CN117552483A - Test method for foundation reinforcement influence range of dynamic compaction treatment - Google Patents
Test method for foundation reinforcement influence range of dynamic compaction treatment Download PDFInfo
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- 238000005056 compaction Methods 0.000 title claims abstract description 140
- 230000002787 reinforcement Effects 0.000 title claims abstract description 41
- 238000010998 test method Methods 0.000 title abstract description 8
- 238000012544 monitoring process Methods 0.000 claims abstract description 464
- 238000006073 displacement reaction Methods 0.000 claims abstract description 236
- 239000002689 soil Substances 0.000 claims abstract description 140
- 238000012360 testing method Methods 0.000 claims abstract description 124
- 238000000034 method Methods 0.000 claims abstract description 68
- 238000010276 construction Methods 0.000 claims abstract description 54
- 238000002474 experimental method Methods 0.000 claims abstract description 24
- 238000004062 sedimentation Methods 0.000 claims description 208
- 229910000831 Steel Inorganic materials 0.000 claims description 73
- 239000010959 steel Substances 0.000 claims description 73
- 238000005553 drilling Methods 0.000 claims description 57
- 239000000523 sample Substances 0.000 claims description 55
- 230000008569 process Effects 0.000 claims description 40
- 230000008859 change Effects 0.000 claims description 36
- 230000005540 biological transmission Effects 0.000 claims description 25
- 239000010720 hydraulic oil Substances 0.000 claims description 15
- 238000011900 installation process Methods 0.000 claims description 15
- 239000006260 foam Substances 0.000 claims description 13
- 239000004576 sand Substances 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 4
- 230000009471 action Effects 0.000 claims description 3
- 229910000278 bentonite Inorganic materials 0.000 claims description 3
- 239000000440 bentonite Substances 0.000 claims description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 3
- 239000003921 oil Substances 0.000 claims description 3
- 238000005070 sampling Methods 0.000 abstract description 7
- 238000013100 final test Methods 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 55
- 238000009412 basement excavation Methods 0.000 description 7
- 239000000945 filler Substances 0.000 description 6
- 238000005259 measurement Methods 0.000 description 5
- 230000002093 peripheral effect Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 4
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- 238000004364 calculation method Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000011156 evaluation Methods 0.000 description 2
- 238000012806 monitoring device Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 230000003044 adaptive effect Effects 0.000 description 1
- 230000001186 cumulative effect Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A90/00—Technologies having an indirect contribution to adaptation to climate change
- Y02A90/30—Assessment of water resources
Abstract
The invention discloses a testing method for a foundation reinforcement influence range of dynamic compaction treatment, which comprises the following steps: the method comprises the steps of vertically arranging layered settlement monitoring points in the soil body range of the area where the bottom of the rammer for rammer point position experiments is in direct contact with the soil body, vertically arranging layered settlement and horizontal displacement monitoring points in the outer range of the area where the bottom of the rammer for rammer experiments is in direct contact with the soil body, respectively monitoring displacement conditions in the depth ranges of the layered settlement monitoring points and the layered settlement and horizontal displacement monitoring points before and after dynamic compaction construction, obtaining deformation amounts of the layered settlement monitoring points and the layered settlement and horizontal displacement monitoring points in the monitoring range, and calculating to obtain the reinforcement influence range of the dynamic compaction foundation. The invention realizes the deformation monitoring of different depths of the soil body in the dynamic compaction influence range, and has good monitoring precision. The method solves the problems of high sampling cost, and deviation between the final test result and engineering practice caused by limitations of the experimental result in the existing dynamic compaction reinforcement influence test method.
Description
Technical Field
The invention belongs to the field of geotechnical engineering detection, and particularly relates to a testing method for a foundation reinforcement influence range of dynamic compaction treatment.
Background
The dynamic compaction method is widely applied to the field of engineering construction as an important means of foundation treatment, and the effective evaluation of the foundation reinforcement influence range of the dynamic compaction treatment has a profound effect on the safety construction of engineering. The research of the existing dynamic compaction reinforcement influence range is mainly carried out by means of field tests, indoor model tests and numerical simulation.
The method is widely used in the current engineering, the soil body longitudinal reinforcement effect at the sampling position can be well judged according to the change degree of the soil layer physical and mechanical properties before and after dynamic compaction by sampling the foundation before and after dynamic compaction treatment on site at the tamping point and different positions around the tamping point, and the method has the defects of high manual sampling cost, few sampling positions, limited quantity, long test time, influence on the construction period and the like, and is easy to cause deviation between a final result and the actual engineering. Aiming at the problems, by means of indoor model tests and numerical simulation, an approximately accurate test result can be obtained in a short time with lower cost, and the tests can be repeatedly carried out, but the test result is limited to a certain extent due to the problems that the model has size effects, errors of using material parameters, the using equipment cannot completely simulate actual working conditions and the like, and the conclusion of the test is difficult to popularize and apply due to the fact that the reinforcement range judging results are not uniform among the detection means.
Disclosure of Invention
The invention provides a testing method for the reinforcement influence range of a dynamic compaction processing foundation, which has the advantages of reasonable design, low cost, time and labor saving, convenient installation, high reliability and higher degree of automation and can realize deformation monitoring of soil bodies at different depths in the dynamic compaction influence range, aiming at overcoming the defects that the sampling cost is high, the experimental result has limitation, and the final test result deviates from the engineering practice.
A testing method for the reinforcement influence range of a dynamic compaction foundation comprises the following steps:
firstly, arranging deformation monitoring points at the rammer points, wherein the deformation monitoring points comprise layered settlement monitoring points which are arranged in a 4-6m direct contact area between the bottom of the rammer for the test and the soil body along the vertical direction, and layered settlement and horizontal displacement monitoring points which are arranged outside a 1.5-2m direct contact area between the bottom of the rammer for the test and the soil body along the vertical direction; after the arrangement of the deformation monitoring points is completed, installing the deformation monitoring elements and acquiring the monitoring data of the deformation monitoring points in the depth range before dynamic compaction;
then hoisting the rammer for the test to the position of the tamping point of the deformation monitoring point according to the position of the deformation monitoring point, acquiring the monitoring data of the deformation monitoring point in the depth range in the dynamic compaction construction process when the rammer for the test is hit, and acquiring the monitoring data of the deformation monitoring point in the depth range after the dynamic compaction test after the rammer for the test is hit;
And finally, combining original soil conditions of the construction area with deformation monitoring point monitoring data in the dynamic compaction construction process and deformation monitoring point monitoring data after the dynamic compaction test to calculate the foundation reinforcement influence range.
Further, the layering settlement monitoring points are distributed in soil body in a region where the bottom of the rammer for the test is in direct contact with the soil body at the position of the rammer point according to the size of the rammer for the test, wherein 1 of the layering settlement monitoring points are positioned at the center of the rammer point, the rest layering settlement monitoring points are uniformly distributed on a connecting line which forms the same included angle with the center of the rammer point and are kept in the range of the rammer point, the connecting line between the rest layering settlement monitoring points and the center of the rammer point forms an included angle of 360 degrees/(Q-1), and the distance between the rest layering settlement monitoring points and the center of the rammer point is 0.5-0.8 m; the method is characterized in that the layered settlement and horizontal displacement monitoring points are arranged on the periphery of the bottom of the rammer for experiments, the layered settlement and horizontal displacement monitoring points take a ramming point center O as an end point, the connecting line of the ramming point center and the layered settlement point of the soil body at the bottom of the rammer is a radial line, the layered settlement and horizontal displacement monitoring points are arranged, an included angle formed by two adjacent radial lines is 360 degrees/(Q-1), the first point on each radial line is positioned at the position of 0.5-1.5 m of the lateral line of the rammer for experiments, then one point is arranged at each interval of 1-2 m, and the number of the arranged points is determined according to the specification and the ramming energy level of the rammer for experiments.
Further, the steps of installing the deformation monitoring element and acquiring the monitoring data of the layered settlement monitoring point and the layered settlement and horizontal displacement monitoring point before dynamic compaction are as follows: firstly, a dry drilling method is adopted to drill a soil body to be monitored, a plurality of rammer bottom drill holes for tests and rammer outer drill holes for tests are formed, the aperture ratio of the rammer bottom drill holes for tests with layered vertical bottom ranges for the rammers for tests is 10 mm-20 mm larger than the maximum outer diameter d of the corresponding tandem displacement meter and the sedimentation plate, and the aperture ratio of the rammer bottom outer drill holes for tests with layered sedimentation and horizontal displacement monitoring points for the peripheral ranges for the rammers for tests is 50 mm-100 mm larger than the maximum outer diameter d of the corresponding inclined tube. The drilling depth is determined according to the dynamic compaction energy level, geological conditions and other factors. And erecting a level gauge at the position of 6-10m of the periphery of the soil body to be monitored, wherein the erection height is 1.0-1.5 m, so that the observation is convenient. After the observation position is selected, the leveling instrument is erected, and the leveling instrument is not suitable for position change before and after construction. Measuring the depth of the drilled hole by using a level gauge after drilling is finished, and keeping the measurement error of the depth of the bottom of the drilled hole within a control range; then installing a measuring component and a measuring instrument on the ground of the drilling hole at the bottom of each rammer for test, wherein a layered settlement monitoring point is arranged in the drilling hole at the bottom of each rammer for test, a layered settlement and horizontal displacement monitoring point is arranged in the drilling hole outside each rammer for test, and an electromagnetic settlement meter and an inclinometer are installed on the ground of the drilling hole outside each rammer for test; finally, recording elevation data and initial elevation data of each layered settlement monitoring point after the installation process and the completion by using a level gauge, recording settlement data of each layered settlement monitoring point by using a measuring instrument and a measuring component, and respectively recording settlement data and horizontal displacement data of each layered settlement and horizontal displacement monitoring point after the installation process and the completion by using an electromagnetic settlement meter and an inclinometer; the measuring member comprises a pulley frame, pulleys and a measuring member steel ruler, the pulleys are arranged on the pulley frame, the measuring member steel ruler is placed in grooves of the pulleys, one end of the measuring member steel ruler is located in a drilling hole and connected with a plumb bob, and the other end of the measuring member steel ruler is suspended with a dynamometer. The measuring component is assembled, the pulley frame is vertically erected, the measuring component steel ruler is placed in the groove of the pulley, the measuring end of the measuring component steel ruler is cleaned, the plumb bob is naturally plumb, the tip is downward, and the dynamometer is hung at the other end of the measuring component steel ruler. When the measuring members are measured before and after construction of the same layout point, the same erection point is preferably selected.
