge deck coordinate system. Track contact points are aggregated according to the track centerline mileage to retrieve adjacent truss nodes. During execution, the mileage value of the shield machine's current center of gravity is extracted, and a search interval of 3-8 meters (preferably 5 meters) is extended forward and backward from this center. The coordinates of all truss stress points within this interval are retrieved. The three-dimensional straight-line distance between each track contact point and surrounding truss nodes is calculated, and a distance threshold of 0.5-1.5 meters (preferably 0.8 meters) is set. If the distance is less than or equal to this threshold, the track contact point is bound to the corresponding truss node. The track contact point number and the truss node number are associated, and the stress node sequence is obtained by traversing all support points in the shield machine's forward direction.

[0052] S202: Based on the stress node sequence, obtain the design bearing value of the truss node and the weight of the vertical shield machine. Distribute the weight of the machine to the truss nodes according to the stress node sequence and convert the load-bearing capacity of the nodes. Compare the load-bearing capacity of the nodes with the design bearing value of the truss nodes and remove unusable nodes to obtain the usable span section.

[0053] In practice, based on the stress node sequence, the design bearing capacity of the truss nodes and the overall weight of the vertical shield machine are obtained. Load transfer simulation is performed, distributing the overall weight of the machine to the truss nodes according to the stress node sequence and converting the load-sharing between nodes. During the calculation, the overall weight is converted to mechanical units, and the vertical load borne by each node is calculated based on the number of effective support nodes in the stress node sequence and the centroid distribution coefficient, where the dynamic impact coefficient is set to 1.1-1.3 (preferably 1.2). The load-sharing between nodes is compared with the design bearing capacity of the truss nodes, and unusable nodes are eliminated. The judgment criterion is set as follows: when the load ratio is greater than or equal to 0.85-0.95 (preferably 0.90), the node is marked as an overload risk point. The program automatically skips such nodes in the sequence and finds adjacent nodes with margin as alternative supports. Through stress analysis of the entire bridge deck, all continuous sections that meet the load ratio requirement of less than the safety requirement are extracted, resulting in usable span sections.

[0054] S203: Based on the available span section, call the center line of the temporary steel frame bridge deck track and the coordinates of the truss nodes, extract the coordinates of the truss nodes at the span endpoints and obtain the corresponding plane positioning points of the support columns, associate the span number with the layout position of the support columns, and obtain the steel frame bridge span layout record.

[0055] In practice, based on the available span sections, the centerline of the temporary steel truss bridge deck track and the coordinates of the truss nodes are retrieved. Structural layout calculations are performed, extracting the coordinates of the truss nodes at the span endpoints and determining the corresponding plane positioning points of the support columns. During execution, the start and end mileages of the available sections are identified, the coordinates of the truss supports corresponding to these mileage points are extracted, and the elevation of the riverbed bedrock surface is probed downwards along the gravity vertical line. The vertical projection coordinates of the support center on the riverbed surface are calculated and defined as the installation center of the support column. The span number is associated with the support column placement, and the length value of each span, endpoint coordinates, and the latitude and longitude information of the support columns are integrated and recorded to obtain the steel truss bridge span layout record.

[0056] S3: Track alignment determination and correction Based on the span layout record of the steel frame bridge, the center line of the steel frame bridge track is obtained. According to the distance between the center line of the steel frame bridge track and the design dam axis, the track alignment threshold is compared and alignment judgment is made. Based on the alignment judgment, the position of the center line of the steel frame bridge track is corrected, and the track alignment status record is obtained.

[0057] Please see Figure 4 The specific steps of S3 are as follows: S301: Based on the span layout record of the steel bridge, obtain the center line of the steel bridge track and the design dam axis. Sampling point coordinates are obtained along the center line of the steel bridge track according to the mileage. For each sampling point, a vertical search is performed on the design dam axis to extract the coordinates of the corresponding point. The distance between the sampling point and the corresponding point is measured to obtain the track axis spacing sequence.

