CN104632259A - End-head self-expansion enlarging type anchoring method for soft and weak stratum - Google Patents

End-head self-expansion enlarging type anchoring method for soft and weak stratum Download PDF

Info

Publication number
CN104632259A
CN104632259A CN201410855488.6A CN201410855488A CN104632259A CN 104632259 A CN104632259 A CN 104632259A CN 201410855488 A CN201410855488 A CN 201410855488A CN 104632259 A CN104632259 A CN 104632259A
Authority
CN
China
Prior art keywords
anchoring
weak
anchoring agent
expansion
resin anchoring
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201410855488.6A
Other languages
Chinese (zh)
Other versions
CN104632259B (en
Inventor
孟庆彬
韩立军
宗义江
王迎超
韩德明
孙景武
孙康
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China University of Mining and Technology CUMT
Original Assignee
China University of Mining and Technology CUMT
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China University of Mining and Technology CUMT filed Critical China University of Mining and Technology CUMT
Priority to CN201410855488.6A priority Critical patent/CN104632259B/en
Publication of CN104632259A publication Critical patent/CN104632259A/en
Application granted granted Critical
Publication of CN104632259B publication Critical patent/CN104632259B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • E21D20/02Setting anchoring-bolts with provisions for grouting
    • E21D20/025Grouting with organic components, e.g. resin

Abstract

The invention discloses an end-head self-expansion enlarging type anchoring method for a soft and weak stratum. The end-head self-expansion enlarging type anchoring method is suitable for supporting mine soft rock roadways, tunnels, side slopes, foundation pits and other geotechnical engineering, and especially suitable for reinforcing rock and earth mass in the soft and weak stratum. To solve the problem that it is difficult to form an effective anchoring structure in the soft and weak rock and earth mass, the concept that the self expansion force formed by the expanding feature in the curing reaction process of an expanding type resin anchoring agent forms extrusion force on surrounding rocks of the soft and weak stratum is proposed, so that an anchoring segment body of the diameter larger than the original drilling diameter is formed at the anchoring segment, an end-head expanding type anchoring structure is formed, and the reliability and anchoring force of the anchoring structure are improved. The end-head self-expansion enlarging type anchoring structure for the soft and weak stratum is simple and convenient in process, lower in construction cost and better in reinforcing effect of the soft and weak rock and earth mass and has the advantages of being self expandable, capable of conducting anchorage, high in anchorage force, high in reliability and the like, and the method is an anchor rod supporting technology which is easy and convenient to construct, feasible and economical.

