CN111502697A - Drilling design method for grouting and reinforcing surrounding rock of vault of tunnel under urban road - Google Patents
Drilling design method for grouting and reinforcing surrounding rock of vault of tunnel under urban road Download PDFInfo
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- CN111502697A CN111502697A CN202010264168.9A CN202010264168A CN111502697A CN 111502697 A CN111502697 A CN 111502697A CN 202010264168 A CN202010264168 A CN 202010264168A CN 111502697 A CN111502697 A CN 111502697A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
Abstract
The invention discloses a drilling hole design method for grouting and reinforcing surrounding rocks of a vault of a tunnel under an urban road, which relates to the technical field of grouting and reinforcing of the surrounding rocks of the urban tunnel, and the key points of the technical scheme are as follows: the method comprises the following steps: s1, detecting an urban road surface underground pipeline; s2, making a spatial distribution map of the formation pipeline; s3, determining a grouting mode and a grouting reinforcement area range; s4, calculating and determining a drilling hole termination line; s5, dividing the grouting reinforcement area into different layers; s6, designing drilling point positions, drilling paths and drilling depths of different layers of the grouting reinforcement area; and S7, designing a drilling structure. The design method can accurately design the construction drill holes by utilizing the pipeline gaps, and eliminate the influence and even damage of drilling grouting construction on various pipelines; the point locations and the drilling depths of the drill holes in different levels in the grouting reinforcement area are designed, grouting reinforcement is convenient to carry out according to the sequence, leakage loss of grout towards the earth surface and the tunnel is prevented, grouting safety can be guaranteed, and grouting reinforcement strata with good integrity can be formed.
Description
Technical Field
The invention relates to the technical field of urban tunnel surrounding rock grouting reinforcement, in particular to a drilling hole design method for grouting reinforcement of surrounding rocks of a tunnel vault under an urban road.
Background
The design layout of the urban tunnel is influenced by surface buildings, and is generally designed under an urban road and extends along the urban road. When the tunnel is designed in a loose and broken stratum or a water-rich stratum, adverse geological disasters such as tunnel surrounding rock deformation, invasion limit and even collapse or pavement subsidence often occur in the construction process. One of effective measures for treating adverse geological disasters is grouting reinforcement of tunnel surrounding rocks. Due to the influence of municipal administration, environmental protection, traffic and other aspects, the tunnel excavation is often required to be short, so that the construction period is abnormal and tense, and the excavation construction is not allowed to stop. And if grouting reinforcement is arranged in the tunnel, the cross construction of two construction procedures of excavation and surrounding rock grouting in the limited space of the tunnel can have the consequence of mutual serious influence. The method is also one of the main reasons that the construction period of the tunnel is seriously influenced when the surrounding rock of the tunnel excavation contour line is subjected to advanced pre-grouting reinforcement at the tunnel inner face.
Because the underground drilling machine is located in a city, various pipelines such as sewage pipelines, rainwater pipelines, various electric power communication cables and the like are usually laid under a pavement structure layer, and the design and construction of ground drilling are seriously influenced by the pipelines. Because underground pipelines under the road surface have the characteristics of strong concealment, complex distribution and irregular local distribution, the pipelines are easily damaged when grouting and drilling are carried out on the road surface, the normal use of the pipelines is influenced, and in severe cases, great economic loss and adverse social influence are caused. For example, the leakage of a sewage rainwater pipeline can cause the serious settlement of the stratum at the top of the tunnel and even cause the serious accidents of tunnel collapse and pavement settlement; if the pipelines for power supply, heat supply, communication and the like are damaged, the safety production of the residents, enterprises and public institutions and even other serious consequences can be directly influenced.
Therefore, the invention aims to provide a drilling design method for grouting and reinforcing surrounding rocks of a vault of a tunnel under an urban road so as to solve the problems.