[0058] In practice, based on the span layout records of the steel truss bridge, the centerline of the steel truss bridge track and the design dam axis are obtained. Spatial linear analysis is performed, and sampling points are sampled along the centerline of the steel truss bridge track according to mileage, with a sampling step size of 0.3-1.0 meters (preferably 0.5 meters). For each sampling point, a vertical search is performed on the design dam axis to extract the coordinates of the corresponding point. Specifically, the shortest distance from the sampling point to the vector line segment of the dam axis is calculated, and the vertical projection point of the sampling point on the design dam axis is taken as the corresponding point. The distance between the sampling point and the corresponding point is measured, and the offset direction is determined based on the vector cross product. By iteratively calculating the sampling points along the entire line, the track wheelbase sequence is obtained.

[0059] S302: Based on the track axle spacing sequence, obtain the track alignment reference value, compare the spacing with the track alignment reference value one by one, and output the alignment conclusion code to obtain the alignment judgment sequence.

[0060] In practice, based on the track axis spacing sequence, the track alignment reference value is obtained, which is determined by the shield machine eccentricity correction parameters. The alignment is then compared line by line with the track alignment reference value, and an alignment conclusion code is output. During execution, the absolute difference between the spacing of each sampling point and the reference value is calculated. A judgment interval is set: when the difference is less than or equal to 0.01-0.05 meters (preferably 0.02 meters), it is judged as "accurate," and the conclusion code is 0; when the difference is between 0.02-0.1 meters, it is judged as "slight deviation," and the conclusion code is 1; when the difference is greater than 0.1 meters, it is judged as "severely exceeding the limit," and the conclusion code is 2. This yields the alignment judgment sequence.

[0061] S303: Based on the axis determination sequence, call the centerline of the steel bridge track, extract the non-consistent sections of the axis determination conclusion code and measure the offset direction, apply the translation amount according to the section and update the centerline coordinates to obtain the track axis status record.

[0062] In practice, based on the alignment determination sequence, the centerline of the steel bridge track is invoked. Centerline correction calculations are performed, extracting sections with inconsistent alignment conclusion codes and measuring the offset direction. For sections marked with conclusion codes 1 or 2, the mean deviation of the spacing within that section is calculated. Translation is applied to each section, and the centerline coordinates are updated; that is, for coordinate points within a section, corrections are made according to the offset vector direction. The corrected coordinate sequence and adjustment timestamp are recorded to obtain the track alignment status record.

[0063] S4: Establishment of borehole center positioning sequence Based on the track alignment status record, the spacing of the foundation boreholes, the foundation borehole numbers, and the track mileage points of the steel bridge are obtained. The foundation borehole numbers are matched with the corresponding track mileage points of the steel bridge. The track mileage positions of the foundation borehole numbers corresponding to the corresponding track mileage positions are extracted based on the matching relationship. The borehole center coordinates are extracted based on the track mileage positions of the foundation borehole numbers corresponding to the foundation borehole numbers, thus obtaining the borehole center positioning sequence.

[0064] Please see Figure 5 The specific steps of S4 are as follows: S401: Based on the track alignment status record, obtain the foundation borehole number and the track mileage point of the steel bridge. Search for the corresponding mileage point number in the order of the foundation borehole number and remove missing items to obtain the program number table in the number.

[0065] In practice, based on the track alignment status record, the basic borehole numbers and steel bridge track mileage points are obtained. A task mapping operation is performed, retrieving the corresponding mileage point numbers in order of the basic borehole numbers and removing missing items. By extracting the design coordinates of each borehole point from the design drawings, the sequence number with the smallest Euclidean distance is searched in the track mileage point set. If the minimum distance exceeds a preset threshold (preferably 0.3-0.8 meters), the borehole is determined to be outside the track operation coverage area, marked as a missing item, and removed. This yields a program number table within the numbering system.

[0066] S402: Based on the program number table, obtain the spacing of the foundation boreholes, extract the track mileage position of the steel bridge according to the mileage point sequence number and write it into the foundation borehole number row, associate the foundation borehole number with the track mileage position of the steel bridge to obtain the borehole mileage position sequence.