Further, the layered settlement monitoring points are formed by uniformly vertically arranging a plurality of settlement monitoring nodes in a drilled hole at the bottom of the rammer for the test, the settlement monitoring nodes comprise serially connected displacement meters which are arranged in a region range with weak deep dynamic compaction influence and settlement plates which are arranged in a region range with strong shallow dynamic compaction influence, the settlement plates are connected with one ends of guiding and measuring rods, the other ends of the guiding and measuring rods are connected with the guiding and measuring plates, hanging rings for connecting steel ropes are further arranged on the settlement plates, measuring members are erected on the ground of the layered settlement monitoring points and steel scales are lowered, the tips of the steel scale hanging hammers are contacted with the surface of the guiding and measuring plates, data of the steel scales are read, and the serially connected displacement meters are connected with the measuring instruments through data transmission, and the data on the measuring members and the measuring instruments are settlement data of the settlement monitoring nodes;
the installation process of the serial displacement meter of the settlement monitoring node is as follows:
(1) The 1 st sedimentation monitoring node is positioned in the stable stratum, the node number is increased step by step from the 1 st node of the stable stratum, and n sedimentation monitoring nodes are sequentially distributed from bottom to top along the inner side wall of the drill hole; wherein n is a positive integer, n is more than or equal to 2, and the vertical distance between two adjacent sedimentation monitoring nodes is not less than 1m;
(2) A hydraulic pipe joint is arranged at the first sedimentation monitoring node at the bottom, an oil inlet channel is arranged in the hydraulic pipe joint, a steel wire rope is adopted to pass through a hanging ring at the 1 st sedimentation monitoring node, the steel wire rope is fixedly connected with the hanging ring through a rope clamp, a hydraulic pipe connected with the 1 st sedimentation monitoring node is upwards extended to the 2 nd sedimentation monitoring node, and a data transmission wire at the first sedimentation monitoring node at the bottom is upwards extended to the 2 nd sedimentation monitoring node;
(3) Repeating the step (2), sequentially and fixedly connecting the steel wire rope with the hanging ring at the ith sedimentation monitoring node through a rope clamp, upwards extending the hydraulic pipe connected with the ith sedimentation monitoring node to the (i+1) th sedimentation monitoring node, and sequentially communicating the hydraulic pipes; extending the data transmission wire at the ith sedimentation monitoring node upwards to the (i+1) th sedimentation monitoring node, and sequentially communicating the data transmission wires;
(4) The hydraulic pipe at the nth sedimentation monitoring node is extended upwards to be connected with a hydraulic pump, the hydraulic pump is operated to work, hydraulic oil provided by the hydraulic pump passes through the hydraulic pipe, the output hydraulic oil passes through each sedimentation monitoring node from top to bottom, finally reaches the 1 st sedimentation monitoring node in a stable stratum, hydraulic anchor heads in the sedimentation monitoring nodes expand under the pressure action of the hydraulic oil, and the hydraulic anchor heads in the sedimentation monitoring nodes are anchored at each sedimentation monitoring node;
(5) Hoisting the steel wire rope by adopting a hoisting machine, and ensuring that the vertical central lines of the 1 st sedimentation monitoring node and the n th sedimentation monitoring node are overlapped with the vertical central line of the drilling hole; the length of the steel wire rope between two adjacent sedimentation monitoring nodes is larger than the vertical distance between the two adjacent sedimentation monitoring nodes;
(6) Coiling and placing a data transmission wire and a hydraulic oil pipe at the top of a settlement monitoring node, and placing EPS foam with the thickness of 20-40 cm at the tops of the wire and the hydraulic oil pipe;
the installation process of the sedimentation plate of the sedimentation monitoring node is as follows:
(1) Filling soil at the top of EPS foam until the design elevation of the (n+1) th sedimentation monitoring node adjacent to the n th sedimentation monitoring node of the serial displacement meter is reached, wherein the intervals among the sedimentation monitoring nodes are kept consistent;
(2) Installing sedimentation plates at the designed elevation of each sedimentation monitoring point in the area range with strong impact of shallow dynamic compaction, measuring the elevation of each sedimentation plate through a level gauge, and backfilling among the sedimentation plates by adopting compacted filling soil;
(3) Repeating the step (2), completing the installation of all the sedimentation plates in the area with strong impact of shallow dynamic compaction, and recording the initial elevation data of each sedimentation plate, namely the difference between the sedimentation data measured by the measuring component and the elevation data of the sedimentation plates measured by the level gauge;
(4) And backfilling the drilling holes of the layered settlement monitoring points by adopting fine sand and bentonite.
Further, the installation process of the layered settlement and horizontal displacement monitoring points is as follows: firstly, placing an inclinometer pipe in a layered settlement and horizontal displacement monitoring point drill hole, wherein a bottom end enclosure of the inclinometer pipe is positioned in a stable stratum, settlement and horizontal displacement monitoring nodes are vertically and uniformly distributed in the inclinometer pipe, and after the inclinometer pipe is placed, pouring mixed cement mortar between the outside of the pipe and the hole wall, so that the whole inclination degree of the inclinometer pipe is ensured not to exceed 5%, and the bottom plugging and fixing work of the inclinometer pipe is completed;
then a plurality of sedimentation magnetic rings are distributed from bottom to top along the depth range of the drilling hole, the sedimentation magnetic rings with permanent magnets are fixed on the inclinometer pipe, the vertical distance between every two sedimentation magnetic rings is kept consistent, and the elevation of the sedimentation magnetic ring node is kept consistent with the elevation of the sedimentation and horizontal displacement monitoring node in the inclinometer pipe; and finally, measuring the initial elevation of each layered settlement and horizontal displacement monitoring node in the depth range of the layered settlement and horizontal displacement monitoring point, connecting an electromagnetic settlement meter probe with a reading switch to the inclinometer through an electromagnetic settlement meter steel rule, arranging two wires on two sides of the electromagnetic settlement meter steel rule, closing the reading switch of the electromagnetic settlement meter probe when the electromagnetic settlement meter probe passes through the settlement magnetic ring, sounding an electromagnetic settlement meter steel rule winch buzzer on the earth surface, reading the scale value corresponding to the electromagnetic settlement meter steel rule on the pipe orifice marking point at the moment, namely, obtaining the depth of the settlement magnetic ring, and recording the settlement data.
Further, the step of obtaining deformation monitoring point monitoring data in the depth range in the dynamic compaction construction process is as follows:
(1) In the dynamic compaction construction process, after each compaction experiment is carried out and the rammer falls to the ground, after the soil layer changes stably, starting the data measurement work of the layering settlement and horizontal displacement monitoring points; when the electromagnetic settlement meter probe enters the range of the magnetic field of the settlement magnetic ring, the switch of the electromagnetic settlement meter probe is closed, a buzzer of the receiving system emits beeping sound or an indicator lamp is lightened, and at the moment, the scale value corresponding to the electromagnetic settlement meter steel ruler cable on the pipe orifice mark point is read, namely the depth data of the settlement magnetic ring of the layered settlement and horizontal displacement monitoring point position under the corresponding ramming times;
(2) The 1 st sedimentation and horizontal displacement monitoring node in the inclinometer pipe is positioned in a soil layer change stable stratum, the node number is increased step by step from the 1 st node of the soil layer change stable stratum, and the soil layer between the i-th sedimentation and horizontal displacement monitoring node and the i+1-th sedimentation and horizontal displacement monitoring node is recorded as an i-th soil layer; wherein i is a positive integer, and i is more than or equal to 1 and less than n;
(3) The serial numbers of the electromagnetic sedimentation meters on the ground of the outer drilling hole of the rammer for the test are recorded as 1 to n, the sedimentation data of the n electromagnetic sedimentation meters are collected, and the relative sedimentation amount of the ith soil layer is obtained ；
(4) According to the formulaObtaining absolute settlement of the ith soil layer relative stable stratum under the jth ramming frequency +.>The method comprises the steps of carrying out a first treatment on the surface of the Wherein i 'is a positive integer, and i' is more than or equal to 1 and less than or equal to i;
(5) Respectively recording absolute settlement amounts of the relatively stable stratum corresponding to the ith soil layer obtained under the J-th ramming frequency as S i (1)，...，S i (j) ...，S i (J) Drawing and fitting to obtain a settlement amount change curve of the ith soil layer along with the increase of the ramming times by taking the ramming times j as an abscissa and taking the absolute settlement amount of the ith soil layer relative stable stratum as an ordinate, and obtaining the settlement change amount of the ith soil layer; wherein J is a positive integer, and 1 is less than or equal to J'≤J；
(6) Repeating the step (4) and the step (5) for a plurality of times to obtain sedimentation variation amounts of soil layers corresponding to all depth positions, and further obtaining sedimentation and horizontal displacement monitoring node positions corresponding to the maximum sedimentation variation amounts of the soil layers;
(7) Lowering inclinometer probes to acquire horizontal displacement deformation data, and acquiring the horizontal displacement data tested by n inclinometer probes to acquire the relative horizontal displacement of the ith soil layer after each ramming；
(8) The absolute horizontal displacement of the ith soil layer relative stable stratum obtained under the condition of J times of ramming is respectively recorded as V i (1)，...，V i (j) ...，V i (J) And drawing and fitting by taking the ramming times as an abscissa and the absolute horizontal displacement of the ith soil layer relative to the stable stratum as an ordinate to obtain a horizontal displacement variation curve of the ith soil layer under the condition of increasing along with the ramming times.
The inclinometer probe is lowered to obtain horizontal displacement data, the horizontal displacement data are change data of each settlement and horizontal displacement monitoring node, a member which is buckled with the inclinometer probe is arranged at the settlement and horizontal displacement monitoring node, after the inclinometer probe is fixed by the buckle, the inclinometer probe measures the displacement condition of the settlement and horizontal displacement monitoring node, after one settlement and horizontal displacement monitoring node is measured, the inclinometer probe is rotated to pass through the buckle, and when the next node is reached, the inclinometer probe is rotated to fix the buckle.