Description

Soft stratum termination self-expanding expansion type anchoring process
Technical field:
The present invention relates to the engineering fields such as mine soft-rock tunnel, tunnel, side slope, foundation ditch, particularly a kind of soft stratum termination self-expanding expansion type anchoring process.
Background technology:
Bolt support is one of common technology of weak rocks soil body supporting, traditional bolt support has the advantage of simple, quick and easy construction, but for soft stratum Rock And Soil, due to its anchoring limited area, be difficult to provide enough anchored force, thus cause anchor pole end tension and slip, cause bolt support to lose efficacy.Generally speaking, in soft stratum, Rock And Soil intensity is lower, is very easily pulled out after anchor rod anchored, cannot play the active enforcement effect of anchor pole to Rock And Soil; Especially the construction space of underground construction is limited, and heavy construction equipment is difficult to use, and causes construction large aperture armature boring comparatively difficult.
For overcoming the lower unfavorable factor of anchor-holding force of anchor bolt in soft stratum, bearing capacity and the anchored force of anchor pole need be improved, adopting the measures such as the anchorage length improving anchor pole and anchoring contact area more at present.As entirety expands the diameter of armature boring, the contact area of Anchor Agent and Rock And Soil can be increased; Or anchor pole is become full length fastening from termination anchor pole, improve the anchored force of anchor pole to a certain extent, but can cause that efficiency of construction is low, support cost increases, and the anchoring effect of anchor pole is remarkable, there is the phenomenon that anchor pole and its anchoring body are pulled out jointly; Or adopt reaming rig to carry out expanding treatment to anchoring section, can by the enlarged-diameter of anchor rod anchored section of certain length scope internal drilling, the anchoring contact area of anchor pole can be increased like this, thus improve the uplift resistance of anchor pole, but be disadvantageous for the stable of the weak rocks soil body like this, even there will be boring to collapse and the phenomenon such as large deformation destruction, affect programming; Or adopt umbrella-type drill bit, can complete the reaming construction of anchor rod anchored section efficiently, its construction speed is relatively very fast, but its cost is higher, technique relative complex.Therefore, improve the measure of anchor-holding force of anchor bolt in weak rocks soil layer traditionally, only the anchorage length and area etc. from the viewpoint of how increasing anchor pole, not yet recognize that the expansion force of the dilatancy of resin anchoring agent and generation after expanding thereof is to the extruding reinforcement effect of the weak rocks soil body, not yet utilize the self-expanding compression properties of dilatancy resin anchoring agent to improve reliability and the anchored force of anchor structure.Therefore, need look for a kind of simple, convenient, economical, the reamed end bolt support technology that can meet again safety requirements is extremely urgent.
Summary of the invention:
The object of the invention is to overcome the weak point in prior art, provide that a kind of technique is simple, the soft stratum termination self-expanding expansion type anchor structure of safety, economy, Be very effective.
To achieve these goals, soft stratum termination self-expanding expansion type anchoring process of the present invention, according to bolt diameter design boring aperture, construction drill in the weak rocks soil body, and cleaning boring, comprise the steps:
A. dissimilar resin anchoring agent order is put into boring, first weak dilatancy resin anchoring agent at the bottom of load hole in boring, puts into high-expansion resin anchoring agent in the middle part of anchoring section afterwards, and then puts into the weak dilatancy resin anchoring agent of initial anchoring section;
B. anchor pole is inserted and installed in the boring of resin anchoring agent, start jumbolter, control rig and first rotate at a slow speed, be each passed through dissimilar resin anchoring agent until after at the bottom of hole until anchor pole, then fast rotational agitating resin Anchor Agent 3 ~ 5min;
C. after rig stops the rotation and stirs, in boring, dissimilar resin anchoring agent forms extruding space to soft stratum " weak-strong-weak " by the size of its expansion rate, the extruding space one to soft stratum is formed after weak dilatancy resin anchoring agent at the bottom of hole expands, the extruding space two to soft stratum is formed after the weak dilatancy resin anchoring agent expansion of initial anchoring section, form the extruding space three to soft stratum after high-expansion resin anchoring agent in the middle part of anchoring section expands, the expansion extruding scope in extruding space three is greater than extruding space one and extruding space two;