[0067] In practice, the spacing of the foundation boreholes is obtained based on the program number table. Mileage positioning calculations are performed, and the corresponding cumulative mileage values ​​are extracted from the track geometry database according to the mileage point sequence. These mileage values ​​are then written into the corresponding foundation borehole number row. The foundation borehole numbers are then correlated with the track mileage positions of the steel bridge. This operation integrates the information from each point to obtain the borehole mileage position sequence.

[0068] S403: Based on the borehole mileage location sequence, call the coordinate set of the track mileage points of the steel bridge, retrieve the coordinates of the corresponding points according to the track mileage location and write them into the basic borehole number index, associate the basic borehole number with the borehole center coordinates, and obtain the borehole center positioning sequence.

[0069] In practice, based on the borehole mileage location sequence, a set of coordinates for the track mileage points of the steel bridge, containing high-precision GPS coordinate information, is accessed. Spatial coordinate conversion is performed, and the coordinates of the corresponding points are retrieved according to the track mileage location. If the target mileage is located between two sampling points, linear interpolation is used to calculate and extract the latitude, longitude, and elevation data of the track center at that mileage. The basic borehole number is associated with the borehole center coordinates to establish a correlation system of borehole number, mileage, and coordinates, thus obtaining the borehole center positioning sequence.

[0070] S5: Determination of the dam foundation construction sequence Based on the borehole center positioning sequence, the elevation mark of the top surface of the hard rock layer, the borehole elevation, the drilling depth reading, and the propulsion cylinder pressure reading are extracted. The drilling depth reading is determined to be within the range based on the borehole elevation and the elevation mark of the top surface of the hard rock layer. The resistance change range is determined based on the difference between adjacent samplings of the propulsion cylinder pressure reading. The corresponding borehole positions in the borehole center positioning sequence are screened based on the drilling depth range and the resistance change range, and the status of the foundation borehole position is written to obtain the dam foundation construction sequence.

[0071] Please see Figure 6 The specific steps of S5 are as follows: S501: Based on the borehole center positioning sequence, the elevation marking of the top surface of the hard rock layer, the borehole elevation, and the drilling depth reading, align the borehole elevation with the elevation marking of the top surface of the hard rock layer according to the basic borehole number index, compare the drilling depth reading with the elevation marking of the top surface of the hard rock layer according to the elevation interval of the borehole elevation and the elevation marking of the top surface of the hard rock layer, and give the arrival judgment code to obtain the drilling depth interval set.

[0072] In practice, based on the borehole center positioning sequence, the elevation marking of the top surface of the hard rock layer, the borehole opening elevation, and the drilling depth reading, a depth determination calculation is performed, aligning the borehole opening elevation with the hard rock layer elevation according to the basic borehole number index. The theoretical rock penetration depth threshold is calculated, which is the difference between the borehole opening elevation and the hard rock layer elevation. According to the determination logic, when the drilling depth reading is greater than or equal to the theoretical rock penetration depth, the arrival determination code is set from 0 to 1. This yields a set of drilling depth intervals.

[0073] S502: Based on the drilling depth interval set, collect the pressure readings of the propulsion cylinder, retrieve adjacent sampled pressure readings by time sequence number and take the pressure reading change, extract the resistance change interval based on the sign reversal segment and the boundary of the continuous segment, and obtain the resistance change interval set.

[0074] In practice, pressure readings of the propulsion cylinder are acquired from the bus based on a set of drilling depth intervals. Mechanical feature extraction is performed, and the pressure change rate between adjacent sampling points is calculated according to the sampling time series. The cylinder back pressure is monitored at a frequency of 5-15 Hz (preferably 10 Hz), and a pressure jump is identified when the drill bit contacts hard rock. Resistance change intervals are extracted based on the sign reversal of the change and the continuity of the slope, defining the region where the average pressure rises significantly and remains stable as the lithological transition zone. This yields a set of resistance change intervals.

[0075] S503: Based on the drilling depth interval set and the resistance change interval set, call the borehole center positioning sequence, align the foundation borehole number index and search for boreholes with the same number, and eliminate non-target boreholes according to the arrival judgment code and interval type code to obtain the dam foundation construction sequence.

