CN109630136B - Device and method for detecting advanced curtain grouting effect of weak stratum tunnel in real time - Google Patents
Device and method for detecting advanced curtain grouting effect of weak stratum tunnel in real time Download PDFInfo
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- CN109630136B CN109630136B CN201910093271.9A CN201910093271A CN109630136B CN 109630136 B CN109630136 B CN 109630136B CN 201910093271 A CN201910093271 A CN 201910093271A CN 109630136 B CN109630136 B CN 109630136B
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- 230000000694 effects Effects 0.000 title claims abstract description 34
- 238000000034 method Methods 0.000 title claims abstract description 31
- 238000001514 detection method Methods 0.000 claims abstract description 88
- 239000002689 soil Substances 0.000 claims abstract description 41
- 239000011435 rock Substances 0.000 claims abstract description 39
- 239000002002 slurry Substances 0.000 claims description 35
- 239000007788 liquid Substances 0.000 claims description 19
- 238000011897 real-time detection Methods 0.000 claims description 11
- 238000005553 drilling Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 21
- 230000002787 reinforcement Effects 0.000 abstract description 9
- 239000010409 thin film Substances 0.000 abstract description 5
- 210000003462 vein Anatomy 0.000 abstract description 4
- 239000010408 film Substances 0.000 description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 9
- 239000000084 colloidal system Substances 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 5
- 238000007689 inspection Methods 0.000 description 5
- 238000011156 evaluation Methods 0.000 description 4
- 238000009434 installation Methods 0.000 description 4
- 238000009826 distribution Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000005056 compaction Methods 0.000 description 2
- 239000004020 conductor Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 239000012528 membrane Substances 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 206010043417 Therapeutic response unexpected Diseases 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
- 239000010426 asphalt Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 235000014121 butter Nutrition 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000010408 sweeping Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 229940099259 vaseline Drugs 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Civil Engineering (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a device and a method for detecting the grouting effect of an advanced curtain of a tunnel in a weak stratum in real time, wherein the device comprises a detection head arranged in the weak surrounding rock of the tunnel and a signal receiver arranged outside the weak surrounding rock of the tunnel; the detection head is in data connection with the signal receiver; the detection head comprises an integrally formed detection head body, the front end of the detection head body is a soil-entering cone head, the soil-entering cone head is a cone, a thin film pressure sensor is arranged on the side face of the cone, the thin film pressure sensor is connected with an external signal receiver in a data mode, the thin film pressure sensor is used for measuring the soil pressure at the corresponding position inside the tunnel weak surrounding rock grouting process and sending the soil pressure to the external signal receiver in real time, and the signal receiver is used for acquiring and displaying the soil pressure information sent by the detection head in real time; the invention can acquire grouting reinforcement effect and judge the pulp vein trend in the soft soil stratum in time in the construction process, and provide timely and effective guiding information for the construction process.
Description
[ field of technology ]
The invention belongs to the technical field of advanced curtain grouting of civil engineering tunnels, and particularly relates to a device and a method for detecting the advanced curtain grouting effect of a weak stratum tunnel in real time.
[ background Art ]
In the tunnel engineering field, when encountering weak water-rich stratum, advanced curtain grouting technology is often adopted to improve the front surrounding rock characteristic, and grout is injected into the stratum in a diffusion or splitting mode under the action of high pressure, so that compaction of stratum soil is realized, the mechanical property of the stratum soil is improved, the permeability coefficient of the stratum is reduced, the water content of the stratum in a reinforced area is reduced, and the construction excavation risk is reduced.
In the prior art, the detection of the advanced curtain grouting effect of the tunnel in the weak stratum generally has hysteresis, after the construction of the advanced curtain grouting of the tunnel is finished, the inspection holes are drilled again according to 5% or more of the number of the designed holes for coring, the integrity and the pulp pulse content of the core sample are analyzed, and according to the actual situation, the uniaxial compressive strength of the core sample may also need to be tested; in addition, the water outlet condition in the inspection hole should be analyzed, a pressurized water test should be carried out if necessary, and the permeability of the reinforced stratum is detected, so that whether the circulating grouting effect meets the excavation requirement is comprehensively judged.
