CN209339965U - A kind of support lining device - Google Patents
A kind of support lining device Download PDFInfo
- Publication number
- CN209339965U CN209339965U CN201821839667.0U CN201821839667U CN209339965U CN 209339965 U CN209339965 U CN 209339965U CN 201821839667 U CN201821839667 U CN 201821839667U CN 209339965 U CN209339965 U CN 209339965U
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- backing plate
- rock mass
- anchorage
- support lining
- lining device
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Abstract
The utility model relates to rock mass in tunnel supporting and prevention and control fields, more particularly to a kind of support lining device, comprising: which being arranged in allowing for rock mass in plum blossom dot matrix presses anchorage, described allow between pressure anchorage and rock mass is provided with backing plate, the backing plate includes the porous backing plate and single hole backing plate of alternate intervals setting, and drawknot has cable wire between each backing plate.The utility model is allowing between pressure anchorage and rock mass, it is used using porous backing plate and single hole backing plate alternate intervals, adjacent is allowed pressure anchorage to be integrated into an entirety by porous backing plate, reinforce the anchor force at the position, single hole backing plate provides certain fairness limit, and single hole backing plate is connect with porous backing plate using cable wire, form the support system coupled hardness with softness, it can play the role of support lining in large deformation underground engineering, and due to the surplus with allowable strain, the support system do not allow it is vulnerable, can continue provide support lining effect.
Description
Technical field
The utility model relates to rock mass in tunnel supporting and prevention and control fields, in particular to a kind of support lining device.
Background technique
Currently, being directed to the large deformation problem of tunnel soft rock, what is generallyd use is that the design passively rigidly carried is made in strong supporting
Theory and traditional means still continue to use old traditional mode mostly in terms of support pattern and process materials, i.e. preliminary bracing is adopted
Make combined supporting with the secondary concrete+conventional rigid grouting rock bolt+steel arch-shelf of spray again of steel mesh, secondary lining uses and is molded into the ratio of reinforcement
Rigid reinforcement concrete high, thickness is big.In being mainly characterized by for such supporting, just branch and the rigidity of two linings are big, supporting power is strong, cost
It is high.
Serious deformation section to be sayed, steel arch-shelf generates backfin distortion or is cut and missed surely because compression charge values are excessive,
There is serious cracking and breaks to dissipate the breakoff phenomenons such as block in spray concrete, and country rock deformation pressure can be with the time and sustainable growth develops, general
Logical rigidity anchor pole mostly breaks failure because being unable to the excessive deformation of suitable for surrounding rock.
Therefore, how to seek to balance between supporting rock mass and the deformation for allowing rock mass, to avoid support system failure, rock
Body, which collapses, causes safety accident, is large deformation underground engineering support system urgent problem to be solved.
Utility model content
The utility model is intended to provide a kind of support lining device, for the underground engineering of supporting aximal deformation value, is formed rigid
Support system that is soft and helping solves support system failure, rock mass in large deformation underground engineering in the prior art and collapses and cause safety
The problem of accident.
The embodiments of the present invention are achieved in that
The utility model embodiment provides a kind of support lining device comprising: allowing for rock mass is arranged in plum blossom dot matrix
Press anchorage, described allow between pressure anchorage and rock mass is provided with backing plate, the backing plate include alternate intervals setting porous backing plate and
Single hole backing plate, drawknot has cable wire between each backing plate.
The utility model is allowing between pressure anchorage and rock mass, is used using porous backing plate and single hole backing plate alternate intervals, more
Adjacent is allowed pressure anchorage to be integrated into an entirety by hole backing plate, reinforces the anchor force at the position, single hole backing plate provides certain appearance
Perhaps deflection, and connect single hole backing plate with porous backing plate using cable wire, the support system coupled hardness with softness is formed, in large deformation
It can play the role of support lining in lower engineering, and due to the surplus with allowable strain, which does not allow vulnerable, energy
Support lining effect is enough persistently provided.
