CN112539066A - Rapid construction method for karst development long tunnel - Google Patents
Rapid construction method for karst development long tunnel Download PDFInfo
- Publication number
- CN112539066A CN112539066A CN202011528838.XA CN202011528838A CN112539066A CN 112539066 A CN112539066 A CN 112539066A CN 202011528838 A CN202011528838 A CN 202011528838A CN 112539066 A CN112539066 A CN 112539066A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- grouting
- anchor rod
- drilling
- construction
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 97
- 238000011161 development Methods 0.000 title abstract description 9
- 239000011435 rock Substances 0.000 claims abstract description 90
- 238000005553 drilling Methods 0.000 claims abstract description 60
- 238000000034 method Methods 0.000 claims abstract description 23
- 238000005422 blasting Methods 0.000 claims abstract description 19
- 230000008569 process Effects 0.000 claims abstract description 10
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 5
- 230000008859 change Effects 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 16
- 239000011440 grout Substances 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 16
- 239000011378 shotcrete Substances 0.000 claims description 13
- 239000000835 fiber Substances 0.000 claims description 12
- 238000005507 spraying Methods 0.000 claims description 12
- 229910000746 Structural steel Inorganic materials 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 10
- 239000004033 plastic Substances 0.000 claims description 9
- 229920003023 plastic Polymers 0.000 claims description 9
- 239000003795 chemical substances by application Substances 0.000 claims description 7
- 239000007788 liquid Substances 0.000 claims description 7
- 238000004873 anchoring Methods 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 210000003462 vein Anatomy 0.000 claims description 4
- 229920000742 Cotton Polymers 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 2
- 239000011148 porous material Substances 0.000 claims description 2
- 238000005728 strengthening Methods 0.000 claims 1
- 238000009412 basement excavation Methods 0.000 description 18
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 8
- 230000008901 benefit Effects 0.000 description 8
- 230000002787 reinforcement Effects 0.000 description 7
- 238000007689 inspection Methods 0.000 description 5
- 238000009434 installation Methods 0.000 description 5
- 230000015572 biosynthetic process Effects 0.000 description 4
- 238000001514 detection method Methods 0.000 description 4
- 229910052742 iron Inorganic materials 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 230000008676 import Effects 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 239000000945 filler Substances 0.000 description 2
- 230000006870 function Effects 0.000 description 2
- 230000036541 health Effects 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 230000019771 cognition Effects 0.000 description 1
- 239000003086 colorant Substances 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 230000007246 mechanism Effects 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
- 238000012544 monitoring process Methods 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
Classifications
-
- 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
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/381—Setting apparatus or devices
-
- 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
- E21D11/40—Devices or apparatus specially adapted for handling or placing units of linings or supporting units for tunnels or galleries
-
- 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a rapid construction method of a karst development long tunnel, which comprises the following steps: s1, performing advanced geological exploration on the tunnel, detecting the situation of surrounding rocks in front, and pre-reinforcing the surrounding rocks in front of the tunnel face in advance; s2, using the drill jumbo to dig and drill holes in the surrounding rock with the geological change of the face, collecting the speed, torque and pressure parameters of the drill holes in the drilling process, analyzing the hardness of the surrounding rock in front to form a cloud-shaped geological map, and judging the hardness degree and basic geological conditions of the surrounding rock in front; s3, performing drilling and blasting construction according to the surrounding rock conditions; by adopting the rapid construction method for the karst-developing long and large tunnel, the safety risk of constructors is reduced. Tunnel strenghthened type mechanized supporting construction, especially the weak country rock of karst tunnel has various karst proruption risks, adopts big machine supporting construction can reduce the face operation number of people, reduces the safety risk and can guarantee tunnel construction safety.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a rapid construction method of a karst-developing long tunnel.
Background
The karst is a relatively common action and phenomenon on the earth surface and underground, the development characteristics of the karst, the water resource condition of the karst, various engineering geological problems of the karst and the research time of disaster prevention and control of karst areas are relatively long. Since the seventies of the twentieth century, scholars at home and abroad carry out detailed and earnest researches from different angles by using different methods, although abundant research results are obtained, because most of karst occurs and develops below the ground surface, the karst is not easy to perceive and detect, and the karst has the characteristics of uncertain factors such as imperceptibility, paroxysmality and the like, and the unified, systematic and authoritative cause mechanism, quantitative prediction and cognition are still gradually improved at present.
The karst development long tunnel rapid construction adopts large machinery matched with tunnel karst excavation construction, and the traditional non-large tunnel excavation has the following defects in karst tunnel construction:
1. the karst tunnel has high detection difficulty for surrounding rocks in front of the tunnel face before excavation, the detection accuracy of measures such as TSP (Total suspended particulate) and geological radar is low, and the detection range of the advanced exploration holes is limited.
