CN110080194B - Exploration pressure injection instrument and application thereof - Google Patents
Exploration pressure injection instrument and application thereof Download PDFInfo
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- CN110080194B CN110080194B CN201910359283.1A CN201910359283A CN110080194B CN 110080194 B CN110080194 B CN 110080194B CN 201910359283 A CN201910359283 A CN 201910359283A CN 110080194 B CN110080194 B CN 110080194B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
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Abstract
The invention discloses an exploration pressure injection instrument. The stress equipment comprises a connecting system and a pressure lifting system, wherein the connecting system comprises a pressure sensor and a chuck, and the pressure sensor is fixed on the chuck and is arranged between the chuck and the power equipment; the pressure lifting system comprises a probe rod, a probe rod joint and a conical head or a spiral drill bit; the chuck is clamped on the probe rod or the probe rod joint, one end of the probe rod extends upwards out of the power equipment, and the other end of the probe rod is connected with the conical head in a plugging and unplugging mode through an inner column; the probe rod is of a hollow structure. The pressure sensor is arranged between the chuck and the power equipment, the hollow structure of the probe rod has no cable, the conical head can be separated from the probe rod, and the like, the pressure sensor is not easy to be affected with damp and damaged, the test range can be expanded, the grouting and hole sealing can be realized, and the operation is simple, convenient and quick. The invention also discloses the application of the exploration pressure injection instrument.
Description
Technical Field
The invention relates to the technical field of exploration equipment, in particular to an exploration pressure injection instrument. More specifically, the pressure sensor position is changed on the basis of the static penetrometer, the probe can be separated from the probe rod, and the hollow pressure-injection instrument without cable in the probe rod is used. The invention also relates to the application of the exploration pressure injection instrument.
Background
The static sounding instrument is a common exploration device and can transmit pressure to a ground recorder through a cable according to the pressure applied to a force sensor in a probe; two probes are commonly used at present, wherein a single-bridge probe acquires cone tip resistance, and a double-bridge probe can acquire side wall friction according to a side wall friction sleeve. According to the data converted by the recorder, the stratum can be divided, the bearing capacity and the deformation modulus of the building can be determined, the bearing capacity of the single pile can be estimated, and the like. Because the equipment is light and convenient, is quick, has the advantages of less data precision man-made interference and the like, the probe can penetrate into medium coarse sand with the penetration depth of more than 40 meters in the actual work of Wuhan level ground, and the application prospect is wide.
The existing application numbers are: 201210166353X, with patent names: a detection method of a static penetrometer is mainly characterized in that: (1) an inclination measuring and temperature measuring device is added to the original static sounding; (2) and wirelessly transmitting the probe data.
The existing application numbers are: 2017113743881, the patent names: a static sounding instrument features that the probe rod is prevented from being deflected and bent.
The existing application numbers are: 201720248341X, with patent names: a model test device for researching pull-up type static force touch test mechanism is mainly characterized in that: (1) a tension sensor is adopted, (2) the shape and the size of a probe are not clear; (3) the function of the device is to obtain the drawing resistance, and the relationship between the device and physical and mechanical parameters needs to be further researched.
But the static penetrometer also has certain deficiency, and more importantly, the problems that a probe and a cable are easy to damage and difficult to seal holes are solved: firstly, a probe is the most precise instrument in equipment, and is often not tightly sealed due to loss, so that the core sensor is affected with damp, the insulation resistance is reduced, even an electric bridge cannot be balanced, and the test work cannot be carried out; the cable for connecting the probe to transmit data is positioned in the static probe rod, and is easy-to-damage equipment because the cable is frequently bent repeatedly and rubbed with the probe rod during working; secondly, the hole diameter is generally less than 4cm, the conventional method is difficult to seal holes, so that the exploration work such as river embankment and the like with hole sealing requirements is difficult to utilize.
Therefore, there is a need to develop an exploration pressure injection instrument which is not easy to damage and can realize grouting and hole sealing, and an application thereof.
Disclosure of Invention
The first purpose of the invention is to provide an exploration pressure injection instrument, which is mainly characterized in that: the pressure sensor is arranged between the chuck and the power equipment, the probe rod is of a hollow structure, and the conical head can be separated from the probe rod; based on the characteristics, the pressure sensor is not easy to be affected with damp and damaged, the test range can be expanded, grouting and hole sealing can be realized, and the operation is simple, convenient and quick; the device has no easily-damaged precision probe, and can enter a certain depth to acquire pressure data when meeting the stratum such as gravel sand, coarse sand in gravel and the like and assisting the vibration device above the ground when necessary, and the same stratum penetration depth should exceed that of a static penetrometer.
The second purpose of the invention is to provide the application of the exploration pressure injection instrument, on the basis that the pressure sensor is arranged above the ground, the hollow probe rod has no cable and the conical head can be separated from the probe rod, the mechanical data can be comprehensively collected by utilizing the resistance between the conical head, the probe rod or the spiral drill bit and sand; collecting water injection data by utilizing a movable cone head; the detachable conical head is utilized to realize hole sealing and grouting.
In order to achieve the first object of the present invention, the technical solution of the present invention is: exploration pressure injection appearance, its characterized in that: the pressure sensor is fixed on the chuck and positioned between the chuck and the power equipment; the pressure lifting system comprises a probe rod, a probe rod joint and a conical head or a spiral drill bit; the middle parts of the probe rod and the probe rod joint are provided with grooves, the chuck is clamped on the probe rod or the probe rod joint, the top end of the probe rod extends upwards out of the power equipment, and the bottom end of the probe rod is connected with the conical head in a plugging and pulling manner; the probe rod and the probe rod joint are both hollow structures.
In the technical scheme, grooves are formed in the middle of the probe rod and the middle of the probe rod joint, and the chuck is clamped in the grooves; the probe rod and the probe rod joint are connected through a screw thread.
In the technical scheme, the conical head comprises a conical tip, a conical column and an inner column, wherein the lower end of the conical column is concentrically connected with the conical tip, and the upper end of the conical column is concentrically connected with the inner column; the diameter of the conical column is larger than that of the inner column; the diameter of the conical column is equal to that of the conical tip base and equal to the outer diameter of the probe rod.
In the above technical solution, the inner column includes a first inner column and a second inner column; the first inner column is cylindrical, and the second inner column is of a reducing cylinder structure with the bottom gradually enlarged.