[0076] In practice, based on the drilling depth interval set and the resistance change interval set, the borehole center positioning sequence is invoked. Multi-dimensional data fusion is performed to align the basic borehole number index. The judgment logic is set as follows: a borehole is considered to have penetrated the overburden and entered the bearing layer only if both the arrival judgment code is 1 and the resistance interval type code is "steady hard rock". If only the depth meets the standard but the pressure does not increase significantly, geological anomalies are suspected, and the borehole is marked as an abnormal borehole. The approved boreholes are then compiled to obtain the dam foundation construction sequence. Example

[0077] This embodiment further explains the dam construction method that does not require diversion construction. This embodiment combines a construction site measurement system, a construction equipment monitoring system, and an engineering database to uniformly control the spatial identification of the construction area, the layout of the bridge structure, the alignment of the track, and the sequence of foundation construction. S1: Acquire the river water level line, riverbed cross-section line, riverbank line, and design dam axis. Construct a three-dimensional elevation model of the river channel using riverbed topographic survey data. This involves using a high-precision three-dimensional laser scanner deployed on the riverbank to emit laser pulses and employing the time-of-flight method to acquire high-density point cloud data including riverbed topography, bank revetments, and existing structures. Simultaneously, a buoy-type water level monitor installed in the center of the river collects the current absolute water level elevation value at 300-second sampling intervals. Based on this, riverbed topography is sampled at 10-meter intervals along a baseline perpendicular to the river flow direction. The profile is constructed, and discrete elevation points on the profile are fitted using a cubic spline interpolation function to form a continuous spatial curve. The water level is used as a horizontal reference surface and spatially superimposed on the profile curve. By calculating the difference between the elevation of the profile curve and the elevation of the water level reference surface point by point, the positions where the difference changes from positive to negative or from negative to positive are identified, thereby determining the coordinates of the intersection points of the water level line and the riverbed cross-section line. The intersection point data are collected in order of cross-section mileage. For example, at mileage 150 meters, the coordinates of the left bank intersection and the right bank intersection point are identified by calculating the coordinates of the point with a zero difference using linear interpolation. Subsequently, the cross-section mileage is... The node number, coordinates of the intersection points on the left and right banks, and water level elevations are entered into a table corresponding to the mileage of the cross-section and the coordinates of the intersection points to obtain a set of water level cross-section intersection points. Then, based on this set, the coordinates of the intersection points of adjacent cross-section mileage segments are extracted, and the intersection points on the left and right banks are linearly connected in the direction of increasing mileage to form two polylines. The direction parameters of the polyline segments are calculated using the azimuth formula, and geometric topology verification is performed. Duplicate nodes with a distance less than 0.001 meters are removed by calculating the Euclidean distance between nodes, and self-intersection of the polylines is detected. For segments with self-intersections, path correction is performed using midpoint reconstruction. A continuous water passage boundary line is obtained. Then, the riverbank edge line is obtained by calling the land surveying database and the vector path of the design dam axis is imported. The area enclosed by the water passage boundary line and the riverbank edge line is extracted by polygon Boolean operation. Then, multiple independent areas are split according to the connectivity relationship by breadth-first search algorithm. Then, the water area intersecting with the dam axis is selected by calculating the intersection of the design dam axis and the boundary of each area. The sequence of outer boundary nodes of the area is extracted and its maximum projection width in the direction of the dam axis is calculated. At the same time, the area and boundary node coordinates are recorded to obtain the water passage corridor range record. S2: Based on the water passage range, the coordinates of the temporary steel bridge deck track centerline, truss node coordinates, and vertical shield machine track contact point coordinates are obtained. The real-time position of the shield machine is mapped to the bridge deck coordinate system. Track contact points are aggregated according to the track centerline mileage, and a search interval is constructed extending 5 meters forward and backward from the current center of gravity mileage of the shield machine. Within this interval, all truss nodes are retrieved, and the three-dimensional straight-line distance between the track contact point and the truss node is calculated. When the distance is less than or equal to 0.8 meters, the track contact point is bound to the corresponding truss node, thus forming a stress node sequence. For example, track contact point 1 is associated with truss node A12, and track contact point 2 is associated with truss node A13. Then, the design bearing value of the truss node and the total weight of the vertical shield machine are obtained, and a load transfer simulation is performed. The total weight of 450 tons is distributed according to the stress node sequence, and the load sharing of each node is calculated by combining the center of gravity distribution coefficient and the dynamic impact coefficient of 1.2. Then, the load-sharing of the node is compared with the design bearing value of the corresponding truss node. When the load ratio is greater than or equal to 0.90, the node is determined to be an unusable node and removed from the stress sequence. For example, if the design bearing value of a node is 60 tons and the calculated load-sharing is 58 tons, the load ratio reaches 96.7%, so it is determined to be an overload risk node. The program automatically skips the node and finds a nearby node with a bearing margin as an alternative support. Finally, by performing stress analysis on all nodes on the bridge deck, continuous node sections that meet the condition of load ratio less than 0.90 are extracted as usable span sections. Based on the usable span sections, the bridge deck track centerline and truss node coordinates are called to extract the span endpoint truss node positions. At the same time, the elevation of the riverbed bedrock surface is detected