CN114352264A - Geological exploration method for extra-long-distance horizontal directional drilling outside tunnel - Google Patents
Geological exploration method for extra-long-distance horizontal directional drilling outside tunnel Download PDFInfo
- Publication number
- CN114352264A CN114352264A CN202210046352.5A CN202210046352A CN114352264A CN 114352264 A CN114352264 A CN 114352264A CN 202210046352 A CN202210046352 A CN 202210046352A CN 114352264 A CN114352264 A CN 114352264A
- Authority
- CN
- China
- Prior art keywords
- drilling
- tunnel
- hole
- outside
- curve
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000005553 drilling Methods 0.000 title claims abstract description 115
- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000011435 rock Substances 0.000 claims abstract description 22
- 238000010276 construction Methods 0.000 claims abstract description 19
- 238000005406 washing Methods 0.000 claims abstract description 12
- 238000013461 design Methods 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 8
- 230000035515 penetration Effects 0.000 claims abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 40
- 239000002002 slurry Substances 0.000 claims description 21
- 239000000523 sample Substances 0.000 claims description 19
- 230000008859 change Effects 0.000 claims description 7
- 238000009826 distribution Methods 0.000 claims description 5
- 230000008569 process Effects 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000004140 cleaning Methods 0.000 description 4
- 238000001514 detection method Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 239000003818 cinder Substances 0.000 description 3
- 239000003245 coal Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000003068 static effect Effects 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 238000009933 burial Methods 0.000 description 2
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 238000011835 investigation Methods 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 239000002893 slag Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 239000003513 alkali Substances 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000008398 formation water Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000010438 heat treatment Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000002244 precipitate Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 230000008054 signal transmission Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Images
Abstract
The invention discloses a geological exploration method of a super-long-distance horizontal directional drill outside a tunnel, which comprises the following steps: step 1: designing a drilling curve according to a required tunnel exploration section, and determining an earth penetration point; step 2: releasing a field sideline and an equipment placing position line of the drilling machine according to the drilling track; and step 3: arranging a construction site outside the tunnel at the soil entry point; and 4, step 4: setting a sleeve at the soil-entering point to isolate the bad stratum; and 5: trial drilling is carried out by a drilling device according to a design curve, the operation condition of each part is checked when the drilling is carried out for 20m, and if the parameters are detected to be normal, the drilling work is normally carried out; step 6: drilling a guide hole according to a designed curve, tracking and measuring in real time and making a record, and arranging data control points on a crossing curve at intervals of 9.5 m; and 7, after the guiding is finished, carrying out 1-2 times of hole washing operation on the whole guiding hole, not being limited by a working site, and truly and comprehensively reflecting the geological condition of the surrounding rock.
Description
Technical Field
The invention relates to the technical field of survey design and construction of tunnels and underground engineering, in particular to a geological survey method of a super-long-distance horizontal directional drill outside a tunnel.
Background
In recent years, with the demand of economic development of China, large-scale underground projects such as railways, highways, municipal tunnels, underground pipe galleries, hydraulic and hydroelectric tunnels, underground depots and the like appear in large quantity, the geological conditions are extremely complex, and the uncertainty of the geological problems of poor projects has great restriction on project construction. The aim of tunnel investigation is to find out the engineering geological conditions and hydrogeological conditions of the tunnel position and the influence of tunnel construction and operation on the environment, provide required investigation data for planning, designing and construction, analyze and evaluate the existing geotechnical engineering problems and environmental problems, and provide reasonable design schemes and construction measures, so that the tunnel engineering construction is economic, reasonable, safe and reliable. However, when the traditional vertical drilling geological exploration method is used for severe environmental conditions like high altitude, large burial depth and the like in the sichuan region, the following defects exist: the drilled holes are discrete, the deviation is large, and the formation characteristics cannot be truly and comprehensively reflected; the exploration hole distribution is discontinuous and cannot be implemented in special environments and special areas; the ineffective drilling is more, and the waste is huge; long construction period, low efficiency and high cost. Therefore, a geological survey technology is urgently needed to change the current situation of geological survey of tunnel engineering.
Disclosure of Invention
The invention aims to provide a geological exploration method of a super-long-distance horizontal directional drill outside a tunnel, which is not limited by a working site and can truly and comprehensively reflect the geological condition of surrounding rocks.
