CN101967983A - Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave - Google Patents
Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave Download PDFInfo
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- CN101967983A CN101967983A CN 201010274575 CN201010274575A CN101967983A CN 101967983 A CN101967983 A CN 101967983A CN 201010274575 CN201010274575 CN 201010274575 CN 201010274575 A CN201010274575 A CN 201010274575A CN 101967983 A CN101967983 A CN 101967983A
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Abstract
The invention discloses a method for over-dredging, anchoring, backfilling and controlling a deep well rock roadway floor heave, which is characterized by comprising the following steps of: firstly, over-dredging a rock stratum with the thickness of 800-1,000mm below a deep well rock roadway bottom plate so that the displacement of a rock mass below the bottom plate is released in a certain space; then carrying out anchor cable supporting and grouting on the bottom plate, strengthening the rock mass of the bottom plate, and controlling vertical deformation of a deep rock mass; and finally backfilling a concrete layer with higher strength, resisting the deformation of the rock mass below a backfilling layer, improving mechanical property and mechanical state of a surrounding rock of the bottom plate of a roadway, and realizing the control of the deep well rock roadway floor heave. The method has strong stability in controlling the deep well rock roadway floor heave and favorable control effect.
Description
Technical field
The present invention relates to a kind of method of controlling distension at the bottom of the deep-well rock gangway, specifically is the method that a kind of anchor of backbreaking is annotated distension at the bottom of the backfill control deep-well rock gangway, is specially adapted to that drift section is big, end distension is strong, the deep-well stone head that the period of service is long.
Background technology
Distension is common tunnel safety accident at the bottom of the mine laneway, floor lift in gallery can make drift section dwindle, cause difficulty for transportation, draining, ventilation, pedestrian, the operation in tunnel, and end distension has destroyed the base arrangement in tunnel, make the base plate unstability, cause two of tunnel to help to destroy once more, produce wall caving and roof fall accident, cause to production safety to have a strong impact on top board.Along with adopting dark increase, floor lift in gallery is more and more serious, and therefore, the end distension in control tunnel is a stone head, and particularly the deep-well stone head keeps stable key control methods.
At present, the common method of control floor lift in gallery mainly contains three types:
1, at roadway floor reverse end arch control end distension is set.This method is in roadway support base plate to be excavated camber, then, arch trestle integral body of the anti-end is placed on the arc, the arc support two ends are fixed on tunnel two and help pin, during tunnel generation end distension, arch trestle of the anti-end is implemented counter-force to base plate, has reached opposing end distension purpose.This method major defect is a base plate excavation construction process complexity, and engineering quantity is big, and when the floor lift in gallery amount was big, arch trestle of the anti-end very easily destroyed, and is difficult to overhaul once more, particularly under the condition that the distension amount is big at the bottom of the deep-well tunnel, is difficult to reach the control effect.
2, full section is provided with circle or ellipse support control end distension in the tunnel.This method is to excavate circular drift section or elliptical shape in tunnelling, then circle or ellipse support are installed in drift section, during tunnel generation end distension, circle or ellipse support are implemented counter-force to end distension, to reach the purpose of opposing end distension.This method major defect is a base plate excavation construction process complexity, engineering quantity is big, speed of application is slow, when the floor lift in gallery amount was big, arch trestle of the anti-end very easily destroyed, and was difficult to overhaul once more, particularly under the condition that the distension amount is big at the bottom of the deep-well tunnel, be difficult to reach the control effect.
3, the method for tunnel footing anchor pouring reinforcement anti bottom expanding.This method is to reinforce at tunnel side feet skyhook and with cement mortar, by the pressure that the control ability opposing base plate and two of tunnel two footing is helped, realizes anti-floor lift in gallery.The shortcoming of this method is floor lift in gallery amount when big, is difficult to reach the control effect, particularly under the condition that the distension amount is big at the bottom of the deep-well tunnel, and the poor effect of control end distension.
Summary of the invention
The present invention is for avoiding above-mentioned existing in prior technology weak point, provide a kind of control end distension effective, be specially adapted to the big deep-well rock gangway of the end distension amount anchor of backbreaking and annotate the method for distension at the bottom of the backfill control deep-well rock gangway.
The present invention backbreaks, and to annotate at the bottom of the backfill control deep-well rock gangway step of distension method as follows for anchor:
The present invention's anchor of backbreaking is annotated the method for distension at the bottom of the backfill control deep-well rock gangway, is characterized in operating as follows:
A, in the deep-well rock gangway construction tunnel as requested, help to carry out supporting at back and two when drift section forms, when treating that deformation of the surrounding rock in tunnel is tending towards relatively stable, roadway floor is backbreak, described backbreaking is the following rock stratum of excavation floor level face, and cutting depth is 1000mm;
B, at first carry out supporting with twisted steel anchor rod for the base plate after backbreaking; Form the concrete anti-seepage layer at the backplate surface sprayed mortar of backbreaking again;
Grouting anchor pile is installed in c, the floor grouting hole of constructing on the base plate of backbreaking in described floor grouting hole, inject cement paste in described grouting anchor pile, forms the grouting and reinforcing anchor tube;
The concrete of d, backfill and the degree of depth same thickness of backbreaking forms resistance to deformation fill concrete layer.