Further, the sedimentation data of the n electromagnetic sedimentation meters are collected to obtain the relative sedimentation amount of the ith soil layerThe specific process of (2) is as follows: firstly, monitoring the vertical displacement of each settlement and horizontal displacement monitoring node by adopting an electromagnetic settlement meter probe in an inclinometer pipe of a layered settlement and horizontal displacement monitoring point; then according to the displacement data tested by the electromagnetic settlement meter, testing the ith soil layer under the jth ramming frequency The difference between the depth data of the (j) th soil layer and the depth data measured by the (i) th soil layer under the j-1 th ramming times is recorded as the relative settlement of the (i) th soil layer under the j-1 th ramming times>The horizontal displacement data tested by the n inclinometer probes are collected to obtain the relative horizontal displacement of the ith soil layer after each ramming>The process is as follows: firstly, monitoring the horizontal displacement of each settlement and horizontal displacement monitoring node by adopting an inclinometer probe in an inclinometer pipe; then according to the horizontal displacement data tested by the inclinometer probe, the data tested by the ith soil layer inclinometer probe at the jth ramming frequency and the data tested by the ith soil layer inclinometer probe at the jth-1 ramming frequency are subjected to difference, and recorded as the absolute horizontal displacement of the ith soil layer at the jth ramming frequency +.>。
The step of acquiring the deformation monitoring point monitoring data after the dynamic compaction test is as follows:
after the dynamic compaction construction is finished, measuring data of layered settlement and horizontal displacement monitoring points according to the process of acquiring deformation monitoring point position monitoring data in the dynamic compaction construction process, obtaining horizontal displacement and settlement change data of each monitoring point of the layered settlement and horizontal displacement monitoring points, and obtaining a relevant settlement amount curve and a relevant horizontal displacement amount curve; and then acquiring data of the settlement monitoring points of the hammer bottom layering of the rammer for experiments, hoisting away the rammer for experiments from the construction point by using construction machinery, excavating the area near the arranged layering settlement monitoring points to the range of 1.0-1.5 m elevation below EPS foam at the tops of the settlement monitoring points, excavating soil around each settlement plate in the exploratory well by using a shovel, enabling each buried settlement plate to expose at least 1 connecting hole for connecting the guiding and measuring plates, connecting one end of each guiding and measuring rod with the settlement plate from top to bottom, connecting the other end of each guiding and measuring rod with the corresponding measuring plate, erecting a measuring member at the ground of each layering settlement monitoring point and lowering a measuring member steel ruler, enabling the tips of the measuring member steel lifting rams to be contacted with the positions of the surfaces of the guiding and measuring plates, observing the elevations of each settlement plate in different depth ranges of the layering settlement monitoring points by using a level gauge, finding out coiled data transmission wires through EPS foam plates arranged at the tops of the settlement monitoring points in the bottom ranges of the excavated exploratory wells, arranging data transmission wires by adopting a measuring and connecting in series displacement meter, measuring the data transmission wires of the measuring and measuring the settlement monitoring points, and measuring the settlement monitoring points and measuring the difference between the settlement monitoring points and the corresponding to the initial values in the top of the measuring points, and the settlement monitoring points and the measuring the settlement monitoring points.
Further, the method for testing the foundation reinforcement influence range by dynamic compaction comprises the following steps of: arranging final settlement data monitored at each layered settlement monitoring point, drawing settlement curves corresponding to different depths of each settlement monitoring node under the condition of dynamic compaction energy level, arranging settlement monitoring data and final settlement monitoring data in the process of tamping the layered settlement and horizontal displacement monitoring nodes, and drawing settlement curves and horizontal displacement curves corresponding to different depths of each layered settlement and horizontal displacement monitoring point under the condition of dynamic compaction energy level; and drawing a settlement quantity change curve and a horizontal displacement quantity change curve at each settlement and horizontal displacement monitoring node along with the increase of the tamping times under the condition of corresponding dynamic compaction energy level, and finally measuring and calculating the foundation reinforcement influence range by combining the original soil quality condition of a construction area, the horizontal displacement change curve of the monitoring node in the dynamic compaction construction process and the final displacement of the monitoring node after the dynamic compaction.
The soil body dynamic compaction reinforcement influence range monitoring device has the advantages of simple structure, reasonable design, simplicity and convenience in installation and layout and lower input cost, and can monitor deformation of different depths on the same vertical line of a soil layer in real time. Compared with the existing ramming point sampling, the indoor geotechnical test is more comprehensive in test, high in monitoring precision, high in automation degree and higher in efficiency, and the construction period is not affected basically.
According to the method, the deformation of each point in the monitoring range is obtained through monitoring and analyzing the horizontal displacement and the vertical settlement of different depths in each measuring point before and after the dynamic compaction construction, the reinforcing influence range of the dynamic compaction foundation is calculated, the vertical influence range and the horizontal diffusion influence range of the dynamic compaction construction in a real engineering site can be accurately obtained, the reinforcing influence areas are further divided according to statistics of the deformation of soil in different ranges, the reinforcing degree in each area in the dynamic compaction foundation treatment process is determined, compared with an indoor model test, the reinforcing influence range of the dynamic compaction treatment foundation can be truly reflected, and the test result has better guidance on the dynamic compaction construction and design.
The settlement monitoring component comprises a settlement plate, a serial displacement meter, an electromagnetic settlement meter and an inclinometer, has mature technology and simple equipment installation and use, and in the monitoring range, a plurality of groups of measuring points are uniformly and radially arranged from the center of the hammer bottom, so that the settlement deformation conditions of the impact area and the peripheral impact area of the hammer bottom of the rammer for experiments can be monitored respectively, and the accurate control of the dynamic compaction reinforcement range is realized.
Aiming at different reinforcement expressions of the region range with strong deep dynamic compaction influence and the region range with weak deep dynamic compaction influence of the bottom of the rammer for experiments, the invention carries out adaptive monitoring in a partitioned mode, monitors monitoring points of the region range with strong dynamic compaction influence with outstanding reinforcement effect from the ramming surface by adopting a settlement plate, and has larger self rigidity, and the settlement plate is not easy to be impacted by the dynamic compaction and is compressed by soil body to cause damage to result distortion; the area range with weak deep dynamic compaction influence and light reinforcement effect is monitored by adopting a serial displacement meter, the deformation amplitude of soil bodies of all layers in the area range with weak deep dynamic compaction influence is small, the deformation measuring condition among all monitoring points can be obviously observed by adopting the serial displacement meter which is sensitive to deformation, and the device has strong adaptability to the area range with weak deep dynamic compaction influence. The method adopts a mode of combining level observation and measuring instrument statistics under the excavation condition, and can realize accurate statistics of layering sedimentation of the bottom of the rammer for experiments.
Drawings
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
FIG. 1 is a schematic plan view of the test point layout of the dynamic compaction reinforcement influence range test method of the invention;
FIG. 2 is a sectional view of the test point layout of the dynamic compaction reinforcement influence range test method of the invention;
FIG. 3 is a schematic diagram of a method for burying a tandem type displacement meter in the dynamic compaction reinforcement influence range test method of the present invention;
FIG. 4 illustrates the embedding and initial value measurement of a settlement plate in a measuring point of the dynamic compaction reinforcement influence range test method of the invention;
FIG. 5 is a schematic diagram of the dynamic compaction measurement of the dynamic compaction reinforcement impact range test method of the present invention;
FIG. 6 is a schematic illustration of settlement calculation for an electromagnetic settlement meter;
FIG. 7 is a schematic diagram of the inclinometer tube composition;
FIG. 8 is a schematic view of a flattening structure in a borehole;
FIG. 9 is a schematic view of a settlement plate;
reference numerals illustrate:
1-rammer for test; 2-layering settlement monitoring points; 2-1-drilling holes at the bottom of the rammer for test; 2-settling plates; 2-2-1-hanging rings; 2-2-2-guiding rod; 2-2-3-guiding plate; 2-2-4-threads; 2-3-tamping the filling soil; 2-4-EPS foam; 2-5-serial displacement meter; 2-5-1-measuring instrument; 2-5-2-hydraulic pump; 2-5-3-displacement meter; 2-5-4-displacement transmission rod; 2-5-hydraulic anchor head; 2-5-6-telescopic tube; 2-5-7-the tube wall of the tandem type displacement meter; 3-layering sedimentation and horizontal displacement monitoring points; 3-1-an electromagnetic sedimentation instrument; 3-2-inclinometer; 3-inclinometer probe; 3-2-1-reader; 3-2-cable; 3-3-1-guide wheels; 3-3-2-guide groove; 3-4-electromagnetic sedimentation instrument probe; 3-5-settling magnetic rings; 3-6-inclinometer pipes; 3-7-drilling outside the rammer for experiments; 4-the ground; 5-leveling instrument; 6-a measuring member; 6-1, a pulley frame; 6-2-dynamometer; 6-3-pulley; 6-4, measuring a component steel rule; 6-5, hanging plumb bobs; 7-exploratory well; 8-hanging wires; 9-a hanging hammer; 10-a hanging hammer connecting ring; 11-cement mortar; 12-soil layer interface; 13-bottom head; 14-stabilizing the formation, 15-packing material.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Example 1
As shown in fig. 1 to 9, the method for testing the foundation reinforcement influence range by dynamic compaction according to the present embodiment includes the following steps: firstly, arranging deformation monitoring points at the tamping points, wherein the deformation monitoring points comprise layered settlement monitoring points 2 which are arranged in a region 4-6m of the direct contact area between the bottom of the tamping hammer 1 for the test and the soil body, and layered settlement and horizontal displacement monitoring points 3 which are arranged outside a region 1.5-2m of the direct contact area between the bottom of the tamping hammer 1 for the test and the soil body; after the arrangement of the deformation monitoring points is completed, installing the deformation monitoring elements and acquiring the monitoring data of the deformation monitoring points in the depth range before dynamic compaction; then hoisting the rammer for the test to the position of the tamping point of the deformation monitoring point according to the position of the deformation monitoring point, acquiring the monitoring data of the deformation monitoring point in the depth range in the dynamic compaction construction process when the rammer for the test is hit, and acquiring the monitoring data of the deformation monitoring point in the depth range after the dynamic compaction test after the rammer for the test is hit; and finally, combining original soil conditions of the construction area, deformation monitoring point monitoring data in a depth range in the dynamic compaction construction process and deformation monitoring point monitoring data in a depth range after a dynamic compaction test, respectively monitoring displacement conditions in the depth range of the deformation monitoring points before and after the dynamic compaction construction to obtain deformation amounts of all the deformation monitoring points in the monitoring range, and calculating to obtain the reinforcement influence range of the foundation processed by the dynamic compaction.
Further, the laying of the layered settlement monitoring points 2 is that the bottom of the rammer 1 for the test is laid in the soil body in the area where the bottom of the rammer 1 for the test is directly contacted with the soil body at the position of the rammer, Q pieces are in total, 1 of the layered settlement monitoring points are positioned at the center of the rammer, the rest layered settlement monitoring points 2 are uniformly distributed on a connecting line which forms the same included angle with the rammer and are kept in the range of the hammer bottom, the connecting line with the center of the rammer forms an included angle of 360 degrees/(Q-1), the distance between the rest layered settlement monitoring points 2 and the center of the rammer is 0.5-1.5m, and the point positions are uniformly arranged according to one circle only because the area of the hammer bottom is limited; the layering sedimentation and horizontal displacement monitoring points 3 are arranged on the periphery of the bottom of the rammer 1 for the test, the layering sedimentation and horizontal displacement monitoring points 3 take the rammer point center O as an end point, the connecting line of the rammer point center and the layering sedimentation point of the soil body at the bottom of the rammer is taken as a ray, the radial arrangement is carried out, the included angle formed by two adjacent rays is 360 degrees/(Q-1), the first point on each ray is positioned at the position of 0.5 m-1.5 m of the lateral side line of the rammer 1 for the test, then one point is arranged at each interval of 1 m-2 m, and the number of the arranged points is determined according to the specification and the ramming energy level of the rammer for the test.