Therefore, the existing detection method is time-consuming and labor-consuming, and because the number of the inspection holes is small, the inspection blind area is large, the circulating grouting reinforcement effect cannot be comprehensively judged, and the method has certain limitation. Meanwhile, in the construction process, the trend of slurry veins in a soft soil stratum is difficult to control and predict, the grouting effect is often difficult to obtain a correct conclusion through core sample evaluation, and timely and effective guiding information cannot be provided for the construction process in real time.
[ invention ]
The invention aims to provide a device and a method for detecting the advanced curtain grouting effect of a tunnel in a weak stratum in real time, which can timely acquire grouting reinforcement effect and judge the trend of slurry veins in a soft soil stratum in the construction process, and provide timely and effective guiding information for the construction process.
The invention relates to a technical scheme that: the utility model provides a weak stratum tunnel leading curtain grouting effect real-time detection device, includes the detection head that is used for setting up in the weak surrounding rock of tunnel and is used for setting up the signal receiver outside the weak surrounding rock of tunnel; the detection head is in data connection with the signal receiver;
the detection head comprises an integrally formed detection head body, the front end of the detection head body is a soil entering cone head, the soil entering cone head is a cone, a thin film pressure sensor is arranged on the side face of the cone and connected to an external signal receiver in data, the thin film pressure sensor is used for measuring the soil pressure at the corresponding position inside the tunnel weak surrounding rock grouting process and sending the soil pressure to the external signal receiver in real time, and the signal receiver is used for acquiring and displaying the soil pressure information sent by the detection head in real time.
Further, the number of the film pressure sensors is three, and the film pressure sensors are uniformly distributed on the soil-entering cone head.
Further, the detection surface of each film pressure sensor is coated with a conductive colloid, each conductive colloid is a hemisphere, and the cambered surface of each conductive colloid faces outwards.
Further, the detection heads are made of conductive materials, the number of the detection heads is at least two, and each detection head is connected to an external signal receiver through a wire.
Further, the soil-entering conical head is connected with a conical tail piston push rod, the conical tail piston push rod is a cylinder, the front end of the cylinder is coaxially connected with the soil-entering conical head, and the rear end of the cylinder is contracted into a cone.
Further, the diameter of the bottom surface of the soil-entering cone head is larger than that of the bottom surface of the cone tail piston push rod cylinder.
Another technical scheme of the invention is as follows: the real-time detection method for the advanced curtain grouting effect of the weak stratum tunnel is characterized by comprising the following steps of:
installing a detection head: the detection head is arranged at the front end part of the hole bottom grouting pipe, double-liquid slurry is injected into the hole bottom grouting pipe, the detection head is pushed to be inserted into the soil body of the tunnel weak surrounding rock by the double-liquid slurry, and the injection of the double-liquid slurry is stopped until the double-liquid slurry is initially coagulated;
repeating the step of installing the detection heads until the detection heads with the preset number are installed, wherein the number of the detection heads is at least two;
and performing conventional grouting operation through the hole bottom grouting pipe, and simultaneously receiving measurement signals sent by each detection head positioned in the weak surrounding rock soil body of the tunnel through a signal receiver to obtain the advanced curtain grouting effect information of the weak stratum tunnel.
Further, the step of installing the detecting head specifically includes:
the method comprises the steps of perforating a slurry stopping wall, installing an orifice pipe, drilling to a preset depth, backing the drill, plugging a conical tail piston push rod of a detection head into the front end of a bottom grouting pipe, inserting the bottom grouting pipe, connecting an orifice cover with the bottom grouting pipe, and tightly connecting the orifice pipe with the orifice cover through a connecting bolt (14); injecting double-liquid slurry into the grouting pipe at the bottom of the hole, pushing the detection head to be inserted into the soil body of the weak surrounding rock of the tunnel through the double-liquid slurry, and stopping injecting the double-liquid slurry until the double-liquid slurry is initially set.
