CN113265998A - Combined foundation monitoring method for dynamic compaction reinforcement - Google Patents
Combined foundation monitoring method for dynamic compaction reinforcement Download PDFInfo
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- CN113265998A CN113265998A CN202110499601.1A CN202110499601A CN113265998A CN 113265998 A CN113265998 A CN 113265998A CN 202110499601 A CN202110499601 A CN 202110499601A CN 113265998 A CN113265998 A CN 113265998A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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- E02D1/00—Investigation of foundation soil in situ
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- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
The invention provides a combined foundation monitoring method aiming at dynamic compaction reinforcement. The method comprises the following steps: arranging a soil pressure box and a pore water pressure gauge at the drilling position of the center of the roadbed of each section, burying the soil pressure box and the pore water pressure gauge at a depth of 1-8 m, arranging a test probe at a depth of 1m every other section, and monitoring the change conditions of the soil pressure and the hyperstatic pore water pressure of a foundation soil body in different depth ranges by using the soil pressure box and the pore water pressure gauge in the dynamic compaction process; the inclination measuring pipe and the matched settlement magnetic ring are respectively arranged on two sides of the dynamic compaction processing boundary in a drilling mode and are arranged according to the distances of 1m, 4m, 7m and 10m from the boundary, and the change conditions of the layered settlement amount and the lateral displacement amount of the soil body at different depths of the foundation at different positions outside the dynamic compaction boundary can be obtained by utilizing the magnetic ring and the inclination measuring pipe in the dynamic compaction process. The dynamic compaction device can collect all parameters including foundation layered settlement deformation, hyperstatic pore water pressure, soil pressure, lateral displacement and the like while reducing dynamic compaction disturbance.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a combined foundation monitoring method aiming at dynamic compaction reinforcement.
Background
The dynamic compaction method is a dynamic compaction method, also called dynamic consolidation method. A large crawler-type dynamic compaction machine is used for freely dropping a heavy hammer of 8-30 tons from the height of 6-30 meters to strongly tamp soil, so that the bearing capacity and the compression modulus of a foundation are rapidly improved, a relatively uniform and compact foundation is formed, and the pore distribution of foundation soil is changed within a certain depth of the foundation.
The dynamic compaction method construction is widely applied to foundation reinforcement projects such as highways, railways, airports, nuclear power stations, large industrial areas, ports and sea reclamation, and has the advantages of short construction period, good effect, low manufacturing cost and the like.
The following is a brief introduction to the various monitoring instruments used:
the layered settling pipe is one in-situ foundation measuring instrument for measuring the layered settling amount of lower soil. According to the data rule obtained by the test, the settlement trend can be predicted, the stability of the structure can be analyzed, the construction process can be monitored, and the like. The device is often used in combination with a high-precision drilling inclinometer pipe, and is an ideal device for in-situ monitoring of the foundation.
The TGCS-1 layered sedimentation pipe is widely applied to the engineering of soft soil foundation treatment, roadbed, embankment, earth and rockfill dam, wharf and the like, and is used for observing the change condition of soil body sedimentation in the soil layer. The settling tube consists of a measuring head, a measuring ruler and a test signal indicator. The side head part is subjected to a strict pressure sealing test before leaving a factory, so that good sealing performance, long-term working stability and reliability are guaranteed. The measuring tape part is processed by a plastic-coated totally-enclosed special process, so that the long-term stability and clearness of the scales are ensured, and the reading is convenient and accurate. The test signal generator part is designed according to the national second class instrument standard, has the characteristics of high reliability, low energy consumption and the like, ensures the stability and reliability of long-term work, and is particularly suitable for long-term stable work under the field condition.
The sedimentation magnetic ring is a key part in a sedimentation measuring system, the shell is made by injection molding, and magnetic materials are placed in the shell to form a magnetic ring which is matched with the performance of a probe of the sedimentation pipe. Three stainless steel spring pieces are arranged on the shell of the settlement magnetic ring. The sedimentation magnetic ring is sleeved outside the sedimentation pipe, and the spring piece extends into the soil layer to be occluded with the soil layer to drive the sedimentation magnetic ring to move along with the movement of the soil layer.