Further, the steps of installing the deformation monitoring element and acquiring the monitoring data of the deformation monitoring point in the depth range before dynamic compaction are as follows: firstly, a dry drilling method is adopted to drill a soil body to be monitored, a plurality of rammer bottom drilling holes 2-1 for tests and rammer outer drilling holes 3-7 for tests are formed, the aperture ratio of the rammer bottom drilling holes 2-1 for tests, which are layered and vertical in the bottom range of the rammer 1 for tests, is 10-20 mm larger than the maximum outer diameter d of the corresponding tandem displacement meter 2-5 and the sedimentation plate 2-2, and the aperture ratio of the rammer outer drilling holes 3-7 for tests, which are used for installing the layered sedimentation and horizontal displacement monitoring points 3, is 50-100 mm larger than the maximum outer diameter d of the corresponding inclinometer 3-6. The drilling depth is determined according to the dynamic compaction energy level, geological conditions and other factors. And erecting a level gauge 5 at the position of 6-15m of the periphery of the soil body to be monitored, wherein the erection height is 1.0-1.5 m, so that the observation is convenient. After the observation position is selected, the leveling instrument 5 is erected, and the leveling instrument 5 is not suitable for position change before and after construction. Measuring the drilling depth by using a level gauge 5 after drilling is finished, and keeping the measuring error of the drilling bottom depth within a control range; then, a measuring component 6 and a measuring instrument 2-5-1 are arranged on the ground 4 of each rammer bottom drilling hole 2-1 for test, a layered settlement monitoring point 2 is arranged in each rammer bottom drilling hole 2-1 for test, a layered settlement and horizontal displacement monitoring point 3 is arranged in each rammer outer drilling hole 3-7 for test, and an electromagnetic settlement meter 3-1 and an inclinometer 3-2 are arranged on the ground 4 of each rammer outer drilling hole 3-7 for test; finally, the elevation data and the initial elevation data of each layered settlement monitoring point 2 after the installation process and the completion are recorded through a level gauge 5, the settlement data of each layered settlement monitoring point 2 is recorded through a measuring instrument 2-5-1 and a measuring component 6, and the settlement data and the horizontal displacement data of each layered settlement and horizontal displacement monitoring point 3 after the installation process and the completion are respectively recorded through an electromagnetic settlement meter 3-1 and an inclinometer 3-2; the measuring component 6 comprises a pulley frame 6-1, a pulley 6-3 and a measuring component steel ruler 6-4, wherein the pulley 6-3 is arranged on the pulley frame 6-1, the measuring component steel ruler 6-4 is placed in a groove of the pulley 6-3, one end of the measuring component steel ruler 6-4 is positioned in a drilling hole and is connected with a plumb bob 6-5, and the other end of the measuring component steel ruler 6-4 is connected with a dynamometer 6-2. The measuring component 6 is assembled, the pulley frame 6-1 is vertically erected, the measuring component steel ruler 6-4 is placed in the groove of the pulley 6-3, the measuring end of the measuring component steel ruler 6-4 is cleaned, the plumb bob 6-5 is naturally plumb, the tip is downward, and the dynamometer 6-2 is hung at the other end of the measuring component steel ruler 6-4. The measuring member 6 is preferably selected from the same erection point when measuring before and after construction of the same layout point.
Further, the layered settlement monitoring point 2 is characterized in that a plurality of settlement monitoring nodes are vertically and uniformly distributed in a drilling hole 2-1 at the bottom of the rammer for the test, each settlement monitoring node comprises a serial displacement meter 2-5 distributed in a region range with weak impact of deep dynamic compaction and a settlement plate 2-2 distributed in a region range with strong impact of shallow surface dynamic compaction, the settlement plate 2-2 is connected with one end of a guiding rod 2-2-3, the other end of the guiding rod 2-2-2 is connected with the guiding plate 2-2-3, a hanging ring 2-2-1 for connecting a steel wire rope is further arranged on the settlement plate 2-2, a measuring member 6 is erected on the ground 4 of the layered settlement monitoring point 2, a measuring member steel rule 6-4 is lowered, the tip of the measuring member steel rule 6-4 contacts the surface of the guiding plate 2-2-3, the data of the measuring member steel rule 6-4 is read, the serial displacement meter 2-5 is connected with the measuring instrument 2-5-1 through data transmission, and the measuring member steel rule 6-4 and the measuring member steel rule 2-1 are the settlement monitoring nodes are subjected to settlement monitoring data;
the installation process of the sedimentation monitoring node for the tandem type displacement meter 2-5 is as follows:
(1) The 1 st sedimentation monitoring node is positioned in the stable stratum 14, the node number is increased step by step from the 1 st node of the stable stratum 14, and n sedimentation monitoring nodes are sequentially distributed from bottom to top along the inner side wall of the drill hole; wherein n is a positive integer, n is more than or equal to 2, and the vertical distance between two adjacent sedimentation monitoring nodes is not less than 1m;
(2) A hydraulic pipe joint is arranged at a first sedimentation monitoring node at the bottom, an oil inlet channel is arranged in the hydraulic pipe joint, a steel wire rope is adopted to pass through a lifting ring 2-2-1 at the 1 st sedimentation monitoring node, the steel wire rope is fixedly connected with the lifting ring 2-2-1 through a rope clip, a hydraulic pipe connected with the 1 st sedimentation monitoring node extends upwards to the 2 nd sedimentation monitoring node, and a data transmission wire at the first sedimentation monitoring node at the bottom extends upwards to the 2 nd sedimentation monitoring node;
(3) Repeating the step (2), sequentially and fixedly connecting the steel wire rope with the hanging ring 2-2-1 at the ith sedimentation monitoring node through a rope clip, extending the hydraulic pipe connected at the ith sedimentation monitoring node upwards to the (i+1) th sedimentation monitoring node, and sequentially communicating the hydraulic pipes; extending the data transmission wire at the ith sedimentation monitoring node upwards to the (i+1) th sedimentation monitoring node, and sequentially communicating the data transmission wires;
(4) The hydraulic pipe at the nth sedimentation monitoring node is extended upwards to be connected with the hydraulic pump 2-5-2, the hydraulic pump 2-5-2 is operated to work, hydraulic oil provided by the hydraulic pump 2-5-2 passes through the hydraulic pipe, the output hydraulic oil passes through each sedimentation monitoring node from top to bottom and finally reaches the 1 st sedimentation monitoring node in the stable stratum, the hydraulic anchor heads 2-5-5 in the sedimentation monitoring nodes are expanded under the pressure action of the hydraulic oil, and the hydraulic anchor heads 2-5-5 in the sedimentation monitoring nodes are anchored at each sedimentation monitoring node;
(5) Hoisting the steel wire rope by adopting a hoisting machine, and ensuring that the vertical central lines of the 1 st sedimentation monitoring node and the n th sedimentation monitoring node are overlapped with the vertical central line of the drilling hole; the length of the steel wire rope between two adjacent sedimentation monitoring nodes is larger than the vertical distance between the two adjacent sedimentation monitoring nodes;
(6) Coiling and placing a data transmission wire and a hydraulic oil pipe at the top of a settlement monitoring node, and placing EPS foam 2-4 with the thickness of 20-40 cm at the top of the wire and the hydraulic oil pipe;
the installation process of the sedimentation plate 2-2 of the sedimentation monitoring node is as follows:
(1) Filling soil at the top of the EPS foam 2-4 until the design elevation of an n+1th sedimentation monitoring node adjacent to an n-th sedimentation monitoring node of the serial displacement meter 2-5 is reached, wherein the intervals among the sedimentation monitoring nodes are kept consistent;
(2) Installing sedimentation plates 2-2 at the designed elevation of each sedimentation monitoring node in the area with stronger influence of shallow dynamic compaction, connecting lifting hammers 9 for leveling holes through lifting wires 8, connecting lifting hammer connecting rings 10 between the lifting wires 8 and the lifting hammers 9, compacting soil at the lower parts of the sedimentation plates 2-2 through downward hammering for many times, after reaching the elevation of the corresponding surface layer, retracting the lifting hammers 9, measuring the elevation of each sedimentation plate 2-2 through a level gauge 5, and backfilling the sedimentation plates 2-2 by tamping filled soil 2-3;
(3) Repeating the step (2), completing the installation of all the sedimentation plates 2-2 in the area with strong impact of shallow dynamic compaction, and recording the initial elevation data of each sedimentation plate 2-2, namely the difference between the sedimentation data measured by the measuring component 6 and the elevation data of the sedimentation plates 2-2 measured by the level gauge 5;
(4) And backfilling the drilling hole openings of the layered settlement monitoring points 2 by adopting fine sand and bentonite.
Further, the installation process of the layered settlement and horizontal displacement monitoring point 3 is as follows: firstly, placing an inclinometer pipe 3-6 in a drill hole of a layered settlement and horizontal displacement monitoring point 3, wherein a bottom seal head 13 of the inclinometer pipe 3-6 is positioned in a stable stratum 14, settlement and horizontal displacement monitoring nodes are vertically and uniformly distributed in the inclinometer pipe 3-6, and after the settlement of the inclinometer pipe 3-6 is finished, pouring mixed cement mortar 11 between the outside of the pipe and the hole wall, so that the integral inclination degree of the inclinometer pipe 3-6 is ensured not to exceed 5%, and the bottom plugging and fixing work of the inclinometer pipe 3-6 is completed; then a plurality of sedimentation magnetic rings 3-5 are distributed from bottom to top along the depth range of the drilling hole, the sedimentation magnetic rings 3-5 with permanent magnets are fixed on the inclinometer pipe 3-6, the vertical distance between each sedimentation magnetic ring 3-5 is kept consistent, and the elevation of the node of the sedimentation magnetic ring 3-5 is kept consistent with the elevation of the sedimentation and horizontal displacement monitoring node in the inclinometer pipe 3-6; and finally, measuring the initial elevation of each layered settlement and horizontal displacement monitoring node within the depth range of the layered settlement and horizontal displacement monitoring point 3, connecting an electromagnetic settlement meter probe 3-4 with a reading switch with an inclinometer probe through an electromagnetic settlement meter steel rule, placing the electromagnetic settlement meter probe into an inclinometer pipe 3-6, arranging two wires on two sides of the electromagnetic settlement meter steel rule, closing the reading switch of the electromagnetic settlement meter probe 3-4 when the electromagnetic settlement meter probe 3-4 passes through a settlement magnetic ring, sounding an electromagnetic settlement meter steel rule winch buzzer on the earth surface, reading the scale value corresponding to the electromagnetic settlement meter steel rule on a pipe orifice marking point at the moment, namely, obtaining the depth of the settlement magnetic ring 3-5, and recording settlement data.