The invention is realized by the following technical scheme:
a geological exploration method of a super-long distance horizontal directional drill outside a tunnel comprises the following steps:
the method comprises the following steps: designing a drilling curve according to a required tunnel exploration section, and determining an earth penetration point;
step two: releasing a field sideline and an equipment placing position line of the drilling machine according to the drilling track;
step three: arranging a construction site outside the tunnel at the soil entry point;
step four: setting a sleeve at the soil-entering point to isolate the bad stratum;
step five: trial drilling is carried out by a drilling device according to a design curve, the operation condition of each part is checked when the drilling is carried out for 20m, and if the parameters are detected to be normal, the drilling work is normally carried out;
step six: drilling a guide hole according to a designed curve, tracking and measuring in real time and making a record, arranging data control points at intervals of 9.5m on a crossing curve so as to control the accuracy of the guide hole, and judging and controlling the drilling speed and accuracy of the guide hole;
step seven: after the guiding is finished, carrying out 1-2 times of hole washing operation on the whole guiding hole;
step eight: after the hole washing operation is completed, the underground television operation is started, the lithology change of surrounding rocks, the distribution of fracture broken zones and the tunnel water burst condition are judged, and the information of engineering geology, hydrogeology and the like along the line needs to be investigated in detail before tunnel construction. But the tunnel has the characteristics of long distance, high altitude, large burial depth and the like, and the traditional vertical drilling exploration method is difficult to meet the exploration requirement on the movable fracture zone of the tunnel. Therefore, the horizontal directional drilling technology is adopted to drill from the outside of the tunnel to the position of the fracture zone and carry out geological exploration, the geological exploration is not limited by a working site, and the geological condition of the surrounding rock can be truly and comprehensively reflected;
furthermore, in the fifth step, the drilling device comprises a drilling machine which is fixed by a ground anchor system, so that the drilling machine is prevented from moving during drilling, and the drilling direction is ensured to be accurate.
Further, the step 5 further comprises the following substeps:
step 5.1: when the drilling device is constructed to be 1.5m before the coring position, the hole bottom is rotated to punch a hole until no coal cinder is left in the returned water, and the water pressure of the punched hole is not more than 3.5 MPa;
step 5.2: taking out the drilling tool device and replacing the coring device;
step 5.3: after the coring device enters a coring position, the core is rotationally drilled for 1.7-2.4m by using static water;
step 5.4: putting a plugging ball into the drill rod, and starting a water pump;
step 5.5: controlling pressure according to a rock stratum water pressure formula, and increasing the pressure from low pressure to the maximum value of controllable high pressure within 6-12 seconds;
step 5.6: and after the water pressure is stable, taking out the coring device, and controlling the pressure of the bottom layer water pressure by detecting the pressure change of the rock stratum at different bottom layers.
The corer can generate heat at coring in-process, then need cool down with water and get the core, because water pressure is too high, then the corer probably receives the damage, consequently, the accuse pressure can not effectually be controlled, because the pressure of different terranes is different, then it is also different to detect the water pressure scope that the corer can bear at different terranes, detect the maximum pressure scope that the corer can bear through the rock stratum pressure formula, control water pressure rises to high pressure from the low pressure gradually, the maximum water pressure scope that this high pressure can bear for the corer, then can control water pressure and realize effective cooling.
Further, the formation water pressure formula:
wherein: r is the radius of the pipeline, L is the thickness of the overburden stratum, the natural stress ratio coefficient epsilon is 0.3, and the land density rho is 1.6g/cm3，g＝9.8m/s2.
Further, the back drag force formula in step 9 is:
wherein: the back drag force of the F-pipeline, the length of the L-pipeline and the F-friction coefficient are generally 0.1-0.3; d, the outer diameter of the pipe body of the pipeline;
Dsoutside diameter of the steel pipe of the pipeline, dsInner diameter of pipe steel, gamma1-mud density, typically 1.15-1.2; gamma rays-the density of the steel material,
78kN/m3。
furthermore, in the step 4, the contact position of the bottom end of the sleeve and the rock is poured into a whole by concrete, so that the slurry is prevented from being leaked out, and the accurate direction control of drilling is ensured.
