CN116291528A - Advanced pretreatment method for hard rock of tunnel - Google Patents
Advanced pretreatment method for hard rock of tunnel Download PDFInfo
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- CN116291528A CN116291528A CN202310265848.6A CN202310265848A CN116291528A CN 116291528 A CN116291528 A CN 116291528A CN 202310265848 A CN202310265848 A CN 202310265848A CN 116291528 A CN116291528 A CN 116291528A
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- 239000011435 rock Substances 0.000 title claims abstract description 116
- 238000002203 pretreatment Methods 0.000 title claims abstract description 12
- 238000005553 drilling Methods 0.000 claims abstract description 69
- 230000005641 tunneling Effects 0.000 claims abstract description 44
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 52
- 238000000034 method Methods 0.000 claims description 27
- 238000010276 construction Methods 0.000 claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 14
- 239000010959 steel Substances 0.000 claims description 14
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 10
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 10
- 241001330002 Bambuseae Species 0.000 claims description 10
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 10
- 239000011425 bamboo Substances 0.000 claims description 10
- 239000000463 material Substances 0.000 claims description 9
- 238000005336 cracking Methods 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 5
- 238000009412 basement excavation Methods 0.000 claims description 4
- 238000004364 calculation method Methods 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000009826 distribution Methods 0.000 claims description 3
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- 230000000977 initiatory effect Effects 0.000 claims description 2
- 239000011148 porous material Substances 0.000 claims description 2
- 239000000126 substance Substances 0.000 claims description 2
- 238000012360 testing method Methods 0.000 claims description 2
- 230000035515 penetration Effects 0.000 claims 1
- 238000005265 energy consumption Methods 0.000 abstract description 6
- 238000005520 cutting process Methods 0.000 abstract description 2
- 238000004904 shortening Methods 0.000 abstract description 2
- 238000005422 blasting Methods 0.000 description 6
- 239000010438 granite Substances 0.000 description 4
- 238000005299 abrasion Methods 0.000 description 3
- 239000003082 abrasive agent Substances 0.000 description 3
- 239000002360 explosive Substances 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000007781 pre-processing Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
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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
- E21D9/10—Making by using boring or cutting machines
- E21D9/1053—Making by using boring or cutting machines for making a slit along the perimeter of the tunnel profile, the remaining core being removed subsequently, e.g. by blasting
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Abstract
The invention discloses a tunnel hard rock advanced pretreatment method, which comprises the steps of estimating advanced treatment time T and advanced treatment distance L through the speed of a tunneling machine in a scale and the type of a rock stratum; and arranging pilot tunnels between left and right lines at the position away from the hard rock L, arranging drilling holes between the pilot tunnels, starting to drill holes into the rock stratum from the pilot tunnels by using a directional drilling machine, and drilling according to a designed hole position after reaching the hard rock stratum. After drilling holes to penetrate through the hard rock area, cutting the rock by using a jet flow seam making device; after the slotting is completed, the hydraulic fracturing device is adopted to fracture the rock, and the drill holes are arranged, the hydraulic pressure parameters are adjusted to control the crack expansion depth D, so that the cracks among the drill holes are communicated with each other, and the hydraulic fracturing device has obvious advantages in the aspects of reducing the energy consumption of tunneling, improving the tunneling efficiency, shortening the tunneling period and the like.
Description
Technical Field
The invention belongs to the technical field of tunneling, and particularly relates to a tunnel hard rock advanced pretreatment method.