Further, the step of acquiring monitoring data of deformation monitoring points in a depth range in the dynamic compaction construction process is as follows:
(1) In the dynamic compaction construction process, after each impact of the experimental rammer 1 falls to the ground, after the soil layer changes stably, starting data measurement work of the layering settlement and horizontal displacement monitoring points 3; when the electromagnetic settlement meter probe 3-4 enters the range of the magnetic field of the settlement magnetic ring 3-5, when the switch of the electromagnetic settlement meter probe 3-4 is closed, a buzzer of the receiving system sounds or an indicator lamp is lightened, and at the moment, the scale value corresponding to the electromagnetic settlement meter steel rule cable on the pipe orifice mark point is read, namely the depth data of the settlement magnetic ring 3-5 at the position of the layered settlement and horizontal displacement monitoring point 3 under the corresponding ramming times;
(2) The 1 st sedimentation and horizontal displacement monitoring node in the inclinometer pipes 3-6 is positioned in a soil layer change stable stratum, the node number is increased step by step from the 1 st node of the soil layer change stable stratum, and the soil layer between the i-th sedimentation and horizontal displacement monitoring node and the i+1-th sedimentation and horizontal displacement monitoring node is recorded as an i-th soil layer; wherein i is a positive integer, and i is more than or equal to 1 and less than n;
（3）the serial numbers of the electromagnetic sedimentation meters 3-1 on the ground of the outer drilling hole of the rammer 1 for the test are recorded as 1 to n, sedimentation data of the n electromagnetic sedimentation meters 3-1 are collected, and the relative sedimentation amount of the ith soil layer is obtained ；
(4) According to the formulaObtaining absolute settlement of the ith soil layer relative stable stratum under the jth ramming frequency +.>Wherein i 'is a positive integer, and i' is more than or equal to 1 and less than or equal to i;
(5) The absolute settlement of the relatively stable stratum 14 corresponding to the ith soil layer obtained under the J-th ramming frequency is respectively recorded as S i (1)，...，S i (j) ...，S i (J) With the number of rammingjThe absolute settlement of the ith soil layer relative stable stratum 14 is taken as an ordinate to draw and fit a settlement change curve of the ith soil layer with the increase of the ramming times, and the settlement change of the ith soil layer is obtained; wherein J is a positive integer, and J' is more than or equal to 1 and less than or equal to J;
(6) Repeating the step (4) and the step (5) for a plurality of times to obtain sedimentation variation amounts of soil layers corresponding to all depth positions, and further obtaining sedimentation and horizontal displacement monitoring node positions corresponding to the maximum sedimentation variation amounts of the soil layers;
(7) Lowering the inclinometer probe 3-3 to acquire horizontal displacement deformation data, and acquiring the horizontal displacement data tested by the n inclinometer probes 3-3 to acquire the relative horizontal displacement of the ith soil layer after each ramming；
(8) The absolute horizontal displacement of the ith soil layer relative to the stable stratum 14 obtained under the condition of the number of times of J ramming is respectively recorded as V i (1)，...，V i (j) ...，V i (J) The absolute level of the formation 14 is relatively stabilized by the ith soil layer, with the number of ramming being taken as the abscissaAnd drawing and fitting the displacement as an ordinate to obtain a horizontal displacement variation curve of the ith soil layer under the condition of increasing the number of ramming times.
Further, the sedimentation data of the n electromagnetic sedimentation meters 3-1 are collected to obtain the relative sedimentation amount of the ith soil layerThe specific process of (2) is as follows: firstly, monitoring the vertical displacement of each settlement and horizontal displacement monitoring node by adopting an electromagnetic settlement meter probe 3-4 in a inclinometer tube 3-6 of a layered settlement and horizontal displacement monitoring point 3; then according to the displacement data tested by the electromagnetic settlement meter 3-1, the difference value between the depth data tested by the ith soil layer under the jth ramming frequency and the depth data tested by the ith soil layer under the jth ramming frequency is recorded as the relative settlement of the ith soil layer under the jth ramming frequencyThe horizontal displacement data tested by the n inclinometer probes 3-3 are collected to obtain the relative horizontal displacement amount of the ith soil layer after each ramming>The process is as follows: firstly, monitoring the horizontal displacement of each settlement and horizontal displacement monitoring node by adopting a probe 3-3 of an inclinometer in an inclinometer 3-6; then according to the horizontal displacement data tested by the inclinometer probe, the data tested by the ith inclinometer probe 3-3 under the jth ramming frequency and the data tested by the ith inclinometer probe 3-3 under the jth ramming frequency are subjected to difference value, and recorded as the absolute horizontal displacement of the ith soil layer under the jth ramming frequency ++ >。
The inclinometer probe 3-3 is lowered to obtain horizontal displacement data, the horizontal displacement data are change data of each settlement and horizontal displacement monitoring node, a member which is buckled with the inclinometer probe 3-3 is arranged at the settlement and horizontal displacement monitoring node, after the inclinometer probe 3-3 is buckled and fixed, the inclinometer probe 3-3 measures the displacement condition of the settlement and horizontal displacement monitoring node, after one settlement and horizontal displacement monitoring node is measured, the inclinometer probe 3-3 is rotated to be buckled through the buckle, and when the next node is reached, the inclinometer probe 3-3 is rotated to fix the buckle.
The step of acquiring the deformation monitoring point monitoring data after the dynamic compaction test is as follows:
after the dynamic compaction construction is finished, measuring data of the layered settlement and horizontal displacement monitoring points 3 according to the process of acquiring monitoring data of deformation monitoring points in the dynamic compaction construction process, obtaining horizontal displacement and settlement change data of all monitoring nodes of the layered settlement and horizontal displacement monitoring points 3, and obtaining a relevant settlement curve and a relevant horizontal displacement curve; then acquiring data of a hammer bottom layered settlement monitoring point 2 of the rammer for experiments, hoisting the rammer 1 for experiments from a construction point by using construction machinery, excavating a exploratory well 7 in a region near the laid layered settlement monitoring point 2 to a range of 1.0-1.5 m elevation below EPS foam 2-4 at the top of the settlement monitoring point, excavating soil around each settlement plate 2-2 in the exploratory well 7 by using a shovel, enabling each buried settlement plate 2-2 to expose at least 1 connecting hole for connecting the guiding plate 2-2-3, connecting one end of the guiding rod 2-2-2 with the settlement plate 2-2 from top to bottom, connecting the other end with the guiding plate 2-2-3, erecting a measuring member 6 at the ground 4 of the layered settlement monitoring point 2 and lowering a measuring member steel rule 6-4, the tip of a measuring component steel ruler 6-4 plumb bob 6-5 contacts the surface position of a guiding plate 2-2-3, the elevation of each sedimentation plate 2-2 in different depth ranges of layered sedimentation monitoring points 2 is observed through a level gauge 5 and recorded, the data transmission wire which is coiled and placed is found out through the EPS foam 2-4 plate which is arranged at the top of the sedimentation monitoring nodes in the bottom range of an excavated exploratory well 7, the data transmission wire which is connected with the measuring instrument 2-5-1 is connected with the data transmission wire of a serial displacement meter 2-5, the sedimentation amount at each sedimentation monitoring node is measured, the height difference between the bottom sedimentation plate 2-2 and the top sedimentation monitoring nodes is manually measured, the difference of initial values before relative dynamic compaction construction between the bottom sedimentation plates 2-2 and the bottom sedimentation monitoring nodes is tidied, the difference of the height difference between the bottom settlement plate 2-2 and the monitoring point at the top of the settlement monitoring node is relative to the initial value before dynamic compaction construction, and the absolute settlement after compaction of each settlement monitoring node in the range of the monitoring depth of the bottom of the rammer for the test is compiled in a summarizing way.
Further, the step of calculating the foundation reinforcement influence range comprises the following steps: arranging final settlement data monitored at each layered settlement monitoring point 2, drawing settlement curves of different depths of each settlement monitoring node under the condition of corresponding dynamic compaction energy level, arranging settlement monitoring data and final settlement monitoring data in the process of tamping the layered settlement and horizontal displacement monitoring nodes, and drawing settlement quantity curves and horizontal displacement quantity curves of different depths of each layered settlement and horizontal displacement monitoring point 3 under the condition of corresponding dynamic compaction energy level; and drawing a settlement quantity change curve and a horizontal displacement change curve corresponding to each settlement and horizontal displacement monitoring node along with the increase of the ramming times under the condition of the dynamic compaction energy level, finally combining the original soil quality condition of a construction area, the settlement curve of each layered settlement monitoring point, the settlement quantity change curve and the horizontal displacement change curve of each layered settlement and horizontal displacement monitoring point in the dynamic compaction construction process, obtaining the farthest range of displacement change of the final displacement of each layered settlement monitoring point and each layered settlement and horizontal displacement monitoring point after the dynamic compaction construction, and calculating the foundation reinforcement influence range.
Vertically arranging layered settlement monitoring points 2 in a direct contact area 4m between the bottom of the rammer 1 for rammer point position test and a soil body, and vertically arranging layered settlement and horizontal displacement monitoring points 3 in an area 1.5m outside the direct contact area between the bottom of the rammer 1 for test and the soil body;
Preferably, the dynamic compaction foundation is treated as plain filling soil, the dynamic compaction energy is 6000kN.m, the bottom of the rammer 1 for experiments is circular, the diameter of the rammer for experiments is 2.5m, Q=4, 1 layered settlement monitoring point 2 is arranged in the center of the rammer point, the distances between the rest 3 layered settlement monitoring points 2 and the center point are 1.0m, and the distances are uniformly distributed in the range of the rammer for experiments according to 120-degree included angles.
The outer side layered settlement and horizontal displacement monitoring points 3 and the bottom layered settlement monitoring points 2 of the rammer 1 for the test are arranged on the same ray in a radial mode according to an included angle of 120 degrees, the first layered settlement and horizontal displacement monitoring point 3 is 0.5m away from the outer side line of the rammer 1 for the test, then a point position is arranged according to 1m of each interval, and 4 layered settlement and horizontal displacement monitoring points 3 are arranged for each ray, and the total number is 12.
The leveling instrument 5 is erected at a position which is 15m away from the tamping point, the erection height is 1.2m, and the leveling instrument 5 is ensured not to generate position change in the tamping point construction.