The present invention's characteristics that anchor annotates the method for distension at the bottom of the backfill control deep-well rock gangway of backbreaking also are: in described step b, after at first carrying out supporting with twisted steel anchor rod for the base plate after backbreaking, implement anchor cable in the roadway floor part with anchor cable again and reinforce, and then construction concrete anti-seepage layer.
The present invention is directed to that buried depth is big, complex structure, section is big, end distension amount is big, the period of service is long stone head, at first backbreak in the rock stratum of 800-1000mm thickness under the deep-well rock gangway floor level face, the rock displacement amount under the base plate that makes is released in certain space, then base plate is implemented anchor pole (rope) supporting and slip casting, the reinforcing soleplate rock mass, the vertical deformation of control deep rock mass, the layer of concrete of last backfill higher-strength, the distortion of rock mass under the opposing backfill layer, improve roadway floor country rock mechanical property and mechanical state, distension at the bottom of the realization control deep-well rock gangway.Compared with the prior art, construct with the inventive method, stability of the roadway is strong, safe and reliable.The inventive method has practicality widely.
Description of drawings
Fig. 1 is a structural representation of the present invention
Number in the figure: 1 drift section; 2 floor level faces; 3 anchor poles; 4 anchor cables; 5 concrete anti-seepage layers; 6 floor grouting holes; 7 fill concrete layers.
The specific embodiment
Concrete construction in the present embodiment is carried out according to the following steps:
1, construction tunnel as requested, drift section 1 shown in Figure 1 is an arch, in drift section 1 formation and after top board and two is helped supporting, according to the field measurement situation, when determining that deformation of the surrounding rock in tunnel is tending towards relatively stable, backbreak in 2 times rock stratum of deep-well rock gangway floor level face, backbreaking is the rock stratum of excavation floor level face below 2, and cutting depth is 800-1000mm, makes that the rock displacement amount under the base plate is released in certain space;
2, carry out supporting for the base plate after backbreaking with the anchor pole 3 of high-strength deformed steel bar, the supporting parameter of anchor pole 3 is determined according to drift section and geological conditions;
3, after implementing bolt support, to the back backplate surface sprayed mortar of backbreaking, form concrete anti-seepage layer 5, prevent that grouting serous fluid subsequently from oozing out; The thickness of concrete anti-seepage layer 5 is set to 200mm.
, end distension strong tunnel big for section after at first carrying out supporting with twisted steel anchor rod 3 for the base plate after backbreaking, are implemented anchor cable in the roadway floor part with anchor cable 4 again and are reinforced, and then construction concrete anti-seepage layer;
4, four floor grouting holes 6 of construction, wherein, the injected hole and the horizontal plane angle of close both sides, tunnel are 60 °, hole depth 2200mm; Grouting anchor pile is installed, the roadway floor after the bolt support is carried out grouting and reinforcing, slurries are cement paste, select P.O.42.5 alumino-silicate cement list liquid mud for use, and water/binder ratio by weight is 0.6; By grouting and reinforcing base plate rock mass, the vertical deformation of control deep rock mass.
5, be that the concrete of C40 carries out backfill in the position of backbreaking with intensity, degree of depth same thickness high strength fill concrete layer 7 forms and backbreaks, distortion with rock mass under the opposing backfill layer improves roadway floor country rock mechanical property and mechanical state, distension at the bottom of the realization control deep-well rock gangway.
Claims (2)
1. the anchor of backbreaking is annotated the method for distension at the bottom of the backfill control deep-well rock gangway, it is characterized in that carrying out as follows:
A, in the deep-well rock gangway construction tunnel as requested, when forming, drift section (1) helps to carry out supporting at back and two, when treating that deformation of the surrounding rock in tunnel is tending towards relatively stable, roadway floor is backbreak, described backbreaking is the following rock stratum of excavation floor level face (2), and cutting depth is 800-1000mm;
B, at first carry out supporting with twisted steel anchor rod (3) for the base plate after backbreaking; Form concrete anti-seepage layer (5) at the backplate surface sprayed mortar of backbreaking again;
Grouting anchor pile is installed in c, the floor grouting hole (6) of constructing on the base plate of backbreaking in described floor grouting hole (6), inject cement paste in described grouting anchor pile, forms the grouting and reinforcing anchor tube;
The concrete of d, backfill and the degree of depth same thickness of backbreaking forms resistance to deformation fill concrete layer (7).