Disclosure of Invention
The invention aims to provide a drilling hole design method for grouting and reinforcing tunnel vault surrounding rock under an urban road, which adopts a ground hole distribution mode and utilizes the underground pipeline distribution condition detected by combining various geophysical exploration means, so that the construction drilling hole can be designed by accurately utilizing the pipeline clearance, the influence and even damage of drilling grouting construction on various pipelines can be eliminated, and the grouting and reinforcing of the tunnel surrounding rock can be realized under the condition of avoiding the influence of the pipelines under the road surface; meanwhile, according to the division of different levels of the grouting reinforcement area, point positions and drilling depths of drill holes in different levels are designed, grouting reinforcement is sequentially performed according to sequence, slurry is prevented from leaking and losing towards the earth surface and the interior of the tunnel, grouting safety can be guaranteed, the grouting reinforcement requirements for different strata can be met, the stratum is reinforced through grouting with good integrity, and the safety and stability of surrounding rock on the arch crown of the tunnel during tunnel excavation and later-period operation are guaranteed.
The technical purpose of the invention is realized by the following technical scheme: a drilling design method for grouting and reinforcing surrounding rocks of a tunnel vault under an urban road comprises the following steps:
S1, detecting urban road surface underground pipelines, and combining detection data results of various geophysical exploration means such as a transient electromagnetic method, a surface wave method, a geological radar method, an induced polarization method and the like to accurately detect the distribution condition of various underground pipelines in the stratum between the urban road surface and the tunnel vault, so as to obtain the distribution condition data of the road surface underground pipelines;
S2, according to the distribution condition data of the underground pipelines on the road surface detected in the step S1, making a space distribution map of the underground pipelines between the vault and the road surface of the tunnel;
S3, determining a grouting mode and a grouting reinforcement area range for grouting reinforcement of tunnel vault surrounding rock according to hydrogeological conditions of a stratum between an urban road surface and a tunnel vault;
S4, calculating and determining a drilling hole termination line according to the grouting reinforcement area range determined in the step S3;
S5, dividing the grouting reinforcement area into a shallow grouting isolation layer, a middle grouting isolation layer, a vault grouting isolation layer and a vault grouting isolation layer according to the grouting reinforcement area range determined in the step S3 and the drilling termination line determined in the step S4;
S6, respectively designing drilling point positions, drilling paths and drilling depths of the shallow grouting isolation layer, the middle grouting layer, the vault grouting layer and the vault grouting isolation layer along the direction of the tunnel according to the division of the grouting reinforcement area in the step S5, the drilling termination line in the step S3 and the pipeline distribution condition detected in the step S1;
S7, designing a drilling structure according to the technological requirements of grouting reinforcement of the surrounding rock of the vault of the tunnel.
The invention is further configured to: the grouting reinforcement area range stated in step S3 is determined by the loose crushing degree and the water-rich condition of the surrounding rock between the tunnel vault and the ground.
The invention is further configured to: the borehole structure described in step S7 is determined by the extent and boundaries of the grouting reinforcement zone, the drilling and grouting equipment performance, and the grouting parameter requirements.
The invention is further configured to: the drilling structure in the step S7 includes a drilling diameter, a drilling reducing depth, a grouting pipe diameter, a grout stopper diameter, a grout stopping depth, and the like.
The invention is further configured to: the column number and the row number of the shallow grouting layer drill hole, the middle grouting layer drill hole, the vault grouting layer drill hole and the vault grouting layer drill hole corresponding to the shallow grouting layer, the middle grouting layer, the vault grouting layer drill hole and the vault grouting layer drill hole in the step S5 are the same.