In actual use, the inclinometer pipes 3-6 can be made of ABS or steel, and the pipe diameters are 70mm,100mm and the like.
Maximum outer diameter of tandem type displacement meter 2-5 and settlement plate 2-2dThe diameter of the drilling hole of the layered settlement monitoring point 2 is 100mm, and is 120mm; the outer diameter of the inclinometer pipe 3-6 is 70mm, and the drilling diameter of the layered settlement and horizontal displacement monitoring point 3 is 150mm; all borehole depths were 9m, depending on ramming energy and geology.
In actual use, the boundary between the region with strong impact of shallow dynamic compaction and the region with weak impact of deep dynamic compaction can be comprehensively determined according to geological conditions and engineering experience.
The boundary line position of the area with stronger impact of shallow dynamic compaction and the area with weaker impact of deep dynamic compaction is the position of 4.0m downwards from the hole opening of the bottom drilling hole 2-1 of the rammer for test, the sedimentation plate 2-2 is arranged above the boundary line, and the tandem displacement meter 2-5 is arranged below the boundary line.
The number n=9 of the layered settlement monitoring points 2, and the vertical distance between two adjacent layered settlement monitoring points 2 is 1m.
After filling, the vertical distance between the monitoring nodes of the topmost serial displacement meter 2-5 and the nearest sedimentation plate 2-2 at the top is ensured to be 1m, and the vertical distance between the monitoring nodes is ensured to be consistent.
The vertical distance between the sedimentation magnetic rings 3-5 in the layered sedimentation and horizontal displacement monitoring points 3 is 1m, the distance between measuring nodes in the inclinometer pipes 3-6 is 1m, the distance between the bottommost sedimentation magnetic ring 3-5 and the bottom of the hole 2-1 of the rammer for test is 0.5m, and the number of the sedimentation magnetic rings 3-5 arranged in the bottom hole 2-1 of each rammer for test is 9.
In practice, the filler 15 may be fine sand or slightly expansive soil.
Preferably, the filler 15 is fine sand.
The number of the electromagnetic settlement meters is n=9, and the settlement and horizontal displacement monitoring nodes i are more than or equal to 1 and less than 9.
The tamping times J=6, and J is more than or equal to 1 and less than or equal to 6.
As shown in fig. 5, the excavation position of the exploratory well 7 is between the tamping point center layered settlement monitoring point 2 and the peripheral radiation layered settlement monitoring point 2, and after the exploratory well 7 is excavated, the periphery of the exploratory well 7 can simultaneously expose soil bodies around the settlement plates 2-2 of the two layered settlement monitoring points 2. The excavation depth of the exploratory well 7 is 5.0m.
Example 2
Vertically arranging layered settlement monitoring points 2 in a region 5m of the rammer bottom 1 for rammer point position test, which is in direct contact with soil, and vertically arranging layered settlement and horizontal displacement monitoring points 3 in a region 1.8m of the rammer bottom 1 for test, which is out of the direct contact with soil;
preferably, the dynamic compaction foundation is treated as plain filling soil, the dynamic compaction energy is selected to be 6000kN.m, the hammer bottom of the rammer 1 for the test is selected to be circular, the diameter of the rammer for the test is 2.5m, Q=4, 1 layered settlement monitoring point 2 is arranged in the center of the rammer point, the distances between the rest 3 layered settlement monitoring points 2 and the center point are all 0.5m, and the distances are uniformly distributed in the range of the rammer 1 for the test according to an included angle of 120 degrees.
The outer side layered settlement and horizontal displacement monitoring points 3 of the rammer 1 for the test and the bottom layered settlement monitoring points 2 of the rammer for the test are arranged on the same ray in a radial mode according to an included angle of 120 degrees, the first layered settlement and horizontal displacement monitoring point 3 is 1m away from the outer side edge 1m of the rammer 1 for the test, then a point position is arranged at each interval of 1.5m, and 4 layered settlement and horizontal displacement monitoring points 3 are arranged on each ray for a total of 12.
The leveling instrument 5 is erected at a position 6m away from the tamping point, the erection height is 1.0m, and the leveling instrument 5 is ensured not to generate position change in the tamping point construction.
In actual use, the inclinometer pipes 3-6 can be made of ABS or steel, and the pipe diameters are 70mm,100mm and the like.
The maximum outer diameter d of the serial displacement meter 2-5 and the sedimentation plate 2-2 is 100mm, and the drilling diameter of the layered sedimentation monitoring point 2 is 120mm; the outer diameter of the inclinometer pipe 3-6 is 70mm, and the drilling diameter of the layered settlement and horizontal displacement monitoring point 3 is 150mm; all borehole depths were 9m, depending on ramming energy and geology.
In actual use, the boundary between the region with strong impact of shallow dynamic compaction and the region with weak impact of deep dynamic compaction can be comprehensively determined according to geological conditions and engineering experience.
The boundary line position of the area with stronger impact of shallow dynamic compaction and the area with weaker impact of deep dynamic compaction is the position of 4.0m downwards from the hole opening of the bottom drilling hole 2-1 of the rammer for test, the sedimentation plate 2-2 is arranged above the boundary line, and the tandem displacement meter 2-5 is arranged below the boundary line.
The number n=9 of the layered settlement monitoring points 2, and the vertical distance between two adjacent layered settlement monitoring points 2 is 1m.
After filling, the vertical distance between the monitoring nodes of the topmost serial displacement meter 2-5 and the nearest sedimentation plate 2-2 at the top is ensured to be 1m, and the vertical distance between the monitoring nodes is ensured to be consistent.
The vertical distance between the sedimentation magnetic rings 3-5 in the layered sedimentation and horizontal displacement monitoring points 3 is 1m, the distance between measuring nodes in the inclinometer pipes 3-6 is 1m, the distance between the bottommost sedimentation magnetic ring 3-5 and the bottom of the hole 2-1 of the rammer for test is 0.5m, and the number of the sedimentation magnetic rings 3-5 arranged in the bottom hole 2-1 of each rammer for test is 9.
In practice, the filler material 13 may be fine sand or slightly expansive soil.
Preferably, the filler material 13 is fine sand.
The number of the electromagnetic settlement meters is n=9, and the settlement and horizontal displacement monitoring nodes i are more than or equal to 1 and less than 9.
The tamping times J=6, and J is more than or equal to 1 and less than or equal to 6.
As shown in fig. 5, the excavation position of the exploratory well 7 is between the compaction point center layered settlement monitoring point 2 and the peripheral radiation layered settlement monitoring point 2, after the exploratory well 7 is excavated, the periphery of the exploratory well 7 can simultaneously expose soil bodies around the settlement plates 2-2 of the two layered settlement monitoring points 2, and the excavation depth of the exploratory well 7 is 5.0m.
The tamping times J=6, and J is more than or equal to 1 and less than or equal to 6.
As shown in fig. 5, the excavation position of the exploratory well 7 is between the compaction point center layered settlement monitoring point 2 and the peripheral radiation layered settlement monitoring point 2, after the exploratory well 7 is excavated, the periphery of the exploratory well 7 can simultaneously expose soil bodies around the settlement plates 2-2 of the two layered settlement monitoring points 2, and the excavation depth of the exploratory well 7 is 5.0m.
Example 3
Vertically arranging layered settlement monitoring points 2 in a region 6m of the bottom of the rammer 1 for rammer point position test, and vertically arranging layered settlement and horizontal displacement monitoring points 3 in a region 2m outside the region of the bottom of the rammer 1 for test, which is in direct contact with the soil;
preferably, the dynamic compaction foundation is treated as plain filling soil, the dynamic compaction energy is 6000kN.m, the bottom of the rammer 1 for experiments is circular, the diameter of the rammer for experiments is 2.5m, Q=4, 1 layered settlement monitoring point 2 is arranged in the center of the rammer point, the distances between the rest 3 layered settlement monitoring points 2 and the center point are 1.5m, and the distances are uniformly distributed in the range of the rammer for experiments according to 120-degree included angles.
The outer side layered settlement and horizontal displacement monitoring points 3 and the bottom layered settlement monitoring points 2 of the rammer for the test are arranged on the same ray in a radial mode according to an included angle of 120 degrees, the first layered settlement and horizontal displacement monitoring point 3 is 1.5m away from the outer side line of the rammer for the test 1, then a point position is arranged according to 1m intervals, and 4 layered settlement and horizontal displacement monitoring points 3 are arranged for each ray, and the total number is 12.
The leveling instrument 5 is erected at a position 9m away from the tamping point, the erection height is 1.5m, and the leveling instrument 5 is ensured not to generate position change in the tamping point construction.
In actual use, the inclinometer pipes 3-6 can be made of ABS or steel, and the pipe diameters are 70mm,100mm and the like.
Maximum outer diameter of tandem type displacement meter 2-5 and settlement plate 2-2dThe diameter of the drilling hole of the layered settlement monitoring point 2 is 100mm, and is 120mm; the outer diameter of the inclinometer pipe 3-6 is 70mm, and the drilling diameter of the layered settlement and horizontal displacement monitoring point 3 is 150mm; all borehole depths were 9m, depending on ramming energy and geology.
In actual use, the boundary between the region with strong impact of shallow dynamic compaction and the region with weak impact of deep dynamic compaction can be comprehensively determined according to geological conditions and engineering experience.
The boundary line position of the area with stronger impact of shallow dynamic compaction and the area with weaker impact of deep dynamic compaction is the position of 4.0m downwards from the hole opening of the bottom drilling hole 2-1 of the rammer for test, the sedimentation plate 2-2 is arranged above the boundary line, and the tandem displacement meter 2-5 is arranged below the boundary line.
The number n=9 of the layered settlement monitoring points 2, and the vertical distance between two adjacent layered settlement monitoring points 2 is 1m.
After filling, the vertical distance between the monitoring nodes of the topmost serial displacement meter 2-5 and the nearest sedimentation plate 2-2 at the top is ensured to be 1m, and the vertical distance between the monitoring nodes is ensured to be consistent.
The vertical distance between the sedimentation magnetic rings 3-5 in the layered sedimentation and horizontal displacement monitoring points 3 is 1m, the distance between measuring nodes in the inclinometer pipes 3-6 is 1m, the distance between the bottommost sedimentation magnetic ring 3-5 and the bottom of the hole 2-1 of the rammer for test is 0.5m, and the number of the sedimentation magnetic rings 3-5 arranged in the bottom hole 2-1 of each rammer for test is 9.
In practice, the filler 15 may be fine sand or slightly expansive soil.
Preferably, the filler 15 is fine sand.
The number of the electromagnetic settlement meters is n=9, and the settlement and horizontal displacement monitoring nodes i are more than or equal to 1 and less than 9.
The tamping times J=6, and J is more than or equal to 1 and less than or equal to 6.
