CN113006827B - Rigid lock leg supporting structure of soft rock tunnel steel frame - Google Patents
Rigid lock leg supporting structure of soft rock tunnel steel frame Download PDFInfo
- Publication number
- CN113006827B CN113006827B CN202110203528.9A CN202110203528A CN113006827B CN 113006827 B CN113006827 B CN 113006827B CN 202110203528 A CN202110203528 A CN 202110203528A CN 113006827 B CN113006827 B CN 113006827B
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- anchor pipe
- bow member
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 151
- 239000010959 steel Substances 0.000 title claims abstract description 151
- 239000011435 rock Substances 0.000 title claims abstract description 24
- 230000008093 supporting effect Effects 0.000 title claims abstract description 22
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000010276 construction Methods 0.000 claims description 5
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims 4
- 239000004568 cement Substances 0.000 claims 1
- 101150097977 arch-1 gene Proteins 0.000 description 11
- 208000002740 Muscle Rigidity Diseases 0.000 description 7
- 230000000694 effects Effects 0.000 description 7
- 238000000034 method Methods 0.000 description 7
- 239000011378 shotcrete Substances 0.000 description 7
- 230000009471 action Effects 0.000 description 4
- 239000004567 concrete Substances 0.000 description 4
- 230000000295 complement effect Effects 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The disclosure relates to the technical field of tunnel engineering, and particularly provides a rigid lock leg supporting structure of a soft rock tunnel steel frame. The lock foot supporting structure comprises profile steel arches and grid arches which are alternately arranged along the length direction of a tunnel, wherein the grid arches and the two profile steel arches positioned at two sides of the grid arches are connected through a plurality of connecting steel plates, the connecting steel plates are arranged at intervals, a plurality of positioning holes through which lock foot anchor pipes can pass are arranged on the connecting steel plates at intervals, the positioning holes are opposite to the positions of tunnel drilling holes, one positioning hole is opposite to the position of the grid arches, and one end of each lock foot anchor pipe extending out of a rock face is fixedly connected with the connecting steel plates. This disclosure connects into whole shaped steel bow member and grid bow member through the connection steel sheet, and stability is good, and whole atress is balanced warp, effectively improves the bearing capacity, avoids shrink cracked production, through lock foot anchor pipe and the cooperation location shaped steel bow member and the grid bow member of connection steel sheet, avoids trompil on shaped steel bow member, and then ensures the support strength of shaped steel bow member.
Description
Technical Field
The disclosure relates to the technical field of tunnel engineering, in particular to a rigid lock leg supporting structure of a soft rock tunnel steel frame.
Background
The primary support of the tunnel is generally provided with a steel section or a grid steel frame as a framework, and the steel section can be independently carried, so the primary support provided with the steel section steel frame has the characteristic of timely playing a role; the grid steel frame cannot be independently carried and can play a role in cooperation with sprayed concrete, so that the early-stage supporting capability of the grid steel frame is weak; the primary support structure formed by the section steel and the sprayed concrete has larger rigidity than the section steel, so the bearing proportion is much larger than the section steel, and the primary support structure has the defects that the early strength is weaker, the bearing capacity is not strong, if the tunnel support deformation is larger, the sprayed concrete can be completely lost, and only the section steel frame is singly loaded; initial support of the grid steel frame is configured, if the early tunnel load is large, the strength of sprayed concrete increases slowly, and the bearing can be damaged when the sprayed concrete is not enough.
Therefore, the section steel and the grid can be combined, the section steel frame plays a role in bearing alone in the early stage, sprayed concrete is protected from being damaged, and the section steel frame plays a role in bearing strong with the grid after the strength of the sprayed concrete is increased. The steel frame has strong early action and weak later-stage capability, and the grid steel frame has weak early-stage capability and strong later-stage capability, and the combination of the two can complement each other to complement each other and complement the advantages, so that the primary support bearing capability of the tunnel is stronger. However, when the traditional section steel and the grid are matched for use, no corresponding connection exists between the section steel and the grid, so that the section steel and the grid are independent in function, better bearing effect cannot be achieved, and the section steel and the grid are relatively poor in positioning effect in a surrounding rock weak scene, so that the section steel and the grid are not prone to playing an effective constraint role, and the problems of primary support cracking, large deformation, instability and the like are caused.