D. according to a conventional method at anchor pole exposed junction tray, nut, pretightning force is applied to anchor bar body, realizes the end anchorage of soft stratum.
The total length of described anchoring section is 1.0 ~ 2.0m, and the length of the weak dilatancy resin anchoring agent of weak dilatancy resin anchoring agent at the bottom of hole and initial anchoring section is 0.3 ~ 0.6m, and the length of the high-expansion resin anchoring agent in the middle part of anchoring section is 0.4 ~ 0.8m.
At the bottom of described hole, weak dilatancy resin anchoring agent adopts the resin anchoring agent of rapid solidification, the weak dilatancy resin anchoring agent of initial anchoring section adopts the resin anchoring agent of middling speed or slow-set, high-expansion resin anchoring agent in the middle part of anchoring section adopts at a slow speed or the flame-retardant polyurethane resin anchoring agent of super slow-set, to ensure that the weak dilatancy resin anchoring agent of weak dilatancy resin anchoring agent at the bottom of hole and initial anchoring section first solidifies, high-expansion resin anchoring agent in the middle part of anchoring section solidifies again, forms the extruding space to soft stratum " weak-strong-weak ".
Beneficial effect: the present invention is directed in the weak rocks soil body problem being difficult to be formed effective anchor structure, form expansion force by the expansion characteristics in resin anchoring agent solidify reaction process and extruding reinforcement effect is produced to soft stratum, the weak dilatancy resin anchoring agent of anchored end and the anchor structure formed between anchor bar body and country rock and high-expansion resin anchoring agent and the anchor structure that formed between anchor bar body and country rock is utilized to be combined into compound anchor fixing structure, do not changing original anchor pole material, on the basis of construction equipment and technique, use dissimilar dilatancy resin anchoring agent, swelling stress is formed by expansion characteristics in resin anchoring agent solidify reaction process, thus extruding reinforcement effect is produced to soft stratum, improve anchoring contact and the end face loaded area of anchor pole, for anchor pole provides enough uplift resistances and anchored force.Form larger space on the one hand and fill the rear resin anchoring agent induration that expands, expand anchoring contact area and the end face loaded area of anchor pole, thus improve the uplift resistance of anchor pole, enhance the anchored force of anchor pole, on the other hand by the extruding weak rocks soil body, make the boring closely knit increase of Rock And Soil medium around, thus its Physical and mechanical properties is improved, be also conducive to the formation of anchor structure.By the self-expanding stress formed in dilatancy resin anchoring agent expansion process, extruding force is formed to the country rock of soft stratum, form at anchoring section the anchoring section that a section is greater than original bore diameter, form reamed end type anchor structure.Can form effective anchor structure in soft stratum, improve reliability and the anchored force of anchor structure, the anchored force of weak rocks soil layer middle-end head self-expanding expansion type anchor structure can reach 60 ~ 80kN, realizes the active anchoring support to soft stratum.The expansion force making full use of self-expanding compression properties and generation after expanding thereof in the solidify reaction process of resin anchoring agent realizes the extruding reinforcement effect of the weak rocks soil body, the improvement of traditional enlarged footing anchor pole to anchor structure anchored force and reliability can be reached, avoid the defect of traditional raising anchor-holding force of anchor bolt measure, on the basis ensureing construction safety, can support cost be saved, improve efficiency of construction.Its technique is simple, safety, economy, Be very effective, has practicality widely.
Accompanying drawing explanation
Fig. 1 is soft stratum termination self-expanding expansion type anchor structure of the present invention construction schematic diagram.
Fig. 2 is the present invention's weak dilatancy resin anchoring agent curing reaction expansion effect schematic diagram.
Fig. 3 is the weak dilatancy resin anchoring agent of the present invention and high-expansion resin anchoring agent curing reaction expansion effect schematic diagram.