In an embodiment of the present invention, further, the porous backing plate includes bar shaped backing plate, the bar shaped
For backing plate along long to multiple apertures are arranged with, the bar shaped backing plate, which is approximately perpendicular to, excavates direction setting, the bar shaped backing plate and institute
It states single hole backing plate and is alternatively arranged along direction is excavated.
In an embodiment of the present invention, further, before tensioning cable wire, the steel arch of supporting section is first set
Frame, the steel arch-shelf are arranged at intervals at described allow and press between anchorage.
In an embodiment of the present invention, further, after allowing pressure anchorage to be provided with, hung in cross-sectional face
Steel wire, the steel wire include hanging on the multi-disc for allowing and pressing between anchorage, are reserved between the adjacent steel wire
Interval.
In an embodiment of the present invention, further, the cable wire is allowed described in and presses anchorage tensioning and shape
At graticules, the steel wire network edge and the cable wire drawknot are fixed using drawknot line.
In an embodiment of the present invention, further, in the steel wire net surface shotcrete layer, and
Slot is poured after reserving at the intervallum of the steel wire.
In an embodiment of the present invention, further, the part for allowing pressure anchorage to expose rock mass is provided with
For quickly identifying the mark line of rock mass deformation amount, when rock mass deformation and when sliding at the mark line, slot filling is poured backward
Concrete.
In an embodiment of the present invention, further, steel grating of the setting for bearing on rock mass surface.
In an embodiment of the present invention, further, steel wire is hung on steel grating surface and sprays coagulation
Soil layer.
It is further, described that pressure anchorage is allowed to include the interior pressure anchorage that allows in an embodiment of the present invention.
The beneficial effects of the utility model include:
The utility model is allowing between pressure anchorage and rock mass, is used using porous backing plate and single hole backing plate alternate intervals, more
Adjacent is allowed pressure anchorage to be integrated into an entirety by hole backing plate, reinforces the anchor force at the position, single hole backing plate provides certain appearance
Perhaps deflection, and connect single hole backing plate with porous backing plate using cable wire, the support system coupled hardness with softness is formed, in large deformation
It can play the role of support lining in lower engineering, and due to the surplus with allowable strain, which does not allow vulnerable, energy
Support lining effect is enough persistently provided.
Detailed description of the invention
It, below will be to use required in embodiment in order to illustrate more clearly of the technical solution of the utility model embodiment
Attached drawing be briefly described, it should be understood that the following drawings illustrates only some embodiments of the utility model, therefore should not be by
Regard the restriction to range as, for those of ordinary skill in the art, without creative efforts, may be used also
To obtain other relevant attached drawings according to these attached drawings.
Fig. 1 is the method for protecting support flow chart of support lining device provided by the embodiment of the utility model；
Fig. 2 is tunnel cross-section structural schematic diagram provided by the embodiment of the utility model；
Fig. 3 is the arrangement schematic diagram provided by the embodiment of the utility model for allowing and pressing anchorage；
Fig. 4 is the layout drawing of porous backing plate and single hole backing plate provided by the embodiment of the utility model；
Fig. 5 is the layout drawing of steel wire provided by the embodiment of the utility model；
Fig. 6 is the structural schematic diagram provided by the embodiment of the utility model for allowing and pressing anchorage.
Icon: the first concrete layer of 1-；2-, which allows, presses anchorage；21- anchor pole；22- anchor set；23- pressure part；The second concrete of 3-
Layer；Slot is poured after 4-；5- steel arch-shelf；6- backing plate；The porous backing plate of 61-；62- single hole backing plate；7- steel wire；8- cable wire；9- drawknot line.
Specific embodiment
It is practical new below in conjunction with this to keep the objectives, technical solutions, and advantages of the embodiments of the present invention clearer
Attached drawing in type embodiment, the technical scheme in the utility model embodiment is clearly and completely described, it is clear that is retouched
The embodiment stated is the utility model a part of the embodiment, instead of all the embodiments.Usually here in attached drawing description and
The component of the utility model embodiment shown can be arranged and be designed with a variety of different configurations.
