CN102678142A - 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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- CN102678142A CN102678142A CN2011104454885A CN201110445488A CN102678142A CN 102678142 A CN102678142 A CN 102678142A CN 2011104454885 A CN2011104454885 A CN 2011104454885A CN 201110445488 A CN201110445488 A CN 201110445488A CN 102678142 A CN102678142 A CN 102678142A
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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 carried out the installation method of anchoring and system through multidirectional inclination combined type anchoring system.
Background technology
The fast development of highway in China construction in recent years, and China's population is more, relevant department is planning and is improving national speedway network, to satisfy the demand of people's trip and economic development.Because the technical indicator of highway route is high, when it gets into mountain area or hilling terrain, just inevitably adopt the tunnel to pass through the mountain ridge.Therefore the building highway in mountain area, China Midwest, the shared ratio in tunnel is higher usually, and it is bigger to build difficulty.Along with the continuous development of highway in China transport development and the enforcement of development of the West Regions infrastructure, the construction of tunnel of growing up of passing through the petrographic province of layer structure will continue to bring out.The rock stratum of horizontal thin layer shape structure is the comparatively simple normal sedimentation rock of structure mostly, is mostly to tilt that it is single that lithology has, and has plenty of that alternating layers shape or sandwich-like change.In this type rock mass, the primary structure face is an aspect, and the structural texture face is relatively not too grown, but along aspect the interlayer disturbed belt is often arranged, and individual layer is comparatively complete, interlayer connect power a little less than, have tangible stratiform assemblage characteristic.Because these characteristics of horizontal thin layer shape country rock, the probability that landslide takes place when 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 job practices, doing one's best provides safety guarantee for construction team.
The existence of aspect not only makes the anisotropy of country rock very remarkable in the horizontal thin layer shape country rock, has caused the discontinuity of country rock simultaneously, makes the deformation failure of country rock with caving in special form arranged.The distortion of horizontal thin layer shape country rock, destruction are controlled by aspect to a great extent, are easy to take place 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 be anchor rod anchored through arranging to the conventional thinking of the improvement thinking of horizontal thin layer shape country rock at present; And be that direction according to perpendicular slice is provided with anchor pole; Simultaneously because the instability of horizontal thin layer shape country rock; When boring or grappling, constructor's security risk under this will be increased in undoubtedly, the security of the lives and property that jeopardizes the constructor.
Summary of the invention
Technical problem to be solved by this invention is that the deficiency that is directed against prior art provides a kind of tunnel horizontal thin layer shape country rock multidirectional inclination combined type anchoring system and installation method thereof.
Technical scheme of the present invention is following:
The multidirectional inclination combined type of a kind of 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 the quincuncial arrangement anchor pole, anchor point anchors into first anchor pole along the face direction with 30 ° of inclination angles obliquely, and the direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole; Tunnel haunch anchor pole group: by the quincuncial arrangement anchor pole; Along anchoring into first anchor pole obliquely with 30 ° of inclination angles to the tunnel centerline direction; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, installs remaining anchor pole with the same manner again.
