CN204186395U - For the supporting and protection structure of underground chamber unstable rock mass - Google Patents
For the supporting and protection structure of underground chamber unstable rock mass Download PDFInfo
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- CN204186395U CN204186395U CN201420639269.XU CN201420639269U CN204186395U CN 204186395 U CN204186395 U CN 204186395U CN 201420639269 U CN201420639269 U CN 201420639269U CN 204186395 U CN204186395 U CN 204186395U
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- rock mass
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- underground chamber
- protection structure
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Abstract
The utility model discloses a kind of supporting and protection structure, especially disclose a kind of supporting and protection structure for underground chamber unstable rock mass, belong to Design of The Hydraulic Structure manufacturing technology field.A kind of anchoring property that can improve anchor pole is provided, strengthens Stress transmit, reduce the supporting and protection structure for underground chamber unstable rock mass of the uneven and stress concentration phenomenon of rockbolt stress.Described supporting and protection structure comprises system anchor bolt and sprayed mortar, it is solid on the roof and sidewall of described underground chamber that described sprayed mortar is covering of integrative-structure, described system anchor bolt is plugged in the rock mass forming described underground chamber by self one end perpendicular to described underground chamber wall, the other end of described system anchor bolt is arranged in described sprayed mortar, described supporting and protection structure also comprises firm strengthening system, and described firm strengthening system is fixed in the end of that section of described system anchor bolt being arranged in described sprayed mortar.
Description
Technical field
The utility model relates to a kind of supporting and protection structure, especially relates to a kind of supporting and protection structure for underground chamber unstable rock mass, belongs to Design of The Hydraulic Structure manufacturing technology field.
Background technology
Along with country is to the demand of water power clean energy resource, build a large amount of high dams, the corresponding tunnel also built for the high water head of diversion, flood discharge, high flow rate, heavy excavation section.Tunnel is in digging process, large cross section excavation forms huge free face, consider that tomography, crack, the growth of interlayer compressive zone, unfavorable discontinuities array, country rock self classification are low by IV simultaneously, V class surrounding rock, rock crushing, high-ground stress impact etc., easily cause tunnel before permanent concrete lining completes, come off block, wall caving, and even collapse in local.For addressing these problems, need adopt in tunnel first liner timbering process and hang steel mesh reinforcement, the measure of the system such as system anchor bolt, pneumatically placed concrete combined bolting and shotcrete, to ensure the stability and security of tunnel in the construction period.
It is that application " New Austrian Tunneling Method " rock mass mechanics is theoretical that system hangs steel mesh reinforcement combined bolting and shotcrete, to safeguard and to utilize the self-bearing ability of country rock for basic point, system anchor bolt and sprayed mortar, extension steel mesh reinforcement is adopted to be main supporting means, carry out supporting timely, control the distortion of country rock and relax, making country rock become the ingredient of support system, prevent because of impacts such as rock crushing, high-ground stress, unfavorable discontinuities array, cause the block that comes off, wall caving, locally collapse, affect construction period adjoining rock stability, safety.
System hangs steel mesh reinforcement combined bolting and shotcrete, according to the specific category of tunnel excavation country rock, determines in conjunction with on-the-spot geostatic stress and unfavorable discontinuities array simultaneously.Traditional system is hung steel mesh reinforcement combined bolting and shotcrete and is generally anchor pole Φ 25/L=4.5m; Φ 28/L=6m, alternately, interlaced arrangement, array pitch 1.5m, hang Φ 6.5@15cm × 15cm steel mesh reinforcement, spray C25 concrete 10cm or anchor pole Φ 28/L=6.0m; Φ 32/L=9.0m, alternately, interlaced arrangement, array pitch 1.5m, hang Φ 8@15cm × 15cm steel mesh reinforcement, spray C25 concrete 15cm.
Traditional anchor pole is through weak, loosening, unstable Rock And Soil, be anchored on dark rock mass stable to the greatest extent, enough pulling force are provided, overcome deadweight and the sliding force of landing rock mass, prevent hole wall slip, slump, improve the stability of country rock, but anchor pole falls block, wall caving, situation about collapsing in the face of local shedding that rock crushing, high-ground stress produce, still there is the phenomenon that the even stress of unbalance stress is concentrated when supporting.