Background
Along with the rapid development of urban underground traffic construction in China, tunnel construction is more and more common, and a TBM tunnel construction method is widely applied to the field of urban underground tunnel excavation. Wherein TBM rock breaking efficiency is a key factor limiting construction economy. The rock breaking efficiency of the tunnel is determined by TBM tunneling parameters and the properties of the excavated rock mass, and under the condition of the same tunneling parameters, the tunneling efficiency is determined by the properties of the excavated rock mass, and the tunneling of the hard rock mass seriously affects the cutter abrasion and the mechanical pushing speed. Therefore, the pretreatment of the excavated rock mass is a key for improving the tunneling efficiency. Common hard rock treatment methods include explosive blasting, hydraulic rock splitting. The explosive blasting method obviously improves the tunneling efficiency, but simultaneously generates larger vibration, noise and a large amount of toxic and harmful gas, so that the explosive blasting method is not suitable for urban underground construction. The hydraulic rock splitting method can avoid the defects of pollution noise and the like generated by pre-splitting blasting, but has low yield (multi-row blasting cannot be realized), low depth (the distance of 1-2 meters can be broken at a time), and the TBM construction process can be performed only after the pre-splitting blasting is performed, so that the overall tunnel construction progress is limited.
For this reason, a hard rock advanced pretreatment method is proposed, such as the "pretreatment method of rock mine" disclosed in patent No. CN201810890500.5, which has a better applicability to improving rock disintegrability in metal mining, but the method does not explicitly guide the drilling equipment and the drilling process of the drilling hole, only adopts some conventional drilling methods such as a drill bit, a scraper, a saw blade, etc., and the main purpose is to crack the rock mass at the upper part of the mine tunnel, and does not consider the problem of secondary treatment of the drilling hole. The method for pre-cracking the hard rock of the tunnel is provided, a specially designed drill bit is adopted to drill into a pre-treated layer, abrasive water jet lancing is adopted after drilling is completed, then a hydraulic fracturing method is utilized to fracture the rock mass within a certain range, and water pressure adjustment is combined with drilling arrangement to enable the rock mass cracks to be communicated. The formation of cracks changes the stress distribution around the rock mass and releases the stress of the rock mass, thereby effectively reducing the cutter stress and the system energy consumption during TBM construction, obviously improving the tunneling speed, saving the construction period and reducing the tunneling cost. The method adopts a specially designed drill bit, adopts a mechanical drill bit to drill (water jet assisted deslagging) in a non-hard rock region, adopts abrasive water jet to assist the mechanical drill bit to drill when reaching a hard rock stratum, and can improve the drilling efficiency of the drill bit, wherein a water jet and abrasive water jet channel is automatically switched by the water pressure. Meanwhile, the method can realize synchronous tunneling and hard rock pretreatment, the tunnel tunneling face can be connected after the hard rock pretreatment is finished, the reduction of rock presplitting effect caused by presplitting crack closure is avoided, and the drill holes in the trenchless rock body are subjected to classified backfilling after the tunneling is finished, so that the integrity of the tunnel trenchless rock body is ensured to the greatest extent, and the tunneling efficiency is accelerated and the safety of the tunnel is ensured.
Disclosure of Invention
The invention aims to provide a tunnel hard rock advanced pretreatment method, which solves the problems of cutter abrasion, construction period consumption and low tunneling efficiency when a tunnel passes through a hard rock area in the current tunneling process. Through advanced pretreatment of the hard rock of the tunnel, the stress of a cutter is obviously reduced when the tunneling machine tunnels, so that the tunneling energy consumption of the tunnel is reduced, the tunneling speed is improved, the construction period is shortened, and the cost is reduced.