Further, the step 7 further comprises a guiding system, the guiding system comprises a ground beacon unit, a probe and a gyroscope, the ground beacon unit is an alternating current coil paved on the ground surface and used for generating an alternating magnetic field, the probe acquires data of the alternating current coil, and the gyroscope detects and calibrates a drilling track, so that the accurate position of the probe is obtained, and the guiding precision is improved.
Furthermore, the drilling device also comprises a mud motor, and the mud motor adopts a single-bent screw drilling tool and is used for controlling the guiding direction of the drill rod.
Further, step 8 further comprises the following substeps: if the underground television detects that the water burst is excessive, the guide hole is used for conducting water guiding operation on the part to be excavated in front of the tunnel, so that the probability of sudden water burst during tunnel excavation is reduced;
furthermore, in the step 2, the construction site equipment outside the tunnel comprises slurry pumps, if the elevation of a drilling point and the elevation of the axis of the tunnel are large, two slurry pumps are connected in parallel, the discharge capacity of the slurry pumps is increased, the mud mixing ratio is optimized, the drilling speed is reduced, the slag discharging capacity in the drilling process is improved, and the difficulty in large-height-difference slag discharging is overcome.
Furthermore, the guiding system adopts a cable type guider which can provide parameters such as an azimuth angle, an inclination angle, a tool face angle and the like, and the application of a wireless guiding technology is limited due to the influence of the penetration depth, so that the cable type guider can solve the problem.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. according to the method, the soil entry point is determined, a casing is arranged at the soil entry point in a construction site outside the tunnel at the soil entry point to isolate a bad stratum, pilot holes are drilled by a drilling device according to a design curve, the pilot holes are tracked and measured in real time, recording and guiding are well performed, hole washing operation is performed on the whole pilot hole for 1-2 times, and after hole washing operation is completed, underground television operation is started, so that the method is not limited by a working site, and the geological condition of surrounding rocks can be reflected truly and comprehensively.
2. In the fifth step, the drilling device comprises a drilling machine which is fixed by a ground anchor system, so that the drilling machine is prevented from moving during drilling, and the drilling direction is ensured to be accurate.
3. The invention further comprises a guiding system, wherein the guiding system comprises a ground beacon unit, a probe and a gyroscope, the ground beacon unit is an alternating current coil paved on the ground surface and used for generating an alternating magnetic field, the probe acquires data of the alternating current coil, and the gyroscope detects and calibrates the drilling track so as to obtain the accurate position of the probe.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. In the drawings:
FIG. 1 is a flow chart of horizontal directional drilling geological exploration;
FIG. 2 is a plan view of a design drilling curve;
FIG. 3 is a plan view of the construction outside the tunnel;
FIG. 4 is a schematic view of an isolation bushing;
FIG. 5 is a schematic view of a drilling tool assembly;
fig. 6 is a schematic view of the installation position of the measuring instrument.
Reference numbers and corresponding part names in the drawings:
1-drill pipe, 2-non-magnetic drill collar, 3-measuring instrument, 4-non-magnetic drill collar fixed pup joint, 5-mud motor, 6-drill bit, 7-signal transmission line, 8-first centralizer, 9-first gyroscope fixer, 10-gyroscope, 11-second gyroscope fixer, 12-probe rod and 13-second centralizer.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
Example (b):
as shown in fig. 1 to 6, the present invention includes the steps of:
step 1: designing a drilling curve according to a required tunnel exploration section, and determining an earth penetration point; step 2: releasing a field sideline and an equipment placing position line of the drilling machine according to the drilling track; and step 3: arranging a construction site outside the tunnel at the soil entry point; and 4, step 4: setting a sleeve at the soil-entering point to isolate the bad stratum; and 5: trial drilling is carried out by a drilling device according to a design curve, the operation condition of each part is checked when the drilling is carried out for 20m, if the parameters are detected to be normal, the drilling work is normally carried out, and reaming is carried out in the drilling process; step 6: drilling a guide hole according to a designed curve, tracking and measuring in real time and making a record, and arranging data control points on a crossing curve at intervals of 9.5 m; step 7, after the guiding is finished, carrying out 1-2 times of hole washing operation on the whole guiding hole; and 8, after the hole washing operation is finished, starting underground television