Disclosure of Invention
In order to solve the technical problems described above or at least partially solve the technical problems described above, the present disclosure provides a soft rock tunnel steel frame rigid lock leg support structure.
The utility model provides a soft rock tunnel steelframe rigidity lock foot supporting construction, include shaped steel bow member and the grid bow member that set up in turn along the length direction of tunnel, adjacent shaped steel bow member with grid bow member interval sets up, grid bow member and be in two of its both sides connect through a plurality of connection steel sheet between the shaped steel bow member, a plurality of connect the steel sheet along the circumference direction interval setting of tunnel, the interval is equipped with a plurality of locating holes that can supply the lock foot anchor pipe to pass on the connection steel sheet, the locating hole is relative with tunnel drilling's position, one of them the locating hole with the position of grid bow member is relative, the lock foot anchor pipe stretch out the one end of rock face with connect steel sheet fixed connection.
Optionally, the insertion end of lock foot anchor pipe is equipped with the first fixed section that is used for with tunnel drilling's end connection, the one end that lock foot anchor pipe stretches out the rock face is equipped with the second fixed section that is used for being connected with the connection steel sheet.
Optionally, a positioning catheter through which the foot locking anchor tube passes is arranged on the positioning hole, and the second fixing section is connected with the positioning catheter.
Optionally, be equipped with first pinhole on the location pipe, be equipped with the second pinhole on the lock foot anchor pipe, work as after the lock foot anchor pipe inserts the settlement position, first pinhole with the position of second pinhole is relative, the fixed pin passes first pinhole with the second pinhole, be equipped with on the connection steel sheet be used for with the backing plate that the fixed pin is connected.
Optionally, the foot locking anchor pipe comprises a plurality of anchor pipe bodies, and the end parts of every two anchor pipe bodies are connected through a sleeve.
Optionally, a plurality of groups of reinforcing steel bars are arranged between two adjacent section steel arches and the grid arches, and the plurality of groups of reinforcing steel bars are arranged at intervals along the circumferential direction of the tunnel.
Optionally, each group of reinforcing steel bars comprises two connecting steel bars which are arranged in a crossing manner, one end of each connecting steel bar is connected with the grid arch frame, and the other end of each connecting steel bar is connected with the section steel arch frame.
Optionally, the grid arch is provided with a plurality of reinforcements at intervals along the circumferential direction thereof, wherein two reinforcements are respectively provided at both ends of the grid arch.
Optionally, a limiting part for limiting the position of the connecting steel plate is arranged at the joint of the grid arch frame and the connecting steel plate.
Optionally, the locating part is including setting up two limiting plates on the grid bow member, two limiting plate symmetry sets up the both sides of connecting the steel sheet, and two pass through bolted connection between the limiting plate.
Compared with the prior art, the technical scheme provided by the embodiment of the disclosure has the following advantages:
the steel grating and the I-steel are cross-supported, the hardness and softness are combined, the contact area of the grating arch and concrete is large, the primary support later deformation can be effectively controlled, the early rigidity of the steel arch is large, the defect of the early rigidity of the grating arch can be overcome, the supporting structure is good in stability, the whole stress is balanced and deformed, the bearing capacity is effectively improved, shrinkage cracks are avoided, the steel arch and the grating arch are positioned through the cooperation of the pin locking anchor pipe and the connecting steel plate, the holes are avoided on the steel arch, the supporting strength of the steel arch is further ensured, the stability of surrounding rock of the face of a palm is effectively controlled, and therefore the large deformation control of a soft rock bias tunnel is realized.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the disclosure and together with the description, serve to explain the principles of the disclosure.
In order to more clearly illustrate the embodiments of the present disclosure or the solutions in the prior art, the drawings that are required for the description of the embodiments or the prior art will be briefly described below, and it will be obvious to those skilled in the art that other drawings can be obtained from these drawings without inventive effort.