In order to achieve the above purpose, the invention adopts the following technical scheme:
a tunnel hard rock advanced pretreatment method comprises the following steps:
(1) Geological survey is carried out on rock stratum to be traversed before tunnel construction, and the thickness h of each rock stratum is determined through advanced geological test analysis i Formation type C i The rock layer parameters are equal, and the advance distance L and the advance processing time T are determined according to the tunneling speed and the original rock stress; assume thatThe tunneling speed is 6.2 m/day, the tunnel diameter is d, the advanced pretreatment time T=3 days, the advanced pretreatment distance is 6.2x3=18.6m (rock burst hazard needs to be considered for a high ground stress area, and the pretreatment position is 0.5-1.5 d away from the tunnel face); drilling time t of drilling 1 Time t of +hydraulic slotting 2 +hydraulic fracturing time t 3 =preprocessing time T;
(2) And (3) adopting a parallel construction method, wherein tunneling and hard rock pretreatment are synchronously carried out, drilling is carried out from a pilot tunnel to a pretreated rock stratum, a directional drilling machine is used for controlling the drilling direction, and drilling is carried out according to a designed hole site. The drill bit is uniformly provided with three water jet outlets and three abrasive water jet outlets, and the included angle between outlets of the same type of nozzles is 120 degrees. When drilling, adopting low-pressure water jet to assist deslagging on non-hard rock (such as sandstone, shale and the like), wherein a low-pressure abrasive water jet nozzle is in a closed state; increasing water pressure when drilling into a hard rock area, automatically closing a water jet nozzle at the moment, starting an abrasive jet nozzle at the same time, and drilling under the assistance of abrasive water jet, wherein the maximum working pressure which can be provided by a water pump is 150MPa; the abrasive water jet is adopted to assist in drilling, so that on one hand, the stress of a drill bit can be reduced, on the other hand, the drilling efficiency can be improved, and the drilling time can be saved; the drilling is completed, the drilling is retreated, and the next step is prepared;
(3) Slotting the drill holes extending into the pretreated rock body by adopting an abrasive water jet mode, wherein the slotting position is considered in combination with the transverse size of the tunnel and the jet influence range, and in order to ensure the best rock pre-slotting effect, a hydraulic slotting is arranged every 2.4m, and the slotting depth is 0.5m;
(4) After the slotting is completed, carrying out hydraulic fracturing on the pretreated rock mass, wherein cracks generated by the hydraulic fracturing extend along the tunneling direction and the gravity direction according to the slotting direction, the maximum extension depth of the cracks can reach 20m theoretically, only the cracks among drill holes are required to be communicated as required, and the hydraulic fracturing crack extension depth is 5m (a crack extension surface formed by the gravity direction and the tunneling direction) by combining the drill hole arrangement mode; determining the specific pre-cracking crack length according to the thickness of the pretreated rock stratum and the hole distribution distance, wherein the calculation formula of the rock cracking pressure is as follows:
P F ＝3δ h -δ H -P S +δ τ p in the formula F For the crack initiation pressure delta h 、δ H Respectively horizontal minimum and maximum principal stress, P S Is pore pressure delta τ Is the tensile strength of the rock; judging whether the crack is generated and the fracturing process is finished according to the water pressure change in the hydraulic fracturing process;
(5) And after the pretreatment is finished, grouting and backfilling the drilling holes between the pilot tunnel and the pretreated rock stratum position in order to reduce disturbance of the pretreatment process on the non-excavated rock mass as much as possible, wherein a hydraulic pump is used for a grouting pump. The backfill material adopts original rock substances and binding materials during drilling, and different lithology is respectively backfilled, and can be realized by combining a pressure-controlled one-way valve with a bag; when grouting backfilling drilling is carried out, firstly, the positions X of one-way valves and bags of all rock strata are determined according to the drilling depths corresponding to different rock strata i Corresponding grouting pressure P i 。
Further, the drill bit circumference of directional drilling machine is equipped with three slope and water jet channel that is linked together with drill bit central channel, and water jet nozzle is located drill bit front end edge department, still includes three abrasive material water jet channel that is linked together with central channel, and abrasive material water jet nozzle is located drill bit front end center outside, be equipped with a slidable steel in the drill bit central channel and protect a section of thick bamboo, steel protects a section of thick bamboo front end and is closed, steel protects a section of thick bamboo circumference and is equipped with three reservation export, steel protects a section of thick bamboo length and steel and protects a section of thick bamboo front end seal and be equipped with a spring, spring front end and drill bit center's end cap fixed connection, abrasive material jet nozzle is located drill bit end cap periphery.