Described anchoring system, said anchor pole adopt the conventional cement mortar anchor pole in the total length binding type anchor pole, and anchor rod body should be selected the HRB335 steel for use, and body of rod diameter is got 25mm, and the body of rod is surrendered stretching resistance more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; The roof bolt plate material adopts the Q235 steel; The anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts the 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 said anchor pole is got 3m-5m, and satisfies 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 multidirectional inclination combined type of described tunnel horizontal thin layer shape country rock anchoring system; The installation method of tunnel vault anchor pole group: by the quincuncial arrangement anchor pole; A row anchor pole nearest apart from the tunnel construction sections that supporting is good is defined as first row's anchor pole; Be followed successively by second row, the 3rd row along the tunnel piercing direction, by that analogy, arrange the anchor structure that starting weight multiple preceding two is arranged from the 3rd; Anchor pole installation method for first row is following: the anchor point to both sides anchors into first anchor pole along the face direction with 30 ° of inclination angles obliquely earlier; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, and the anchor point with the centre anchors into two anchor poles with the same manner again; Second row's anchor pole is installed: earlier in the tunnel two sides centerline direction anchors into first anchor pole obliquely with 30 ° of inclination angles along the tunnel; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, again the anchor point of centre is installed anchor pole with first row's anchorage style;
The installation method of tunnel haunch anchor pole group: by the quincuncial arrangement anchor pole; A row anchor pole nearest apart from the tunnel construction sections that supporting is good is defined as first row's anchor pole; Be respectively second row, the 3rd row along the tunnel piercing direction, by that analogy, arrange the anchor structure that starting weight multiple preceding two is arranged from the 3rd.Earlier to more carrying out anchoring near the anchor point of tunnel-side; Along anchoring into first anchor pole obliquely with 30 ° of inclination angles to the tunnel centerline direction; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, installs remaining anchor pole with the same manner again.
Described installation method, said anchor pole adopt the conventional cement mortar anchor pole in the total length binding type anchor pole, and anchor rod body should be selected the HRB335 steel for use, and body of rod diameter is got 25mm, and the body of rod is surrendered stretching resistance more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; The roof bolt plate material adopts the Q235 steel; The anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts the 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 said anchor pole is got 3m-5m, and satisfies 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 the quincuncial arrangement anchor pole, spacing is got 1.2m.
Patent of the present invention is to be first main idea with " people-oriented "; Through oblique layout anchor rod system; Make the constructor away under the boring and the country rock falling rocks zone that caves in, reduce the casualties risk that constructing tunnel horizontal thin layer shape country rock caves in and causes, guarantee construction safety; Reduce economic loss from another point of view, theory analysis and on-the-spot real example prove that also this anchor system also can reach the effect that traditional anchor system is reinforced horizontal thin layer shape country rock equally effectively simultaneously.
Description of drawings
The anchor pole sketch map that Fig. 1 squeezes into for tendency;
Fig. 2 is horizontal layer country rock depth of stratum figure;
Fig. 3 arranges cross-sectional figure for tunnel vault anchor pole;
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 arranges cross-sectional figure for tunnel haunch anchor pole;
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 accompanying drawing and specific embodiment, the present invention is elaborated.
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; Squeeze into anchor pole with multidirectional inclination combination; Anchor pole is squeezed in oblique rock stratum to be squeezed into anchor pole with the perpendicular slice direction and combines; Squeeze into to be 30 ° of angles when anchor pole is squeezed in oblique rock stratum, comprise tunnel vault anchor pole group and tunnel haunch anchor pole group with horizontal bedding.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, calculates with 30 ° of inclination angles according to the sine and cosine theorem and squeezes into anchor pole A.
Tunnel vault anchor pole group wherein: by the quincuncial arrangement anchor pole; A row anchor pole nearest apart from the tunnel construction sections that supporting is good is defined as first row's anchor pole; Be followed successively by second row, the 3rd row along the tunnel piercing direction, by that analogy, arrange the anchor structure that starting weight multiple preceding two is arranged from the 3rd.Anchor pole installation method for first row is following: the anchor point to both sides anchors into first anchor pole along the face direction with 30 ° of inclination angles obliquely earlier; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, and the anchor point with the centre anchors into two anchor poles with the same manner again; Second row's anchor pole is installed: earlier in the tunnel two sides centerline direction anchors into first anchor pole obliquely with 30 ° of inclination angles along the tunnel; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, again the anchor point of centre is installed anchor pole with first row's anchorage style.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 the quincuncial arrangement anchor pole; As shown in Figure 4, C1, C3, C4, C2 are first row, and C5, C7, C8, C6 are second row; Working procedure is from C1 to C8, to arrange in order by numerical order; Like Fig. 5, Fig. 6, shown in Figure 7, wherein C1, C3, C4, C2, C7, C8 are earlier squeezing into anchor pole towards the face direction with 30 ° of inclination angles obliquely, behind intact first anchor pole of each anchoring again the perpendicular slice direction squeeze into an anchor pole; C5, C6 before this at wall place, hole, tunnel oblique tunnel center line squeeze into first anchor pole with 30 ° of inclination angles, behind intact first anchor pole of each anchoring again the perpendicular slice direction squeeze into second anchor pole.