In conclusion, the invention has the following beneficial effects:
1. The spatial distribution conditions of various pipelines between the tunnel vault and the ground are detected in a mode of mutually combining various geophysical exploration means such as a transient electromagnetic method, a surface wave method, a geological radar method, an induced polarization method and the like, so that the detection results of the pipelines can be accurate;
2. According to the detection result of the distribution condition of underground pipelines, hole positions and drilling paths of construction drill holes are designed by utilizing gaps among the pipelines, so that the influence of various underground pipelines on the drilling construction can be avoided, the influence or even damage of the drilling grouting construction on various pipelines can be eliminated, and the grouting reinforcement of tunnel surrounding rocks is realized under the condition of avoiding the influence of various pipelines under the road surface;
3. The grouting reinforcement area of the tunnel vault is divided into a shallow grouting isolation layer, a middle grouting layer, a vault grouting layer and a vault grouting isolation layer, and drilling point positions, drilling paths and drilling depths of the shallow grouting isolation layer, the middle grouting layer, the vault grouting layer and the vault grouting isolation layer are respectively designed along the direction of the tunnel, so that the shallow grouting isolation layer and the vault grouting isolation layer are conveniently constructed sequentially in sequence, a blocking layer of grout during grouting of a stratum between the two layers can be formed, and the grout is prevented from leaking to the earth surface and in the tunnel; meanwhile, according to the drilling point positions, the drilling paths and the drilling depths of the shallow grouting layer, the middle grouting layer, the vault grouting layer and the vault grouting layer which are respectively designed, the targeted slurry types, the slurry proportion, the slurry initial setting time parameters and the grouting final pressure are convenient to select for different divided grouting layers in the grouting reinforcement construction process, the grouting safety can be ensured, the grouting reinforcement requirements for different strata can be met, the grouting reinforcement stratum with good integrity can be conveniently formed through grouting, and the safety and the stability of surrounding rocks on the vault of the tunnel in the tunnel excavation and later-period operation are ensured.
Drawings
FIG. 1 is a flow chart in an embodiment of the invention;
FIG. 2 is a schematic diagram of the spatial distribution of pipelines between the vault and the road surface of the tunnel according to the embodiment of the invention;
FIG. 3 is a plan view of a roadway drilling arrangement in an embodiment of the present invention;
3 FIG. 3 4 3 is 3 a 3 schematic 3 view 3 of 3 the 3 cross 3- 3 sectional 3 structure 3 A 3- 3 A 3 of 3 FIG. 3 3 3; 3
FIG. 5 is a schematic view of a cross-sectional structure B-B in FIG. 3;
FIG. 6 is a schematic view of the cross-sectional structure of C-C in FIG. 3;
Fig. 7 is a schematic view of the cross-sectional structure of D-D in fig. 3.
In the figure: 1. a shallow grout barrier; 2. a middle grouting layer; 3. a vault grouting layer; 4. a vault slurry separation layer; 5. drilling a shallow slurry separation layer; 6. drilling a middle grouting layer; 7. drilling a vault grouting layer; 8. drilling a vault slurry separation layer; 9. shallow grout barrier depth control line; 10. controlling the depth of the middle grouting layer; 11. controlling the depth of a vault grouting layer; 12. controlling the depth of a vault slurry separation layer; 13. a drilling termination line.
Detailed Description
The present invention is described in further detail below with reference to figures 1-7.
Example (b): a drilling design method for grouting and reinforcing surrounding rocks of a tunnel vault under an urban road comprises the following steps as shown in figures 1 to 7:
And S1, detecting the underground pipelines of the urban road surface, and combining detection data results of various geophysical exploration means such as a transient electromagnetic method, a surface wave method, a geological radar method, an induced polarization method and the like to accurately detect the distribution condition of various underground pipelines in the stratum between the urban road surface and the tunnel vault, so as to obtain the distribution condition data of the underground pipelines of the road surface.
And S2, according to the distribution condition data of the underground pipelines on the road surface detected in the step S1, making a space distribution map of the underground pipelines between the vault and the road surface of the tunnel.
S3, determining a grouting mode and a grouting reinforcement area range for grouting reinforcement of tunnel vault surrounding rock according to hydrogeological conditions of a stratum between an urban road surface and a tunnel vault.
And S4, calculating and determining a drilling termination line 13 according to the grouting reinforcement area range determined in the step S3.
And S5, dividing the grouting reinforcement area into a shallow grouting isolation layer 1, a middle grouting layer 2, a vault grouting layer 3 and a vault grouting isolation layer 4 according to the grouting reinforcement area range determined in the step S3 and the drilling termination line 13 determined in the step S4.