along the gravity direction and the vertical projection coordinates of the truss support on the riverbed surface are calculated. The projection coordinates are used as the center position of the support column installation, thereby associating the span number, the span start and end mileage, and the support column layout coordinates to form a steel frame bridge span layout record. S3: Based on the span layout records of the steel truss bridge, obtain the centerline of the steel truss bridge track and the design dam axis. Extract the coordinates of sampling points along the track centerline at 0.5-meter sampling intervals. Perform vertical projection calculations on the design dam axis for each sampling point to obtain the corresponding point coordinates and calculate the shortest distance between the sampling point and the corresponding point. Simultaneously, use the vector cross product to determine the offset direction of the track centerline relative to the dam axis, thus writing the mileage and corresponding offset distance into a mileage-interval correspondence table to form a track axis spacing sequence. For example, at mileage 200.5 meters, the track centerline is measured to deviate from the dam axis by 2.15 meters. Subsequently, based on the track axis spacing sequence, obtain the track axis reference value and calculate the difference between the sampling point spacing and the reference value for each line. Output the corresponding axis conclusion code based on the magnitude of the difference. When the difference is less than or equal to 0.02 meters, it is judged as accurate and assigned a conclusion code of 0. When the difference is between 0.02 meters and 0.1 meters, it is judged as slightly off and assigned a conclusion code of 1. When the difference is greater than 0.1 meters, it is judged as seriously exceeding the limit and assigned a conclusion code of 2. The mileage and conclusion code are written into the alignment judgment sequence table. Then, based on the alignment judgment sequence, the off-segment with a conclusion code of 1 or 2 is extracted and the average offset distance of the sampling points in the segment is calculated. According to the offset direction, the overall translation correction of the track centerline coordinates of the segment is performed. For example, if a segment is offset to the left by 0.15 meters, the lateral coordinates of all coordinate points in the segment are uniformly corrected by 0.15 meters. This updates the track centerline coordinates and writes the segment number and the corrected centerline index to form the track alignment status record. S4: Based on the track alignment status record, obtain the foundation borehole numbers and the set of track mileage points for the steel bridge. Perform a task mapping operation to retrieve the corresponding mileage point numbers in the order of the foundation borehole numbers. Extract the design coordinates of each borehole from the design drawings and calculate its Euclidean distance to the track mileage point set. Select the mileage point with the smallest distance as its corresponding number. If the minimum distance exceeds 0.5 meters, the borehole is determined to be outside the track construction coverage area and is removed as a missing item. The foundation borehole numbers and corresponding mileage point numbers are then written into the numbering program number table. Subsequently, based on the numbering program number table, obtain the foundation borehole layout spacing, such as the typical design spacing. The distance is 4.5 meters. The corresponding cumulative mileage value is extracted from the track geometry database according to the mileage point number and written into the corresponding basic borehole number record row. This associates the basic borehole number with the track mileage position to form a borehole mileage position sequence. For example, the track mileage corresponding to borehole ZK-05 is 45.5 meters. Then, the coordinate set of track mileage points of the steel bridge is called and the corresponding coordinates are retrieved according to the track mileage position. When the target mileage is located between two sampling points, the latitude and longitude coordinates and elevation data of the track centerline at that mileage are calculated by linear interpolation method. This establishes the correspondence between borehole number, track mileage and spatial coordinates and obtains the borehole center positioning sequence. S5: Based on the borehole center positioning sequence, obtain the elevation markings of the top surface of the hard rock layer, the borehole head elevation, and the drilling depth reading, and perform depth determination calculation. Align the borehole head elevation with the top surface elevation of the hard rock layer using the basic borehole number index, and calculate the theoretical rock penetration depth threshold, which is the borehole head elevation minus the top surface elevation of the hard rock layer. For example, when the borehole head elevation is 18.5 meters and the top surface elevation of the hard rock layer is 5.2 meters, the calculated theoretical rock penetration depth is 13.3 meters. When the drilling depth reading is greater than or equal to the theoretical depth, the arrival determination code is set from 0 to 1 and written into the number and determination code correspondence table to obtain the drilling depth interval set. Subsequently, based on the drilling depth interval set, the propulsion cylinder pressure reading is collected from the construction equipment bus, and the pressure change rate of adjacent sampling points is calculated according to the time series. When the cylinder back pressure is monitored at a frequency of 10 Hz, the pressure reading is identified as 12 MHz when the drill bit enters the hard rock layer. The pressure rapidly rises to 28 MPa, and the resistance change range is extracted based on the sign reversal of the pressure change and the continuous slope characteristics. The section where the pressure rises significantly and remains stable is defined as the lithological transition zone or steady hard rock zone. For example, the depth from 13.1 m to 13.5 m is marked as the layer change zone, and the section after 13.5 m is marked as the steady hard rock zone, thus forming a set of resistance change ranges. Finally, the drilling depth range set and the resistance change range set are merged and judged, and the borehole center positioning sequence is called to align the basic borehole number index. When a borehole position meets the arrival judgment code of 1 and the resistance range type is steady hard rock, it is determined that the borehole position has penetrated the overburden and entered the bearing layer. Borehole positions that only meet the depth condition but do not show a pressure jump are marked as abnormal borehole positions and construction is suspended. Finally, the borehole numbers that meet the conditions are written into the basic borehole position status table to form the dam foundation construction sequence.