After the magnetic ring instrument is buried underground, the magnetic ring instrument generates corresponding vertical movement along with the compression deformation of a soil layer, and in the actual field monitoring process, along with the implementation of filling engineering, the position of each magnetic ring is measured at a certain time point, and the specific process is as follows:
1. the high-precision level gauge measures the elevation of the magnetic ring pipe orifice relative to a base point before magnetic ring measurement is carried out so as to convert the position of the magnetic ring;
2. measuring the position of the magnetic ring in the vertical direction by using a magnetic ring measuring instrument;
3. converting the position of the magnetic ring measured each time into a position relative to a base point according to the elevation of the pipe orifice so as to compare and analyze the data of the previous time and the next time;
4. and the settlement amount in the time period can be obtained by taking the difference of the data measured at any two times.
The pore water pressure gauge is a stainless steel structure, can be buried in the foundation of a hydraulic building or other buildings for a long time, and measures the pore water pressure (or the osmotic water pressure) inside the structure or the foundation.
The TGCY-1-100A type pore water pressure gauge is suitable for being buried in hydraulic buildings (foundations or bedrocks) and other concrete buildings and soil bodies for a long time, and can be used for observing the pore (osmotic) water pressure in the buildings or the soil bodies for a long time and observing the change of the water level of a reservoir. The pore water pressure gauge and the mounting accessories can be used in pressure measuring pipes, pipelines and foundation drilling holes and used for monitoring the pore water pressure or liquid level, such as the pore water pressure in concrete and soil bodies, the water level of the pressure measuring pipes and other liquid levels. The TGCY-1-100A type pore water pressure gauge adopts an imported sensor, the shell is made of a special metal material resistant to acid and alkali corrosion, and an advanced circuit technology is matched, so that the TGCY-1-100A type pore water pressure gauge has the characteristics of high precision, good sensitivity, good stability, long service life and the like, and is specially designed for adapting to various severe environments.
The working principle of the pore water pressure gauge is as follows: the method comprises the steps of bearing pressure on a measuring head pressure bearing film to deform the film, then deforming and relaxing steel strings fixed on the film, changing the natural vibration frequency of the strings, receiving the natural vibration frequency by using a vibrating string frequency detector, transmitting frequency signals to a reading device through a cable, measuring and reading the natural vibration frequency of the steel strings at different moments, and obtaining the pore water pressure value at the corresponding moment through conversion.
The seepage pressure monitoring is carried out in the deep part of the dam foundation, the side slope and the building in the operation period, and the seepage pressure monitoring needs to be installed and buried in the drill hole. The depth of the bore is determined by design, and the bore diameter is generally not less than 120 mm. The location of the borehole should be determined according to design or geological conditions. The hole depth is measured before embedding, medium coarse sand with the thickness of 20-40 cm is poured into the hole to reach the embedding height of the instrument, and then a pore water pressure gauge with a reverse filtering sand bag is placed at the bottom of the hole. If the hole is drilled too deep, in order to prevent the sand bag and the cable from being damaged due to overweight, the sand bag can be hung by using the steel wire, and the cable is tied on the steel wire for hanging. After the burying is qualified, filling coarse sand on the sand, saturating the sand, filling fine sand of 10-20 cm, and finally filling cement bentonite slurry or pre-shrunk cement mortar into the residual hole section.
The soil pressure gauge is a steel string type sensor for measuring soil pressure, and is mainly used for measuring the change of the soil body pressure of a buried point in soft soil and filling; the contact pressure of the soil body to the surfaces of a retaining wall, an anti-slide pile and the like can also be measured.
The TGCY-2-100A type soil pressure gauge is suitable for long-term measurement of the stress or the internal structure pressure of soil bodies in structures such as earth-rock dams, earth dikes, side slopes, roadbed and the like, and is effective monitoring equipment for knowing the change of the soil pressure in the structures to be measured.
