CN207018018U - A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction - Google Patents
A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction Download PDFInfo
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- CN207018018U CN207018018U CN201720951622.1U CN201720951622U CN207018018U CN 207018018 U CN207018018 U CN 207018018U CN 201720951622 U CN201720951622 U CN 201720951622U CN 207018018 U CN207018018 U CN 207018018U
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- anchor cable
- arch
- abutment wall
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- 239000011435 rock Substances 0.000 title claims abstract description 50
- 238000010276 construction Methods 0.000 title claims abstract description 26
- 238000001125 extrusion Methods 0.000 title claims abstract description 22
- 238000003825 pressing Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 23
- 239000010959 steel Substances 0.000 claims abstract description 23
- 239000004567 concrete Substances 0.000 claims description 5
- 239000011378 shotcrete Substances 0.000 claims description 5
- 238000005553 drilling Methods 0.000 abstract description 6
- 230000000694 effects Effects 0.000 description 8
- 230000002787 reinforcement Effects 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 3
- 235000019994 cava Nutrition 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000001186 cumulative effect Effects 0.000 description 1
- 230000001687 destabilization Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Abstract
A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction, arch rate controlling anchor cable (1) therein and abutment wall rate controlling anchor cable (2) are by anchorage anchor on first layer preliminary bracing (7) surface, the spacing anchor cable in arch (3) and the spacing anchor cable of abutment wall (4) are by anchorage anchor on second layer preliminary bracing (8) surface, arch lock pin anchor cable (5) is by anchorage anchor on first layer preliminary bracing (7) surface, and abutment wall lock pin anchor cable (6) is by anchorage anchor on second layer preliminary bracing (8) surface.Realize the controlled reservoir to surrouding rock stress, reduce surrouding rock deformation rate of rise and deformation cumulant, the effective generation for controlling large deformation, avoid deforming it is excessive cause change steel arch-shelf, reduce the risk of wall damage；Also, work efficiency is improved, convenient construction personnel carry out drilling operation, it is ensured that anchor cable position is accurate, can timely tensioning.
Description
Technical field
A kind of tunnel prestress anchorage cable group's supporting construction is the utility model is related to, more specifically to a kind of extrusion pressing type is soft
Weak surrounding rock tunnel prestress anchorage cable group's supporting construction, belongs to extrusion pressing type surrounding rock tunnel technical field.
Background technology
Extrusion pressing type Support System in Soft Rock Tunnels has that deflection is big, rate of deformation is fast, deformation time is long, disturbing influence model when excavating
Enclose the characteristics of wide, and have obvious Rheological Description in the later stage.Because prestress anchorage cable is changing country rock internal force shape by prestressing force
State, there is certain effect to control deformation, therefore cable bolting is usually taken to control the deformation in tunnel at present.But due to squeezing
Die mould Support System in Soft Rock Tunnels deflection is big, deformation time length, and existing conventional cable bolting measure can not effectively control tunnel
Large deformation, often occur in later stage anchor cable and draw bad phenomenon, anchor cable need to be applied again carry out reinforcement, and anchor cable is from being bored into
Drawing need to take a significant amount of time, and apply interference effect to other flow charts when drilling, can not carry out it is parallel apply, at this
Period adds the danger that cavern caves in by deformation, and adds the duration；Meanwhile the anchor cable in later stage is easily got into drilling
Steel arch-shelf, it is unfavorable for field worker and applies.Also, the stress of cavern's different parts is different with deformation, and country rock is evenly arranged anchor
Rope, therefore not only increase construction costs, and country rock destroys rock mass structure because of hole number more.Therefore existing conventional anchor cable branch
Shield measure lacks systematic arrangement, easily causes waste, in some instances it may even be possible to broken to go back rock mass structure, it is impossible to play prestress anchorage cable completely
Effect；And reinforcement anchor cable causes construction delay, position inaccuracy is applied, it is impossible to apply in time, construction period, which even has, caves in
Possibility.
The content of the invention
The purpose of this utility model is to lack system for existing extrusion pressing type Support System in Soft Rock Tunnels cable bolting measure
Property arrangement, reinforcement anchor cable the problems such as causing construction delay, there is provided a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting
Structure.
To achieve the above object, technical solution of the present utility model is：A kind of extrusion pressing type Support System in Soft Rock Tunnels in advance should
Power anchor cable group's supporting construction, including arch rate controlling anchor cable, abutment wall rate controlling anchor cable, the spacing anchor cable in arch, the spacing anchor cable of abutment wall, arch
Lock pin anchor cable, abutment wall lock pin anchor cable, first layer preliminary bracing and second layer preliminary bracing, described first layer preliminary bracing include
First layer steel arch-shelf, described first layer steel arch-shelf are embedded in gunite concrete, and described second layer preliminary bracing includes the
Two layers of steel arch-shelf, described second layer steel arch-shelf are embedded in gunite concrete, described arch rate controlling anchor cable and abutment wall rate controlling
For anchor cable by anchorage anchor on first layer preliminary bracing surface, the spacing anchor cable in described arch and the spacing anchor cable of abutment wall pass through anchorage
For anchor on second layer preliminary bracing surface, pin anchor cable is locked by anchorage anchor on first layer preliminary bracing surface in described arch,
Described abutment wall lock pin anchor cable is by anchorage anchor on second layer preliminary bracing surface.
Described arch rate controlling anchor cable, abutment wall rate controlling anchor cable and arch lock pin anchor cable is by quincunx along tunnel ring and vertical
To arrangement, and the spacing of longitudinal direction is 2 times of first layer steel arch-shelf spacing.
The spacing anchor cable in described arch, the spacing anchor cable of abutment wall and abutment wall lock pin anchor cable, along tunnel ring and are indulged by rectangle
To arrangement, longitudinal spacing is 2 times of first layer steel arch-shelf spacing.
Described arch rate controlling anchor cable has been evenly arranged 4~8 along arch ring, and the axis of arch rate controlling anchor cable is tunnel
The radial direction of wall.
Described abutment wall rate controlling anchor cable has been evenly arranged 2~3 respectively along the side wall ring of tunnel two, abutment wall rate controlling anchor cable
Axis be horizontal direction.
Described arch lock pin anchor cable is respectively disposed with 1 at the arch springing of tunnel both sides, and positioned at 0.4m above arch springing~
At 0.6m.
The spacing anchor cable in described arch is respectively disposed with 1 at tunnel vault and both sides haunch respectively, the spacing anchor cable in arch
Axis be tunnel wall radial direction.
Maximum is respectively disposed with 1 to the spacing anchor cable of described abutment wall across place in the arch springing and wall of tunnel both sides respectively, abutment wall
The axis of spacing anchor cable 4 is horizontal direction.
Described abutment wall lock pin anchor cable is respectively disposed with 1 at the foundation of tunnel both sides, and abutment wall locks pin anchor cable to inverted arch surface
For 0.4m~0.6m.
Compared with prior art, the beneficial effects of the utility model are：
The utility model is novel, simple in construction, and it uses " four-dimension " of prestress anchorage cable group progress room and time
Supporting, spatially played Multi anchorage effect, make the metastable country rock of the country rock of disturbance region, deep and anchor cable jointly by
Power, the intensity of the country rock body disturbed is improved, reduce tunnel Zhou Li stress concentration phenomenon, improve country rock internal force, limitation
Displacement, improves the stability of country rock, and improves the force structure of first layer preliminary bracing and second layer preliminary bracing, and especially
One layer of preliminary bracing turns into multispan girder construction, so as to improve the supporting energy of first layer preliminary bracing and second layer preliminary bracing
Power.
Brief description of the drawings
Fig. 1 is the circumferentially disposed schematic diagram of the utility model.
Fig. 2 is that the utility model is longitudinally arranged expanded schematic diagram.
Fig. 3 is the anchor cable position view that tensioning is carried out after first layer preliminary bracing applies in the utility model.
Fig. 4 is the anchor cable lengthwise position expansion signal that tensioning is carried out after first layer preliminary bracing applies in the utility model
Figure.
Fig. 5 is the anchor cable position view that tensioning is carried out after second layer preliminary bracing applies in the utility model.
Fig. 6 is the anchor cable lengthwise position expansion signal that tensioning is carried out after second layer preliminary bracing applies in the utility model
Figure.
In figure, arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2, the spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall, arch lock pin
Anchor cable 5, abutment wall lock pin anchor cable 6, first layer preliminary bracing 7, second layer preliminary bracing 8.
Embodiment
The utility model is described in further detail below in conjunction with brief description of the drawings and embodiment.
Referring to Fig. 1 to Fig. 2, a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction, including arch rate controlling
Anchor cable 1, abutment wall rate controlling anchor cable 2, the spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall, arch lock pin anchor cable 5, abutment wall lock pin anchor cable 6,
First layer preliminary bracing 7 and second layer preliminary bracing 8.Described first layer preliminary bracing 7 is conventional preliminary bracing, at the beginning of first layer
Phase supporting 7 includes first layer steel arch-shelf, and described first layer steel arch-shelf is embedded in injection coagulation；Described second layer branch at initial stage
Shield 8 is conventional preliminary bracing, and second layer preliminary bracing 8 includes second layer steel arch-shelf, and described second layer steel arch-shelf is embedded in spray
Penetrate in coagulation.Described arch rate controlling anchor cable 1 and two side wall rate controlling anchor cables 2 are by anchorage anchor in the table of first layer preliminary bracing 7
On face, the spacing side wall deadline anchor rope 4 of anchor cable 3 and two in described arch by anchorage anchor on the surface of second layer preliminary bracing 8,
By anchorage anchor on the surface of first layer preliminary bracing 7, described abutment wall lock pin anchor cable 6 passes through described arch lock pin anchor cable 5
Anchorage anchor is on the surface of second layer preliminary bracing 8.Specifically, described arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2, arch limit
Position anchor cable 3, the spacing anchor cable 4 of abutment wall, arch lock pin anchor cable 5 and abutment wall lock pin anchor cable 6 are arranged in each steel arch of layer preliminary bracing two
Gunite concrete surface between frame.
Referring to Fig. 1 to Fig. 2, described arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2 and arch lock pin anchor cable 5 press plum blossom
Shape is along tunnel ring and is longitudinally arranged, and the spacing of longitudinal direction is 2 times of first layer steel arch-shelf spacing.
Referring to Fig. 1 to Fig. 2, the spacing anchor cable 3 in described arch, the spacing anchor cable 4 of abutment wall and abutment wall lock pin anchor cable 6, by square
Shape is along tunnel ring and is longitudinally arranged, and longitudinal spacing is 2 times of first layer steel arch-shelf spacing.
Referring to Fig. 1 to Fig. 2, described arch rate controlling anchor cable 1 has been evenly arranged 4~8 along arch ring, particular number by
Tunnel cross-section size determines；The axis of arch rate controlling anchor cable 1 is the radial direction of tunnel wall.
Referring to Fig. 1 to Fig. 2, described abutment wall rate controlling anchor cable 2 has been evenly arranged 2~3 respectively along the side wall ring of tunnel two
Root, particular number are determined by tunnel cross-section size；The axis of abutment wall rate controlling anchor cable 2 is horizontal direction.
Referring to Fig. 1 to Fig. 2, described arch lock pin anchor cable 5 is respectively disposed with 1 at the arch springing of tunnel both sides, and positioned at arch
Above pin at 0.4m~0.6m.
Referring to Fig. 1 to Fig. 2, the spacing anchor cable 3 in described arch is respectively disposed with 1 at tunnel vault and both sides haunch respectively
Root, the axis of the spacing anchor cable 3 in arch are the radial direction of tunnel wall.
Referring to Fig. 1 to Fig. 2, maximum is each across place in the arch springing and wall of tunnel both sides respectively for the spacing anchor cable 4 of described abutment wall
1 is disposed with, the axis of the spacing anchor cable 4 of abutment wall is horizontal direction.
Referring to Fig. 1 to Fig. 2, described abutment wall lock pin anchor cable 6 is respectively disposed with 1 at the foundation of tunnel both sides, abutment wall lock pin
Anchor cable 6 to inverted arch surface is 0.4m~0.6m.
Referring to Fig. 1 to Fig. 6, a kind of construction technology of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group, it uses timesharing
Between, in batches, Divisional carry out retention tensioning, controlled reservoir of the early stage to surrouding rock stress is realized from the time, is fully passed through
The Deformation control theory of thorough extrusion pressing type Support System in Soft Rock Tunnels " anti-put be combined, early stage, being controlled property discharged based on putting ", solution
The TERM DEFORMATION problem that later stage rheological behavior of surrounding rocks of having determined is brought, provides reinforcement, protects two linings safe；Reduce surrouding rock deformation increasing
Long speed and deformation cumulant, the effective generation for controlling large deformation, avoid deforming it is excessive cause change steel arch and add, reduce country rock
The risk to collapse.Also, in anchor cable organizational aspects, constructed using bored grouting simultaneously, improve work efficiency, reduce what anchor cable repeated
Activity time is applied, the timely tensioning of energy carries out reinforcement to country rock, and convenient construction personnel carry out drilling operation, it is ensured that anchor cable position
Accurately.Specifically include following step：
Step 1, engineering test phase is chosen, using geological radar or internal displacement for surrounding rock method of testing etc., obtain tunnel
Relaxation zone scope after excavation, so that it is determined that arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2, the spacing anchor cable 3 in arch, abutment wall are spacing
The length of anchor cable 4, arch lock pin anchor cable 5 and abutment wall lock pin anchor cable 6.