[0078] Example 3 (Comparative Example) To verify the technical effectiveness of this invention, a comparative experiment was conducted in a hydropower station dam project: sheet Evaluation indicators Method of the present invention Traditional methods Increase Accuracy of water passage boundary delineation ±0.5 meters ±2.5 meters 80% Track positioning accuracy ±2 cm ±8 cm 75% Hole position qualification rate 98.5% 87.2% 13% Construction period 120 days 142 days 15.5% Safety accident rate 0.5% 1.8% 72% Experimental results show that the method of the present invention is significantly superior to the traditional method in all technical indicators.

[0079] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A dam construction method that does not require damming, characterized in that, Includes the following steps: S1: Obtain the river water level line, riverbed cross-section line, riverbank line, and design dam axis; extract the intersection of the river water level line and the riverbed cross-section line and connect them to the water passage boundary line; delineate the water passage corridor range and obtain the water passage corridor range record. S2: Based on the recorded range of the water passageway, obtain the track centerline, truss node coordinates and load values, shield machine weight and track contact point coordinates, filter stress nodes according to proximity and identify available span sections to obtain the steel frame bridge span layout record. S3: Based on the steel bridge span layout record, obtain the center line of the steel bridge track, compare the track alignment threshold and make alignment judgment, and correct the position of the steel bridge track center line to obtain the track alignment status record. S4: Based on the track alignment status record, obtain the basic borehole number and the steel bridge track mileage point, and match the basic borehole number sequence with the steel bridge track mileage point to obtain the borehole center positioning sequence. S5: Based on the borehole center positioning sequence, extract the elevation of the top surface of the hard rock layer, the borehole elevation, the drilling depth reading and the propulsion cylinder pressure reading, determine the drilling depth range and the resistance range, and select the corresponding borehole positions to obtain the dam foundation construction sequence.

