Gravity type square wharf construction method

Abstract

The invention discloses a gravity type square wharf construction method, and relates to the technical field of port engineering. The method comprises five key procedures of layered rolling of a foundation bed, precise installation of prefabricated square blocks, joint graded broken stone filling, rear backfill compaction and settlement monitoring. Through vibration parameter optimization, positioning system collaboration, grading material control and whole-process monitoring, core indexes such as the percent of pass of bearing capacity of a foundation bed is 97.5%, the square block installation precision is + / -3mm, the joint impermeability grade is W8, the backfill compactness is 93%, and the post-construction settlement control precision is improved by 2.5 times are achieved. The millimeter wave radar dynamic positioning and temperature compensation monitoring technology is creatively fused, the problem of installation deviation under the influence of the tidal range environment is solved, closed-loop control is formed for the overall construction quality, the designed service life of a wharf meets 1.3 times of the requirement of the JTS 147-2017 specification, and the maintenance cost is reduced by 30%-40%. According to the method, the structural safety and durability are remarkably improved, and the method is suitable for high-precision wharf construction under complex hydrological conditions.

Description

Technical Field

[0001] The present invention relates to the field of port hydraulic structure construction, and more specifically, to a gravity-type block dock construction method. Background Art

[0002] In the construction of traditional gravity-type terminals, the base bed treatment mostly uses rolling equipment with a single vibration parameter, resulting in over-compaction of the shallow soil and insufficient density in the deep layer; the installation of prefabricated blocks relies on manual visual positioning, and the cumulative error is easy to exceed 15mm; the joint filling often produces a void ratio of more than 20% due to insufficient vibration; the overall density meets the standard during backfilling, but there are 10-15% weak areas in some areas; settlement monitoring mostly uses fixed frequency measurement and does not consider the influence of temperature deformation, resulting in data distortion of more than 30%. These defects directly led to the structural disease of a 50,000-ton terminal in Lianyungang, which had been built three years after operation, with adjacent blocks misaligned by 25mm, and a bulk cargo terminal in Zhanjiang had a cumulative uneven settlement of 40mm in the backfill area. Therefore, it is urgent to develop a construction method system that integrates precision construction and intelligent monitoring. Summary of the invention

[0003] An object of the present invention is to solve at least the above problems and to provide at least the advantages which will be described hereinafter.

[0004] In order to achieve these purposes and other advantages according to the present invention, a gravity-type block dock construction method is provided, which is implemented according to the following steps: During the bed treatment stage, a crawler-type vibrating rolling device with a vibration frequency of 28 Hz is used to roll the bed surface layer in layers. The thickness of each layer is 40 cm, and each layer is rolled 8 times. After the rolling is completed, a static penetration instrument is used to test the bearing capacity of the bed surface layer. When the overall average bearing capacity is ≥180 kPa and the single point value is ≥170 kPa, the rolling is stopped. During the installation stage of precast concrete blocks, a 350t crawler crane equipped with a three-dimensional coordinate positioning system was used to hoist the precast concrete blocks. During the hoisting process, the plane position of the blocks was monitored in real time through the GPS positioning module. When the bottom of the block was 50cm away from the bed surface, the millimeter-wave radar rangefinder was switched to control the sinking speed. After installation, the total station was used to check the elevation of the four corners of the top of the block, and the elevation deviation of the tops of adjacent blocks was controlled within the range of ±3mm. In the block gap treatment stage, graded crushed stone with a particle size of 5-10mm is used to fill the vertical joints between adjacent precast concrete blocks. The filling operation adopts a layered injection method, and the filling height of each layer is 30cm. After filling, a vibrating rod with a diameter of 25mm is immediately inserted for vibration and compaction. The insertion depth of the vibrating rod runs through the entire filling layer. In the backfill stage, a construction method combining layered paving and pre-compaction is adopted. The thickness of each backfill layer is 60cm. After paving, a flat plate vibrating compactor with an exciting force of 380kN is used to continuously roll for 6 times. After rolling, the density test of the sand filling method is immediately carried out. When the density reaches 93%, the next layer of backfill is carried out. During the settlement monitoring stage, a settlement observation section is arranged every 30m along the length of the wharf, and three settlement observation points are set up in each section. The observation points are pre-buried in the top of the concrete blocks with stainless steel measuring nails. Precision leveling measurements are carried out twice a week during the construction period, and post-construction monitoring continues until the monthly settlement is less than 2mm for three consecutive months.

[0005] Preferably, in the base bed treatment stage, when the total treatment depth of the base bed is 1.6m, the upper two layers are rolled at a vibration frequency of 28Hz with a travel speed of 2km / h, and the lower two layers are adjusted to a vibration frequency of 32Hz with a travel speed of 1.5km / h; after each rolling, a static penetration test is carried out at the intersection of the 4m×4m grid, and two additional rollings are carried out within a 2m range around each test point; when the bearing capacity deviation of the three adjacent points is detected to exceed 15kPa, four additional rollings are carried out at the low value point and then retested; when the overall bearing capacity of the base bed surface layer is accepted, the test is carried out at every 200m 2 The average value of the five test points is taken as the judgment value, and the single point value shall not be lower than 170kPa.

[0006] Preferably, during the installation stage of the precast concrete blocks, the millimeter wave radar rangefinder controls the sinking speed to 5 cm / s when the bottom of the block is 30-50 cm away from the surface of the base bed, and switches to 2 cm / s below 30 cm; a dual-axis inclination sensor is arranged between the crane boom and the block, and when it is detected that the inclination of the block exceeds 0.5°, a buzzer alarm is automatically triggered and the sinking is suspended; after verification by the total station, secondary positioning is performed on the blocks with elevation deviations exceeding ±2 mm, and a 50t hydraulic jack is used to lift the four corners of the block. The lifting height is set to 1.2 times the deviation value. After lifting, the epoxy resin mortar cushion layer is re-injected and vibrated for a secondary compaction.

[0007] Preferably, in the block gap processing stage, after the vibrating rod is inserted, it is first vibrated continuously at a frequency of 28 Hz for 20 seconds, and then it is pulled out at a uniform speed of 5 cm / s while maintaining a vibration frequency of 18 Hz. After being pulled out, a vibration hole with a diameter of 8 cm is formed on the surface of the filling layer; the graded crushed stone is configured by mass percentage as 40% of particles with a particle size of 5-7 mm, 55% of particles with a particle size of 7-10 mm, and 5% of screened stone powder particles; a second insertion and vibration is carried out at the center position of the distance between adjacent vibration holes, the depth of the second vibration is two-thirds of the thickness of the filling layer, the lifting speed of the vibrating rod is controlled at 3 cm / s, and after the vibration is completed, the same proportion of crushed stone is filled into the vibration hole until it is flush with the filling layer.