In figure; The 1-weak rocks soil body, 2-holes, 3-anchor bar body, weak dilatancy resin anchoring agent at the bottom of 4-hole, the weak dilatancy resin anchoring agent of the initial anchoring section of 5-, high-expansion resin anchoring agent in the middle part of 6-anchoring section, the extruding space formed after the initial anchoring section of 7-weak dilatancy resin anchoring agent curing reaction expands, the extruding space formed after weak dilatancy resin anchoring agent curing reaction at the bottom of 8-hole expands, the extruding space that in the middle part of 9-anchoring section, high-expansion resin anchoring agent curing reaction is formed after expanding, 10-High strength bolt pallet, 11-high strength nut.
Detailed description of the invention:
Description below in conjunction with accompanying drawing is done into upper step to one embodiment of the present of invention:
Soft stratum termination self-expanding expansion type anchoring process of the present invention, concrete steps are as follows:
A. according to bolt diameter design boring aperture, construction drill 2 in the weak rocks soil body 1, and cleaning boring, lay resin anchoring agent afterwards: dissimilar resin anchoring agent order is put into boring 2, first weak dilatancy resin anchoring agent 4 at the bottom of load hole in boring 2, put into high-expansion resin anchoring agent 6 in the middle part of anchoring section afterwards, and then put into the weak dilatancy resin anchoring agent 5 of initial anchoring section; The total length of described anchoring section is 1.0 ~ 2.0m, and the length of the weak dilatancy resin anchoring agent 5 of weak dilatancy resin anchoring agent 4 at the bottom of hole and initial anchoring section is 0.3 ~ 0.6m, and the length of the high-expansion resin anchoring agent 6 in the middle part of anchoring section is 0.4 ~ 0.8m.
B. with agitator, anchor pole 3 bar tail is connected with rig head, being inserted by anchor pole 3 installs in the boring 2 of resin anchoring agent, start jumbolter, control the first low speed rotation of rig, be each passed through after at the bottom of dissimilar resin anchoring agent to hole until anchor pole 3, High Rotation Speed again, by anchor rod stirring resin anchoring agent 3 ~ 5min;
C. after rig stops the rotation and stirs, in boring 2, dissimilar resin anchoring agent forms extruding space to soft stratum " weak-strong-weak " by the size of its expansion rate, weak dilatancy resin anchoring agent 4 at the bottom of hole forms the extruding space 1 to soft stratum after expanding, the extruding space 27 to soft stratum is formed after the weak dilatancy resin anchoring agent 5 of initial anchoring section expands, form the extruding space 39 to soft stratum after high-expansion resin anchoring agent 6 in the middle part of anchoring section expands, the expansion extruding scope in extruding space 39 is greater than extruding space 1 and extruding space 27; At the bottom of described hole, weak dilatancy resin anchoring agent 4 adopts the resin anchoring agent of rapid solidification, the weak dilatancy resin anchoring agent 5 of initial anchoring section adopts the resin anchoring agent of middling speed or slow-set, high-expansion resin anchoring agent 6 in the middle part of anchoring section adopts at a slow speed or the flame-retardant polyurethane resin anchoring agent of super slow-set, to ensure that the weak dilatancy resin anchoring agent 5 of weak dilatancy resin anchoring agent 4 at the bottom of hole and initial anchoring section first solidifies, high-expansion resin anchoring agent 6 in the middle part of anchoring section solidifies again, forms the extruding space to soft stratum " weak-strong-weak ".
D. agitator is changed to erector, starts rig, according to a conventional method at anchor pole 3 exposed junction tray 10, nut 11, pretightning force is applied to anchor bar body 3 and reaches designing requirement, realize the end anchorage of soft stratum.
General weak dilatancy resin anchoring agent induration volume degree of free swelling is 5 ~ 10 times of himself volume, and the cubical expansivity under Rock And Soil constraints is 2 ~ 3 times of himself volume, and the self-expanding stress of generation can reach 1.5 ~ 2 times of Rock And Soil intensity; High-expansion resin anchoring agent induration volume degree of free swelling is 25 ~ 30 times of himself volume, and the cubical expansivity under Rock And Soil constraints is 5 ~ 8 times of himself volume, and the self-expanding stress of generation is 2 ~ 3 times of Rock And Soil intensity.Concrete Anchor Agent component parameter need be determined by test according to Rock And Soil physics and mechanical property and resin material characteristic.Control the expansion rate in the solidify reaction process of Anchor Agent according to the change of the curing compound type selected and the difference of component ratio and fines volume, thus produce rational swelling stress, form the effective extruding reinforcement effect to the weak rocks soil body.