2. Karst tunnel solution caverns are various, and have empty solution caverns, fill solution caverns, gushing water and gush out mud solution caverns and so on, and the risk is very big when excavating in traditional methods, need artifically to the face to make the grudging post and the shotcrete, has greatly increased the construction risk.
3. When the karst tunnel is excavated in the tradition manual work, meet various karst caves and need to excavate the while and rectify the karst, consider the safety risk, artifical regulation karst progress is detailed and will be slower than the big machine construction.
Disclosure of Invention
The invention provides a rapid construction method for a karst-developed long and large tunnel, and aims to solve the existing problems.
The invention is realized in such a way that a karst development long tunnel rapid construction method is characterized by comprising the following steps:
s1, performing advanced geological exploration on the tunnel, detecting the situation of surrounding rocks in front, and pre-reinforcing the surrounding rocks in front of the tunnel face in advance;
s2, using the drill jumbo to dig and drill holes in the surrounding rock with the geological change of the face, collecting the speed, torque and pressure parameters of the drill holes in the drilling process, analyzing the hardness of the surrounding rock in front to form a cloud-shaped geological map, and judging the hardness degree and basic geological conditions of the surrounding rock in front;
s3, performing drilling and blasting construction according to the surrounding rock conditions;
s4, the structural steel is pre-assembled on the ground of the tunnel face in a subsection mode by adopting a multifunctional arch installing trolley, whether the length, the radian and the connection of the structural steel meet the requirements or not is checked, the structural steel is installed at a designed and appointed position through an operation arm of a remote control trolley, arch assembling emphasizes on controlling the vertical direction and the transverse direction of the structural steel to be parallel to the normal line of a tunnel, and the quality of a structural steel vertical frame is guaranteed;
s5, constructing the arch part of the tunnel by using a shell expanding type prestressed anchor rod, after primary spraying is finished, radially drilling a primary spraying surface by using an anchor rod drilling machine, wherein a drill bit with the diameter of 45mm is adopted, the drilling diameter is 50mm, and the drilling time is 1.5-3 min/hole; before drilling, checking whether the hole is collapsed by using a flashlight, and if the hole is collapsed, cleaning the hole by using a semicircular small steel pipe with the diameter of 20mm or high-pressure air; before the anchor rod is installed, the plastic corrugated sleeve is screwed into the small end of the grouting bag at the shell expansion head, the anchor rod body penetrates into the plastic corrugated sleeve until the anchor rod body penetrates out of the grouting bag by 10cm, then the steel shell expansion anchor rod body is screwed into the anchor rod body at the end of the corrugated sleeve, and a plastic binding belt is used for binding and fixing; before the anchor rod is installed, the periphery of an anchor rod hole is roughly leveled or leveled by cement slurry, so that the base plate is ensured to be basically attached to a rock surface or an initial supporting surface, and after the anchor rod is pushed and installed, a bolt at the tail part of the anchor rod is fastened; adopt gunn biliquid grouting pump slip casting, the thick liquid adopts the clean thick liquid of cement, the mix proportion: 0.3-0.4, and the grouting pressure is 0.2-0.25 Mpa; plugging the pore opening with cotton yarn or an anchoring agent before grouting; during grouting, the slurry is fed at a lower pressure, air in the hole is slowly exhausted, the pressure is gradually increased for grouting until the slurry returns from the orifice, and the grouting is stopped when the slurry continues to return from the orifice after the pressure is stabilized for a period of time; when grouting, the grouting pump is firstly moistened by clear water, and the clear water is pumped out.
Further, in step S1, the advance pre-fixing of the tunnel face specifically includes: c30 sprayed concrete is adopted to spray the tunnel face to seal, a three-arm drill jumbo is adopted to construct the advanced pipe shed, and the advanced pipe shed is positioned by adopting 2 steel frame drilling; reinforcing the tunnel face by adopting a fiber anchor rod, wherein the fiber anchor rod adopts a three-arm drill jumbo leading hole, and the arrangement angle is consistent with the axial direction of the tunnel; and (4) performing high-pressure grouting on the advanced pipe shed and the fiber anchor rod, and filling joints and cracks with the grout to form network grout veins.
Furthermore, the pipe sheds are all processed by hot-rolled seamless steel flower pipes with the wall thickness of 6mm, guide pipes with the outer diameter of 60-108mm are respectively adopted according to different surrounding rock conditions, the annular distance is set to be 30-50 cm according to stratum properties, the sections are connected by external screw threads, and the external insertion angle is adjusted according to actual conditions during construction, and the range is 1-5 degrees.
Further, the grouting material is made of cement slurry, the water cement ratio is 1:1, the pressure is 3-5 MPa, sprayed concrete is used as a grout stop wall during operation, an orifice is blocked by an anchoring agent, hole isolation grouting is adopted in a grouting mode, the grouting is carried out from bottom to top in a staggered mode, the grouting pressure reaches 5MPa, and grouting is finished after the grouting is stabilized for 10 min.
