CN102678142B - Multi-directional inclined combination type anchoring system for horizontal lamellar surrounding rock of tunnel and mounting method thereof - Google Patents
Multi-directional inclined combination type anchoring system for horizontal lamellar surrounding rock of tunnel and mounting method thereof Download PDFInfo
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- CN102678142B CN102678142B CN201110445488.5A CN201110445488A CN102678142B CN 102678142 B CN102678142 B CN 102678142B CN 201110445488 A CN201110445488 A CN 201110445488A CN 102678142 B CN102678142 B CN 102678142B
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Abstract
The invention discloses a multi-directional inclined combination type anchoring system for a horizontal lamellar surrounding rock of a tunnel and a mounting method thereof. The anchoring system comprises a tunnel vault anchor rod group and a tunnel haunch anchor rod group, wherein the tunnel vault anchor rod group is formed in the way that: anchor rods are arranged in a quincunx manner, a first anchor rod is upwards obliquely anchored in an anchored point at an inclined angle of 30 degrees along a face direction, meanwhile, after each anchor rod is anchored, a second anchor rod is anchored along a direction of a vertical layer; the tunnel haunch anchor rod group is formed in the way that: anchor rods are arranged in a quincunx manner, a first anchor rod is upwards obliquely anchored at an inclined angle of 30 degrees along a direction of a funnel central line, meanwhile, after each anchor rod is anchored, a second anchor rod is anchored along a direction of a vertical layer, and the residual anchor rods are placed in the same manner. The anchoring system, provided by the invention, can effectively reach an effect of reinforcing the horizontal lamellar surrounding rock by the conventional anchoring system.
Description
Technical field
The present invention relates to tunnel construction country rock punishment field, ground, mainly relate to horizontal thin layer shape country rock be carried out to the installation method of anchoring and system by multidirectional inclination combined type anchoring system.
Background technology
The fast development that highway in China is built in recent years, and China's population is more, relevant department is planning and is improving national speedway network, to meet the demand of people's trip and economic development.Because the technical indicator of highway route is high, when it enters mountain area or hilling terrain, just inevitably adopt tunnel to pass through the mountain ridge.Therefore at China's mountainous region in middle and western China building highway, the shared ratio in tunnel is higher conventionally, and it is larger to build difficulty.Along with the development of highway in China transport development and the enforcement of development of the West Regions infrastructure, the long tunnel that passes through the petrographic province of layer structure will continue to bring out.The rock stratum of horizontal thin layer shape structure is mostly the comparatively simple normal sedimentation rock of structure, mostly is inclination, and it is single that lithology has, and has plenty of that alternating layers shape or sandwich-like change.In this class rock mass, primary structure face is aspect, and structural texture face is relatively not too grown, but often has interlayer disturbed belt along aspect, and individual layer is comparatively complete, interlayer connect power a little less than, there is obvious stratiform assemblage characteristic.Due to these features of horizontal thin layer shape country rock, the probability that landslide occurs while making the construction of tunnel when running into horizontal thin layer shape country rock increases greatly, and the safety of life and property of construction team will be on the hazard.So, in line with the principle of " reasonable construction, safety first ", select more safe and reliable construction method, do one's best and provide safety guarantee for construction team.
In horizontal thin layer shape country rock, the existence of aspect not only makes the anisotropy of country rock very remarkable, has caused the discontinuity of country rock simultaneously, and making the deformation failure of country rock and caving in has special form.The distortion of horizontal thin layer shape country rock, destruction are subject to roofing control to a great extent, are easy to occur caving in along aspect.Landslide usually all can bring serious potential safety hazard to engineering, jeopardizes construction operation personnel's safety, increases operating expenses, incurs loss through delay the duration.And to the conventional thinking of the improvement thinking of horizontal thin layer shape country rock, be anchor rod anchored by arranging at present, and be, according to the direction of perpendicular slice, anchor pole is set, while is because horizontal thin layer shape country rock is unstable, when boring or grappling, this,, undoubtedly by the security risk of constructor under being increased in, jeopardizes constructor's the security of the lives and property.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of tunnel horizontal thin layer shape country rock multidirectional inclination combined type anchoring system and installation method thereof for the deficiencies in the prior art.