Furthermore, the number of the installation detection heads is multiple, the detection heads are distributed on cross sections of different depths of the weak surrounding rocks, and the detection heads are uniformly distributed on the arch crown and the left arch starting line and the right arch starting line of the cross section of each weak surrounding rock.
The beneficial effects of the invention are as follows: the detection device has simple structure, easy processing and low cost of the film pressure sensor, which is one tenth of the price of the commonly used miniature soil pressure gauge, and is suitable for mass arrangement; the arrangement of the buried points is very convenient, and almost no interference is caused to normal grouting construction; after the detection device is embedded, the soil pressure change condition of the key part of the grouting reinforcement boundary area and the hydraulic continuous change condition between any two measuring points can be detected at any time in the subsequent grouting process, the on-site grouting is guided in real time, the weak area is further reinforced, the good-effect area is reasonably optimized and simplified, and a reliable basis is provided for final grouting effect evaluation.
[ description of the drawings ]
FIG. 1 is a schematic structural diagram of a real-time detection device for the advanced curtain grouting effect of a weak stratum tunnel;
FIG. 2 is a left side view of FIG. 1;
FIG. 3 is a right side view of FIG. 1;
FIG. 4 is a cross-sectional view of a tunnel curtain grouting detection head according to an embodiment of the present invention;
FIG. 5 is a cross-sectional view of a tunnel curtain grouting inspection head in accordance with an embodiment of the present invention;
FIG. 6 is a schematic diagram of a real-time detection and distribution scheme for grouting effects of soft soil tunnels according to an embodiment of the present invention;
FIG. 7 is a left side view of FIG. 6;
fig. 8 is a right side view of fig. 6.
Wherein: 1. a detection head body; 2. a cone tail piston push rod; 3. a cone head for entering soil; 4. a membrane pressure sensor; 5. a conductive gel; 6. a wire; 10. a hole bottom grouting pipe; 11. an orifice tube; 12. a hatch; 13. a wire guide; 14. and (5) connecting bolts.
[ detailed description ] of the invention
The invention will be described in detail below with reference to the drawings and the detailed description.
The invention discloses a real-time detection device for the grouting effect of an advanced curtain of a tunnel in a weak stratum, which comprises a detection head arranged in the weak surrounding rock of the tunnel and a signal receiver arranged outside the weak surrounding rock of the tunnel. Because the detection heads need to detect the continuous change condition of water conservancy, regard two detection heads as two electrodes, measure the water conservancy connection between two detection heads through the current variation, and then judge the slip casting condition of curtain slip casting weak surrounding rock, consequently, the detection head adopts conductive material to make, and the quantity of detection head is two at least, and every detection head passes through wire 6 and is connected to outside signal receiver.
The signal receiver comprises two parts, one part is a film pressure tester and is used for receiving data sent by the film pressure sensor 4 on each detection head, so as to obtain the soil pressure in the weak surrounding rock of the tunnel and measure the grouting effect. The other part is a ground water tester which is used for receiving the information of the strength of the slurry pulse connection between the two detection heads, judging the trend of the slurry pulse and the like, and further providing guidance information for the grouting construction process.
As shown in fig. 1, the detection head comprises an integrally formed detection head body 1, the front end of the detection head body 1 is provided with a cone head 3, the cone head 3 is a cone, the vertex of the cone faces the direction of the weak surrounding rock, and the cone head 3 can be conveniently inserted into the weak surrounding rock.
The side of the cone is provided with three film pressure sensors 4, and the film pressure sensors 4 are uniformly distributed on the same section of the soil-entering cone head 3, so that the stress transmitted from multiple directions can be measured. Because the stress in the surrounding rock is mainly decomposed into three mutually perpendicular space directions, the three film pressure sensors 4 in the embodiment form an equiangular three-dimensional space included angle of approximately 90 degrees at the soil-entering conical head 3, the pressure condition of the surrounding rock can be better measured, the purchase cost of the film pressure sensors 4 is very low, and the cost of the whole device can be effectively reduced.
