CN213063578U - Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into - Google Patents
Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into Download PDFInfo
- Publication number
- CN213063578U CN213063578U CN202020748862.3U CN202020748862U CN213063578U CN 213063578 U CN213063578 U CN 213063578U CN 202020748862 U CN202020748862 U CN 202020748862U CN 213063578 U CN213063578 U CN 213063578U
- Authority
- CN
- China
- Prior art keywords
- newly
- old
- new
- ring beam
- increased
- 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.)
- Active
Links
Images
Abstract
The utility model discloses a newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into set up the beaded finish and newly-increased surface course in newly-increased undercut room access point department, communicate with existing station room layer and plug into. Arranging a main reinforcement of a reinforcing structure and a stirrup of the reinforcing structure in the reinforcing ring beam and the newly added surface layer; and an interface agent is coated on one side of the old structure of the interface of the new and old structures, so that the bonding performance with the new and old structures is enhanced. The connection form of the connection structure of the utility model adopts the form of up-down symmetry, the structure connection is stable and beautiful; meanwhile, the new and old connection structures are effectively connected, so that the consistency between the new and old structures is ensured. Newly-increased beaded finish roof beam has carried out effective firm connection with newly-increased surface course to refuting the interface, guarantees that follow-up practical in-process disappearance arch, infiltration, and the structure effectively utilizes between newly-increased structure and the existing structure, has increased utility model's integrated structure form.
Description
Technical Field
The utility model relates to an interface structure of plugging into to shallow city underground space intercommunication that buries, especially a newly-increased undercut passageway and existing station room layer intercommunication are connected and are plugged into interface structural style in shallow city underground space that buries belongs to urban rail transit and connects technical field.
Background
With the development of economy and the change of times, the urban contradiction outbreaks such as poor subway operation capability and crowded underground space exist, and the development and expansion of underground space is an effective measure for relieving the bottleneck of urban development, so that the demand of the existing structure development is brought forward. The method generally adopted in construction is to build a new structure first and break the side wall of the old structure at the joint of the new structure and the old structure, thereby realizing lap joint.
Chinese patent 201710115981.8 discloses a block for constructing a guide wall and a construction method for constructing a guide wall by using the block, which belongs to the field of construction of guide walls for buildings, specifically, the block is in a rectangular strip structure and comprises an upper connection surface, a lower bonding surface, a left side surface and a right side surface, the upper connection surface is a curved surface structure, and the block is provided with a vertical through hole along the axial direction. In the structure of plugging into of its design, adopt prefabricated building block, save the loaded down with trivial details step of site operation, the scene only need bond fixedly just accomplishes the process of leading the wall, labour saving and time saving to adopt prefabricated wall of leading, avoided in the site operation that the wall does not dry thoroughly the wall that leads to the fact and wall body fracture, influence pleasing to the eye and dampproofing waterproof nature problem.
SUMMERY OF THE UTILITY MODEL
The utility model relates to a break the connectivity structure on existing station room layer to the realization plugs into with newly-increased undercut passageway intercommunication, breaks existing station room layer wall structure, thereby realizes plugging into the integration with newly-increased undercut passageway (tunnel) intercommunication.
In order to realize the above-mentioned purpose, the utility model discloses a technical scheme for newly-increased secretly dig the passageway and the existing construction structures of plugging into of station room layer intercommunication, specifically as follows, set up beaded finish 21 and newly-increased surface layer 107 in newly-increased secretly digging 2 interfaces department, with existing station room layer 1 intercommunication plug into. The structure of the connection place comprises a steel bar planting 103, a new and old structure interface 104, a new and old structure steel bar lap joint 105 and an anchor bar 106. Anchor bars are horizontally arranged on one side of the top plate reinforcing ring beam 101 and the bottom plate reinforcing ring beam 102 in a quincunx mode, and the other side of the top plate reinforcing ring beam and the bottom plate reinforcing ring beam is used as a planting bar and is implanted into a breaking opening of the existing station hall layer 1. Newly adding a strong structure stirrup 110 in the newly added surface layer 107, and welding two rows of outermost reinforcing bars with main reinforcing bars in the existing station hall layer 1 to form new and old structural reinforcing bar lap joints 105; the two rows of reinforcement structure stirrups 110 in the middle are implanted into the existing station hall layer 1 in an extending mode and serve as the planting reinforcements 103 of the old structure. Undercut channel main ribs 108 are extended and buried in the roof reinforcement ring beam 101 and the floor reinforcement ring beam 102. Arranging a reinforcing structure main rib 109 and a reinforcing structure stirrup 110 in the reinforcing ring beam 21 and the newly added surface layer 107; and the interface agent is coated on one side of the old structure of the new and old structure interface 104 to enhance the bonding performance with the new structure. And pouring concrete of the reinforcing ring beam 21 and concrete of the newly-added surface layer 107 to complete the construction of the connection port structure.
Further, the welding length of the new and old structural steel bar overlap joint 105 is not less than 120 mm.
Furthermore, the interface agent adopts polymer modified cement mortar, epoxy mortar or 1:1 cement mortar and other materials.
Compared with the prior art, the connection form of the connection structure of the utility model adopts a vertically symmetrical form, and the structure connection is stable and beautiful; meanwhile, the new and old connection structures are effectively connected, so that the consistency between the new and old structures is ensured. Newly-increased beaded finish roof beam has carried out effective firm connection with newly-increased surface course to refuting the interface, guarantees that follow-up practical in-process disappearance arch, infiltration, and the structure effectively utilizes between newly-increased structure and the existing structure, has increased utility model's integrated structure form.
Drawings
Fig. 1 is a flow chart of the present invention.
Fig. 2a is a schematic view of a flow of a new transfer hall and a connection side wall structure of an existing tunnel.
Fig. 2b is a schematic view of a second flow of a connection side wall structure of a newly-built transfer hall communicated with an existing tunnel.
Fig. 2c is a schematic view of a third flow of a connection side wall structure of a newly-built transfer hall communicated with an existing tunnel.
Fig. 3 is a schematic view of a grouting breaking flow.
Fig. 4 is a schematic diagram I of the connection structure.
Fig. 5 is a schematic view of the docking structure II.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below by referring to the drawings are exemplary and intended to explain the embodiments of the present invention and are not to be construed as limiting the present invention.
The present invention will be described in detail below with reference to the accompanying drawings and examples.
Taking the structure of a cross transfer line of a subway in a certain city as an example, a roof reinforcing ring beam 101 with the size of 450mm × 800mm, two rows of upper main ribs 8C22, a waist rib 2C22 and a stirrup A12@150 are arranged at the vault interface of a newly-added underground excavation channel, and a C20 anchor rib 106 with the length of 850mm is arranged between a new structure and an old structure in a 150mm × 300mm quincunx shape and is anchored into the existing station hall layer 1 by 400 mm.
Adding a surface layer 107 with the size of 500mm x 150mm at the top, pouring C40 self-compacting concrete, configuring a reinforcing structure main reinforcement 1095C22 at the bottom, adding a reinforcing structure hoop reinforcement 110C12@100/200, embedding the reinforcing structure hoop reinforcement 110 serving as a planting reinforcement into the existing station hall layer 1, wherein the anchoring length is not less than 250 mm;
a bottom plate reinforcing ring beam 102 with the size of 450 x 1100mm, a main rib, a waist rib C22 and a stirrup A12@150 is arranged at an inverted arch interface of the newly added underground excavation channel; the anchor bars 106 with the length of 850mmC20 are horizontally arranged between the existing station hall layer 1, the anchor bars are arranged in a plum blossom shape with the length of 150mm x 300mm, and the length of the anchor bars anchored into the existing station hall layer 1 is not less than 400 mm.
Adding a surface layer 107 with the size of 500 x 150mm at the bottom, pouring C40 self-compacting concrete, configuring a C20 main rib at the top, adding a reinforcing structure stirrup 110C12@100/200, penetrating through a new and old structure interface 104, and embedding the reinforcing structure stirrup into the existing station hall layer 1.
As shown in fig. 1, 2a, 2b, and 2c, a method for constructing a connection between a newly added underground excavation channel and an existing station hall layer, wherein the newly added underground excavation channel 2 is constructed by an underground excavation method under the condition that normal operation of the existing station hall layer 1 is not affected, and the connection step is as follows:
the first step is as follows: deep hole grouting is adopted, and a newly-added underground excavation channel is communicated. Carry out deep hole slip casting to the slip casting scope 3 of undercut passageway 2 from ground, refute the intercommunication and refute the mouth in advance, protect the station to refute the peripheral structure of interface and do not receive destruction, improve the construction operation security of plugging into. The earthwork of the newly-added underground excavation channel 2 is excavated by a CRD method, the hole diameter with the step distance of 1.5 times is kept among pilot tunnels in the earthwork excavation process, and core soil is kept to serve as a stable support during the earthwork excavation, so that the soil body balance in the newly-added underground excavation channel is kept. The first branch 14 of the newly added underground excavation channel is sprayed inside the newly added underground excavation channel after the first branch 4, the second branch 5, the third branch 6 and the fourth branch 7 of the newly added underground excavation channel 2 are sequentially communicated with the first branch 4, the second branch 5, the third branch 6 and the fourth branch 7 of the newly added underground excavation channel.
The second step is that: and (5) breaking a temporary middle partition wall and a temporary inverted arch of the newly-added underground excavation channel, and erecting the full house red. Adopt segmentation subsection to abolish interim middle bulkhead 9 and interim invert 8 between number 1 cavern 4, number 2 cavern 5, number 3 cavern 6 and the number 4 cavern 7 of newly-increased undercut passageway to set up full red scaffold frame 10 in step, in order to ensure newly-increased 2 internal structure stabilities of undercut passageway.
The third step: and constructing a waterproof, secondary lining and steel bar joint for newly-added underground excavated channels. Under the supporting action of the full-hall red scaffold 10, the underground excavated channel waterproof 11 and the underground excavated channel second lining 12 are constructed, the underground excavated channel waterproof 11 is reserved with a waterproof joint, and the underground excavated channel second lining 12 is reserved with a steel bar connector 13 which is used for connecting the waterproof of the connecting port with the new and old structure of the second lining.
The fourth step: and (3) dismantling the scaffolds with the range of 1.2m at the side of the existing station hall layer 1, and providing a space for the connection construction operation, namely the opening range 17. The hole opening range 17 is broken to correspond to the side wall of the newly-added underground excavation channel, the primary underground excavation channel support 14 and the primary underground excavation station floor support 15, and waterproof lap joints are arranged on the surfaces of the primary underground excavation channel support 14 and the primary underground excavation station floor support 15. The dug channel waterproofing 11 and the existing station hall waterproofing 16 are bonded by double-sided butyl adhesive tape.
The fifth step: the concrete structure within the range 17 of the opening hole is broken by bars and blocks and penetrates through the existing station hall layer 1 and the newly-added underground excavation channel 2. The cutting method of the strip and block cutting adopts a rope saw cutting method, the support and the cutting within the opening range 17 are carried out simultaneously, and the preliminary cutting of the connecting port is completed.
And a sixth step: and (5) performing chiseling and bar planting 20 and pouring a reinforcing ring beam 21 on the top and the bottom of the connection port finished in the fifth step.
Fig. 3 is a schematic view of a grouting breaking flow. The deep hole grouting process comprises the following steps:
deep hole grouting is carried out in groups, each group is 12m in grouting length, the upper group and the lower group are in lap joint for 2m, and the effective reinforcing length is 10 m. The arrangement distance of the grouting holes is 0.8 x 0.8m, the grouting holes are arranged in a quincunx manner, and an earth surface grouting mode is adopted.
Adopting a drilling machine to conduct drainage drilling and retreating type grouting, and mainly using pressure injection of WSS non-shrinkage double-fluid slurry; the holes are uniformly distributed, the holes are drilled longitudinally, the control is easy, the slurry is uniformly dispersed and distributed, and the reinforcing effect on the pebble bed is good.
(1) Pulp classification
The method adopts AC grout (cement, water glass and additive), and when open water exists in a reinforced soil body area, the additive is adjusted to shorten the grout solidification time so as to achieve draining and water squeezing in a grouting area. The AC slurry is suitable for geological conditions such as silty clay layers, medium and coarse sand layers, silty and fine sand layers and the like.
(2) Construction process flow
1) Hole distribution: the method is characterized in that an existing station hall layer primary support is used as a grouting stop wall, quincunx holes are distributed in a deep hole grouting reinforcement area, grouting reinforcement is carried out on the contour line of the grouting area released by a measuring person in a channel according to design requirements, and hole position pre-inspection records are carried out by a special person after numbering.
2) Forming holes: the hole diameter is 42mm, the longitudinal horizontal depth is 2m (based on field technology bottom crossing), and when the hole position meets the main bars of the barrier, the hole position is adjusted within the range of 3-5 cm, so that the grouting hole position avoids the bars.
3) Slurry preparation: the slurry must be formulated strictly in proportion and the agitation must be for a sufficient time to ensure a uniform slurry concentration.
4) Grouting: and after the injection pipe is arranged, closing the end point to perform transverse injection switching. And applying pressure to the sprayed material to realize horizontal penetration effect. And controlling the grouting pressure P value within the water stopping reinforcement range to be 0.8-1.0 Mpa, and controlling the grout spraying positions at different longitudinal distances by controlling the segmented solidification time to start a new grouting cycle. The length of the drawing back drill rod (grouting pipe) is controlled within the range of 0.3-0.5 m.
5) And (4) ending: and when the grouting of all the arranged grouting hole positions is finished and the exploring holes do not have open water, finishing the grouting.
The main grouting parameters were as follows:
grouting depth: the depth is 0-2 m; drilling diameter: 42 mm; slurry diffusion radius: 0.6m to 0.8 m;
setting time of slurry: 8s to 20 s; the grouting pressure is 0.3-0.5 Mpa.
Grouting reinforcement considerations are as follows:
1) if the open flow water is met in the pilot tunnel excavation process and deep hole grouting reinforcement is needed, double-layer net hanging spray anchoring is needed on the excavation face before grouting to form a slurry blocking layer and hole distribution drilling grouting can be carried out after strength is formed; the thickness of the anchor spraying surface of the grout blocking layer is not less than 300 mm.
2) The slurry proportioning solidification time can be flexibly adjusted according to actual conditions on site, and if the grouting property of a pebble layer on site is poor, the slurry solidification time can be properly reduced, and the grouting property is increased; when the water flow is exposed, the setting time of the slurry is preferably 6-10 s according to the size of the water flow.
3) The actual underground rock-soil layer elevation and water level conditions can come in and go out of an exploration report due to flood season and dry season, grouting materials are flexibly adjusted according to actual hydrogeological conditions during construction, grouting amount is increased, and grouting reinforcement effect is guaranteed.
4) In the grouting reinforcement process, regularly checking a ground inspection well of an underground pipeline; and (5) monitoring the elevation change of the monitoring point in time, and controlling the lifting of the grouting ground within an allowable safety range. Strictly forbidding slurry leakage and slurry outflow; the angle of the drill rod is properly adjusted in the grouting range and the area close to the grouting range of the existing pipeline pipe ditch, the drill rod is ensured to have enough safety distance from the existing pipeline pipe ditch, and the disturbance of grouting on the existing pipeline pipe ditch is reduced by adopting comprehensive measures of reducing grouting pressure, proportioning slurry, prolonging the solidification time, reducing the grouting amount and the like.
Fig. 4 is a schematic diagram I of the connection structure.
Fig. 5 is a schematic view of the docking structure II.
And a reinforced ring beam 21 and a newly-added surface layer 107 are arranged at the junction of the newly-added underground excavation hall 2 and communicated with the existing station hall layer 1. The structure of the connection place comprises a steel bar planting 103, a new and old structure interface 104, a new and old structure steel bar lap joint 105 and an anchor bar 106. Anchor bars are horizontally arranged on one side of the top plate reinforcing ring beam 101 and the bottom plate reinforcing ring beam 102 in a quincunx mode, and the other side of the top plate reinforcing ring beam and the bottom plate reinforcing ring beam is used as a planting bar and is implanted into a breaking opening of the existing station hall layer 1. Newly adding a strong structure stirrup 110 in the newly added surface layer 107, and welding two rows of outermost reinforcing bars with main reinforcing bars in the existing station hall layer 1 to form new and old structural reinforcing bar lap joints 105; the two rows of reinforcement structure stirrups 110 in the middle are implanted into the existing station hall layer 1 in an extending mode and serve as the planting reinforcements 103 of the old structure. Undercut channel main ribs 108 are extended and buried in the roof reinforcement ring beam 101 and the floor reinforcement ring beam 102. Arranging a reinforcing structure main rib 109 and a reinforcing structure hoop rib 110 in the reinforcing ring beam 21 and the newly added surface layer 107; and the interface agent is coated on one side of the old structure of the new and old structure interface 104 to enhance the bonding performance with the new structure. And pouring concrete of the reinforcing ring beam 21 and concrete of the newly-added surface layer 107 to complete the construction of the connection port structure.
The welding length of the new and old structural steel bar lap joint 105 is not less than 120 mm.
The interface agent adopts polymer modified cement mortar, epoxy mortar or 1:1 cement mortar and other materials.
The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.
Claims (2)
1. Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into, its characterized in that: arranging a reinforcing ring beam (21) and a newly-added surface layer (107) at a junction of the newly-added underground excavation hall (2), and communicating and connecting with the existing station hall layer (1); the structure of the connection part comprises a steel bar planting (103), a new and old structure interface (104), a new and old structure steel bar lap joint (105) and an anchor bar (106); anchor bars are horizontally arranged on one side of the top plate reinforcing ring beam (101) and the bottom plate reinforcing ring beam (102) in a quincunx mode, and the other side of the top plate reinforcing ring beam and the bottom plate reinforcing ring beam is used as a planting bar and is implanted into a breaking opening of the existing station hall layer (1); newly adding a reinforced structure stirrup (110) in the newly added surface layer (107), and welding two rows of reinforced structure stirrups (110) at the outermost side with main reinforcements in the existing station hall layer (1) to form a new and old structure reinforcement lap joint (105); two rows of reinforcement structure stirrups (110) in the middle are implanted into the existing station hall layer (1) in an extending mode to serve as implanted reinforcements (103) of the old structure; the main reinforcement (108) of the underground excavation channel is extended and buried in the top plate reinforcing ring beam (101) and the bottom plate reinforcing ring beam (102); arranging a reinforcing structure main rib (109) and a reinforcing structure hoop rib (110) in the reinforcing ring beam (21) and the newly added surface layer (107); coating an interface agent on one side of the old structure of the new and old structure interface (104) to enhance the bonding performance with the new structure; pouring concrete of the reinforcing ring beam (21) and concrete of the newly added surface layer (107); the interface agent adopts polymer modified cement mortar or epoxy mortar.