Therefore, requirement is not intended to limit to the detailed description of the embodiments of the present invention provided in the accompanying drawings below
The scope of the utility model of protection, but it is merely representative of the selected embodiment of the utility model.Based in the utility model
Embodiment, every other embodiment obtained by those of ordinary skill in the art without making creative efforts, all
Belong to the range of the utility model protection.
It should also be noted that similar label and letter indicate similar terms in following attached drawing, therefore, once a certain Xiang Yi
It is defined in a attached drawing, does not then need that it is further defined and explained in subsequent attached drawing.
In the description of the present invention, it should be noted that if occur term " center ", "upper", "lower", " left side ",
The orientation or positional relationship of the instructions such as " right side ", "vertical", "horizontal", "inner", "outside" is orientation based on the figure or position
Relationship or the utility model product using when the orientation or positional relationship usually put, be merely for convenience of describing this reality
It is described with novel with simplified, rather than the device or element of indication or suggestion meaning must have a particular orientation, with specific
Orientation construction and operation, therefore should not be understood as limiting the present invention.If in addition, occurring in the description of the utility model
Term " first ", " second " etc. are only used for distinguishing description, are not understood to indicate or imply relative importance.
If being not offered as requiring component in addition, occurring the terms such as term "horizontal", "vertical" in the description of the utility model
Abswolute level or pendency, but can be slightly tilted.If "horizontal" only refers to that its direction is more horizontal with respect to for "vertical",
It is not to indicate that the structure is had to fully horizontally, but can be slightly tilted.
In the description of the present invention, it should also be noted that, unless otherwise clearly defined and limited, if there is art
Language " setting ", " installation ", " connected ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, be also possible to detachable
Connection, or be integrally connected；It can be mechanical connection, be also possible to be electrically connected；It can be directly connected, centre can also be passed through
Medium is indirectly connected, and can be the connection inside two elements.It for the ordinary skill in the art, can specific feelings
Condition understands the concrete meaning of above-mentioned term in the present invention.
Embodiment
A kind of support lining device in supporting rock mass and allows Lithosphere deformation for the underground engineering of supporting aximal deformation value
Between equalization point is set, solve support system failure, rock mass in large deformation underground engineering in the prior art and collapse and cause safe thing
Therefore problem.
The present embodiment is by taking tunnel cross-section excavation and supporting as an example.
Attached drawing 1 is please referred to, this support lining device includes pre support, first time supporting and second of supporting.
Pre support:
After section excavation, the first concrete layer 1 is sprayed to section immediately, plays the effect for consolidating section immediately, first is mixed
The thickness about 5cm of solidifying soil layer 1, as shown in Fig. 2.
First time supporting:
Anchor hole is radially drilled through to rock mass, blows the floating ash in anchor hole using high-pressure pump, squeezes into allow and presses anchorage 2.
Attached drawing 3 is please referred to, pressure anchorage 2 is allowed to arrange using plum blossom-shaped dot matrix.
Backing plate 6 is sheathed on to allow and is pressed outside anchorage 2, attached drawing 4 is please referred to, backing plate 6 includes porous backing plate 61 and single hole backing plate
62 two kinds, the aperture correspondence one of backing plate 6, which allows, presses anchorage 2.
In the present embodiment, porous backing plate 61 includes bar shaped backing plate, and each bar shaped backing plate is along long to being arranged with multiple apertures.?
In other embodiments, porous backing plate 61 also may include one of triangle, circle, square or other are irregular
Shape.
Bar shaped backing plate is approximately perpendicular to the excavation direction in tunnel, and multiple bar shaped backing plates are end to end, is formed such as in tunnel
Attached 61 groups of porous backing plate shown in Fig. 4.
Referring to shown in attached drawing 4, bar shaped backing plate is sheathed on every row and allows on pressure anchorage 2, and single hole backing plate 62 is sheathed on every row and allows pressure
On anchorage 2, bar shaped backing plate and the setting of 62 transpostion interval of single hole backing plate.
