CN113756864A - Railway tunnel basement disease anchoring, grouting and draining integrated treatment method - Google Patents
Railway tunnel basement disease anchoring, grouting and draining integrated treatment method Download PDFInfo
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- CN113756864A CN113756864A CN202010484574.6A CN202010484574A CN113756864A CN 113756864 A CN113756864 A CN 113756864A CN 202010484574 A CN202010484574 A CN 202010484574A CN 113756864 A CN113756864 A CN 113756864A
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 238000004873 anchoring Methods 0.000 title claims abstract description 29
- 201000010099 disease Diseases 0.000 title claims description 12
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 title claims description 12
- 238000002347 injection Methods 0.000 claims abstract description 80
- 239000007924 injection Substances 0.000 claims abstract description 80
- 239000003292 glue Substances 0.000 claims abstract description 79
- 238000010276 construction Methods 0.000 claims abstract description 51
- 239000000758 substrate Substances 0.000 claims abstract description 32
- 239000000463 material Substances 0.000 claims abstract description 20
- 241001669679 Eleotris Species 0.000 claims abstract description 16
- 238000005553 drilling Methods 0.000 claims abstract description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 33
- 238000009418 renovation Methods 0.000 claims description 13
- 229920000642 polymer Polymers 0.000 claims description 6
- 239000004814 polyurethane Substances 0.000 claims description 6
- 229920002635 polyurethane Polymers 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 2
- 239000012779 reinforcing material Substances 0.000 claims description 2
- 238000005067 remediation Methods 0.000 claims description 2
- 150000001875 compounds Chemical class 0.000 claims 2
- 239000011159 matrix material Substances 0.000 claims 1
- 230000007547 defect Effects 0.000 abstract description 7
- 230000000694 effects Effects 0.000 description 26
- 239000011440 grout Substances 0.000 description 15
- 238000007569 slipcasting Methods 0.000 description 11
- 230000008569 process Effects 0.000 description 8
- 230000002708 enhancing effect Effects 0.000 description 5
- 239000011435 rock Substances 0.000 description 4
- 230000007797 corrosion Effects 0.000 description 3
- 238000005260 corrosion Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 239000004743 Polypropylene Substances 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003631 expected effect Effects 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- -1 polypropylene Polymers 0.000 description 1
- 229920001155 polypropylene Polymers 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
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- Geology (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Paleontology (AREA)
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Abstract
The invention provides an anchoring, grouting and draining integrated treatment method for railway tunnel floor defects, which comprises the following steps of: drilling a plurality of glue injection holes in the tunnel bottom of the damaged section of the tunnel substrate, and arranging grouting anchor piles in the glue injection holes so as to anchor the grouting anchor piles and the tunnel substrate structure, thereby completing substrate anchoring construction; arranging glue injection equipment, communicating the glue injection equipment with the grouting anchor piles to perform glue injection construction on the tunnel substrate, and injecting a grouting material into gaps of the tunnel substrate to complete the substrate glue injection construction; and arranging a diversion drainage system between the railway sleeper and the bedrock, and communicating the diversion drainage system with drainage ditches on two sides of the bottom of the tunnel.
Description
Technical Field
The invention belongs to the technical field of railway tunnel substrate reinforcement engineering, and particularly relates to a railway tunnel substrate defect anchor grouting and drainage integrated treatment method.
Background
In the operation process of a railway tunnel, the tunnel base usually has defects of structural damage or cavities, water gushing from the base, water seeping from the road core and the like, and the defects of the tunnel base seriously affect the normal operation of a train. For example, after the cracks of the tunnel floor are gradually emptied by the groundwater, driving safety hazards such as vehicle shaking may occur.
At present, in the prior art, the damaged section of the tunnel bottom breakage and the void is generally treated by a simple grouting method such as cement slurry injection. However, the existing grouting construction technology level has factors such as uneven levels, the grouting treatment cannot achieve the expected effect generally, and most railway tunnel basement diseases are difficult to be radically treated. And the cement grout has low strength after being solidified, and cannot meet the operation requirement of a heavy-load line. In addition, current slip casting anchor pile is smooth pole usually, and its frictional force is little, and the anchoring performance is relatively poor, leads to its poor stability in anchor slip casting work progress, and the stock drops easily. In addition, the existing grouting anchor pile has poor grouting effect and low grouting construction efficiency.