2. the method for distension at the bottom of the anchor notes backfill control deep-well rock gangway of backbreaking according to claim 1, it is characterized in that: in described step b, after at first carrying out supporting with twisted steel anchor rod (3) for the base plate after backbreaking, implement anchor cable in the roadway floor part with anchor cable (4) again and reinforce, and then construction concrete anti-seepage layer (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN 201010274575 CN101967983A (en) | 2010-09-03 | 2010-09-03 | Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201010274575 CN101967983A (en) | 2010-09-03 | 2010-09-03 | Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave |
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| CN101967983A true CN101967983A (en) | 2011-02-09 |
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| CN 201010274575 Pending CN101967983A (en) | 2010-09-03 | 2010-09-03 | Method for over-dredging, anchoring, backfilling and controlling deep well rock roadway floor heave |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102536282A (en) * | 2012-02-27 | 2012-07-04 | 西安科技大学 | Method for preventing and controlling bottom heaving disaster of mine stoping tunnel |
| CN103195089A (en) * | 2013-04-09 | 2013-07-10 | 重庆中设工程设计股份有限公司 | Method for improving existing underground passage clearance on basis of grouting reinforcement |
| CN103206224A (en) * | 2013-04-26 | 2013-07-17 | 山东科技大学 | Strong resistance and strong evasion floor heave governing construction method of high-stress large-deformation soft rock drift |
| CN103277116A (en) * | 2013-05-31 | 2013-09-04 | 山东科技大学 | Method for treating floor heaving of soft rock roadway by optimized rubble reinforced concrete arch structure |
| CN103670444A (en) * | 2013-10-22 | 2014-03-26 | 淮南矿业(集团)有限责任公司 | Roadway bottom plate supporting structure and construction method thereof |
| CN105464668A (en) * | 2016-01-18 | 2016-04-06 | 山东科技大学 | Technology for controlling floor heave of soft rock roadway |
| CN107747491A (en) * | 2017-09-19 | 2018-03-02 | 肥城矿业集团单县能源有限责任公司 | Controlling device and administering method for Floor Heave in Roadway |
| CN108222961A (en) * | 2017-12-29 | 2018-06-29 | 山东科技大学 | A kind of administering method for squeezing flow model bottom distension |
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| DE3208470A1 (en) * | 1981-03-24 | 1982-10-07 | F. Willich GmbH & Co, 4600 Dortmund | Rock-stabilising method with tubular anchor or tubular nail |
| CN101493011A (en) * | 2008-12-30 | 2009-07-29 | 中国科学院武汉岩土力学研究所 | Soft expansion type wall rock tunnel support method |
| CN101793152A (en) * | 2010-03-15 | 2010-08-04 | 徐州矿务集团有限公司 | Construction technology for soft rock large-deformation tunnel by de-stressing method and matched bracket |
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2010
- 2010-09-03 CN CN 201010274575 patent/CN101967983A/en active Pending
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| DE3208470A1 (en) * | 1981-03-24 | 1982-10-07 | F. Willich GmbH & Co, 4600 Dortmund | Rock-stabilising method with tubular anchor or tubular nail |
| CN101493011A (en) * | 2008-12-30 | 2009-07-29 | 中国科学院武汉岩土力学研究所 | Soft expansion type wall rock tunnel support method |
| CN101793152A (en) * | 2010-03-15 | 2010-08-04 | 徐州矿务集团有限公司 | Construction technology for soft rock large-deformation tunnel by de-stressing method and matched bracket |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102536282A (en) * | 2012-02-27 | 2012-07-04 | 西安科技大学 | Method for preventing and controlling bottom heaving disaster of mine stoping tunnel |
| CN102536282B (en) * | 2012-02-27 | 2013-10-16 | 西安科技大学 | Method for preventing and controlling bottom heaving disaster of mine stoping tunnel |
| CN103195089A (en) * | 2013-04-09 | 2013-07-10 | 重庆中设工程设计股份有限公司 | Method for improving existing underground passage clearance on basis of grouting reinforcement |
| CN103195089B (en) * | 2013-04-09 | 2015-06-10 | 重庆中设工程设计股份有限公司 | Method for improving existing underground passage clearance on basis of grouting reinforcement |
| CN103206224A (en) * | 2013-04-26 | 2013-07-17 | 山东科技大学 | Strong resistance and strong evasion floor heave governing construction method of high-stress large-deformation soft rock drift |
| CN103277116A (en) * | 2013-05-31 | 2013-09-04 | 山东科技大学 | Method for treating floor heaving of soft rock roadway by optimized rubble reinforced concrete arch structure |
| CN103277116B (en) * | 2013-05-31 | 2015-07-15 | 山东科技大学 | Method for treating floor heaving of soft rock roadway by optimized rubble reinforced concrete arch structure |
| CN103670444A (en) * | 2013-10-22 | 2014-03-26 | 淮南矿业(集团)有限责任公司 | Roadway bottom plate supporting structure and construction method thereof |
| CN103670444B (en) * | 2013-10-22 | 2015-11-04 | 淮南矿业(集团)有限责任公司 | Roadway floor supporting and protection structure and construction method thereof |
| CN105464668A (en) * | 2016-01-18 | 2016-04-06 | 山东科技大学 | Technology for controlling floor heave of soft rock roadway |
| CN107747491A (en) * | 2017-09-19 | 2018-03-02 | 肥城矿业集团单县能源有限责任公司 | Controlling device and administering method for Floor Heave in Roadway |
| CN108222961A (en) * | 2017-12-29 | 2018-06-29 | 山东科技大学 | A kind of administering method for squeezing flow model bottom distension |
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Application publication date: 20110209 |