Further, in step S3, according to the line shape, the contour of the surrounding rock cross section and the hardness, blasting design is performed, the position of the blasthole is arranged, and the depth and the angle of the blasthole are controlled.
Compared with the prior art, the invention has the beneficial effects that: by adopting the rapid construction method for the karst-developing long and large tunnel, the safety risk of constructors is reduced. Tunnel strenghthened type mechanized supporting construction, especially the weak country rock of karst tunnel has various karst proruption risks, adopts big machine supporting construction can reduce the face operation number of people, reduces the safety risk and can guarantee tunnel construction safety. The construction quality of the soft rock tunnel is ensured. Compared with the traditional subsection step method, the reinforced mechanized supporting soft rock large-section excavation reduces the disturbance times of tunnel excavation, and the primary support after tunnel excavation is rapidly sealed into a ring and can be integrally stressed, so that the construction quality of the primary support is ensured. The construction process is simpler than the traditional step method. And the construction period is shortened. The mechanized supporting soft rock large-section construction can improve the surrounding rock strength in front of the tunnel face, strengthen the surrounding rock stress arch formation and realize the target of large-scale mechanical karst tunnel full-section rapid construction by advanced pre-reinforcement.
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 with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
A rapid construction method for a karst growing tunnel adopts large machinery for matched construction, people on the face are reduced to gather by excavating a three-arm rock drilling trolley, the surrounding rock situation in front is detected by using the automatic detection function of the trolley, the part of a karst cavity which is difficult to construct is flexibly operated and treated by using a large machine when a karst cave is encountered, and the karst construction risk is reduced by using an arch frame mounting trolley and a spraying mechanical hand for operation of a vertical frame and a spraying agent.
The construction speed can be increased and the construction period can be shortened by adopting the rapid construction method of the karst-developing long tunnel; aiming at the construction of the karst tunnel, the number of people for working on the tunnel face can be reduced by adopting reinforced mechanical matching construction, the safety risk is reduced, the safety of tunnel construction can be ensured, and the labor force is saved.
The method has the advantages that pre-reinforcement is conducted in advance, the surrounding rock in front of the tunnel face is pre-reinforced in advance, the strength of karst blocks in front of the tunnel face to collective surrounding rock can be improved, the surrounding rock stress arch is strengthened, the large-section rapid construction of weak surrounding rock is achieved, the disturbance times of tunnel excavation are reduced, the surrounding rock stability of a soft rock tunnel is facilitated, and the tunnel construction quality is guaranteed.
Large-scale machinery such as three-arm rock drilling jumbo is from taking information-based intelligent system, can survey the condition of next circulation karst development automatically, and the precision is high.
Enhanced mechanical configuration, main mechanical configuration: the device comprises a three-arm rock drilling trolley, an arch installing trolley, an excavator, a loader, a dump truck, a jumbolter, an automatic metering grouting machine, a concrete wet spraying unit, a self-propelled inverted arch trestle, a multifunctional waterproof board trolley, a lining template trolley, a movable health preserving rack and the like.
The tunnel face is sealed by spraying C30 sprayed concrete before construction of the pipe shed, the sprayed concrete is 4-6 cm thick, the surface of the sprayed concrete is dense and flat, and no crack, drop, spray leakage, hollowing and water leakage exist. The advanced pipe shed is constructed by adopting a heavy three-arm rock drilling trolley built by iron, and the pipe shed is positioned by adopting 2 steel frames for punching. The pipe sheds are all processed by hot rolled seamless steel floral pipes with the wall thickness of 6mm, guide pipes with the outer diameters of 60 mm, 76 mm, 108mm and the like are respectively adopted according to different surrounding rock conditions, the circumferential spacing is generally 30 cm-50 cm according to stratum properties and the like, the sections are connected by adopting outer screw threads, and the outer insertion angle can be adjusted according to actual conditions during construction, and the range is 1-5 degrees. And (3) adopting advanced high-pressure grouting, wherein the grout is single-liquid cement grout, the water cement ratio is 1:1, and the grouting pressure is 3-5 Mpa.
The construction of the advanced pipe shed by adopting the three-arm drill jumbo can shorten the construction time of the pipe shed, does not need to consider a pipe shed operation platform, and obviously improves the construction efficiency compared with the traditional drilling machine. Taking the construction of a ring of 9m long phi 60 pipe shed as an example, if the three-arm rock drilling jumbo is adopted, compared with the traditional drilling machine, the construction of the advanced pipe shed can save 2 hours in a single cycle.
In order to increase the stability of the tunnel face, the tunnel face is subjected to slope releasing treatment according to the ratio of 1:0.1 during excavation, the tunnel face is sealed by C30 sprayed concrete guniting, wherein the thickness of the sprayed concrete of the IV-level surrounding rock section is 4cm, the thickness of the sprayed concrete of the V-level surrounding rock section is 6cm, and the surface of the sprayed concrete is compact and flat without cracks, falling, leaking, spraying, hollowing and water leakage.