The detection surface of each film pressure sensor 4 is coated with a conductive colloid 5, the conductive colloid 5 can be coated on the detection surface of the film pressure sensor 4 by adopting materials such as epoxy resin or asphalt, a hemispherical surface with the maximum thickness of 3mm is formed on the surface after solidification, irregular granular point loads of surrounding rock soil bodies can be more efficiently conducted to the stress surface of the film pressure sensor 4, and meanwhile, the effects of friction protection and water isolation are further achieved. Each conductive colloid 5 is a hemispherical body, and the cambered surface of each conductive colloid faces outwards. The conductive gel 5 is to better transfer the earth pressure in the weak surrounding rock to the membrane pressure sensor 4. Each of the film pressure sensors 4 is connected with an external signal receiver through a data line.
In this embodiment, the three film pressure sensors 4 are all connected with an external signal receiver (i.e. a film pressure tester) through data lines, and the three data lines are completely isolated from the metal main body of the detecting head body 1 and are not conductive. The detection head body 1 adopts a metal main body, and is connected with an external signal receiver (namely a ground water tester part) through a lead 6 to be used as one pole for measuring the condition of the slurry pulse subsequently.
The soil-entering conical head 3 is connected with a conical tail piston push rod 2, the conical tail piston push rod 2 is a cylinder, the front end of the cylinder is coaxially connected with the soil-entering conical head 3, the rear end of the cylinder is contracted into a cone, and the cone is gradually inserted into the hole bottom grouting pipe 10 through the vertex of the cone. One bottom surface of the cylinder is connected with the bottom surface of the soil-entering conical head 3, and the bottom surface diameter of the soil-entering conical head 3 is larger than the bottom surface diameter of the cylinder of the cone tail piston push rod 2, so that when the cone tail piston push rod 2 is inserted into the hole bottom grouting pipe 10, the bottom surface of the soil-entering conical head 3 is clamped at the outlet end of the hole bottom grouting pipe 10, and the situation that the soil-entering conical head is excessively deeply clamped inside the hole bottom grouting pipe and cannot be flushed out by slurry is avoided.
The length of the soil-entering cone head 3 is similar to that of the cone tail piston push rod 2, preferably 10-15 cm, and the film pressure sensor 4 can be kept away from the slurry as far as possible on the premise of ensuring that surrounding rock can be inserted, so that the too thick slurry is prevented from being wrapped, and the detection precision is reduced after hardening.
The film pressure sensor 4 is connected to an external signal receiver in a data manner, the film pressure sensor 4 is used for measuring the soil pressure at the corresponding position inside the tunnel weak surrounding rock grouting process and sending the soil pressure to the external signal receiver in real time, and the film pressure sensor 4 is required to be close to the tip of the soil entering cone head 3 as much as possible, so that the measurement accuracy is ensured. The signal receiver is used for acquiring and displaying the soil pressure information sent by the detection head in real time. Thus, the soil pressure of the position of each measuring head can be measured in real time by the film pressure sensor 4 on each measuring head, and construction is guided according to the measured information in real time.
The invention also discloses a real-time detection method for the advanced curtain grouting effect of the weak stratum tunnel, which is implemented by using the device for the real-time detection of the advanced curtain grouting effect of the weak stratum tunnel, and specifically comprises the following steps:
installing a detection head: and (5) perforating on the slurry stopping wall, installing an orifice pipe 11, drilling to a preset depth, and returning the drill. The conical tail piston push rod 2 of the detection head is plugged into the front end of the hole bottom grouting pipe 10, and some vaseline or butter is smeared on the conical tail piston push rod 2, so that the piston function can be realized by better utilizing grouting pressure. The wire 6 is lightly wound for a few circles at the end of the grouting pipe 10 at the bottom of the hole, and is simply fixed by using an adhesive tape, so that the wire 6 is prevented from being torn after the detection head body 1 is inserted into a soil body.