FIG. 1 is a partial schematic view of a latch leg support structure according to an embodiment of the present disclosure;
FIG. 2 is a partial schematic view of a section steel arch and grid arch connection according to an embodiment of the present disclosure;
fig. 3 is a schematic structural view of a foot locking anchor pipe according to an embodiment of the present disclosure;
fig. 4 is a layout diagram of a foot locking anchor pipe according to an embodiment of the present disclosure.
1, a section steel arch frame; 2. grid arch; 3. connecting steel plates; 31. a limiting plate; 4. locking the pin anchor pipe; 41. a first fixed section; 42. a second fixed section; 43. an anchor tube body; 44. a sleeve; 45. a fixing member; 5. positioning the catheter; 6. a fixing pin; 7. a backing plate; 8. reinforcing steel bars; 81. connecting steel bars; 9. a reinforcement.
Detailed Description
In order that the above objects, features and advantages of the present disclosure may be more clearly understood, a further description of aspects of the present disclosure will be provided below. It should be noted that, without conflict, the embodiments of the present disclosure and features in the embodiments may be combined with each other.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present disclosure, but the present disclosure may be practiced otherwise than as described herein; it will be apparent that the embodiments in the specification are only some, but not all, embodiments of the disclosure.
Referring to fig. 1 to 4, the soft rock tunnel steel frame rigid lock leg supporting structure provided by the embodiment of the application includes steel arches 1 and grid arches 2 alternately arranged along the length direction of a tunnel, adjacent steel arches 1 and grid arches 2 are arranged at intervals, namely, a grid arch 2 is arranged between every two steel arches 1, and a steel arch 1 is arranged between every two grid arches 2. The grid arch 2 and the two section steel arches 1 positioned at two sides of the grid arch 2 are connected through a plurality of connecting steel plates 3, specifically, as shown in fig. 1, the connecting steel plates 3 are preferably I-steel, the section steel arches 1 are also preferably I-steel, two ends of the connecting steel plates 3 are respectively supported on webs of the two section steel arches 1, the ends of the connecting steel plates 3 are welded with the webs of the section steel arches 1, two sides of two wing plates of the connecting steel plates 3 are respectively welded and fixed with two wing plates of the section steel arches 1, and therefore the welding effect is improved. The joint of the grid arch 2 and the connecting steel plate 3 is provided with a limiting piece for limiting the position of the connecting steel plate 3, so that the connection strength is ensured. Specifically, the locating part is including setting up two limiting plates 31 on grid bow member 2, and two limiting plates 31 symmetry set up in the both sides of connecting steel sheet 3, and pass through bolted connection between two limiting plates 31 to this clamp connection steel sheet 3, and then prevent that connecting steel sheet 3 from rocking, increase structural strength. The plurality of connecting steel plates 3 set up along the circumference direction interval in tunnel, and connecting steel plates 3 set up to a plurality of, effectively increase whole supporting construction's intensity, simultaneously, a plurality of connecting steel plates 3 interval set up for each position atress of whole supporting construction is even, and then as whole atress jointly.
The connecting steel plate 3 is provided with a plurality of positioning holes at intervals, through which the foot locking anchor pipes 4 can pass, wherein when the steel plate 3 is connected with I-steel, the positioning holes are formed in the web plate of the connecting steel plate 3 and are opposite to the positions of tunnel holes, one of the positioning holes is opposite to the position of the grid arch frame 2, and one end, extending out of a rock surface, of the foot locking anchor pipes 4 is fixedly connected with the connecting steel plate 3. The lock foot anchor pipe 4 passes the locating hole and inserts in the tunnel drilling, and is fixed with lock foot anchor pipe 4 and connecting steel sheet 3 again for lock foot anchor pipe 4, connecting steel sheet 3, grid bow member 2 and shaped steel bow member 1 connect into an organic wholely, have guaranteed lock foot supporting construction's wholeness, make the structure more stable. Meanwhile, the position of one of the lock foot anchor pipes 4 is opposite to the position of the grid arch 2, so that the strength of the grid arch 2 is further increased, and the grid arch 2 is prevented from being deformed by stress in the earlier stage.