It fixes after allowing pressure anchorage 2, the steel arch-shelf 5 of bearing rock mass is set in tunnel cross-section, is please referred to shown in attached drawing 4, institute
It states steel arch-shelf 5 and is arranged at intervals at described allow between pressure anchorage 2.Rock mass can be further supported by the way that steel arch-shelf 5 is arranged, prevents from becoming
Shape reinforces the support force of the support system provided by the utility model with allowable strain surplus using steel arch-shelf 5.
After fixing steel arch-shelf 5, as shown in Fig. 4, tensioning cable wire 8 is by adjacent 6 drawknot of the backing plate.Porous backing plate 61
It allows pressure anchorage 2 to be integrated into an entirety adjacent, reinforces the anchor force at the position, and single hole pad is set by porous backing plate 61
Plate 62, and connect single hole backing plate 62 with porous backing plate 61 using cable wire 8, couple hardness with softness, while reinforcing anchor force, and has
There is the surplus of certain allowable strain, support lining can be played the role of in large deformation underground engineering, and allow due to having
The surplus of deformation, the support system do not allow it is vulnerable, can continue provide support lining effect.
In order to further increase the effect of flexible support, strengthening supporting intensity, after allowing pressure anchorage 2 to be provided with, described
Cross-sectional face hangs steel wire 7, and the steel wire 7 includes hanging on the multi-disc for allowing and pressing between anchorage 2, the adjacent steel
Interval is reserved between silk screen 7.
In order to reinforce the globality of the support system, please refer to shown in attached drawing 5, by the cable wire 8 along the pressure anchorage 2 that allows
Tensioning simultaneously forms graticules, is fixed 7 edge of steel wire and 8 drawknot of cable wire using drawknot line 9.
The graticules that above-mentioned cable wire 8 is formed can be pre-machined with steel wire 7 to be connected as one, after completing, then
The net of one, each backing plate 6 are connected by drawknot line 9.
In order to further protect rock mass section, rock mass deformation is prevented and treated, is please referred to shown in attached drawing 2, on 7 surface of steel wire
The second concrete layer 3 is sprayed, and in order to avoid concrete layer that extruding or tensile failure occur due to rock mass large deformation as far as possible,
Slot 4 is poured after reserving at the intervallum of the steel wire 7.In subterranean tunnel, rock mass deformation can generally compress tunnel bore, therefore
In order to avoid deformation failure concrete layer, slot 4 is poured after above-mentioned and is roughly parallel to excavation direction, after reserving when tunnel deformation
The gap shrinks of slot 4 are poured, the effect for avoiding damage to concrete layer entirety can be played, support system is less likely to occur to destroy,
Stability is higher.
The first time method for protecting support of large deformation underground engineering provided by the utility model, support lining device have multiple
Fairness limit can allow rock mass anchor system under certain deformation not destroy, discharge the internal pressure of rock mass deformation, and
Continue to provide anchor force to rock mass.
It is provided by the utility model that pressure anchorage 2 is allowed to use using porous backing plate 61 with 62 alternate intervals of single hole backing plate, it is porous
Adjacent is allowed pressure anchorage 2 to be integrated into an entirety by backing plate 61, reinforces the anchor force at the position, and is arranged by porous backing plate 61
Single hole backing plate 62, and connect single hole backing plate 62 with porous backing plate 61 using cable wire 8, couple hardness with softness, is reinforcing the same of anchor force
When, and the surplus with certain allowable strain, support lining can be played the role of in large deformation underground engineering, and due to tool
Have the surplus of allowable strain, the support system do not allow it is vulnerable, can continue provide support lining effect.
Second of supporting:
After the completion of above-mentioned first time supporting, datum mark, the rock mass are equipped in the rock mass bottom ground stabilizers position
Observation point is set on second concrete layer 3 on surface, uses the displacement of apparatus measures observation point relative datum point.
Further, for convenience observe, it is described allow pressure anchorage 2 on alarm device is set.