In addition, the treatment of diseases such as basement gushing water, way heart ponding that exist to the tunnel base among the prior art adopts ordinary drain pipe to drain water mostly, and its corrosion resisting property is poor, and easily blocks up, and drainage efficiency is low to lead to the drainage effect poor, this has caused serious influence to the normal operation of train.
Disclosure of Invention
Aiming at the technical problems, the invention aims to provide an integrated method for repairing railway tunnel basement damage anchor grouting and drainage, which can anchor a tunnel bottom laying structure, an adhesive injection filling layer and tunnel bottom surrounding rocks into a whole, thereby enhancing the integrity of the tunnel basement and obviously improving the bearing capacity of the tunnel basement. And can effectively lead the leakage water at the bottom of the ballast bed to the drainage ditch at the arch springing of the tunnel, thereby greatly improving the effect of flow guiding and drainage.
Therefore, the invention provides an integrated treatment method for railway tunnel basement disease anchoring, grouting and draining, which comprises the following steps: drilling a plurality of glue injection holes in the tunnel bottom of the damaged section of the tunnel substrate, and arranging grouting anchor piles in the glue injection holes so as to anchor the grouting anchor piles and the tunnel substrate structure, thereby completing substrate anchoring construction; arranging glue injection equipment, communicating the glue injection equipment with the grouting anchor piles to perform glue injection construction on the tunnel substrate, and injecting a grouting material into gaps of the tunnel substrate to complete the substrate glue injection construction; and arranging a diversion drainage system between the railway sleeper and the bedrock, and communicating the diversion drainage system with drainage ditches on two sides of the bottom of the tunnel.
In one embodiment, the plurality of glue injection holes are arranged at the ends and the road centers of the two transverse sides of the railway wide sleeper, and the plurality of glue injection holes are distributed in a quincunx shape along the extending direction of the tunnel.
In one embodiment, the drilling depth of the glue injection hole is not less than 1.2m, and the depth of the glue injection hole entering the bedrock is not less than 0.3 m.
In one embodiment, in the step of base glue injection construction, a glue injection sequence of firstly injecting glue into the grouting anchor piles at the road center and then injecting glue into the grouting anchor piles at the two ends of the wide sleeper is adopted.
In one embodiment, in the step of injecting glue into the substrate, the injection pressure is not greater than 0.5 MPa.
In one embodiment, the slip casting anchor pile is provided with anti-loosening barbs, and the slip casting anchor pile can be anchored with the tunnel base into a whole through the anti-loosening barbs.
In one embodiment, the grouting material is a polyurethane bi-component polymer reinforcing material, and a double-liquid glue injection machine is adopted for glue injection construction.
In one embodiment, the diversion drainage system includes a lateral drainage device disposed below the sleepers and a longitudinal drainage channel in communication with the lateral drainage device, the lateral drainage device being configured to enable standing water of the tunnel floor to penetrate into the lateral drainage device.
In one embodiment, the longitudinal drainage channel is configured to include a plurality of sub-longitudinal drainage channels which are continuously laid along the line direction, the longitudinal drainage channel is provided with a plurality of drainage openings which are uniformly distributed at intervals along the line extending direction, and two ends of the transverse flow guiding device are respectively communicated with the corresponding drainage openings.
In one embodiment, the diversion drainage system further comprises transverse drainage pipes which are arranged on two sides of the track and extend towards the drainage ditch, and the longitudinal drainage grooves can be communicated with the drainage ditch through the transverse drainage pipes.
Compared with the prior art, the invention has the advantages that:
according to the method for integrally treating the railway tunnel foundation defect anchor and the grouting and discharging, the tunnel bottom laying structure, the glue injection filling layer and the tunnel bottom surrounding rock can be anchored into a whole through the grouting anchor piles, so that the overall performance of the tunnel foundation is obviously enhanced, and the bearing capacity of the tunnel foundation is improved. The slip casting anchor pile can effectively improve the anti-loosening performance in the slip casting process, thereby obviously improving the slip casting construction efficiency and greatly enhancing the slip casting effect of the slip casting anchor pile. In addition, the water leakage at the bottom of the ballast bed can be effectively guided to the drainage ditch at the arch springing of the tunnel through the water guiding and draining system arranged in the tunnel base by the renovation method, so that the water guiding and draining effect of the tunnel base is greatly improved, and the renovation of the tunnel base diseases is very facilitated. The diversion drainage system can effectively improve the diversion drainage efficiency of the water gushing at the bottom of the tunnel and the water accumulated in the road core, thereby effectively ensuring the stability of the tunnel base structure. In addition, the diversion drainage system has good corrosion and rust resistance, and the drainage effect of the diversion drainage system can be further improved.
Drawings
The invention will now be described with reference to the accompanying drawings.
FIG. 1 shows a flow chart of the method for integrally treating railway tunnel basement disease anchor grouting and drainage.
Fig. 2 shows the distribution of the glue injection holes drilled in the basement anchoring work step.
Fig. 3 shows the structure of the glue injection holes in a transverse cross-sectional view of the tunnel base.
Fig. 4 shows the structure of a grouting anchor pile adopted by the method for integrally treating railway tunnel basement diseases by anchoring and grouting.
Fig. 5 shows the arrangement structure of the diversion drainage system.
Fig. 6 and 7 show the structure of the lateral deflector in the diversion drainage system of fig. 5.
Fig. 8 is a schematic cross-sectional view of a longitudinal drainage channel in the diversion drainage system of fig. 5.
Fig. 9 is a schematic cross-sectional view of a diversion drainage system according to the present invention deployed in the tunnel floor.
In the present application, the drawings are all schematic and are used only for illustrating the principles of the invention and are not drawn to scale.
Detailed Description
The invention is described below with reference to the accompanying drawings.
Fig. 1 shows a flow chart of an anchoring, grouting and drainage integrated renovation method 100 for railway tunnel floor defects according to the invention, and as shown in fig. 1, the renovation method comprises a floor anchoring construction step 10, a floor glue injection construction step 20 and a diversion drainage system arrangement construction step 30 in a tunnel floor defect section. The method comprises the following steps of foundation anchoring construction 10, foundation glue injection construction 20 and foundation arrangement diversion drainage system construction 30 in sequence, so that the treatment construction is carried out on the damaged sections of the foundation of the railway tunnel.
According to the invention, in the step 10 of anchoring the substrate, glue injection hole fixing is firstly carried out on the damaged section of the tunnel substrate. As shown in fig. 2, 3 rows of holes are distributed in the glue injection holes 101 along the extension direction of the railway, and the holes in the glue injection holes 101 are arranged at the ends of the wide sleepers and the road centers of the rails. The glue injection holes 101 at the end head and the road center of the track wide sleeper are staggered in the direction of the line and are distributed in a quincunx shape. In one embodiment, the distance between the adjacent glue injection holes 101 in the line direction at the sleeper heads on the two sides of the wide sleeper of the rail is set to be 1.2m, and the distance between the adjacent glue injection holes 101 in the line direction at the road center is set to be 3 m. The arrangement structure of the glue injection holes 101 can fully anchor the substrate of the damaged section of the tunnel, and can ensure that the glue injection material is fully diffused into the gap of the substrate in the glue injection construction process, so that the anchoring effect and the glue injection effect are obviously enhanced.
And after the glue injection hole is fixed, removing the ballast according to the fixed point hole position of the glue injection hole. Thereafter, the cannula 102 is deployed. As shown in fig. 3, the sleeve 102 extends vertically within the ballast 105 and extends vertically to the upper surface of the concrete floor 106 within the tunnel floor. In one embodiment, 200mm diameter PVC sleeve is used for sleeve 102. Casing 102 serves as a working space for drilling grout holes 101 and for laying grouting anchor piles 200 (see below).
After the sleeve 102 is laid, vertical drilling construction is carried out on the fixed point hole site of the glue injection hole. In one embodiment, the bore diameter is 50mm and the bore depth is no less than 1.2 m. According to the actual working condition of the site, the drill hole vertically penetrates through the surrounding rock crushing zone 108, and the depth of the drill hole into the bedrock 107 is not less than 0.3 m. This completes the drilling of the grout hole 101.
And then, arranging the grouting anchor piles 200 in the grouting holes 101 for anchoring construction. According to the grouting anchor pile 200, the foundation concrete structure layer, the glue injection filling layer and the bedrock 107 can be anchored into a whole, so that the anti-loosening performance of the grouting anchor pile 200 in the grouting process is effectively improved, and the anchoring performance of the grouting anchor pile is remarkably enhanced. In addition, the grouting anchor pile 200 can effectively improve the working efficiency of grouting construction and enhance the grouting effect.