In addition, the partial tunnel drilling is located on the side face of the steel arch 1 and is not opposite to the position of the positioning hole, at this time, the position of the foot locking anchor pipe 4 is limited through the fixing piece 45, specifically, the fixing piece 45 is U-shaped steel, namely, the U-shaped steel is arranged at one end of the foot locking anchor pipe 4 extending out of a rock face, after the foot locking anchor pipe 4 is positioned, the steel arch 1 is located in a groove of the U-shaped steel, and then the foot locking anchor pipe 4 is welded and fixed with the steel arch 1 through the U-shaped steel, so that the supporting effect of the steel arch 1 is ensured.
In some embodiments, the insertion end of the foot-locking anchor pipe 4 is provided with a first fixing section 41 for connection with the end of the tunnel bore hole, and the end of the foot-locking anchor pipe 4 extending out of the rock face is provided with a second fixing section 42 for connection with the connection steel plate 3. The design mode increases the fixing strength of the two ends of the foot locking anchor pipe 4, further enhances the anchoring force of the foot locking anchor pipe 4, enhances the rigidity of the foot locking anchor pipe 4, further enhances the integrity of the primary support, and plays a role in slowing down the deformation of the primary support. Specifically, can place thick liquid bag at tunnel drilling's tip, insert lock foot anchor pipe 4, after lock foot anchor pipe 4 inserts in place, the tip of lock foot anchor pipe 4 stabs thick liquid bag, and the grout in the thick liquid bag solidifies fast, forms first fixed section 41, ensures the fixed effect of lock foot anchor pipe 4's inserted end.
The positioning hole is provided with a positioning catheter 5 through which the foot locking anchor pipe 4 can pass, and the second fixing section 42 is connected with the positioning catheter 5. Further optimally, the positioning guide pipe 5 is provided with a first pin hole, the lock foot anchor pipe 4 is provided with a second pin hole, after the lock foot anchor pipe 4 is inserted into the set position, the position of the first pin hole is opposite to that of the second pin hole, the fixing pin 6 penetrates through the first pin hole and the second pin hole, the connecting steel plate 3 is provided with a base plate 7 used for being connected with the fixing pin 6, wherein the base plate 7 can increase the strength of the connecting steel plate 3 on one hand, can realize the welding with the fixing pin 6 on the other hand, and can further avoid the further reduction of the strength of the connecting steel plate 3 when the fixing pin 6 is welded with the connecting steel plate 3. Specifically, after the foot locking anchor pipe 4 is inserted into the set position, the fixing pin 6 passes through the first pin hole and the second pin hole for positioning the foot locking anchor pipe 4, and the fixing pin 6 is welded on the backing plate 7, so that the foot locking anchor pipe 4 and the connecting steel plate 3 are integrated. After the first fixing section 41 is formed, concrete is poured at the gap between the foot locking anchor pipe 4 and the positioning guide pipe 5, so that a second fixing section 42 is formed, the connection firmness of the foot locking anchor pipe 4 and the positioning guide pipe 5 is improved, and meanwhile, in order to further improve the supporting effect of the foot locking anchor pipe 4, concrete is poured in the gap between the foot locking anchor pipe 4 and the tunnel drilling hole.
As shown in fig. 3, since the radial dimension of the tunnel is limited, and meanwhile, in order to increase the fixing effect of the foot locking anchor pipe 4, the design dimension of the foot locking anchor pipe 4 is large, in order to avoid the scraping of the tunnel wall and the foot locking anchor pipe 4 and the influence on the installation of the foot locking anchor pipe 4, the foot locking anchor pipe 4 is divided into a plurality of anchor pipe bodies 43, and the ends of every two anchor pipe bodies 43 are connected through a sleeve 44. During installation, after the first anchor pipe body 43 is conveyed in place, the second anchor pipe body 43 is inserted, wherein the sleeve can be arranged at the tail end of the first anchor pipe body 43, a threaded section is arranged at the insertion section of the second anchor pipe body 43, the second anchor pipe body 43 is screwed, and then the two anchor pipe bodies 43 are connected.
