CN103850696A - Multi-section anchoring type mortar anchor rod and anchoring method thereof - Google Patents

Multi-section anchoring type mortar anchor rod and anchoring method thereof Download PDF

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Publication number
CN103850696A
CN103850696A CN201410032446.2A CN201410032446A CN103850696A CN 103850696 A CN103850696 A CN 103850696A CN 201410032446 A CN201410032446 A CN 201410032446A CN 103850696 A CN103850696 A CN 103850696A
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CN
China
Prior art keywords
anchoring
free segment
anchor bar
anchor
plastic bushing
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Application number
CN201410032446.2A
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Chinese (zh)
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CN103850696B (en
Inventor
王渭明
高鑫
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山东科技大学
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Abstract

The invention discloses a multi-section anchoring type mortar anchor rod and an anchoring method thereof. The multi-section anchoring type mortar anchor rod comprises anchor rod bodies and an orifice pre-tightening instrument, wherein free sections are arranged on the anchor rod at intervals; sections of plastic sleeves are sleeved on the anchor rod bodies, so as to form the free sections; the two ends of the plastic sleeves are plugged or tightened by using flexible gaskets; the anchor rod bodies sleeved with the plastic sleeves are arranged as the free sections and the rest anchor rod bodies are arranged as point anchoring sections, so that the anchor rod bodies are divided into a first free section, a first point anchoring section, a second free section, a second point anchoring section, a third free section and a third point anchoring section in turn from an orifice; the first free section is located in a loosening area of the surrounding rock; the third point anchoring section is located in an elastic area of the surrounding rock; the rest sections are located in a plastic area of the surrounding rock. The quantity and lengths of the point anchoring sections and the free sections can be adjusted according to the pressure distribution characteristics of the surrounding rock; the loads are scattered; ultra-strong stress concentration is prevented from generating on the end part of the anchor rod; the rod body is prevented from being broken or an anchored element is prevented from being taken out.

Description

Multistage anchoring type grouting rock bolt and anchoring process thereof
Technical field
The present invention relates to all kinds of rock mass engineering projects such as mine working, traffic tunnel, underground construction, rock mass slope and reinforce the anchor pole of use, be particularly useful for the reinforcing anchor pole of Soft Rock Engineering.
Background technology
Current anchor rod anchored mode is mainly end anchorage formula anchor pole or full length fastening formula anchor pole, and they are all made up of anchor bar body, aperture preloader and Anchor Agent.The technology relevant with the present invention is full length fastening formula anchor pole, full length fastening formula anchor pole is to inject mortar at Quan Kongzhong, between anchor bar body and full hole wall, be all provided with Anchor Agent (abbreviation grouting rock bolt), this full length fastening form can make by anchoring medium shear failure due to cumulative formula distortion transmission, causes bolt support to lose efficacy.This anchor pole failure phenomenon is especially outstanding in Soft Rock Engineering.
According to tunnel or tunnel wall rock deformation feature, country rock outside in can be divided into Si Ge district: relaxation zone, plastic zone, elastic region and initial stress area, the trend that the amount of displacement of country rock upwards presents in bolt shaft is, relaxation zone maximum, is secondly that plastic zone, minimum are elastic regions.Current anchor rod anchored mode situation.
Summary of the invention
For solve existing cannot suitable for surrounding rock deformation displacement when anchor rod anchored and be pulled off the technical problem of inefficacy, the present invention proposes the anchoring process of a kind of multistage anchoring type grouting rock bolt and this anchor pole.This anchor pole can be according to the deformation characteristics of country rock, and segmentation discharges distortion, can eliminate the cumulative formula transmission of anchor pole surrounding rock body distortion, avoids anchor point to form overstretching concentration zones.
A kind of multistage anchoring type grouting rock bolt, it comprises anchor bar body and aperture preloader, it is characterized in that, on anchor bar body, be jacketed with plastic bushing, plastic bushing two ends are with the shutoff of contractibility packing ring or tighten, cover has the anchor bar body of plastic bushing to be called free segment, all the other sections are called an anchoring section, thereby anchor bar body is started to be divided into successively the first free segment from aperture, first anchoring section, the second free segment, second point anchoring section, the 3rd free segment, thirdly anchoring section, the length of each point anchoring section and free segment should ensure that anchor pole squeezes into after boring, the anchor bar body of the first free segment is in the relaxation zone of country rock, thirdly the anchor bar body of anchoring section is in the elastic region of country rock, the anchor bar body of all the other sections is in the plastic zone of country rock.
The anchoring process of above-mentioned multistage anchoring type grouting rock bolt is:
1, first intercepted length equals the plastic bushing of anchor bar body freedom length, and plastic bushing material can be selected the plastic pipe that cost is low;
2, plastic bushing is enclosed within on anchor bar body free segment, and the two ends of plastic bushing are with the shutoff of contractibility packing ring or tighten, prevent from entering in sleeve pipe mortar Anchor Agent;
3, with traditional method to boring in inject mortar Anchor Agent, the above-mentioned anchor bar body with plastic bushing is packed in boring, by country rock be solidified into one and become an anchoring section without the anchor bar body of plastic bushing;
4, mortar Anchor Agent solidifies after some strength, load onto aperture preloader, nut by aperture preloader applies pretightning force, installation, make the first free segment just be in relaxation zone, first anchoring section, the second free segment, second point anchoring section, the 3rd free segment are in plastic zone, and thirdly anchoring section is in elastic region.
Above-mentioned plastic bushing plays isolation slurry actions, makes this section of formation Free Transform space;
Contractibility packing ring can prevent from, in mortar sprue bushing, can discharging again the axial distortion of wall rock drill-hole.
Operating principle of the present invention and good effect are:
1, because the first free segment is just in relaxation zone, the common stabilization zone that forms between the first free segment and first anchoring section and aperture preloader, the effect of this dependence aperture, stabilization zone preloader, anchor bar body between making it and country rock keep isolation, like this, country rock can not wrapped up in and embrace anchor bar body synchronous shift, and relaxation zone surrouding rock deformation energy can freely be dissipated, eliminate the transmission synergistic effect of surrounding rock displacement to anchor pole, prevented that anchor pole from being drawn bad inefficacy.
2, first, second anchor pole section is all arranged in plastic zone, forms a supporting region, and the Displacement Ratio proparea of this supporting region is much smaller, can be according to the length that requires selected element anchoring section of supporting and protection structure, to soft rock mass section anchoring even entirely.
3, stabilization zone and supporting region harmony deposit, interacts, and forms monocoque structure.The stabilization zone deformation energy of confined area that can not only dissipate, and there is to supporting role confined area, improve the supporting capacity of confined area.Supporting region bears elastic region and transmits the rock deformation pressure of coming, and the distortion in restrained reinforcement district keeps the monolithic stability of stabilization zone.The harmony of twoth district is also saved as shape monocoque structure.
4, anchoring section and free segment quantity and length ratio can be adjusted according to pressure from surrounding rock characteristic distributions, disperse load, avoid occurring in anchor pole end the concentrated body of rod that makes of superpower stress and rupture or anchoring body is extracted.
Marginal data
Fig. 1 is anchoring schematic diagram of the present invention;
Fig. 2 is the structural representation of the embodiment of the present invention, there is shown use state;
Fig. 3 is Figure 1A portion enlarged drawing.
Marginal data, 1-anchor bar body, 2-aperture preloader, 2.1-nut, 2.2-compression spring, 2.3-pallet, first anchoring section of 3.1-, 3.2-second point anchoring section, 3.3-is anchoring section thirdly, 4.1-the first free segment, 4.2-the second free segment, 4.3-the 3rd free segment, 5-contractibility packing ring, 6-mortar Anchor Agent, 7-plastic bushing.
Detailed description of the invention
As Fig. 2, multistage anchoring type grouting rock bolt shown in Fig. 3, a kind of multistage anchoring type grouting rock bolt, it comprises anchor bar body 1 and aperture preloader 2, aperture preloader 2 is by nut 2.1, compression spring 2.2 and pallet 2.3 form, on anchor bar body 1, be jacketed with one section of plastic bushing 7, plastic bushing 7 two ends are with 5 shutoff of contractibility packing ring or tighten, cover has the anchor bar body 1 of plastic bushing 7 to be called free segment, all the other sections are called an anchoring section, thereby anchor bar body 1 are started be divided into successively the first free segment 4.1 from aperture, first anchoring section 3.1, the second free segment 4.2, second point anchoring section 3.2, the 3rd free segment 4.3, thirdly anchoring section 3.3, the length of each point anchoring section and free segment should ensure that anchor pole squeezes into after boring, and the anchor bar body of the first free segment 4.1 is in the relaxation zone of country rock, and thirdly the anchor bar body of anchoring section 3.3 is in the elastic region of country rock, first anchoring section 3.1, the second free segment 4.2, second point anchoring section 3.2, the anchor bar body of the 3rd free segment 4.3 is in the plastic zone of country rock.
The construction method of above-mentioned multistage anchoring type grouting rock bolt is shown in Fig. 1:
1, first intercepted length equals the plastic bushing 7 of anchor bar body 1 freedom length;
2, plastic bushing 7 is enclosed within on anchor bar body 1 free segment, and the two ends of plastic bushing 7 are with 5 shutoff of contractibility packing ring or tighten, prevent from entering in plastic bushing 7 mortar Anchor Agent 6;
3, with traditional method to boring in inject mortar Anchor Agent 6, the above-mentioned anchor bar body 1 with plastic bushing 7 is packed in boring, by country rock be solidified into one and become an anchoring section without the anchor bar body 1 of plastic bushing;
4, mortar Anchor Agent 6 solidifies after some strength, load onto aperture preloader 2, nut 2.1 by aperture preloader 2 applies pretightning force, installation, make the anchor bar body of the first free segment 4.1 be anchored at the relaxation zone of country rock, thirdly the anchor bar body of anchoring section 3.3 is anchored at the elastic region of country rock, and the anchor bar body of first anchoring section 3.1, the second free segment 4.2, second point anchoring section 3.2 and the 3rd free segment 4.3 is anchored at the plastic zone of country rock.
Above-mentioned plastic bushing 7 plays isolation mortar Anchor Agent 6 and acts on, and makes this section of formation Free Transform space; Contractibility packing ring 5 can prevent from, in mortar Anchor Agent 6 injected plastic sleeve pipes 7, can discharging again the axial distortion of wall rock drill-hole.

Claims (2)

1. a multistage anchoring type grouting rock bolt, it comprises anchor bar body and aperture preloader, it is characterized in that, on anchor bar body, be jacketed with plastic bushing, plastic bushing two ends are with the shutoff of contractibility packing ring or tighten, cover has the anchor bar body of plastic bushing to be called free segment, all the other sections are called an anchoring section, thereby anchor bar body is started to be divided into successively the first free segment from aperture, first anchoring section, the second free segment, second point anchoring section, the 3rd free segment, thirdly anchoring section, the length of each point anchoring section and free segment should ensure that anchor pole squeezes into after boring, the anchor bar body of the first free segment is in the relaxation zone of country rock, thirdly the anchor bar body of anchoring section is in the elastic region of country rock, the anchor bar body of all the other sections is in the plastic zone of country rock.
2. the anchoring process of multistage anchoring type grouting rock bolt as claimed in claim 1, is characterized in that,
The first step: first intercepted length equals the plastic bushing of anchor bar body freedom length;
Second step: plastic bushing is enclosed within on anchor bar body free segment, and the two ends of plastic bushing are with the shutoff of contractibility packing ring or tighten, prevent from entering in sleeve pipe mortar Anchor Agent;
The 3rd step: with traditional method to boring in inject mortar Anchor Agent, the above-mentioned anchor bar body with plastic bushing is packed in boring, by country rock be solidified into one and become an anchoring section without the anchor bar body of plastic bushing;
The 4th step: mortar Anchor Agent solidifies after some strength, load onto aperture preloader, nut by aperture preloader applies pretightning force, installation, thereby make the first free segment just be in relaxation zone, first anchoring section, the second free segment, second point anchoring section, the 3rd free segment are in plastic zone, and thirdly anchoring section is in elastic region.
CN201410032446.2A 2014-01-22 2014-01-22 Multistage anchoring type grouting rock bolt and anchoring process thereof Expired - Fee Related CN103850696B (en)

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Application Number Priority Date Filing Date Title
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CN103850696A true CN103850696A (en) 2014-06-11
CN103850696B CN103850696B (en) 2016-04-13

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105863699A (en) * 2016-05-25 2016-08-17 贵州大学 Grouting reinforcing large-deformation anchor bolt and method using grouting reinforcing large-deformation anchor bolt to reinforce rock body
CN109441510A (en) * 2018-12-28 2019-03-08 常州工学院 A kind of impact tunnel segmentation anchoring anchor cable
CN111335921A (en) * 2020-02-28 2020-06-26 东南大学 Automatic grouting device for mounting single-point displacement meter and sectional grouting mounting method

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Publication number Priority date Publication date Assignee Title
CN108547649B (en) * 2018-04-02 2020-04-07 东北大学 Large-deformation energy-absorbing anchor rod with fine and simplified structure

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CN101148877A (en) * 2007-10-16 2008-03-26 中国京冶工程技术有限公司 Multistage bag-type compression anchor bar
CN102536278A (en) * 2012-01-15 2012-07-04 山东科技大学 Progressive yielding combined-type extensible anchor rod and construction method thereof
CN203022008U (en) * 2013-01-01 2013-06-26 中国建筑西南勘察设计研究院有限公司 Pulling-compressing compound type anchor tension shoring structure in soil-rock place

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105863699A (en) * 2016-05-25 2016-08-17 贵州大学 Grouting reinforcing large-deformation anchor bolt and method using grouting reinforcing large-deformation anchor bolt to reinforce rock body
CN109441510A (en) * 2018-12-28 2019-03-08 常州工学院 A kind of impact tunnel segmentation anchoring anchor cable
CN111335921A (en) * 2020-02-28 2020-06-26 东南大学 Automatic grouting device for mounting single-point displacement meter and sectional grouting mounting method

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