Fig. 4 shows the construction of a grouted anchor pile 200 used in the rehabilitation method 100 according to the invention. As shown in fig. 4, the grouted anchor pile 200 includes an anchor rod body 210, and the anchor rod body 210 is constructed in a hollow tubular structure so as to form a central flow passage extending in an axial direction. In one embodiment, the inner diameter of the center flow passage is set to 32 mm.
A plurality of grout holes 211 penetrating the bolt body 210 are formed on the sidewall of the bolt body 210. The plurality of grout holes 211 are uniformly spaced apart in the axial direction of the anchor body 210 and are staggered in the circumferential direction. In one embodiment, the grout holes 211 are set to 10mm in diameter. The interval between axially adjacent flash holes 211 is set to be in the range of 10-20 cm. Preferably, the interval between the axially adjacent spill holes 211 is set to 10 cm. The distribution structure of the grout overflow holes 211 enables grouting materials to be fully injected into gaps formed in damaged sections of the tunnel base, so that the grouting effect can be effectively enhanced, and the grouting efficiency is improved.
As shown in fig. 4, an anchor head 230 is provided at a first end (left end in fig. 4) of the anchor body 210. The anchor head 230 is a shell-expanding anchor head. In practical application, the expanding-shell type anchor head utilizes the ZM type early strength anchoring bag to perform cementing anchoring. In one embodiment, the anchor head 230 is fixedly connected to the bolt body 210 by welding. The structure of the anchor head 230 can enhance the friction force between the anchor head and the side wall of the drilled hole, thereby enhancing the anchoring force and being very beneficial to enhancing the anchoring effect.
A grout inlet hole 212 is provided at a second end (right end in fig. 4) of the bolt body 210. The second end of the bolt body 210 is used to connect a grout tube and thus to the grout hole 212 through the grout tube. During construction, the grouting pipe injects grouting material into the central flow passage of the anchor rod body 210 through the grouting hole 212, and the grouting material in the central flow passage further overflows through the grout overflow hole 211 to enter a gap of the damaged section of the tunnel base.
In addition, a locking tray 240 is provided at the second end of the anchor body 210. During the anchoring construction, the locking tray 240 is fixedly installed through the locking nut 250, so that the anchor body 210 and the tunnel base structure are anchored as a whole. The anti-loosening tray 240 can enable the anchor rod body 210 to be stable in the grouting construction process, effectively enhances the overall performance between the grouting anchor pile 200 and the tunnel foundation structure, and further enhances the grouting effect of the grouting anchor pile 200.
According to the present invention, a plurality of anti-loose barbs 220 are further provided on the outer wall of the anchor body 210. As shown in fig. 4, the plurality of anti-loosening barbs 220 are obliquely arranged toward the second end of the bolt body 210 at an angle in the range of 30-45 to the bolt body 210. Preferably, the angle between the anti-loosening barbs 220 and the bolt body 210 is set to 30 °. The plurality of anti-loosening barbs 220 are arranged at regular intervals in the axial direction of the anchor body 10, and the distance between axially adjacent anti-loosening barbs is set to be in the range of 10-15 cm. In one embodiment, the anti-loosening barbs 220 are welded to the outer wall of the bolt body 210 to form a fixed connection, and thus are integrated with the bolt body 210. The structure of the anti-loose barbs 220 can effectively enhance the anchoring effect between the anchor rod body 10 and the tunnel foundation structure, thereby effectively ensuring the stability of the grouting anchor pile 200 during pouring construction and further ensuring the effect of pouring construction.
In one embodiment, not shown, a connecting rod may be disposed between axially adjacent anti-loosening barbs 220. The connecting rod is disposed parallel to the anchor body 210. The connecting rod can effectively strengthen the rigidity of locking barb 220 once, improves the locking effect of locking barb 220 to effectively guarantee the stability of slip casting anchor pile 200 in the work progress, further strengthen the anchoring performance of slip casting anchor pile 200. In order to enhance the anti-loosening performance of the anti-loosening barbs 20, the plurality of anti-loosening barbs 220 may be arranged in a staggered manner by a certain angle in the circumferential direction.
Before grouting construction, a grouting pipe is connected with the grout inlet hole 212 of the second end of the grouting anchor pile 200. During grouting, grouting materials can enter the central flow channel of the anchor rod body 210 from the grout inlet hole 212 through the grouting pipe, and then overflow through the grout outlet hole 211 and flow into the gap of the tunnel base. In the grouting construction process, the anti-loosening barbs 220 and the anti-loosening tray 240 can effectively ensure the anchoring performance between the grouting anchor pile 200 and the tunnel foundation structure, so that the stability of the grouting anchor pile 200 is enhanced, and the grouting effect of the grouting anchor pile 200 is remarkably enhanced.