In order to increase the connection strength between the section steel arches 1 and the grid arches 2, a plurality of groups of reinforcing steel bars 8 are arranged between two adjacent section steel arches 1 and the grid arches 2, and the plurality of groups of reinforcing steel bars 8 are arranged at intervals along the circumferential direction of the tunnel, so that the section steel arches 1 and the grid arches 2 are uniformly stressed at all positions. Further preferably, each group of reinforcing steel bars 8 comprises two connecting steel bars 81 which are arranged in a crossing manner, one end of each connecting steel bar 81 is connected with the grid arch 2, the other end of each connecting steel bar is connected with the profile steel arch 1, and the intersection points of the two connecting steel bars 81 are welded and fixed. The design mode is simple in structure and convenient to weld, and meanwhile, a sufficient connection effect can be achieved.
The grid arch 2 is provided with a plurality of reinforcing members 9 along the circumferential direction at intervals, so that the strength of the grid arch 2 is increased, wherein two reinforcing members 9 are respectively arranged at two ends of the grid arch 2, the grid arch 2 is connected with the fixed position of a tunnel through the reinforcing members 9, the grid arch 2 is convenient to install and position, the reinforcing members 9 are preferably channel steel, and welding with the grid arch 2 is convenient.
According to the method, the profile steel arch 1 and the grid arch 2 are connected into a whole through the connecting steel plate 3, the steel grid and the I-steel are crossly supported, the hardness and softness are combined, the contact area of the grid arch 2 and concrete is large, the bonding effect is good, the preliminary support later deformation can be effectively controlled, the early rigidity of the profile steel arch 1 is large, the defect of the early rigidity of the grid arch 2 can be overcome, the stability of the supporting structure is good, the whole stress is balanced, the bearing capacity is effectively improved, shrinkage cracks are avoided, the profile steel arch 1 and the grid arch 2 are positioned through the cooperation of the foot locking anchor pipe 4 and the connecting steel plate 3, the opening on the profile steel arch 1 is avoided, the supporting strength of the profile steel arch 1 is further ensured, and the stability of surrounding rock of a face is effectively controlled, so that the large deformation control of a soft rock bias tunnel is realized.
It should be noted that in this document, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is merely a specific embodiment of the disclosure to enable one skilled in the art to understand or practice the disclosure. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the disclosure. Thus, the present disclosure is not intended to be limited to the embodiments shown and described herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (5)
1. The utility model provides a soft rock tunnel steelframe rigidity lock foot supporting construction, its characterized in that includes shaped steel bow member (1) and grid bow member (2) that set up along the length direction of tunnel in turn, adjacent shaped steel bow member (1) with grid bow member (2) interval sets up, grid bow member (2) and be in between two shaped steel bow members (1) of its both sides are connected through a plurality of connection steel sheet (3), and a plurality of connection steel sheet (3) are along the circumference direction interval setting of tunnel, grid bow member (2) with the junction of connection steel sheet (3) is equipped with and is used for restricting connecting steel sheet (3) position's locating part, the locating part is including setting up two limiting plates (31) on grid bow member (2), two limiting plates (31) symmetry set up in the both sides of connection steel sheet (3), and two between limiting plates (31) pass through bolted connection, be equipped with a plurality of lock foot anchor pipe (4) along the circumference direction interval setting of tunnel, the relative position of connection steel sheet (3) and one of the relative positioning hole of lock foot anchor pipe (4) and the jack-out of hole (2);
the insertion end of the foot locking anchor pipe (4) is provided with a first fixing section (41) used for being connected with the end part of a tunnel drilling hole, a slurry bag is placed at the end part of the tunnel drilling hole, when the foot locking anchor pipe (4) is inserted into the end part of the tunnel drilling hole, the slurry bag is punctured by the end part of the foot locking anchor pipe (4) so that cement slurry in the slurry bag is quickly solidified to form the first fixing section (41), one end of the foot locking anchor pipe (4) extending out of a rock surface is provided with a second fixing section (42) used for being connected with a connecting steel plate (3), a positioning guide pipe (5) capable of allowing the foot locking anchor pipe (4) to pass through is arranged on the positioning hole, and the second fixing section (42) is connected with the positioning guide pipe (5);
the positioning guide pipe (5) is provided with a first pin hole, the foot locking anchor pipe (4) is provided with a second pin hole, after the foot locking anchor pipe (4) is inserted into a set position, the position of the first pin hole is opposite to that of the second pin hole, the fixing pin (6) penetrates through the first pin hole and the second pin hole, and the connecting steel plate (3) is provided with a base plate (7) used for being connected with the fixing pin (6).