Technical scheme of the present invention is as follows:
The multidirectional inclination combined type of a tunnel horizontal thin layer shape country rock anchoring system, comprises tunnel vault anchor pole group and tunnel haunch anchor pole group; Tunnel vault anchor pole group wherein: by quincuncial arrangement anchor pole, anchor point anchors into first anchor pole along face direction obliquely with 30 ° of inclination angles, the direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole; Tunnel haunch anchor pole group: by quincuncial arrangement anchor pole, along anchoring into obliquely first anchor pole to tunnel centerline direction with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, then installs remaining anchor pole with the same manner.
Described anchoring system, described anchor pole adopts the conventional cement mortar anchor pole in total length binding type anchor pole, and anchor rod body should be selected HRB335 steel, and body of rod diameter is got 25mm, and body of rod surrender stretching resistance is more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; Roof bolt plate material adopts Q235 steel; Anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts planning standard nut; Anchor pole is appeared and should be established supporting plate, the thick 150mm*150mm*6mm of supporting plate length and width.
Described anchoring system, the length L of described anchor pole is got 3m-5m, and meets following formula: L >=5b1; L >=2 (b1+b2); Wherein b1, b2 are respectively the thickness of horizontal thin layer shape country rock rock stratum B1 and B2.
The installation method of the described multidirectional inclination combined type of tunnel horizontal thin layer shape country rock anchoring system, the installation method of tunnel vault anchor pole group: by quincuncial arrangement anchor pole, row's anchor pole that the distance tunnel construction sections that supporting is good is nearest is defined as first row anchor pole, along tunnel piercing direction, be followed successively by second row, the 3rd row, by that analogy, from the 3rd, arrange the anchor structure that starting weight multiple front two is arranged; Anchor pole installation method for first row is as follows: first the anchor point of both sides is anchored into first anchor pole along face direction obliquely with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, middle anchor point is anchored into two anchor poles with the same manner; The anchor pole of second row is installed: first at Liang Ceyan tunnel, tunnel centerline direction, with 30 ° of inclination angles, anchor into obliquely first anchor pole, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, middle anchor point is installed to anchor pole with the anchorage style of first row;
The installation method of tunnel haunch anchor pole group: by quincuncial arrangement anchor pole, row's anchor pole that the distance tunnel construction sections that supporting is good is nearest is defined as first row anchor pole, along tunnel piercing direction, be respectively second row, the 3rd row, by that analogy, from the 3rd, arrange the anchor structure that starting weight multiple front two is arranged.First the anchor point of more close tunnel-side is carried out to anchoring, along anchoring into obliquely first anchor pole to tunnel centerline direction with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, then installs remaining anchor pole with the same manner.
Described installation method, described anchor pole adopts the conventional cement mortar anchor pole in total length binding type anchor pole, and anchor rod body should be selected HRB335 steel, and body of rod diameter is got 25mm, and body of rod surrender stretching resistance is more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; Roof bolt plate material adopts Q235 steel; Anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts planning standard nut; Anchor pole is appeared and should be established supporting plate, the thick 150mm*150mm*6mm of supporting plate length and width.
Described installation method, the length L of described anchor pole is got 3m-5m, and meets following formula: L >=5b1; L >=2 (b1+b2); Wherein b1, b2 are respectively the thickness of horizontal thin layer shape country rock rock stratum B1 and B2.
Described installation method, adopts and bores roof-bolter or hole chassis brill bolthole, and bore diameter is got 40mm, and by quincuncial arrangement anchor pole, spacing is got 1.2m.
Patent of the present invention is to take " people-oriented " as First Essential, by oblique layout anchor rod system, make constructor away under boring and the country rock falling rocks region that caves in, reduce the casualties risk that constructing tunnel horizontal thin layer shape country rock caves in and causes, guarantee construction safety, reduce from another point of view economic loss, theory analysis and on-the-spot real example also prove that this anchor system also can reach the effect that traditional anchor system is reinforced horizontal thin layer shape country rock equally effectively simultaneously.
Accompanying drawing explanation
The anchor pole schematic diagram that Fig. 1 squeezes into for tendency;
Fig. 2 is horizontal layer country rock depth of stratum figure;
Fig. 3 is that tunnel vault anchor pole is arranged cross-sectional figure;
Fig. 4 is tunnel vault anchor pole plane of arrangement figure;
Fig. 5 is the 1-1 sectional drawing of Fig. 4;
Fig. 6 is the 2-2 sectional drawing of Fig. 4;
Fig. 7 is the 3-3 sectional drawing of Fig. 4;
Fig. 8 is that tunnel haunch anchor pole is arranged cross-sectional figure;
Fig. 9 is tunnel haunch anchor pole plane of arrangement figure;
Figure 10 is the 1-1 sectional drawing of Fig. 9.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in detail.
One, the multidirectional inclination combined type of tunnel horizontal thin layer shape country rock anchoring system
The multidirectional inclination combined type of tunnel horizontal thin layer shape country rock anchoring system, with multidirectional inclination combination, squeeze into anchor pole, anchor pole is squeezed into in oblique rock stratum to be squeezed into anchor pole with perpendicular slice direction and combines, when anchor pole is squeezed in oblique rock stratum, to be 30 ° of angles with horizontal bedding, squeeze into, comprise tunnel vault anchor pole group and tunnel haunch anchor pole group.As shown in Figure 1, constructor's standpoint Q is apart from vault 0.85m, and constructor's standpoint Q is safe apart from the horizontal range 1m of anchor point X, according to sine and cosine theorem, calculates with 30 ° of inclination angles and squeezes into anchor pole A.
Tunnel vault anchor pole group wherein: by quincuncial arrangement anchor pole, row's anchor pole that the distance tunnel construction sections that supporting is good is nearest is defined as first row anchor pole, along tunnel piercing direction, be followed successively by second row, the 3rd row, by that analogy, from the 3rd, arrange the anchor structure that starting weight multiple front two is arranged.Anchor pole installation method for first row is as follows: first the anchor point of both sides is anchored into first anchor pole along face direction obliquely with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, middle anchor point is anchored into two anchor poles with the same manner; The anchor pole of second row is installed: first at Liang Ceyan tunnel, tunnel centerline direction, with 30 ° of inclination angles, anchor into obliquely first anchor pole, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, middle anchor point is installed to anchor pole with the anchorage style of first row.As one for example, as shown in Figure 3, tunnel vault anchor pole group comprises eight groups of anchor poles of C1 to C8, eight groups of anchor poles are by quincuncial arrangement anchor pole, as shown in Figure 4, C1, C3, C4, C2 are first row, C5, C7, C8, C6 are second row, working procedure is from C1 to C8, to arrange in turn by numerical order, as shown in Fig. 5, Fig. 6, Fig. 7, wherein C1, C3, C4, C2, C7, C8 are first squeezing into anchor pole towards face direction with 30 ° of inclination angles obliquely, and after each complete first anchor pole of anchoring, perpendicular slice direction is squeezed into an anchor pole again; C5, C6 squeezed into first anchor pole at Tunnel wall place oblique tunnel center line with 30 ° of inclination angles before this, and after each complete first anchor pole of anchoring, perpendicular slice direction is squeezed into second anchor pole again.
Tunnel haunch anchor pole group: by quincuncial arrangement anchor pole, row's anchor pole that the distance tunnel construction sections that supporting is good is nearest is defined as first row anchor pole, along tunnel piercing direction, be respectively second row, the 3rd row, by that analogy, from the 3rd, arrange the anchor structure that starting weight multiple front two is arranged.First the anchor point of more close tunnel-side is carried out to anchoring, along anchoring into obliquely first anchor pole to tunnel centerline direction with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, then installs remaining anchor pole with the same manner.As one for example, as shown in Figure 8, tunnel haunch anchor pole group comprises that Y1 is to tetra-groups of anchor poles of Y4, and Y1 becomes quincuncial arrangement to tetra-groups of anchor poles of Y4, and Y1, Y3 are first row, Y2, Y4 are second row, working procedure is for to arrange in turn by numerical order from Y1 to Y4, first anchoring Y1, Y2 point, then anchoring Y3, Y4 point, first at Tunnel wall place oblique tunnel center line, with 30 ° of inclination angles, squeeze into first anchor pole, after each complete first anchor pole of anchoring, perpendicular slice direction is squeezed into second anchor pole again.