And (5) after the foundation anchoring construction is finished, performing foundation glue injection construction on the damaged section of the tunnel 20. In the step 20 of base glue injection construction, the glue injection material adopted by the invention adopts polyurethane bi-component polymer reinforcement material. The polyurethane bi-component polymer reinforced material comprises A, B two materials, wherein the A, B component is 1: 1 proportion. In order to ensure that the material performance of the glue injection material meets the requirement of on-site anchoring, the glue injection material needs to be subjected to on-site inspection before glue injection construction. In this embodiment, the glue injection construction uses a two-component glue injection machine dedicated for polyurethane two-component polymer reinforcement materials to inject glue. The polyurethane bi-component polymer reinforced material has the characteristics of quick setting, hydrophobicity, high strength and the like, is suitable for reinforcing a water-rich area of a tunnel substrate, and is very favorable for improving the bearing capacity of a tunnel substrate structure.
And after the performance of the glue injection material is qualified, performing base glue injection construction through the glue injection anchor pile 200. In the step 20 of base injection construction, firstly, the end of the injection pipe is communicated with the end of the injection anchor pile 200 pre-arranged in the injection hole 101 on site, and the injection is performed into the gap of the base structure through the injection anchor pile 200. In order to ensure that the gaps of the substrate are subjected to separate glue injection and improve the glue injection effect, glue is injected into the grouting anchor piles 200 at the road center firstly and then injected into the grouting anchor piles 200 at the two ends of the wide sleeper.
In the step 20 of base glue injection construction, in order to prevent the glue solution from entering the railway ballast layer to further solidify or pollute the railway ballast bed due to overlarge glue injection pressure and prevent the line from bulging due to overlarge glue injection pressure, the glue injection pressure is set to be not more than 0.5 MPa. And moreover, a track gauge and laser leveling instrument is adopted to monitor the track elevation change in real time in the glue injection construction process, so that the track smoothness is effectively controlled, and the influence on the stable running of the train caused by the lifting of the line is avoided.
According to the invention, the bearing performance of the tunnel substrate can be effectively enhanced through the glue injection construction step, and the overall performance of the tunnel substrate structure is improved, so that the treatment effect of the damaged section of the tunnel is greatly enhanced.
After the step 20 of base glue injection construction is completed, a diversion and drainage system 300 is arranged on the base, so that diversion and drainage treatment is performed on the damaged section of the tunnel. In the foundation-based diversion and drainage system construction step 30, first, the adjacent sleepers of the foundation damaged section are displaced so as to vacate the gap. And then, carrying out ballast raking construction to clean the railway ballast in the moved clearance area until the railway ballast is cleaned to the surface of the pavement, thereby forming an installation space for arranging the diversion drainage system 200. And then, arranging and installing the diversion drainage system 200.
Fig. 5 shows the structure of the diversion drainage system. As shown in fig. 5, the diversion drainage system 300 includes a plurality of lateral diversion devices 310 disposed below the sleepers and longitudinal drainage grooves 320 disposed at both lateral sides of the lateral diversion devices 310. Both ends of the lateral flow guide 310 are configured to communicate with the longitudinal drainage grooves 320. The diversion drainage system 300 is arranged at the damaged section of the tunnel base, water gushing from the tunnel base and water accumulated in the road core can permeate into the transverse diversion device 310 and then flow into the longitudinal drainage groove 320, and the longitudinal drainage groove 320 is constructed to be capable of draining the accumulated water flowing into the longitudinal drainage groove 320 into the drainage ditches 103 at two sides of the tunnel base.
According to the present invention, the longitudinal drain groove 320 is configured to include a plurality of sub-longitudinal drain grooves 321 which are continuously laid in the line direction. The longitudinal drain channel 320 is provided with a plurality of drain openings 322 evenly spaced along the line. The spacing between the drain openings 322 adjacent in the in-line direction is set to not less than 1.2 m. The transverse guiding devices 310 are uniformly spaced along the line direction, and two ends of the transverse guiding devices 310 are respectively and correspondingly communicated with the water outlets 322. Thereby, the lateral flow guide 310 and the longitudinal drainage groove 320 are communicated with each other, thereby forming a drainage passage.