In the technical scheme, the taper angle of the taper tip is 60 degrees; the conical head is a steel conical head.
In the technical scheme, the chuck is provided with a chuck slot which is through up and down, and the width of the chuck slot is larger than the width of the groove and smaller than the diameter of the probe rod; the pressure sensor is of a disc structure, a pressure sensor groove which is through up and down is arranged in the middle of the pressure sensor, and the width of the pressure sensor groove is larger than the diameter of the probe rod; the pressure sensor is concentrically contacted with the chuck and is fixedly connected with the chuck through a bolt; the width of the chuck slot is smaller than that of the pressure sensor groove, and the two are correspondingly contacted.
In order to achieve the second object of the present invention, the technical solution of the present invention is: the application of the exploration pressure injection instrument is characterized in that: the method is used for collecting the mechanical data of the sand and the soil layer, collecting the penetration data of the sand and the soil layer and recovering and improving the conditions of the sand and the soil.
In the technical scheme, when the method is applied to collecting the mechanical data of the sand and soil layers, the method comprises the steps of collecting the vertical bearing capacity of a single pile or separately collecting the cone tip resistance and collecting the shear strength of disturbed soil;
1) the method for acquiring the vertical bearing capacity or the conical tip resistance of the single pile comprises the following steps:
when the power equipment works, the power equipment is fixed, the probe rod is placed close to the ground from a central round hole of the power equipment, and the first inner column is embedded into the inner diameter of the probe rod from bottom to top and vertically falls on the ground together with the probe rod; the chuck is clamped on the groove, the pressure sensor is positioned above the chuck, the top surface of the pressure sensor is in close contact with the bottom surface of the power equipment, the pressure sensor receives the pressure of the power equipment, transmits the pressure to the pressure lifting system and records the change of data, and the data is the vertical bearing capacity of the single pile;
after the preset depth is reached, the linking system is arranged on the top surface of the power equipment in a turnover mode, the pressure sensor is in close contact with the top surface of the power equipment, the chuck is located above the pressure sensor and clamped on the groove, the chuck receives lifting pressure of the power equipment to drive the probe rod to move upwards, the conical head is separated from the probe rod by the friction force of the enclosed soil, and data collected by the pressure sensor at the moment is the change of the friction force on the surface of the probe rod;
when the resistance of the conical tip is collected independently, the pressing-in step is the same as the vertical bearing capacity of a single pile, and the difference is that the conical head has no conical column, and the diameter of the conical tip base is larger than that of the probe rod; after the depth of the test hole is reached, pressure data are not recorded in the lifting stage;
2) the method for acquiring the shear strength of the disturbed soil comprises the following steps:
when the drilling machine works, power equipment is fixed, the spiral drill bit is connected to the lower end of the probe rod through a screw thread, the spiral drill bit is placed on the ground from a middle round hole of the power equipment, the upper part of the spiral drill bit is connected with the probe rod, the spiral drill bit is rotationally drilled into a certain depth, the spiral drill bit is lifted to the ground surface through the power equipment and the connection system, and the drill bit and the core of the probe rod are removed; then the spiral drill bit is placed to the bottom of the hole, and the depth of 2 cm-5 cm is drilled by manpower or equipment; the chuck is clamped on the groove; the pressure sensor is positioned below the chuck, the top surface of the pressure sensor is in close contact with the top surface of the power equipment, and the pressure sensor receives the lifting pressure of the power equipment, transmits the lifting pressure to the pressure lifting system and records data change;
after removing the core, continuously placing the bottom of the hole to drill for 5-10 cm, and continuously lifting, recording and removing the core;
drilling to a depth of 10-20 cm, and continuing the steps of lifting, recording and clearing the core, and so on;
calculating the relevant indexes of the shear strength by using the thickness data of the sheared different spoilers and the pressure data change of the recorder;
when test data does not need to be collected and only the auger bit is used for drilling into and taking out the rock core, when the pressure lifting system drills to the depth of 5-50 cm, the pressure lifting system is lifted up once, the pressure lifting system is continuously placed to the bottom of the hole for spirally drilling to the depth of 5-50 cm after soil is cut, the pressure lifting system is lifted up again to cut the soil and put into the bottom of the hole until the lifting pressure is close to the power limit of the power equipment, the pressure lifting system is lifted out of the ground and the spiral drill bit and the rock core attached to the probe rod are cleaned; and continuing to the bottom hole drilling and lifting steps to the preset hole depth.
In the technical scheme, when the method is applied to the collection of the sand and soil layer penetration data, the method comprises the following steps,
the method comprises the following steps: the pressing-in method for acquiring permeability data is the same as the step of acquiring vertical bearing capacity pressing-in of the single pile, and the difference is that: an inner column with a conical head is used as a second inner column;
step two: when the cone head reaches a part needing water injection test, lifting the pressure lifting system, wherein the lifting height is 2-5 cm, and the cone head is partially separated from the probe rod under the action of the surrounding soil friction force; injecting water from the inner diameter of the ground surface probe rod to a test section and recording the flow according to time until the water injection test is finished when the water quantity is stable; pressing down the press lifting system to enable the probe rod to be connected with the conical column, and continuing to perform the press-in test;
step three: data analysis used: after the water injection test obtains the stable unit flow, the calculation method calculates the permeability data by using the existing formula according to the data comprising the length of the test section, the diameter of the test section, the flow and the underground water level.
In the technical scheme, when the method is applied to recovering and improving the conditions of sand and soil, the method comprises test exploratory hole sealing and cone exploration grouting construction;
1) the test exploratory hole sealing method comprises the following steps:
after the mechanical test is completed, the probe rod is lifted upwards to separate the conical head, slurry or cement slurry is used for filling the hollow part of the probe rod through a funnel at the middle lower part of the probe hole, and the bottom of the hole is reached by means of the gravity of the slurry or the cement slurry and the vacuum suction force when the probe rod is lifted upwards; lifting a partial length probe rod;
repeating the steps of grouting and lifting the probe rod; when the probe rods are all lifted out of the ground, a small amount of mud balls are adopted to plug into the test probe hole orifices, and the probe rods with the inward-concave plugs at the bottom ends are pressed into the test probe holes to a specified depth by utilizing power equipment to lift the probe rods;
repeating the operation until the mud ball blocks the orifice;
2) cone-exploring grouting construction:
after the pressure lifting system reaches the designed depth, lifting part of the probe rod to separate the conical head, and grouting according to the designed pressure;
after the section meets the design requirement, a section of probe rod is lifted, and grouting is performed;
and repeating the steps until the conical-probe grouting of the orifice is finished, and plugging the orifice by adopting a mud ball.