The invention has the advantages that:
1. the drill bit with special design is adopted, the water pressure can be adjusted according to the rock stratum type during drilling, the non-hard rock area adopts low-pressure water jet to assist in deslagging, and the hard rock area adopts high-pressure abrasive water jet to assist in drilling, so that the stress of the drill bit is reduced, and the drilling efficiency is improved;
2. the directional drilling machine starts to drill from the pilot tunnel, so that the drilling of a drilling hole is not influenced in the tunneling process, the tunneling construction (namely a parallel construction method) is not influenced in the hard rock advanced pretreatment process, and the simultaneous implementation of hard rock treatment and tunneling is realized;
3. the hard rock in the tunneling process is subjected to advanced pretreatment, so that cracks are generated, surrounding rock pressure is released, stress concentration areas are generated, and when the tunnel face is tunneling to the position, the stress of the cutter is obviously reduced, so that the cutter abrasion is reduced. Meanwhile, the rock pre-cracking can also improve the tunneling efficiency to a great extent, thereby achieving the purposes of reducing energy consumption, shortening the construction period and saving the cost;
4. after the hard rock pretreatment is finished, grouting backfilling can be carried out according to the rock type during drilling in combination with a binding material, so that disturbance on a non-excavation rock body is reduced to the greatest extent;
5. the hydraulic fracturing and grouting can adopt the same pump, so that the equipment is simplified, and the field application is easy to realize.
Drawings
Fig. 1 is a schematic view of the structure of a drill bit according to the present invention.
Fig. 2 is a top view of the integral borehole of the present invention.
Fig. 3 is a pilot tunnel drilling layout in the present invention.
Fig. 4 is a side view of a pretreated hard rock.
Fig. 5 is a graph of hydraulic fracturing process pressure variation.
Fig. 6 is a top plan view of the closure.
FIG. 7 is a schematic illustration of grouting backfill.
Detailed Description
Examples
Assuming that the diameter of a single tunneling face in actual engineering is d=12m, the average tunneling speed is 6.2 m/day, the left line and the right line of the tunnel need to pass through granite rock stratum with the thickness of 20m in the tunneling process, and the ground stress detection on the rock stratum needs to be passed through before the tunnel construction, specifically, the method can refer to engineering rock mass test method standard (GB/T50266-2013), and for a high ground stress area, the distance between a preprocessing position and the face is not less than 1.5-1.5 d, namely, the advance distance is not less than 1.5x12=18m. In summary, the advance distance l=18.6m can be preliminarily determined, the corresponding advance processing time t=3 days, a pilot tunnel channel is set between the left line and the right line of the tunnel, and the pilot tunnel channel is communicated with the left line and the right line of the tunnel; especially for the rock mass of other ground stress areas, the advance distance (0.5-1.5 d) and the advance time T can be properly adjusted by combining the tunneling speed, and the concrete calculation method is the same as the calculation steps of the conditions;
further, holes are distributed according to the section size of the tunnel and the hydraulic fracturing influence range, wherein the hydraulic fracturing influence range is 5m, and the same channel is adopted to drill holes on the same layer between pilot tunnel and the pretreatment rock stratum in order to reduce the disturbance of the drill holes on surrounding non-excavation rock bodies, as shown in fig. 3; holes are distributed at intervals of 5m when the preset position is reached, as shown in fig. 4; drilling according to the design position, wherein the drilling top view is shown in fig. 2; the drill bit is designed as shown in fig. 1, and the water pressure is adjusted according to the rock stratum type during drilling; for a non-hard rock area, low-pressure water is used, the water pressure is insufficient to push the movable steel casing to advance, the low-pressure water is sprayed out from the water jet nozzle 2, the water pressure is increased when the non-hard rock area is drilled, the movable steel sleeve 1 is pushed to move backwards by the high-pressure water, the reserved outlet 5 of the steel casing is moved to the position of the abrasive water jet nozzle 3, the abrasive water jet outlet is connected with the reserved outlet, an abrasive water jet channel is automatically opened, and the water jet nozzle 2 is automatically closed by the movable steel casing 1; releasing pressure after drilling is finished, and recovering the drill bit to an original state; in order to prolong the service life of the nozzle, the abrasive water jet nozzle is made of hard alloy materials; carrying out abrasive water jet slotting (slotting forms a closed loop slotting surface along the gravity and tunneling directions) on the drill holes 12 at the pretreatment position, wherein the slotting depth is 0.5m, and slotting is carried out once at intervals of 2.4m in each drill hole; sealing holes of the pretreated rock stratum, starting hydraulic fracturing, wherein the maximum working pressure of the hydraulic fracturing pump 13 is 150MPa, the crack expanding direction is consistent with the slotting direction and extends along the gravity direction and the tunnel longitudinal direction, and in order to save hydraulic fracturing energy consumption, the cracks only need to penetrate through the holes, namely the length of the pre-cracked cracks is 5m, and the crack arrangement is shown in figure 2; in operation according to formula P F ＝3δ h -δ H -P S +δ τ (in the symbol meaning is the same as the above), rock cracking pressure is calculated, first, hydraulic fracturing is carried out on the No. 2 drilling hole, and the pressure reaches P in the pumping pressure F Maintaining water injection pressure, and pumping pressure when cracks are generatedSuddenly reducing a certain amplitude, and judging that a crack is generated at the moment; then increasing the flow rate to continuously maintain the water injection pressure, expanding the crack according to the pre-slotting direction (closed-loop slotting surface), and reducing the water pressure again when the crack is communicated with another drilling hole, wherein the situation that the crack penetrates the drilling hole can be judged, and hydraulic fracturing of the drilling hole is finished; the pump pressure changes at each stage of the hydraulic fracturing process are shown in fig. 5; further, when the pretreatment is completed, the tunneling face just reaches the initial position of the pretreated rock face, and the pretreated cracks are utilized to the maximum extent, so that the purposes of reducing the stress of a cutter, accelerating the tunneling speed and saving the mechanical energy consumption are achieved. Further, repeating the steps for the hard rock to be pretreated until all the hard rock is treated; further, after all hard rocks are treated, backfilling is carried out on the drilled holes 12 in the pilot tunnel between the tunnels, and in order to ensure the integrity of tunneling the non-excavated rock mass, backfilling materials are respectively injected and backfilled according to the rock combination filling materials in the actual drilling process on site, and the grouting pump 13 and the hydraulic fracturing pump are the same, so that the grouting pressure is only required to be regulated according to actual needs. Taking the rock stratum of fig. 4 as an example, the guide pipe 16 is extended into the grouting position during backfilling, and the two one-way valves 14 (in the guide pipe) and the bag 15 (outside the guide pipe) are used for plugging at the boundary of the rock stratum, wherein the plugging direction is as follows: pretreatment layer- & gt the tunnel face; according to different grouting pressures of rock stratum depth, the hole sealing pressures (according to the hole sealing direction) of each rock stratum are controlled to be P1, P2 and … respectively by combining a one-way valve, (P1)>P2>…) when the pressure reaches P1, grouting and backfilling the innermost drilling holes, correspondingly changing grouting raw materials according to the rock stratum type and the position Xi (taking the outlet position of a grouting pipe as an original point along the grouting direction) after the innermost drilling holes are closed, reducing the grouting pressure to P2, automatically closing the first one-way valve, opening the second one-way valve, grouting the second layer of rock drilling holes, and the like until the rest part is filled, wherein the grouting volume Vi of each layer of rock stratum=the drilling cross-section area A multiplied by the stage drilling length Xi (the first layer backfilling needs to additionally consider the drilling length X of the drilling hole to the face part); in this example, P1 is set to 4MPa, P2 is set to 2MPa, during backfilling of granite layer drill holes, granite drill cuttings and adhesive material are injected first, the pump pressure is adjusted to 4MPa, thisGrouting can enter the granite layer when the grouting volume reaches V 1 ＝A×(X 1 +X), finishing backfilling the innermost layer drilling; the grouting pressure is reduced to 2MPa, at the moment, the first check valve is automatically closed due to the reduction of the grouting pressure, and the second check valve is opened, at the moment, the grouting volume V 2 ＝A×(X 2 -X 1 ) And after the grouting volume is reached, the grouting pressure is reduced again until all the drilling holes are backfilled.