When the surrounding rock on the tunnel face is very poor in stability and very soft, the tunnel face is reinforced by using 12-18 m long phi 25FER fiber anchor rods, the longitudinal lap joint is not less than 2m, and the tunnel face and the surrounding rock are arranged in a quincunx mode at intervals of 1.5 multiplied by 1.5 m. The fiber anchor rod adopts a three-arm drill jumbo leading hole, and the arrangement angle is basically consistent with the axial direction of the tunnel. When the surrounding rock is weak and rich in water and cannot be formed into a hole, the sleeve is required to follow up the hole, the fiber anchor rod is lowered to the designed position through the sleeve, and then the sleeve is withdrawn, so that the fiber anchor rod is installed and grouting operation is carried out. And (3) adopting advanced high-pressure grouting, wherein the grout is single-liquid cement grout, the water cement ratio is 1:1, and the grouting pressure is 3-5 Mpa.
The high-pressure grouting is carried out by adopting A high-pressure grouting machine of Sanchuan Deqing 3SNS-A, the grouting pressure can reach 10MPA at most, the surrounding rock is reinforced by high-pressure grouting through the advanced pipe shed, the fiber anchor rod and the radial prestressed anchor rod, and grout fills joints and cracks to form network grout veins, so that the self-stability of the surrounding rock is improved, the convergence and settlement of the surrounding rock are effectively inhibited, and the guarantee is provided for the rapid construction of large sections of weak surrounding rocks.
The grouting material adopts cement grout, the water cement ratio is 1:1, the pressure is 3-5 MPa, sprayed concrete is used as a grout stop wall during operation, an orifice is blocked by an anchoring agent, grouting is performed in a hole isolation grouting mode in a staggered mode from bottom to top, the grouting pressure reaches 5MPa, and grouting is finished after the grouting is stabilized for 10 min. The pressure change is paid attention to at any time in the grouting process, the grouting pressure does not rise for a long time, intermittent grouting is adopted, if the pressure rises suddenly, pipe blockage can occur, and the machine is stopped immediately for inspection to prevent people from being injured by pipe explosion.
The ZYS113 type full-computer rock drilling trolley for iron construction and heavy industry is selected for excavation in the import work area of the Rongjiawan tunnel, and the machine has the following performance advantages: because the power of the rock drill is increased, the drilling control capability of the trolley on surrounding rocks with geological changes of the tunnel face is improved, and the requirement of fast tunneling is met. The trolley is provided with a full-automatic high-efficiency intelligent drilling hole, and a full-computer operation mode can be realized. The method has the functions of MWD advanced geological exploration and geological analysis, and restores the geological condition through software analysis to form geological forecast. And an automatic profile scanner is installed, and the data of the overbreak and the underexcavation can be obtained through software. The remote monitoring system is provided with RRA remote communication data transmission, and can monitor the operation condition of the trolley in the tunnel in real time through a remote terminal. The noise is little and do not need drilling auxiliary platform, can realize full computer drilling location, improves drilling accuracy greatly, improves the blasting effect.
The drilling and blasting construction process can be divided into blasting design and field drilling, compared with the traditional manual drilling and blasting, the drilling and blasting process of the three-arm rock drilling jumbo construction realizes intelligent three-dimensional integration from the blasting design to the field drilling, and the three-dimensional blasting design can be realized by using matched blasting design software.
The blasting design method of the full-computerized three-arm rock drilling trolley for the heavy industry of the iron construction comprises the following steps: line shape introduction → addition of a section contour → section contour loading → blast hole arrangement → split arm drilling sequence simulation.
Line-shaped lead-in: the coordinates of the lead are led into a computer of the three-arm rock drilling trolley in advance, and the computer can automatically and accurately position the lead, which is a precondition for the automatic drilling of the three-arm rock drilling trolley. Adding a section profile: and inputting design section parameters, and determining the excavation section profile through automatic positioning of the three-arm rock drilling trolley to determine the tunnel face excavation range. Arranging blast holes: blasting design is carried out according to surrounding rock characteristics, and relevant parameters such as blast hole arrangement, depth and angle are loaded into software, so that blast hole positions can be accurately arranged and designed, and the depth and angle of blast holes can be accurately controlled. Arranging and simulating the branch punching sequence: the three-arm rock drilling jumbo is provided with three mechanical working arms, mutual interference and collision between the arms need to be avoided, the drilling positions and the sequence of the three working arms need to be designed, and the collision between the working arms or the related interference caused by too close working distances are avoided. Meanwhile, before the on-site construction, the simulation drilling process can be carried out through software, and whether collision or too close distance phenomenon exists between the arms is checked.