Power equipment, pressure disk, probe rod connect all to prior art. The pressure sensor needs to be entrusted with manufacturing due to size requirements, and a cone head needs to be specially processed.
Compared with a static penetrometer, the invention has the following advantages:
(1) the pressure sensor is arranged above the ground, is not easy to be affected with damp and damaged, does not need a fragile precise static sounding probe in a hole, has no cable in a probe rod, and is economical and durable;
(2) the probe rod of the invention has no cable, thus saving the manpower for specially arranging the probe rod and the cable, and the invention has simple and convenient operation;
(3) the pressure sensor has the characteristic of being arranged at the joint of the pressurizing equipment and the stress system, not only can finish the functions of collecting the resistance of the probe end and the side wall friction resistance of the conventional static penetrometer, but also can utilize the combination of the power equipment, the pressure sensor, the spiral drill bit and the probe rod to carry out the shear strength test of the disturbed soil;
(4) the cone head has the characteristic of forming a gap or separating from the probe rod by depending on the surrounding soil friction force, and the probe hole has the characteristic of no cable in the hollow, and can be combined with a water injection test, a test probe hole sealing, cone detection grouting construction and the like; the defects that a probe of a common static sounding instrument in the prior art is expensive, cannot be separated from a probe rod, cannot be automatically sealed due to a built-in cable of the probe rod, and cannot be used in projects applying static sounding, such as an embankment, are overcome.
Compared with the prior drilling machine equipment, the invention has the following advantages: in sand and soil layer exploration, the exploration pressure injection instrument has the advantages of small occupied area, short consumed time, small environmental pollution, small traffic interference and the like.
Compared with the existing hand drill equipment, the invention has the following advantages: the exploration pressure injection instrument has the advantages that the power equipment is utilized to replace manual lifting and breaking of the soil body of the spiral drill bit, the lifting and breaking and spiral drilling steps can be repeated for multiple times until the power limit of the power equipment is approached, the characteristic of cleaning the sand attached to the spiral drill bit and the probe rod on the ground is provided, and the exploration pressure injection instrument is labor-saving and rapid.
Drawings
FIG. 1 is a schematic view of the working structure of the present invention when pressed down.
Fig. 2 is an enlarged view of fig. 1 at a.
Fig. 3 is an enlarged view of fig. 1 at B.
Fig. 4 is an enlarged view of fig. 1 at C.
FIG. 5 is a schematic diagram of the working structure of the present invention.
Fig. 6 is an enlarged view of fig. 5 at a.
Fig. 7 is an enlarged view of fig. 5 at B.
Fig. 8 is an enlarged view of fig. 5 at C.
FIG. 9 is a schematic top view of the chuck and pressure sensor assembly of the present invention.
FIG. 10 is a side view of the chuck and pressure sensor assembly of the present invention.
FIG. 11 is a schematic view of a corresponding connection structure of a pressure sensor groove and a chuck slot according to the present invention.
FIG. 12 is a schematic diagram of the water injection test of the present invention.
FIG. 13 is a schematic diagram of the shear strength test operation of the present invention.
Fig. 14 is an enlarged view of fig. 13 at a.
Fig. 15 is an enlarged view of fig. 13 at B.
Fig. 16 is an enlarged view of fig. 13 at C.
FIG. 17 is a graph of resistance versus depth for the present invention.
Fig. 1 and 5 show two operating states of the exploration pressure injection instrument of the invention: one operating state is as shown in fig. 1, the engagement system is located below the presser bar when pressed down, and the pressure sensor in the engagement system is located above the chuck and in close contact with the presser bar; another working state is that as shown in fig. 5, when the connecting system is lifted up, the connecting system is positioned above the pressure rod device, and the pressure sensor in the connecting system is positioned below the chuck and is tightly contacted with the pressure rod device; in two working states, the pressure sensor is extruded by the pressure rod device and the chuck to generate pressure data.
In fig. 17, the abscissa indicates: pressure values, in units: KN; the ordinate indicates: depth, in units of: m; e represents lithology stratigraphic layer 1; f represents lithology layering level 2; g represents lithology layering layer 3; h represents lithology layering layer 4; j represents lithology stratigraphic layer 5; x represents a lifting friction curve; y represents a curve of conical head resistance and accumulated friction force; z represents the cone tip resistance, and the cone tip resistance is the difference between Y and X or the difference of the data average value of each lithology layering curve.
In the figure, 1-stress equipment, 1.1-engagement system, 1.11-pressure sensor, 1.111-pressure sensor groove, 1.12-chuck, 1.121-chuck slot, 1.122-chuck holding rod, 1.123-data line, 1.124-data line interface, 1.2-pressure lifting system, 1.21-probe, 1.211-groove, 1.22-probe joint, 1.23-cone head, 1.231-cone tip, 1.232-cone column, 1.233-inner column, 1.2331-first inner column, 1.2332-second inner column, 1.24-spiral bit, 1.241-spiral bit drill rod, 2-power equipment, 2.1-pressure lever and 3-enclosing soil.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily understood by the description.
With reference to the accompanying drawings: the exploration pressure injection instrument comprises stress equipment 1 and power equipment 2, wherein the stress equipment 1 comprises a connection system 1.1 and a pressure lifting system 1.2, the connection system 1.1 comprises a pressure sensor 1.11 and a chuck 1.12, and the pressure sensor 1.11 is fixed on the chuck 1.12 and is arranged between the chuck 1.12 and a pressure rod device 2.1; the pressure lifting system 1.2 comprises a probe rod 1.21, a probe rod joint 1.22 and a conical head 1.23 or a spiral drill bit 1.24; grooves 1.211 are formed in the middle of the probe rod 1.21 and the middle of the probe rod joint 1.22; the chuck 1.12 is clamped in the groove 1.211, and the chuck 1.12 can be inserted and pulled out; the pressure sensor can receive resistance data among the conical head, the probe rod and the soil body; the probe rod 1.21 is connected with the probe rod joint 1.22 through a screw thread; the top end of the probe rod 1.21 extends upwards out of the power equipment 2, and the bottom end of the probe rod is connected with the conical head 1.23 in a plugging manner through an inner column 1.233; the conical head 1.23 is inserted into and pulled out of the probe rod 1.21 by the inner column 1.233 to a small distance (as shown in fig. 1, 5, 12 and 13); the probe rod 1.21 and the probe rod joint 1.22 are both hollow structures.
The size of the middle groove 1.211 of the probe rod is the same as that of the joint groove 1.211 of the probe rod, and the grooves are commonly arranged, because the stroke of a hydraulic transmission frame of the power equipment 2 is 50cm, and the length of the corresponding probe rod 1.21 plus one probe rod joint 1.22 is 100 cm; the probe rod middle groove 1.211 and the probe rod joint groove 1.211 are used for fixing the chuck 1.12; the conical head 1.23 is connected to the lower end of the probe rod 1.21 in a plugging manner, so that when the probe rod 1.21 is lifted up, the conical head 1.23 is separated or separated from the surrounding soil 3 by a small distance under the friction force, and is used for water injection tests, hole sealing, grouting and other work.
The conical head 1.23 comprises a conical tip 1.231, a conical column 1.232 and an inner column 1.233, wherein the lower end of the conical column 1.232 is concentrically connected with the conical tip 1.231, and the upper end of the conical column 1.232 is concentrically connected with the inner column 1.233; the diameter of the conical column 1.232 is larger than that of the inner column 1.233; the diameter of the cone column 1.232 is equal to the diameter of the base of the cone tip 1.231 and equal to the outer diameter of the probe rod 1.21 (as shown in fig. 1, 2, 5 and 6); when the data with the cone tip resistance as the main is independently collected, the cone column 1.232 is cancelled, and the diameter of the base of the cone tip 1.231 is increased.
Said inner columns 1.233 comprise a first inner column 1.2331 and a second inner column 1.2332, the difference between the first inner column and the second inner column being that the latter has a variable diameter and a long length; the first inner column 1.2331 is cylindrical (as shown in fig. 1 and 2); the second inner column 1.2332 is a reducing cylinder structure (as shown in fig. 5 and 6) with gradually enlarged bottom, the upper surface is a thin cylinder, the lower surface is a thick cylinder, the middle part is in reducing connection, the middle projection is an isosceles trapezoid, and the reducing and thick cylinders are used for being smoothly combined with the conical column 1.232 when the probe rod 1.21 is pressed down after a water injection test is completed; the diameter of the connection between the first inner column 1.2331 and the second inner column 1.2332 and the conical column 1.232 is slightly smaller than the inner diameter of the probe rod 1.21.
When the invention is used for collecting the mechanical data of sand and soil layers, the inner column 1.233 of the conical head 1.23 is used as a first inner column 1.2331; when the invention is used for collecting the sand and soil layer penetration data, the inner column 1.233 of the conical head 1.23 is used as the second inner column 1.2332, so that the exploration use requirement is met.
The cone tip 1.231 has a cone angle of 60 ° (as shown in fig. 1, 2, 5, 6); the conical head 1.23 is a steel conical head; the cone angle may also be other than 60 degrees, depending on the actual survey.
The chuck 1.12 is of a disc structure, the chuck 1.12 is provided with a chuck slot 1.121 which is through up and down, the width of the chuck slot 1.121 is larger than the width of the groove 1.211 and smaller than the diameter of the probe rod 1.21, and the probe rod is clamped and guided to be pressed down or lifted up; the pressure sensor 1.11 is of a disc structure, a pressure sensor groove 1.111 which is through up and down is arranged in the middle of the pressure sensor 1.11, and the width of the pressure sensor groove 1.111 is larger than the diameter of the probe rod 1.21; the pressure sensor 1.11 is concentrically contacted with the chuck 1.12 and is fixedly connected with the chuck 1.12 through a bolt; the width of the chuck slot 1.121 is smaller than the width of the pressure sensor groove 1.111, and the two are correspondingly contacted (as shown in fig. 9, 10 and 11), the two open grooves are identical in position and direction when being installed, and the chuck slot and the pressure sensor groove are ensured to be simultaneously inserted into the probe rod 1.21 and the groove 1.211.
The lower extreme of chuck 1.12 is equipped with chuck holding rod 1.122, and chuck holding rod 1.122 is hollow form, and for preventing to buckle to pull data line 1.123, data line 1.123 one end passes chuck holding rod 1.122 inner tube and connects on pressure sensor 1.11, and the other end is equipped with data line interface 1.124 (as shown in fig. 9, 10).
The working principle of the exploration pressure injection instrument is as follows: the chuck 1.12 is clamped in the groove 1.211 and receives pressure applied to the chuck by the power equipment 2; when in operation, the pressure sensor 1.11 is in close contact with the lower surface (pressing down (shown in figure 1)) or the upper surface (lifting up (shown in figure 5)) of the power device 2, and the receiving chuck 1.12 and the power device 2 apply pressure to the pressure sensor 1.11; when the pressure lifting system 1.2 is pressed into the soil under stress, the conical head 1.23 is tightly contacted with the probe rod 1.21; when the pressure lifting system 1.2 is lifted by force, the conical head 1.23 is separated from the probe rod 1.21 or partially separated as necessary.
With reference to the accompanying drawings: the application of the exploration pressure injection instrument is used for collecting mechanical data of sand and soil layers, collecting permeability data of the sand and the soil layers, and recovering and improving the conditions of the sand and the soil (including recovering (hole sealing, pressurization can be omitted) and improving (pressurization grouting); the power device 2 can be a hydraulic transmission frame or other power devices;
taking a hydraulic transmission frame as an example, the hydraulic transmission frame 2 transmits pressure and lifting force through a pressure lever 2.1 which can move up and down (as shown in fig. 1 and 5);
the chuck 1.12 is the existing equipment, usually steel, is a disc with the diameter of 5-8 cm, the thickness is about 1cm, the chuck slot 1.121 which is through up and down is arranged, the width of the chuck slot 1.121 is slightly larger than the width of the groove 1.211 in the pressure lifting system 1.2, the position of the inner endpoint of the chuck slot exceeds the center of the circle of the disc by about 1cm (the depth of the groove of the chuck 1.12 exceeds the center of the circle, so that the groove on the probe rod and the groove of the probe rod joint are positioned at the center of the chuck when being combined with the chuck); the shape of the pressure sensor 1.11 is basically consistent with that of the chuck 1.12 (the pressure sensor needs to be manufactured by related units due to form factors), the diameter is smaller than the width of the pressure lever 2.1, and the width of the pressure sensor slot 1.111 is slightly larger than the diameter of the probe rod 1.21 (as shown in fig. 1, 9, 10 and 11); the pressure sensor 1.11 and the chuck 1.12 are mainly subjected to pressure (the pressure between the pressure sensor and the chuck is not tensile force, can be reinforced without welding or other modes and can be connected by a conventional bolt), and the two are connected and fixed by a screw; the pressure data is transmitted to the recorder via a data line 1.123 connected in the pressure sensor 1.11.
The cone head 1.23 comprises a cone tip 1.231, a cone column 1.232 and a first inner column 1.2331 or a second inner column 1.2332; the cone angle of the cone tip 1.231 is 60 degrees, and the diameter of the cone bottom is about 3cm (the diameter is the same as that of a common probe rod); the cone column 1.232 is connected with the cone tip 1.231, the diameter of the cone column is about 3cm as the cone bottom, and the length of the cone column is 2-5 cm; the inner column has two shapes, including a first inner column 1.2331 and a second inner column 1.2332, the first inner column 1.2331 is cylindrical and is concentrically connected with the conical column 1.232, the diameter is about 2cm (slightly smaller than the inner diameter of the probe rod 1.21), and the length is about 5cm (when the inner column is used for sealing and grouting holes); the second inner column 1.2332 is a cylinder with gradually enlarged bottom (when used in a water injection test, the diameter of the inner column section connected with the conical column 1.232 is slightly smaller than the inner diameter of the probe rod 1.21, so that the probe rod 1.21 is pressed down again after the water injection test is completed, and the inner column 1.2332 plays a guiding role to enable the conical column 1.232 to be in smooth contact with the probe rod 1.21, the diameter of the inner column of the probe rod 1.21 is small, so that the gap between the inner diameter of the probe rod 1.21 and the inner column 1.2332 is increased, water injection is facilitated, a diameter-changing section is arranged between the inner column section and the outer column section, the diameter-changing section is smooth, the inner column section and the outer column section are concentrically connected with the conical column 1.232, the diameter of the bottom is about 2cm, the diameter of the upper part of the cylinder is about 1; if only the resistance data of the cone tip is collected, the cone column 1.232 can be cancelled, and the diameter of the base of the cone tip 1.231 is increased.
1) Collecting mechanical data of sand and soil layer:
(1) acquiring the vertical bearing capacity or the single cone tip resistance (namely acquiring the end resistance of soil at the cone head 1.23 and the surface frictional resistance of the probe rod 1.21) of the single pile:
the main working steps are as follows:
test process: compared with a static sounding test, the method increases the content of collecting surface friction force data of the feeler lever 1.21 in the pressing and lifting stages;
in operation, as shown in fig. 1 and 5: fixing the power equipment 2, placing the probe rod 1.21 close to the ground from a central circular hole of the power equipment 2, embedding the inner diameter of the probe rod 1.21 into the first inner column 1.2331 from bottom to top, and vertically falling on the ground together with the probe rod 1.21; the chuck 1.12 is clamped on the groove 1.211, the pressure sensor 1.11 is positioned above the chuck 1.12, the top surface of the pressure sensor closely contacts the bottom surface of the pressure bar device 2.1, the pressure sensor receives the pressure of the power equipment 2, transmits the pressure to the pressure lifting system 1.2 and records the change of data, and the data is the vertical bearing capacity of a single pile (namely the sum of the end resistance of soil at the position of the acquisition conical head 1.23 and the surface friction resistance accumulated value of the probe rod 1.21);
after the preset depth is reached, the connecting system 1.1 is placed on the top surface of the pressure rod device 2.1 in a turning mode, the pressure sensor 1.11 is in close contact with the top surface of the pressure rod device 2.1, the chuck 1.12 is located above the pressure sensor 1.11, the chuck 1.12 is clamped in the groove 1.211, the lifting pressure of the power equipment 2 is received, the probe rod 1.21 is driven to move upwards, the conical head 1.23 is separated from the surrounding soil 3 through friction force, and data collected by the pressure sensor is the change of the surface friction force of the probe rod 1.21 along with the depth;
the depth of the penetration is the sum of the soil penetration length of the probe rod 1.21 and the length of the conical head 1.23, the resistance of the conical head 1.23 changes with the intensity of the stratum in the penetration process, the friction force of the side wall of the probe rod 1.21 increases with the increase of the depth, and the data of the pressure sensor is the sum of the resistance of the conical head and the friction force of the side wall of the probe rod; in the lifting process, the conical head 1.23 falls off by the friction force of the surrounding soil 3 and does not participate in stress, the pressure sensor 1.11 collects data as the side wall friction force of the probe rod 1.21, and the side wall friction force is reduced along with the reduction of the depth (as shown in fig. 17).
And analyzing and using data: since the test was conducted with the same borehole and formation unchanged, sidewall friction from indentation and lifting correlated at the same depth, assuming that the two are the same, the total resistance to indentation curve and the total friction to lifting curve are plotted as a depth versus both forces (as shown in fig. 17). In the figure, the stratum is divided according to the depth of each inflection point of two curves and the change width of the distance between the two curves; subtracting the same depth data of the two curves, or taking the average value of the same depth difference value of the two curves of each layer of sandy soil after layering as the depth or the resistance of the conical head 1.23 of the layer of sandy soil, and dividing the resistance by the surface area of the conical head 1.23 to obtain the resistance of the depth limit end; calculating the limit frictional resistance of the side wall by using the total friction force data during lifting and combining the layering depth and dividing by the thickness of the point section or the stratum and the perimeter of the probe rod 1.21; in the total friction curve of the stratum, subtracting a depth value from certain depth data to obtain the friction of the depth section; the difference value of the data of the depth of the bottom of the stratum and the data of the bottom of the previous layer is the sum of the friction force of the layer;
because the pressure sensor collects the sum of the total limit side resistance of the side wall of the probe rod 1.21 and the total limit end resistance of the conical head 1.23, a double-bridge probe correlation formula is adopted: q uk =Q sk +Q pk =u∑l i *β i *f si +α*q c*Α p
In the formula Q uk—— Single pile vertical ultimate bearing capacity (pressure sensor data at the stage of push down, known);
Q sk—— total limit side resistance (lift stage pressure sensor data, known);
Q pk—— total ultimate resistance (the difference between the pushing down and lifting data at the same depth point or the average value of the difference of each depth point of the stratum);
u—probe circumference (measured data);
l i —the thickness of the ith layer of soil around the pile (divided by curve characteristics);
β i —the reduction coefficient is selected according to conditions;
f si —average side resistance of the probe rod of the i-th layer of soil is obtained by calculation;
the alpha-cone tip resistance correction coefficient is obtained according to lithology and properties;
q ccone tip resistance, a weighted average of the cone tips of the same formation over a range of depths (calculated);
Α p -area of cone tip (measured);
wherein Q is uk Data were recorded for the pressure transducer during the depression (see the right curve of fig. 17); q sk Data were recorded for the pressure transducer during the lift-up process (see left-hand curve of FIG. 17), and the two were subtracted to the corresponding depth Q pk (see FIG. 17 for differences in corresponding depth curve values); thickness of single layer soill i According to Q pk Determining the change characteristics and the curve break point of the lifting process, and calculating the single-layer by combining the cone tip area and the perimeter of the probe rodf si Andq c。
when only collecting the cone tip resistance data as the main, the operation process is basically the same as the vertical bearing capacity of a single pile, and the main difference lies in that: firstly, adjusting the shape of a conical head 1.23, enlarging the diameter of a base of a conical tip 1.231 to exceed the diameter of a probe rod 1.21, and canceling a conical column 1.232; the data of each point of the curve in the pressing stage is the depth Q pk (the friction force of the probe rod is corrected by considering the local existence of the side wall), and the pressure data is not recorded in the lifting stage.