2. The dam construction method that does not require damming construction according to claim 1, characterized in that, The water passage range record includes the coordinates of the water passage starting point, the coordinates of the water passage ending point, the coordinates of the water passage boundary inflection point, the width parameter of the water passage, and the area parameter of the water passage. The steel frame bridge span layout record includes the span starting and ending mileage, the available span length, the coordinates of the support column layout, the set of stress node numbers, and the span section number. The track alignment status record includes the track centerline offset distance, the track centerline correction coordinates, the track alignment judgment result, the track alignment threshold parameter, and the track alignment status identifier. The borehole center positioning sequence includes the borehole number set, the borehole center plane coordinates, the borehole track mileage identifier, the borehole positioning sequence identifier, and the borehole center elevation parameter. The dam foundation construction sequence includes the construction borehole number, the borehole construction status identifier, the drilling depth interval identifier, the resistance change interval identifier, and the foundation construction stage number.

3. The dam construction method that does not require damming construction according to claim 1, characterized in that, The scope of the waterway refers to the spatial boundary of the river water area through which the river water passes during construction, as determined by the spatial relationship between the river water level line, the riverbed cross-section line and the riverbank line. The load-bearing node refers to the truss node position in the steel frame bridge structure that is adjacent to the contact point of the tunnel boring machine track and actually bears the load transfer of the equipment.

4. The dam construction method that does not require damming construction according to claim 1, characterized in that, The position of the centerline of the steel bridge track is determined based on the offset distance between the track centerline and the designed dam axis. The drilling depth range refers to the depth range of the drilling stage formed after determining the drilling depth reading based on the borehole elevation and the elevation of the top surface of the hard rock layer.

5. The dam construction method that does not require damming construction according to claim 1, characterized in that, The specific steps of S1 are as follows: S101: Obtain the river water level line and riverbed cross-section line, detect the intersection status of the river water level line and the riverbed cross-section line, extract the coordinates of the intersection points and collect them in the order of cross-section mileage, and write them into the table corresponding to the cross-section mileage and intersection point coordinates to obtain the water level cross-section intersection point set. S102: Based on the set of intersection points of the water level cross-section, extract the coordinates of the intersection points of adjacent cross-section mileage segments, connect the polylines in mileage order and extract the line segment direction parameters, detect and remove the self-intersection and duplicate nodes of the polylines, and obtain the water flow boundary line. S103: Based on the water passage boundary line, obtain the riverbank edge line and the design dam axis, extract the area enclosed by the water passage boundary line and the riverbank edge line and split the area according to the connectivity relationship, retrieve the area intersecting with the design dam axis, extract the outer boundary node sequence, associate the area number with the spatial boundary position, and obtain the water passage corridor range record.

6. The dam construction method that does not require damming construction according to claim 1, characterized in that, The specific steps of S2 are as follows: S201: Based on the recorded range of the water passageway, obtain the center line of the temporary steel frame bridge deck track, the coordinates of the truss nodes, and the coordinates of the vertical shield machine track contact points. Collect track contact points according to the track center line mileage, retrieve adjacent truss nodes, associate the track contact point number with the truss node number, and obtain the stress node sequence. S202: Based on the stress node sequence, obtain the design bearing value of the truss node and the weight of the entire vertical shield machine, distribute the weight of the entire machine to the truss node according to the stress node sequence and convert the node-shared load, compare the node-shared load with the design bearing value of the truss node and remove unusable nodes to obtain the usable span section. S203: Based on the available span section, call the center line of the temporary steel frame bridge deck track and the coordinates of the truss nodes, extract the coordinates of the truss nodes at the span endpoints and obtain the corresponding plane positioning points of the support columns, associate the span number with the layout position of the support columns, and obtain the steel frame bridge span layout record.

7. The dam construction method that does not require damming construction according to claim 1, characterized in that, The specific steps for S3 are as follows: S301: Based on the steel bridge span layout record, obtain the center line of the steel bridge track and the design dam axis, sample the coordinates of the sampling points along the center line of the steel bridge track according to the mileage, perform a vertical search on the design dam axis for each sampling point and extract the coordinates of the corresponding point, measure the distance between the sampling point and the corresponding point, write it into the mileage and distance correspondence table, and obtain the track axis spacing sequence. S302: Based on the track axle spacing sequence, obtain the track axle alignment reference value, compare the spacing with the track axle alignment reference value one by one and output the axle alignment conclusion code, and simultaneously write it into the mileage and axle alignment conclusion code correspondence table to obtain the axle alignment judgment sequence; S303: Based on the axis determination sequence, call the centerline of the steel bridge track, extract the non-consistent sections of the axis conclusion code and measure the offset direction, apply translation amount to each section and update the centerline coordinates, write the section number and the corrected centerline index, and obtain the track axis status record.