Two, implementation step
(1) reasonably choose anchor pole, adopt common anchor pole in construction, the detail parameters of anchor pole is as follows: adopt the conventional cement mortar anchor pole in total length binding type anchor pole, anchor rod body should be selected HRB335 steel, body of rod diameter is got 25mm, body of rod surrender stretching resistance is more than or equal to 150kN, strong flexor ratio fu/fy >=1.2.Roof bolt plate material adopts Q235 steel.Anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts planning standard nut.Anchor pole is appeared and should be established supporting plate, the thick 150mm*150mm*6mm of supporting plate length and width.The length L of anchor pole is got 3m-5m, and meets following formula:
L≥5b1；
L≥2(b1+b2)；
Wherein b1, b2 are respectively the thickness of horizontal thin layer shape country rock rock stratum B1 and B2, as Fig. 2.
(2), after excavation, place according to a conventional method reinforcing bar bow member and steel mesh reinforcement;
(3) adopt and bore roof-bolter or hole chassis brill bolthole, bore diameter is got 40mm, and by quincuncial arrangement anchor pole, spacing is got 1.2m, respectively vault and haunch is squeezed into anchor pole, and in assurance hole, without ponding, rock dust should blow clean, and anchor rod body answers straightening rust cleaning to remove greasy dirt.
Three, operating principle
In horizontal thin layer shape country rock, the anchor mechanism of anchor pole mainly contains following action principle:
(1) anastomosis of anchor pole (suspension function)
(2) the cross-cut effect of anchor pole
(3) the compound beam effect of anchor pole
(4) anchor pole integral reinforcing effect
Through rational theoretical formula, calculate proof, multidirectional inclination combined type anchoring system not only arranges that with perpendicular slice direction anchor pole can reach the effect of identical supporting horizontal thin layer shape country rock, give full play to the advantage of common bolt, can also make constructor away under boring and the country rock falling rocks region that caves in, improve the safety of constructing tunnel, guarantee construction operation personnel's the security of the lives and property, from another side, reduce construction loss, save operating expenses, accomplished the principle of " people-oriented ".
Should be understood that, for those of ordinary skills, can be improved according to the above description or convert, and all these improvement and conversion all should belong to the protection domain of claims of the present invention.
Claims (4)
1. the installation method of the multidirectional inclination combined type of a tunnel horizontal thin layer shape country rock anchoring system, it is characterized in that, the installation method of tunnel vault anchor pole group: by quincuncial arrangement anchor pole, row's anchor pole that the distance tunnel construction sections that supporting is good is nearest is defined as first row anchor pole, along tunnel piercing direction, be followed successively by second row, the 3rd row, by that analogy, from the 3rd, arrange the anchor structure that starting weight multiple front two is arranged; Anchor pole installation method for first row is as follows: first the anchor point of both sides is anchored into first anchor pole along face direction obliquely with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, middle anchor point is anchored into two anchor poles with the same manner; The anchor pole of second row is installed: first in both sides, tunnel, along tunnel centerline direction, with 30 ° of inclination angles, anchor into obliquely first anchor pole, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, middle anchor point is installed to anchor pole with the anchorage style of first row;
The installation method of tunnel haunch anchor pole group: by quincuncial arrangement anchor pole, by quincuncial arrangement anchor pole, row's anchor pole that the distance tunnel construction sections that supporting is good is nearest is defined as first row anchor pole, along tunnel piercing direction, be respectively second row, the 3rd row, by that analogy, from the 3rd, arrange the anchor structure that starting weight multiple front two is arranged; First the anchor point of more close tunnel-side is carried out to anchoring, along anchoring into obliquely first anchor pole to tunnel centerline direction with 30 ° of inclination angles, direction with perpendicular slice after the complete anchor pole of every anchoring simultaneously anchors into second anchor pole, then installs remaining anchor pole with the same manner.