Tunnel haunch anchor pole group: by the quincuncial arrangement anchor pole; A row anchor pole nearest apart from the tunnel construction sections that supporting is good is defined as first row's anchor pole; Be respectively second row, the 3rd row along the tunnel piercing direction, by that analogy, arrange the anchor structure that starting weight multiple preceding two is arranged from the 3rd.Earlier to more carrying out anchoring near the anchor point of tunnel-side; Along anchoring into first anchor pole obliquely with 30 ° of inclination angles to the tunnel centerline direction; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, installs remaining anchor pole with the same manner again.As one for example, as shown in Figure 8, tunnel haunch anchor pole group comprises that Y1 is to four groups of anchor poles of Y4; Y1 becomes quincuncial arrangement to four groups of anchor poles of Y4, and Y1, Y3 are first row, and Y2, Y4 are second row; Working procedure is for to arrange from Y1 to Y4 by numerical order in order, first anchoring Y1, Y2 point, anchoring Y3, Y4 point again; Earlier oblique tunnel center line is squeezed into first anchor pole with 30 ° of inclination angles at wall place, hole, tunnel, behind intact first anchor pole of each anchoring again the perpendicular slice direction squeeze into second anchor pole.
Two, implementation step
(1) reasonably chooses anchor pole; Adopt common anchor pole in the construction; The detail parameters of anchor pole is following: adopt the conventional cement mortar anchor pole in the total length binding type anchor pole, anchor rod body should be selected the HRB335 steel for use, and body of rod diameter is got 25mm; The body of rod is surrendered stretching resistance more than or equal to 150kN, strong flexor ratio fu/fy >=1.2.The roof bolt plate material adopts the Q235 steel.The anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts the 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 satisfies 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, like Fig. 2.
(2) behind excavation, place reinforcing bar bow member and steel mesh reinforcement by conventional method;
(3) adopt brill roof-bolter or hole chassis to bore bolthole, bore diameter is got 40mm, and by the quincuncial arrangement anchor pole, spacing is got 1.2m, respectively vault and haunch is squeezed into anchor pole, guarantees no ponding in the hole, and rock dust should blow clean, and anchor rod body is answered straightening rust cleaning removing greasy dirt.
Three, operating principle
The anchor mechanism of anchor pole mainly contains following action principle in the horizontal thin layer shape country rock:
(1) anastomosis of anchor pole (suspention effect)
(2) the cross-cut effect of anchor pole
(3) the compound beam effect of anchor pole
(4) anchor pole integral reinforcing effect
Calculate proof through rational theoretical formula, multidirectional inclination combined type anchoring system not only arranges that with the perpendicular slice direction anchor pole can reach the effect of identical supporting horizontal thin layer shape country rock, gives full play to the advantage of common bolt; Can also make the constructor away under the boring and the country rock falling rocks zone that caves in; Improve the safety of constructing tunnel, guarantee construction operation personnel's the security of the lives and property, reduce the construction loss from another side; Practice thrift operating expenses, accomplished the principle of " people-oriented ".
Should be understood that, concerning those of ordinary skills, can improve or conversion, and all these improvement and conversion all should belong to the protection domain of accompanying claims of the present invention according to above-mentioned explanation.
Claims (7)
1. the multidirectional inclination combined type of a tunnel horizontal thin layer shape country rock anchoring system is characterized in that, comprises tunnel vault anchor pole group and tunnel haunch anchor pole group; Tunnel vault anchor pole group wherein: by the quincuncial arrangement anchor pole, anchor point anchors into first anchor pole along the face direction with 30 ° of inclination angles obliquely, and the direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole; Tunnel haunch anchor pole group: by the quincuncial arrangement anchor pole; Along anchoring into first anchor pole obliquely with 30 ° of inclination angles to the tunnel centerline direction; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, installs remaining anchor pole with the same manner again.