Fig. 6 and 7 show the structure of the lateral deflector 310. As shown in fig. 6, the lateral air guiding device 310 includes a support plate 311 and a plurality of air guiding plates 312 fixedly connected to the support plate 311. The deflector 312 is arranged in vertical connection with the support plate 311. The support flat plate 311 is configured in a rectangular plate shape, and a plurality of baffles 312 are provided on the same face (lower end face in fig. 6) of the support flat plate 311. As shown in fig. 7, the deflector 312 is configured to include a deflector body 3121 and connection plates 3122 connected to both ends of the deflector body 3121, respectively, the connection plates 3122 being vertically connected to the deflector body 3121. The connection plate 3122 at one end of the deflector body 3121 is fixedly connected to the support plate 311, and a plurality of deflectors 312 are uniformly spaced apart, so that a deflector flow passage 313 is formed between adjacent deflectors 312. The interval between the adjacent baffles 312 is set to not less than 10 cm. At least 5 guide plates 312 are fixedly connected to the lower end of the support plate 311, thereby forming at least 4 guide flow channels 313. In one embodiment, the connecting plate 3122 at one end of the deflector body 3121 is fixedly connected to the support plate 311 by welding.
As shown in fig. 7, the connection plates 3122 of the other end of adjacent deflector bodies 3121 are spaced apart from one another, thereby forming an opening 314 between adjacent connection plates 3122. In order to secure the effect of water permeation of the substrate, the width of the opening 314 is set to not less than 30 mm. Further, the height of the lateral flow guide 110 is set to not less than 200 mm. Further, the plurality of baffles 313 are connected by a plurality of bolted connections 315. As shown in fig. 7, a plurality of evenly spaced mounting holes are provided in the middle of the deflector body 3121 of the deflector 312. The bolt connection 315 passes through the corresponding mounting hole to connect the baffle 313. The bolt connection 315 can effectively ensure the stability of the connection between the guide plates 313, thereby effectively enhancing the structural stability and the supporting performance of the transverse guiding device 310.
Fig. 8 shows the structure of the cross section of the longitudinal drainage groove 320. As shown in fig. 8, the longitudinal drain grooves 320 are configured as double rectangular flow channels 321. The height of the longitudinal drainage grooves 320 is set to be smaller than the height of the lateral flow guide 310. In one embodiment, the longitudinal drainage channels 320 may be made of a polypropylene composite. The longitudinal drainage channel 320 has good corrosion resistance, and can effectively enhance the diversion and drainage effects of the diversion and drainage system 300.
According to the present invention, a plurality of transverse drain pipes 330 are further provided at the transverse outer sides of the longitudinal drain grooves 320, and the plurality of transverse drain pipes 330 are uniformly spaced in the line direction. As shown in fig. 9, the lateral drainage pipes 330 are disposed at both ends of the sub longitudinal drainage groove 321 to correspond to the lateral outer sides of the drainage ports 322 and the lateral outer sides of the middle portion of the sub longitudinal drainage groove 321. And, the horizontal drainage pipes 330 disposed at both ends of the sub-vertical drainage groove 321 communicate with the vertical drainage groove 321 through the drainage ports 322, a drainage hole (not shown) is provided at the middle portion of the sub-vertical drainage groove 321, and the horizontal drainage pipes 330 disposed at the middle portion of the sub-vertical drainage groove 321 communicate with the vertical drainage groove 320 through the drainage hole. In one implementation, the lateral drain 330 is a 100mm diameter PVC pipe. Under the condition of large water inflow, one part of accumulated water entering the transverse diversion device 310 enters the transverse drainage pipes 330 at the two transverse sides of the transverse diversion device 310 through the drainage port 322 to be drained, and the other part of accumulated water enters the sub-longitudinal drainage groove 321 through the drainage port 322, so that the accumulated water is divided into the longitudinal drainage groove 321 and is drained into the corresponding transverse drainage pipe 330 through the drainage hole in the middle of the sub-longitudinal drainage groove 321 to be drained. Thus, the flow guiding efficiency of the flow guiding and draining system 200 is remarkably improved through the longitudinal drainage grooves 320, and the flow guiding effect is greatly enhanced.