Claims (3)

1. a soft stratum termination self-expanding expansion type anchoring process, in the weak rocks soil body (1), complete the construction of boring (2) according to bolt diameter design aperture, cleaning boring, is characterized in that comprising the steps:
A. dissimilar resin anchoring agent order is put into boring (2), first weak dilatancy resin anchoring agent (4) at the bottom of load hole in boring (2), put into high-expansion resin anchoring agent (6) in the middle part of anchoring section afterwards, and then put into the weak dilatancy resin anchoring agent (5) of initial anchoring section;
B. being inserted by anchor pole (3) has installed in the boring (2) of resin anchoring agent, start jumbolter, control rig first to rotate at a slow speed, be each passed through dissimilar resin anchoring agent until after at the bottom of hole until anchor pole (3), then fast rotational agitating resin Anchor Agent 3 ~ 5 min;
C. after rig stops the rotation and stirs, in boring (2), dissimilar resin anchoring agent forms extruding space to soft stratum " weak-strong-weak " by the size of its expansion rate, weak dilatancy resin anchoring agent (4) at the bottom of hole forms the extruding space one (8) to soft stratum after expanding, the extruding space two (7) to soft stratum is formed after weak dilatancy resin anchoring agent (5) expansion of initial anchoring section, the extruding space three (9) to soft stratum is formed after high-expansion resin anchoring agent (6) in the middle part of anchoring section expands, the expansion extruding scope in extruding space three (9) is greater than extruding space one (8) and extruding space two (7),
D. according to a conventional method at anchor pole (3) exposed junction tray (10), nut (11), pretightning force is applied to anchor bar body (3), realizes the end anchorage of soft stratum.
2. soft stratum termination self-expanding expansion type anchor structure according to claim 1, it is characterized in that, the total length of described anchoring section is 1.0 ~ 2.0 m, the length of the weak dilatancy resin anchoring agent (5) of weak dilatancy resin anchoring agent (4) at the bottom of hole and initial anchoring section is 0.3 ~ 0.6 m, and the length of the high-expansion resin anchoring agent (6) in the middle part of anchoring section is 0.4 ~ 0.8 m.
3. soft stratum termination self-expanding expansion type anchor structure according to claim 1, it is characterized in that, at the bottom of described hole, weak dilatancy resin anchoring agent (4) adopts the resin anchoring agent of rapid solidification, the weak dilatancy resin anchoring agent (5) of initial anchoring section adopts the resin anchoring agent of middling speed or slow-set, high-expansion resin anchoring agent (6) in the middle part of anchoring section adopts at a slow speed or the flame-retardant polyurethane resin anchoring agent of super slow-set, to ensure that the weak dilatancy resin anchoring agent (5) of weak dilatancy resin anchoring agent (4) at the bottom of hole and initial anchoring section is first solidified, high-expansion resin anchoring agent (6) in the middle part of anchoring section solidifies again, form the extruding space to soft stratum " weak-strong-weak ".
CN201410855488.6A 2014-12-31 2014-12-31 End-head self-expansion enlarging type anchoring method for soft and weak stratum Active CN104632259B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201410855488.6A CN104632259B (en) 2014-12-31 2014-12-31 End-head self-expansion enlarging type anchoring method for soft and weak stratum

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201410855488.6A CN104632259B (en) 2014-12-31 2014-12-31 End-head self-expansion enlarging type anchoring method for soft and weak stratum

Publications (2)

Publication Number Publication Date
CN104632259A true CN104632259A (en) 2015-05-20
CN104632259B CN104632259B (en) 2017-01-11

Family

ID=53211438

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201410855488.6A Active CN104632259B (en) 2014-12-31 2014-12-31 End-head self-expansion enlarging type anchoring method for soft and weak stratum

Country Status (1)

Country Link
CN (1) CN104632259B (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2019237859A1 (en) * 2018-06-11 2019-12-19 东北大学 Self-expanding anchor bolt and preparation method and use method thereof

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP3679225A4 (en) * 2017-09-08 2021-06-02 Dywidag Systems International Pty Ltd Encapsulation system and method of installing a rock bolt