operation, and judging the lithology change of surrounding rocks, the distribution of broken zones and the water burst condition of the tunnel. And step 9: after the detection is finished, the drilling device is dragged back through a back-dragging force formula; further comprising the substeps of: step 5.1: when the drilling device is constructed to 1.5m before the coring position, the hole is drilledThe bottom position is rotated to punch a hole until no coal cinder is left in the returned water, and the water pressure of the punched hole is not more than 3.5 MPa; step 5.2: taking out the drilling tool device and replacing the coring device; step 5.3: after the coring device enters a coring position, the core is rotationally drilled for 1.7-2.4m by using static water; step 5.4: putting a plugging ball into the drill rod, and starting a water pump; step 5.5: controlling pressure according to a rock stratum water pressure formula, and increasing the pressure from low pressure to the maximum value of controllable high pressure within 6-12 seconds; step 5.6: treat that water pressure is steady after, take out the corer, through detecting the pressure variation of stratum at different bottoms, come to carry out accuse pressure, stratum water pressure formula to bottom water pressure:
wherein: r is the radius of the pipeline, L is the thickness of the overburden stratum, the natural stress ratio coefficient epsilon is 0.3, and the land density rho is 1.6g/cm3，g＝9.8m/s2. The formula of the back drag force in step 9 is:
wherein: the back drag force of the F-pipeline, the length of the L-pipeline and the F-friction coefficient are generally 0.1-0.3; d, the outer diameter of the pipe body of the pipeline; dsOutside diameter of the steel pipe of the pipeline, dsInner diameter of pipe steel, gamma1-mud density, typically 1.15-1.2; gamma raysSteel density, 78kN/m3。
In step 5, the drilling device comprises a drilling machine, the drilling machine is fixed by a ground anchor system, and in step 4, the contact part of the bottom end of the sleeve and the rock is poured into a whole by concrete; the step 7 further comprises a guiding system, the guiding system comprises a ground beacon unit, a probe 12 and a gyroscope 10, the ground beacon unit is an alternating current coil paved on the ground surface and used for generating an alternating magnetic field, the probe 12 acquires data of the alternating current coil, the gyroscope 10 detects and calibrates a drilling track to obtain the position of the probe 12, the drilling device further comprises a mud motor 5, the mud motor 5 adopts a single-bent screw drilling tool and is used for controlling the guiding direction of the drill rod 1, and the step 8 further comprises the following substeps: and if the underground television detects that water burst is excessive, performing water guide operation on the part to be excavated in front of the tunnel by using the guide hole, in the step 2, using the two slurry pumps to connect in parallel if the elevation of the drilling point is larger than the elevation of the axis of the tunnel.
The invention has the specific working principle that:
determining an earth-entering point by designing a drilling curve, releasing a site side line of a drilling machine and an equipment placing position line according to a drilling track, arranging a construction site outside a hole at the earth-entering point, arranging a plurality of alternating current coils through a central line before drilling, arranging a probe 12 in a drilling device, collecting data of the alternating current coils by the probe 12, detecting and calibrating the drilling track by a gyroscope 10 to obtain the position of the probe 12 for accurate positioning so as to obtain the accurate position of the probe 12, improving the guiding accuracy, conveniently controlling the track of a pipeline, arranging a sleeve at the earth-entering point to isolate a bad stratum, performing pilot drilling by using the drilling device according to the designed curve, checking the running condition of each part when the drilling is carried out for 20m, normally carrying out drilling work if the parameters are detected to be normal, reaming in the drilling process so that the pipeline can smoothly pass through 1.3-1.5 times of drift diameter, and guiding slurry returned from a hole into a slurry recovery tank in the reaming construction, pumping the returned slurry into a slurry recovery system by using a 35Kw slurry pump for secondary vibration desanding and rotary centrifugal separation, ensuring that the sand content of the treated slurry is less than 1.0 percent, then testing the desanded slurry by using a slurry engineer to obtain a performance index, and then determining a slurry preparation scheme of the batch of treated slurry;
when the drilling device is constructed 1.5m before the coring position, the hole bottom position is rotated to punch a hole until no coal cinder is returned, the water pressure of the punched hole is less than 3.5MPa, the drilling tool device is taken out, the coring device is replaced, after the coring device enters the coring position, the hole is rotated by using static water pressure to drill for 1.7-2.4m, a plugging ball is put into the drill rod 1, a water pump is started, the pressure is controlled according to a rock stratum water pressure formula, the pressure is increased from low pressure to the maximum value of controllable high pressure within 6-12 seconds, after the water pressure is stable, the coring device is taken out, and the pressure of the bottom layer is controlled by detecting the pressure change of the rock stratum at different bottom layers;
