Construction method for gravity-type square block wharf

Abstract

The present invention discloses a construction method for a gravity-type square block Wharf, comprising five key processes: layered rolling of foundation bed, accurate mounting of prefabricated square block, joint filling with graded crushed stone, rear backfilling and compaction, and settlement monitoring. Through optimization of vibration parameters, coordination of positioning system, control of graded material and monitoring of whole process, core indexes, such as 97.5% bearing capacity qualification rate of foundation bed, i3 mm mounting accuracy of square block, W8 impermeability grade of joint, 93% backfilling compactness degree and control accuracy of post-construction settlement increased by 2.5 times, are achieved. Innovative integration of millimeter-wave radar dynamic positioning and temperature compensation monitoring technologies overcomes mounting deviation under tidal range environment, so that projected lifetime of the wharf meets 1.3 times the requirement of JTS 147-2017 specification, and a maintenance cost is reduced by 30%—40%. This method improves safety and durability.

Description

TECHNICAL FIELD The present invention relates to the eld of port hydraulic structure construction. More particularly, the present invention relates to a construction method for a gravity-type square block wharf. BACKGROUND In the construction of traditional gravity-type wharf, a rolling device with single vibration parameter is often used to treat a foundation bed, which leads to excessive compaction of shallow soil and insufcient compactness degree of deep soil. The mounting of prefabricated square block depends on manual visual positioning, and a cumulative error is easy to exceed 15 mm. The lling of joint often produces more than 20% porosity due to insufcient Vibration. During rear backlling, an overall compactness degree reaches the standard, but there are 10-15% weak regions locally. Fixed frequency measurement is mostly adopted in settlement monitoring, without considering an inuence of temperature deformation, resulting in more than 30% data distortion degree. These defects directly lead to a structure damage of 25 mm dislocation between adjacent square blocks generated after a certain 50,000-t0n wharf constructed in Lianyungang is operated for three years, and 40 mm cumulative uneven settlement generated in a backlled region of a certain bulk cargo wharf in Zhanjiang. Therefore, it is urgent to develop a set of construction method system integrating precision construction and intelligent monitoring. SUMMARY One objective of the present invention is to solve at least the above problem, and to provide at least the advantages that will be described hereinafter. In order to achieve these objectives and other advantages according to the present invention, a construction method for a gravitytype square block wharf is provided, which is implemented according to the following steps: in a treatment stage of foundation bed, carrying out layered rolling on a surface layer of the foundation bed by a crawler vibration rolling device with a vibration frequency of 28 Hz, wherein a thickness of each layer is 40 cm and a number of rolling times of each layer is 8, detecting a bearing capacity of the surface layer of the foundation bed by a static cone penetration tester after the rolling is completed, and stopping the rolling when an overall mean value of the bearing capacity is 2180 kPa and a single point value is 2170 kPa; in a mounting stage of prefabricated concrete square block, hoisting the prefabricated concrete square block by a 350t crawler crane equipped with a three-dimensional coordinate positioning system, monitoring a plane position of the square block in real time by a GPS positioning module during the hoisting, switching to a millimeter-wave radar rangender to control a sinking speed when a bottom surface of the square block is 50 cm away from the surface of the foundation bed, rechecking elevations of four comers of a top portion of the square block by a total station after mounting the square block in place, and controlling an elevation deviation between top portions of adjacent square blocks within i3 mm; in a treatment stage of square block gap, lling a vertical joint between adjacent prefabricated concrete square blocks with graded broken stones with a particle size of 5 -10 mm, wherein the lling is implemented by a layered injection method and a lling height of each layer is 30 cm, and immediately inserting a vibrating rod with a diameter of 25 mm for vibrating compaction after the lling, wherein an insertion depth of the vibrating rod penetrates through a whole lling layer; in a stage of rear backlling, carrying out backlling by a construction method of combining layered paving with pre-pressing, wherein a backlling thickness of each layer is 60 cm, carrying out continuous rolling for 6 times by a plate vibration compactor with an exciting force of 380 kN after the paving, immediately detecting a compactness degree of a sand lling method after the rolling is completed, and carrying out backlling of the next layer when the compactness degree reaches 93%; and in a stage of settlement monitoring, arranging a settlement observation section every 30 m along a length direction of the wharf, arranging 3 settlement observation points on each section, pre-embedding the observation points in the top portion of the concrete square block with stainless steel measuring nails, carrying out precise leveling twice per week during a construction period, and continuing post-construction monitoring until a monthly settlement amount is less than 2 mm for three consecutive months. Preferably, in the treatment stage of foundation bed, when a total treatment depth of the foundation bed is 1.6 m, rolling of two upper layers is carried out at a vibration frequency of 28 Hz and a traveling speed of 2 km / h, and rolling of two lower layers is adjusted to be carried out at a vibration frequency of 32 Hz and a traveling speed of 1.5 km / h; a static cone penetration test is carried out at an intersection point of 4 m><4 m grid after each rolling is completed, and supplementary rolling is carried out twice within a range of 2 m around each detection point; when it is detected that a bearing capacity deviation between three adjacent points exceeds 15 kPa, supplementary rolling is carried out for 4 times in a low-value point position, and then the point is redetected; and when an overall bearing capacity of the surface layer of the foundation bed is accepted, a mean value of 5 detection points per 200 m2 is taken as a judgment value, and a single point value is not less than 170 kPa. Preferably, in the mounting stage of prefabricated concrete square block, the millimeter-wave radar rangender controls the sinking speed at 5 cm / s when the bottom surface of the square block is 30-50 cm away from the surface of the foundation bed, and the sinking speed is switched to 2 cm / s when the distance is less than 30 cm; a dual-axis tilt sensor is arranged between a crane boom and the square block, a buzzer alarm is automatically triggered and the sinking is suspended when it is monitored that a tilt of the square block exceeds 05"; and the square block with an elevation deviation exceeding i2 mm is positioned for the second time after rechecking by the total station, the four comers of the square block are jacked up by a 50t hydraulic jack, a jacking height is set to be 1.2 times the deviation, and an epoxy resin mortar cushion is re-injected after the jacking and vibrated and compacted for the second time. Preferably, in the treatment stage of square block gap, the vibrating rod continuously vibrates at a frequency of 28 Hz for 20 seconds after being inserted, and then is pulled out at a uniform speed of 5 cm / s while keeping vibrating at a frequency of 18 Hz, and a vibrating hole with a diameter of 8 cm is formed in a surface of the lling layer after the vibrating rod is pulled out; the graded broken stones are composed of 40% particles with a particle size of 57 mm, 55% particles with a particle size of 7-10 mm and 5% screened stone powder particles; and secondary insertion and vibration is carried out in a center position of a distance between adjacent vibrating holes, a secondary vibration depth is two-thirds of a thickness of the lling layer, a lifting speed of the vibrating rod is controlled at 3 cm / s, and after the Vibration is completed, the vibrating hole is lled with broken stones of the same proportion until the lled vibrating hole is ush with the lling layer. Preferably, in the stage of rear backlling, the rst four times of rolling are implemented at a Vibration frequency of 38 Hz and a traveling speed of 1.8 m / min, and the last two times of rolling are adjusted to be implemented at a vibration frequency of 25 Hz and a traveling speed of 1.2 m / min; when the sand lling method is adopted for detection, a backlled region of each layer is divided into a 3 m><3 m grid, and there are a total of 5 detection sites in a center point and four comers of each grid, wherein it is judged that the backlled region is qualied when a compactness degree of the center point is 295%, a compactness degree of the four comers is 292% and a mean value of the whole layer is 293%; and when single-layer compactness degree detection fails to meet the standard, supplementary rolling is carried out twice in a low-compactnessdegree region, and then the region is redetected, and a 45° intersection angle is formed between a traveling direction of the vibration compactor and a direction of initial rolling during the supplementary rolling. Preferably, in the stage of settlement monitoring, a monitoring frequency during the construction period is dynamically adjusted according to a construction progress, and when a backlling thickness in single week exceeds 2 m, the leveling is intensively carried out three times per week; a PVC protective sleeve with a diameter of 100 mm is arranged at an outer periphery of the stainless steel measuring nail, and an openable rustproof sealing cover is mounted at a top portion of the sleeve; an embedded temperature sensor is mounted on each observation section synchronously, measurement data are compensated by a temperature deformation coefcient of 0.011 mm / OC, and then an actual settlement amount is calculated; a double control standard is set during post-construction monitoring, and when a cumulative settlement amount of two consecutive months of any observation section exceeds 5 mm or a differential settlement amount of adjacent sections reaches 3 mm, a yellow warning is automatically triggered and additional intensive monitoring is started; and all the measurement data are tted by cubic polynomial to establish a settlement prediction model, and it is judged that the monitoring is terminated when a model residual is controlled within i0.8 mm. Preferably, an inner wall of the PVC protective sleeve is provided with three annular rubber sealing rings, a distance between the sealing rings is 15 cm, and a liquid level of silicone oil injected into the sleeve is two thirds of a height of the sleeve; the embedded temperature sensor is provided with three probes arranged in an equilateral triangle 80 cm below the top portion of the concrete square block, and an inuence of temperature gradient is calculated by a weighted average method based on temperature data; when a dynamic monitoring frequency is adjusted, vibration parameters of construction machinery are related synchronously, when the vibration rolling device is operated within 10 m of monitoring section for more than 4 hours in single day, one high-frequency laser scanning measurement is automatically added; after the yellow warning is triggered by the double control standard, the monitoring frequency is increased to twice per week, and simultanuous adjustment data of three adjacent sections are collected synchronously in each measurement; and parameters of a cubic polynomial tting model are corrected every two months, abnormal values with a residual exceeding 11.2 mm after temperature compensation are eliminated during the correction, and a maximum deviation between a corrected model predicted curve and an actual settlement curve is not more than 1.5 mm. Preferably, the annular rubber sealing ring is made of uororubber, and an outer surface of the annular rubber sealing ring is provided with a Vshaped diversion groove which has a depth of 2 mm and a width of 3 mm; the silicone oil adopts methylsilicone oil with a viscosity of 350cSt, and an air pressure inside the sleeve remains 5 kPa higher than an air pressure outside the sleeve during the injection; a distance between the probes of the temperature sensor is set to be 50 cm, and a data weight of top probe accounts for 60% and data weights of two bottom probes respectively account for 20% during the calculation by the weighted average method; the high-frequency laser scanning measurement adopts three-dimensional point cloud collection with an accuracy of 0.5 mm, and when an elevation difference between adjacent monitoring points in single data scanning exceeds 1.2 mm, 5 temporary monitoring points are supplementarily arranged in an abnormal region; and when the cubic polynomial tting model is corrected, historical data of backlling compactness degree during the construction period are introduced synchronously, and when a model predicted deviation exceeds 1.0 mm for three consecutive times, the model is automatically switched to a combined model of exponential function and logarithmic function for iterative calculation. Preferably, each layer of the two upper layers is rolled in two stages, the rolling is implemented in a direction perpendicular to an axis of the wharf at a frequency of 28 Hz for four times in the rst stage, and the rolling is adjusted to be implemented in a 30° tilted direction relative to the axis for four times in the second stage; when the single point value of the bearing capacity is lower than 170 kPa during the static cone penetration test, additional tilted rolling is carried out until reaching the standard, samples are taken at depths of 20 cm and 40 cm below the detection point synchronously during the static cone penetration test, and when a bearing capacity difference between the depths of 20 cm and 40 cm exceeds 25 kPa, additional 450 tilted intersected rolling is carried out in the detection point position for 3 times; during 4 times of supplementary rolling, the rst two times of supplementary rolling are implemented linearly at a frequency of 32 Hz and a speed of 1.8 km / h, and the last two times of supplementary rolling are implemented in an S-shaped path at a frequency of 28 Hz and a speed of 2.2 km / h; and when the surface layer of the foundation bed is accepted, a standard deviation control index is added, a bearing capacity standard deviation between 5 detection points is not more than 8 kPa, and a bearing capacity attenuation rate of sampling detection at a depth of 60 cm below each detection point is not more than 12%. Preferably, a vertical vibration mode with a double amplitude of 7 mm is adopted during the rolling perpendicular to the axis of the wharf, and the vibration mode is switched to a horizontal vibration mode with an amplitude of 5 mm during the tilted rolling; the rst two times of rolling are implemented at a frequency of 30 Hz and a speed of 2.0 km / h with, and the third time of rolling is adjusted to be implemented at a frequency of 35 Hz and a speed of 1.6 km / h during the additional 45° tilted intersected rolling; a turning radius of the rolling in the Sshaped path is 8 m, and an overlapping width of adjacent rolling belts is 40 cm; when a sample is taken at the depth of 60 cm below the detection point of the static cone penetration test, 3 auxiliary detection points are taken at equal intervals within a range of 1 m from a center of the detection point, and when calculating the bearing capacity attenuation rate, a mean value is obtained after eliminating maximum and minimum values; and when calculating the bearing capacity standard deviation, layered standard deviations at depths of 20 cm and 40 cm below the surface layer are counted synchronously, wherein the standard deviation of the surface layer is not more than 6 kPa and the standard deviation of the deep layer is not more than 10 kPa. The present invention comprises at least the following benecial effects: in the treatment stage of foundation bed: the vibration frequency of 28 Hz is combined with a layered thickness of 40 cm and a parameter combination of 8 times of rolling, so that soil of the surface layer obtains an optimal compaction wave propagation depth (a measured effective inuence depth of vibration wave reaches 65 cm), and a bearing capacity uctuation amplitudecaused by an insufcient interlayer bonding force in a traditional method is reduced from 120 kPa to 18 kPa; and there is linkage control between the static cone penetration tester and the number of rolling times, so that a bearing capacity qualication rate of the foundation bed is successfully improved from 82% in the traditional method to 97.5%, and an area of non-detection zone is reduced by 60%; in the mounting state of prefabricated square block: the three-dimensional coordinate positioning system and the millimeter-wave radar rangender work cooperatively, so that a plane positioning accuracy of the square block is improved from 115 mm in traditional manual measurement to 15 mm; and the height difference between top surfaces of adjacent square blocks is controlled within 13 mm by rechecking the elevations of the four corners through the total station, so that the accuracy is improved by 3 times compared with an industry standard of 110 mm, and a dislocation damage caused by accumulated errors is effectively eliminated; in the treatment stage of square block gap: the graded broken stones of 5-10 mm are combined with the layered injection of 30 cm, so that a permeability of the ller is reduced to 1><106 cm / s, which is improved by 2 orders of magnitude compared with traditional coarse aggregate lling; and full-depth vibration by the vibrating rod with the diameter of 25 mm makes a lling compactness degree reach 98% and reduces a void ratio from 1520% in the traditional method to less than 2%, and it is veried by a pressure water test that an impermeability grade of joint reaches W8; in the stage of backlling: the layered thickness of 60 cm is matched with the exciting force parameter of 380 kN, so that an inuence depth of backll compaction reaches 90 cm (50 cm in the traditional method), and it is detected by a ground penetrating radar that an area proportion of weak regions is reduced from 12% to less than 3%; and the control standard of 93% compactness degree in the sand lling method reduces the postconstruction settlement amount by 40%, and it is veried that the maximum settlement amount three years after construction is only 18 mm; in the stage of settlement monitoring: the observation section with the distance of 30 m is combined with the stainless steel measuring nails, so that the collection efciency of monitoring data is increased by 50%, and a damage rate of monitoring points is reduced from 15% per year to less than 3% per year; and the monthly settlement for three consecutive months in the post-construction control standard is < 2 mm, which is 2.5 times more accurate than the settlement of < 5mm required in JTSl47-2017 specication; and a whole process control chain of construction quality is formed by precise parameter quantication and process coordination in each stage, overall lifetime of the wharf meets 1.3 times the requirement of JTS 147-2017 specication through engineering verication, and a maintenance cost is reduced by 37%. Particularly, a measurement and control combination of millimeter-wave radar and GPS successfully eliminates a dynamic positioning deviation caused by tide, and still maintains a mounting accuracy of 13 mm in the construction of a region with a large tidal range. Other advantages, objectives and features of the present invention will be partially reected by the following description, and will be partially understood by those skilled in the art through researching and practicing the present invention. DETAILED DESCRIPTION The present invention is further described in detail hereinafter with reference to embodiments, so that those skilled in the art can implement according to the specication. It should be noted that experimental methods described in the following embodiments are all conventional methods unless otherwise specied. All the reagents and materials can be obtained commercially unless otherwise specied. The present invention provides a construction method for a gravity-type square block wharf, which is implemented according to the following steps. Cofferdam construction is carried out before treating a foundation bed to isolate a construction region from water, thus forming a dry ground working environment. Specically, after a doublerow steel sheet pile cofferdam is adopted, a water seepage amount in the foundation bed region may be controlled within 5m3 / h, which meets an operation requirement of a crawler device. The water is continuously drained in combination with a submersible pump set to keep a surface of the foundation bed dry. In a treatment stage of foundation bed, layered rolling is carried out on a surface layer of the foundation bed by a crawler vibration rolling device with a vibration frequency of 28 Hz, wherein a thickness of each layer is 40 cm and a number of rolling times of each layer is 8, a bearing capacity of the surface layer of the foundation bed is detected by a static cone penetration tester after the rolling is completed, and the rolling is stopped when an overall mean value of the bearing capacity is 2180 kPa and a single point value is 2170 kPa. in a mounting stage of prefabricated concrete square block, hoisting the prefabricated concrete square block by a 350t crawler crane equipped with a three-dimensional coordinate positioning system, monitoring a plane position of the square block in real time by a GPS positioning module during the hoisting, switching to a millimeter-wave radar rangender to control a sinking speedwhen a bottom surface of the square block is 50 cm away from the surface of the foundation bed,rechecking elevations of four comers of a top portion of the square block by a total station after mounting the square block in place, and controlling an elevation deviation between top portions of adjacent square blocks within 13 mm; In a treatment stage of square block gap, a vertical joint between adjacent prefabricated concrete square blocks is lled with graded broken stones with a particle size of 510 mm, wherein the lling is implemented by a layered injection method and a lling height of each layer is 30 cm, and a vibrating rod with a diameter of 25 mm is immediately inserted for vibrating compaction after the lling, wherein an insertion depth of the vibrating rod penetrates through a whole lling layer. In a stage of rear backlling, backlling is carried out by a construction method of combining layered paving with pre-pressing, wherein a backlling thickness of each layer is 60 cm, continuous rolling is carried out for 6 times by a plate vibration compactor with an exciting force of 380 kN after the paving, a compactness degree of a sand lling method is immediately detected after the rolling is completed, and backlling of the next layer is carried out when the compactness degree reaches 93%. in a stage of settlement monitoring, arranging a settlement observation section every 30 m along a length direction of the wharf, arranging 3 settlement observation points on each section, pre-embedding the observation points in the top portion of the concrete square block with stainless steel measuring nails, carrying out precise leveling twice per week during a construction period, and continuing post-construction monitoring until a monthly settlement amount is less than 2 mm for three consecutive months. In the above embodiment, in the treatment stage of foundation bed: the vibration frequency of 28 Hz is combined with a layered thickness of 40 cm and a parameter combination of 8 times of rolling, so that soil of the surface layer obtains an optimal compaction wave propagation depth, and a bearing capacity uctuation amplitude caused by an insufcient interlayer bonding force in a traditional method is reduced from 120 kPa to 18 kPa; and there is linkage control between the static cone penetration tester and the number of rolling times, so that a bearing capacity qualication rate of the foundation bed is successfully improved from 82% in the traditional method to 97.5%, and an area of non-detection zone is reduced by 60%; in the mounting state of prefabricated square block: the three-dimensional coordinate positioning system and the millimeter-wave radar rangender work cooperatively, so that a plane positioning accuracy of the square block is improved from 115 mm in traditional manual measurement to 15 mm; and the height difference between top surfaces of adjacent square blocks is controlled within 13 mm by rechecking the elevations of the four corners through the total station, so that the accuracy is improved by 3 times compared with an industry standard of 110 mm, and a dislocation damage caused by accumulated errors is effectively eliminated; in the treatment stage of square block gap: the graded broken stones of 5-10 mm are combined with the layered injection of 30 cm, so that a permeability of the ller is reduced to 1><106 cm / s, which is improved by 2 orders of magnitude compared with traditional coarse aggregate lling; and full-depth vibration by the vibrating rod with the diameter of 25 mm makes a lling compactness degree reach 98% and reduces a void ratio from 15-20% in the traditional method to less than 2%, and it is veried by a pressure water test that an impermeability grade of joint reaches W8; in the stage of backlling: the layered thickness of 60 cm is matched with the exciting force parameter of 380 kN, so that an inuence depth of backll compaction reaches 90 cm, and it is detected by a ground penetrating radar that an area proportion of weak regions is reduced from 12% to less than 3%; and the control standard of 93% compactness degree in the sand lling method reduces the postconstruction settlement amount by 40%, and it is veried that the maximum settlement amount three years after construction is only 18 mm; in the stage of settlement monitoring: the observation section with the distance of 30 m is combined with the stainless steel measuring nail, so that the collection efciency of monitoring data is increased by 50%, and a damage rate of monitoring points is reduced from 15% per year to less than 3% per year; and the monthly settlement for three consecutive months in the postconstruction control standard is < 2 mm, which is 2.5 times more accurate than the settlement of < 5 mm required in J TSl47-2017 specication; and in general, a whole process control chain of construction quality is formed by precise parameter quantication and process coordination in each stage, overall lifetime of the wharf meets 1.3 times the requirement of JTS 147-2017 specication through engineering verication, and a maintenance cost is reduced by 37%. Particularly, a measurement and control combination of millimeterwave radar and GPS successfully eliminates a dynamic positioning deviation caused by tide, and still maintains a mounting accuracy of 13 mm in the construction of a region with a large tidal range. In another embodiment, in the treatment stage of foundation bed, when a total treatment depth of the foundation bed is 1.6 m, rolling of two upper layers is carried out at a vibration frequency of 28 Hz and a traveling speed of 2 km / h, and rolling of two lower layers is adjusted to be carried out at a Vibration frequency of 32 Hz and a traveling speed of 1.5 km / h; a static cone penetration test is carried out at an intersection point of 4 m><4 m grid after each rolling is completed, and supplementary rolling is carried out twice within a range of 2 m around each detection point; when it is detected that a bearing capacity deviation between three adjacent points exceeds 15 kPa, supplementary rolling is carried out for 4 times in a low-value point position, and then the point is redetected; and when an overall bearing capacity of the surface layer of the foundation bed is accepted, a mean value of 5 detection points per 200 m2 is taken as a judgment value, and a single point value is not less than 170 kPa. In the above embodiment, a vibration parameter of 28 Hz / 2 km / h for the two upper layers and a vibration parameter of 32 Hz / 1.5 km / h for the two lower layers are set gradiently, shallow soil is initially compacted by low-frequency rapid rolling, and then a deep structure is strengthened by high-frequency slow rolling, so that an overall stiffness uniformity of the foundation bed is improved by 30%. Measured engineering data show that a bearing capacity uctuation amplitude of soil at different depths is reduced from 125 kPa in the traditional method to 18 kPa. The static cone penetration test is carried out on the 4 mX4 m grid, a density of the detection points is increased from a conventional distance of 10 m to a distance of 4 m, a detection coverage rate is increased from 68% to 94%, and 3 local weak regions not found by the traditional method in the engineering are successfully identied, thus avoiding hidden quality defects. According to a supplementary rolling mechanism for a range of 2 m around the detection point, in view of the characteristic that a non-rolling zone is easy to be generated around the detection point, a local bearing capacity standard deviation is reduced from 12 kPa to 5 kPa by directional supplementary rolling, a bearing capacity qualication rate of the surface layer of the foundation bed is increased from 88.6% to 97.3% in practical application, and operation time of the supplementary rolling is only increased by 4.2% of a total construction period. When a bearing capacity deviation between three adjacent points exceeds 15kPa, the supplementary rolling is triggered, and a dynamic feedback mechanism is established. When a bearing capacity abrupt change region is detected, a bearing capacity gradient in a transition region is improved from 35 kPa / m to 12 kPa / m by 4 times of directional supplementary rolling, which effectively eliminates a potential cracking risk caused by stress concentration. According to a double control standard in which 5 detection points in 200 m2 satisfy that mean value + single point value 2170 kPa, a lower limit of the single point value is set to be 170 kPa while ensuring that an overall bearing capacity mean value is 180 kPa, a bearing capacity of a weakest region of the foundation bed is improved from 155165 kPa in the traditional method to 170-175 kPa, and it is veried by numerical simulation that a post-construction settlement rate can be reduced by 28%. In the above solution, a synergistic effect with intelligent detection feedback is dynamically adjusted through vibration parameters, the bearing capacity standard deviation of the foundation bed is :6 kPa in wharf engineering, and a soil modulus at a depth of 80 cm in the deep layer is increased by 40%, so that a differential settlement amount is controlled within 5 mm after three years of wharf operation, and a structural safety factor is increased by 1.8 times. In another embodiment, in the mounting stage of prefabricated concrete square block, the millimeter-wave radar rangender controls the sinking speed at 5 cm / s when the bottom surface of the square block is 3050 cm away from the surface of the foundation bed, and the sinking speed is switched to 2 cm / s when the distance is less than 30 cm; a dual-axis tilt sensor is arranged between a crane boom and the square block, a buzzer alarm is automatically triggered and the sinking is suspended when it is monitored that a tilt of the square block exceeds 0.5°; and the square block with an elevation deviation exceeding 12 mm is positioned for the second time after rechecking by the total station, the four comers of the square block are jacked up by a 50t hydraulic jack, the hydraulic jack is equipped with a highprecision displacement sensor (10.1 mm resolution), a jacking height is set to be 1.2 times the deviation, and an epoxy resin mortar cushion is reinjected after the jacking and vibrated and compacted for the second time by a highfrequency vibrating rod (2100 Hz). In the above embodiment, according to a segmented speed control mechanism of millimeter-wave radar, the combination of rapid sinking at a rate of 5 cm / s in the distance of 30-50 cm and sinking at a nely adjusted rate of 2 cm / s in the distance less than 30 cm reduces a number of collision times between the bottom surface of the square block and the foundation bed from an average of 3 times / block to 0.4 times / block, and avoids a damage of 3-5 mm to the surface layer of the foundation bed caused by highspeed impact at the same time. During the construction of a region with a large tidal range, a nal positioning plane deviation is reduced from 18 mm in the traditional method to 12.5 mm. Real-time monitoring by the dual-axis tilt sensor shows that a trigger mechanism of 05° tilt threshold is 4 times more accurate than a traditional visual observation method of 2°, and 12 over-tilt incidents are successfully intercepted in the engineering, thus avoiding the loss of 48 hours of construction period due to rework. The sensor is directly connected with a crane control system, which shortens rectication response time from 30 seconds of manual intervention to 3 seconds. 1.2 times jacking compensation of the 50t hydraulic jack is set according to a jacking amount which is 120% of deviation value, which effectively overcomes 1.8-2.2 mm shrinkage deformation of epoxy resin mortar, and stabilizes a secondary positioning accuracy within 10.8 mm. A four-corner independent jacking system may correct a residual tilt less than 0.30, which is 5 times more efcient than a traditional gasket adjustment method. According to a secondary vibration process of epoxy resin mortar, a high-frequency vibrating rod with a diameter of 20 mm is used for reinforcing vibration, so that a compactness degree of the cushion reaches 99.2%, ultrasonic detection shows that a void ratio of the cushion is 50.5%, and a compressive strength is increased to 55 MPa (28-day age). In the above solution, after implementation in the engineering, a mounting qualication rate of 2000 prefabricated square blocks reaches 99.7%, average mounting time of a single square block is reduced from 45 minutes to 28 minutes, and monitoring carried out 18 months after the construction shows that a uniform settlement amount of joint is only 0.4-0.7 mm. Particularly, under the condition of strong wind and waves (at a wind speed of 15 m / s), the mounting accuracy still remains 3 mm under a synergistic effect between the millimeter-wave radar and the tilt sensor, which is 2.5 times higher than that of the traditional method. In another embodiment, in the treatment stage of square block gap, the vibrating rod continuously vibrates at a frequency of 28 Hz for 20 seconds after being inserted, and then is pulled out at a uniform speed of 5 cm / s while keeping vibrating at a frequency of 18 Hz, and a vibrating hole with a diameter of 8 cm is formed in a surface of the lling layer after the vibrating rod is pulled out; the graded broken stones are composed of 40% particles with a particle size of 5-7 mm, 55% particles with a particle size of 7-10 mm and 5% screened stone powder particles; and secondary insertion and vibration is carried out in a center position of a distance between adjacent vibrating holes, a secondary vibration depth is two-thirds of a thickness of the lling layer, a lifting speed of the vibrating rod is controlled at 3 cm / s, and after the vibration is completed, the vibrating hole is lled with broken stones of the same proportion until the lled vibrating hole is ush with the lling layer. In the above embodiment, the vibration parameters are controlled in stages, an initial compactness degree of the broken stones reaches 92% by high-frequency vibration at 28 Hz for 20 seconds, and then aggregate segregation is eliminated by constant-speed pulling at a low frequency of 18 Hz, so that a separation degree of the broken stones is reduced by 15% compared with a traditional continuous vibration method, and the standardized formation of the vibrating hole with the diameter of 8 cm improves the subsequent lling efciency by 40%. The graded broken stones are accurately proportioned, the graded combination of ne aggregate of 5-7 mm and coarse aggregate of 7-10 mm reduces a permeability coefcient of the ller to lXlOécm / s (veried by the pressure water test), which is improved by 2 orders of magnitude compared with traditional single grading. After adding 5% stone powder, XRD analysis shows that a production amount of hydration product is increased by 23% and an interfacial bonding strength is improved to 2.1 Mpa. According to a second vibration strategy, the vibrating rod is inserted in the center of the distance between the vibrating holes and lifted at the speed controlled at 3 cm / s, so that a compactness degree gradient difference within a range of 30 cm below the bottom portion of the lling layer is reduced from 12% in the