Claims (4)
1. The advanced pretreatment method for the hard rock of the tunnel is characterized by comprising the following steps of:
s1, carrying out geological survey on rock stratum to be traversed before tunnel construction, and determining the thickness h of each rock stratum through advanced geological test analysis i Formation type C i Determining an advance distance L and an advance pretreatment time T according to the tunneling speed and the stress of the original rock;
s2, adopting a parallel construction method, tunneling and hard rock pretreatment are synchronously carried out, wherein drilling is carried out from a pilot tunnel to a pretreated rock stratum, a directional drilling machine is used for controlling the drilling direction, drilling is carried out according to a designed hole site, three water jet outlets and three abrasive water jet outlets are uniformly arranged at the drill bit part, the included angle between outlets of the same type of nozzles is 120 degrees, low-pressure water jet is adopted for auxiliary deslagging of non-hard rock during drilling, and water pressure is increased when drilling is carried out to a hard rock region;
s3, slotting the drill holes extending into the pretreated rock body in a grinding material water jet mode, wherein the slotting position is considered in combination with the transverse size of the tunnel and the jet influence range, and in order to ensure the best rock pre-slotting effect, a hydraulic slotting is arranged every 2.4m, and the slotting depth is 0.5m;
s4, carrying out hydraulic fracturing on the pretreated rock body after slotting, wherein cracks generated by the hydraulic fracturing extend to crack penetration between drilling holes along tunneling direction and gravity direction according to slotting direction, the hydraulic fracturing crack expansion depth is 5m in combination with a drilling hole arrangement mode, and the specific pre-fracturing crack length is determined according to the thickness of the pretreated rock layer and hole distribution distance, wherein the rock cracking pressure calculation formula is as follows: p (P) F =3δ h -δ H -P S +δ τ P in the formula F For the crack initiation pressure delta h 、δ H Respectively horizontal minimum and maximum principal stress, P S Is pore pressure delta τ Is the tensile strength of the rock; judging whether the crack is generated and the fracturing process is finished according to the water pressure change in the hydraulic fracturing process;
s5, after pretreatment is completed, in order to reduce disturbance of the pretreatment process on the non-excavation rock mass as much as possible, drilling grouting between the pilot tunnel and the pretreated rock stratum is backfilled.
2. The tunnel hard rock advanced pretreatment method as claimed in claim 1, wherein: the pretreatment time t=the borehole drilling time T 1 Time t of +hydraulic slotting 2 +hydraulic fracturing time t 3 。
3. The tunnel hard rock advanced pretreatment method as claimed in claim 1, wherein: the drill bit circumference of directional drilling machine is equipped with three slope and water jet channel that is linked together with drill bit central channel, and water jet nozzle is located drill bit front end edge, still includes three abrasive water jet channel that is linked together with central channel, and abrasive water jet nozzle is located drill bit front end center outside, be equipped with a slidable steel in the drill bit central channel and protect a section of thick bamboo, steel protects a section of thick bamboo front end and is for sealing, steel protects a section of thick bamboo circumference and is equipped with three export, steel protects a section of thick bamboo length and steel and protects a section of thick bamboo front end seal and be equipped with a spring, spring front end and drill bit center's end cap fixed connection, abrasive water jet nozzle is located drill bit end cap periphery.
4. The tunnel hard rock advanced pretreatment method as claimed in claim 3, wherein: during backfilling, the backfilling material is backfilled by combining a check valve with a pocket by using a raw rock substance and a bonding material during drilling.
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| CN202310265848.6A CN116291528A (en) | 2023-03-20 | 2023-03-20 | Advanced pretreatment method for hard rock of tunnel |
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| CN202310265848.6A CN116291528A (en) | 2023-03-20 | 2023-03-20 | Advanced pretreatment method for hard rock of tunnel |
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