The three-arm drill jumbo needs to carry out control point alignment before drilling on site, and the blasting design is introduced during drilling, so that the automatic hole location and automatic drilling under the full-computerized control can be realized. Through blasting effect inspection, blasting parameters are continuously optimized, and the optimal blasting effect is achieved.
The WMD geological cloud picture is geological analysis system software carried by the three-arm drill jumbo, the system software analyzes the hardness and softness of front surrounding rocks by collecting parameters such as drilling speed, torque and pressure in the drilling process to form a cloud geological picture, and the hardness and softness degree and basic geological conditions of the front surrounding rocks are judged by distinguishing colors of the cloud geological picture.
The geological cloud map can effectively carry out visual analysis on surrounding rocks in front of the tunnel face, so that the judgment on the rock solution development condition in front of the tunnel face is facilitated.
The multifunctional arch center mounting trolley is suitable for mounting large-section arch centers, the arch center mounting efficiency is greatly improved, the labor intensity is reduced, and the safety and the quality are guaranteed.
Labor force configuration: 10 persons need to be allocated, 4 persons are saved compared with a manual stand, and the number of operation workers is reduced;
installation efficiency: the installation of the full-section arch frame can be reduced to 1 hour/roof from 1.5 hours/roof artificially, and the working efficiency is improved;
labor intensity: the full-section steel arch frame can be adjusted into 5 unit sections from 7 unit sections in the original manual construction, the mechanical operation is realized in the whole installation process, and the labor intensity of operation workers is reduced.
The multifunctional arch center mounting trolley is used for conducting subsection pre-assembly on the ground of the tunnel face on the section steel, checking whether the length, the radian and the connection of the section steel meet requirements or not, is simple to operate, reduces labor force, and is used for mounting the section steel to a designed designated position through the remote control trolley operating arm, a single operating arm is provided with an independent operating platform which can be flexibly operated by field workers, the arch center is assembled to control the section steel to be vertical and to be transversely parallel to a tunnel normal line, and the quality of a section steel vertical frame is guaranteed.
The tunnel arch part is constructed by adopting a shell expanding type prestressed anchor rod, and the outer diameter phi of the prestressed anchor rod body is 25 mm.
And (3) drilling, namely, after the primary spraying is finished, radially drilling the primary spraying surface by using an anchor rod drilling machine, wherein a drill bit with the diameter of 45mm is adopted, the diameter of the drilled hole is 50mm, and the drilling time is 1.5-3 min/hole. And after drilling, detecting whether the aperture, the depth and the pitch of the holes meet the design requirements.
And (4) cleaning holes, checking whether the holes collapse or not by using a flashlight before drilling, and cleaning the holes by using a semicircular small steel pipe with the diameter of 20mm or high-pressure air if the holes collapse. The entrance of the Rongjiawan tunnel is mainly made of limestone and karst fillers, and when the filler section is drilled, the hole needs to be washed for many times by a drill rod so as to reduce the blockage caused by hole collapse.
The anchor rod installation, need before the anchor rod installation with rise the shell head earlier plastics corrugated sleeve pipe screw in slip casting bag tip (internal thread), penetrate the anchor rod body again the plastics corrugated sleeve pipe until about 10cm from the slip casting bag is worn out, then the screw in steel rises shell anchor rod piece on the anchor rod body of corrugated sleeve pipe end to it is fixed to use the plastics ribbon to carry out the ligature, rises the shell in the propelling movement in-process and rises the shell and rise in advance and cause the propelling movement difficulty to prevent to rise the shell head.
Prestress tensioning, wherein the periphery of an anchor rod hole is roughly leveled before the anchor rod is installed, or the periphery of the anchor rod hole is leveled by cement slurry, the backing plate is ensured to be basically attached to a rock surface or a primary support surface, slurry leakage is reduced, after the anchor rod is pushed and installed, a BOOXT Boshett BX-4300 (maximum torque 1500NM, air pressure 0.52MPa) air cannon wrench is used for fastening the bolt at the tail part of the anchor rod, and the fastening pressure is about 42 KN.
Grouting by adopting a gunn double-liquid grouting pump, wherein the slurry is purified by cement, and the mixing ratio is as follows: 0.3-0.4, and the grouting pressure is 0.2-0.25 Mpa; in order to avoid slurry leakage caused by the fact that the base plate is not closely attached to the surrounding rock or the primary support surface, cotton yarns or anchoring agents can be used for plugging the hole opening before grouting; during grouting, the slurry is fed at a lower pressure, air in the hole is slowly exhausted, the pressure is gradually increased for grouting until the slurry returns from the orifice, and the grouting is stopped when the slurry continues to return from the orifice after the pressure is stabilized for a period of time; during grouting, the grouting pump is wetted by clean water and the clean water is pumped out, so that the grouting pipe avoids joints as much as possible, continuous construction is guaranteed, and grouting machines are prevented from being blocked.
And the safety risk of constructors is reduced. Tunnel strenghthened type mechanized supporting construction, especially the weak country rock of karst tunnel has various karst proruption risks, adopts big machine supporting construction can reduce the face operation number of people, reduces the safety risk and can guarantee tunnel construction safety.
The construction quality of the soft rock tunnel is ensured. Compared with the traditional subsection step method, the reinforced mechanized supporting soft rock large-section excavation reduces the disturbance times of tunnel excavation, and the primary support after tunnel excavation is rapidly sealed into a ring and can be integrally stressed, so that the construction quality of the primary support is ensured.
The construction process is simpler than the traditional step method.
And the construction period is shortened. The mechanized supporting soft rock large-section construction can improve the surrounding rock strength in front of the tunnel face, strengthen the surrounding rock stress arch formation and realize the target of large-scale mechanical karst tunnel full-section rapid construction by advanced pre-reinforcement.
The 10 mark honor Jiawan tunnel import work area karst of the north segment of Zhengwangao iron lake develops intensely, adopt the large section construction of the strenghthened type mechanized supporting soft rock, have been equipped with the mechanical supporting such as three-armed rock drilling jumbo, bow member installation jumbo, concrete wet spraying unit, high-pressure grouting machine, anchor drill, self-propelled inverted arch trestle, multi-functional waterproof board jumbo, portable health preserving rack, integrally portable slot template altogether, through meticulous organization, rational arrangement, the month advances the chi and is improved to 105 m/month from 70 m/month of the traditional worker method, has greatly shortened the construction period, reduced the face constructor quantity at the same time, guarantee the construction safety, through the joint inspection of supervision, owner, local quality inspection station, the tunnel construction quality meets the standard-checking requirement.
By adopting the construction method of the reinforced mechanized matched karst tunnel, safety accidents and quality accidents do not occur together, and the construction safety and quality are ensured.
Compared with the traditional construction method, the method has the advantages of improving the degree of mechanization, saving manpower, improving the construction efficiency, accelerating the construction progress, shortening the construction period and reducing the construction cost. Good economic benefit is obtained, taking the import work area of the Rongjiawan tunnel as an example:
saving manual wages: construction period of entrance construction of Rongjiawan tunnel is 46 months, working face excavation class, stand class, guniting class and the like only need 18 persons for supporting construction by adopting reinforced machinery, while traditional excavation needs 50 persons, 32 persons are saved, wages are about 5000 yuan/person/month, and are saved: 46 × 32 × 5000 ═ 7360000 yuan;
the construction period is shortened, fixed amortization and other management expenses are saved: the current month footage can reach 105 m/month by adopting reinforced mechanical excavation, while the month footage of the traditional construction method is only 70/month, the cycle time is shortened from 26h to 18h, more than 12 cycles of excavation can be performed per month, the footage is increased by more than 35m, and the economic benefit is increased by 560 ten thousand yuan;
the Rongjiawan tunnel inlet adopts a reinforced mechanized matched soft rock large-section construction method to obtain the total economic benefits: 736+560 = 1296 ten thousand yuan.
The construction method is mainly used for realizing the construction of the large section of the weak surrounding rock, the advanced pre-reinforcement and the radial grouting reinforcement are carried out through the reinforced machinery, the grade of the weak surrounding rock is improved, the stress arch formation of the surrounding rock is reinforced, the tunnel construction safety can be improved, the solid quality of the tunnel construction is ensured, the tunnel construction speed is accelerated, the construction method is a trend of future tunnel construction in China, and the social benefit is great.
The rapid construction of the karst development long and large tunnel is implemented by advanced pre-reinforcement and radial grouting reinforcement through reinforced machinery such as a three-arm rock drilling trolley and an anchor rod drilling and safety grouting integrated machine, the grade of weak surrounding rock is improved, the stress arch formation of the surrounding rock is reinforced, the rapid construction of the reinforced mechanical matched weak surrounding rock large section is realized, and the mark inspection requirement and the technical standard are met.