As shown in fig. 9, the lateral deflector 310 is disposed below the railroad tie with the opening 314 of the lateral deflector 310 facing downward and the support plate 311 facing upward. Thereby, the support slab 311 forms a support for the upper ballast 105 and the track 104. The water gushing from the base of the damaged section of the tunnel base and the water accumulating in the center of the road can enter the diversion channel 313 through the opening 314 at the lower end of the transverse diversion device 310 and flow to the two sides transversely to flow into the longitudinal drainage grooves 320 through the drainage ports 322, and the water accumulating in the longitudinal drainage grooves 320 is drained into the drainage ditches 103 at the two sides of the tunnel base through the transverse drainage pipes 330. Therefore, the water diversion and drainage system 300 can improve the treatment effect and efficiency of water gushing at the base of the damaged section of the tunnel base and water accumulated in the road center, and is very favorable for ensuring the integrity and stability of the structure of the tunnel base.
In this embodiment, after ballast raking construction is completed, a drain hole is drilled in the area, located on the lateral outer side of the sleeper, of the tunnel substrate by using an air drill, and the drain hole extends towards the drain ditch of the tunnel arch foot. In one embodiment, the drain hole is provided with a diameter of 6cm, and the outlet of the orifice is preferably provided at the side of the gutter near the bed and 20cm from the bottom of the gutter. To facilitate the flow of the accumulated water in the longitudinal drain grooves 320 to the drain 103, the drain is inclined with the end adjacent to the drain 103 being positioned lower than the end adjacent to the longitudinal drain grooves 320. After the drain hole drilling construction is completed, the lateral drain pipe 330 is placed in the drain hole. Meanwhile, in order to prevent the lateral drainage pipe from being blocked during operation, a filter such as geotextile is wrapped at the opening of the lateral drainage pipe 330.
After the transverse drainage pipe 330 is arranged, the transverse flow guide device 310 and the longitudinal drainage groove 320 are arranged and installed in an installation space formed by ballast raking. The transverse deflectors 310 and the longitudinal drainage channels 320 are arranged below the broad sleeper of the rail. And then, resetting the displaced sleeper and backfilling the railway ballast. And after the ballast is backfilled, effectively tamping the ballast. Therefore, the diversion drainage system 300 is arranged below the sleeper and in the railway ballast, and the arrangement construction of the diversion drainage system 300 is completed.
After the diversion drainage system 300 is laid and constructed, the gradient of the line is retested to ensure that the smoothness of the track after the affected area is rectified meets the railway operation requirement, so that the train can stably operate. In one embodiment, a ruler is used for linear review of the disease control segment.
According to the railway tunnel basement disease anchoring and grouting integrated renovation method 100, the tunnel bottom laying structure, the glue injection filling layer and the tunnel bottom surrounding rock can be anchored into a whole through the grouting anchor piles 200, so that the overall performance of the tunnel basement is obviously enhanced, and the bearing capacity of the tunnel basement is improved. The grouting anchor pile 200 can effectively improve the anti-loosening performance in the grouting process, so that the grouting construction efficiency is obviously improved, and the grouting effect of the grouting anchor pile 200 is greatly enhanced. In addition, the method 100 can effectively guide the water leaking from the bottom of the track bed to the drainage ditch 103 at the arch foot of the tunnel through the diversion and drainage system 300 arranged in the tunnel base, thereby greatly improving the diversion and drainage effects of the tunnel base, and being very beneficial to the remediation of the diseases of the tunnel base. This water conservancy diversion drainage system 300 can effectively improve the water conservancy diversion drainage efficiency of tunnel basement gushing water and way heart ponding, reinforcing drainage effect to tunnel basement structure's stability has effectively been guaranteed. In addition, this diversion drainage system 300 has good anticorrosive antirust property, and it can further improve the drainage effect of diversion drainage system 300.
Finally, it should be noted that the above-mentioned embodiments are only preferred embodiments of the present invention, and do not limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments described in the foregoing examples, or that equivalents may be substituted for elements thereof. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A railway tunnel basement disease anchoring, grouting and draining integrated treatment method comprises the following steps:
drilling a plurality of glue injection holes (101) in the tunnel bottom of the damaged section of the tunnel substrate, and arranging grouting anchor piles (200) in the glue injection holes so as to anchor the grouting anchor piles and the tunnel substrate structure, thereby completing substrate anchoring construction;
arranging glue injection equipment, communicating the glue injection equipment with the grouting anchor piles to perform glue injection construction on the tunnel substrate, and injecting a grouting material into gaps of the tunnel substrate to complete the substrate glue injection construction;
and arranging a diversion drainage system (300) between the railway sleeper and the bedrock (107), and communicating the diversion drainage system with drainage ditches (103) on two sides of the bottom of the tunnel.