The working principle of the soil pressure gauge is as follows: the tension string is manufactured according to the tension string principle, the frequency is used as an output signal, the error generated by long-distance transmission is extremely small, and the anti-interference capability is strong; a temperature sensor is arranged in the temperature sensor, so that the change caused by the influence of the external temperature can be corrected; a computing chip is arranged in each sensor, and can automatically convert the measured data so as to directly output physical quantity, thereby reducing manual conversion errors and errors; when the testing device is used, all components are strictly tested and subjected to aging screening, particularly a high-low temperature stress relief test, so that the stability and reliability of the string are enhanced; in addition, three-proofing treatment is required, so that the high survival rate of the fertilizer in a long-term severe environment is ensured.
The pressure of the soil which is measured well before installation can be applied to the soil pressure gauge, the numerical value of the reading can be changed, and the reading can be increased due to the increase of the stress. And (5) confirming that the instrument works normally, numbering the instrument and archiving the instrument. The depth of the drilled hole is determined by the designed embedding position, and the hole diameter is not less than 120 mm. The blue nylon rope with the corresponding depth length is used for binding the section part of the soil pressure cell before embedding so as to mark the embedding depth, after a drill bit reaches a preset position, because the soft foundation geological condition of the section is poor, the hole is firstly washed, then the soil pressure cell is quickly and stably placed into a drill hole, and then the natural hole collapse can be waited for fixing the soil pressure cell or backfilling with fine sand. The soil pressure gauge is a steel string type sensor for measuring soil pressure, and is mainly used for measuring the change of the soil body pressure of a buried point in soft soil and filling; the contact pressure of the soil body to the surfaces of a retaining wall, an anti-slide pile and the like can also be measured.
In the field of geotechnical engineering, inclinometers are mainly used to measure soil movements, such as lateral movements that may occur around an unstable slope (landslide) or during excavation, etc. It can also be used to monitor the stability of dams, core walls, the placement and deviation of piles or boreholes, and the settlement of the soil mass in backfills, dikes and underground storage tanks. Therefore, in these cases, it is common to install one inclinometer pipe, install the inclinometer pipe in a borehole in the ground, or cast the pipe in a concrete structure, or embed the pipe in a dike. The inclinometer tube is provided with four notches for fixing a pulley of the portable inclinometer tube probe. The probe is attached to one end of a cable connected to a reader for observing the amount of vertical (or horizontal) tilt associated with the inclinometer and in this way measuring any change in tilt caused by soil movement.
The existing related monitoring method mainly monitors partial parameters of the soil body through related monitoring instruments, monitoring contents are not comprehensive and do not form a system, and the monitoring contents are easily interfered by dynamic compaction impact loads.
Disclosure of Invention
The embodiment of the invention provides a combined foundation monitoring method aiming at dynamic compaction and reinforcement, so as to effectively monitor each parameter of a foundation during the dynamic compaction and reinforcement.
In order to achieve the purpose, the invention adopts the following technical scheme.
A combined foundation monitoring method aiming at dynamic compaction reinforcement comprises the following steps:
arranging a soil pressure box and a pore water pressure gauge at the drilling position of the center of the roadbed of each section, burying the soil pressure box and the pore water pressure gauge at the depth of 1-8 m, arranging a test probe of the soil pressure box and the pore water pressure gauge at the depth of 1m every interval, and monitoring the change conditions of the soil pressure and the hyperstatic pore water pressure of the soil body of the foundation in different depth ranges by using the soil pressure box and the pore water pressure gauge in the dynamic compaction process;
and respectively drilling holes on the two sides of the dynamic compaction processing boundary by using the inclinometer pipe and the matched settlement magnetic ring, arranging the holes at the distances of 1m, 4m, 7m and 10m from the dynamic compaction processing boundary, and monitoring by using the magnetic ring and the inclinometer pipe in the dynamic compaction process to obtain the layered settlement and the lateral displacement of the soil body at different depths of the foundation at different positions outside the dynamic compaction processing boundary.
Preferably, the inclinometer pipe and the magnetic ring are combined and buried in the soil to form the settling pipe, the interface of the inclinometer pipe and the magnetic ring is bonded by a waterproof adhesive tape, and the settling pipe is arranged at the position 10m away from the dynamic compaction boundary and at the position 3m away from the dynamic compaction boundary and at the position 6m away from the dynamic compaction boundary respectively.
Preferably, the soil pressure cell and the pore water pressure gauge are arranged in pair, and are spaced at a certain distance.