2. anchoring system according to claim 1 is characterized in that, said anchor pole adopts the conventional cement mortar anchor pole in the total length binding type anchor pole; Anchor rod body should be selected the HRB335 steel for use; Body of rod diameter is got 25mm, and the body of rod is surrendered stretching resistance more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; The roof bolt plate material adopts the Q235 steel; The anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts the 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. anchoring system according to claim 1 is characterized in that the length L of said anchor pole is got 3m-5m, and satisfies 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. the installation method of the multidirectional inclination combined type of tunnel horizontal thin layer shape country rock according to claim 1 anchoring system; It is characterized in that; The installation method of tunnel vault anchor pole group: by the quincuncial arrangement anchor pole, a row anchor pole nearest apart from the tunnel construction sections that supporting is good is defined as first row's anchor pole, is followed successively by second row, the 3rd row along the tunnel piercing direction; By that analogy, arrange the anchor structure that starting weight multiple preceding two is arranged from the 3rd; Anchor pole installation method for first row is following: the anchor point to both sides anchors into first anchor pole along the face direction with 30 ° of inclination angles obliquely earlier; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, and the anchor point with the centre anchors into two anchor poles with the same manner again; Second row's anchor pole is installed: centerline direction anchors into first anchor pole obliquely with 30 ° of inclination angles along the tunnel in the both sides, tunnel earlier; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, again the anchor point of centre is installed anchor pole with first row's anchorage style;
The installation method of tunnel haunch anchor pole group: by the quincuncial arrangement anchor pole; By the quincuncial arrangement anchor pole; A row anchor pole nearest apart from the tunnel construction sections that supporting is good is defined as first row's anchor pole; Be respectively second row, the 3rd row along the tunnel piercing direction, by that analogy, arrange the anchor structure that starting weight multiple preceding two is arranged from the 3rd.Earlier to more carrying out anchoring near the anchor point of tunnel-side; Along anchoring into first anchor pole obliquely with 30 ° of inclination angles to the tunnel centerline direction; Direction with perpendicular slice behind the intact anchor pole of every anchoring simultaneously anchors into second anchor pole, installs remaining anchor pole with the same manner again.
5. installation method according to claim 4 is characterized in that, said anchor pole adopts the conventional cement mortar anchor pole in the total length binding type anchor pole; Anchor rod body should be selected the HRB335 steel for use; Body of rod diameter is got 25mm, and the body of rod is surrendered stretching resistance more than or equal to 150kN, strong flexor ratio fu/fy >=1.2; The roof bolt plate material adopts the Q235 steel; The anchor pole exposed junction should be processed the standard thread of 120-150mm, and adopts the planning standard nut; Anchor pole is appeared and should be established supporting plate, the thick 150mm*150mm*6mm of supporting plate length and width.
6. installation method according to claim 4 is characterized in that the length L of said anchor pole is got 3m-5m, and satisfies 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.
7. installation method according to claim 4 is characterized in that, adopts and bores roof-bolter or hole chassis brill bolthole, and bore diameter is got 40mm, and by the quincuncial arrangement anchor pole, spacing is got 1.2m.
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| 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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| 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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| CN102678142A true CN102678142A (en) | 2012-09-19 |
| CN102678142B CN102678142B (en) | 2014-11-19 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109900564A (en) * | 2019-03-25 | 2019-06-18 | 中国电建集团华东勘测设计研究院有限公司 | Inter-laminar dislocation band of growing up friction angle measuring method |
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| 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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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 |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109900564A (en) * | 2019-03-25 | 2019-06-18 | 中国电建集团华东勘测设计研究院有限公司 | Inter-laminar dislocation band of growing up friction angle measuring method |
| 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 |
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