2. installation method according to claim 1, is characterized in that, described anchor pole adopts the conventional cement mortar anchor pole in total length binding type anchor pole, anchor rod body should be selected HRB335 steel, body of rod diameter is got 25mm, and body of rod surrender stretching resistance is more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; Roof bolt plate material adopts Q235 steel; Anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts planning standard nut; Anchor pole is appeared and should be established supporting plate, the thick 150mm*150mm*6mm of supporting plate length and width.
3. installation method according to claim 1, is characterized in that, the length L of described anchor pole is got 3m-5m, and meets following formula: L >=5b1; L >=2 (b1+b2); Wherein b1, b2 are respectively the thickness of horizontal thin layer shape country rock rock stratum B1 and B2.
4. installation method according to claim 1, is characterized in that, adopts and bores roof-bolter or hole chassis brill bolthole, and bore diameter is got 40mm, and by quincuncial arrangement anchor pole, spacing is got 1.2m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110445488.5A CN102678142B (en) | 2011-12-28 | 2011-12-28 | Multi-directional inclined combination type anchoring system for horizontal lamellar surrounding rock of tunnel and mounting method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110445488.5A CN102678142B (en) | 2011-12-28 | 2011-12-28 | Multi-directional inclined combination type anchoring system for horizontal lamellar surrounding rock of tunnel and mounting method thereof |
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| Publication Number | Publication Date |
|---|---|
| CN102678142A CN102678142A (en) | 2012-09-19 |
| CN102678142B true CN102678142B (en) | 2014-11-19 |
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| CN201110445488.5A Expired - Fee Related CN102678142B (en) | 2011-12-28 | 2011-12-28 | Multi-directional inclined combination type anchoring system for horizontal lamellar surrounding rock of tunnel and mounting method thereof |
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| CN109900564B (en) * | 2019-03-25 | 2021-09-28 | 中国电建集团华东勘测设计研究院有限公司 | Method for measuring friction angle of large interlaminar dislocation belt |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3152198A (en) * | 1961-02-23 | 1964-10-06 | Chester I Williams | Method for continuous pouring of concrete |
| US6296422B1 (en) * | 1997-02-25 | 2001-10-02 | Officine Maccaferri S.P.A. | Element for forming ground covering, restraining and reinforcing structures, particularly for forming retaining walls |
| CN1693670A (en) * | 2005-05-19 | 2005-11-09 | 中国矿业大学 | Three-anchor coupling supporting method for high stress tunnel break wall rock |
| CN201045298Y (en) * | 2007-04-05 | 2008-04-09 | 四川华蓥山广能(集团)有限责任公司 | Large inclination angle coal seam alley way anchor cote bracket |
| CN102121389A (en) * | 2010-06-02 | 2011-07-13 | 中国矿业大学(北京) | Method for preventing and treating roof falling and side collapsing of coal roadway surrounding rock by anchor rope truss |
-
2011
- 2011-12-28 CN CN201110445488.5A patent/CN102678142B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3152198A (en) * | 1961-02-23 | 1964-10-06 | Chester I Williams | Method for continuous pouring of concrete |
| US6296422B1 (en) * | 1997-02-25 | 2001-10-02 | Officine Maccaferri S.P.A. | Element for forming ground covering, restraining and reinforcing structures, particularly for forming retaining walls |
| CN1693670A (en) * | 2005-05-19 | 2005-11-09 | 中国矿业大学 | Three-anchor coupling supporting method for high stress tunnel break wall rock |
| CN201045298Y (en) * | 2007-04-05 | 2008-04-09 | 四川华蓥山广能(集团)有限责任公司 | Large inclination angle coal seam alley way anchor cote bracket |
| CN102121389A (en) * | 2010-06-02 | 2011-07-13 | 中国矿业大学(北京) | Method for preventing and treating roof falling and side collapsing of coal roadway surrounding rock by anchor rope truss |
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