Evaluation criteria for horizontal displacement and vertical displacement:
the tamping operation is performed on the site where the monitoring device is arranged, and the displacement amount generated by each tamping is recorded. Wherein the horizontal displacement recording mode comprises the following steps: the absolute horizontal displacement of the ith soil layer under the jth ramming frequency is recorded as follows:the method comprises the steps of carrying out a first treatment on the surface of the Wherein, the vertical displacement recording mode is as follows: the absolute vertical displacement of the ith soil layer under the jth ramming frequency is recorded as follows: />The method comprises the steps of carrying out a first treatment on the surface of the And recording the displacement generated by each impact of the monitoring point, drawing a deformation curve, and counting the total displacement.
And judging the dynamic compaction influence range according to the single click displacement and the total displacement, wherein the judgment basis is as follows:
single impact judgment:
(1) When the monitoring points correspond to（/>) When the recorded value is less than 5cm, it can be judged that the impact process has no substantial influence on the horizontal (vertical) direction of the position.
(2) When the monitoring points correspond to（/>) When the recorded value is 5-10 cm, the impact process can be judged to have slight influence on the horizontal (vertical) direction of the position.
(3) When the monitoring points correspond to（/>) When the recorded value is 10-20 cm, the impact process can be judged to have weak influence on the horizontal (vertical) direction of the position.
(4) When the monitoring points correspond to（/>) When the recorded value is larger than 20cm, the impact process can be judged to have a strong influence on the horizontal (vertical) direction of the position.
Overall influence judgment:
Δa represents the cumulative integrated displacement at the monitoring point, and the calculation method is as follows:
；
(1) When the delta A record value corresponding to the monitoring point is smaller than 5cm, the impact process can be judged to be basically not influenced on the position.
(2) When the delta A record value corresponding to the monitoring point is 5-10 cm, the impact process can be judged to have slight influence on the position.
(3) When the delta A record value corresponding to the monitoring point is 10-20 cm, the impact process can be judged to have weak influence on the position.
(4) When the delta A record value corresponding to the monitoring point is larger than 20cm, the impact process can be judged to have stronger influence on the position.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.
Claims (9)
1. The method for testing the reinforcement influence range of the dynamic compaction foundation is characterized by comprising the following steps of:
firstly, arranging deformation monitoring points at the rammer points, wherein the deformation monitoring points comprise layered settlement monitoring points which are arranged in a 4-6m direct contact area between the bottom of the rammer for the test and the soil body along the vertical direction, and layered settlement and horizontal displacement monitoring points which are arranged outside a 1.5-2m direct contact area between the bottom of the rammer for the test and the soil body along the vertical direction; after the arrangement of the deformation monitoring points is completed, installing the deformation monitoring elements and acquiring the monitoring data of the deformation monitoring points in the depth range before dynamic compaction;
then hoisting the rammer for the test to the position of the tamping point of the deformation monitoring point according to the position of the deformation monitoring point, acquiring the monitoring data of the deformation monitoring point in the depth range in the dynamic compaction construction process when the rammer for the test is hit, and acquiring the monitoring data of the deformation monitoring point in the depth range after the dynamic compaction test after the rammer for the test is hit;
and finally, combining original soil conditions of the construction area, deformation monitoring point monitoring data in a depth range in the dynamic compaction construction process and deformation monitoring point monitoring data in a depth range after a dynamic compaction test, respectively monitoring displacement conditions in the depth range of the deformation monitoring points before and after the dynamic compaction construction to obtain deformation amounts of all the deformation monitoring points in the monitoring range, and calculating to obtain the reinforcement influence range of the foundation processed by the dynamic compaction.
2. The method for testing the reinforcement influence range of the dynamic compaction treatment foundation according to claim 1, wherein the arrangement of the layered settlement monitoring points is that the bottom of the rammer for test is arranged in the soil body of the area where the bottom of the rammer for test is directly contacted with the soil body at the rammer point according to the size of the rammer for test, and Q total number of the layered settlement monitoring points are arranged, wherein 1 of the layered settlement monitoring points are positioned at the center of the rammer point, the rest of the monitoring points are uniformly distributed on a connecting line with the same included angle with the rammer point and are kept in the range of the bottom of the rammer, the connecting line between the rest of the layered settlement monitoring points and the center of the rammer point forms 360 degrees/(Q-1) included angle, and the space between the rest of the layered settlement monitoring points and the center of the rammer point is 0.5-0.8m; the layering sedimentation and horizontal displacement monitoring points are arranged on the periphery of the bottom of the rammer for experiments, the layering sedimentation and horizontal displacement monitoring points take the rammer center O as an end point, the connecting line of the rammer center and the layering sedimentation point of the soil body at the bottom of the rammer is a ray, the layering sedimentation and horizontal displacement monitoring points are arranged in a radial mode, an included angle formed by two adjacent rays is 360 degrees/(Q-1), the first point on each ray is located at the position of 0.5-1.5 m of the lateral line of the rammer for experiments, and then one point is arranged at each interval of 1-2 m.
3. The method for testing the reinforcement influence range of a dynamic compaction foundation according to claim 1, wherein the steps of installing the deformation monitoring element and acquiring the deformation monitoring point monitoring data in the depth range before the dynamic compaction are as follows: firstly, drilling a soil body to be monitored by adopting a dry drilling method to form a plurality of bottom drilling holes of rammers for tests and outer drilling holes of the rammers for tests, erecting a level gauge at the position of 6-10m of the periphery of the soil body to be monitored, wherein the erection height is 1.0-1.5 m, and measuring the drilling depth by adopting the level gauge after drilling is finished; then installing a measuring component and a measuring instrument on the ground of the drilling hole at the bottom of each rammer for test, wherein a layered settlement monitoring point is arranged in the drilling hole at the bottom of each rammer for test, a layered settlement and horizontal displacement monitoring point is arranged in the drilling hole outside each rammer for test, and an electromagnetic settlement meter and an inclinometer are installed on the ground of the drilling hole outside each rammer for test; finally, recording initial elevation data of each layered settlement monitoring point in the installation process and after the completion by using a level gauge, recording settlement data of each layered settlement monitoring point by using a measuring instrument and a measuring component, and respectively recording settlement data and horizontal displacement data of each layered settlement and horizontal displacement monitoring point in the installation process and after the completion by using an electromagnetic settlement meter and an inclinometer; the measuring member comprises a pulley frame, pulleys and a measuring member steel ruler, the pulleys are arranged on the pulley frame, the measuring member steel ruler is placed in grooves of the pulleys, one end of the measuring member steel ruler is located in a drilling hole and connected with a plumb bob, and the other end of the measuring member steel ruler is suspended with a dynamometer.
4. The method for testing the reinforcement influence range of the dynamic compaction treatment foundation according to claim 3, wherein the layered settlement monitoring points are a plurality of settlement monitoring nodes which are vertically and uniformly distributed in a drill hole at the bottom of the rammer for the test, the settlement monitoring nodes comprise serially connected displacement meters which are distributed in a region range with weak influence of deep dynamic compaction and settlement plates which are distributed in a region range with strong influence of shallow dynamic compaction, the settlement plates are connected with one end of a guiding rod, the other end of the guiding rod is connected with the guiding plate, hanging rings for connecting steel ropes are further arranged on the settlement plates, a measuring member is erected on the ground of the layered settlement monitoring points and a measuring member steel rule is lowered, the tip of the measuring member steel rule hanging wire hammer is contacted with the surface of the guiding plate, data of the measuring member steel rule is read, the serially connected displacement meters are connected with the measuring instrument through data transmission, and the data on the measuring member steel rule and the measuring instrument are the settlement data of the settlement monitoring nodes after the dynamic compaction;
the installation process of the serial displacement meter of the settlement monitoring node is as follows:
(1) The 1 st sedimentation monitoring node is positioned in the stable stratum, the node number is increased step by step from the 1 st node of the stable stratum, and n sedimentation monitoring nodes are sequentially distributed from bottom to top along the inner side wall of the drill hole; wherein n is a positive integer, n is more than or equal to 2, and the vertical distance between two adjacent sedimentation monitoring nodes is not less than 1m;
(2) A hydraulic pipe joint is arranged at the first sedimentation monitoring node at the bottom, an oil inlet channel is arranged in the hydraulic pipe joint, a steel wire rope is adopted to pass through a hanging ring at the 1 st sedimentation monitoring node, the steel wire rope is fixedly connected with the hanging ring through a rope clamp, a hydraulic pipe connected with the 1 st sedimentation monitoring node is upwards extended to the 2 nd sedimentation monitoring node, and a data transmission wire at the first sedimentation monitoring node at the bottom is upwards extended to the 2 nd sedimentation monitoring node;
(3) Repeating the step (2), sequentially and fixedly connecting the steel wire rope with the hanging ring at the ith sedimentation monitoring node through a rope clamp, upwards extending the hydraulic pipe connected with the ith sedimentation monitoring node to the (i+1) th sedimentation monitoring node, and sequentially communicating the hydraulic pipes; extending the data transmission wire at the ith sedimentation monitoring node upwards to the (i+1) th sedimentation monitoring node, and sequentially communicating the data transmission wires;
(4) The hydraulic pipe at the nth sedimentation monitoring node is extended upwards to be connected with a hydraulic pump, the hydraulic pump is operated to work, hydraulic oil provided by the hydraulic pump passes through the hydraulic pipe, the output hydraulic oil passes through each sedimentation monitoring node from top to bottom, finally reaches the 1 st sedimentation monitoring node in a stable stratum, hydraulic anchor heads in the sedimentation monitoring nodes expand under the pressure action of the hydraulic oil, and the hydraulic anchor heads in the sedimentation monitoring nodes are anchored at each sedimentation monitoring node;
(5) Hoisting the steel wire rope by adopting a hoisting machine, and ensuring that the vertical central lines of the 1 st sedimentation monitoring node and the n th sedimentation monitoring node are overlapped with the vertical central line of the drilling hole; the length of the steel wire rope between two adjacent sedimentation monitoring nodes is larger than the vertical distance between the two adjacent sedimentation monitoring nodes;
(6) Coiling and placing a data transmission wire and a hydraulic oil pipe at the top of a settlement monitoring node, and placing EPS foam with the thickness of 20-40 cm at the tops of the wire and the hydraulic oil pipe;
the installation process of the sedimentation plate of the sedimentation monitoring node is as follows:
(1) Filling soil at the top of EPS foam until the design elevation of the (n+1) th sedimentation monitoring node adjacent to the n th sedimentation monitoring node of the serial displacement meter is reached, wherein the intervals among the sedimentation monitoring nodes are kept consistent;
(2) Installing sedimentation plates at the designed elevation of each sedimentation monitoring node in the area range with strong impact of shallow dynamic compaction, measuring the elevation of each sedimentation plate through a level gauge, and backfilling among the sedimentation plates by using compacted filling soil;
(3) Repeating the step (2), completing the installation of all the sedimentation plates in the area with strong impact of shallow dynamic compaction, and recording the initial elevation data of each sedimentation plate, namely the difference between the sedimentation data measured by the measuring component and the elevation data of the sedimentation plates measured by the level gauge;
(4) And backfilling the drilling holes of the layered settlement monitoring points by adopting fine sand and bentonite.