And S6, respectively designing the drilling point positions, the drilling paths and the drilling depths of the shallow grouting isolation layer 1, the middle grouting layer 2, the vault grouting layer 3 and the vault grouting isolation layer 4 along the direction of the tunnel according to the division of the grouting reinforcement area in the step S5, the drilling termination line 13 in the step S3 and the pipeline distribution detected in the step S1.
S7, designing a drilling structure according to the technological requirements of grouting reinforcement of the surrounding rock of the vault of the tunnel.
The range of the grouting reinforcement area in step S3 is determined by the loose crushing degree and the water-rich condition of the surrounding rock between the tunnel vault and the ground.
The borehole structure in step S7 is determined by the extent and boundaries of the grouting reinforcement zone, drilling and grouting equipment performance, and grouting parameter requirements.
The drilling structure in the step S7 includes a drilling diameter, a drilling reducing depth, a grouting pipe diameter, a grout stopper diameter, a grout stopping depth, and the like.
The column number and the row number of the shallow grouting separation layer 1, the middle grouting separation layer 2, the vault grouting separation layer 3 and the vault grouting separation layer 4 corresponding to the shallow grouting separation layer 1, the middle grouting separation layer 2, the vault grouting separation layer 3 and the vault grouting separation layer 4 in the step S5 are the same.
In this embodiment, the drilling end positions of the shallow grouting layer 1 drilling, the middle grouting layer 2 drilling, the vault grouting layer 3 drilling and the vault grouting layer 4 drilling do not exceed the depth control lines of the layers (the shallow grouting layer 1 depth control line, the middle grouting layer 2 depth control line, the vault grouting layer 3 depth control line and the vault grouting layer 4 depth control line). In the process of drilling, according to the divided shallow grouting layer 1, middle grouting layer 2, vault grouting layer 3 and vault grouting layer 4, drilling the shallow grouting layer 1, middle grouting layer 2, vault grouting layer 3 and vault grouting layer 4 in sequence, and marking different marks on various types of drilling holes.
In the grouting construction process, firstly, the shallow grouting layer 1 is grouted, then the vault grouting layer 4 is grouted, and then the middle grouting layer 2 and the vault grouting layer 3 are grouted. C-GT slurry is selected for grouting in the shallow grouting layer 1, P.O42.5 cement is selected, the water-cement ratio of the cement slurry is controlled to be 0.8: 1-1: 1, and the density of the cement slurry is about 1.6-1.5g/cm 3About, GT slurry density was controlled at 1.3g/cm 3Left and right. Volumetric ratio control of cement slurry and GT slurry The initial setting time of the final slurry is controlled to be between 2:1 and 3:1, and the initial setting time of the final slurry is controlled to be 20-30 seconds. The final pressure of grouting is not more than 0.3 MPa. The purposes of controlling the diffusion range of the slurry and reducing the slurry from overflowing on the ground surface are achieved through shorter initial setting time and smaller final grouting pressure.
C-GT slurry is selected for grouting in the vault separating layer 4, wherein P.O42.5R cement is selected, the water-cement ratio of the cement slurry is controlled to be 0.8: 1-1: 1, and the density of the cement slurry is about 1.6-1.5g/cm 3About, GT slurry density was controlled at 1.3g/cm 3Left and right. The volume ratio of the cement paste to the GT paste is controlled to be 3: 1-4: 1, and the initial setting time of the final paste is controlled to be 15-20 seconds. The final pressure of grouting is not more than 0.2 MPa. The purpose of controlling the diffusion range of the grout and fully filling the separation space formed by the tunnel primary support structure 8 and the stratum is achieved by shorter initial setting time and smaller grouting final pressure than the shallow grout blocking layer 1, and the phenomenon that the grout emerges at the arch crown fracture part and the tunnel face of the tunnel is reduced.
C-GT grout is selected for grouting in the vault grouting layer 3, wherein P.O42.5R cement is selected, the water-cement ratio of the grout is required to be controlled to be about 1:1, and the density of the grout is about 1.5g/cm 3About, GT slurry density was controlled at 1.2g/cm 3Left and right. The volume ratio of the cement paste to the GT paste is controlled to be 1: 1-2: 1, and the initial setting time of the final paste is controlled to be 50-70 seconds. And the final pressure of grouting is controlled to be 0.4-0.6 MPa. The grouting final pressure of the layer is higher than that of the vault grout separation layer 4, and the initial setting time of grout is longer, so that the injected grout has a larger diffusion range as far as possible, and the aim of grouting the surrounding rock full-coverage strengthening system is achieved. The technical key point is that the final grouting pressure is well controlled, and the formed vault slurry separation layer 4 is prevented from being damaged by high final grouting pressure.
C-GT slurry is selected for grouting in the left and right rows of drill holes on two sides of the cross section of the vertical cross section of the middle grouting layer, wherein P.O42.5R cement is selected, the water-cement ratio of the cement slurry is required to be controlled to be about 1:1, and the density of the cement slurry is about 1.5g/cm 3About, GT slurry density was controlled at 1.2g/cm 3The volume ratio of the cement paste to the GT paste is controlled to be 1: 1-2: 1, the initial setting time of the final paste is controlled to be 50-70 seconds, and the final pressure of the grouting is controlled Under 0.6 to 1.0 MPa. By grouting, grout-stopping curtains are formed on both sides of the middle reinforcing layer 2, and grout injected from the inner drill holes is prevented from spreading to both sides. The inner drill holes except the drill holes on the two sides are grouted by cement single-liquid slurry, the cement is marked as P.O42.5R, the density of the cement slurry is controlled to be about 1.7g/cm3, and the final pressure of the grouting is controlled to be 1.0-1.2 MPa. The purpose of using single grout and higher grouting final pressure for grouting of the layer is to enlarge the diffusion range of grout and achieve the purpose of better osmotic grouting and splitting grouting.
The working principle is as follows: in the construction process of grouting reinforcement of the urban tunnel vault, a ground hole distribution mode is adopted, detection results of various geophysical exploration means such as a transient electromagnetic method, a surface wave method, a geological radar method, an induced polarization method and the like are combined firstly, the spatial distribution conditions of various pipelines between the tunnel vault and the ground are detected, and the detection results of the distribution conditions of various underground pipelines can be accurate. Then, according to the detection result of the distribution condition of the underground pipelines, hole positions and hole paths of construction drill holes are designed by utilizing gaps among the pipelines, so that the influence of various underground pipelines on the drill hole construction can be avoided, the influence and even damage of drilling grouting construction on various pipelines can be eliminated, and the tunnel surrounding rock can be grouted and reinforced under the condition of avoiding the influence of various pipelines under the road surface. Aiming at the determined range of the grouting reinforcement area of the tunnel vault, the grouting reinforcement area of the tunnel vault is divided into a shallow grouting isolation layer 1, a middle grouting layer 2, a vault grouting layer 3 and a vault grouting isolation layer 4, drilling point positions, drilling paths and drilling depths of the shallow grouting isolation layer 1, the middle grouting layer 2, the vault grouting layer 3 and the vault grouting isolation layer 4 are respectively designed along the direction of the tunnel, the shallow grouting isolation layer 1 and the vault grouting isolation layer 4 are conveniently constructed sequentially in sequence, a blocking layer for slurry during stratum grouting between the two layers can be formed, and the slurry is prevented from leaking and losing towards the earth surface and in the tunnel respectively. Meanwhile, according to the drilling point positions, the drilling paths and the drilling depths of the shallow grouting layer 1, the middle grouting layer 2, the vault grouting layer 3 and the vault grouting layer 4 which are respectively designed, targeted slurry types, slurry proportion, slurry initial setting time parameters and grouting final pressure are convenient to select for different divided grouting layers in the grouting reinforcement construction process, the grouting safety can be guaranteed, the grouting reinforcement requirements for different strata can be met, the grouting reinforcement stratum with good integrity can be conveniently formed through grouting, and the safety and stability of surrounding rock on the vault of the tunnel in the tunnel excavation process and later-period operation are guaranteed.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.