2. The renovation method as claimed in claim 1, wherein a plurality of said glue injection holes are provided at the ends and the road centers of both lateral sides of the railroad sleeper, and a plurality of said glue injection holes are distributed in a quincunx pattern along the tunnel extending direction.
3. The remediation method of claim 1 or claim 2 wherein the cementing holes are drilled to a depth of no less than 1.2m and into the bedrock to a depth of no less than 0.3 m.
4. The renovation method as claimed in claim 1, wherein in the step of constructing the foundation by injecting glue, a glue injection sequence is adopted in which glue is injected into the grouting anchor piles at the road center first and then injected into the grouting anchor piles at the two ends of the wide sleeper.
5. The renovation method according to claim 1 or 4, characterized in that, in the step of applying the matrix compound, the compound pressure is not more than 0.5 MPa.
6. The renovation method according to claim 1, characterized in that the grouted anchor pile is provided with anti-loosening barbs (220), by means of which the grouted anchor pile can be anchored as one piece with the tunnel foundation.
7. The renovation method as claimed in claim 1, wherein the grouting material is polyurethane two-component polymer reinforcing material, and a two-liquid glue injection machine is adopted for glue injection construction.
8. The renovation method according to claim 1, characterized in that the diversion drainage system comprises a transverse drainage device (310) arranged below the sleeper and a longitudinal drainage channel (320) communicating with the transverse drainage device, the transverse drainage device being configured to enable the seeper water of the tunnel floor to penetrate into the transverse drainage device.
9. The renovation method in accordance with claim 8, characterized in that the longitudinal drainage channel is configured to comprise a plurality of sub-longitudinal drainage channels (321) which are laid successively in the direction of the line, and the longitudinal drainage channel is provided with a plurality of drainage openings (322) which are distributed at regular intervals in the direction of the line extension, and both ends of the transverse flow guiding devices are respectively communicated with the corresponding drainage openings.
10. The renovation method in accordance with claim 8, wherein the diversion drainage system further comprises lateral drainage pipes (330) arranged on both sides of the track and extending in a drainage direction, the longitudinal drainage channels being capable of communicating with the drainage through the lateral drainage pipes.
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| CN202010484574.6A CN113756864A (en) | 2020-06-01 | 2020-06-01 | Railway tunnel basement disease anchoring, grouting and draining integrated treatment method |
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| ES2162890T3 (en) * | 1994-12-27 | 2002-01-16 | Showa Shell Sekiyu | DRAINAGE SYSTEM FOR PAVED ROAD. |
| KR100593786B1 (en) * | 2005-09-30 | 2006-06-28 | 주식회사 바우 컨설탄트 | The construction of waterway for tunnel |
| KR200428822Y1 (en) * | 2006-07-25 | 2006-10-13 | 김순용 | Ground reinforcement device |
| KR20070103983A (en) * | 2006-04-21 | 2007-10-25 | 박인구 | The drainage plate for dranining underground water of public works and construction method using thesame |
| KR100986157B1 (en) * | 2010-04-08 | 2010-10-07 | 주식회사 도화종합기술공사 | Tunnel with drain bracing and supporting channel |
| CN105019427A (en) * | 2015-07-03 | 2015-11-04 | 中国铁道科学研究院铁道建筑研究所 | Bolting-grouting integrated treatment method for railway tunnel base disease |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ES2162890T3 (en) * | 1994-12-27 | 2002-01-16 | Showa Shell Sekiyu | DRAINAGE SYSTEM FOR PAVED ROAD. |
| KR100593786B1 (en) * | 2005-09-30 | 2006-06-28 | 주식회사 바우 컨설탄트 | The construction of waterway for tunnel |
| KR20070103983A (en) * | 2006-04-21 | 2007-10-25 | 박인구 | The drainage plate for dranining underground water of public works and construction method using thesame |
| KR200428822Y1 (en) * | 2006-07-25 | 2006-10-13 | 김순용 | Ground reinforcement device |
| KR100986157B1 (en) * | 2010-04-08 | 2010-10-07 | 주식회사 도화종합기술공사 | Tunnel with drain bracing and supporting channel |
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