Preferably, installing and burying pore water pressure in a drill hole, wherein the pore diameter is not less than 120mm, measuring the depth of the hole before burying, pouring medium coarse sand with the thickness of 20-40 cm into the hole to the burying elevation of an instrument, then placing a pore water pressure meter with a reverse filtering sand bag into the bottom of the hole, filling the medium coarse sand on the pore water pressure meter, filling fine sand with the thickness of 10-20 cm to form a reverse filtering layer, and then filling a gauze bag which is about 1m and is filled with expansive soft clay red soil to form a water-proof layer; repeating the steps, arranging a plurality of pore water pressure measuring points at depth positions in a drill hole, establishing an obvious mark at the drill hole position, finally pouring cement bentonite slurry or pre-shrinking cement mortar into the residual hole section, and filling sand soil to compact the residual hole section.
Preferably, during burying of the soil pressure box, firstly, drilling is carried out through a drilling machine, the aperture is not smaller than 120mm, the section part of the soil pressure box is bound by a nylon rope with the corresponding depth length before burying so as to mark the burying depth, after a drill bit reaches a preset position, the hole is washed firstly, then the soil pressure box is vertically placed into the drill hole, then the drill hole is backfilled by fine sand, the drill hole is compact, and an obvious mark is established at the position of the drill hole.
Preferably, after the drill hole reaches the designated position, if the stratum has the bearing capacity and does not collapse, the hole is washed and the settling pipe is buried; if the stratum is loose, a sleeve is put into the drilled hole, then the settling pipe with the magnetic ring is embedded in sections, the settling pipe is connected into a section of 4m before embedding, and after embedding is completed, a circle of cement mortar is poured on the exposed part of the settling pipe or an iron support is built for fixing.
According to the technical scheme provided by the embodiment of the invention, the embodiment of the invention provides the dynamic compaction reinforced combined foundation monitoring method, and the dynamic compaction disturbance is reduced, and meanwhile, a whole set of parameters including foundation layered settlement deformation, hyperstatic pore water pressure, soil pressure, lateral displacement and the like can be acquired.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic plan view of an instrument and device arrangement provided in an embodiment of the present invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
As used herein, the singular forms "a", "an", "the" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and/or groups thereof. It will be understood that when an element is referred to as being "connected" or "coupled" to another element, it can be directly connected or coupled to the other element or intervening elements may also be present. Further, "connected" or "coupled" as used herein may include wirelessly connected or coupled. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
For the convenience of understanding the embodiments of the present invention, the following description will be further explained by taking several specific embodiments as examples in conjunction with the drawings, and the embodiments are not to be construed as limiting the embodiments of the present invention.
The dynamic compaction reinforced combined foundation monitoring method provided by the embodiment of the invention comprehensively adopts various monitoring instruments and equipment, including a settling pipe, an inclinometer pipe, a pore water pressure gauge and a soil pressure box, selects proper measuring point positions in the whole dynamic compaction reinforced area range, respectively embeds a monitoring probe device at each measuring point position, and then protects the monitoring probe devices by a partial reinforcing method to prevent the monitoring probe devices from being interfered by dynamic compaction impact, thereby forming a combined foundation monitoring method and effectively monitoring various parameters of the foundation during the dynamic compaction reinforcement.
Selection arrangement of monitoring measuring points
FIG. 1 is a schematic view of different cross-sections and measuring point arrangements provided by an embodiment of the present invention. According to the embodiment of the invention, the soil pressure cell and the pore water pressure gauge are arranged at the drilling position of the roadbed center of each section, the burying depth is 1-8 m, and the test probes of the soil pressure cell and the pore water pressure gauge are arranged at the depth of 1m every interval, so that the change conditions of the soil pressure and the hyperstatic pore water pressure of the foundation soil body in different depth ranges in the dynamic compaction process can be obtained. The soil pressure cell and the pore water pressure gauge are arranged in pairs and are spaced at a certain distance.
And respectively drilling holes on the inclinometer pipe and the matched settlement magnetic ring at two sides of the dynamic compaction processing boundary, and arranging the inclinometer pipe and the matched settlement magnetic ring at distances of 1m, 4m, 7m and 10m from the dynamic compaction boundary. The combination of the inclinometer pipe and the magnetic ring is buried in the soil to form the settling pipe, and the interface of the inclinometer pipe and the magnetic ring is sealed by a black waterproof adhesive tape to prevent water inflow and mortar from blocking the settling pipe. And settling pipes are arranged at the position 10m away from the dynamic compaction boundary and at the position 3m away from the dynamic compaction boundary and at the position 6m away from the dynamic compaction boundary in a row respectively.
The inclinometer pipe is a high-strength PVC pipe and can move along with a foundation soil body after being buried in the drilled hole so as to measure the horizontal displacement of the soil body. After the positioning ring and the magnetic ring are arranged on the inclinometer pipe, the pipe becomes a settling pipe, so that the layered settlement deformation of a soil body can be monitored, and the inclinometer pipe also has an inclinometry function. And in the dynamic compaction process, the change conditions of the layered settlement amount and the lateral displacement amount of the soil body at different depths of the foundation at different positions outside the dynamic compaction boundary are obtained by utilizing the magnetic ring and the inclinometer pipe for monitoring.
The layered settlement and the lateral displacement of the foundation at the dynamic compaction boundary position can be obtained through monitoring, and the change condition of the layered settlement and the lateral displacement of the soil body of the foundation along with the increase of the distance to the dynamic compaction boundary can be obtained. By the arrangement and monitoring of the probes, the effect of dynamic compaction and reinforcement of the foundation soil body can be effectively judged, and the construction process of dynamic compaction can be timely adjusted by feeding back actual measurement data.
Second, improvement of instrument probe embedding
1. In the process of embedding the pore water pressure gauge, the pore water pressure gauge needs to be installed and embedded in a drill hole, the depth of the drill hole is determined by design, and the aperture is generally not less than 120 mm. The location of the borehole is determined by design or geological conditions. The hole depth is measured before embedding, medium coarse sand with the thickness of 20-40 cm is poured into the hole to reach the embedding height of the instrument, and then a pore water pressure gauge with a reverse filtering sand bag is placed at the bottom of the hole. After the burying is qualified, coarse sand is filled on the laterite, the coarse sand is saturated, fine sand of 10-20 cm is filled to form a reverse filtering layer, then gauze bags filled with expansive soft and sticky red soil with the thickness of about 1m are filled to serve as water-proof layers to play a water-proof effect, and the bags are used for ensuring that the red soil cannot be scattered or float on the surface layers of the holes to block the drilled holes in the process of sinking into the holes. And repeating the steps to arrange a plurality of pore water pressure measuring points at depth positions in one drilling hole. And finally, cement bentonite slurry or pre-shrunk cement mortar is poured into the residual hole section, sand is filled to enable the residual hole section to be compact, an obvious mark is established at the position of a drilling hole, the front surface of the rammer is prevented from falling on a drilling hole measuring point, and the fact that the pore water pressure probe is not interfered by dynamic compaction impact in the monitoring process can be guaranteed.
2. During burying of the soil pressure box, a drilling machine is used for drilling, the depth of the drilled hole is determined by the designed burying position, and the aperture is not smaller than 120 mm. The method comprises the steps of binding the section part of the soil pressure cell by using a blue nylon rope with the corresponding depth length before burying to mark the burying depth, washing a hole firstly after a drill bit reaches a preset position, then rapidly and stably placing the soil pressure cell into a drill hole, and then backfilling the drill hole by using fine sand to compact the drill hole, erecting an obvious mark at the position of the drill hole, so that the front surface of a rammer is prevented from falling on a measuring point of the drill hole, and the soil pressure probe is prevented from being interfered by strong rammer impact in the monitoring process.
In order to keep the pore pressure and soil pressure probes, the foundation soil parameters can still be continuously monitored in the roadbed filling and later stages. After the dynamic compaction enters a roadbed filling stage, a groove with the depth of 40cm can be dug on the ground surface, a layer of fine sand with the thickness of 5cm is paved at the bottom, the data transmission line of the probe is led out to one side of the roadbed, fine sand or clay without broken stone is filled in the upper part of the probe to prevent the transmission line from being broken by broken stone, a data transmission line channel is made, an iron box is arranged on one side of the roadbed, the data transmission line is protected in the iron box, and then an instrument can be kept for continuous monitoring.
3. Burying a settling pipe: after the drill hole reaches a designated position, if the stratum has better bearing capacity and does not collapse, the hole is quickly washed to bury the settling pipe, if the stratum is loose and is easy to collapse, the sleeve pipe is put into the drill hole, and then the settling pipe with the magnetic ring is buried in sections. The settling pipe can be connected into a 4m section before being buried, too short can cause too many joints when being buried, and too long can cause the settling pipe to be broken. After embedding, pouring a circle of cement mortar or building an iron bracket for fixing at the exposed part of the settling tube to prevent the settling tube from being disturbed and damaged by dynamic compaction construction.
The interface is sealed by a black waterproof adhesive tape to prevent water inflow and mortar from blocking the settling pipe, and the drilled hole is backfilled densely after the settling pipe is connected with the interface in embedding and is embedded by being pasted with the waterproof adhesive tape.
Monitoring in dynamic compaction process
Monitoring personnel should keep a safety distance of more than 5m with the dynamic compaction machine as far as possible during the dynamic compaction process so as to prevent the monitoring personnel from being affected by vibration and shock waves.
During monitoring, the data transmission coils are gathered together as much as possible, so that the rapid and effective measurement can be carried out, and the coils are prevented from being excessively dispersed and damaged by dynamic compaction and tamping.
And (4) regularly checking the survival rate of the buried instrument, detecting whether the buried instrument is influenced or damaged by dynamic compaction impact, and timely adjusting and reinforcing according to the field condition.
And monitoring the soil pressure and the pore water pressure in the dynamic compaction process.
In summary, the embodiment of the present invention provides a dynamic compaction reinforced composite foundation monitoring method, which can collect a whole set of parameters including foundation layered settlement deformation, hyperstatic pore water pressure, soil pressure, lateral displacement, and the like while reducing dynamic compaction disturbance. The method can effectively judge the effect of dynamic compaction and reinforcement of the foundation soil body, and can timely adjust the construction process of dynamic compaction through the feedback of the measured data.
The embodiment of the invention comprehensively adopts monitoring instruments and equipment, which comprise a layered settling pipe, an inclinometer pipe, a pore water pressure meter and a soil pressure box, selects proper measuring point arrangement positions in the whole dynamic compaction reinforcing area range, and respectively embeds monitoring probe equipment, and protects the probes by a partial reinforcing method to prevent the probes from being interfered by dynamic compaction impact, thereby forming a combined foundation monitoring method which can effectively monitor various parameters of the foundation during the dynamic compaction reinforcing period.
Those of ordinary skill in the art will understand that: the figures are merely schematic representations of one embodiment, and the blocks or flow diagrams in the figures are not necessarily required to practice the present invention.
The embodiments in the present specification are described in a progressive manner, and the same and similar parts among the embodiments are referred to each other, and each embodiment focuses on the differences from the other embodiments. In particular, for apparatus or system embodiments, since they are substantially similar to method embodiments, they are described in relative terms, as long as they are described in partial descriptions of method embodiments. The above-described embodiments of the apparatus and system are merely illustrative, and the units described as separate parts may or may not be physically separate, and the parts displayed as units may or may not be physical units, may be located in one place, or may be distributed on a plurality of network units. Some or all of the modules may be selected according to actual needs to achieve the purpose of the solution of the present embodiment. One of ordinary skill in the art can understand and implement it without inventive effort.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (6)
1. A combined foundation monitoring method aiming at dynamic compaction reinforcement is characterized by comprising the following steps:
arranging a soil pressure box and a pore water pressure gauge at the drilling position of the center of the roadbed of each section, burying the soil pressure box and the pore water pressure gauge at the depth of 1-8 m, arranging a test probe of the soil pressure box and the pore water pressure gauge at the depth of 1m every interval, and monitoring the change conditions of the soil pressure and the hyperstatic pore water pressure of the soil body of the foundation in different depth ranges by using the soil pressure box and the pore water pressure gauge in the dynamic compaction process;
and respectively drilling holes on the two sides of the dynamic compaction processing boundary by using the inclinometer pipe and the matched settlement magnetic ring, arranging the holes at the distances of 1m, 4m, 7m and 10m from the dynamic compaction processing boundary, and monitoring by using the magnetic ring and the inclinometer pipe in the dynamic compaction process to obtain the layered settlement and the lateral displacement of the soil body at different depths of the foundation at different positions outside the dynamic compaction processing boundary.