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2161730Y (en) * 1993-01-19 1994-04-13 成恒棠 Multi-section anchoring-bolt fastening device
CN1465546A (en) * 2002-07-05 2004-01-07 刘茂平 Quick-hardening hih-strength cement anchoring agent
CN102031981A (en) * 2010-11-19 2011-04-27 湖南科技大学 Anchoring method of extensible anchor rod
CN102337912A (en) * 2011-10-17 2012-02-01 新汶矿业集团有限责任公司华丰煤矿 Rapid anchoring method for coal mine roadway anchor rod
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
CN103758551A (en) * 2014-01-22 2014-04-30 山东科技大学 Multistage anchoring type resin anchor rod and anchoring method thereof

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2161730Y (en) * 1993-01-19 1994-04-13 成恒棠 Multi-section anchoring-bolt fastening device
CN1465546A (en) * 2002-07-05 2004-01-07 刘茂平 Quick-hardening hih-strength cement anchoring agent
CN102031981A (en) * 2010-11-19 2011-04-27 湖南科技大学 Anchoring method of extensible anchor rod
CN102337912A (en) * 2011-10-17 2012-02-01 新汶矿业集团有限责任公司华丰煤矿 Rapid anchoring method for coal mine roadway anchor rod
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
CN103758551A (en) * 2014-01-22 2014-04-30 山东科技大学 Multistage anchoring type resin anchor rod and anchoring method thereof

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2019237859A1 (en) * 2018-06-11 2019-12-19 东北大学 Self-expanding anchor bolt and preparation method and use method thereof

Also Published As

Publication number Publication date
CN104632259B (en) 2017-01-11

Similar Documents

Publication Publication Date Title
JP5520347B2 (en) Pile digging method
US9004820B2 (en) Grouting method for anchoring with polymer
CN2878511Y (en) Tensile compression combined self-anchored rock anchor rod
CN201013018Y (en) Injection anchor bar of plasm capsule bag
CN202596756U (en) Shell-expanding high-strength grouting bolt
CN103835284A (en) Karst area drilling cast-in-place pile structure and construction method
CN202359557U (en) Pawl type anchor rod
KR100795850B1 (en) Drilling apparatus for the anchor and nail
CN102002957B (en) Slope retaining structure
CN101812976B (en) Adjustable multiple coil extruding and expanding drilling tool
CN102587358B (en) Construction technology of high polymer material post-grouting squeezed cast-in-place pile
CN202466594U (en) Horizontal jet grouting soil anchoring and cast-in-place pile compound foundation pit supporting structure
CA2955218C (en) Rapid pier
CN101532290A (en) Granule grouting pile of ripple plastic sleeve with hole for strengthening soft soil foundation and strengthening method
CN102865088B (en) Tension and compression coupling type high-strength and high-deformation anchor rod and method for using same
CN104074529B (en) A kind of cave continuous bivalve, lane, deep reinforcement means
CN103291326A (en) Reconstructed bearing layer control technology of large-deformation roadway surrounding rock
CN103806479A (en) Pile foundation combined grouting reinforcement construction method combining waterproof curtain
CN105350519A (en) Advanced pre-grouting device suitable for shallow-buried tunnel construction in sand soil layer and construction process
CN206736901U (en) A kind of anchor pole or pile foundation variable diameters steel reinforcement cage
KR100576053B1 (en) Soil nailing by extended packer grouting and construction method
CN201686986U (en) Pre-stressed anchor bar with detachable main bar
CN106499398A (en) Based on the Soft Rock Tunnel Excavation method that rockbolt stress is analyzed
CN104988907A (en) Construction method of concrete pile
KR200352267Y1 (en) Slope-reinforcing structure for soil nailing having function of drainage

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
CB02 Change of applicant information

Address after: 221116 Research Institute of China University of Mining and Technology,, Jiangsu

Applicant after: China University of Mining & Technology

Address before: 221116 Research Institute, China University of Mining and Technology, Xuzhou University, Jiangsu, China,

Applicant before: China University of Mining & Technology

COR Change of bibliographic data
GR01 Patent grant
GR01 Patent grant