CN109763483B - A kind of upward segmented grouting technology for thick Quaternary deep buried goaf and broken stratum - Google Patents
A kind of upward segmented grouting technology for thick Quaternary deep buried goaf and broken stratum Download PDFInfo
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- CN109763483B CN109763483B CN201910058885.3A CN201910058885A CN109763483B CN 109763483 B CN109763483 B CN 109763483B CN 201910058885 A CN201910058885 A CN 201910058885A CN 109763483 B CN109763483 B CN 109763483B
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- 238000005516 engineering process Methods 0.000 title description 2
- 238000000034 method Methods 0.000 claims abstract description 35
- 239000004568 cement Substances 0.000 claims abstract description 26
- 239000002002 slurry Substances 0.000 claims abstract description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 8
- 229910002059 quaternary alloy Inorganic materials 0.000 claims abstract 2
- 229910000831 Steel Inorganic materials 0.000 claims description 28
- 239000010959 steel Substances 0.000 claims description 28
- 238000005553 drilling Methods 0.000 claims description 24
- 239000011435 rock Substances 0.000 claims description 10
- 239000003245 coal Substances 0.000 claims description 9
- 230000001174 ascending effect Effects 0.000 claims description 6
- 238000007613 slurry method Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims 1
- 239000007924 injection Substances 0.000 claims 1
- 239000011440 grout Substances 0.000 description 13
- 238000005065 mining Methods 0.000 description 9
- 238000003466 welding Methods 0.000 description 9
- 238000010276 construction Methods 0.000 description 7
- 239000010881 fly ash Substances 0.000 description 4
- 238000004140 cleaning Methods 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 230000011218 segmentation Effects 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
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Abstract
本发明公开了一种厚第四系深埋采空塌陷破碎地层上行式分段注浆工艺，具体为：首先，成孔，钻孔开孔孔径为Φ150mm，第四系松散层中采用泥浆护壁，钻至稳定基岩以下5m，通过孔口管向孔底浇入水泥净浆，在水泥浆初凝前将孔口管下至稳定基岩以下5m，采用坐浆法固定孔口管，进行第一次变径，基岩段采用清水钻进，继续钻至导水裂隙带底部，进行第二次变径；成孔后，下入注浆管，将孔口通过法兰盘进行焊接；通过注浆管进行下段注浆，下段注浆结束后，从孔口管与注浆管空隙进行上段注浆，直至达到终孔标准，注浆结束。通过分段注浆，可显著增强采空区充填的密实度，改善注浆均匀性，提高钻孔利用效率，确保采空区治理工程质量。
The invention discloses an upward segmented grouting process for thick Quaternary deep buried goaf and broken stratum. The specific steps are as follows: firstly, forming a hole, the hole diameter of the drilled hole is Φ150mm, and a mud wall is used in the loose layer of the Quaternary system. , drill to 5m below the stable bedrock, pour cement slurry to the bottom of the hole through the orifice pipe, lower the orifice pipe to 5m below the stable bedrock before the initial setting of the cement slurry, fix the orifice pipe by the grouting method, and carry out For the first diameter change, the bedrock section is drilled with clear water, and the drill continues to the bottom of the water-conducting fracture zone for the second diameter change; The lower grouting is carried out through the grouting pipe. After the lower grouting is completed, the upper grouting is carried out from the gap between the orifice pipe and the grouting pipe until the final hole standard is reached, and the grouting is completed. Through segmented grouting, the filling density of the goaf can be significantly enhanced, the grouting uniformity can be improved, the utilization efficiency of the borehole can be improved, and the quality of the goaf treatment project can be ensured.
Description
Technical Field
The invention belongs to the technical field of goaf grouting, and particularly relates to an upward sectional grouting process for a thick fourth-system deep-buried mining subsidence broken stratum.
Background
With the rapid development of the economy of China, the infrastructure construction is continuously perfected, and the land resources are in short supply at an accelerated speed. Particularly in mining areas, the land resources are increasingly tense, and more roads, railways, bridges, tunnels, dams and the construction of industrial and civil buildings inevitably meet the goaf foundation.
The goaf foundation is unstable and is easy to destabilize and deform under the factors of dead weight stress, earthquake, underground water and the like; after the earth surface builds a building (structure), under the action of an external load, the original balance state of the goaf can be broken, the goaf is activated again, and the deformation of the goaf foundation is accelerated, so that the building (structure) is damaged.
The existing goaf treatment methods mainly comprise 6 methods, namely a filling method, a crossing/crossing method, a masonry method, a stripping and digging backfill method, a dynamic compaction method and a preloading method. Among them, the most commonly used method is the perfusion filling method. Usually, the goaf treatment adopts a construction process of 'primary hole forming and full-section grouting'.
In the fourth system of engineering construction of thick covering layer, deep burying, stratum crushing and multilayer goaf treatment, stratum fractures are uneven in development degree and drilled holes are easy to collapse, a construction process of 'primary hole forming and full grouting' is adopted, grouting section hole collapse is easy to cause, a collapse zone is full of incompact, grouting is uneven, the utilization rate of the drilled holes is reduced, and engineering quality is difficult to guarantee.
Disclosure of Invention
The invention aims to provide an upstroke type sectional grouting process for a thick fourth-system deep-buried mining cavity collapsed and broken stratum, which solves the problems that a grouting section is easy to collapse, a collapse zone is not densely filled and grouting is not uniform in the prior art.
The technical scheme adopted by the invention is that an upward type sectional grouting process for a thick fourth-system deep-buried mining subsided and broken stratum is implemented according to the following steps:
step 1, forming holes, drilling holes with the aperture of phi 150mm, adopting slurry to protect walls in a fourth loose layer, drilling until the hole diameter is 5m below a stable bedrock, lowering a phi 127mm hole opening pipe to a position 10m away from the hole bottom, and pouring 1 from the hole opening pipe to the hole bottom: 1.5, cleaning cement paste, namely lowering the orifice pipe to be 5m below stable bedrock before the cement paste is initially set, and fixing the orifice pipe by adopting a sitting method for not less than 24 h;
step 2, after the grout setting is finished, carrying out first diameter changing, wherein the diameter of the diameter changing hole is phi 110mm, drilling a bedrock section by using clean water, continuing to drill to the bottom of a water flowing fractured zone, carrying out second diameter changing, wherein the diameter of the diameter changing hole is phi 91mm, and taking a rock core within a range of 20m above the bottom of a final hole;
step 3, after the hole is formed, rapidly putting down a grouting pipe, binding a guide pipe on the outer wall of the grouting pipe, installing a steel tray on the grouting pipe corresponding to the second reducing position, welding a perforated pipe above a coal seam bottom plate below the steel tray, and pouring 1 through a pipeline for 3-5 m on the upper part of the steel tray: 1.5, cleaning cement slurry, finally, welding a flange plate of an orifice pipe and a screw nut joint of a grouting pipe, and wrapping an orifice to be grouted;
and 4, during grouting, firstly, performing lower-section grouting through the grouting pipe, after the lower-section grouting is finished, performing upper-section grouting from a gap between the orifice pipe and the grouting pipe until the final hole standard is reached, and finishing the grouting.
The present invention is also characterized in that,
in the step 1, before the cement paste is initially set, the orifice pipe is lowered into the hole, the orifice pipe is fixed by a sitting grouting method, the setting time is not less than 24 hours, and the pouring height of the cement paste is 10 m.
In the step 1, the aperture phi of the orifice pipe is 127 mm; the orifice pipe is 20cm higher than the ground.
In step 3, the aperture phi of the grouting pipe is 48mm, and the grouting pipe is 50cm higher than the ground.
And 3, sleeving a rubber grout stop plug on the outer wall of the grouting pipe positioned at the lower part of the steel tray, wherein the rubber grout stop plug is tightly attached to the steel tray.
The inner diameter of the steel tray is 50mm, and the outer diameter of the steel tray is 100 mm; the rubber grout stop plug is a truncated cone, the diameter of a large opening is 100mm, the diameter of a small opening is 90mm, and the height is 100 mm.
In step 3, the diameter of the guide pipe is 20mm, and the distance between the bottom of the guide pipe and the steel tray is 5 m.
The invention has the beneficial effects that:
through sectional grouting, the filling compactness of the goaf can be obviously enhanced, the grouting uniformity is improved, the drilling utilization efficiency is improved, and the goaf treatment engineering quality is ensured.
Drawings
FIG. 1 is a schematic structural diagram of hole forming in an upward type sectional grouting process of a thick fourth-system deep-buried mining subsidence broken stratum according to the invention;
FIG. 2 is a schematic diagram of a lower stage grouting in an embodiment of the invention;
FIG. 3 is a schematic illustration of upper stage grouting in an embodiment of the invention.
In the figure, 1 is a fourth series unconsolidated formation, 2 is bedrock; 3. the method comprises the following steps of (1) a water-flowing fractured zone, 4. a caving zone, 5. a coal pillar, 6. a goaf, 7. a coal seam bottom plate, 8. a screw joint, 9. a grouting pipe, 10. a guide pipe, 11. a flange plate, 12. an orifice pipe, and 13.1: 1.5 cement paste, 14 steel trays, 15 rubber grout stop plugs, 16 perforated pipes, 17 pipe hoops, 18 pressure relief valves, 19 pressure gauges, 20 grouting pipes and 21 gaskets.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
The invention relates to an upstroke type sectional grouting process for a thick fourth-system deep-buried mining subsided broken stratum, wherein a pore-forming structure is shown in figure 1, and the upstroke type sectional grouting process is implemented according to the following steps:
step 1, forming holes, drilling holes with the aperture phi of 150mm, adopting slurry to protect walls in a fourth loose layer 1, drilling until the thickness of a stable bedrock is less than 5m, lowering a hole opening pipe 12 to a distance of 10m from the hole bottom, and pouring 1 into the hole bottom through the hole opening pipe: 1.5, cement paste 13, namely, before the cement paste is initially set, lowering the orifice pipe 12 to a position 5m below a stable bedrock, and fixing the orifice pipe 12 by adopting a sitting method, wherein the pipe fixing time is not less than 24 h;
the aperture phi of the orifice pipe is 127mm, and the orifice pipe is 20cm higher than the ground;
the pouring length of the cement paste 13 is 10 m;
step 2, after the grout setting is finished, carrying out first diameter changing, wherein the diameter of the diameter changing hole is phi 110mm, drilling by adopting clear water, continuing to drill to the bottom of a water flowing fractured zone 3, carrying out second diameter changing, wherein the diameter of the diameter changing hole is phi 91mm, and taking a rock core within a range of more than 20m of the bottom of a final hole;
step 3, after the hole is formed, rapidly putting down a grouting pipe 9, binding a guide pipe 10 on the outer wall of the grouting pipe 9, installing a steel tray 14 on the grouting pipe 9 corresponding to the second reducing position, sleeving a rubber grout stop plug 15 on the outer wall of the grouting pipe 9 positioned at the lower part of the steel tray 14, tightly attaching the rubber grout stop plug 15 to the steel tray 14, welding a perforated pipe 16 below the steel tray 14 to the coal seam bottom plate 7, and pouring 1 through the guide pipe 10 for 3-5 m on the upper part of the steel tray 14: 1.5, cleaning cement slurry 13, finally, welding an orifice pipe flange plate 11 and a grouting pipe nut joint 8, and wrapping an orifice to be grouted;
the aperture phi of the grouting pipe 9 is 48mm, and the grouting pipe 9 is 50cm higher than the ground; every two grouting pipes 9 are connected by a pipe hoop 17;
the diameter of the guide pipe 10 is 20mm, and the distance between the bottom of the guide pipe 10 and the steel tray 14 is 5 m;
the inner diameter of the steel tray 14 is 50mm, and the outer diameter is 100 mm;
the rubber grout stop plug 15 is a truncated cone, the diameter of a large opening is 100mm, the diameter of a small opening is 90mm, and the height is 100 mm;
and 4, during grouting, firstly, performing lower-section grouting through the grouting pipe 9, after the lower-section grouting is finished, performing upper-section grouting from a gap between the orifice pipe 12 and the grouting pipe 9 until the final hole standard is reached, and finishing the grouting.
Examples
In the goaf treatment project under a certain super-huge type highway bridge, the goaf is formed by fully mechanized mining, coal is mined for one layer, the roof management mode is free caving type, the average buried depth of the goaf is 274m, the average mining height is 2.5m, the average buried depth of a fourth series exceeds 100m, and a sand layer and two pebble layers are arranged on the lower part of a fourth series covering layer. Three zones in the goaf develop and the stratum is broken. The grouting drill holes are divided into three types, namely curtain holes, pier grouting holes and general grouting holes. The construction sequence is as follows: firstly, curtain holes, pier-rear grouting holes and finally general grouting holes; first, then, second. The method adopts a process of one-step pore forming and two-section upward grouting, and comprises the following specific implementation steps:
(1) drilling construction: the method comprises seven steps of fixing points, installing a drilling machine, drilling holes, pouring orifice pipes, forming holes, pouring grouting pipes and installing grouting joints;
firstly, fixing a point; performing point-by-point field lofting on a grouting drill hole by adopting measuring instruments such as an RTK (real time kinematic) instrument or a total station instrument according to engineering design hole site coordinates, wherein the actual position of the drill hole does not exceed the design position by 1.0m in principle;
installing a drilling machine; leveling a field, installing a drilling machine, leveling a frame and a machine body, preparing a drilling tool, and preparing equipment such as a sleeve, a drill bit, a drill rod and a rock core pipe;
drilling holes; drilling holes with the diameter of 150mm, adopting a slurry protection wall in the fourth loose layer 1, adopting a three-wing drill bit for drilling, then connecting a rock core pipe, increasing the rigidity of the drill bit, ensuring the verticality of the drilled hole, and drilling to the position 5m below the stable bedrock 2; with phi 127mm orifice pipe 12 down to apart from the hole bottom 10m, adopt full mouthful welding between the orifice pipe 12, adopt the level bar to measure during the welding, guarantee the straightness that hangs down between the orifice pipe, pour into 1 to the hole bottom through the pipeline: 1.5, cement paste 13 is poured with the pouring height of 10m, the lower part of the orifice pipe 12 is 10m away from the bottom of the hole before the cement paste is initially set, and the pipe is fixed by adopting a mortar sitting method (not less than 24 h);
hole forming; after the setting is finished, reducing to phi 110mm (primary reducing), drilling by adopting clear water to continue to the bottom of a water-flowing fractured zone 3, finally reducing to phi 91mm (secondary reducing), and finally taking a rock core at 20 m;
sixthly, pouring a grouting pipe; after hole forming, a grouting pipe 9 with the diameter of 48mm is put in, a guide pipe 10 is bound on the outer wall of the grouting pipe 9, the diameter of the guide pipe 10 is 20mm, a steel tray 14 is installed on the grouting pipe 9 corresponding to the secondary diameter changing position, a rubber grout stopping plug 15 is sleeved on the outer wall of the grouting pipe 9 positioned at the lower part of the steel tray 14, and the rubber grout stopping plug 15 is tightly attached to the steel tray 14; slip casting pipe 9 adopts ferrule 17 to connect, welds floral tube 16 below steel tray 14 to above coal seam floor 7, and 1 is poured into through the pipeline to steel tray 14 upper portion 5 m: 1.5, cement paste 13; the distance between the bottom of the guide pipe 10 and the steel tray 14 is 5 m;
seventhly, mounting a grouting connector; after the grouting pipe 9 is fed, welding the orifice pipe flange plate 11 and the grouting pipe 9 nut joint 8, checking and accepting the drilled hole, and wrapping the orifice to be grouted;
(2) grouting construction;
grouting at the lower section; as shown in fig. 2, during grouting, firstly, the lower section grouting is performed through the grouting pipe 9, and the grouting pipe 9 is connected with the grouting pipeline 20 by using a pipe hoop 17; the water-solid ratio is 1: 1.2, when the pressure gauge 19 reaches 2MPa, the pump capacity is less than 50L/min and exceeds 15min, grouting at the lower section of the hole is finished, and opening the pressure release valve 18;
secondly, grouting the upper section; as shown in fig. 3, after the lower section grouting is finished, the upper section grouting is carried out from the gap between the orifice pipe 12 and the grouting pipe 9, the upper section grouting is connected through the flange plates, the gasket 21 is clamped between the two flange plates, the good sealing is ensured, and the water-solid ratio is 1: 1, when the designed grouting end standard is reached, the grouting of the upper section of the hole is ended.
The grouting slurry is cement fly ash mortar, and the slurry proportion is as follows: pier curtain holes, cement: the mixing ratio of the fly ash is 2:8, and an accelerator which accounts for 3 to 5 percent of the weight of the cement is added; pier grouting holes, cement: the mixing ratio of the fly ash is 3: 7; general grouting hole, cement: the mixing ratio of the fly ash is 2: 8; the standard of grouting ending is that the grouting pressure reaches 2MPa, and the pump capacity is less than 50L/min and exceeds 15 min.
In the method, the goaf ascending type sectional grouting technology is adopted, and the perforated pipe is adopted from the position below the flange plate to the coal seam floor, so that the influence of hole collapse on lower section grouting can be effectively avoided, and the utilization efficiency of drilling is improved.
The three-wing drill bit is connected with the rock core pipe, so that the verticality of the drilled hole can be increased, and the orifice pipe can be smoothly lowered to the designed depth; by adopting a sitting slurry method, the sealing between the orifice pipe and the hole wall can be ensured to be good, and the loss of slurry from a soil-rock boundary during upper-section grouting can be avoided.
Because the thickness of the fourth series covering layer is larger, a three-wing drill bit is connected with a rock core pipe for drilling (the rigidity of the drill bit is increased), and the verticality of the drilled hole is ensured; full-mouth welding is adopted between the orifice pipes (screw thread connection can also be directly adopted), and a horizontal ruler is adopted for measurement during welding, so that the verticality between the orifice pipes is ensured; the drill hole is vertical, and the orifice pipe is vertical, so that the orifice pipe can be ensured to smoothly fall to the designed depth.
The flange plate and the grout stopping plug are adopted to clamp the grouting pipe at the secondary diameter-changing position and realize the segmentation, and cement grout is injected through the guide pipe to further strengthen the pipe fixing and the segmentation, so that the implementation effect is ensured.
The perforated pipe is arranged from the lower part of the flange plate to the bottom plate of the coal seam, so that the influence of hole collapse on lower section grouting can be effectively avoided, and the utilization efficiency of drilling is improved.
And finally, taking a core at the bottom of the hole by 20m, wherein the core is taken for the purposes of preventing rock powder from depositing to block a grouting channel, revealing a key stratum and evaluating the grouting effect.
Through sectional grouting, the filling compactness of the goaf can be obviously enhanced, the grouting uniformity is improved, the drilling utilization efficiency is improved, and the goaf treatment engineering quality is ensured.
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| CN110617029B (en) * | 2019-09-16 | 2020-06-30 | 中国矿业大学 | Drilling segmented retreating type grouting method |
| CN111238327B (en) * | 2020-02-28 | 2022-03-29 | 白银有色集团股份有限公司 | Method for drilling blast holes in hard rock and blasting by using blast holes |
| CN111663918A (en) * | 2020-07-10 | 2020-09-15 | 中勘资源勘探科技股份有限公司 | Coal mining ground grouting process and grouting structure |
| CN112282640A (en) * | 2020-10-21 | 2021-01-29 | 重庆市地质矿产勘查开发局南江水文地质工程地质队 | Broken stratum bare hole drilling method |
| CN112593543B (en) * | 2020-12-18 | 2021-10-08 | 中国矿业大学(北京) | Well lattice type reinforcing method for building foundation in shallow-buried thick quicksand layer subsidence area |
| CN114108609B (en) * | 2021-09-29 | 2023-03-10 | 华北水利水电大学 | A construction method for multi-stage and segmental precise filling deep piles in goaf |
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| US5992522A (en) * | 1997-08-12 | 1999-11-30 | Steelhead Reclamation Ltd. | Process and seal for minimizing interzonal migration in boreholes |
| CN103603689B (en) * | 2013-11-04 | 2015-07-08 | 葛洲坝集团基础工程有限公司 | Curtain grouting construction method for treating mined-out areas |
| CN103924945B (en) * | 2014-05-08 | 2016-04-20 | 中煤科工集团西安研究院有限公司 | The high-pressure slip-casting technique of rich water weathering fissures rock stratum under the Moderate and Thick Unconsolidated Formation of colliery |
| CN205895289U (en) * | 2016-08-19 | 2017-01-18 | 泰安振声科技工程有限公司 | Slip casting anchor rope with double -deck thick liquid and spiral stirring function of ending |
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