2. The soft rock tunnel steel frame rigid lock foot supporting structure according to claim 1, wherein the lock foot anchor pipe (4) comprises a plurality of anchor pipe bodies (43), and the ends of every two anchor pipe bodies (43) are connected through a sleeve (44).
3. The soft rock tunnel steel frame rigid lock leg supporting structure according to claim 1, wherein a plurality of groups of reinforcing steel bars (8) are arranged between two adjacent section steel arches (1) and the grid arches (2), and the plurality of groups of reinforcing steel bars (8) are arranged at intervals along the circumferential direction of the tunnel.
4. A soft rock tunnel steel frame rigid lock foot supporting structure according to claim 3, characterized in that each group of reinforcing steel bars (8) comprises two connecting steel bars (81) which are arranged in a crossing way, one end of each connecting steel bar (81) is connected with the grid arch (2), and the other end is connected with the section steel arch (1).
5. The soft rock tunnel steel frame rigid lock leg supporting structure according to claim 1, wherein the grid arch (2) is provided with a plurality of reinforcing members (9) at intervals along the circumferential direction thereof, wherein two reinforcing members (9) are respectively arranged at both ends of the grid arch (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110203528.9A CN113006827B (en) | 2021-02-23 | 2021-02-23 | Rigid lock leg supporting structure of soft rock tunnel steel frame |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110203528.9A CN113006827B (en) | 2021-02-23 | 2021-02-23 | Rigid lock leg supporting structure of soft rock tunnel steel frame |
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| Publication Number | Publication Date |
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| CN113006827A CN113006827A (en) | 2021-06-22 |
| CN113006827B true CN113006827B (en) | 2023-06-13 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202110203528.9A Active CN113006827B (en) | 2021-02-23 | 2021-02-23 | Rigid lock leg supporting structure of soft rock tunnel steel frame |
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Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| HRP20000671A2 (en) * | 2000-10-10 | 2002-04-30 | Planinc Robert | Tunnel lining made of prefabricated reinforced concrete elements and process for its manufacturing and installing |
| JP4092647B2 (en) * | 2003-06-19 | 2008-05-28 | 清水建設株式会社 | Tunnel support structure |
| CN103806919B (en) * | 2014-02-17 | 2015-10-21 | 山东大学 | For the steel grating steel arch-shelf combined supporting of dilatancy soil layer tunnel initial-stage |
| CN204941566U (en) * | 2015-08-10 | 2016-01-06 | 吉林铁道勘察设计院有限公司 | A kind of grid steel frame for reinforcing existing tunnel |
| CN106703835B (en) * | 2016-12-28 | 2019-02-05 | 中铁第四勘察设计院集团有限公司 | It is a kind of at the beginning of tunnel branch construct grid steel frame exempt from weld quick assembling supporting construction |
| CN208816144U (en) * | 2018-08-15 | 2019-05-03 | 中铁第一勘察设计院集团有限公司 | A kind of reinforcement grid steel frame for Tunnel |
| CN210264779U (en) * | 2019-06-18 | 2020-04-07 | 中交二航局第二工程有限公司 | Weak surrounding rock large deformation tunnel lock foot anchor pipe device |
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