(2) Collecting the shear strength of the disturbed soil:
the data testing process comprises the following steps: compared with a hand drill for coring and pore-forming, the hydraulic transmission frame 2 for breaking the connection between the drill bit soil body and the surrounding soil 3 is added, and the content of data recorded by the pressure sensor is increased;
as shown in fig. 13: when the device works, the spiral drill bit 1.24 can be connected to the lower end of the probe rod 1.21 in a threaded mode (the spiral drill bit works in a drilling mode) and used for collecting the shear strength of disturbed soil, a hydraulic transmission frame is fixed, the spiral drill bit (the spiral drill bit comprises a spiral drill bit drill rod 1.241, the length of the spiral drill bit is about 1m, the length of a common spiral drill bit is only about 20cm, the probe rod is generally welded at the rear end to form a drilling tool with the length of 100 cm) is placed on the ground from a central circular hole in the middle of the pressure lever 2.1, the upper part of the spiral drill bit is connected with the probe rod 1.21 through threads, the test depth is drilled by manpower or screwing; a chuck 1.12 of the connection system 1.1 is clamped on the groove 1.211, a pressure sensor 1.11 is positioned below the chuck 1.12, the bottom surface of the pressure sensor is tightly contacted with the top surface of the pressure bar device 2.1, the chuck 1.12 receives the lifting pressure of the pressure bar device 2.1, and transmits the lifting pressure to the pressure lifting system 1.2 and records the data change;
after the soil body of the spiral drill bit is sheared, the earth surface can be lifted out, the soil body of the spiral drill bit is removed, and a shearing test with the thickness of 5cm, 10cm and the like is carried out when the soil body of the spiral drill bit is fallen to the bottom of a hole; and drawing a curve by using the shearing pressure change of different thicknesses to obtain the relevant data of the shear strength.
Secondly, a pure coring and pore-forming process: when the test data does not need to be collected and only the auger bit is used for drilling a rock core, 5-50 cm (according to the properties of a soil body) can be drilled each time, a common chuck is adopted (for the reason that the auger bit is rotated to penetrate into the soil too deeply, the pressure of the chuck is easy to exceed the limit of a pressure sensor when the chuck is lifted, so that the connection system is not used as much as possible), the pressure lifting system 1.2 is lifted up once, the pressure lifting system 1.2 is continuously placed at the bottom of a hole for spiral drilling after the soil body is cut, the lifting, cutting and spiral drilling steps are repeated until the lifting pressure is close to the power limit of a hydraulic transmission frame, the pressure lifting system 1.2 is lifted out of the ground surface, the auger bit 1.24 and a drill rod 1.21 are attached to the rock core, and the steps are continuously lowered to the bottom of;
2) collecting permeability data
As shown in fig. 12, the working steps are as follows:
the working mode of the permeability data acquisition method is the same as the working mode of the single pile vertical bearing capacity downward-pressing acquisition program, and the difference is that: the inner column with the conical head 1.23 is used as a second inner column 1.2332;
when the cone head 1.23 reaches a part needing permeability test, lifting the pressure lifting system 1.2, wherein the lifting height is about 2cm, the part of the cone head 1.23, which is subjected to friction, is separated from the probe rod 1.21, and the separation height is the length of the test segment; injecting water from the 1.21 inner diameter of the ground surface probe rod to a test section, and recording time and water injection amount until the water injection test is completed when the water amount is stable; pressing down the press lifting system 1.2 to enable the probe rod 1.21 to be connected with the conical column 1.232 of the conical head 1.23, and continuing to perform the press-in test; when sand remains in the probe rod 1.21 and is not easy to connect, a piston with the same inner diameter as the probe rod 1.21 can be pressed into the probe rod 1.21 through the pressure lever 2.1, the pressure in the rod is increased, and the sand is discharged;
and thirdly, analyzing and using data: after the water injection test obtains stable unit flow, the calculation method can calculate permeability data by using the existing formula according to data such as the length of a test section, the diameter of the test section, the flow, the groundwater level and the like (when the test section is positioned below the groundwater level, a constant head related formula is adopted, when the test section is positioned above the groundwater level, the length of the test section is not easy to meet the constant head related formula, and a head reducing calculation formula can be adopted); wherein the underground water level data can be obtained by geological survey or water level measurement in a probe rod 1.21;
3) improving sandy soil conditions
When the invention is applied to recovering and improving the conditions of sand and soil, the test hole detection and sealing and the cone detection grouting construction are included;
exploration hole sealing is a mandatory requirement of many projects with seepage-proofing requirements, and because a probe of a common static penetrometer is expensive and cannot be separated, and a cable is arranged in a probe rod 1.21, the hole sealing cannot be carried out automatically, so that dykes and the like which are suitable for projects applying static penetrometry cannot be used; the conical head 1.23 is easy to separate and low in price, and the probe rod 1.21 and the probe rod joint 1.22 are hollow, so that grouting is facilitated; the invention discloses a method for sealing a tapered hole, which combines two methods: mud or cement slurry is used at the middle lower part of the test probe hole, the hollow part of the probe rod 1.21 is filled through a funnel, and the bottom is reached by the gravity of the mud or the cement slurry and the vacuum suction force generated by lifting the probe rod 1.21; lifting a partial length probe rod 1.21; repeating the steps of grouting and lifting the probe rod for 1.21; and (3) after the probe rods 1.21 are all lifted out of the ground, plugging a small amount of mud balls into the test probe hole orifice, pressing the probe rods 1.21 with the power equipment 2 and the concave plugs at the bottom ends into a specified depth, lifting the probe rods 1.21, and repeating the operation until the mud balls block the orifice (as shown in fig. 1 and 5).