The bottom grouting pipe 10 is usually a PVC pipe or a steel pipe, and is connected to the bottom of the hole in sections according to the drilling length. The grouting pipe 10 at the bottom of the hole is inserted to the manpower propulsion limit, then the lead 6 is penetrated out of the lead hole 13, double-liquid slurry is injected, the slurry pressure pushes the cone tail piston push rod 2, the soil-entering cone head 3 is further inserted into the soil body, and the film pressure sensor 4 and the conductive colloid 5 are closely attached to the surrounding rock soil body.
The orifice cover 12 is connected with the bottom grouting pipe 10, and the orifice pipe 11 is tightly connected with the orifice cover 12 through the connecting bolts 14. Injecting double-liquid slurry into the grouting pipe 10 at the bottom of the hole, when the cone tail piston push rod 2 is pushed to the cone tail, the slurry starts to be injected into surrounding rock, the detection head loses propulsion, after a small amount of double-liquid slurry is injected at the moment, the slurry is intermittently started for 1 minute for initial setting at the bottom of the hole, main connection between the detection head body 1 and a large amount of slurry which is normally injected subsequently is cut off, the formation of too thick slurry package on the part of the cone head 3 which enters the soil is avoided, the detection precision is reduced after hardening, and then grouting can be carried out according to normal design and technology.
The orifice pipe 11 is implanted into a slurry stopping wall to provide positioning for subsequent hole sweeping, and the orifice cover 12 is tightly connected with the orifice pipe 11 through a connecting bolt 14; the wire guide 13 is arranged on the 12-hole cover, and is sealed by a T-shaped rubber plug, so that the wire 6 of the detection head body 1 is led out for subsequent measurement.
The method is characterized in that the grouting is preferably performed in the early stage of the curtain grouting construction of the soft soil tunnel, the detection head body 1 is installed with a pipe on the basis of the normal grouting process of 'lower pipe hole bottom grouting', and then the detection head is further propped into soft soil surrounding rock by using grouting pressure, so that the detection head is closely adhered to the surrounding rock.
The step of installing the detection heads is repeatedly executed until the detection heads with the preset number are installed, and preferably, the number of the detection heads is at least two, so that the condition of the pulp vein between the two detection heads can be detected, and guide information is provided for grouting.
In this embodiment, taking curtain grouting construction of a subway tunnel in a soft soil stratum as an example, the number of installation detection heads is multiple, the installation detection heads are distributed on cross sections of different depths of weak surrounding rocks, and detection heads are uniformly distributed on vaults and left and right arching lines of the cross section of each weak surrounding rock. The real-time detection point distribution scheme is shown in fig. 6, 7 and 8, and the point distribution principle is as follows: (1) Dividing cross sections along the longitudinal direction of the tunnel according to different drilling termination depths, wherein each cross section is required to be provided with a measuring point; (2) In each cross section, the positions of the arch crown at the upper part and the left and right arching lines are the positions with larger tunnel supporting deformation, are the positions which are important to ensure grouting reinforcement, and have to be distributed; (3) In order to control the tunnel excavation water outlet through grouting, the measuring points are symmetrically distributed in the center of the tunnel as much as possible, so that the diagonal measuring points can be ensured to check the hydraulic connection condition in the tunnel excavation area to the greatest extent.
In summary, in the small-section tunnel, the primary reinforcement length is limited, only two cross sections of the depth of scanning holes are arranged, the cross sections of the circles A and the cross sections of the circles B are arranged, 3 pairs of measuring points A1-A4, A2-A5, A3-A6 are arranged in a diagonal line mode, 12 measuring points are arranged in total in the AB two circles, the edge of the design range of grouting reinforcement is detected at any time in the grouting process, the soil pressure change condition and the hydraulic connection change condition among the diagonal line measuring points are guided in real time, the on-site grouting construction is guided, the specific reinforcement and simplification are achieved for different areas of uneven stratum, and a reliable basis is provided for final grouting effect evaluation.
After the hole site measuring points are buried, initial detection values of surrounding rock pressure in three directions are adopted, meanwhile, the conducting current of any two hole site measuring points can be detected, so that the hydraulic connection situation between the two points is reflected, and the change situation of the detection values is analyzed at any time in the follow-up grouting operation process.
Conventional grouting operation is carried out through the hole bottom grouting pipe 10, and measurement signals sent by each detection head in the weak surrounding rock soil body of the tunnel are received through the signal receiver at the same time, so that the advanced curtain grouting effect information of the weak stratum tunnel is obtained. After the detection head is installed and buried, the surrounding rock pressure change condition of the edge of the grouting reinforcement area can be detected at any time through a single detection point in the subsequent grouting construction process, the compaction effect of grouting is judged, the hydraulic connection strength between two points can be detected at any time through any two detection points, and the water squeezing and drainage effect of grouting is judged. The on-site grouting construction is guided in real time through the change condition of the measured value, the targeted regional reinforced grouting and the regional simplified grouting are realized in the uneven complex stratum, and a reliable basis is provided for the final grouting effect evaluation.
The invention can solve the problems of difficult detection and poor grouting effect of the curtain grouting effect of the traditional soft soil tunnel, and is realized by combining a real-time detection device which has a relatively simple structure, is easy to operate and does not influence normal grouting construction on the basis of the existing grouting process of 'lower pipe hole bottom grouting'.
The real-time detection device for the advanced curtain grouting effect of the weak stratum tunnel is convenient and quick, economical and practical, can detect at any time in the grouting process, can be used for guiding the advanced curtain grouting construction of a soft soil tunnel, realizes the process optimization control of curtain grouting, improves the acceptance success rate, and reduces the tunnel excavation risk. The installation and the burying are completed in the curtain grouting construction process, the grouting of the hole and the subsequent grouting construction of other holes are not affected, the surrounding rock pressure and the hydraulic connection between two measuring points can be detected at any time, and real-time guidance is provided for the curtain grouting construction.
Claims (3)
1. A real-time detection method for the advanced curtain grouting effect of a weak stratum tunnel is characterized by comprising the following steps:
installing a detection head: the detection head is arranged at the front end part of the hole bottom grouting pipe (10), double-liquid slurry is injected into the hole bottom grouting pipe (10), the detection head is pushed to be inserted into the soil body of the tunnel weak surrounding rock by the double-liquid slurry, and the injection of the double-liquid slurry is stopped until the double-liquid slurry is initially set;
repeating the step of installing the detection heads until the detection heads with preset number are installed, wherein the number of the detection heads is at least two;
and performing conventional grouting operation through the hole bottom grouting pipe (10), and simultaneously receiving measurement signals sent out by each detection head in the weak surrounding rock soil body of the tunnel through a signal receiver to obtain the advanced curtain grouting effect information of the weak stratum tunnel.
2. The method for detecting the advanced curtain grouting effect of the weak stratum tunnel in real time according to claim 1, wherein the step of installing the detection head is specifically as follows:
drilling holes on a grout stop wall, installing a hole opening pipe (11), drilling to a preset depth, backing the drill, plugging a cone tail piston push rod (2) of a detection head into the front end of a hole bottom grouting pipe (10), inserting the hole bottom grouting pipe (10), connecting a hole opening cover (12) with the hole bottom grouting pipe (10), and tightly connecting the hole opening pipe (11) with the hole opening cover (12) through a connecting bolt (14); injecting double-liquid slurry into the hole bottom grouting pipe (10), pushing the detection head to be inserted into the soil body of the tunnel weak surrounding rock through the double-liquid slurry, and stopping injecting the double-liquid slurry until the double-liquid slurry is initially set.
3. The method for detecting the advanced curtain grouting effect of the weak stratum tunnel in real time according to claim 1 or 2, wherein the number of the installed detection heads is multiple, the detection heads are distributed on cross sections of different depths of the weak surrounding rock, and the detection heads are uniformly distributed on the arch crown and the left arch starting line and the right arch starting line of the cross section of each weak surrounding rock.
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| CN201910093271.9A CN109630136B (en) | 2019-01-30 | 2019-01-30 | Device and method for detecting advanced curtain grouting effect of weak stratum tunnel in real time |
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