High-pressure grouting technology: the high-pressure grouting is carried out by adopting A high-pressure grouting machine of Sanchuan Deqing 3SNS-A, the grouting pressure can reach 10MPA at most, the surrounding rock is reinforced by high-pressure grouting through the advanced pipe shed, the fiber anchor rod and the radial prestressed anchor rod, and grout fills joints and cracks to form network grout veins, so that the self-stability of the surrounding rock is improved, the convergence and settlement of the surrounding rock are effectively inhibited, and the guarantee is provided for the rapid construction of large sections of weak surrounding rocks.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (5)
1. A method for quickly constructing a karst-developed long tunnel is characterized by comprising the following steps:
s1, performing advanced geological exploration on the tunnel, detecting the situation of surrounding rocks in front, and pre-reinforcing the surrounding rocks in front of the tunnel face in advance;
s2, using the drill jumbo to dig and drill holes in the surrounding rock with the geological change of the face, collecting the speed, torque and pressure parameters of the drill holes in the drilling process, analyzing the hardness of the surrounding rock in front to form a cloud-shaped geological map, and judging the hardness degree and basic geological conditions of the surrounding rock in front;
s3, performing drilling and blasting construction according to the surrounding rock conditions;
s4, the structural steel is pre-assembled on the ground of the tunnel face in a subsection mode by adopting a multifunctional arch installing trolley, whether the length, the radian and the connection of the structural steel meet the requirements or not is checked, the structural steel is installed at a designed and appointed position through an operation arm of a remote control trolley, arch assembling emphasizes on controlling the vertical direction and the transverse direction of the structural steel to be parallel to the normal line of a tunnel, and the quality of a structural steel vertical frame is guaranteed;
s5, constructing the arch part of the tunnel by using a shell expanding type prestressed anchor rod, after primary spraying is finished, radially drilling a primary spraying surface by using an anchor rod drilling machine, wherein a drill bit with the diameter of 45mm is adopted, the drilling diameter is 50mm, and the drilling time is 1.5-3 min/hole; before drilling, checking whether the hole is collapsed by using a flashlight, and if the hole is collapsed, cleaning the hole by using a semicircular small steel pipe with the diameter of 20mm or high-pressure air; before the anchor rod is installed, the plastic corrugated sleeve is screwed into the small end of the grouting bag at the shell expansion head, the anchor rod body penetrates into the plastic corrugated sleeve until the anchor rod body penetrates out of the grouting bag by 10cm, then the steel shell expansion anchor rod body is screwed into the anchor rod body at the end of the corrugated sleeve, and a plastic binding belt is used for binding and fixing; before the anchor rod is installed, the periphery of an anchor rod hole is roughly leveled or leveled by cement slurry, so that the base plate is ensured to be basically attached to a rock surface or an initial supporting surface, and after the anchor rod is pushed and installed, a bolt at the tail part of the anchor rod is fastened; adopt gunn biliquid grouting pump slip casting, the thick liquid adopts the clean thick liquid of cement, the mix proportion: 0.3-0.4, and the grouting pressure is 0.2-0.25 Mpa; plugging the pore opening with cotton yarn or an anchoring agent before grouting; during grouting, the slurry is fed at a lower pressure, air in the hole is slowly exhausted, the pressure is gradually increased for grouting until the slurry returns from the orifice, and the grouting is stopped when the slurry continues to return from the orifice after the pressure is stabilized for a period of time; when grouting, the grouting pump is firstly moistened by clear water, and the clear water is pumped out.
2. The construction method according to claim 1, characterized in that: in step S1, the advance pre-strengthening of the tunnel face specifically includes: c30 sprayed concrete is adopted to spray the tunnel face to seal, a three-arm drill jumbo is adopted to construct the advanced pipe shed, and the advanced pipe shed is positioned by adopting 2 steel frame drilling; reinforcing the tunnel face by adopting a fiber anchor rod, wherein the fiber anchor rod adopts a three-arm drill jumbo leading hole, and the arrangement angle is consistent with the axial direction of the tunnel; and (4) performing high-pressure grouting on the advanced pipe shed and the fiber anchor rod, and filling joints and cracks with the grout to form network grout veins.
3. The construction method according to claim 2, characterized in that: the pipe shed is processed by adopting hot rolled seamless steel floral pipes with the wall thickness of 6mm, guide pipes with the outer diameter of 60-108mm are respectively adopted according to different surrounding rock conditions, the annular distance is set to be 30-50 cm according to stratum properties, the joints are connected by adopting outer screw threads, and the outer insertion angle is adjusted according to actual conditions during construction, and the range is 1-5 degrees.
4. The construction method according to claim 2, characterized in that: the grouting material is made of cement slurry, the water cement ratio is 1:1, the pressure is 3-5 MPa, sprayed concrete is used as a grout stop wall during operation, an orifice is blocked by an anchoring agent, hole isolation grouting is adopted in a grouting mode and conducted in a staggered mode from bottom to top, the grouting pressure reaches 5MPa, and grouting is finished after the grouting is stabilized for 10 min.
5. The construction method according to claim 1, wherein in step S3, blasting design, blast hole position arrangement, and blast hole depth and angle control are performed according to the line shape, the contour of the surrounding rock cross section and the hardness.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011528838.XA CN112539066A (en) | 2020-12-22 | 2020-12-22 | Rapid construction method for karst development long tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011528838.XA CN112539066A (en) | 2020-12-22 | 2020-12-22 | Rapid construction method for karst development long tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112539066A true CN112539066A (en) | 2021-03-23 |
Family
ID=75019614
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011528838.XA Pending CN112539066A (en) | 2020-12-22 | 2020-12-22 | Rapid construction method for karst development long tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112539066A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113323672A (en) * | 2021-06-30 | 2021-08-31 | 中铁十局集团有限公司 | Large-scale mechanized drilling, blasting, excavating and quick construction method for hard rock large-span tunnel |
| CN114135304A (en) * | 2021-11-15 | 2022-03-04 | 中铁隧道局集团有限公司 | TBM tunneling construction method for geological section suffering from karst cave badness |
| CN117932277A (en) * | 2024-03-22 | 2024-04-26 | 中国水电基础局有限公司 | Intelligent analysis method and system applied to stability of tunnel surrounding rock in tunnel excavation |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
| CN106837353A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Filling karst tunnel construction treatment method |
| CN109723444A (en) * | 2019-01-04 | 2019-05-07 | 中铁十一局集团第四工程有限公司 | A kind of Support System in Soft Rock Tunnels mechanization tunneling boring Rapid Excavation cyclization drill eye blasting construction |
| CN110067564A (en) * | 2019-04-19 | 2019-07-30 | 中铁五局集团成都工程有限责任公司 | A kind of soft rock large cross-section tunnel big machinery melts cut construction method |
-
2020
- 2020-12-22 CN CN202011528838.XA patent/CN112539066A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106837352A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Fault belt surrounding rock tunnel construction method |
| CN106837353A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Filling karst tunnel construction treatment method |
| CN109723444A (en) * | 2019-01-04 | 2019-05-07 | 中铁十一局集团第四工程有限公司 | A kind of Support System in Soft Rock Tunnels mechanization tunneling boring Rapid Excavation cyclization drill eye blasting construction |
| CN110067564A (en) * | 2019-04-19 | 2019-07-30 | 中铁五局集团成都工程有限责任公司 | A kind of soft rock large cross-section tunnel big machinery melts cut construction method |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113323672A (en) * | 2021-06-30 | 2021-08-31 | 中铁十局集团有限公司 | Large-scale mechanized drilling, blasting, excavating and quick construction method for hard rock large-span tunnel |
| CN114135304A (en) * | 2021-11-15 | 2022-03-04 | 中铁隧道局集团有限公司 | TBM tunneling construction method for geological section suffering from karst cave badness |
| CN117932277A (en) * | 2024-03-22 | 2024-04-26 | 中国水电基础局有限公司 | Intelligent analysis method and system applied to stability of tunnel surrounding rock in tunnel excavation |
| CN117932277B (en) * | 2024-03-22 | 2024-05-31 | 中国水电基础局有限公司 | Intelligent analysis method and system applied to stability of tunnel surrounding rock in tunnel excavation |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102606162B (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN101994513B (en) | Method for constructing tunnel by finishing full section curtain grouting from upper-half section | |
| CN101864960B (en) | Carst region double-arch road tunnel construction method | |
| CN108166981B (en) | Tunnel soft rock large deformation section construction technology | |
| CN106837353A (en) | Filling karst tunnel construction treatment method | |
| CN103470267B (en) | The one Rapid Construction of Tunnels technique of growing up | |
| CN104343455B (en) | Long-distance curved jacking pipe and pipe roof construction technique | |
| CN106837352A (en) | Fault belt surrounding rock tunnel construction method | |
| CN102536250B (en) | Construction method for tunnels with karst and gas simultaneously | |
| CN105443132A (en) | Construction method of shallow-buried subsurface-excavated cross-shaped cross-strut tunnel | |
| CN112539066A (en) | Rapid construction method for karst development long tunnel | |
| CN103306687A (en) | Construction method for deformation control via horizontal whirling jet grouting of long cantilever in soft-rock tunnel | |
| CN105781573A (en) | Railway down-traversing highway tunnel double-layer casing pipe reinforcement double-pipe shed follow-pipe drilling construction method | |
| CN102121395A (en) | Method for integrated comprehensive management of gas in low-permeability single coal bed | |
| CN110067564A (en) | A kind of soft rock large cross-section tunnel big machinery melts cut construction method | |
| CN104612698A (en) | Method for constructing upper step middle partition wall of shallow-buried excavation tunnel | |
| CN110195604B (en) | Construction method for tunnel main tunnel TBM (tunnel boring machine) tunneling section | |
| WO2020259059A1 (en) | Tbm parallel heading tunnel trunk construction method | |
| CN111287759A (en) | Shallow-buried close-connection underground excavation tunnel construction method | |
| CN108457658A (en) | A kind of texture stratum tunnel list hole bidirectional construction crosses section constructing method | |
| CN102400694A (en) | Method for reinforcing joint of shield tunnel and mine tunnel | |
| CN105065037A (en) | Double-layer arch center support construction method for highway soft rock tunnel | |
| CN104831733A (en) | Arch bridge abutment tunnel type large-angle inclined pile construction method | |
| CN106013078B (en) | Construction method of strong permeable stratum reinforcing curtain structure | |
| CN113137235B (en) | Construction method of high-ground-stress soft rock extrusion large-deformation tunnel |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210323 |
|
| RJ01 | Rejection of invention patent application after publication |