Cone-exploration grouting is a common construction method for dikes, conventionally, a drilling machine or static pressure equipment is adopted to drill holes to a designed depth, the equipment is lifted out of the ground after the holes are drilled, a grouting pipe is deeply drilled into the holes by more than 0.5m, and cement is adopted to block the hole openings to perform grouting work at a depth point (the pressure is 0.05-0.08 MPa); the method adopts a pressure lifting system 1.2 to form holes, then lifts part of a probe rod 1.21 to make a conical head 1.23 fall off, and then grouting is carried out according to the designed pressure; after the section meets the design requirement, a section of probe rod is lifted, and grouting is performed; repeating the steps until the hole conical probing grouting is completed; (as shown in fig. 1 and 5). Compared with the existing cone-exploration grouting working method, the method has the advantages that mud or clear water is not needed to be used for pressing in (the hole wall is prevented from being sealed); grouting in a segmented manner; the grouting pressure and the grouting amount can be ensured to be uniform; the orifice does not need to be sealed; the construction quality is not influenced by grouting hole shrinkage and hole collapse caused by grouting hole shrinkage; different pressures and grout volumes may be applied as necessary based on the formation data collected during the pressing in process.
Other parts not described belong to the prior art.
Claims (10)
1. Exploration pressure injection appearance, its characterized in that: the device comprises stress equipment (1) and power equipment (2), wherein the stress equipment (1) comprises a connection system (1.1) and a pressure lifting system (1.2), the connection system (1.1) comprises a pressure sensor (1.11) and a chuck (1.12), and the pressure sensor (1.11) is fixed on the chuck (1.12) and is positioned between the chuck (1.12) and the power equipment (2); the pressure lifting system (1.2) comprises a probe rod (1.21), a probe rod joint (1.22) and a conical head (1.23) or a spiral drill bit (1.24); the chuck (1.12) is clamped on the probe rod (1.21) or the probe rod joint (1.22), the top end of the probe rod (1.21) extends upwards out of the power equipment (2), and the bottom end of the probe rod is connected with the conical head (1.23) in a plugging manner; the probe rod (1.21) and the probe rod joint (1.22) are both hollow structures.
2. The apparatus of claim 1, wherein: grooves (1.211) are formed in the middle of the probe rod (1.21) and the middle of the probe rod joint (1.22), and the chuck (1.12) is clamped in the grooves (1.211); the probe rod (1.21) and the probe rod joint (1.22) are connected through screw threads.
3. The apparatus of claim 2, wherein: the conical head (1.23) comprises a conical tip (1.231), a conical column (1.232) and an inner column (1.233), the lower end of the conical column (1.232) is concentrically connected with the conical tip (1.231), and the upper end of the conical column (1.232) is concentrically connected with the inner column (1.233); the diameter of the conical column (1.232) is larger than that of the inner column (1.233); the diameter of the conical column (1.232) is equal to that of the base of the conical tip (1.231) and equal to the outer diameter of the probe rod (1.21).
4. The apparatus of claim 3, wherein: the inner column (1.233) comprises a first inner column (1.2331) and a second inner column (1.2332); the first inner column (1.2331) is cylindrical, and the second inner column (1.2332) is of a reducing cylinder structure with the gradually enlarged bottom.
5. The apparatus of claim 4, wherein: the cone tip (1.231) has a cone angle of 60 °; the conical head (1.23) is a steel conical head.
6. The apparatus of claim 5, wherein: a chuck slot (1.121) which is through up and down is arranged on the chuck (1.12), and the width of the chuck slot (1.121) is larger than that of the groove (1.211) and smaller than the diameter of the probe rod (1.21); the pressure sensor (1.11) is of a disc structure, a pressure sensor groove (1.111) which is through up and down is arranged in the middle of the pressure sensor (1.11), and the width of the pressure sensor groove (1.111) is larger than the diameter of the probe rod (1.21); the pressure sensor (1.11) is concentrically contacted with the chuck (1.12) and is fixedly connected with the chuck (1.12) through a bolt; the width of the chuck slot (1.121) is smaller than that of the pressure sensor groove (1.111), and the two are correspondingly contacted.
7. Use of the exploration instrument according to claim 6, characterized in that: the method is used for collecting the mechanical data of the sand and the soil layer, collecting the penetration data of the sand and the soil layer and recovering and improving the conditions of the sand and the soil.