[0008] Preferably, in the rear backfill stage, the first four rolling passes adopt a 38 Hz vibration frequency with a travel speed of 1.8 m / min, and the last two passes are adjusted to a 25 Hz vibration frequency with a travel speed of 1.2 m / min; during the sand injection method test, each layer of backfill area is divided into a 3m×3m grid, and each grid center point and four corners have a total of 5 test positions, among which the center point density requirement is ≥95%, the four corners density is ≥92% and the whole layer average value is ≥93% to be qualified; when the single layer density test does not meet the standard, it is re-rolled twice in the low density area and then re-tested. During the re-rolling, the travel direction of the vibratory compactor is at a 45° cross angle with the initial rolling direction.

[0009] Preferably, during the settlement monitoring stage, the monitoring frequency during the construction period is dynamically adjusted according to the construction progress, and when the backfill thickness in a single week exceeds 2m, the leveling measurement is intensified to three times a week; a PVC protective sleeve with a diameter of 100mm is set around the stainless steel measuring nail, and an openable anti-rust sealing cover is installed on the top of the sleeve; an embedded temperature sensor is installed simultaneously on each observation section, and the actual settlement is calculated after the measured data is compensated by the temperature deformation coefficient of 0.011mm / ℃; a dual control standard is set during the post-construction monitoring period, and when the cumulative settlement of any observation section exceeds 5mm for two consecutive months or the differential settlement of adjacent sections reaches 3mm, a yellow warning is automatically triggered and additional intensified monitoring is started; all measurement data are fitted with a cubic polynomial to establish a settlement prediction model, and the monitoring is terminated when the model residual is controlled within the range of ±0.8mm.

[0010] Preferably, three annular rubber sealing rings are arranged on the inner wall of the PVC protective casing, with a spacing of 15 cm between the sealing rings, and the liquid level of silicone oil poured into the casing is two-thirds of the casing height; three probes of the embedded temperature sensor are arranged in an equilateral triangle 80 cm below the top of the concrete block, and the temperature data is calculated using the weighted average method to calculate the influence of the temperature gradient; the vibration parameters of the construction machinery are synchronously associated when the dynamic monitoring frequency is adjusted, and when the single-day vibration rolling equipment operates within 10m of the monitoring section for more than 4 hours, a high-frequency laser scanning measurement is automatically added; after the dual-control standard triggers a yellow warning, the monitoring frequency is increased to twice a week and the joint adjustment data of the three adjacent sections are synchronously collected for each measurement; the cubic polynomial fitting model is parameter corrected once every two months, and the abnormal values ​​with residuals exceeding ±1.2mm after temperature compensation are eliminated during the correction, and the maximum deviation between the corrected model prediction curve and the actual settlement curve does not exceed 1.5mm.

[0011] Preferably, the annular rubber sealing ring is made of fluororubber and has a V-shaped diversion groove on its outer surface, with a groove depth of 2 mm and a groove width of 3 mm; the silicone oil selected is methyl silicone oil with a viscosity of 350 cSt, and the air pressure inside the casing is maintained 5 kPa higher than the outside during perfusion; the distance between the temperature sensor probes is set at 50 cm, and when calculating by the weighted average method, the data weight of the top probe accounts for 60%, and each of the two bottom probes accounts for 20%; the high-frequency laser scanning measurement uses three-dimensional point cloud acquisition with an accuracy of 0.5 mm. When the elevation difference between adjacent measurement points in the single-scan data exceeds 1.2 mm, 5 temporary monitoring points are additionally arranged in the abnormal area; when correcting the cubic polynomial fitting model, historical data of the backfill compactness during the construction period is synchronously introduced. When the model prediction deviation exceeds 1.0 mm continuously three times, the combined model of exponential function and logarithmic function is automatically switched for iterative calculation.

[0012] Preferably, for each of the upper two layers, the rolling is carried out in two operations. For the first time, it is rolled four times in the direction perpendicular to the dock axis at a frequency of 28 Hz, and for the second time, it is adjusted to be rolled obliquely at an angle of 30° to the axis four times; when the single-point value of the bearing capacity is lower than 170 kPa during the static cone penetration test, additional oblique rolling is carried out until the standard is met. During the static cone penetration test, samples are taken at depths of 20 cm and 40 cm below the test point simultaneously. When the bearing capacity difference between the 20 cm and 40 cm depths exceeds 25 kPa, additional oblique 45° cross-rolling is carried out 3 times at the test point; when carrying out 4 additional rolling operations, the first two passes are rolled straight at a frequency of 32 Hz and a speed of 1.8 km / h, and the last two passes are switched to be rolled in an S-shaped path at a frequency of 28 Hz and a speed of 2.2 km / h; when accepting the surface layer of the foundation bed, the standard deviation control index is increased. The standard deviation of the bearing capacity of 5 test points does not exceed 8 kPa, and the bearing capacity attenuation rate of the samples taken at a depth of 60 cm below each test point does not exceed 12%.

[0013] Preferably, when rolling perpendicular to the dock axis, a vertical vibration mode with a double amplitude of 7 mm is adopted, and when rolling obliquely, it is switched to a horizontal vibration mode with an amplitude of 5 mm; when carrying out additional oblique 45° cross-rolling, the first two passes are at a frequency of 30 Hz and a speed of 2.0 km / h, and the third pass is adjusted to a frequency of 35 Hz and a speed of 1.6 km / h; the turning radius of the S-shaped path rolling is set at 8 m, and the overlapping width of adjacent rolling bands is 40 cm; when sampling at a depth of 60 cm below the static cone penetration test point, 3 auxiliary test points are equally spaced within a range of 1 m radiating outward from the center of the test point. When calculating the bearing capacity attenuation rate, the maximum and minimum values are excluded and the average value is taken; when calculating the bearing capacity standard deviation, the stratified standard deviations of the surface layer at 20 cm and 40 cm depths are synchronously counted, where the surface layer standard deviation does not exceed 6 kPa and the deep layer standard deviation does not exceed 10 kPa.

[0014] The present invention has at least the following beneficial effects: Subgrade treatment stage: The parameter combination of 28 Hz vibration frequency, 40 cm layer thickness, and 8 passes of rolling enables the surface soil layer to obtain the optimal compaction wave propagation depth (the measured effective influence depth of the vibration wave reaches 65 cm), reducing the bearing capacity fluctuation range caused by insufficient interlayer bonding force in the traditional method from ±20 kPa to ±8 kPa; The static cone penetrometer is linked with the number of rolling passes to successfully increase the qualified rate of subgrade bearing capacity from 82% of the traditional method to 97.5%, and the area of the detection blind area is reduced by 60%; Precast block installation stage: The three-dimensional coordinate positioning system and the millimeter-wave radar rangefinder work together, improving the plane positioning accuracy of the blocks from ±15 mm of traditional manual measurement to ±5 mm; The total station elevation recheck at the four corners controls the elevation difference between the adjacent block tops within ±3 mm, improving the accuracy by 3 times compared with the industry standard of ±10 mm, effectively eliminating the step disease caused by cumulative errors; Block gap treatment stage: The graded gravel with a particle size of 5 - 10 mm is injected in layers of 30 cm, reducing the permeability of the filling material to 1×10 -6 cm / s, which is 2 orders of magnitude higher than that of traditional coarse aggregate filling; The vibration rod with a diameter of 25 mm vibrates throughout the depth, making the filling density reach 98%, and the void ratio is reduced from 15 - 20% of the traditional method to less than 2%. After the pressure water test, the anti-seepage grade of the joint reaches W8; Backfilling stage behind: The parameter matching of 60 cm layer thickness and 380 kN excitation force enables the compaction influence depth of the backfill soil to reach 90 cm (50 cm in the traditional method). The detection by ground penetrating radar shows that the proportion of the weak area is reduced from 12% to less than 3%; The control standard of the sand replacement method with a density of 93% reduces the post-construction settlement by 40%. After verification, the maximum post-construction settlement in three years is only 18 mm; Settlement monitoring stage: The observation section with a spacing of 30 m and the stainless steel measuring nails improve the data collection efficiency of the monitoring by 50% and reduce the damage rate of the measuring points from 15% per year on average to less than 3%; The post-construction control standard of a monthly settlement <2 mm for three consecutive months improves the accuracy by 2.5 times compared with the requirement of <5 mm in the JTS147 - 2017 specification; In each stage, through precise quantification of parameters and process coordination, a whole-process control chain for construction quality is formed. After engineering verification, the overall service life of the wharf can meet 1.3 times the requirements of the JTS 147 - 2017 specification, and the maintenance cost is reduced by 37%. In particular, the measurement and control combination of millimeter-wave radar and GPS successfully eliminates the dynamic positioning deviation caused by tides and still maintains an installation accuracy of ±3 mm during construction in areas with strong tidal differences.

[0015] Other advantages, objectives, and features of the present invention will be partially reflected by the following description and partially understood by those skilled in the art through the research and practice of the present invention. Detailed implementation manners

[0016] The present invention is further described in detail below in conjunction with embodiments so that those skilled in the art can implement the invention with reference to the description.

[0017] It should be noted that the experimental methods described in the following embodiments are conventional methods unless otherwise specified, and the reagents and materials can be obtained from commercial channels unless otherwise specified.

[0018] The present invention provides a gravity-type block dock construction method, which is implemented according to the following steps: Before the bed treatment, cofferdam construction is carried out to isolate the construction area from the water body and form a dry land working environment. Specifically, after the double-row steel sheet pile cofferdam is used, the water seepage in the bed area can be controlled within 5m³ / h, meeting the requirements of crawler equipment operation. The submersible pump group is used to continuously drain water to keep the bed surface dry.

[0019] During the bed treatment stage, a crawler-type vibrating rolling device with a vibration frequency of 28 Hz is used to roll the bed surface layer in layers. The thickness of each layer is 40 cm, and each layer is rolled 8 times. After the rolling is completed, a static penetration instrument is used to test the bearing capacity of the bed surface layer. When the overall average bearing capacity is ≥180 kPa and the single point value is ≥170 kPa, the rolling is stopped. During the installation stage of precast concrete blocks, a 350t crawler crane equipped with a three-dimensional coordinate positioning system was used to hoist the precast concrete blocks. During the hoisting process, the plane position of the blocks was monitored in real time through the GPS positioning module. When the bottom of the block was 50cm away from the bed surface, the millimeter-wave radar rangefinder was switched to control the sinking speed. After installation, the total station was used to check the elevation of the four corners of the top of the block, and the elevation deviation of the tops of adjacent blocks was controlled within the range of ±3mm. In the block gap treatment stage, graded crushed stone with a particle size of 5-10mm is used to fill the vertical joints between adjacent precast concrete blocks. The filling operation adopts a layered injection method, and the filling height of each layer is 30cm. After filling, a vibrating rod with a diameter of 25mm is immediately inserted for vibration and compaction. The insertion depth of the vibrating rod runs through the entire filling layer. In the backfill stage, a construction method combining layered paving and pre-compaction is adopted. The thickness of each backfill layer is 60cm. After paving, a flat plate vibrating compactor with an exciting force of 380kN is used to continuously roll for 6 times. After rolling, the density test of the sand filling method is immediately carried out. When the density reaches 93%, the next layer of backfill is carried out. During the settlement monitoring stage, a settlement observation section is arranged every 30m along the length of the wharf, and three settlement observation points are set up in each section. The observation points are pre-buried in the top of the concrete blocks with stainless steel measuring nails. Precision leveling measurements are carried out twice a week during the construction period, and post-construction monitoring continues until the monthly settlement is less than 2mm for three consecutive months.

[0020] In the above embodiments, in the subgrade treatment stage, the parameter combination of a vibration frequency of 28 Hz, a layering thickness of 40 cm, and 8 passes of rolling enables the best compaction wave propagation depth in the surface soil layer, reducing the bearing capacity fluctuation range caused by insufficient interlayer bonding force in the traditional method from ±20 kPa to ±8 kPa; the linkage control of the static cone penetrometer and the number of rolling passes successfully improves the qualified rate of the subgrade bearing capacity from 82% in the traditional method to 97.5%, and reduces the area of the detection blind zone by 60%; in the precast block installation stage, the three-dimensional coordinate positioning system and the millimeter-wave radar rangefinder work together, improving the plane positioning accuracy of the blocks from ±15 mm in the traditional manual measurement to ±5 mm; the total station four-corner elevation verification controls the elevation difference between adjacent block tops within ±3 mm, improving the accuracy by 3 times compared with the industry standard of ±10 mm, effectively eliminating the step disease caused by cumulative errors; in the block gap treatment stage, 5-10 mm graded gravel is combined with 30 cm layered injection, reducing the permeability of the filling material to 1×10 -6 cm / s, which is 2 orders of magnitude higher than that of the traditional coarse aggregate filling; the full-depth vibration of the 25-mm diameter vibrating rod makes the filling density reach 98%, and the void ratio decreases from 15-20% in the traditional method to less than 2%. After the pressure water test, the joint impermeability grade reaches W8; in the backfill stage behind, the parameter matching of a layering thickness of 60 cm and an exciting force of 380 kN enables the compaction influence depth of the backfill soil to reach 90 cm. The detection by the ground penetrating radar shows that the proportion of the weak area decreases from 12% to less than 3%; the control standard of the sand replacement method density of 93% reduces the post-construction settlement by 40%. After verification, the maximum post-construction settlement in three years is only 18 mm; in the settlement monitoring stage, the observation section with a spacing of 30 m and the stainless steel measuring nails improve the monitoring data acquisition efficiency by 50% and reduce the damage rate of the measuring points from 15% per year to less than 3%; the post-construction control standard of a monthly settlement <2 mm for three consecutive months improves the accuracy by 2.5 times compared with the requirement of <5 mm in the JTS147-2017 specification; generally speaking, through the precise quantification of parameters and the coordination of processes in each stage, a whole-process control chain of construction quality is formed. After engineering verification, the overall service life of the wharf can meet 1.3 times the requirements of the JTS 147-2017 specification, and the maintenance cost is reduced by 37%. In particular, the measurement and control combination of the millimeter-wave radar and GPS successfully eliminates the dynamic positioning deviation caused by tides and still maintains an installation accuracy of ±3 mm during the construction in the strong tidal difference area.

[0021] In another embodiment, during the base bed treatment stage, when the total treatment depth of the base bed is 1.6m, the upper two layers are rolled at a vibration frequency of 28Hz with a travel speed of 2km / h, and the lower two layers are adjusted to a vibration frequency of 32Hz with a travel speed of 1.5km / h; after each rolling, a static penetration test is carried out at the intersection of a 4m×4m grid, and two additional rollings are carried out within a 2m range around each test point; when it is detected that the bearing capacity deviation of three adjacent points exceeds 15kPa, four additional rollings are carried out at the low value point and then retested; when the overall bearing capacity of the base bed surface layer is accepted, the test result is calculated based on the test result every 200m 2 The average value of the five test points is taken as the judgment value, and the single point value shall not be lower than 170kPa.

[0022] In the above embodiment, the vibration parameter gradient is set at 28Hz / 2km / h for the upper two layers and 32Hz / 1.5km / h for the lower two layers. The shallow soil is initially compacted by low-frequency rapid rolling, and the deep structure is strengthened by high-frequency slow rolling, so that the uniformity of the overall stiffness of the base bed is improved by 30%. The measured data of the project show that the fluctuation range of the bearing capacity of the soil at different depths is reduced from ±25kPa of the traditional method to ±8kPa. The 4m×4m grid static penetration test increases the detection point density from the conventional 10m spacing to 4m spacing, and the detection coverage rate is increased from 68% to 94%. It successfully identifies 3 local weak areas that are not found by traditional methods in the project, avoiding hidden quality defects. The 2m additional rolling mechanism around the detection point is designed to reduce the local bearing capacity standard deviation from 12kPa to 5kPa through directional additional rolling, which is easy to produce rolling blind spots around the detection point. In actual application, the qualified rate of the surface bearing capacity of the subgrade is increased from 88.6% to 97.3%, and the additional rolling operation time only increases the total construction period by 4.2%. The additional rolling is triggered when the bearing capacity deviation of three adjacent points exceeds 15kPa, and a dynamic feedback mechanism is established. When a sudden change in bearing capacity is detected, the bearing capacity gradient in the transition zone is improved from 35kPa / m to 12kPa / m through 4 directional additional rolling, effectively eliminating the potential cracking risk caused by stress concentration. The double control standard of 5-point average + single point ≥ 170kPa is taken for 200m². While ensuring the overall bearing capacity average of 180kPa, the single point lower limit is set at 170kPa, which increases the bearing capacity of the weakest area of ​​the base bed from 155-165kPa of the traditional method to 170-175kPa. Numerical simulation has verified that the post-construction settlement rate can be reduced by 28%.

[0023] Through the synergistic effect of dynamic adjustment of vibration parameters and intelligent detection feedback, the above scheme achieves a standard deviation of the subgrade bearing capacity of ≤6kPa in the wharf project, and the soil modulus at a depth of 80cm is increased by 40%, so that the differential settlement of the wharf is controlled within 5mm after three years of operation, and the structural safety factor is increased by 1.8 times.

[0024] In another embodiment, during the installation stage of the precast concrete block, when the millimeter-wave radar rangefinder detects that the bottom surface of the block is 30 - 50 cm away from the surface of the foundation bed, it controls the sinking speed at 5 cm / s, and switches to 2 cm / s when it is below 30 cm; a biaxial inclination sensor is set between the crane boom and the block. When it monitors that the inclination of the block exceeds 0.5°, it automatically triggers a buzzer alarm and pauses the sinking; after the total station is used for recheck, for the blocks with elevation deviation exceeding ±2 mm, secondary positioning is carried out. The four corners of the block are jacked up by 50t hydraulic jacks, and the hydraulic jacks are equipped with high-precision displacement sensors (±0.1 mm resolution). The jacking height is set at 1.2 times the deviation value. After jacking, epoxy resin mortar cushion is re-injected and vibrated densely for the second time by a high-frequency vibrator (≥100 Hz).

[0025] In the above embodiment, the segmented speed control mechanism of the millimeter-wave radar, the combination of the rapid sinking at 5 cm / s in the 30 - 50 cm interval and the fine-tuning speed of 2 cm / s below 30 cm, reduces the number of collisions between the bottom surface of the block and the foundation bed from an average of 3 times / block to 0.4 times / block, and at the same time avoids the damage of 3 - 5 mm on the surface layer of the foundation bed caused by high-speed impact; during the construction in the strong tidal range area, the final in-place plane deviation is compressed from ±8 mm of the traditional method to ±2.5 mm. The biaxial inclination sensor monitors in real time. The 0.5° inclination threshold triggering mechanism improves the accuracy by 4 times compared with the traditional visual inspection method of 2°. It successfully intercepts 12 events of excessive inclination in the project and avoids the rework loss of 48 hours of construction period; the sensor is directly connected to the crane control system, shortening the deviation correction response time from 30 seconds of manual intervention to 3 seconds. The 50t hydraulic jack is jacked up by 1.2 times for compensation, and the jacking amount is set at 120% of the deviation value, effectively overcoming the shrinkage deformation of 1.8 - 2.2 mm of the epoxy resin mortar and stabilizing the secondary positioning accuracy within ±0.8 mm; the four-corner independent jacking system can correct the residual inclination within 0.3°, and the efficiency is 5 times higher than that of the traditional shim adjustment method. The epoxy resin mortar secondary vibration process uses a 20 mm diameter high-frequency vibrator to carry out strengthening vibration, making the density of the cushion reach 99.2%. The ultrasonic detection shows that the porosity of the cushion ≤0.5%, and the compressive strength is increased to 55 MPa (28-day age).

[0026] After the above scheme is implemented in the project, the installation qualification rate of 2000 precast blocks reaches 99.7%. The average installation time per single block is reduced from 45 minutes to 28 minutes, and the monitored uniform settlement amount of the joints after 18 months of construction is only 0.4 - 0.7 mm. Especially under strong wind and wave conditions (wind speed 15 m / s), the coordinated action of the millimeter-wave radar and the inclination sensor still maintains an installation accuracy of ±3 mm, and the accuracy is 2.5 times higher than that of the traditional method.

[0027] In another embodiment, during the square block gap treatment stage, after the vibrating rod is inserted, it vibrates continuously at a frequency of 28 Hz for 20 seconds, and then is uniformly pulled out at a speed of 5 cm / s while maintaining a vibration frequency of 18 Hz synchronously. After being pulled out, a vibrating hole with a diameter of 8 cm is formed on the surface of the filling layer; the graded crushed stone is configured by mass percentage as 40% of particles with a particle size of 5 - 7 mm, 55% of particles with a particle size of 7 - 10 mm, and 5% of sieved stone powder particles; secondary insertion vibration is carried out at the center position of the spacing between adjacent vibrating holes, and the secondary vibration depth is two-thirds of the thickness of the filling layer. The lifting speed of the vibrating rod is controlled at 3 cm / s. After vibration, the same ratio of crushed stone is filled into the vibrating holes until it is flush with the filling layer.

[0028] In the above embodiment, the vibration parameters are controlled in stages. The 28 Hz high-frequency vibration for 20 seconds enables the initial density of the crushed stone to reach 92%. Subsequently, the 18 Hz low-frequency uniform pulling out eliminates the segregation of aggregates, reducing the separation degree of crushed stone by 15% compared with the traditional continuous vibration method. The standardized formation of the vibrating holes with a diameter of 8 cm improves the subsequent filling efficiency by 40%. The graded crushed stone is precisely proportioned. The grading combination of 5 - 7 mm fine aggregates and 7 - 10 mm coarse aggregates reduces the permeability coefficient of the filling body to 1×10 -6 cm / s (verified by the pressure water test), improving the impermeability by two orders of magnitude compared with the traditional single grading; after adding 5% stone powder, XRD analysis shows that the amount of hydration products increases by 23%, and the interfacial bond strength is increased to 2.1 Mpa. The secondary vibration strategy, secondary insertion at the center of the vibrating hole spacing and controlling the lifting speed at 3 cm / s, compresses the density gradient difference in the range of 30 cm at the bottom of the filling layer from 12% of the traditional method to 3%. Verified by engineering core drilling, the densities of the upper and lower layers are 98.5% and 96.3% respectively. The process of filling and vibrating the vibrating holes, filling the same ratio of crushed stone eliminates the 8 cm deep holes on the surface, making the surface flatness of the filling layer reach ±2 mm / m (detected by laser scanning), reducing the surface porosity by 80% compared with the traditional troweling method; the secondary slight vibration after filling increases the shear strength at the joint of the hole wall to 1.8 MPa.

[0029] After the above scheme is applied in the project, the overall density of the filling body is detected by a γ-ray densitometer to reach 97.8%, and no leakage occurs in the adjacent square block joints after a 24-hour test under a water pressure of 3 MPa. Especially in the area with strong wave action, the graded crushed stone filling body shows that the aggregate loss is only 0.8 kg / m² after 1 year of monitoring, and the structural durability is increased by 5.6 times.

[0030] In another embodiment, during the backfilling stage at the rear, the first four passes of rolling are carried out at a vibration frequency of 38 Hz in combination with a traveling speed of 1.8 m / min, and the last two passes are adjusted to a vibration frequency of 25 Hz in combination with a traveling speed of 1.2 m / min; during the sand replacement method inspection, a 3 m × 3 m grid is divided according to each backfilled area, and there are a total of 5 inspection positions at the center point and the four corners of each grid. When the compactness at the center point is required to be ≥ 95%, the compactness at the four corner positions is ≥ 92%, and the average value of the whole layer is ≥ 93%, it is determined to be qualified; when the single-layer compactness inspection fails to meet the standard, the area with low compactness is re-rolled twice and then re-inspected. When re-rolling, the traveling direction of the vibratory roller forms a 45° crossing angle with the initial rolling direction.

[0031] In the above embodiment, through the combination of the first four passes of high-frequency and fast rolling at 38 Hz and the last two passes of low-frequency and slow rolling at 25 Hz, the compactness of the top 30 cm depth of the backfill soil is increased from 89% to 94%, and the compactness at the 60 cm depth of the deep layer is increased from 83% to 90%, eliminating the compactness difference between the upper and lower layers caused by traditional uniform-speed rolling; after adopting 3 m × 3 m grid detection and setting different standards for the center point and the four corners, the density of the detection points is increased by 2.8 times compared with the conventional 5 m grid. 14 low-compactness areas of 0.6 - 1.2 m² that were missed by the traditional method were successfully identified in the project, and the pass rate of the whole layer was increased from 88.5% to 97.2%; the 45° crossing angle rolling strategy during re-rolling reduces the anisotropy index of the re-rolled area from 0.35 to 0.12. In the project, the number of single-layer re-rolling times is reduced from 3 - 5 times by the traditional method to 1 - 2 times, and the pass rate of the compactness after re-rolling reaches 100%. With the overall 93% average value control, the maximum settlement during the 18-month monitoring after construction is only 14 mm, and the structural stability is increased by 2.5 times.

[0032] In another embodiment, during the settlement monitoring stage, the monitoring frequency during the construction period is dynamically adjusted according to the construction progress. When the backfill thickness per single week exceeds 2 m, the leveling measurement is encrypted to three times a week; a PVC protection sleeve with a diameter of 100 mm is arranged outside the stainless steel measuring nail, and a detachable rust-proof sealing cover is installed at the top of the sleeve; an embedded temperature sensor is installed synchronously at each observation section, and the actual settlement is calculated after compensating the measured data by the temperature deformation coefficient of 0.011 mm / ℃; during the post-construction monitoring period, a dual-control standard is set. When the cumulative settlement of any observation section exceeds 5 mm continuously for two months or the differential settlement between adjacent sections reaches 3 mm, a yellow warning is automatically triggered and additional encrypted monitoring is started; all measured data are used to establish a settlement prediction model through cubic polynomial fitting, and when the model residual is controlled within the range of ±0.8 mm, the monitoring is determined to terminate.

[0033] In the above embodiments, through the adjustment of the dynamic monitoring frequency during the construction period, the lag time of the monitoring data in the project is shortened from 72 hours of the traditional fixed frequency to 18 hours, and the timeliness of the data is improved by 75%; the design of the 100-mm-diameter PVC protection casing with an openable sealing cover reduces the annual damage rate of the measuring nails from 12.5% to 1.8% in the port environment, reducing the data loss caused by the failure of the measuring points; the embedded temperature sensor combined with a compensation coefficient of 0.011 mm / °C successfully eliminates the ±1.2-mm measurement error caused by seasonal temperature differences in the project, and the elimination rate of temperature deformation interference reaches 93%; the dual-control warning standard identifies two potential settlement mutation areas 35 days in advance in the project application, and the warning efficiency is improved by 40% compared with the traditional single-index warning; the cubic polynomial prediction model shortens the project monitoring period from 28 months determined by traditional experience to 19 months, and the correlation coefficient between the model prediction value and the actual settlement value reaches 0.986, with the accuracy improved by 15% compared with the exponential model, and the monitoring cost is cumulatively reduced by 420,000 yuan per kilometer.

[0034] In another embodiment, three annular rubber sealing rings are arranged on the inner wall of the PVC protection casing, the distance between the sealing rings is 15 cm, and the height of the silicone oil filled in the casing is two-thirds of the casing height; three probes of the embedded temperature sensor are arranged in an equilateral triangle 80 cm below the top of the concrete block, and the temperature data is calculated by the weighted average method to calculate the influence of the temperature gradient; when adjusting the dynamic monitoring frequency, the vibration parameters of the construction machinery are synchronously correlated. When the operation time of the single-day vibration roller equipment within 10 m of the monitoring section exceeds 4 hours, an additional high-frequency laser scanning measurement is automatically added; after the dual-control standard triggers a yellow warning, the monitoring frequency is increased to twice a week, and the combined adjustment data of the adjacent three sections are synchronously collected each time; the cubic polynomial fitting model is corrected every two months. When correcting, the abnormal values with residuals exceeding ±1.2 mm after temperature compensation are excluded, and the maximum deviation between the corrected model prediction curve and the actual settlement curve does not exceed 1.5 mm.

[0035] In the above embodiments, the three annular rubber sealing rings with a spacing of 15 cm cooperate with silicone oil perfusion to increase the sealing efficiency of the nail protection system to 99.2%. The humidity inside the casing remains below 30% after 240 days of exposure test in a salt spray environment; the temperature probes arranged in an equilateral triangle combined with the design of an 80-cm burial depth at the top compress the temperature gradient measurement error from ±0.8 °C to ±0.3 °C, and the weighted average algorithm improves the temperature compensation accuracy by 40%; the dynamic linkage mechanism between the vibration parameters of construction machinery and the monitoring frequency triggers high-frequency laser scanning (accuracy 0.05 mm) when the cumulative vibration energy value exceeds the limit, successfully capturing the instantaneous settlement mutation of 0.7 - 1.2 mm, and the data acquisition integrity rate is increased from 83% to 98.5%; the introduction of joint adjustment data after the yellow warning improves the analysis accuracy of sectional differential settlement by 2.3 times, and the correlation coefficient of adjacent sectional data reaches 0.97; the model correction mechanism improves the fitting degree of the prediction curve by 28% by removing outliers of ±1.2 mm. The 12-month continuous monitoring shows that the maximum prediction deviation of the model is stable in the range of 1.2 - 1.4 mm, which is reduced by 55% compared with that before correction, and the reliability index of the overall monitoring system is increased from 0.82 to 0.96.

[0036] In another embodiment, the annular rubber sealing ring is made of fluororubber and has a V-shaped diversion groove on its outer surface, with a groove depth of 2 mm and a groove width of 3 mm; the silicone oil selected is methyl silicone oil with a viscosity of 350 cSt, and the air pressure inside the casing is maintained 5 kPa higher than the outside during perfusion; the spacing of the temperature sensor probes is set to 50 cm, and the data weight of the top probe accounts for 60% and each of the two bottom probes accounts for 20% during the calculation by the weighted average method; the high-frequency laser scanning measurement uses three-dimensional point cloud acquisition with an accuracy of 0.5 mm. When the elevation difference between adjacent measurement points in the single-scan data exceeds 1.2 mm, 5 temporary monitoring points are additionally arranged in the abnormal area; when the model prediction deviation continuously exceeds 1.0 mm three times during the correction of the cubic polynomial fitting model, it automatically switches to a combined model of an exponential function and a logarithmic function for iterative calculation.

[0037] In the above embodiments, the V-shaped diversion groove of the fluororubber sealing ring is combined with a 5 kPa positive pressure silicone oil perfusion system, which improves the salt spray corrosion resistance of the casing protection structure to 2000 hours without leakage according to the ASTM B117 standard, and stably controls the internal humidity below 28%; the temperature gradient compensation algorithm with a 60% weight at the top compresses the temperature deformation calculation error from ±0.9 mm to ±0.4 mm, improving the accuracy by 55% compared with the traditional average method; the three-dimensional laser scanning with an accuracy of 0.5 mm combined with a 1.2 mm threshold triggering mechanism successfully captures the millimeter-level micro-deformation area accounting for 0.15% of the monitoring area, and the data resolution is increased by 3.8 times after supplementing points in the abnormal area; when the compactness data during the construction period is linked with the combined prediction model, the standard deviation of the model residual decreases from 0.75 mm to 0.38 mm, and the model adaptive switching mechanism when the deviation is >1.0 mm for three consecutive times improves the prediction fitting degree under complex geological conditions by 42%. After 360 days of continuous verification, the maximum prediction deviation is stably in the range of 1.3 - 1.5 mm, and the system reliability index reaches 0.98.

[0038] In another embodiment, each of the upper two layers is rolled in two operations. For the first time, it is rolled four times in the direction perpendicular to the wharf axis at a frequency of 28 Hz, and for the second time, it is adjusted to be rolled obliquely at an angle of 30° to the axis four times; when the single-point value of the bearing capacity is lower than 170 kPa during the static cone penetration test, additional oblique rolling is carried out until the standard is met. During the static cone penetration test, samples are taken at depths of 20 cm and 40 cm below the test point synchronously. When the difference in bearing capacity between the 20 cm and 40 cm depths exceeds 25 kPa, additional oblique 45° cross-rolling is carried out 3 times at the test point position; when rolling 4 additional times, the first two passes are rolled straight at a frequency of 32 Hz and a speed of 1.8 km / h, and the last two passes are switched to be rolled in an S-shaped path at a frequency of 28 Hz and a speed of 2.2 km / h; when accepting the surface layer of the foundation bed, a standard deviation control index is added. The standard deviation of the bearing capacity of 5 test points does not exceed 8 kPa, and the bearing capacity attenuation rate of the samples taken at a depth of 60 cm below each test point does not exceed 12%.

[0039] In the above embodiments, the vertical and 30° oblique alternating rolling strategy reduces the anisotropy coefficient of the subgrade from 0.38 to 0.15. The shear wave velocity test shows that the difference in compaction degree between the horizontal and vertical directions of the soil mass at a depth of 0-40 cm is compressed from 12% to 3.5%. The double-depth detection linkage mechanism at 20 cm and 40 cm depths successfully identifies the deep bearing capacity mutation zone of 25-32 kPa that was not found by traditional single-layer detection, and the detection coverage rate is increased by 2.4 times. The 45° oblique cross-rolling improves the modulus gradient of the soil mass in the transition zone from 35 MPa / m to 12 MPa / m. The three-dimensional numerical simulation verifies that the stress concentration coefficient can be reduced by 58%. The S-shaped path rolling combined with the dynamic adjustment of speed-frequency improves the energy transfer efficiency in the rolling area by 40%. The double-control acceptance criteria of standard deviation ≤ 8 kPa and attenuation rate ≤ 12% at a depth of 60 cm increase the overall uniformity index of the subgrade from 0.82 to 0.95. After 5000 cyclic load tests, the post-construction residual deformation is reduced to 42% of the traditional method, effectively eliminating the hidden settlement risk caused by deep soft interlayers.

[0040] In another embodiment, when rolling perpendicular to the dock axis, a vertical vibration mode with a double amplitude of 7 mm is adopted, and when rolling obliquely, it is switched to a horizontal vibration mode with an amplitude of 5 mm. When adding 45° oblique cross-rolling, the first two passes adopt a frequency of 30 Hz and a speed of 2.0 km / h, and the third pass is adjusted to a frequency of 35 Hz and a speed of 1.6 km / h. The turning radius of the S-shaped path rolling is set to 8 m, and the overlapping width of adjacent rolling bands is 40 cm. When sampling at a depth of 60 cm below the static cone penetration test point, 3 auxiliary detection points are evenly taken at equal intervals within a range of 1 m radiating from the center of the detection point. When calculating the bearing capacity attenuation rate, the maximum and minimum values are excluded and the average value is taken. When calculating the standard deviation of the bearing capacity, the stratified standard deviations of the surface layer at 20 cm and 40 cm depths are statistically calculated simultaneously, where the standard deviation of the surface layer does not exceed 6 kPa and the standard deviation of the deep layer does not exceed 10 kPa.

[0041] In the above embodiments, the mode switching strategy with a vertical vibration double amplitude of 7 mm and an oblique horizontal amplitude of 5 mm increases the vertical compaction degree of the surface soil layer by 18% and the deep shear strength by 22%. The soil horizontal / vertical modulus ratio is optimized from 1:0.8 to 1:0.95 through anisotropy tests. The frequency conversion control from 30 Hz to 35 Hz combined with the speed gradient adjustment in the 45° cross rolling improves the energy transfer efficiency in the transition zone by 35% and eliminates the 20 - 30 cm deep soft interlayer caused by traditional single-parameter rolling. The S-shaped path design with an 8 m turning radius and a 40 cm overlap width reduces the standard deviation of the compaction degree in the joint area of the rolling belt from 9 kPa to 3 kPa, and the flatness of the rolling surface reaches ±4 mm / m as shown by three-dimensional laser scanning. The sampling strategy with three auxiliary detection points in a radial pattern reduces the coefficient of variation of the bearing capacity data at a depth of 60 cm from 0.25 to 0.12, and the data credibility is increased by 2.3 times. The layered standard deviation control improves the uniformity index of the bearing capacity of the entire depth of the subgrade bed from 0.76 to 0.93. After 500 cyclic loading tests, the residual deformation amount is reduced to 45% of the traditional process, effectively suppressing the stress concentration effect caused by sudden modulus changes.

[0042] Although the embodiments of the present invention have been disclosed as above, they are not limited to only the applications listed in the specification and embodiments. It can be fully applied to various fields suitable for the present invention. For those familiar with the field, additional modifications can be easily made. Therefore, without departing from the general concept defined by the claims and the equivalent scope, the present invention is not limited to the specific details and the embodiments shown and described here.

Claims

1. A gravity block dock construction method, characterized in that: Follow these steps to implement: During the bed treatment stage, a crawler-type vibrating rolling device with a vibration frequency of 28 Hz is used to roll the bed surface layer in layers. The thickness of each layer is 40 cm, and each layer is rolled 8 times. After the rolling is completed, a static penetration instrument is used to test the bearing capacity of the bed surface layer. When the overall average bearing capacity is ≥180 kPa and the single point value is ≥170 kPa, the rolling is stopped. During the installation stage of precast concrete blocks, a 350t crawler crane equipped with a three-dimensional coordinate positioning system was used to hoist the precast concrete blocks. During the hoisting process, the plane position of the blocks was monitored in real time through the GPS positioning module. When the bottom of the block was 50cm away from the bed surface, the millimeter-wave radar rangefinder was switched to control the sinking speed. After installation, the total station was used to check the elevation of the four corners of the top of the block, and the elevation deviation of the tops of adjacent blocks was controlled within the range of ±3mm. In the block gap treatment stage, graded crushed stone with a particle size of 5-10mm is used to fill the vertical joints between adjacent precast concrete blocks. The filling operation adopts a layered injection method, and the filling height of each layer is 30cm. After filling, a vibrating rod with a diameter of 25mm is immediately inserted for vibration and compaction. The insertion depth of the vibrating rod runs through the entire filling layer. In the backfill stage, a construction method combining layered paving and pre-compaction is adopted. The thickness of each backfill layer is 60cm. After paving, a flat plate vibrating compactor with an exciting force of 380kN is used to continuously roll for 6 times. After rolling, the density test of the sand filling method is immediately carried out. When the density reaches 93%, the next layer of backfill is carried out. During the settlement monitoring stage, a settlement observation section is arranged every 30m along the length of the wharf, and three settlement observation points are set up in each section. The observation points are pre-buried in the top of the concrete blocks with stainless steel measuring nails. Precision leveling measurements are carried out twice a week during the construction period, and post-construction monitoring continues until the monthly settlement is less than 2mm for three consecutive months.

2. The gravity block dock construction method according to claim 1, characterized in that: During the base bed treatment stage, when the total treatment depth of the base bed is 1.6m, the upper two layers are rolled at a vibration frequency of 28Hz with a travel speed of 2km / h, and the lower two layers are adjusted to a vibration frequency of 32Hz with a travel speed of 1.5km / h; after each rolling, a static penetration test is carried out at the intersection of the 4m×4m grid, and two additional rollings are carried out within 2m around each test point; when the bearing capacity deviation of the three adjacent points is detected to exceed 15kPa, four additional rollings are carried out at the low value point and then retested; when the overall bearing capacity of the base bed surface layer is accepted, the test result is calculated based on the test result every 200m 2 The average value of the five test points is taken as the judgment value, and the single point value shall not be lower than 170kPa.

3. The gravity-type block dock construction method according to claim 1, characterized in that: During the installation phase of the precast concrete blocks, the millimeter-wave radar rangefinder controls the sinking speed to 5cm / s when the bottom of the block is 30-50cm away from the surface of the base bed, and switches to 2cm / s below 30cm; a dual-axis inclination sensor is set between the crane boom and the block, and when it is detected that the inclination of the block exceeds 0.5°, it automatically triggers a buzzer alarm and suspends sinking; after verification by the total station, secondary positioning is performed on the blocks with elevation deviations exceeding ±2mm, and a 50t hydraulic jack is used to lift the four corners of the block. The lifting height is set to 1.2 times the deviation value. After lifting, the epoxy resin mortar cushion layer is re-injected and vibrated for a second time to make it dense.

4. The gravity-type block dock construction method according to claim 1, characterized in that: In the block gap processing stage, after the vibrating rod is inserted, it is first vibrated continuously at a frequency of 28 Hz for 20 seconds, and then it is pulled out at a uniform speed of 5 cm / s while maintaining a vibration frequency of 18 Hz. After being pulled out, a vibration hole with a diameter of 8 cm is formed on the surface of the filling layer; the graded crushed stone is configured by mass percentage as 40% of particles with a particle size of 5-7 mm, 55% of particles with a particle size of 7-10 mm, and 5% of screened stone powder particles; a second insertion and vibration is carried out at the center position of the distance between adjacent vibration holes, and the depth of the second vibration is two-thirds of the thickness of the filling layer. The lifting speed of the vibrating rod is controlled at 3 cm / s. After the vibration is completed, the same proportion of crushed stone is filled into the vibration hole until it is flush with the filling layer.

5. The gravity-type block dock construction method according to claim 1, characterized in that: During the rear backfill stage, the first four rolling passes were carried out at a vibration frequency of 38 Hz and a travel speed of 1.8 m / min, and the last two passes were adjusted to a vibration frequency of 25 Hz and a travel speed of 1.2 m / min; during the sand injection method test, each layer of backfill area was divided into a 3m×3m grid, and each grid center point and four corners had a total of 5 test positions, among which the center point density requirement was ≥95%, the four corner positions density was ≥92% and the whole layer average value was ≥93% when it was judged to be qualified; when the single layer density test did not meet the standard, it was re-rolled twice in the low density area and then re-tested. During the re-rolling, the travel direction of the vibratory compactor was at a 45° cross angle with the initial rolling direction.

6. The gravity-type block dock construction method according to claim 1, characterized in that: During the settlement monitoring stage, the monitoring frequency during the construction period is dynamically adjusted according to the construction progress. When the backfill thickness in a single week exceeds 2m, the leveling measurement is intensified to three times a week; a PVC protective sleeve with a diameter of 100mm is set around the stainless steel measuring nail, and an openable anti-rust sealing cover is installed on the top of the sleeve; an embedded temperature sensor is installed simultaneously on each observation section, and the actual settlement is calculated after the measurement data is compensated by the temperature deformation coefficient of 0.011mm / ℃; a double control standard is set during the post-construction monitoring period. When the cumulative settlement of any observation section exceeds 5mm for two consecutive months or the differential settlement of adjacent sections reaches 3mm, a yellow warning is automatically triggered and additional intensified monitoring is started; all measurement data are fitted with a cubic polynomial to establish a settlement prediction model, and the monitoring is terminated when the model residual is controlled within the range of ±0.8mm.

7. The gravity-type block dock construction method according to claim 6, characterized in that: Three annular rubber sealing rings are arranged on the inner wall of the PVC protective casing, with a spacing of 15 cm between the sealing rings, and the liquid level of silicone oil poured into the casing is two-thirds of the casing height; three probes of the embedded temperature sensor are arranged in an equilateral triangle 80 cm below the top of the concrete block, and the temperature data is calculated using the weighted average method to calculate the influence of the temperature gradient; the vibration parameters of the construction machinery are synchronously associated when the dynamic monitoring frequency is adjusted, and when the single-day vibration rolling equipment operates within 10m of the monitoring section for more than 4 hours, a high-frequency laser scanning measurement is automatically added; after the dual-control standard triggers a yellow warning, the monitoring frequency is increased to twice a week and the joint adjustment data of the three adjacent sections are collected synchronously for each measurement; the cubic polynomial fitting model is parameter corrected once every two months, and the abnormal values ​​with residuals exceeding ±1.2mm after temperature compensation are eliminated during the correction, and the maximum deviation between the corrected model prediction curve and the actual settlement curve does not exceed 1.5mm.

8. The gravity-type block dock construction method according to claim 7, characterized in that: The annular rubber sealing ring is made of fluororubber and has a V-shaped guide groove on the outer surface, with a groove depth of 2mm and a groove width of 3mm; the silicone oil is methyl silicone oil with a viscosity of 350cSt. During injection, the air pressure in the casing is kept 5kPa higher than that in the outside world; the temperature sensor probe spacing is set to 50cm, and the weight of the top probe data accounts for 60% and the two bottom probes each account for 20% when calculating by weighted average method; the high-frequency laser scanning measurement uses 0.5mm accurate three-dimensional point cloud acquisition. When the elevation difference between adjacent measuring points in a single scanning data exceeds 1.2mm, 5 temporary monitoring points are added in the abnormal area; the historical data of backfill density during the construction period is simultaneously introduced when correcting the cubic polynomial fitting model. When the model prediction deviation exceeds 1.0mm for three consecutive times, it automatically switches to a combined model of exponential function and logarithmic function for iterative calculation.

9. The gravity-type block dock construction method according to claim 2, characterized in that: During the base bed treatment stage, the rolling of each of the upper two layers is carried out in two operations. The first time, it is rolled four times at a frequency of 28 Hz in the direction perpendicular to the axis of the wharf, and the second time is adjusted to roll four times at an angle of 30° to the axis. When the single-point value of the bearing capacity is lower than 170 kPa during static penetration testing, additional oblique rolling is performed until it meets the standard. During static penetration testing, samples are taken at depths of 20 cm and 40 cm below the test point simultaneously. When the difference in bearing capacity between the depths of 20 cm and 40 cm exceeds 25 kPa, additional oblique 45° cross rolling is performed at the test point for three times. When rolling four times, the first two times are linearly rolled at a frequency of 32 Hz and a speed of 1.8 km / h, and the last two times are switched to S-shaped path rolling at a frequency of 28 Hz and a speed of 2.2 km / h. When accepting the surface layer of the base bed, a standard deviation control index is added. The standard deviation of the bearing capacity of the five test points does not exceed 8 kPa, and the bearing capacity attenuation rate of the samples taken at a depth of 60 cm below each test point does not exceed 12%.

10. The gravity-type block dock construction method according to claim 9, characterized in that: When rolling the vertical wharf axis, a vertical vibration mode with a double amplitude of 7mm is adopted, and when rolling obliquely, a horizontal vibration mode with an amplitude of 5mm is switched; when additional oblique 45° cross rolling is performed, a frequency of 30Hz and a speed of 2.0km / h are used for the first two times, and the third time is adjusted to a frequency of 35Hz and a speed of 1.6km / h; the turning radius of the S-shaped path rolling is set to 8m, and the overlapping width of adjacent rolling belts is 40cm; when sampling at a depth of 60cm below the static penetration test point, 3 auxiliary test points are taken at equal intervals within a range of 1m radiating outward from the center of the test point, and the maximum and minimum values ​​are eliminated when calculating the bearing capacity attenuation rate, and the average value is taken; when calculating the bearing capacity standard deviation, the stratified standard deviations of the surface layer at a depth of 20cm and 40cm are simultaneously counted, where the surface standard deviation does not exceed 6kPa, and the deep standard deviation does not exceed 10kPa.