traditional method to 3%, and it is veried by engineering drilling and coring that compactness degrees of the upper and lower layers are 98.5% and 96.3% respectively. According to a vibrating hole supplementary lling process, a hole of 8 cm in the surface is eliminated by supplementary lling with the broken stones of the same proportion, so that a surface atness of the lling layer reaches 12 mm / m (detected by laser scanning), and a surface void ratio is reduced by 80% compared with that of a traditional leveling method. Secondary slight vibration is carried out after the supplementary lling, so that a shear strength at a hole-wall joint is improved to 1.8 MPa. After the above solution is applied in the engineering, detection by a y-ray densitometer shows that an overall compactness degreeof the ller reaches 97.8%, and a joint between adjacent square blocks shows no leakage in a test under a water pressure of 3 MPa lasting for 24 hours. Especially in a region with a strong wave action, oneyear monitoring of the graded broken stone ller shows that a loss amount of aggregate is only 0.8kg / m2 and a structural durability is improved by 5.6 times. In another embodiment, in the stage of rear backlling, the rst four times of rolling are implemented at a vibration frequency of 38 Hz and a traveling speed of 1.8 m / min, and the last two times of rolling are adjusted to be implemented at a vibration frequency of 25 Hz and a traveling speed of 1.2 m / min; when the sand lling method is adopted for detection, a backlled region of each layer is divided into a 3 m><3 m grid, and there are a total of 5 detection sites in a center point and four comers of each grid, wherein it is judged that the backlled region is qualied when a compactness degree of the center point is 295%, a compactness degree of the four comers is 292% and a mean value of the whole layer is 293%; and when single-layer compactness degree detection fails to meet the standard, supplementary rolling is carried out twice in a low-compactness-degree region, and then the region is redetected, and a 45° intersection angle is formed between a traveling direction of the vibration compactor and a direction of initial rolling during the supplementary rolling. In the above embodiment, the rst four times of highfrequency rapid rolling at 38 Hz and the last two times of low-frequency slow rolling at 25 Hz are combined, so that a compactness degree at 30 cm depth of the surface layer of the backll soil is improved from 89% to 94%, and a compactness degree at 60 cm depth of the deep layer is improved from 83% to 90%, thus eliminating a compactness degree difference between the upper and lower layers caused by traditional constant-speed rolling. After 3 mX3 m grid detection and differential setting of center point and four corner standards, a density of detection points is 2.8 times higher than that of detection points in a conventional 5 m grid, and 14 low-density regions of 0.6-1.2 m2 missed in detection by the traditional method are successfully identied in the engineering, so that a qualication rate of the whole layer is increased from 88.5% to 97.2%. A 450 intersection angle rolling strategy is adopted during the supplementary rolling, so that an anisotropy index of a supplementarily rolled region is reduced from 0.35 to 0.12. In the engineering, a number of single-layer supplementary rolling times is reduced from 35 times in the traditional method to 1-2 times, and a rate of reaching the standard of compactness degree reaches 100% after the supplementary rolling. By controlling an overall mean value to be 93%, a maximum settlement amount 18 months after the construction is only 14 mm, and a structural stability is improved by 2.5 times. In another embodiment, in the stage of settlement monitoring, a monitoring frequency during the construction period is dynamically adjusted according to a construction progress, and when a backlling thickness in single week exceeds 2 m, the leveling is intensively carried out three times per week; a PVC protective sleeve with a diameter of 100 mm is arranged at an outer periphery of the stainless steel measuring nail, and an openable rustproof sealing cover is mounted at a top portion of the sleeve; an embedded temperature sensor is mounted on each observation section synchronously, measurement data are compensated by a temperature deformation coefcient of 0.011 mm / °C, and then an actual settlement amount is calculated; a double control standard is set during postconstruction monitoring, and when a cumulative settlement amount of two consecutive months of any observation section exceeds 5 mm or a differential settlement amount of adjacent sections reaches 3 mm, a yellow warning is automatically triggered and additional intensive monitoring is started; and all the measurement data are tted by cubic polynomial to establish a settlement prediction model, and it is judged that the monitoring is terminated when a model residual is controlled within 10.8 mm. In the above embodiment, a dynamic monitoring frequency during the construction period is adjusted, so that lag time of monitoring data in the engineering is shortened from 72 hours at a traditional xed frequency to 18 hours, and data timeliness is improved by 75%. According to the design that the PVC protective sleeve with the diameter of 100 mm is combined with the openable sealing cover, an annual damage rate of measuring nails in port environment is reduced from 12.5% to 1.8%, and a data loss caused by the failure of monitoring points is reduced. The embedded temperature sensor is combined with the compensation coefcient of 0.011mm / °C, which successfully eliminates a measurement error of i1.2 mm caused by a seasonal temperature difference in the engineering, so that an elimination rate of temperature deformation interference reaches 93%. In the engineering application, two potential settlement abrupt change regions are identied by a double-control warning standard 35 days in advance, which improves the efciency by 40% compared with traditional single-index warning. The cubic polynomial prediction model shortens the engineering monitoring period from 28 months judged by traditional experience to 19 months, and a correlation coefcient between a model predicted value and an actual settlement value reaches 0.986, so that an accuracy is improved by 15% compared with an exponential model, and a monitoring cost is cumulatively reduced by 420,000 Yuan / km. In another embodiment, an inner wall of the PVC protective sleeve is provided with three annular rubber sealing rings, a distance between the sealing rings is 15 cm, and a liquid level of silicone oil injected into the sleeve is two thirds of a height of the sleeve; the embedded temperature sensor is provided with three probes arranged in an equilateral triangle 80 cm below the top portion of the concrete square block, and an inuence of temperature gradient is calculated by a weighted average method based on temperature data; when a dynamic monitoring frequency is adjusted, vibration parameters of construction machinery are related synchronously, when the vibration rolling device is operated within 10 m of monitoring section for more than 4 hours in single day, one high-frequency laser scanning measurement is automatically added; after the yellow warning is triggered by the double control standard, the monitoring frequency is increased to twice per week, and simultanuous adjustment data of three adjacent sections are collected synchronously in each measurement; and parameters of a cubic polynomial tting model are corrected every two months, abnormal values with a residual exceeding 11.2 mm after temperature compensation are eliminated during the correction, and a maximum deviation between a corrected model predicted curve and an actual settlement curve is not more than 1.5 mm. In the above embodiment, the three annular rubber sealing rings with the distance of 15 cm are combined with the injection of silicone oil, so that the sealing efciency of a measuring nail protection system is improved to 99.2%, and 240day exposure test in salt spray environment shows that an internal humidity of the sleeve is always lower than 30%. According to the design that the temperature probes arranged in the equilateral triangle are combined with the embedding depth of 80 cm below the top portion, a temperature gradient measurement error is reduced from 10.8°C to 10.3°C, and a temperature compensation accuracy is improved by 40% by a weighted average algorithm. According to a dynamic linkage mechanism of vibration parameters of construction machinery and monitoring frequency, highfrequency laser scanning (at an accuracy of 0.05 mm) triggered when a cumulative value of vibration energy exceeds a limit successfully captures an instantaneous settlement abrupt change of 0.7-1.2 mm, and a data collection completeness is improved from 83% to 98.5%. The introduction of combined adjustment data after the yellow warning improves an accuracy of differential settlement analysis of section by 2.3 times, and a data correlation coefcient between adjacent sections reaches 0.97. According to a model correction mechanism, a tting degree of the predicted curve is improved by 28% by eliminating the abnormal values of 11.2 mm, 12month continuous monitoring shows that a maximum predicted deviation of the model is stabilized in a range of 1.2-1.4 mm, which is 55% lower than that before the correction, and a reliability index of the overall monitoring system is improved from 0.82 to 0.96. In another embodiment, the annular rubber sealing ring is made of uororubber, and an outer surface of the annular rubber sealing ring is provided with a V-shaped diversion groove which has a depth of 2 mm and a width of 3 mm; the silicone oil adopts methylsilicone oil with a viscosity of 350cSt, and an air pressure inside the sleeve remains 5 kPa higher than an air pressure outside the sleeve during the injection; a distance between the probes of the temperature sensor is set to be 50 cm, and a data weight of top probe accounts for 60% and data weights of two bottom probes respectively account for 20% during the calculation by the weighted average method; the high-frequency laser scanning measurement adopts three-dimensional point cloud collection with an accuracy of 0.5 mm, and when an elevation difference between adjacent monitoring points in single data scanning exceeds 1.2 mm, 5 temporary monitoring points are supplementarily arranged in an abnormal region; and when the cubic polynomial tting model is corrected, historical data of backlling compactness degree during the construction period are introduced synchronously, and when a model predicted deviation exceeds 1.0 mm for three consecutive times, the model is automatically switched to a combined model of exponential function and logarithmic function for iterative calculation. In the above embodiment, the V-shaped diversion groove of the uororubber sealing ring is combined with the silicone oil injection system at the positive pressure of 5kPa, so that salt spray corrosion resistance of a sleeve protection structure is improved to have no leakage in 2000 hours in ASTM B117 standard, and the internal humidity is stably controlled below 28%. A calculation error of temperature deformation is reduced from 10.9 mm to 10.4 mm by a weighted temperature gradient compensation algorithm of 60% weight at the top portion, so that an accuracy is improved by 55% compared with the traditional average method. According to a trigger mechanism in which three-dimensional laser scanning at an accuracy of 0.5 mm is combined with a threshold of 1.2 mm, a millimeterscale microdeformation region which accounts for 0.15% of a monitored region is successfully captured, and a data resolution is improved by 3.8 times after the abnormal region is added with the monitoring points. When compactness degree data during the construction period are linked with a combined prediction model, a model residual standard deviation is reduced from 0.75 mm to 0.38 mm, and when three consecutive deviations are >10 mm, a model adaptive switching mechanism improves a predicted tting degree under complex geological conditions by 42%. 360-day continuous verication shows that the maximum predicted deviation is stabilized in a range of 1.31.5 mm, and a system reliability index reaches 0.98. In another embodiment, each layer of the two upper layers is rolled in two stages, the rolling is implemented in a direction perpendicular to an axis of the wharf at a frequency of 28 Hz for four times in the rst stage, and the rolling is adjusted to be implemented in a 300 tilted direction relative to the axis for four times in the second stage; when the single point value of the bearing capacity is lower than 170 kPa during the static cone penetration test, additional tilted rolling is carried out until reaching the standard, samples are taken at depths of 20 cm and 40 cm below the detection point synchronously during the static cone penetration test, and when a bearing capacity difference between the depths of 20 cm and 40 cm exceeds 25 kPa, additional 45° tilted intersected rolling is carried out in the detection point position for 3 times; During 4 times of supplementary rolling, the rst two times of supplementary rolling are implemented linearly at a frequency of 32 Hz and a speed of 1.8 km / h, and the last two times of supplementary rolling are implemented in an Sshaped path at a frequency of 28 Hz and a speed of 2.2 km / h; and when the surface layer of the foundation bed is accepted, a standard deviation control index is added, a bearing capacity standard deviation between 5 detection points is not more than 8 kPa, and a bearing capacity attenuation rate of sampling detection at a depth of 60 cm below each detection point is not more than 12%. In the above embodiment, an alternative rolling strategy in vertical and 30° tilted directions reduces an anisotropy coefcient of the foundation bed from 0.38 to 0.15, and a shear wave velocity test shows that a difference between horizontal and vertical compactness degrees of soil at a depth of 0-40 cm is reduced from 12% to 3.5%. According to a double-depth detection linkage mechanism of20 cm and 40 cm, a 25-32 kPa bearing capacity abrupt change region of the deep layer not found by traditional single-layer detection is successfully identied, and a detection coverage rate is increased by 2.4 times. The 45° tilted intersected supplementary rolling improves a soil modulus gradient in a transition region from 35 MPa / m to 12 MPa / m, and it is veried by three-dimensional numerical simulation that a stress concentration factor can be reduced by 58%. The rolling in the Sshaped path is combined with speed-frequency dynamic adjustment, so that energy transfer efciency in a supplementarily rolled region is improved by 40%. According to a double-control acceptance standard in which a standard deviation is 58 kPa and an attenuation rate at the depth of 60 cm is 512%, an overall uniformity index of the foundation bed is improved from 0.82 to 0.95. It is veried by 5,000 cyclic loading tests that a post-construction residual deformation amount is reduced to 42% of that of the traditional method, which effectively eliminates a hidden settlement risk caused by a weak interlayer of the deep layer. In another embodiment, a vertical vibration mode with a double amplitude of 7 mm is adopted during the rolling perpendicular to the axis of the wharf, and the vibration mode is switched to a horizontal vibration mode with an amplitude of 5 mm during the tilted rolling; the rst two times of rolling are implemented at a frequency of 30 Hz and a speed of 2.0 km / h with, and the third time of rolling is adjusted to be implemented at a frequency of 35 Hz and a speed of 1.6 km / h during the additional 45° tilted intersected rolling; a turning radius of the rolling in the S-shaped path is 8 m, and an overlapping width of adjacent rolling belts is 40 cm; when a sample is taken at the depth of 60 cm below the detection point of the static cone penetration test, 3 auxiliary detection points are taken at equal intervals within a range of l m from a center of the detection point, and when calculating the bearing capacity attenuation rate, a mean value is obtained after eliminating maximum and minimum values; and when calculating the bearing capacity standard deviation, layered standard deviations at depths of 20 cm and 40 cm below the surface layer are counted synchronously, wherein the standard deviation of the surface layer is not more than 6 kPa and the standard deviation of the deep layer is not more than 10 kPa. In the above embodiment, a mode switching strategy between the doubleamplitude of 7 mm in vertical vibration and the horizontal-amplitude of 5 mm in tilted vibration improves a vertical compactness degree of soil of the surface layer by18% and improves a shear strength of the deep layer by 22%, and it is veried by an anisotropy test that a horizontal / vertical modulus ratio of soil is optimized from 1: 0.8 to 1: 0.95. Frequency conversion control of 30 Hz>35 Hz is combined with speed gradient adjustment in the 45° intersected rolling, so that the energy transfer efciency in the transition region is improved by 35%, which eliminates a weak interlayer at a depth of 2030 cm caused by traditional single-parameter rolling. The design of the Sshaped path with the turning radius of 8 m and the overlapping width of 40 cm reduces a compactness degree standard deviation of a joint region of the rolling belt from 9 kPa to 3 kPa, and three-dimensional laser scanning shows that a atness of a rolled surface reaches 14 mm / m. A sampling strategy of three radial auxiliary detection points reduces a dispersion coefcient of bearing capacity data at the depth of 60 cm from 0.25 to 0.12, and improves the data reliability by 2.3 times. The control over the layered standard deviation improves a full-depth bearing capacity uniformity index of the foundation bed from 0.76 to 0.93, and it is veried by 500 cyclic loading tests that the residual deformation amount is reduced to 45% of that of the traditional process, which effectively inhibits a stress concentration effect caused by modulus abrupt change. Although the implementations of the present invention have been disclosed above, the implementations are not limited to the applications listed in the specication and the embodiments, and can be fully applied to various elds suitable for the present invention, and additional modications can be easily implemented by those skilled in the art. Therefore, the present invention is not limited to the specic details and the embodiments shown and described herein without departing from the general concept dened by the claims and the equivalent scope.

Claims

1. Construction method for a gravity type square block quay, which according to the the following steps will be implemented: in a foundation bed treatment phase, performing layered rolling on a surface layer of the foundation bed by means of a crawler track vibratory roller device with a vibration frequency of 28 Hz, with a thickness of each layer of 40 cm and a number of roll times of each layer 8, detecting a bearing capacity of the surface layer of the foundation bed by means of a static cone penetration tester after rolling is completed, and stopping of rolling when a total average value of the bearing capacity Z is 180 kPa and a single point value 2 is 170 kPa; in an assembly phase of a prefabricated concrete square block, the lifting of the precast concrete square block by means of a 350t crawler crane equipped with a three-dimensional coordinate positioning system, monitoring a plane position of the square block in real time by means of a GPS positioning module during lifting, switching to a millimeter wave radar rangefinder to control a sink rate when a bottom surface of the square block is 50 cm from the surface of the foundation bed has been removed, rechecking elevations of four corners of a top section of the square block by means of a total station after installation of the square block in place, and arranging for an elevation deviation between top portions of adjacent square blocks within :I:3 mm; in a treatment phase of a square block space, filling a vertical seam between adjacent precast concrete square blocks with graded broken stones with a particle size of 5 10 mm, the filling being carried out by a layered injection method and a filling height of each layer is 30 cm, and the immediate insertion of a 25 mm diameter vibratory rod for vibratory compaction after filling, whereby an insertion depth of the vibrating rod penetrates through an entire filling layer; in a phase of backward backfilling, performing the backfilling by a construction method of combining layered paving with pre-compression, where a backfill thickness of each layer is 60 cm, performing continuous rolling for 6 times by by means of a plate vibration compactor with an exciting force of 380 kN after paving, the immediate detection of a degree of compaction of a sand filling method after the rolling is completed, and performing the backfilling of the next layer when the compactness degree reached 93%; and in a settling monitoring phase, arranging a settling observation section every 30 m along a lengthwise direction of the quay, arranging 3 settling observation points on each section, the pre-embedding of the observation points in the top portion of the concrete square block with stainless steel measuring nails, performing precision leveling twice a week during a construction period, and continued monitoring after construction until a monthly sediment quantity is less than 2 mm for three consecutive months.

2. Construction method for a gravity type square block quay according to claim l, characterized in that in the treatment phase of the foundation bed, when a total the treatment depth of the foundation bed is 1.6 m, rolling of two top layers is carried out equipped with a vibration frequency of 28 Hz and a travel speed of 2 km / h, and rolling two underlayers are adjusted to be performed with a vibration frequency of 32 Hz and a travel speed of 1.5 km / h; a static cone penetration test is performed on a intersection of a 4m grid >< 4m after each rolling is completed, and the additional rolling is performed twice within a range of 2 m around each detection point; when detected that a carrying capacity deviation between three adjacent points is more than 15 kPa, the additional rolling is performed 4 times in a point position with a low value, and then the point is detected again; and when a total bearing capacity of the surface layer of the foundation bed is accepted, an average value of 5 detection points per 200 m2 is taken as the assessment value, and a single point value is not less than 170 kPa.

3. Construction method for a gravity type square block quay according to claim l, characterized in that in the assembly phase of the prefabricated concrete square block, millimeter wave radar rangefinder controls the sink rate at 5 cm / s when the bottom surface of the square block is 30 - 50 cm away from the surface of the foundation bed, and the sink rate is switched to 2 cm / s when the distance is less than 30 cm; that a two-axis tilt sensor is placed between a crane boom and the square block, whereby a buzzer alarm is automatically activated and sinking is paused when monitored that a tilt degree of the square block is more than 0.50; and that the square block with an elevation deviation of more than i2 mm for the second time placed after re-checking by the total station, with the four corners of the square block are lifted by a 50t hydraulic jack, with a lifting height set at 1.2 times the deviation, and where an epoxy resin mortar pad is re-applied after jacking. injected and vibrated and compressed for the second time.

4. Construction method for a gravity type square block quay according to claim l, characterized in that in the treatment phase of the square block interspace the vibrating rod continuously vibrates at a frequency of 28 Hz for 20 seconds after insertion, and then pulled out at a uniform speed of 5 cm / s while continuing to vibrate with a frequency of 18 Hz, and a vibrating hole with a diameter of 8 cm is created formed in a surface of the fill layer after the vibratory rod has been pulled out; that the graded Crushed stones consist of 40% particles with a particle size of 5 - 7 mm, 55% particles with a particle size of 7 - 10 mm and 5% screened stone powder particles; and that secondary insertion and vibration are performed in a center position from a distance between adjacent vibratory holes, with a secondary vibratory depth of two-thirds of a thickness of the filling layer, where the lifting speed of the vibrating rod is controlled at 3 cm / s, and where after the vibration is completed, the vibrating hole is filled with crushed stones of the same ratio until the filled vibratory hole is level with the filler layer.

5. Construction method for a gravity type square block quay according to claim l, characterized in that in the phase of backward backfilling the first four times are rolled equipped with a vibration frequency of 38 Hz and a travel speed of 1.8 m / min, and the last two rolls are adjusted to be performed at a vibration frequency of 25 Hz and a travel speed of 1.2 m / min; that when the sand filling method is used for detection, a backfilled area of ​​each layer is divided into a grid of 3 m >< 3 m, and there are in total 5 detection locations in a center and four corners of each grid, where it was judged that the backfilled area is qualified when a degree of compactness of the center is 2 95%, a degree of compactness of the four corners is 2 92% and a average value of the entire layer 2 is 93%; and that when the single layer If the compactness degree detection does not meet the standard, the additional rolling is performed twice carried out in an area with a low degree of compaction, and then the area re-detected and a 45° intersection angle is formed between a travel direction of the vibratory compactor and a direction of the initial rolling during the additional rolling.

6. Construction method for a gravity type square block quay according to claim l, characterized in that in the settling monitoring phase a monitoring frequency is applied during the construction period is dynamically adjusted according to a construction progress, and when If the backfill thickness exceeds 2 m in one week, leveling is carried out three times a week intensively carried out; that a PVC protective sleeve with a diameter of 100 mm is attached to a outer edge of the stainless steel measuring nail is fitted, and a public stainless steel sealing sleeve is mounted to a top portion of the sleeve; that an embedded temperature sensor is mounted synchronously on each observation section, the measurement data are compensated by a temperature distortion coefficient of 0.011 mm / OC, and then an actual sedimentation amount is calculated; that during the monitoring after the construction a double control standard is established, and when a cumulative sediment amount of two consecutive months of one of the observation sections 5 mm exceeds or a differential settling amount of adjacent sections reaches 3 mm, a yellow warning is automatically activated and additional intensive monitoring is initiated is started; and all measurement data are adjusted by cubic polynomial to obtain a to establish a sedimentation prediction model, and it is considered that the monitoring is terminated when a model residual within i0.8 mm is checked.

7. Construction method for a gravity type square block quay according to claim 6, characterized in that an inner wall of the PVC protective sleeve is provided with three annular rubber sealing rings, a distance between the sealing rings is 15 cm and a liquid level of silicone oil injected into the sleeve is two-thirds of a height of the sleeve; that the embedded temperature sensor is provided with three probes which are in a equilateral triangle arranged 80 cm below the top portion of the concrete square block, and an influence of the temperature gradient is calculated using a weighted average method based on temperature data; that when a dynamic monitoring frequency is adjusted, vibration parameters of construction machines are synchronous related, and when the vibratory roller device is within 10 m of the monitoring section is operated for more than 4 hours in one day, a high frequency laser scanning measurement added; that after the yellow warning is triggered by the double control standard is activated, the monitoring frequency is reduced to twice a week increased, and the simultaneous adjustment data of three adjacent sections synchronized in each measurement is collected; that the parameters of a cubic polynomial fitting model are corrected every two months, abnormal values ​​with a residual of more than il ,2 mm after temperature compensation are eliminated during the correction, and a maximum deviation between a corrected model predicted curve and an actual settling curve not is greater than 1.5 mm.

8. Construction method for a gravity type square block quay according to claim 7, characterized in that the annular rubber sealing ring is made of fluororubber, and an outer surface of the annular rubber sealing ring is provided with a V-shaped groove with a depth of 2 mm and a width of 3 mm; which is used as silicone oil Methyl silicone oil with a viscosity of 350 cSt is used, and an air pressure within the sleeve remains 5 kPa higher than an air pressure outside the sleeve during injection; that a distance between the temperature sensor probes are set to 50 cm, and a data weight of the top probe accounts for 60% and data weights from two bottom probes account for 20% respectively take place during the calculation according to the weighted average method; that in the high frequency laser scanning measurement uses three-dimensional point cloud collection with an accuracy of 0.5 mm, and when an elevation difference between adjacent monitoring points in a single data scan is greater than 1.2 mm, 5 additional temporary monitoring points are arranged in an abnormal area; and that when the cubic polynomial fitting model is corrected, historical data of rear fill compaction degree during the construction period are introduced synchronously, and when a model-predicted deviation exceeds 1.0 mm for three consecutive times, the model automatically switches to a combined exponential function model and logarithmic function for iterative calculation.

9. Construction method for a gravity type square block quay according to claim 2, characterized in that in the treatment phase of the foundation bed each layer of the two top layers are rolled in two stages, the rolling is carried out in a direction perpendicular to an axis of the quay with a frequency of 28 Hz four times in the first phase, and the rolling is adapted to be performed in a tilt direction of 30° relative to the axis four time in the second phase; that when the single point value of bearing capacity is less than 170 kPa During the static cone penetration test, additional tilted rolling is performed until to reach the standard, samples are taken at a depth of 20 cm and 40 cm below the detection point synchronously during the static cone penetration test, and when a the difference in the load-bearing capacity between the depths of 20 cm and 40 cm is more than 25 kPa, the additional 45° tilted crossed rollers performed in the detection point position during 3 times; that during 4 additional rolls the first two additional rolls are linear performed at a frequency of 32 Hz and a speed of 1.8 km / h, and the last two times additional rollers in an S-shaped path are performed at a frequency of 28 Hz and a speed of 2.2 km / h; and that when the surface layer of the foundation bed is accepted, a standard deviation control index is added, a standard deviation of load-bearing capacity between 5 detection points does not exceed 8 kPa, and a attenuation rate of carrying capacity in sampling detection at a depth of 60 cm below each detection point does not exceed 12%.

10. Construction method for a gravity type square block quay according to claim 9, characterized in that a vertical vibration mode with a double amplitude of 7 mm is provided used while rolling perpendicular to the axis of the quay, and the vibration mode is switched to a horizontal vibration mode with an amplitude of 5 mm during tilted rolling; that the rolling of the first two times is performed at a frequency of 30 Hz and a speed of 2.0 km / h, and the rolling of the third time is adjusted to be performed with a frequency of 35 Hz and a speed of 1.6 km / h during the additional 45° tilted crossing rollers; that a turning radius of the rollers in the S-shaped path is 8 m, and an overlapping width of adjacent roller tapes is 40 cm; that when a sample is taken at a depth of 60 cm below the detection point of the static cone penetration test, 3 auxiliary detection points are taken at equal intervals within a range of 1 m from a center of the detection point, and when calculating the weakening rate of bearing capacity an average value is obtained after the eliminating maximum and minimum values; and that when calculating the standard deviation of bearing capacity, layered standard deviations at a depth of 20 cm and 40 cm below the surface layer are counted synchronously, with the standard deviation of the surface layer is not more than 6 kPa and the standard deviation of the deep layer is not more than 10 kPa.