after the guiding is finished, carrying out 1-2 times of hole washing operation on the whole guiding hole, after the hole washing operation is finished, starting underground television operation, judging the lithologic change of surrounding rocks, the distribution of broken zones and the water gushing condition of a tunnel, and after the detection is finished, dragging the drilling device back through a back dragging force formula; during hole cleaning, the actual flow rate of the slurry should be increased by 20% -30%, and the fact that enough rock debris is carried out as far as possible in the operation process is guaranteed, and hole reaming and forming are carried out again when a local collapse section is met. If the torque and the push-pull force cannot be reduced by primary hole cleaning, secondary hole cleaning can be carried out. The data recording of the hole cleaning process is detailed, data summarization is carried out on key points, various technical indexes are adjusted in time according to actual conditions, a reliable basis is provided for pipeline back dragging, before the pipeline back dragging, a traction head is welded at the front end of a back dragging pipeline, welding is in accordance with relevant welding specifications, X-ray photo flaw detection is required for a welding seam, and back dragging work of the pipeline can be carried out after the welding seam is qualified;
the diameter of the reamer is larger than that of the pipeline passing through the back dragging, convex hard objects are arranged in the hole after reaming, and precipitates are cleaned simultaneously so as to ensure that an anticorrosive coating is protected in the back dragging process; and (5) after all the equipment is connected, sending slurry for flushing, checking whether slurry nozzles of all the appliances are normal or not, and performing back dragging construction after the slurry nozzles are qualified. In order to ensure the quality of the pipeline anticorrosive coating, according to actual conditions, a high-power excavator is arranged near a pipe orifice in the back dragging process, a hanging strip is hung to provide a stable supporting point for a main pipeline, the back dragging of the main pipeline is matched, a sending ditch which is consistent with a traversing axis is dug forwards from a hole at a soil outlet point before the pipeline is back dragged, and the pipeline smoothly enters the hole through natural bending under the action of gravity in the back dragging process, so that the back dragging resistance of the pipeline is reduced.
The first centralizer 8 and the second centralizer are anti-inclination tools which are connected to the drill stem 1 and used for stabilizing the drilling direction, the first gyroscope fixer 9 and the second gyroscope fixer 11 can still enable the carrier to keep a relatively stable instrument in the original direction when the carrier is impacted by the outside, and the signal transmission line 7 is used for transmitting electromagnetic waves carrying information from one point to another point along a route specified by the transmission line.
In fig. 2, the tunnel is designed with contour curves from left to right for a right hole, a middle pilot hole and a left hole in sequence. The drilling machine drills according to 14 degrees (A point soil-entering point), the included angle between the front section of a drilling track and the tunnel is about 127 degrees, the plane of a middle section curve section (curve BCD) drills along a designed track according to the curvature radius of 900m, the drilling machine drills 1200m outside the tunnel, then the drilling machine enters a right tunnel (C point), then the drilling machine passes through a middle pilot tunnel (D point), the drilling machine continues to drill along a middle rock clamping column between the middle pilot tunnel and a left tunnel, the drilling machine drills 530m in parallel inside the tunnel and then reaches a preset position (E point), and the drilling length is 1730 m. If the difference between the elevation of the drilling point and the elevation of the axis of the tunnel is about 264m, if the water gushing of a detection section in front of the tunnel is observed to be more through an underground television, after the pilot tunnel is tunneled to a point D, the DE section can be used for drilling to perform drainage operation, and meanwhile, the water gushing condition of surrounding rock in front of the point D is monitored.
In the figure 4, the sleeve is made of a phi 325mm steel pipe, the inclination angle is 14 degrees, and the contact part of the bottom end of the sleeve and the rock is poured by C30 concrete.
In fig. 5, the mud motor 5 of the single-bend 1.75-degree screw drill is adopted as the mud motor 5; the bit 6 is a 9-7/8' tricone insert bit 6; in fig. 5, all the parts are connected by screw threads, and the joint of the measuring instrument 3 is waterproof.