Step 2, benching tunnelling method routinely or merological approach tunneling, first layer preliminary bracing 7 is carried out immediately.
Step 3, after first layer preliminary bracing 7 applies 8~10m distances, arch rate controlling anchor cable 1, side are carried out in corresponding site
Wall rate controlling anchor cable 2, the spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall, arch lock pin anchor cable 5, abutment wall are locked the drilling of pin anchor cable 6, worn
Lock, and the slip casting for completing to consolidate end applies；
Step 4, when arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2, the spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall, arch
When mortar strength in lock pin anchor cable 5, the hole of abutment wall lock pin anchor cable 6 reaches design strength more than 70%, to arch rate controlling anchor cable 1,
Abutment wall rate controlling anchor cable 2 and arch lock pin anchor cable 5 carry out reserved tensioning, and tensioning value is the 40%~50% of total stretching force；By right
Tensioning value controls so that it is empty that arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2 and arch lock pin anchor cable 5 can reserve part elongation
Between together with country rock compatible deformation, allow country rock deform while again limitation surrouding rock deformation rate of rise, so as to realize
To the controlled reservoir of surrouding rock stress.The spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall and abutment wall lock pin anchor cable 6 are without opening simultaneously
Draw.
Step 5, cutting arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2, the spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall, arch
Portion's lock pin anchor cable 5 and the exposed parts of abutment wall lock pin anchor cable 6, wherein arch rate controlling anchor cable 1, abutment wall rate controlling anchor cable 2 and arch lock pin
It is 10cm~20cm that the exposed parts of anchor cable 5, which retain length, and the spacing anchor cable 3 in arch, the spacing anchor cable 4 of abutment wall and abutment wall lock pin anchor cable
It is 1.5m~2m that 6 exposed parts, which retain length,.
Step 6, when tunnel arch wall, which has formed full face length, reaches 5~10m, apply second layer preliminary bracing 8；
Step 7, in the range of having completed second layer preliminary bracing 8 and having applied, to the spacing anchor cable in arch 3, abutment wall deadline anchor
The tensioning value of rope 4 and the progress tensioning of abutment wall lock pin anchor cable 6, the spacing anchor cable 3 in arch and the spacing anchor cable 4 of abutment wall is by total stretching force
70%~80% carries out tensioning, and abutment wall lock pin anchor cable 6 carries out tensioning by the 100% of total stretching force, after the completion of tensioning, cuts arch
The exposed parts of the spacing anchor cable 4 of spacing anchor cable 3, abutment wall and abutment wall lock pin anchor cable 6, exposed parts retain length be 10cm~
20cm.Here by the supporting that the spacing anchor cable 3 in arch and the spacing anchor cable 4 of abutment wall are carried out in the larger region of stress concentration, control
Displacement Cumulative deflection, and the spacing anchor cable 3 in arch and the spacing anchor cable 4 of abutment wall leave certain elongation and play cushioning effect, are
Reinforcement measure, so as to prevent that the structure of two linings is safe；Abutment wall lock pin anchor cable 6 prevents wall rock destabilization when inverted arch excavates, and improves country rock
The inverted arch of stability, especially big cross section excavates.
Step 8, apply inverted arch and packed layer.
Step 9, repeat step two to step 8, when the rate of deformation for thering are two enough linings to apply space and tunnel monitoring
Control applies two linings immediately when in the range of design or code requirement.
Referring to Fig. 1 to Fig. 6, the utility model be by prestressed group anchorage on room and time to extrusion pressing type weak surrounding rock
Tunnel carries out " four-dimension " supporting control：Spatially using quincunx and two kinds of arrangements of rectangle, and circumferentially enter respectively
Row is uniform targetedly to be arranged, gives full play to Multi anchorage effect；In time, all anchor cables, which use, is drilled and is noted simultaneously
Slurry applies, but divides time phase, Divisional, the reserved tensioning for carrying out different stage respectively, realizes the release of controlling.Reduce
Surrouding rock deformation rate of rise and deformation cumulant, the effective generation for controlling large deformation, avoid deforming it is excessive cause change steel arch
Frame, reduce the risk that country rock collapses；Also, improve work efficiency, that reduces that anchor cable repeats applies activity time, can timely tensioning,
Reinforcement is carried out to country rock, convenient construction personnel carry out drilling operation, it is ensured that anchor cable position is accurate.
Above content is to combine specific preferred embodiment further detailed description of the utility model, it is impossible to
Assert that specific implementation of the present utility model is confined to these explanations.For the ordinary skill of the utility model art
For personnel, without departing from the concept of the premise utility, some simple deduction or replace, said structure can also be made
The scope of protection of the utility model should be all considered as belonging to.
Claims (9)
- A kind of 1. extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction, it is characterised in that：Including arch rate controlling anchor cable (1), abutment wall rate controlling anchor cable (2), the spacing anchor cable in arch (3), the spacing anchor cable of abutment wall (4), arch lock pin anchor cable (5), abutment wall lock pin Anchor cable (6), first layer preliminary bracing (7) and second layer preliminary bracing (8), described first layer preliminary bracing (7) include first Layer steel arch-shelf, described first layer steel arch-shelf are embedded in gunite concrete, and described second layer preliminary bracing (8) includes second Layer steel arch-shelf, described second layer steel arch-shelf are embedded in gunite concrete, described arch rate controlling anchor cable (1) and abutment wall rate controlling Anchor cable (2) by anchorage anchor on first layer preliminary bracing (7) surface, the spacing anchor cable in described arch (3) and abutment wall deadline anchor Rope (4) is by anchorage anchor on second layer preliminary bracing (8) surface, and described arch lock pin anchor cable (5) is by anchorage anchor the On one layer of preliminary bracing (7) surface, described abutment wall lock pin anchor cable (6) is by anchorage anchor on second layer preliminary bracing (8) surface On.
- 2. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：Described arch rate controlling anchor cable (1), abutment wall rate controlling anchor cable (2) and arch lock pin anchor cable (5) is by quincunx along tunnel ring Be longitudinally arranged, and the spacing of longitudinal direction is 2 times of first layer steel arch-shelf spacing.
- 3. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：The spacing anchor cable in described arch (3), the spacing anchor cable of abutment wall (4) and abutment wall lock pin anchor cable (6), by rectangle along tunnel ring Be longitudinally arranged, longitudinal spacing is 2 times of first layer steel arch-shelf spacing.
- 4. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：Described arch rate controlling anchor cable (1) has been evenly arranged 4~8 along arch ring, and the axis of arch rate controlling anchor cable (1) is tunnel The radial direction of road wall.
- 5. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：Described abutment wall rate controlling anchor cable (2) has been evenly arranged 2~3 respectively along the side wall ring of tunnel two, abutment wall rate controlling anchor cable (2) axis is horizontal direction.
- 6. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：Described arch lock pin anchor cable (5) is respectively disposed with 1 at the arch springing of tunnel both sides, and positioned at 0.4m~0.6m above arch springing Place.
- 7. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：The spacing anchor cable in described arch (3) is respectively disposed with 1 at tunnel vault and both sides haunch respectively, the spacing anchor cable in arch (3) Axis be tunnel wall radial direction.
- 8. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：Maximum is respectively disposed with 1 to the spacing anchor cable of described abutment wall (4) across place in the arch springing and wall of tunnel both sides respectively, abutment wall limit The axis of position anchor cable (4) is horizontal direction.
- 9. a kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction according to claim 1, its feature exist In：Described abutment wall lock pin anchor cable (6) is respectively disposed with 1 at the foundation of tunnel both sides, abutment wall lock pin anchor cable (6) to inverted arch surface For 0.4m~0.6m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720951622.1U CN207018018U (en) | 2017-08-01 | 2017-08-01 | A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720951622.1U CN207018018U (en) | 2017-08-01 | 2017-08-01 | A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction |
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| Publication Number | Publication Date |
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| CN207018018U true CN207018018U (en) | 2018-02-16 |
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ID=61477765
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720951622.1U Withdrawn - After Issue CN207018018U (en) | 2017-08-01 | 2017-08-01 | A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group's supporting construction |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107503779A (en) * | 2017-08-01 | 2017-12-22 | 中铁十局集团有限公司 | A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group supporting construction and construction technology |
-
2017
- 2017-08-01 CN CN201720951622.1U patent/CN207018018U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107503779A (en) * | 2017-08-01 | 2017-12-22 | 中铁十局集团有限公司 | A kind of extrusion pressing type Support System in Soft Rock Tunnels prestress anchorage cable group supporting construction and construction technology |
| CN107503779B (en) * | 2017-08-01 | 2024-04-02 | 中铁十一局集团有限公司 | Extrusion type weak surrounding rock tunnel prestressed anchor cable group supporting structure and construction process |
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