2. The method as claimed in claim 1, wherein the combination of the inclinometer pipe and the magnetic ring is embedded in the soil to form a settling pipe, the joint of the inclinometer pipe and the magnetic ring is bonded by waterproof adhesive tape, and the settling pipe is arranged at a position 10m away from the dynamic compaction boundary and at a row 3m away from the dynamic compaction boundary and at a position 6m away from the dynamic compaction boundary respectively.
3. The method of claim 1, wherein the soil pressure cell and the pore water pressure gauge are arranged in pairs, the soil pressure cell and the pore water pressure gauge being spaced apart by a predetermined distance.
4. The method according to claim 1, 2 or 3, wherein the buried pore water pressure is installed in the drilled hole, the pore diameter is not less than 120mm, the depth of the hole is measured before burying, medium coarse sand with the thickness of 20-40 cm is poured into the hole to the buried elevation of the instrument, then a pore water pressure gauge with a reverse filtering sand bag is placed at the bottom of the hole, the medium coarse sand is filled on the pore water pressure gauge, then fine sand with the thickness of 10-20 cm is filled to form a reverse filtering layer, and then a gauze bag filled with expansive soft clay red soil with the thickness of about 1m is filled to form a water-proof layer; repeating the steps, arranging a plurality of pore water pressure measuring points at depth positions in a drill hole, establishing an obvious mark at the drill hole position, finally pouring cement bentonite slurry or pre-shrinking cement mortar into the residual hole section, and filling sand soil to compact the residual hole section.
5. The method as claimed in claim 1, 2 or 3, wherein during the burying of the soil pressure box, a hole is drilled through a drilling machine, the hole diameter is not less than 120mm, the section part of the soil pressure box is bound by a nylon rope with a corresponding depth length before burying so as to mark the burying depth, after the drill bit reaches a preset position, the hole is washed, then the soil pressure box is vertically placed into the drill hole, and then the drill hole is backfilled by fine sand, so that the drill hole is compact, and an obvious mark is established at the drill hole position.
6. The method according to claim 1, 2 or 3, characterized in that after the drilling hole reaches the designated position, if the stratum has the endurance property and does not collapse, the hole is washed to carry out the laying of the settling pipe; if the stratum is loose, a sleeve is put into the drilled hole, then the settling pipe with the magnetic ring is embedded in sections, the settling pipe is connected into a section of 4m before embedding, and after embedding is completed, a circle of cement mortar is poured on the exposed part of the settling pipe or an iron support is built for fixing.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110499601.1A CN113265998A (en) | 2021-05-08 | 2021-05-08 | Combined foundation monitoring method for dynamic compaction reinforcement |
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| CN202110499601.1A CN113265998A (en) | 2021-05-08 | 2021-05-08 | Combined foundation monitoring method for dynamic compaction reinforcement |
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Cited By (3)
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| CN114525774A (en) * | 2022-02-10 | 2022-05-24 | 江西省中蔚建设集团有限公司 | Foundation reinforcement construction method |
| CN114991109A (en) * | 2022-05-25 | 2022-09-02 | 西南石油大学 | Stress deformation monitoring and early warning system for pile sinking construction of adjacent existing line soil-squeezing pile |
| CN117552483A (en) * | 2024-01-10 | 2024-02-13 | 山西金宝岛基础工程有限公司 | Test method for foundation reinforcement influence range of dynamic compaction treatment |
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| CN117552483A (en) * | 2024-01-10 | 2024-02-13 | 山西金宝岛基础工程有限公司 | Test method for foundation reinforcement influence range of dynamic compaction treatment |
| CN117552483B (en) * | 2024-01-10 | 2024-04-16 | 山西金宝岛基础工程有限公司 | Test method for foundation reinforcement influence range of dynamic compaction treatment |
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