Under extension steel mesh reinforcement coordinates with pneumatically placed concrete, its tension, shear behavior are comparatively strong, have again the flexibility of grid, mainly play surperficial stressed effect, reduce come off the fall phenomenon such as block, wall caving of Wall Rock of Tunnel in Bracing Process, ensure the safety of construction period personnel.But steel mesh reinforcement is less due to the braiding reinforcing bar model used, and is generally Φ 6.5 or Φ 8 reinforcing bar, comparatively large at geostatic stress, fall in block, wall caving country rock strong especially, steel mesh reinforcement easily produces destruction.Meanwhile, although system anchor bolt is comparatively strong for the support action of tunnel entirety, in the face of the specific aim of the special geology structure such as local fault, interlayer compressive zone is relatively weak.
Utility model content
Technical problem to be solved in the utility model is: provide a kind of anchoring property that can improve anchor pole, strengthens Stress transmit, reduces the supporting and protection structure for underground chamber unstable rock mass of the uneven and stress concentration phenomenon of rockbolt stress.
For solving the problems of the technologies described above adopted technical scheme be: a kind of supporting and protection structure for underground chamber unstable rock mass, comprise system anchor bolt and sprayed mortar, it is solid on the roof and sidewall of described underground chamber that described sprayed mortar is covering of integrative-structure, described system anchor bolt is plugged in the rock mass forming described underground chamber by self one end perpendicular to described underground chamber wall, the other end of described system anchor bolt is arranged in described sprayed mortar, described supporting and protection structure also comprises firm strengthening system, described firm strengthening system is fixed in the end of that section of described system anchor bolt being arranged in described sprayed mortar.
Further, described system anchor bolt is made up of many anchor pole monomers, and the more than one piece that described firm strengthening system comprises quantity suitable with described anchor pole amount of monomer firmly strengthens steel plate; What the firm reinforcement steel plate described in was corresponding is fixed in the end that a described anchor pole monomer is arranged in that section of described sprayed mortar.
The beneficial effects of the utility model are: by the end being arranged in that section of described sprayed mortar of each the root anchor pole monomer at described system anchor bolt, be fixedly connected with one and firmly strengthen steel plate, the firm strengthening system described in formation.Like this, just can transmit stress on described single anchor rod monomer by the described steel plate that firmly adds, thus effectively improve the anchoring property of anchor pole monomer, decrease the situation that the even stress of anchor pole monomer unbalance stress is concentrated.
Further, described supporting and protection structure also comprises many group rock mass tomographies and firmly strengthens anchor pole group, and the rock mass tomography described in each group is firmly strengthened anchor pole group and is made up of at least two cross one another anchor pole monomers; The formation described rock mass tomography intersected firmly strengthens the anchor pole monomer described in each of anchor pole group, after the fault influence zone formed in the rock mass of described underground chamber, is plugged in the rock mass of described fault influence zone both sides.
Further, the rock mass tomography described in same group firmly strengthens the anchor pole monomer described in each in anchor pole group, and the projection in described fault influence zone cross section intersects mutually.
The preferred embodiment of such scheme is, through the end of close described underground chamber wall one end of each root anchor pole monomer of described fault influence zone, the distance apart from this rock mass fault influence zone corresponding edge is not less than 150 ㎝.
Further, in the cross section of described fault influence zone, the angle of project anchor pole monomer described in cross one another each and described fault influence zone is between 125 ° ~ 150 °.
Further, described supporting and protection structure also comprises reinforcing bar linked network, and described reinforcing bar linked network is arranged in described sprayed mortar, and extends along the plane of this sprayed mortar.
Further, the diameter forming the reinforcing bar of described reinforcing bar linked network is not less than Φ 16 ㎜.
Accompanying drawing explanation
Fig. 1 is the generalized section of the utility model for the supporting and protection structure of underground chamber unstable rock mass;
Fig. 2 is the meaning diagram of the intersection anchor pole that relates to of the utility model through fault influence zone;
Fig. 3 is the another kind meaning diagram of the intersection anchor pole that relates to of the utility model through fault influence zone.
Be labeled as in figure: system anchor bolt 1, sprayed mortar 2, underground chamber 3, rock mass 4, firm strengthening system 5, anchor pole monomer 6, firm reinforcement steel plate 7, rock mass tomography firmly strengthen anchor pole group 8, fault influence zone 9, reinforcing bar linked network 10.
Detailed description of the invention
As shown in Figure 1, Figure 2 shown in Fig. 3 to be a kind of anchoring property that can improve anchor pole that the utility model provides, strengthen Stress transmit, reduce the supporting and protection structure for underground chamber unstable rock mass of the uneven and stress concentration phenomenon of rockbolt stress.Described supporting and protection structure comprises system anchor bolt 1 and sprayed mortar 2, it is solid on the roof and sidewall of described underground chamber 3 that described sprayed mortar 2 is covering of integrative-structure, described system anchor bolt 1 is plugged in the rock mass 4 forming described underground chamber 3 by self one end perpendicular to described underground chamber 3 wall, the other end of described system anchor bolt 1 is arranged in described sprayed mortar 2, described supporting and protection structure also comprises firm strengthening system 5, described firm strengthening system 5 is fixed in the end of that section of described system anchor bolt 1 being arranged in described sprayed mortar 2.And in order to simplify the structure of described firm strengthening system 5, to reduce cost of production, to facilitate the construction of described firm strengthening system 5, described system anchor bolt 1 is made up of many anchor pole monomers 6, and the more than one piece that described firm strengthening system 5 comprises quantity suitable with described anchor pole monomer 6 quantity firmly strengthens steel plate 7; The end being arranged in that section of described sprayed mortar 2 being fixed in a described anchor pole monomer 6 of firm reinforcement steel plate 7 correspondence described in.Above by the end being arranged in that section of described sprayed mortar 2 of each the root anchor pole monomer 6 at described system anchor bolt 1, be fixedly connected with one and firmly strengthen steel plate 7, the firm strengthening system 5 described in formation.Like this, just can transmit stress on described single anchor rod monomer 6 by the described steel plate 7 that firmly adds, thus effectively improve the anchoring property of anchor pole monomer 6, decrease the situation that the even stress of anchor pole monomer 6 unbalance stress is concentrated.
Do not have to solve to solve in above-mentioned embodiment, the technical problems such as the geology shakiness that the fault influence zone 9 existed in prior art causes, the growth of interlayer compressive zone, unfavorable discontinuities array and country rock self classification is low by IV, V class surrounding rock, rock crushing, high-ground stress impact, supporting and protection structure described in the application also comprises many group rock mass tomographies and firmly strengthens anchor pole group 8, and the rock mass tomography described in each group is firmly strengthened anchor pole group 8 and is made up of at least two cross one another anchor pole monomers 6; And make the formation of intersection described rock mass tomography firmly strengthen the anchor pole monomer 6 described in each of anchor pole group 8, after the fault influence zone 9 formed in the rock mass 4 of described underground chamber 3, be plugged in the rock mass 4 of described fault influence zone 9 both sides.Now, described mutual intersection can be the anchor pole monomer 6 described in each, and the projection in described fault influence zone 9 cross section intersects mutually, and does not contact each other; Also can be that each anchor pole monomer 6 in each group is close to intersection, close contact each other based on joining.Simultaneously, preferred structure is through after the fault influence zone 9 formed in the rock mass 4 of described underground chamber 3, be plugged in the rock mass 4 of described fault influence zone 9 both sides, rock mass tomography described in same group firmly strengthens the anchor pole monomer 6 described in each in anchor pole group 8, and the projection in described fault influence zone 9 cross section intersects mutually.
Further, according to the design feature of on-the-spot fault influence zone 9, the firm stiffening effect of anchor pole group 8 is firmly strengthened in order to improve described rock mass tomography, through the end of close described underground chamber 3 wall one end of each root anchor pole monomer 6 of described fault influence zone 9, the distance apart from this rock mass fault influence zone 9 corresponding edge is not less than 150 ㎝; In the cross section of described fault influence zone 9, the angle of project anchor pole monomer 6 described in cross one another each and described fault influence zone 9 is between 125 ° ~ 150 °.Simultaneously, also the rock mass tomography be made up of the anchor pole monomer 6 described in two firmly can be strengthened anchor pole group 8 to become the rock mass tomography be made up of the anchor pole monomer 6 described in four and firmly strengthen anchor pole group 8, as shown in Figure 3, and the parameter that relevant parameter firmly strengthens anchor pole group 8 by the rock mass tomography that above-mentioned two anchor pole monomers 6 form arrange.
Also reinforcing bar linked network 10 is comprised again in conjunction with supporting and protection structure of the prior art, described reinforcing bar linked network 10 is arranged in described sprayed mortar 2, and along the feature that the plane of this sprayed mortar 2 extends, in order to improve the intensity of described reinforcing bar linked network, the diameter of the reinforcing bar forming described reinforcing bar linked network 10 being taken as and being not less than Φ 16 ㎜.
Claims (8)
1. the supporting and protection structure for underground chamber unstable rock mass, comprise system anchor bolt (1) and sprayed mortar (2), described sprayed mortar (2) covering in integrative-structure is consolidated on the roof and sidewall of described underground chamber (3), described system anchor bolt (1) is by the one end of self, perpendicular to described underground chamber (3) wall be plugged on form described underground chamber (3) rock mass (4) in, the other end of described system anchor bolt (1) is arranged in described sprayed mortar (2), it is characterized in that: described supporting and protection structure also comprises firm strengthening system (5), described firm strengthening system (5) is fixed in the end of that section of described system anchor bolt (1) being arranged in described sprayed mortar (2).
2. the supporting and protection structure for underground chamber unstable rock mass according to claim 1, it is characterized in that: described system anchor bolt (1) is made up of many anchor pole monomers (6), the more than one piece that described firm strengthening system (5) comprises quantity suitable with described anchor pole monomer (6) quantity firmly strengthens steel plate (7); What the firm reinforcement steel plate (7) described in was corresponding is fixed in the end that a described anchor pole monomer (6) is arranged in that section of described sprayed mortar (2).
3. the supporting and protection structure for underground chamber unstable rock mass according to claim 1 and 2, it is characterized in that: described supporting and protection structure also comprises many group rock mass tomographies and firmly strengthens anchor pole group (8), and the rock mass tomography described in each group is firmly strengthened anchor pole group (8) and is made up of at least two cross one another anchor pole monomers (6); The formation described rock mass tomography intersected firmly strengthens the anchor pole monomer (6) described in each of anchor pole group (8), after the fault influence zone (9) formed in the rock mass (4) of described underground chamber (3), be plugged in the rock mass (4) of described fault influence zone (9) both sides.
4. the supporting and protection structure for underground chamber unstable rock mass according to claim 3, it is characterized in that: the rock mass tomography described in same group firmly strengthens the anchor pole monomer (6) described in each of anchor pole group (8), and the projection in described fault influence zone (9) cross section intersects mutually.
5. the supporting and protection structure for underground chamber unstable rock mass according to claim 4, it is characterized in that: through the end of close described underground chamber (3) wall one end of each root anchor pole monomer (6) of described fault influence zone (9), the distance apart from this rock mass fault influence zone (9) corresponding edge is not less than 150 ㎝.
6. the supporting and protection structure for underground chamber unstable rock mass according to claim 5, it is characterized in that: in the cross section of described fault influence zone (9), the angle of project anchor pole monomer (6) described in cross one another each and described fault influence zone (9) is between 125 ° ~ 150 °.
7. the supporting and protection structure for underground chamber unstable rock mass according to claim 1, it is characterized in that: described supporting and protection structure also comprises reinforcing bar linked network (10), described reinforcing bar linked network (10) is arranged in described sprayed mortar (2), and extends along the plane of this sprayed mortar (2).
8. the supporting and protection structure for underground chamber unstable rock mass according to claim 7, is characterized in that: the diameter forming the reinforcing bar of described reinforcing bar linked network (10) is not less than Φ 16 ㎜.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420639269.XU CN204186395U (en) | 2014-10-30 | 2014-10-30 | For the supporting and protection structure of underground chamber unstable rock mass |
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| CN201420639269.XU CN204186395U (en) | 2014-10-30 | 2014-10-30 | For the supporting and protection structure of underground chamber unstable rock mass |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2018133492A1 (en) * | 2017-01-23 | 2018-07-26 | 山东科技大学 | Non-uniform support structure for gob-side entry driving under deep unstable overburden rock and construction method |
| WO2018133493A1 (en) * | 2017-01-23 | 2018-07-26 | 山东科技大学 | Unbalanced support design method for gob-side entry driving under deep unstable cover rock |
| CN110469342A (en) * | 2019-09-11 | 2019-11-19 | 华北科技学院 | A kind of gob side entry based on flexible in conjunction with rigid phase is asymmetric to cooperate with suspension device |
-
2014
- 2014-10-30 CN CN201420639269.XU patent/CN204186395U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2018133492A1 (en) * | 2017-01-23 | 2018-07-26 | 山东科技大学 | Non-uniform support structure for gob-side entry driving under deep unstable overburden rock and construction method |
| WO2018133493A1 (en) * | 2017-01-23 | 2018-07-26 | 山东科技大学 | Unbalanced support design method for gob-side entry driving under deep unstable cover rock |
| US10443380B2 (en) | 2017-01-23 | 2019-10-15 | Shandong University Of Science And Technology | Asymmetric support structure of entry driven along gob-side under unstable roof in deep mines and construction method thereof |
| CN110469342A (en) * | 2019-09-11 | 2019-11-19 | 华北科技学院 | A kind of gob side entry based on flexible in conjunction with rigid phase is asymmetric to cooperate with suspension device |
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