8. Use of the exploration instrument according to claim 7, characterized in that: when the method is applied to the collection of the mechanical data of the sand and soil layers, the method comprises the steps of collecting the vertical bearing capacity of a single pile or separately collecting the cone tip resistance of the single pile, and collecting the shear strength of disturbed soil;
1) the method for acquiring the vertical bearing capacity or the conical tip resistance of the single pile comprises the following steps:
when the power equipment works, the power equipment (2) is fixed, the probe rod (1.21) is placed close to the ground from a central round hole of the power equipment (2), and the first inner column (1.2331) is embedded into the inner diameter of the probe rod (1.21) from bottom to top and vertically falls on the ground together with the probe rod (1.21); the chuck (1.12) is clamped in the groove (1.211), the pressure sensor (1.11) is positioned above the chuck (1.12), the top surface of the pressure sensor is in close contact with the bottom surface of the power equipment (2), the pressure sensor receives the pressure of the power equipment (2), transmits the pressure to the pressure lifting system (1.2) and records the change of data, and the data is the vertical bearing capacity of a single pile;
after the preset depth is reached, the connecting system (1.1) is arranged on the top surface of the power equipment (2) in a turning mode, the pressure sensor (1.11) is in close contact with the top surface of the power equipment (2), the chuck (1.12) is located above the pressure sensor (1.11), the chuck (1.12) is clamped on the groove (1.211), the lifting pressure of the power equipment (2) is received, the probe rod (1.21) is driven to move upwards, the conical head (1.23) is separated by the friction force of the enclosed soil (3), and the data collected by the pressure sensor at the moment is the change of the surface friction force of the probe rod (1.21);
when the resistance of the cone tip is collected independently, the pressing-in step is the same as the vertical bearing capacity of a single pile, and the difference is that the cone head (1.23) has no cone column (1.232), and the diameter of the base of the cone tip (1.231) is larger than that of the probe rod (1.21); after the depth of the test hole is reached, pressure data are not recorded in the lifting stage;
2) the method for acquiring the shear strength of the disturbed soil comprises the following steps:
when the drilling machine works, the power equipment (2) is fixed, the spiral drill bit (1.24) is connected to the lower end of the probe rod (1.21) through a screw thread, the spiral drill bit is placed on the ground from a central round hole of the power equipment (2), the upper part of the spiral drill bit is connected with the probe rod (1.21), the spiral drill bit is rotationally drilled into a certain depth, the spiral drill bit is lifted to the ground surface through the power equipment (2) and the connection system (1.1), and the drill bit and the core of the probe rod (1.21) are removed;
then the spiral drill bit is placed to the bottom of the hole, and the depth of 2 cm-5 cm is drilled by manpower or equipment; the chuck (1.12) is clamped on the groove (1.211); the pressure sensor (1.11) is positioned below the chuck (1.12), the top surface of the pressure sensor is tightly contacted with the top surface of the pressure lever device (2.1), the pressure sensor receives the lifting pressure of the power equipment (2), transmits the lifting pressure to the pressure lifting system (1.2) and records the data change;
after removing the core, continuously placing the bottom of the hole to drill for 5-10 cm, and continuously lifting, recording and removing the core;
drilling into a depth of 10-20 cm, and continuing the steps of lifting, recording and clearing the core, and so on; calculating the relevant indexes of the shear strength by using the data of the sheared disturbed soil with different thicknesses and the pressure data change of the recorder;
when test data does not need to be collected and only the auger bit is used for taking the rock core, the primary pressure-lifting system (1.2) is lifted when the pressure-lifting system (1.2) drills to the depth of 5-50 cm, the pressure-lifting system (1.2) is placed at the bottom of the hole to be spirally drilled for 5-50 cm after soil is sheared, the soil is lifted upwards and sheared and the bottom of the hole is placed again until the lifting pressure is close to the power limit of the power equipment (2), the pressure-lifting system (1.2) is lifted out of the ground surface, and the auger bit and the rock core attached to the probe rod (1.21) are cleaned; and continuously putting the hole bottom and drilling to a preset hole depth.
9. Use of the exploration instrument according to claim 8, characterized in that: when applied to the collection of sand and soil layer penetration data, the method comprises the following steps,
the method comprises the following steps: the pressing-in method for acquiring permeability data is the same as the step of acquiring vertical bearing capacity pressing-in of the single pile, and the difference is that: the inner column adopting the conical head (1.23) is a second inner column (1.2332);
step two: when the cone head (1.23) reaches a part needing water injection test, the pressure lifting system (1.2) is lifted up, the lifting height is 2-5 cm, and the cone head (1.23) is partially separated from the probe rod (1.21) under the action of the friction force of the surrounding soil (3); water is injected from the inner diameter of the ground surface probe rod (1.21) to a test section, and the water injection quantity is recorded according to time until the water quantity is stable to finish a water injection test; pressing down the press lifting system (1.2) to enable the probe rod (1.21) to be connected with the conical column (1.232), and continuing to press in the test;
step three: data analysis used: after the water injection test obtains the stable unit flow, the calculation method calculates the permeability data by using the existing formula according to the data comprising the length of the test section, the diameter of the test section, the flow and the underground water level.
10. Use of the exploration instrument according to claim 9, characterized in that: when the method is applied to recovering and improving the conditions of sand and soil, the method comprises test hole probing and sealing and cone probing grouting construction;
1) the test exploratory hole sealing method comprises the following steps:
mud or cement slurry is used at the middle lower part of the probe hole, the hollow part of the probe rod (1.21) is filled through a funnel, and the bottom of the hole is reached by the gravity of the mud or the cement slurry and the vacuum suction force when the probe rod is lifted; lifting part of the probe rod (1.21);
repeating the steps of grouting and lifting the probe rod (1.21); when the probe rods (1.21) are all lifted out of the ground, a small amount of mud balls are adopted to plug into the test probe hole openings, the power equipment (2) and the probe rods (1.21) with the bottom ends provided with the inwards concave plugs are pressed into the test probe holes to a specified depth, and the probe rods (1.21) are lifted;
repeating the operation until the mud ball blocks the orifice;
2) cone-exploring grouting construction:
after the pressure lifting system (1.2) reaches the designed depth, lifting a part of the probe rod (1.21) to separate the conical head, and grouting according to the designed pressure;
after the section meets the design requirement, a section of probe rod (1.21) is lifted, and grouting is performed;
and repeating the steps until the conical probing grouting of the orifice is finished, and plugging the orifice by using a mud ball.
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| CN112459744A (en) * | 2020-11-25 | 2021-03-09 | 安徽铜冠（庐江）矿业有限公司 | Hole sealing system and hole sealing method for geological prospecting drill hole |
| CN112676332A (en) * | 2020-12-08 | 2021-04-20 | 上海格林曼环境技术有限公司 | Integrated restoration medicament injection device based on contaminated land stratum characteristics |
| CN114319292A (en) * | 2021-12-28 | 2022-04-12 | 中国电建集团华东勘测设计研究院有限公司 | Ocean pore pressure static sounding continuous penetration device and method for silt stratum |
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| CN200946264Y (en) * | 2006-06-12 | 2007-09-12 | 铁道第三勘察设计院 | Rotary penetration sounding probe |
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Address after: 430010 No. 1863 Jiefang Avenue, Jiang'an District, Hubei, Wuhan Patentee after: Changjiang Geotechnical Engineering Co.,Ltd. Address before: 430010 No. 1863 Jiefang Avenue, Jiang'an District, Hubei, Wuhan Patentee before: CHANGJIANG GEOTECHNICAL ENGINEERING Corp. |