The alarm device includes that the mark line for allowing and pressing on anchorage 2 is arranged in.When rock mass deforms within a certain period of time
Excessive velocities, and when sliding onto mark line, then support system is reinforced, second of supporting is carried out to rock mass.
The concrete mode of second of supporting can be with are as follows: pours 4 fill concrete of slot backward.After rock mass undergoes large deformation, in
Pressure is released, and rock mass tends towards stability, and by pouring 4 fill concrete of slot backward, is integrated concrete layer is cementing, strengthening supporting
The rigidity of system promotes the durability of support system；The case where not tending towards stability still for rock mass experience deformation, can play
The rigidity of strengthening supporting system and the effect of supporting intensity prevent and treat rock mass deformation.
The concrete mode of second of supporting can be with are as follows: steel grating of the setting for bearing on rock mass surface, further,
For the rigidity and supporting intensity of strengthening supporting system, the second steel wire is hung on steel grating surface and sprays third concrete
Layer.
Anchoring process provided by the utility model has multiple fairness limit, and rock mass can be allowed in certain deformation feelings
Anchor system does not destroy under condition, discharges the internal pressure of rock mass deformation, and continues to provide anchor force to rock mass.
It is provided by the utility model that pressure anchorage 2 is allowed to use using porous backing plate 61 with 62 alternate intervals of single hole backing plate, it is porous
Adjacent is allowed pressure anchorage 2 to be integrated into an entirety by backing plate 61, reinforces the anchor force at the position, and is arranged by porous backing plate 61
Single hole backing plate 62, and connect single hole backing plate 62 with porous backing plate 61 using cable wire 8, couple hardness with softness, is reinforcing the same of anchor force
When, and the surplus with certain allowable strain, support lining can be played the role of in large deformation underground engineering, and due to tool
Have the surplus of allowable strain, the support system do not allow it is vulnerable, can continue provide support lining effect.
Optionally, it is above-mentioned allow pressure anchorage 2 include in allow and pressure anchorage and allow pressure anchorage outside.The utility model not to allow pressure anchorage
2 concrete types are limited.It allows pressure anchorage 2 to press anchorage using outer allow in the present embodiment, can also use in other embodiments
It inside allows and presses anchorage.
Referring to shown in attached drawing 3, above-mentioned allows pressure anchorage 2 to include going deep into rock mass anchor set 22 and anchor pole 21,21 liang of the anchor pole
The anchor set 22 is stretched out at end.
Described 21 one end of anchor pole stretches out the anchor set 22 until the anchor hole bottom, the anchor pole 21 is hollow and is stretching out institute
The side wall for stating anchor set 22 to the anchor hole bottom stage is equipped with through-hole.
The other end of anchor pole 21 exposes rock mass, one end of the exposing rock mass is connect with high-pressure grout injector, the high pressure injection
Cementing agent is squeezed out cementing agent from the anchor pole 21 by pulp grinder from the through-hole of anchor pole 21 injects the anchor hole, passes through high-pressure grout injector
Increase pressure, cementing agent is pressed into the rock cranny around anchor hole, after rock cranny is filled, pressure is reduced, makes cementing agent
Fill up hollow anchor pole 21.
It is by being arranged hollow anchor pole 21, and to rock cranny grouting under pressure, the rock mass for being easy discrete is cementing, reinforce rock
The overall stiffness of body, plays the control efficiency of prevention rock mass deformation, and can reinforce the connection of anchor pole 21 Yu deep rock mass, most
After fill up anchor pole 21 and make its hardening, reinforce anchoring strength.
Then multiple pressure parts 23 are fixedly installed in one end that anchor pole 21 exposes rock mass, are applied to the pressure part 23 close to rock mass
Prestressing pushes against anchor set 22 with rock mass.As shown in Fig. 3, preset clearance between adjacent pressure part 23, this is reserved
Gap according to the intended deformations amount of rock mass determine.
In the present embodiment, in order to further be easily installed, anchor pole 21 exposes rock mass section surface and is provided with screw thread, the pressure-bearing
Part 23 is provided with threaded hole, and the pressure part 23 is threadedly engaged with the anchor pole 21, exposes rock mass section in the anchor pole 21 and screws on
Multiple pressure parts 23, and the pressure part 23 that will be close to rock mass is tightened, then described held along far from rock mass direction by each
Casting die 23 successively presses.By the way that the pressure part 23 that is threadedly engaged is arranged, be easily installed pressure part 23, and conveniently by turn come to
Pressure part 23 close to rock mass applies prestressed, and after adding pressure part 23 to press, pressure part 23 can be further steadily solid
Due to the corresponding position of anchor pole 21, only rock mass deformation and stretches again and is possible in the case of anchor pole 21 slide along anchor pole 21,
Strengthen anchor force.
It is above-mentioned to allow pressure anchorage 2 in the supporting early period of the grouting under pressure into rock cranny in advance, rock cranny is filled, will be easy
Discrete rock mass is cementing, reinforces the overall stiffness of rock mass, play prevention rock mass deformation effect, and can reinforce anchor pole 21 with
The effect of prevention and treatment underground engineering large deformation in advance is played in the connection of deep rock mass.It is in prevention and treatment deformation, in supporting rock mass and allow
The characteristics of being balanced between Lithosphere deformation solves support system failure, rock mass in large deformation underground engineering in the prior art and collapses
It collapses the problem of causing safety accident.
Optionally, above-mentioned alarm device includes the alarm device being set on an above-mentioned pressure part 23, alarm device packet
Inductor, controller, warning light are included, when pressure part 23 destroys, inductor transmits signal to controller, and controller starts warning light
It lights, then support system is reinforced at this time, second of supporting is carried out to rock mass.
The utility model is allowing between pressure anchorage 2 and rock mass, is made using porous backing plate 61 and 62 alternate intervals of single hole backing plate
With adjacent is allowed pressure anchorage 2 to be integrated into an entirety by porous backing plate 61, reinforces the anchor force at the position, single hole backing plate 62 mentions
Single hole backing plate 62 is connect with porous backing plate 61 for certain fairness limit, and using cable wire 8, forms the supporting coupled hardness with softness
System can play the role of support lining in large deformation underground engineering, and due to the surplus with allowable strain, the prop
System do not allow it is vulnerable, can continue provide support lining effect.
The above descriptions are merely preferred embodiments of the present invention, is not intended to limit the utility model, for this
For the technical staff in field, various modifications and changes may be made to the present invention.It is all in the spirit and principles of the utility model
Within, any modification, equivalent replacement, improvement and so on should be included within the scope of protection of this utility model.
Claims (10)
1. a kind of support lining device, characterized by comprising:
Allowing for rock mass is arranged in plum blossom dot matrix and presses anchorage, and described allow between pressure anchorage and rock mass is provided with backing plate, the backing plate
Including porous backing plate and single hole backing plate that alternate intervals are arranged, drawknot has cable wire between each backing plate.
2. a kind of support lining device according to claim 1, it is characterised in that: the porous backing plate includes bar pad
Plate, for the bar shaped backing plate along long to multiple apertures are arranged with, the bar shaped backing plate, which is approximately perpendicular to, excavates direction setting, the item
Shape backing plate is alternatively arranged with the single hole backing plate along direction is excavated.
3. a kind of support lining device according to claim 1, it is characterised in that: before tensioning cable wire, first setting bearing
The steel arch-shelf of section, the steel arch-shelf are arranged at intervals at described allow and press between anchorage.
4. a kind of support lining device according to claim 1, it is characterised in that: after allowing pressure anchorage to be provided with, disconnected
Face surface hangs steel wire, and the steel wire includes hanging on the multi-disc for allowing and pressing between anchorage, the adjacent steel wire
Between be reserved with interval.
5. a kind of support lining device according to claim 4, it is characterised in that: allow the cable wire described in and press anchorage
Tensioning simultaneously forms graticules, is fixed the steel wire network edge and the cable wire drawknot using drawknot line.