2. The newly-added underground excavation channel and existing station and hall floor communication construction structure of claim 1, characterized in that: the welding length of the lap joint (105) of the new and old structural steel bars is not less than 120 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020748862.3U CN213063578U (en) | 2020-05-07 | 2020-05-07 | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020748862.3U CN213063578U (en) | 2020-05-07 | 2020-05-07 | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN213063578U true CN213063578U (en) | 2021-04-27 |
Family
ID=75551799
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020748862.3U Active CN213063578U (en) | 2020-05-07 | 2020-05-07 | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN213063578U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111706351A (en) * | 2020-05-07 | 2020-09-25 | 中铁十八局集团有限公司 | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into |
| WO2021223573A1 (en) * | 2020-05-07 | 2021-11-11 | 中铁十八局集团有限公司 | Construction structure for communication and connection between newly added mined channel and existing station hall layer |
| CN116770887A (en) * | 2023-08-10 | 2023-09-19 | 中国铁路设计集团有限公司 | New and old subway station structure connecting node and construction method thereof |
-
2020
- 2020-05-07 CN CN202020748862.3U patent/CN213063578U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111706351A (en) * | 2020-05-07 | 2020-09-25 | 中铁十八局集团有限公司 | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into |
| WO2021223573A1 (en) * | 2020-05-07 | 2021-11-11 | 中铁十八局集团有限公司 | Construction structure for communication and connection between newly added mined channel and existing station hall layer |
| CN111706351B (en) * | 2020-05-07 | 2022-03-11 | 中铁十八局集团有限公司 | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into |
| CN116770887A (en) * | 2023-08-10 | 2023-09-19 | 中国铁路设计集团有限公司 | New and old subway station structure connecting node and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111594181B (en) | Construction method for communicating and connecting newly-added underground excavation channel and existing station hall layer | |
| CN213063578U (en) | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into | |
| CN210013697U (en) | Construction structure of near-penetrating building of underground excavation section of subway station entrance and exit | |
| CN105041325B (en) | Construction method of high-tension water-rich extra-large-section weak breccia tunnel | |
| CN109083682A (en) | A kind of construction method of mine working antiseepage high intensity fire dam | |
| CN110067563A (en) | Close on the station entrance-exit main structure construction method of urban architecture and road | |
| CN112323823B (en) | Filling device and method for waste air-raid shelter of pile foundation construction site | |
| CN206667278U (en) | Lava crack Tunnel gushing treatment constructing structure | |
| CN108797641A (en) | A kind of structure and its construction method of Underground Subway Station construction period full station sealing | |
| WO2022100346A1 (en) | Reinforcement structure for entry and exit of large-diameter jacking pipe group in water-rich sand stratum, and construction method | |
| CN107091101A (en) | Mine shield handing-over tunnel folded type joint design and construction method in the middle part of marine site | |
| CN103410175A (en) | Water seepage control construction method for karst water-rich geological underground structure waterproof construction | |
| CN115182737A (en) | Vertical orthogonal ejection type air duct structure of deep-buried subway station and construction method | |
| CN106013078A (en) | Construction method for strong permeable ground layer strengthened curtain structure | |
| CN111706351B (en) | Newly-increased undercut passageway and existing station room layer intercommunication construction structures of plugging into | |
| CN102174818A (en) | Controlled impermeable leaking stoppage grout-extruding water-stopping technology of strong water permeable stratum of quaternary system | |
| CN114109442A (en) | Tunnel karst broken zone collapse half-section curtain forward grouting reinforcement treatment method | |
| CN109853477A (en) | Change the concentrative seepage plugging structure and method that dynamic water is hydrostatic in gallery | |
| CN209603062U (en) | Change the concentrative seepage plugging structure that dynamic water is hydrostatic in gallery | |
| CN107642101A (en) | A kind of rocky bed steel cofferdam back cover leak stopping and guarded drainage construction method | |
| CN112482415B (en) | Consolidation grouting method for underground cavern under high external water pressure and flowing water condition | |
| CN105113513A (en) | Anti-seepage foundation pit supporting structure and construction method | |
| CN213175669U (en) | Disturbance-resistant double-arch tunnel structure | |
| CN112012761B (en) | Construction method of anti-disturbance double-arch tunnel structure | |
| CN212272202U (en) | Grouting water stop and stratum reinforcing structure around pipeline in soft soil stratum |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |