CN103089276B - Deep-shallow hole and high-low pressure coupling grouting technology - Google Patents
Deep-shallow hole and high-low pressure coupling grouting technology Download PDFInfo
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- CN103089276B CN103089276B CN201310030153.6A CN201310030153A CN103089276B CN 103089276 B CN103089276 B CN 103089276B CN 201310030153 A CN201310030153 A CN 201310030153A CN 103089276 B CN103089276 B CN 103089276B
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- 230000008878 coupling Effects 0.000 title claims abstract description 10
- 238000010168 coupling process Methods 0.000 title claims abstract description 10
- 238000005859 coupling reaction Methods 0.000 title claims abstract description 10
- 238000005516 engineering process Methods 0.000 title abstract description 6
- 239000011435 rock Substances 0.000 claims abstract description 61
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 39
- 239000004567 concrete Substances 0.000 claims description 15
- 238000007569 slipcasting Methods 0.000 claims description 13
- 239000004568 cement Substances 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 11
- 239000011378 shotcrete Substances 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 231100000241 scar Toxicity 0.000 claims description 9
- 238000009792 diffusion process Methods 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 5
- 239000003795 chemical substances by application Substances 0.000 claims description 4
- 241000628997 Flos Species 0.000 claims description 3
- 239000004115 Sodium Silicate Substances 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 2
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 238000009434 installation Methods 0.000 abstract description 2
- 238000010276 construction Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000005065 mining Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013467 fragmentation Methods 0.000 description 1
- 238000006062 fragmentation reaction Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a deep-shallow hole and high-low pressure coupling grouting technology which is suitable for the grouting reinforcement of the underground construction of a mine tunnel, a tunnel and the like, and especially is suitable for the grouting reinforcement of the weak and broken surrounding rock of the mine tunnel. The coupling grouting technology first drills on the surrounding rock with a drill and drills a shallow hole, and inserts an orifice pipe in the shallow hole and seals the hole. One end, close to the rock surface, of the orifice pipe is connected with a spherical valve, and the spherical valve is connected with a grouting device. After the installation of the orifice pipe, the surrounding rock surface is grouted again, and the low pressure and shallow hole grouting is conducted through the orifice pipe. After the low pressure and shallow hole grouting, the grouting device is dismantled, and the drill-hole cleaning is conducted with the drill to form a deep hole. The high pressure and deep hole grouting is conducted through the orifice pipe, and the surrounding rock is grouted again after the grouting to form a protection of the orifice pipe. The technology is simple and safe, low in cost and remarkable in reinforcement effect.
Description
Technical field
The present invention relates to a kind of grouting process, especially a kind of depth hole and high-low pressure coupling grouting technique being applicable to the grouting and reinforcing of tunnel weak broken wall rock.Belong to mine working, the underground engineering grouting reinforcement technique fields such as tunnel.
Background technology
Along with large-scale mining and adopt dark increasing, weak broken wall rock roadway support issues becomes increasingly conspicuous, as the mining area in the areas such as the Huaibei, Huainan, Longkou, Xuzhou, iron processes, Feicheng, Zaozhuang.Soft-rock tunnel generally has country rock soft broken, rheological characteristic is large; Press that the time is fast, initial deformation amount is large, the duration is long; Country rock is met water and is easy to the features such as disintegration, intensity sharply reduce.As adopted unsuitable maintenance measure, deformation of the surrounding rock in tunnel is further violent, causes roadway damage the most at last, and exploring soft-rock tunnel Reasonable Support mode becomes significant problem urgently to be resolved hurrily.
Build arch, metallic support etc. and all belong to passive protecting, if only rely on the intensity of supporting own, be difficult to the effect of bearing high-ground stress.Though anchor pole, anchor cable are considered to active support, the rock mass because of anchoring is some broken or loose rock mass, and the anchor of country rock is poor, is difficult to the supporting requirement meeting Deep Soft Rock Tunnel.In addition, build arch, metallic support cost high, speed of application be slow, distortion or maintenance comparatively difficulty after destroying, and the support patterns such as the long anchor pole of major diameter, long anchor cable had both needed special equipment, and support cost is high during a large amount of use, speed of application is slow, can not in a large number for China's soft rock roadway support.
Tradition grouting and reinforcing adopts Shallow hole grouting, or shallow bore hole and deep hole grouting pipe interval are arranged, the quantity of punching, installation Grouting Pipe is many, and when shallow bore hole and deep hole grouting, pressure is difficult to hold, if grouting pressure is too little, the slurries then injected in breaking surrounding rock are too little, just can not, effectively by cementing for breaking surrounding rock, if grouting pressure is too large, often cause the splitting of rock mass broken, form crack at country rock periphery, cause slurries to overflow from country rock surface.
In sum, develop a kind of efficient, can operate, economical, the grouting process carrying out reinforcing for underground engineering weak broken wall rock such as tunnels is necessary.
Summary of the invention
Technical problem: the object of the invention is the deficiency overcome in prior art, provides that a kind of technique is simple, safety, cost are low, the significant depth hole of consolidation effect and high-low pressure coupling grouting technique.
Technical scheme: depth hole of the present invention and high-low pressure coupling grouting technique, comprise following steps:
A, first a brill shallow bore hole in country rock body, drilling depth is determined according to relaxation zone size and rock crusher degree, and described shallow bore hole (9) degree of depth is 2000mm ~ 3000mm, and shallow bore hole diameter is 40mm ~ 60mm;
B, at shallow bore hole interpolation man-hole opening pipe, and carry out sealing of hole, employing Anchor Agent is fixed, and carry out sealing of hole with silk floss or quick-hardening cement, the length of orifice tube is 500mm ~ 1000mm, and diameter is 30mm ~ 40mm, adopts steel pipe processing and fabricating, the exposed junction of orifice tube connects slurry-inlet valve, relief valve and snap joint, and slurry-inlet valve is connected with slip casting flexible pipe; Orifice tube exposed junction is connected with Grouting Pipe;
C, after orifice tube has been installed, multiple spray is carried out to scar, to the scar gunite concrete around aperture, made the scar around aperture form confining bed to orifice tube; The strength grade of described gunite concrete is C25 ~ C30, multiple thickness of shotcrete 30mm ~ 50mm, and ensures that orifice tube protruded length is no less than 30 mm, so that the later stage carries out grouting and reinforcing;
D, carry out low pressure Shallow hole grouting, connect grouting device slip casting flexible pipe, slurry-inlet valve, then start grouting pump, open grout injection control valve, in shallow bore hole, the low pressure Shallow hole grouting of Stress control at 2MPa ~ 3MPa is carried out, in the country rock body that slurries are fully penetrated into around shallow bore hole by orifice tube; Spread filling fracture by slurries, form slurries diffusion zone, reach the object of reinforce adjoining rock body, described low pressure Shallow hole grouting slurries adopt cement grout or cement-sodium silicate compound slurry;
After e, low pressure Shallow hole grouting complete, after grout curing 3 ~ 7 days, lay down Grouting Pipe, adopt drill bit inwardly to carry out cleaning bottom of hole through orifice tube, shallow bore hole is changed into a deep hole, the degree of depth of deep hole is determined according to wall rock loosening ring size and rock crusher degree;
F, deep hole grouting complete to retreat and bore, connect Grouting Pipe, in deep hole, the high pressure deep hole grouting that slurry pressure controls at 3MPa ~ 5MPa is carried out by orifice tube, in the country rock body that slurries are fully penetrated into around deep hole, and be coupled with the slurries around shallow bore hole, form slurries diffusion zone, injecting paste material is based on thin cement slurry liquid, if wall-rock crack is less, adopt superfine cement or chemical grout;
G, deep hole grouting lay down Grouting Pipe after completing 3 ~ 7 days, carry out again pneumatically placed concrete again to country rock, the thickness of multiple pneumatically placed concrete is 30mm ~ 50mm, country rock is closed, prevents the slurries in hand-hole from oozing out, and ensure that the protruded length of orifice tube is no less than 30 mm.
The degree of depth of described deep hole is 5000mm ~ 6000mm, and bore diameter is 20mm ~ 30mm.
Beneficial effect: the present invention is directed to broken loose and soft surrounding rock, large Broken Zone Surrounding Rock slip casting effect is particularly remarkable, first, by effective combination of low pressure shallow bore hole and high pressure deep hole gradation slip casting, adopt low pressure shallow bore hole and high pressure deep hole with pipe gradation slip casting, the relaxation zone periphery serious to fragmentation reinforces, first by low pressure shallow bore hole filling and injecting slurry, adopt less grouting pressure, ensureing that spray-up does not break prevents slurries from overflowing, crack in superficial part country rock, gap filling are got up, be equivalent to the wall for grouting that formation one is thicker, can be deep hole high-pressure slip-casting and give security; Adopt higher grouting pressure more afterwards, carry out high pressure deep hole grouting, by high pressure deep hole grouting, grouting and reinforcing is carried out to deep wall rock slight crack, expand the scope of grouting and reinforcing body, by all cementing for the breaking surrounding rock body within the scope of relaxation zone, provide inherent strength and the stability of country rock.Fundamentally change the mechanical characteristic of breaking surrounding rock, improve its self-bearing ability; In addition, after reinforcing in conjunction with anchor pole (rope), the Internal and external cycle bearing structure that anchor pole compression arch, anchor cable deep carrier ring etc. are formed is combined effectively, the multilayer anchor shell built-up arch structure of final formation high strength, high rigidity, expand the carrying scope of support system, jointly maintain long-term stability and the safety of tunnel weak broken wall rock.
accompanying drawing illustrates:
Fig. 1 is boring schematic diagram of the present invention;
Fig. 2 is that sleeve pipe schematic diagram is laid in boring of the present invention;
Fig. 3 is Shallow hole grouting schematic diagram of the present invention;
Fig. 4 is that deep hole of the present invention forms schematic diagram;
Fig. 5 is deep hole grouting schematic diagram of the present invention;
Fig. 6 is gunite concrete sealing of hole schematic diagram of the present invention.
In figure: 1-rig, 2-drilling rod, 3-country rock body, 4-drill bit, 5-snap joint, 6-orifice tube, 7-Anchor Agent, 8-concrete, 9-shallow bore hole, 10-slurries, 11-slip casting flexible pipe, 12-slurry-inlet valve, 13-relief valve, 14-slurries diffusion zone, 15-deep hole, 16-sealing of hole concrete.
detailed description of the invention:
Below in conjunction with accompanying drawing, one embodiment of the present of invention are further described:
Depth hole of the present invention and high-low pressure coupling grouting technique:
A, startup rig 1, make the drilling rod 2 with drill bit 4 bore a shallow bore hole 9 in country rock body 3, drilling depth is determined according to relaxation zone size and rock crusher degree, and described shallow bore hole 9 degree of depth is 2000mm ~ 3000mm, and shallow bore hole diameter is 40mm ~ 60mm;
B, at shallow bore hole 9 interpolation man-hole opening pipe 6, and carry out sealing of hole, Anchor Agent 7 is adopted to fix, and carry out sealing of hole with silk floss or quick-hardening cement etc., the length of orifice tube 6 is 500mm ~ 1000mm, and diameter is 30mm ~ 40mm, adopts steel pipe processing and fabricating, the exposed junction of orifice tube 6 connects slurry-inlet valve 12, relief valve 13 and snap joint 5, and slurry-inlet valve 12 is connected with slip casting flexible pipe 11;
C, after orifice tube 6 has been installed, multiple spray is carried out to scar, to the scar gunite concrete 8 around aperture, made the scar around aperture form confining bed to orifice tube 6; The strength grade of described gunite concrete 8 is C25 ~ C30, multiple thickness of shotcrete 30mm ~ 50mm, and ensures that orifice tube 6 protruded length is no less than 30 mm, so that the later stage carries out grouting and reinforcing;
D, carry out low pressure Shallow hole grouting, connect grouting device slip casting flexible pipe 11, slurry-inlet valve 12, then grouting pump is started, open slurry-inlet valve 12, in shallow bore hole 9, low pressure Shallow hole grouting is carried out by orifice tube 6, grouting pressure controls at 2MPa ~ 3MPa, in the country rock body 3 that slurries are fully penetrated into around shallow bore hole 9; Spread filling fracture by slurries 10, form slurries diffusion zone 14, reach the object of reinforce adjoining rock body 3, described low pressure Shallow hole grouting slurries adopt cement grout or cement-sodium silicate compound slurry;
After e, low pressure Shallow hole grouting complete, after grout curing 3 ~ 7 days, lay down Grouting Pipe, adopt drill bit inwardly to carry out cleaning bottom of hole through orifice tube 6, shallow bore hole 9 is changed into a deep hole 15, the degree of depth of deep hole 15 is determined according to wall rock loosening ring size and rock crusher degree; The degree of depth of described deep hole 15 is 5000mm ~ 6000mm, and bore diameter is 20mm ~ 30mm;
F, deep hole grouting complete to retreat and bore, connect Grouting Pipe, in deep hole 15, the high pressure deep hole grouting that slurry pressure controls at 3MPa ~ 5MPa is carried out by orifice tube 6, in the country rock body 3 that slurries are fully penetrated into around deep hole 15, and be coupled with the slurries around shallow bore hole 9, form slurries diffusion zone 14, injecting paste material is based on thin cement slurry liquid, if wall-rock crack is less, adopt superfine cement or chemical grout;
After g, deep hole 15 slip casting complete 3 ~ 7 days, lay down Grouting Pipe, pneumatically placed concrete 8 is again carried out again to country rock, the thickness of multiple pneumatically placed concrete is 30mm ~ 50mm, country rock is closed, prevents the slurries in hand-hole from oozing out, and ensure that the protruded length of orifice tube 6 is no less than 30 mm.
The above is only the preferred embodiment of the present invention; it should be pointed out that for the skilled worker in the art, do not departing under the technology of the present invention principle prerequisite; can also make some improvement or replacement, these improve or replace and also should be considered as protection scope of the present invention.
Claims (1)
1. depth hole and a high-low pressure coupling grouting technique, is characterized in that, comprise following steps:
A, first a brill shallow bore hole (9) in country rock body (3), drilling depth is determined according to relaxation zone size and rock crusher degree, and described shallow bore hole (9) degree of depth is 2000mm ~ 3000mm, and shallow bore hole diameter is 40mm ~ 60mm;
B, at shallow bore hole (9) interpolation man-hole opening pipe (6), and carry out sealing of hole, Anchor Agent (7) is adopted to fix, and carry out sealing of hole with silk floss or quick-hardening cement, the length of orifice tube (6) is 500mm ~ 1000mm, diameter is 30mm ~ 40mm, adopt steel pipe processing and fabricating, the exposed junction of orifice tube (6) connects slurry-inlet valve (12), relief valve (13) and snap joint (5), and slurry-inlet valve (12) is connected with slip casting flexible pipe (11); Orifice tube (6) exposed junction is connected with Grouting Pipe;
C, after orifice tube (6) has been installed, multiple spray is carried out to scar, to the scar gunite concrete (8) around aperture, made the scar around aperture form confining bed to orifice tube (6); The strength grade of described gunite concrete (8) is C25 ~ C30, multiple thickness of shotcrete 30mm ~ 50mm, and ensures that orifice tube (6) protruded length is no less than 30 mm, so that the later stage carries out grouting and reinforcing;
D, carry out low pressure Shallow hole grouting, connect grouting device slip casting flexible pipe (11), slurry-inlet valve (12), then grouting pump is started, open grout injection control valve, in shallow bore hole (9), carry out the low pressure Shallow hole grouting of Stress control at 2MPa ~ 3MPa by orifice tube (6), make slurries fully penetrate in shallow bore hole (9) country rock body (3) around; By slurries (10) diffusion filling fracture, form slurries diffusion zone (14), reach the object of reinforce adjoining rock body (3), described low pressure Shallow hole grouting slurries adopt cement grout or cement-sodium silicate compound slurry;
After e, low pressure Shallow hole grouting complete, after grout curing 3 ~ 7 days, lay down Grouting Pipe, drill bit is adopted inwardly to carry out cleaning bottom of hole through orifice tube (6), shallow bore hole (9) is changed into a deep hole (15), the degree of depth of deep hole (15) is determined according to wall rock loosening ring size and rock crusher degree;
F, deep hole grouting complete to retreat and bore, connect Grouting Pipe, in deep hole (15), the high pressure deep hole grouting that slurry pressure controls at 3MPa ~ 5MPa is carried out by orifice tube (6), slurries are made fully to penetrate in deep hole (15) country rock body (3) around, and be coupled with shallow bore hole (9) slurries around, form slurries diffusion zone (14), injecting paste material is based on thin cement slurry liquid, if wall-rock crack is less, adopt superfine cement or chemical grout;
After g, deep hole (15) slip casting complete 3 ~ 7 days, lay down Grouting Pipe, pneumatically placed concrete (8) is again carried out again to country rock, the thickness of multiple pneumatically placed concrete is 30mm ~ 50mm, country rock is closed, prevent the slurries in hand-hole from oozing out, and ensure that the protruded length of orifice tube (6) is no less than 30 mm.
2. depth hole according to claim 1 and high-low pressure coupling grouting technique, is characterized in that: the degree of depth of described deep hole (15) is 5000mm ~ 6000mm, and bore diameter is 20mm ~ 30mm.
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| CN103089276B true CN103089276B (en) | 2015-04-29 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103437787A (en) * | 2013-09-18 | 2013-12-11 | 山东黄金矿业(莱州)有限公司焦家金矿 | Special device for deep hole grouting at surrounding rock breaking section and grouting method |
| CN103758533B (en) * | 2014-01-06 | 2015-12-30 | 中国矿业大学 | A kind of high-low pressure integratedization roadway grouting reinforcement means |
| CN104594914A (en) * | 2014-08-18 | 2015-05-06 | 河南理工大学 | Coal mine tunnel broken surrounding rock layering grouting technology and method |
| CN104895595B (en) * | 2015-04-18 | 2017-08-01 | 山东大学 | A kind of method for determining injection slurry range of scatter and rule during bolt grouting |
| CN109372555A (en) * | 2018-12-26 | 2019-02-22 | 中国矿业大学 | A kind of fault disruption zone area tunnel 3 D stereo grouting support method |
| CN110454200A (en) * | 2019-09-06 | 2019-11-15 | 贵州桥梁建设集团有限责任公司 | A kind of double-walled grouting with small pipe device and its construction method |
| CN111411983A (en) * | 2020-03-30 | 2020-07-14 | 中煤新集能源股份有限公司 | Repair process for improving compressive strength of underground coal mine roadway surrounding rock loosening ring |
| CN112065404B (en) * | 2020-09-15 | 2021-08-17 | 中国矿业大学(北京) | Stress-lithology-structure three-factor space-time coupling regulation and control support method |
| CN114439001A (en) * | 2022-01-28 | 2022-05-06 | 山东大学 | In-service pile foundation grouting reinforcement material and pile side directional grouting reinforcement method |
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Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2006046062A (en) * | 2004-06-30 | 2006-02-16 | Taiheiyo Material Kk | Spray device and spraying method |
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Patent Citations (5)
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| CN101864967A (en) * | 2010-06-13 | 2010-10-20 | 中国矿业大学 | Strengthening and reinforcing method of high-ground-pressure soft rock laneway by hierarchical grouting |
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