6. a kind of support lining device according to claim 5, it is characterised in that: spray coagulation in the steel wire net surface
Soil layer, and slot is poured after reserving at the intervallum of the steel wire.
7. a kind of support lining device according to claim 6, it is characterised in that: the portion for allowing pressure anchorage to expose rock mass
Set up the mark line being equipped with for quickly identifying rock mass deformation amount separately, when rock mass deformation and when sliding at the mark line, backward
Pour slot fill concrete.
8. a kind of support lining device according to claim 1, it is characterised in that: on rock mass surface, setting is for bearing
Steel grating.
9. a kind of support lining device according to claim 8, it is characterised in that: hang steel wire simultaneously on steel grating surface
Shotcrete layer.
10. a kind of support lining device according to claim 1, it is characterised in that: described that pressure anchorage is allowed to include the interior pressure that allows
Anchorage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821839667.0U CN209339965U (en) | 2018-11-08 | 2018-11-08 | A kind of support lining device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821839667.0U CN209339965U (en) | 2018-11-08 | 2018-11-08 | A kind of support lining device |
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| Publication Number | Publication Date |
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| CN209339965U true CN209339965U (en) | 2019-09-03 |
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ID=67747371
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| CN201821839667.0U Active CN209339965U (en) | 2018-11-08 | 2018-11-08 | A kind of support lining device |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109322680A (en) * | 2018-11-08 | 2019-02-12 | 杭州图强工程材料有限公司 | Support lining and control method |
| CN111550267A (en) * | 2020-05-26 | 2020-08-18 | 中山大学 | Tunnel primary support structure and construction method |
| CN113898382A (en) * | 2021-10-09 | 2022-01-07 | 中铁二十三局集团第四工程有限公司 | Anchor cable tensioning method for prestressed concrete lining |
| CN116205139A (en) * | 2023-02-17 | 2023-06-02 | 西南交通大学 | Support selection method and system based on surrounding rock and support structure mechanical characteristics |
-
2018
- 2018-11-08 CN CN201821839667.0U patent/CN209339965U/en active Active
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109322680A (en) * | 2018-11-08 | 2019-02-12 | 杭州图强工程材料有限公司 | Support lining and control method |
| CN109322680B (en) * | 2018-11-08 | 2024-10-11 | 杭州图强工程材料有限公司 | Supporting lining and preventing and controlling method |
| CN111550267A (en) * | 2020-05-26 | 2020-08-18 | 中山大学 | Tunnel primary support structure and construction method |
| CN111550267B (en) * | 2020-05-26 | 2021-04-30 | 中山大学 | Tunnel primary support structure and construction method |
| CN113898382A (en) * | 2021-10-09 | 2022-01-07 | 中铁二十三局集团第四工程有限公司 | Anchor cable tensioning method for prestressed concrete lining |
| CN116205139A (en) * | 2023-02-17 | 2023-06-02 | 西南交通大学 | Support selection method and system based on surrounding rock and support structure mechanical characteristics |
| CN116205139B (en) * | 2023-02-17 | 2023-08-18 | 西南交通大学 | Support selection method and system based on surrounding rock and support structure mechanical characteristics |
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Effective date of registration: 20191125 Address after: 310000 Room 0615, Sixth Floor, China Knitting City, Shangcheng District, Hangzhou City, Zhejiang Province Co-patentee after: Gansu Changda Highway Co., Ltd. Patentee after: Hangzhou Dodrive Engineering Materials Ltd. Co-patentee after: Hangzhou Fengqiang Engineering Design Consulting Research Institute Co., Ltd. Co-patentee after: Southwest Jiaotong University Address before: 310000 Room 0615, Sixth Floor, China Knitting City, Shangcheng District, Hangzhou City, Zhejiang Province Co-patentee before: Hangzhou Fengqiang Engineering Design Consulting Research Institute Co., Ltd. Patentee before: Hangzhou Dodrive Engineering Materials Ltd. Co-patentee before: Southwest Jiaotong University |