8. The dam construction method that does not require damming construction according to claim 7, characterized in that, During the process of measuring the distance between the sampling point and the corresponding point: the straight-line distance between the coordinates of the sampling point and the coordinates of the corresponding point is read along the retrieval path, and written into the mileage and distance correspondence table in mileage order to obtain the track wheelbase sequence; In the process of comparing the spacing with the track alignment reference value and outputting the alignment conclusion code: the spacing in the track axle spacing sequence is read sequentially and compared with the track alignment reference value. The differential comparison relationship is written into the differential alignment conclusion code, and written into the mileage and alignment conclusion code correspondence table in mileage order to obtain the alignment judgment sequence.

9. The dam construction method that does not require damming construction according to claim 1, characterized in that, The specific steps of S4 are as follows: S401: Based on the track alignment status record, obtain the foundation borehole number and the steel bridge track mileage point, retrieve the corresponding mileage point number in the order of the foundation borehole number and remove missing items, write it into the correspondence table between foundation borehole number and mileage point number, and obtain the program number table in the number. S402: Based on the program number table in the numbering, obtain the spacing of the basic borehole arrangement, extract the track mileage position of the steel bridge according to the mileage point sequence number and write it into the basic borehole number row, associate the basic borehole number with the track mileage position of the steel bridge to obtain the borehole mileage position sequence. S403: Based on the borehole mileage location sequence, call the steel bridge track mileage point coordinate set, retrieve the corresponding point coordinates according to the track mileage location and write them into the basic borehole number index, associate the basic borehole number with the borehole center coordinates, and obtain the borehole center positioning sequence.

10. The dam construction method that does not require damming construction according to claim 1, characterized in that, The specific steps of S5 are as follows: S501: Based on the borehole center positioning sequence, the elevation marking of the top surface of the hard rock layer, the borehole elevation, and the drilling depth reading, align the borehole elevation with the elevation marking of the top surface of the hard rock layer according to the basic borehole number index, compare the drilling depth reading with the elevation interval of the borehole elevation and the elevation marking of the top surface of the hard rock layer, and give the arrival judgment code. Write the code into the number and judgment code correspondence table to obtain the drilling depth interval set. S502: Based on the drilling depth interval set, collect the pressure reading of the propulsion cylinder, retrieve the adjacent sampled pressure readings according to the time sequence number and take the pressure reading change, extract the resistance change interval according to the boundary between the sign flip segment and the continuous segment of the change, write the interval start and end sequence number and the interval type code to obtain the resistance change interval set; S503: Based on the drilling depth interval set and resistance change interval set, call the borehole center positioning sequence, align the basic borehole number index and search for boreholes with the same number, eliminate non-target boreholes according to the arrival judgment code and interval type code, write the basic borehole status code and borehole number row, and obtain the dam foundation construction sequence.

11. A dam construction system that does not require damming construction, characterized in that, include: The data acquisition module is used to acquire river water level lines, riverbed cross-section lines, riverbank lines, design dam axis lines, track center lines, truss node coordinates and load values, shield machine weight and track contact point coordinates, foundation borehole numbers and steel bridge track mileage points, hard rock layer top surface elevation, borehole elevation, drilling depth readings and propulsion cylinder pressure readings. The data processing module is used to perform tasks such as delineating water flow boundary lines, identifying available span sections, determining and correcting track alignment, establishing borehole center positioning sequences, and determining drilling depth and resistance ranges. The construction control module is used to control the drilling sequence and construction parameters according to the dam foundation construction sequence. The data acquisition module, data processing module, and construction control module are interconnected.

12. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by a processor, it implements the dam construction method that does not require damming construction as described in any one of claims 1 to 10.

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