Claims (5)
1. A drilling hole design method for grouting and reinforcing surrounding rocks of a tunnel vault under an urban road is characterized by comprising the following steps: the method comprises the following steps:
S1, detecting urban road surface underground pipelines, and combining detection data results of various geophysical exploration means such as a transient electromagnetic method, a surface wave method, a geological radar method, an induced polarization method and the like to accurately detect the distribution condition of various underground pipelines in the stratum between the urban road surface and the tunnel vault, so as to obtain the distribution condition data of the road surface underground pipelines;
S2, according to the distribution condition data of the underground pipelines on the road surface detected in the step S1, making a space distribution map of the underground pipelines between the vault and the road surface of the tunnel;
S3, determining a grouting mode and a grouting reinforcement area range for grouting reinforcement of tunnel vault surrounding rock according to hydrogeological conditions of a stratum between an urban road surface and a tunnel vault;
S4, calculating and determining a drilling hole termination line (13) according to the grouting reinforcement area range determined in the step S3;
S5, dividing the grouting reinforcement area into a shallow grouting isolation layer (1), a middle grouting layer (2), a vault grouting layer (3) and a vault grouting isolation layer (4) according to the grouting reinforcement area range determined in the step S3 and the drilling termination line (13) determined in the step S4;
S6, respectively designing the drilling point positions, the drilling paths and the drilling depths of the shallow grouting isolation layer (1), the middle grouting layer (2), the vault grouting layer (3) and the vault grouting isolation layer (4) along the direction of the tunnel according to the division of the grouting reinforcement area in the step S5, the drilling termination line (13) in the step S3 and the pipeline distribution condition detected in the step S1;
S7, designing a drilling structure according to the technological requirements of grouting reinforcement of the surrounding rock of the vault of the tunnel.
2. The method for designing the drilling hole for grouting and reinforcing the surrounding rock of the vault of the tunnel under the urban road as claimed in claim 1, wherein the method comprises the following steps: the grouting reinforcement area range stated in step S3 is determined by the loose crushing degree and the water-rich condition of the surrounding rock between the tunnel vault and the ground.
3. The method for designing the drilling hole for grouting and reinforcing the surrounding rock of the vault of the tunnel under the urban road as claimed in claim 1, wherein the method comprises the following steps: the borehole structure described in step S7 is determined by the extent and boundaries of the grouting reinforcement zone, the drilling and grouting equipment performance, and the grouting parameter requirements.
4. The method for designing the drilling hole for grouting and reinforcing the surrounding rock of the vault of the tunnel under the urban road as claimed in claim 1, wherein the method comprises the following steps: the drilling structure in the step S7 includes a drilling diameter, a drilling reducing depth, a grouting pipe diameter, a grout stopper diameter, a grout stopping depth, and the like.
5. The method for designing the drilling hole for grouting and reinforcing the surrounding rock of the vault of the tunnel under the urban road as claimed in claim 1, wherein the method comprises the following steps: and S5, the column number and the row number of the shallow grouting separation layer (1) drill holes, the middle grouting layer (2) drill holes, the vault grouting layer (3) drill holes and the vault grouting separation layer (4) drill holes corresponding to the shallow grouting separation layer (1), the middle grouting layer (2), the vault grouting layer (3) drill holes and the vault grouting separation layer (4) drill holes are the same.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112726563A (en) * | 2020-12-14 | 2021-04-30 | 宁波市轨道交通集团有限公司 | Multiple door type foundation grouting structure for vibration reduction of track upper cover property and construction method thereof |
| CN113006733A (en) * | 2021-03-08 | 2021-06-22 | 中铁十八局集团第一工程有限公司 | Deep grouting process for ground surface |
| CN114294017A (en) * | 2021-12-30 | 2022-04-08 | 中铁二十一局集团第五工程有限公司 | Curtain grouting orifice pipe orientation method easy and convenient to operate |
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| CN108505512A (en) * | 2018-04-10 | 2018-09-07 | 山东交通学院 | A kind of city tunnel soft layer vault reinforcement means |
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