5. The method for testing the reinforcement influence range of the dynamic compaction treatment foundation according to claim 3, wherein the installation process of the layered settlement and horizontal displacement monitoring points is as follows:
firstly, placing an inclinometer pipe in a layered settlement and horizontal displacement monitoring point drill hole, wherein a bottom end enclosure of the inclinometer pipe is positioned in a stable stratum, settlement and horizontal displacement monitoring nodes are vertically and uniformly distributed in the inclinometer pipe, and after the inclinometer pipe is placed, pouring mixed cement mortar between the outside of the pipe and the hole wall, so that the whole inclination degree of the inclinometer pipe is ensured not to exceed 5%, and the bottom plugging and fixing work of the inclinometer pipe is completed;
then a plurality of sedimentation magnetic rings are distributed from bottom to top along the depth range of the drilling hole, the sedimentation magnetic rings with permanent magnets are fixed on the inclinometer pipe, the vertical distance between every two sedimentation magnetic rings is kept consistent, and the elevation of the sedimentation magnetic ring node is kept consistent with the elevation of the sedimentation and horizontal displacement monitoring node in the inclinometer pipe; and finally, measuring the initial elevation of each layered settlement and horizontal displacement monitoring node in the depth range of the layered settlement and horizontal displacement monitoring point, connecting an electromagnetic settlement meter probe with a reading switch to the inclinometer through an electromagnetic settlement meter steel rule, arranging two wires on two sides of the electromagnetic settlement meter steel rule, closing the reading switch of the electromagnetic settlement meter probe when the electromagnetic settlement meter probe passes through the settlement magnetic ring, sounding an electromagnetic settlement meter steel rule winch buzzer on the earth surface, reading the scale value corresponding to the electromagnetic settlement meter steel rule on the pipe orifice marking point at the moment, namely, obtaining the depth of the settlement magnetic ring, and recording the settlement data.
6. The method for testing the reinforcement influence range of a dynamic compaction foundation according to claim 5, wherein the step of acquiring the monitoring data of the deformation monitoring points in the depth range in the dynamic compaction construction process is as follows:
(1) In the dynamic compaction construction process, after each impact of a rammer for test falls to the ground, after the soil layer changes stably, measuring the data of the layering settlement and horizontal displacement monitoring points; when the electromagnetic settlement meter probe enters the range of the magnetic field of the settlement magnetic ring, the switch of the electromagnetic settlement meter probe is closed, a buzzer of the receiving system emits beeping sound or an indicator lamp is lightened, and at the moment, the scale value corresponding to the electromagnetic settlement meter steel ruler cable on the pipe orifice mark point is read, namely the depth data of the settlement magnetic ring of the layered settlement and horizontal displacement monitoring point position under the corresponding ramming times; (2) The 1 st sedimentation and horizontal displacement monitoring node in the inclinometer pipe is positioned in a soil layer change stable stratum, the node number is increased step by step from the 1 st node of the soil layer change stable stratum, and the soil layer between the i-th sedimentation and horizontal displacement monitoring node and the i+1-th sedimentation and horizontal displacement monitoring node is recorded as an i-th soil layer; wherein i is a positive integer, and i is more than or equal to 1 and less than n;
(3) The serial numbers of the electromagnetic sedimentation meters on the ground of the outer drilling hole of the rammer for the test are recorded as 1 to n, the sedimentation data of the n electromagnetic sedimentation meters are collected, and the relative sedimentation amount of the ith soil layer is obtained；
(4) According to the formulaObtaining absolute settlement of the ith soil layer relative stable stratum under the jth ramming frequency +.>The method comprises the steps of carrying out a first treatment on the surface of the Wherein i 'is a positive integer, and i' is more than or equal to 1 and less than or equal to i;
(5) The absolute settlement of the relatively stable stratum of the ith soil layer obtained under the condition of the number of ramming of the J-th time is respectively recorded as Si (1),. Si (J),. Si (J) is plotted and fitted by taking the number of ramming J as an abscissa and the absolute settlement of the relatively stable stratum of the ith soil layer as an ordinate, so that a settlement change curve of the ith soil layer along with the increase of the number of ramming is obtained, and the settlement change of the ith soil layer is obtained; wherein J is a positive integer, and J' is more than or equal to 1 and less than or equal to J;
(6) Repeating the steps (4) and (5) for a plurality of times to obtain sedimentation variation amounts of soil layers corresponding to the depth positions, and further obtaining sedimentation and horizontal displacement monitoring node positions corresponding to the maximum sedimentation variation amounts of the soil layers;
(7) Lowering inclinometer probes to acquire horizontal displacement deformation data, and acquiring the horizontal displacement data tested by n inclinometer probes to acquire the relative horizontal displacement of the ith soil layer after each ramming;
(8) And (3) respectively recording the absolute horizontal displacement of the corresponding ith soil layer relative to the stable stratum under the condition of the number of ramming J as Vi (1), wherein the Vi (J) is used for drawing and fitting to obtain a horizontal displacement variation curve of the ith soil layer under the condition of increasing the number of ramming.
7. The method for testing the reinforcement influence range of a dynamic compaction foundation according to claim 6, wherein the settlement data of n electromagnetic settlement meters are collected to obtain the relative settlement of the ith soil layerThe specific process of (2) is as follows: firstly, monitoring the vertical displacement of each settlement and horizontal displacement monitoring node by adopting an electromagnetic settlement meter probe in an inclinometer pipe of a layered settlement and horizontal displacement monitoring point; then according to displacement data tested by an electromagnetic settlement meter, the difference value between the depth data tested by the ith soil layer under the jth ramming frequency and the depth data tested by the ith soil layer under the jth-1 ramming frequency is recorded as the relative settlement of the ith soil layer under the jth ramming frequency>The method comprises the steps of carrying out a first treatment on the surface of the The horizontal displacement data tested by the n inclinometer probes are collected to obtain the relative horizontal displacement of the ith soil layer after each ramming >The process is as follows: firstly, monitoring the horizontal displacement of each settlement and horizontal displacement monitoring node by adopting an inclinometer probe in an inclinometer pipe; then according to the horizontal displacement data tested by the inclinometer probe, the data tested by the ith soil layer inclinometer probe at the jth ramming frequency and the data tested by the ith soil layer inclinometer probe at the jth-1 ramming frequency are subjected to difference, and recorded as the absolute horizontal displacement of the ith soil layer at the jth ramming frequency +.>。
8. The method for testing the reinforcement influence range of the dynamic compaction foundation according to claim 6, wherein the step of acquiring the deformation monitoring point monitoring data after the dynamic compaction test is as follows:
after the dynamic compaction construction is finished, measuring data of layered settlement and horizontal displacement monitoring points according to the process of acquiring monitoring data of deformation monitoring points in the dynamic compaction construction process, obtaining horizontal displacement and settlement change data of all monitoring nodes of the layered settlement and horizontal displacement monitoring points, and obtaining relevant settlement quantity curves and horizontal displacement quantity curves;
and then acquiring data of the settlement monitoring points of the hammer bottom layering of the rammer for experiments, hoisting away the rammer for experiments from the construction point by using construction machinery, excavating the area near the arranged layering settlement monitoring points to the range of 1.0-1.5 m elevation below EPS foam at the tops of the settlement monitoring points, excavating soil around each settlement plate in the exploratory well by using a shovel, enabling each buried settlement plate to expose at least 1 connecting hole for connecting the guiding and measuring plates, connecting one end of each guiding and measuring rod with the settlement plate from top to bottom, connecting the other end of each guiding and measuring rod with the corresponding measuring plate, erecting a measuring member at the ground of each layering settlement monitoring point and lowering a measuring member steel ruler, enabling the tips of the measuring member steel lifting rams to be contacted with the positions of the surfaces of the guiding and measuring plates, observing the elevations of each settlement plate in different depth ranges of the layering settlement monitoring points by using a level gauge, finding out coiled data transmission wires through EPS foam plates arranged at the tops of the settlement monitoring points in the bottom ranges of the excavated exploratory wells, arranging data transmission wires by adopting a measuring and connecting in series displacement meter, measuring the data transmission wires of the measuring and measuring the settlement monitoring points, and measuring the settlement monitoring points and measuring the difference between the settlement monitoring points and the corresponding to the initial values in the top of the measuring points, and the settlement monitoring points and the measuring the settlement monitoring points.
9. The method for testing the reinforcement influence range of a dynamic compaction process foundation according to claim 8, wherein the step of measuring and calculating the reinforcement influence range of the foundation is: arranging final settlement data monitored at each layered settlement monitoring point, drawing settlement curves corresponding to different depths of each settlement monitoring node under the condition of dynamic compaction energy level, arranging settlement and horizontal displacement monitoring data and final settlement and horizontal displacement monitoring data in the process of tamping the layered settlement and horizontal displacement monitoring nodes, drawing settlement quantity curves and horizontal displacement curves corresponding to different depths of each layered settlement and horizontal displacement monitoring point under the condition of dynamic compaction energy level, and drawing settlement quantity change curves and horizontal displacement change curves corresponding to the positions of each settlement and horizontal displacement monitoring node along with the increase of tamping times under the condition of dynamic compaction energy level; and finally, combining the original soil quality condition of the construction area, the settlement curve of each layered settlement monitoring point, the settlement quantity change curve and the horizontal displacement change curve of each layered settlement and horizontal displacement monitoring point in the dynamic compaction construction process, and measuring and calculating the furthest range of displacement change of the final displacement of each layered settlement monitoring point and each layered settlement and horizontal displacement monitoring point after the dynamic compaction construction, thereby obtaining the foundation reinforcement influence range.
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| 宫晓明;袁鸿鹄;刘淼;王芝银;: "房渣土地基强夯力学效应监测及分析", 工业建筑, no. 1, 20 June 2013 (2013-06-20) * |
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| 郭伟;汤克胜;: "12000kN・m高能级强夯加固湿陷性黄土地基的有效加固深度试验研究", 施工技术, no. 2, 28 December 2009 (2009-12-28) * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117589632A (en) * | 2024-01-18 | 2024-02-23 | 山西金宝岛基础工程有限公司 | Method for testing water content in foundation water injection humidifying process through dynamic compaction |
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| CN117552483B (en) | 2024-04-16 |
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