After hole drilling and hole washing are completed, the non-magnetic drill collar 2, the non-magnetic drill collar fixing short section 4, the mud motor 5 and the drill bit 6 in the figure 5 are disassembled, and the probe assembly in the hole is installed on the drill rod 1 through the fixing short section. The drill rod 1 is lowered to a preset position (point E), and then the drill rod 1 is slowly drawn out to complete the underground television operation;
the lithology, the hole temperature, the density, the permeability, the water content and other parameters of the surrounding rock of the drilled hole are detected mainly by utilizing sound waves, natural gamma rays, resistivity and the like in the hole;
the drilling machine adopts 350 tons horizontal directional drilling machine (model: GD-3500)
The deviation of the actual drilling curve and the designed crossing curve is not more than 1%, the transverse deviation is +/-3 m, the up-down deviation is +/-2 m, and the direction control software adopts P2 software.
The mud is prepared from 6% of bentonite, 0.05% of CMC, 0.03% of sand-carrying agent and alkali (PH value is 9-10)
The probe in the hole comprises a camera, a lens, light, a windshield wiper and a lens heating device, and is solid and durable.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (7)
1. A geological exploration method of a super-long distance horizontal directional drill outside a tunnel hole is characterized by comprising the following steps:
step 1: designing a drilling curve according to a required tunnel exploration section, and determining an earth penetration point;
step 2: releasing a field sideline and an equipment placing position line of the drilling machine according to the drilling track;
and step 3: arranging a construction site outside the tunnel at the soil entry point;
and 4, step 4: setting a sleeve at the soil-entering point to isolate the bad stratum;
and 5: trial drilling is carried out by a drilling device according to a design curve, the operation condition of each part is checked when the drilling is carried out for 20m, and if the parameters are detected to be normal, the drilling work is normally carried out;
step 6: drilling a guide hole according to a designed curve, tracking and measuring in real time and making a record, and arranging data control points on a crossing curve at intervals of 9.5 m;
step 7, after the guiding is finished, carrying out 1-2 times of hole washing operation on the whole guiding hole;
and 8, after the hole washing operation is finished, starting underground television operation, and judging the lithology change of surrounding rocks, the distribution of broken zones and the water burst condition of the tunnel.
2. The geological survey method of the extra-long-distance horizontal directional drilling outside the tunnel according to claim 1, wherein in step 5, the drilling device comprises a drilling machine, and the drilling machine is fixed by an earth anchor system.
3. The geological exploration method of the ultra-long distance horizontal directional drilling outside the tunnel boring as claimed in claim 1, wherein in step 4, the contact position of the bottom end of the casing and the rock is cast into a whole by concrete.
4. The geological exploration method of the ultra-long distance horizontal directional drilling outside the tunnel hole of claim 1, characterized in that, a guiding system is further included in step 7, the guiding system comprises a ground beacon unit, a probe (12) and a gyroscope (10), the ground beacon unit is an alternating current coil laid on the ground surface and used for generating an alternating magnetic field, the probe (12) collects data of the alternating current coil, and the gyroscope (10) detects and calibrates the drilling track to obtain the position of the probe (12).
5. The geological exploration method of the ultra-long distance horizontal directional drilling outside the tunnel boring as claimed in claim 1, characterized in that the drilling device further comprises a mud motor (5), and the mud motor (5) adopts a single-bend screw drilling tool for controlling the guiding direction of the drill rod (1).
6. The geological exploration method of the ultra-long distance horizontal directional drill outside the tunnel according to claim 1, wherein the step 8 further comprises the following sub-steps: if the television detects that the water burst is too much, the guide hole is used for conducting water guiding operation on the portion to be excavated in front of the tunnel.
7. The geological survey method for the extra-long-distance horizontal directional drilling outside the tunnel according to claim 1, wherein in the step 2, the construction site equipment outside the tunnel comprises slurry pumps, and if the elevation of a drilling point is larger than that of the axis of the tunnel, two slurry pumps are connected in parallel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210046352.5A CN114352264A (en) | 2022-01-12 | 2022-01-12 | Geological exploration method for extra-long-distance horizontal directional drilling outside tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210046352.5A CN114352264A (en) | 2022-01-12 | 2022-01-12 | Geological exploration method for extra-long-distance horizontal directional drilling outside tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114352264A true CN114352264A (en) | 2022-04-15 |
Family
ID=81091957
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210046352.5A Pending CN114352264A (en) | 2022-01-12 | 2022-01-12 | Geological exploration method for extra-long-distance horizontal directional drilling outside tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114352264A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080314641A1 (en) * | 2007-06-20 | 2008-12-25 | Mcclard Kevin | Directional Drilling System and Software Method |
| CN101638987A (en) * | 2009-07-24 | 2010-02-03 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN110578468A (en) * | 2019-08-20 | 2019-12-17 | 中国地质大学（武汉） | Engineering geology exploration method adopting horizontal directional drilling |
| CN112761517A (en) * | 2021-02-08 | 2021-05-07 | 中交路桥建设有限公司 | Construction method for improving geological exploration efficiency of tunnel advanced exploration hole |
-
2022
- 2022-01-12 CN CN202210046352.5A patent/CN114352264A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080314641A1 (en) * | 2007-06-20 | 2008-12-25 | Mcclard Kevin | Directional Drilling System and Software Method |
| CN101638987A (en) * | 2009-07-24 | 2010-02-03 | 中铁二十一局集团有限公司 | Tunnel construction method for crossing high-pressure water-enriched fracture zone with curtain grouting and grout stopping wall |
| CN110578468A (en) * | 2019-08-20 | 2019-12-17 | 中国地质大学（武汉） | Engineering geology exploration method adopting horizontal directional drilling |
| CN112761517A (en) * | 2021-02-08 | 2021-05-07 | 中交路桥建设有限公司 | Construction method for improving geological exploration efficiency of tunnel advanced exploration hole |
Non-Patent Citations (2)
| Title |
|---|
| 李轩绮: "石油管道水平定向钻进施工技术分析", 中国设备工程, no. 20, 31 October 2021 (2021-10-31), pages 181 - 182 * |
| 马保松 等: "超长距离水平定向钻进技术在隧道精准地质勘察的研究及应用", 隧道建设（中英文）, vol. 41, no. 6, 30 June 2021 (2021-06-30), pages 972 - 977 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| EP1815101B1 (en) | Methods and apparatus for drilling, completing and configuring u-tube boreholes | |
| CN111287653A (en) | Large-caliber forward reaming construction method for horizontal directional drilling of hard rock | |
| CN114035239A (en) | Comprehensive survey method for deep-buried long tunnel | |
| CN106285776A (en) | A kind of unrestrained method of roof water based on Technology of Directional Drilling | |
| CN110439463A (en) | Mined-out Area control injected hole pore-creating technique | |
| CN114352264A (en) | Geological exploration method for extra-long-distance horizontal directional drilling outside tunnel | |
| JP2951654B1 (en) | In situ sampling in thick sedimentary rock formations. | |
| CN109989710A (en) | High-precision heavy-caliber horizontal resistance force method | |
| CN113914773A (en) | Large-diameter steel pipe directional drilling opposite-penetrating drilling dragging method installation construction method | |
| CN110004913A (en) | A kind of deep settlement foundation stabilization construction method of proximity subway station | |
| JPH10317883A (en) | Method of ultrasmall bore drilling construction | |
| Ibeh et al. | Challenges and Prospects of the Use of Horizontal Directional Drilling Techniques for Laying Oil and Gas Pipelines in Nigeria | |
| Yan et al. | World record 5.2 km HDD twin crossings of the Hong Kong Harbor | |
| US20110320126A1 (en) | Method for time lapsed reservoir monitoring using azimuthally sensitive resistivity measurements while drilling | |
| Tsang et al. | Subsea horizontal directional coring (HDC) | |
| Bazara et al. | A New Multi-Method Well Placement Approach In Optimizing a Challenging Thin Reservoir Well Injectivity | |
| NO347602B1 (en) | Intelligent well testing system | |
| CN116927178A (en) | Construction method of granite boulder geological underground diaphragm wall | |
| CN116556865A (en) | Multi-sleeve coring method and device for karst broken stratum in multi-pipeline site | |
| AU2011205014B2 (en) | Borehole network | |
| CN112227944A (en) | Dewatering well construction process applied to tunnel construction | |
| CN117888823A (en) | Construction method for horizontal directional drilling of buried pipeline | |
| CN114526036A (en) | Mining process of coal bed gas horizontal well | |
| Blakita | Planning and performing horizontal directional drilling for soil grouting | |
| Kikuchi et al. | MLTBS Project Challenging for Reservoir Benefits |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |